SW1210502_C-RPT-1901780-STORMWATER_REPORT-2021-05-14_20210519

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Stormwater Management Report
For the proposed development located at:
Boylston Highway
Mills River, North Carolina
Prepared for Submission to:
Town of Mills River, North Carolina
December 5, 2019
Revised: January 30, 2020
Revised: May 14, 2021
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Prepared for:
Samet Corporation
P.O. Box 8050
Greensboro, NC 27419
Prepared by:
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BL Companies
3420 Toringdon Way, Suite 210
Charlotte, NC 28277
[phone]
BL Project Number: 1901780

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Contents
An Employee -Owned Company
Stormwater Management Report
ExecutiveSummary......................................................................................................................................1
Existing Site Conditions and Hydrologic Conditions................................................................................... 2
Developed Site Conditions and Hydrologic Conditions............................................................................... 6
StormwaterManagement............................................................................................................................13
Summary.....................................................................................................................................................14
Appendix A: Location Maps
Figure 1: USGS Location Map
Figure 2: Aerial Location Map
Figure 3: NRCS Soil Survey Map with Hydrologic Soil Group Data
Figure 4.0: FEMA Federal Insurance Rate Map
Figure 4.1: FEMA Firmette Map
Figure 5.0: NOAA Atlas 14 Storm Depths
Figure 5.1: NOAA Atlas 14 Storm Intensities
Appendix B: Pre -development Hydrology (2-, 10-, and 25-year storms)
Appendix C: Post -development Hydrology (Water Quality Storm, 2-, 10-, and 25-year storms)
Appendix D: Post -development Hydraulics
Appendix E: Engineering Calculations
Riprap Outlet Protection Calculations
Appendix F: Drainage Maps
ED-1 — Existing Drainage Area Map
PD-1 — Proposed Drainage Area Map
PD-2 — Proposed Catchment Drainage Area Map
Appendix G: Soil Report
Appendix H: Geotechnical Report
Appendix I: Site Operations and Maintenance Plan

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Executive Summary
This report has been prepared in support of a Permit Application submission to the North Carolina
Department of Environmental Quality (NCDEQ) by Samet Corporation for the proposed
development at the intersection of Boylston Highway and Fanning Fields Road. The subject
property is approximately 34.23 acres in size and comprised of tax parcel #9975227 and the land
to be acquired as part of the land exchange agreement with tax parcels #800374 and #9968359.
The parcels are currently undeveloped, forested and farmland areas. Several pockets of wetlands
and streams, including a USGS "blue -line" stream, reside on the eastern and western portions of
the property, leaving the developable land between them. The USGS "blue -line" stream, also
known as "Stream 1", requires a 30-foot buffer. However, no proposed development will impact
any of the streams, associated buffers, or wetlands located on -site.
The property is bordered to the north and west by Boylston Highway (Rte. 280), to the south by
Miles View Drive, and to the east by undeveloped pasture and farmland. Several industrial and
commercial uses, such as FedEx Ground, exist across Boylston Highway and Pepsi Bottling Group
resides to the south of Miles View Drive. The subject site and all abutting properties are located
in the MR-LI (MR- Light Industrial) zoning district per the Town of Mills River zoning regulations
and map.
Generally, the property slopes toward Boylston Highway. Approximately half of the property
slopes northwestward toward "Stream 3" and "Stream 4" (surrounded by "Wetland 3") that
discharge to the northwest, underneath Boylston Highway. The other half of the property similarly
slopes northeastward toward "Wetland 1" and "Stream 1" that also discharges to the north,
underneath Boylston Highway. There are minor areas that drain away from the streams, but
ultimately slope toward Boylston Highway as well. The steepest grades of the site reside in the
southern corner of the site where a large ridge divides the site to slope toward either stream. Some
off -site area within the Boylston Highway right-of-way steeply slopes toward the road and into the
points of interest in this drainage analysis as well. Elevations of the existing topography within the
subj ect property range from 2180 feet at the southern top of the ridge down to 2084 feet at the inlet
receiving water from "Stream 1" on the eastern portion of the property.
The proposed stormwater management system is designed to be in compliance with the 2013 NC
Erosion and Sediment Control Planning and Design Manual and the NCDEQ Stormwater Design
Manual for a high -density project.
A HydroCAD model, using TR-55 methodology, was developed to evaluate the existing and
proposed drainage conditions of the property. The results of the analysis demonstrate that there
will not be an increase in peak stormwater runoff rates for the 2-, 10- and 25-year storm events.
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The stormwater runoff from the proposed development for all intensities and durations of rainfall
up to the 25-year storm event shall not exceed that of the existing conditions. Infiltration has
conservatively been considered in the drainage calculations using exfiltration rates recommended
by NRCS Web Soil Survey data. The exfiltration rate utilized is 0.2 in/hr.
The NCDEQ stormwater regulations require high density projects to treat the design storm depth
in a stormwater control measure. The stormwater control measures incorporated into this project
include underground stormwater infiltration/detention systems with isolator rows and BayFilter
systems to remove sediment and nutrients. The impervious area stormwater runoff will be
captured by catch basins with deep sumps for pretreatment. Stormwater will then be conveyed
through the proposed storm sewer system and discharge into several subsurface
detention/infiltration basin facilities. The detention/infiltration systems have been designed to
dewater the 1" design volume within 72 hours or less. The stormwater will then outlet through the
combined BayFilter and outlet control structures and discharge into the wetlands and streams. All
other landscaped areas will continue to flow as they currently do today either directly into the
streams or directly into the Boylston Highway storm sewer system.
Existing Site Conditions and Hydrologic Conditions
General Site Information
The existing site consists of undeveloped forested and farmland areas. Existing wetlands and
streams located in the western corner of the property and the eastern portion of the property frame
the undeveloped pasture in the center of the site.
The site soils identified by the United States Department of Agriculture (USDA) Natural
Resources Conservation Services (MRCS) are Delanco (dillard) loam, 2 to 7 percent slopes,
Hayesville loam, 2 to 7 percent slopes, 7 to 15 percent slopes and 15 to 25 percent slopes. Per the
USDA the NRCS Hydrologic Soil Group the soil rating for within the project area are C, B, C and
C respectively. A copy of the USDA NRCS Hydrologic Soil Group Map is included in Appendix
A for reference.
Per the FEMA Flood Insurance Rate Map Number 3700964200K for North Carolina, map revised
date: January 6, 2010, the site resides in FEMA Flood Hazard Zone X. This is defined as areas
determined to be outside the 0.2% annual chance floodplain. A copy of the FEMA Flood insurance
rate map is included in Appendix A for reference.
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Existing Hydrologic Conditions
The existing site drainage area that was analyzed totals 55.78 acres and is approximately 0.3%
impervious. There is currently no existing stormwater management system onsite, as the subject
site is undeveloped. The majority of the stormwater runoff generated on -site overland flows into
either the stream located in the western corner of the site or the stream on the eastern portion of
the site. Both of these streams are piped northwestward underneath Boylston Highway via two 30"
RCP culverts and downstream to the other side of the highway. The rest of the stormwater from
the subject property flows untreated to Boylston Highway through overland flow and into the
highway storm sewer system within the right-of-way. Eventually all of the stormwater that is
generated from the site will discharge ultimately downstream of the site into the McDowell Creek
and/or the French Broad River.
The following is a brief analysis of the existing design points as shown on the enclosed Existing
Drainage Plan (ED-1), in Appendix F.
Existing Drainage Area 1 (EDA-1): This drainage area is 0.93 acres and is approximately 0.0%
impervious, consisting mainly of pasture, grassland or range, and a small portion of woodland.
EDA-1 encompasses the small western corner of the site, due west of "Stream 3". Stormwater
runoff from this drainage area flows westward into an existing 24" RCP culvert under Fanning
Fields Road. This culvert then outlets to a grassed area within the right-of-way, noted as Point of
Interest 1 (POI-1). Stormwater is eventually collected by a 30" RCP culvert at the intersection of
Boylston Highway and Fanning Fields Road and discharges under Boylston Highway, flows to the
McDowell Creek and ultimately reaches the French Broad River.
Existing Drainage Area 2 (EDA-2): This drainage area is 11.55 acres and is approximately 0.0%
impervious, consisting primarily of pasture, grassland or range with a portion of woodland. All
the EDA-2 watershed's runoff overland flows into "Wetland 3", "Stream 3" and "Stream 4".
EDA-2 includes nearly a fifth of the total land analyzed in this drainage study. Stormwater runoff
flows in the northwestwardly direction into "Stream 3" and "Stream 4". These streams converge
and convey runoff through a 30" RCP culvert under Boylston Highway, Point of Interest 2 (P0I-
2). Ultimately, all the stormwater that is generated from EDA-2 will discharge downstream into
the McDowell Creek and eventually into the French Broad River.
Existing Drainage Area 3 (EDA-3): This drainage area is 3.80 acres and is approximately 0.0%
impervious, consisting primarily of pasture, grassland or range with a portion of woodland. EDA-
3 is located toward the center of the property, fronting Boylston Highway. Stormwater flows
overland into a drainage ditch along the right-of-way and is collected into a riprap basin inlet.
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Runoff is then discharged through a 36" RCP culvert under Boylston Highway, Point of Interest 3
(POI-3). Ultimately, all the stormwater that is generated from EDA-3 will discharge into the
McDowell Creek and eventually into the French Broad River.
Existing Drainage Area 4 (EDA-4): This drainage area is 1.68 acres and is approximately 0.0%
impervious, consisting primarily of woodland with a portion of pasture, grassland or range. EDA-
4 is located toward the center of the property, fronting Boylston Highway. Stormwater flows
overland into a yard drain inlet along the right-of-way that connects into the Boylston Highway
storm sewer system, Point of Interest 4 (POI-4). Ultimately, all the stormwater that is generated
from EDA-4 discharges downstream of the site into the French Broad River.
Existing Drainage Area 5 (EDA-5): This drainage area is 34.29 acres and is approximately 0.6%
impervious, consisting primarily of woodland with a portion of pasture, grassland or range from
both onsite and offsite area. There is a small amount of existing development in the neighboring
southern property consisting of a tennis court and a building, giving this drainage area a very minor
area of impervious coverage. EDA-5 includes over half of the total land analyzed in this drainage
study. All the EDA-5 watershed's runoff overland flows into "Wetland 1", "Wetland 2", and
"Stream 1". Stormwater runoff flows in the northwestwardly direction into "Stream 1". A portion
of this drainage area discharges to "Wetland 2" in the center of the site which is hydrologically
connected to "Stream 1" through a drainage ditch. "Stream 1" then discharges through a concrete
headwall and into a 30" RCP culvert that conveys runoff under Boylston Highway, Point of Interest
5 (POI-5). Ultimately, all the stormwater that is generated from EDA-5 will discharge downstream
into the French Broad River.
Existing Drainage Area 6 (EDA-6): This drainage area is 3.53 acres and is approximately 0.0%
impervious, consisting primarily of woodland with a portion of pasture, grassland or range. EDA-
6 encompasses the small northeastern corner of the site, located east of "Stream 1". A small ridge
sends stormwater runoff north through an existing concrete headwall and into a 30" RCP culvert
connecting into the Boylston Highway storm sewer system, Point of Interest 6 (POI-6). Ultimately,
all of the stormwater that is generated from EDA-6 discharges downstream of the site into the
French Broad River.
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Table 1- Pre -Development (Existing Conditions) Drainage Characteristics
Drainage
Area
Total Area
SF
Composite Curve
Number
Imperviousness
Cover
%
Time of Concentration
Minutes
EDA-1
40,701
78
0.0%
6.20
EDA-2
503,020
75
0.0%
32.80
EDA-3
165,534
78
0.0%
14.80
EDA-4
73,222
75
0.0%
38.90
EDA-5
1,493,578
73
0.6%
41.40
EDA-6
153,765
F 69
0.0%
27.80
Table 2 - Pre -Development Conditions Peak Flows
Analysis
Peak Flows CFS
Point
Description
2-YR
10-YR
25-YR
100-YR
Flow to Drainage Ditch and
P0I-1
24" RCP at corner of Miles
1.88
3.29
4.15
5.52
View Drive and Fanning Field
Road
Flow to Wetland 3 and
P0I-2
Streams 3 & 4 and 30" RCP
9.81
19.00
24.93
34.96
along Boylston Highway
P0I-3
Flow to Drainage Ditch & 30"
5.53
9.94
12.68
17.13
RCP along Boylston Highway
P0I-4
Flow to Drainage Ditch & 15"
1.37
2.66
3.49
4.90
RCP along Boylston Highway
Flow to Wetland 1 and
P0I-5
Stream 1 and 30" RCP along
35.55
70.26
92.59
129.95
Boylston Highway
Flow to northeastern corner of
P0I-6
site and 30" RCP along
2.22
4.88
6.66
9.75
Boylston Highway
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Developed Site Conditions and Hydrologic Conditions
General Site Information
The proposed site development consists of a proposed 110,866 s.f. industrial warehouse building,
associated impervious parking and drives, sidewalks, drainage infrastructure, subsurface detention
facilities, lawn with various landscape plantings, and proposed utilities to serve the development.
The existing 34.23-acre project parcel has two areas containing streams and wetlands on either
side of the proposed development, though the development will not impact either area or the USGS
"blue -line" stream known as "Stream 1".
Proposed Hydrologic Conditions
For the purposes of the drainage analysis and discussion, the proposed development has been
analyzed as thirteen sub -drainage basins as illustrated on the enclosed Proposed Drainage Plan
(PD- 1) located in Appendix E. The proposed analysis includes a total of 56.03 acres, adding some
land in the southern corner for a proposed grading easement, and is approximately 30.4%
impervious. The intent of the proposed site drainage is to mimic existing drainage patterns to the
maximum extent practical. The site stormwater system will provide stormwater quantity and
quality improvements through several underground detention/infiltration basins and BayFilter
filtration devices. Additionally, a formalized street sweeping program for the impervious surfaces
will contribute to the sediment removal onsite and deep sump catch basins will aid in pretreatment.
These measures will treat the stormwater quality flow through structural means to provide water
quality treatment in conformance with the North Carolina Department of Environmental Quality
(NCDEQ) Stormwater Design Manual.
Riprap energy dissipators are proposed at the flared end structure outlets discharging to all streams,
wetlands, and drainage ditches throughout the site. The riprap will protect the discharge point from
erosion and scouring. Engineering calculations and sizing can be found on the "Details Sheets",
sheet DN-7, of the land development plans.
Please refer to the "Details Sheets" in the land development plans for the Operation and
Maintenance Schedule and Appendix I for the site Operations and Maintenance Plan which details
the maintenance requirements for the subsurface detention facilities, as well as the various
stormwater management components proposed for the development. For the hydrologic analysis,
the developed site retains the same Points of Interest as the existing model. The following drainage
areas were developed to model the proposed site improvements.
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Proposed Drainage Area 1 (PDA-1): PDA-1 is a 0.51-acre drainage area consisting mainly of
pasture, grassland or range, and a small portion of woodland, approximately 0.0% impervious.
Similar to Existing Drainage Area 1 (EDA-1), PDA-1 encompasses the small western corner of
the site to the west of "Stream 3" but incorporates less land area due to the proposed development
and grading. Stormwater runoff from this drainage area flows in the westerly into an existing 24"
RCP culvert under Fanning Fields Road. This culvert then outlets to a grassed area within the right-
of-way, noted as Point of Interest 1 (POI-1). Stormwater is eventually collected by a 30" RCP
culvert at the intersection of Boylston Highway and Fanning Fields Road and discharges under
Boylston Highway, flows to the McDowell Creek and ultimately reaches the French Broad River.
Proposed Drainage Area 2 (PDA-2): This drainage area is 4.37 acres and is approximately 1.1%
impervious, consisting primarily of pasture, grassland or range, a small portion of proposed grass,
a portion of woodland, and the proposed driveway within the right-of-way. PDA-2 also contains
"Wetland 3", "Stream 3" and "Stream 4" in which all of this watershed's runoff overland flows
into. PDA-2 discharges untreated and un-detained stormwater runoff directly into "Stream 3" and
"Stream 4" as it does in current conditions . These streams converge and convey runoff through a
30" RCP culvert under Boylston Highway, Point of Interest 2 (POI-2). Ultimately, all the
stormwater that is generated from EDA-2 will discharge downstream into the McDowell Creek
and eventually into the French Broad River.
Proposed Drainage Area 2A (PDA-2A): PDA-2A is a 1.69-acre drainage area which consists of
the proposed parking in the southwestern portion of the site, a portion of the circulating drive, and
minor areas of interior landscaping. This area is approximately 55.8% impervious and stormwater
is captured in a proposed storm sewer network of catch basin inlets that convey runoff into a
subsurface stormwater detention facility SWMB-2. The water quality design storm is then routed
through an ADS BayFilter filtration device and the larger storm events are routed through the
outlet control portion of the structure. Stormwater discharges to a flared end structure at the
beginning of"Stream 3". "Stream 3" converges with "Stream 4" and conveys runoff through a 30"
RCP culvert under Boylston Highway, Point of Interest 2 (POI-2). Ultimately, all the stormwater
that is generated from PDA-2A will discharge downstream into the McDowell Creek and
eventually into the French Broad River.
Proposed Drainage Area 2B (PDA-2B): PDA-213 is a 4.43-acre drainage area which consists of
the proposed parking in the southern corner of the site, a portion of the circulating drive, and minor
areas of interior landscaping. This area is approximately 88.9% impervious and stormwater is
captured in a proposed storm sewer network of catch basin inlets that convey runoff into a
subsurface stormwater detention facility SWMB-3. The water quality design storm is then routed
through an ADS BayFilter filtration device and the larger storm events are routed through the
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outlet control portion of the structure. Stormwater discharges to a flared end structure into
"Wetland 3" at the beginning of "Stream 4". "Stream 4" converges with "Stream 3" and conveys
runoff through a 30" RCP culvert under Boylston Highway, Point of Interest 2 (POI-2). Ultimately,
all the stormwater that is generated from PDA-213 will discharge downstream into the McDowell
Creek and eventually into the French Broad River.
Proposed Drainage Area 2C (PDA-2C): PDA-2C is a 0.57-acre drainage area consisting mainly
of the impervious proposed western driveway and proposed grass with minor areas of existing
pasture, grassland or range, approximately 42.5% impervious. PDA-2C is located in the western
corner of the site, due west of "Stream 3". Stormwater runoff from this drainage area flows
northwestward down the driveway and is captured in curb inlet catch basins. into a subsurface
stormwater detention facility SWMB-I. The water quality design storm is then routed through an
ADS BayFilter filtration device and the larger storm events are routed through the outlet control
portion of the structure. Stormwater discharges to a flared end structure directed towards "Stream
3". "Stream 3" converges with "Stream 4" and conveys runoff through a 30" RCP culvert under
Boylston Highway, Point of Interest 2 (POI-2). Ultimately, all the stormwater that is generated
from PDA-2C will discharge downstream into the McDowell Creek and eventually into the French
Broad River.
Proposed Drainage Area 3 (PDA-3): This drainage area is 0.55 acres and is approximately 0.0%
impervious, consisting primarily of woodland within the right-of-way with a portion of pasture,
grassland or range. PDA-3 is located toward the center of the property, fronting Boylston Highway
as it did in the existing analysis. Stormwater overland flows into a ditch along the right-of-way
and is collected into a riprap basin inlet. Runoff is then discharged through a 36" RCP culvert
under Boylston Highway, Point of Interest 3 (POI-3), where all stormwater flows into the
McDowell Creek and eventually into the French Broad River.
Proposed Drainage Area 3A (PDA-3A): PDA-3A is a 3.49-acre drainage area which contains
half of the proposed 110,866 s.f. industrial warehouse building, associated parking to the northwest
and west of the building, and minor areas of interior landscaping. This area is approximately 91.9%
impervious and stormwater is captured in a proposed storm sewer network of catch basin inlets
that convey runoff into a subsurface stormwater detention facility SWMB-4. The water quality
design storm is then routed through an ADS BayFilter filtration device and the larger storm events
are routed through the outlet control portion of the structure. Stormwater discharges to a flared
end structure at the existing "riprap basin" within the Boylston Highway right-of-way. Runoff is
then conveyed through a 36" RCP culvert under Boylston Highway, Point of Interest 3 (POI-3),
where all stormwater flows into the McDowell Creek and eventually into the French Broad River.
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Proposed Drainage Area 4 (PDA-4): This drainage area is 0.88 acres and is approximately 0.0%
impervious, consisting primarily of woodland within the right-of-way with a portion of pasture,
grassland or range. PDA-4 is located toward the center of the property, fronting Boylston Highway.
Stormwater overland flows into an inlet along the right-of-way that connects into the Boylston
Highway storm sewer system, Point of Interest 4 (POI-4). Ultimately, all the stormwater that is
generated from PDA-4 discharges downstream of the site into the French Broad River.
Proposed Drainage Area 4A (PDA-4A): This drainage area is 0.55 acres and is approximately
34.2% impervious, consisting primarily of grass and impervious pavement. PDA-4A contains the
eastern access drive and is located toward the center of the property, fronting Boylston Highway.
Stormwater is captured in the proposed storm sewer system via catch basin inlets that convey
runoff into a subsurface stormwater detention facility SWMB-5. The water quality design storm
is then routed held in the underground basin and infiltrated into the ground. Due to elevation
constraints, as ADS BayFilter filtration device is not utilized. The larger storm events are routed
through an outlet control structure. Stormwater discharges into an existing Boylston Highway
catch basin located within a swale in the right-of-way, Point of Interest 4 (POI-4). Ultimately, all
the stormwater that is generated from PDA-4A discharges downstream of the site into the French
Broad River.
Proposed Drainage Area 5 (PDA-5): This drainage area is 25.47 acres and is approximately 1.1%
impervious, consisting primarily of woodland with a portion of pasture, grassland or range. There
is a small amount of existing development in the neighboring southern property consisting of a
tennis court and a building, giving this drainage area a very minor area of impervious coverage.
PDA-5 also contains "Wetland 2", as well as "Wetland 2" and "Stream 1" into which all of this
watershed's runoff overland flows. PDA-5 includes nearly half of the area analyzed in this
drainage study and discharges stormwater runoff northeastward off of the southern ridge directly
into "Stream 1". A portion of this drainage area discharges to "Wetland 2" in the center of the site
which is hydrologically connected to "Stream 1" through a drainage ditch. "Stream 1" then
discharges through a concrete headwall and into a 30" RCP culvert that conveys runoff under
Boylston Highway, Point of Interest 5 (POI-5). Ultimately, all the stormwater that is generated
from EDA-5 will discharge downstream into the French Broad River.
Proposed Drainage Area 5A (PDA-5A): This drainage area is 4.26 acres and is approximately
88.1% impervious. PDA-5A contains the other half of the proposed 110,866 s.f industrial
warehouse building, associated loading areas to the southeast of the building, a portion of the
circulating drive, and minor areas of interior landscaping. Runoff is collected in curb inlet catch
basins that convey runoff into a subsurface stormwater detention facility SWMB-6. The water
quality design storm is then routed through an ADS BayFilter filtration device and the larger storm
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events are routed through the outlet control portion of the structure. Stormwater discharges to a
flared end structure discharging to "Wetland 2". This pocket of wetlands is located in the center
of the site and is hydrologically connected to "Stream 1" through a drainage ditch. "Stream 1" then
discharges through a concrete headwall and into a 30" RCP culvert that conveys runoff under
Boylston Highway, Point of Interest 5 (POI-5). Ultimately, all the stormwater that is generated
from EDA-5 will discharge downstream into the French Broad River.
Proposed Drainage Area 5B (PDA-5B): This drainage area is 1.35 acres and is approximately
76.2% impervious. PDA-513 contains the proposed truck loading dock area north of the building,
a portion of the circulating drive, and minor areas of interior landscaping. Runoff is collected in
curb inlet catch basins that convey runoff into a subsurface stormwater detention facility SWMB-
7. The water quality design storm is then routed through an ADS BayFilter filtration device and
the larger storm events are routed through the outlet control portion of the structure. Stormwater
discharges to a flared end structure discharging to the drainage ditch between "Wetland 2" and
"Stream 1". "Stream 1" then discharges through a concrete headwall and into a 30" RCP culvert
that conveys runoff under Boylston Highway, Point of Interest 5 (POI-5). Ultimately, all the
stormwater that is generated from EDA-5 will discharge downstream into the French Broad River.
Proposed Drainage Area 5C (PDA-5C): This drainage area is 4.39 acres and is approximately
77.9% impervious. PDA-5C contains the southern van parking lot and associated landscaped
areas. Runoff is collected in curb inlet catch basins that convey runoff into a subsurface stormwater
detention facility SWMB-8. The water quality design storm is then routed through an ADS
BayFilter filtration device and the larger storm events are routed through the outlet control portion
of the structure. Stormwater discharges to a flared end structure discharging to "Wetland 2". This
pocket of wetlands is located in the center of the site and is hydrologically connected to "Stream
1" through a drainage ditch. "Stream 1" then discharges through a concrete headwall and into a
30" RCP culvert that conveys runoff under Boylston Highway, Point of Interest 5 (POI-5).
Ultimately, all the stormwater that is generated from EDA-5 will discharge downstream into the
French Broad River.
Proposed Drainage Area 6 (PDA-6): PDA-6 remains untouched by the proposed development
and is therefore identical in drainage characteristics to EDA-6. This drainage area is 3.53 acres and
is approximately 0.0% impervious, consisting primarily of woodland with a portion of pasture,
grassland or range. PDA-6 encompasses the small northeastern corner of the site, located east of
"Stream 1". A small ridge sends stormwater runoff north through an existing concrete headwall
and into a 30" RCP culvert connecting into the Boylston Highway storm sewer system, Point of
Interest 6 (POI-6). Ultimately, all of the stormwater that is generated from EDA-6 discharges
downstream of the site into the French Broad River.
6135 Park South Drive • Charlotte, NC 28210 • [phone] • www.blcompanies.com
10

E
1,
Architecture
Engineering An Employee -Owned Company
Environmental Stormwater Management Report
Land Surveying 0'WW_
Companies
Table 3 - Post Development Drainage Characteristics
Drainage Area
Total Area
SF
Composite
Curve Number
Imperviousness
Cover
%
Time of
Concentration
Minutes
PDA-1
22,320
77
0.0%
5.80
PDA-2
190,420
76
1.1 %
19.70
PDA-2A
73,628
85
55.8%
6.00
PDA-2 B
192,969
95
88.9%
6.00
PDA-2C
24,778
87
42.5%
6.00
PDA-3
23,763
75
0.0%
8.00
PDA-3A
151,834
96
91.9%
6.00
PDA-4
38,421
75
0.0%
17.60
PDA-4A
23,953
85
34.2%
6.00
PDA-5
1,109, 344
72
1.1 %
16.90
PDA-5A
185,459
95
88.1 %
6.00
PDA-513
58,608
93
76.2%
6.00
Table 4 - Post -Development Conditions Peak Flows
Analysis
Peak Flows CFS
Point
Description
2-YR
10-YR
25-YR
100-YR
POI-1
Flow to Drainage Ditch and 24" RCP at corner of
0.98
1.75
2.22
2.98
Miles View Drive and Fanning Field Road
Flow to Wetland 3 and Streams 3 & 4 and 30"
P0I-2
RCP along Boylston Highway
7.69
16.58
22.13
36.09
Flow to Drainage Ditch & 30" RCP along
P0I-3
Boylston Highway
5.38
9.51
12.47
17.92
P0I-4
Flow to Drainage Ditch & 15" RCP along
1.23
2.60
3.37
5.73
Boylston Highway
P0I-5
Flow to Wetland 1 and Stream 1 and 30" RCP
31.08
66.63
91.20
136.36
along Boylston Highway
P0I-6
Flow to northeastern corner of site and 30" RCP
2.22
4.88
6.66
9.75
along Boylston Highway
6135 Park South Drive • Charlotte, NC 28210 • [phone] • www.blcompanies.com
11

. ' Architecture
Engineering An Employee -Owned Company
Environmental Stormwater Management Report
. � Land Surveying
Companies
Table 5 - Existing vs Proposed Peak Rates of Runoff
Peak Flow (cfs)
Design Storms
Analysis Point
2-YR
10-YR
25-YR
100-YR
POI-1
Existing
1.88
3.29
4.15
5.52
Proposed
0.98
1.75
2.22
2.98
Percent Change
47.87%
-46.81%
-46.51%
-46.01%
POI-2
Existing
9.81
19.00
24.93
34.96
Proposed
7.69
16.58
22.13
36.09
Percent Change
-21.61%
-12.74%
-11.23%
3.23%
POI-3
Existing
5.53
9.94
12.68
17.13
Proposed
5.38
9.51
12.47
17.92
Percent Change
-2.71%
-4.33%
-1.66%
4.61%
POI-4
Existing
1.37
2.66
3.49
4.90
Proposed
1.23
2.60
3.37
5.73
Percent Change
-10.22%
-2.26%
-3.44%
16.94%
POI-5
Existing
35.55
70.26
92.59
129.95
Proposed
31.08
66.63
91.20
136.36
Percent Change
-12.57%
-5.17%
-1.50%
4.93%
POI-6
Existing
2.22
4.88
6.66
9.75
Proposed
2.22
4.88
6.66
9.75
Percent Change
0.00%
0.00%
0.00%
0.00%
Overall Total
Existing
56.36
110.03
144.50
202.21
Proposed
48.58
101.95
138.05
208.83
Percent Change
-13.80%
-7.34%
-4.46%
3.27%
6135 Park South Drive • Charlotte, NC 28210 • [phone] • www.blcompanies.com
12

E
1,
Architecture
Engineering An Employee -Owned Company
Environmental Stormwater Management Report
Land Surveying 0'WW_
Companies
Stormwater Management
Hydrologic Modeling of the Entire Site
The hydrologic analysis to determine peak stormwater discharge rates was performed using the
HydroCAD stormwater modeling system computer program, version 10.00 developed by
HydroCAD Software Solutions, LLC. Hydrographs for each watershed were developed using the
SCS Synthetic Unit Hydrograph Method. Rainfall depths and distribution per the NOAA Atlas 14
for Mills River, NC were used for the calculation of peak flow rates and are listed in Table 6. The
drainage areas, or subcatchments as labeled by the program, are depicted by hexagons on the
attached drainage diagrams. Pre -development HydroCAD output can be found in Appendix B and
Post -development HydroCAD output can be found in Appendix C.
Table 6 — Rainfall Depths per NOAA Atlas 14
Appendix A - 24-hour Rainfall Data
Return Period
24-hour Rainfall Depth
Water Quality Storm
1.001,
2-year
3.54"
10- ear
5.00"
25- ear
5.89"
100- ear
7.36"
Hydraulic Modeling of the Entire Site
The hydraulic study of the onsite drainage system and design complies with the requirements set
forth in the North Carolina Department of Environmental Quality (NCDEQ) Stormwater Design
Manual. The proposed drainage systems have been sized to convey the 10-year storm event to
their respective discharge points without ponding or surcharging above the catch basin / manhole
grates. The system has been designed to comply with the requirements set forth in the North
Carolina Department of Environmental Quality (NCDEQ) Stormwater Design Manual. Mills
River, NC Rainfall Intensity -Duration (Table 7) was utilized. StormCAD Version 8i by Haestad
Methods, utilizing the Rational Method, was used to model the proposed drainage system.
6135 Park South Drive • Charlotte, NC 28210 • [phone] • www.blcompanies.com
13

. ' Architecture
Engineering An Employee -Owned Company
Environmental Stormwater Management Report
. � Land Surveying
Companies
Table 7 — Rainfall Intensities per NOAA Atlas 14
Appendix A - 24-hour Rainfall Data
Return Period
24-hour Rainfall Intensity
2-year
0.147 in/hr
10- ear
0.208 in/hr
25- ear
0.245 in/hr
100- ear
0.307 in/hr
Summary
The post -development peak discharge rates for the developed site have been decreased for the
2- year, 10-year and the 25-year storm events. All post development stormwater discharged will
mimic existing drainage patterns. The proposed surface stormwater detention system has been
designed to attenuate peak flows and detain stormwater for the design storm through the 25-year
storm event. Stormwater quality is being addressed by underground detention basins and ADS
BayFilter filtration structures. These features will adhere to the minimum permeance standards
for stormwater control measures as required in the NCDEQ Stormwater Design Manual. The
proposed stormwater management system will meet the stormwater quality requirements of the
State of North Carolina.
6135 Park South Drive • Charlotte, NC 28210 • [phone] • www.blcompanies.com
14

. ' Architecture
Engineering An Employee -Owned Company
Environmental Stormwater Management Report
b
� Land Surveying
Companies
APPENDIX A
LOCATION MAPS
Figure 1: USGS Location Map
Figure 2: Aerial Location Map
Figure 3: NRCS Soil Survey Map with Hydrologic Soil Group Data
Figure 4.0: FEMA Federal Insurance Rate Map
Figure 4.1: FEMA Firmette Map
Figure 5.0: NOAA Atlas 14 Storm Depths
Figure 5.1: NOAA Atlas 14 Storm Intensities
6135 Park South Drive • Charlotte, NC 28210 • [phone] • www.blcompanies.com

,o
0
'SS RD
i7
Mills River
Bridge
I
Airport P�
JO��
280 74
Fanning 52
Bridge _
m
PROJECT LOCATION
Alit ES
m
ARCHITECTURE
Designed
H.J.L.
.
ENGINEERING
PROPOSED DEVELOPMENT
ENVIRONMENTAL
LAND SURVEYING
BOYLSTON HIGHWAY
Checked
Approved
A.B.U.
A.B.U.
119017 0'
FIGURE 1
.�
MILLS RIVER, NC
Project
Project No.
1901780
Date
USCS LOCATION MAP
COrY�Qi66
CAD File
LOC19017 0101

- air
5-Ad"
PROJECT LOCATION
ARCHITECTURE
Designed
H.J.L.
.
ENGINEERING
PROPOSED DEVELOPMENT
ENVIRONMENTAL
LAND SURVEYING
BOYLSTON HIGHWAY
Checked
Approved
Scale
A.B.U.
A.B.U.
119017 0'
FIGURE 2
.�
MILLS RIVER, NC
Project No.
1901780
Date
1CAD
AERIAL LOCATION MAP
COrY�Qi66
File
LOC19017 001

Custom Soil Resource Report
Map —Soil Taxonomy Classification in E
359200 359300 359400 359500 359600 359700 359800
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Table —Soil Taxonomy Classification
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
DeB
Delanco (dillard) loam, 2
to 7 percent slopes
Fine -loamy, mixed,
semiactive, mesic
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1.8
3.5%
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percent slopes
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18.0%
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percent slopes
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73.3%
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percent slopes
Fine, kaolinitic, mesic
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5.2%
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51.0
100.0%
Rating Options —Soil Taxonomy Classification
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Lower
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11 /11 /2019 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Mills River, North Carolina, USA* ""�'°
Latitude: 35.4173*, Longitude:-82.5499*
Elevation: 2109.79 ft *
*source: ESRI Maps 'w,�w, �d
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)
1
2
5
10
25
50
100
200
500
1000
0.367
0.437
0.523
0.589
0.675
0.740
0.806
0.872
0.958
1.03
5-min
(0.330-0.408)
(0.394-0.485)
(0.471-0.581)
(0.529-0.653)
(0.602-0.747)
(0.656-0.819)
(0.712-0.893)
(0.764-0.969)
(0.829-1.07)
(0.880-1.15)
0.586
0.698
0.838
0.942
1.08
1.18
1.28
1.38
1.52
1.62
10-min
(0.527-0.651)
(0.630-0.775)
(0.755-0.931)
(0.846-1.04)
(0.959-1.19)
1 (1.05-1.30)
1 (1.13-1.42)
1 (1.21-1.54)
(1.31-1.69)
(1.39-1.82)
0.732
0.878
1.06
1.19
1.36
1.49
1.62
1.74
1.91
2.03
15-min
(0.659-0.814)
(0.792-0.975)
(0.955-1.18)
1 (1.07-1.32)
1 (1.22-1.51)
1 (1.32-1.65)
1 (1.43-1.80)
1 (1.53-1.94)
(1.65-2.13)
(1.74-2.28)
1.00
1.21
1.51
1.73
2.02
2.25
2.48
2.72
3.03
3.29
30-min
(0.904-1.12)
1 (1.09-1.35)
1 (1.36-1.67)
1 (1.80-2.24)
(1.99-2.49)
(2.19-2.75)
(2.38-3.02)
(2.63-3.39)
(2.82-3.70)
1.25
1.52
1.93
2.25
2.69
3.05
3.42
3.81
4.35
4.80
60-min
(1.13-1.39)
(1.37-1.69)
(1.74-2.15)
(2.02-2.49)
(2.40-2.98)
(2.70-3.37)
(3.02-3.79)
(3.34-4.23)
(3.77-4.87)
(4.11-5.39)
1.47
1.78
2.25
2.62
3.14
3.57
4.01
4.49
5.15
5.69
2-hr
(1.32-1.63)
(1.60-1.97)
(2.02-2.49)
(2.34-2.90)
(2.79-3.48)
(3.15-3.95)
(3.51-4.45)
(3.90-4.99)
(4.42-5.75)
(4.83-6.40)
1.57
1.89
2.38
2.77
3.35
3.83
4.33
4.89
5.68
6.34
3-hr
(1.42-1.76)
1 (1.71-2.11)
1 (2.14-2.64)
(2.48-3.08)
(2.97-3.72)
(3.37-4.25)
(3.78-4.82)
(4.22-5.45)
(4.83-6.38)
(5.33-7.16)
1.97
2.35
2.90
3.37
4.05
4.62
5.25
5.93
6.92
7.75
6-hr
(1.80-2.17)
1 (2.14-2.58)
1 (2.64-3.18)
(3.05-3.70)
(3.64-4.44)
(4.13-5.08)
(4.64-5.78)
(5.18-6.54)
(5.94-7.67)
(6.57-8.65)
2.48
2.96
3.63
4.17
4.92
5.53
6.16
6.82
7.74
8.46
12-hr
(2.28-2.71)
1 (2.72-3.23)
1 (3.33-3.96)
(3.82-4.55)
(4.48-5.37)
(5.02-6.04)
(5.56-6.74)
1 (6.11-7.49)
(6.86-8.56)
(7.43-9.43)
2.95
3.54
4.35
5.00
5.89
6.61
7.36
8.13
9.21
10.1
24-hr
(2.73-3.20)
1 (3.28-3.84)
1 (4.02-4.71)
(4.61-5.41)
(5.42-6.37)
(6.07-7.15)
(6.72-7.94)
1 (7.39-8.78)
(8.29-9.96)
(8.99-10.9)
3.51
4.18
5.10
5.82
6.82
7.63
8.45
9.31
10.5
11.4
2-day
(3.27-3.77)
1 (3.90-4.51)
(4.74-5.49)
(5.41-6.26)
(6.31-7.33)
(7.04-8.19)
(7.77-9.09)
1 (8.51-10.0)
(9.51-11.3)
(10.3-12.3)
3.74
4.46
5.39
6.12
7.12
7.91
8.72
9.55
10.7
11.6
3-day
(3.49-4.01)
1 (4.16-4.78)
(5.02-5.78)
(5.70-6.56)
(6.61-7.62)
(7.32-8.48)
(8.04-9.36)
1 (8.76-10.3)
(9.72-11.5)
(10.5-12.5)
3.98
4.73
5.68
6.42
7.42
8.20
8.99
9.79
10.9
11.7
4-day
(3.72-4.25)
(4.43-5.06)
(5.30-6.06)
(5.99-6.86)
(6.90-7.92)
(7.60-8.76)
(8.31-9.62)
1 (9.01-10.5)
(9.93-11.7)
(10.7-12.6)
4.64
5.51
6.60
7.47
8.65
9.59
10.5
11.5
F 12.8
13.9
7-day
(4.35-4.97)
(5.16-5.90)
(6.18-7.07)
(6.98-8.00)
(8.06-9.24)
(8.91-10.3)
1 (9.76-11.3)
1 (10.6-12.3)
(11.7-13.8)
(12.6-14.9)
5.32
6.29
7.46
8.38
9.64
10.6
11.6
12.6
F 14.0
15.1
10-day
(5.02-5.64)
(5.94-6.68)
(7.04-7.93)
(7.91-8.90)
(9.06-10.2)
(9.96-11.3)
1 (10.9-12.4)
1 (11.8-13.4)
(12.9-14.9)
(13.8-16.1)
7.23
8.49
9.87
10.9
12.3
13.3
14.4
15.4
16.6
17.6
20-day
(6.84-7.63)
1 (8.05-8.98)
1 (9.34-10.4)
(10.3-11.5)
(11.6-13.0)
(12.6-14.1)
1 (13.5-15.2)
1 (14.4-16.3)
(15.5-17.7)
(16.4-18.7)
8.86
10.4
11.9
13.0
14.4
15.5
16.5
17.4
F 18.6
19.4
30-day
(8.42-9.34)
(9.87-10.9)
(11.3-12.5)
(12.4-13.7)
(13.7-15.2)
(14.7-16.3)
1 (15.6-17.4)
1 (16.4-18.4)
(17.4-19.7)
(18.2-20.6)
11.3
13.2
14.8
16.1
17.5
18.6
19.5
20.4
F 21.4
22.1
45-day
(10.7-11.8)
(12.5-13.8)
(14.1-15.6)
(15.3-16.9)
(16.7-18.4)
(17.6-19.5)
1 (18.5-20.5)
1 (19.3-21.4)
(20.3-22.5)
(20.9-23.3)
13.5
15.8
17.6
18.9
20.5
21.6
22.6
23.5
24.5
25.2
60-day
(12.9-14.2)
(15.0-16.6)
(16.8-18.5)
(18.0-19.9)
(19.5-21.6)
(20.6-22.8)
(21.5-23.8)
(22.3-24.8)
(23.2-25.9)
(23.9-26.7)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for
a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are
not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4173&Ion=-82.5499&data=depth&units=english&series=pds 1 /4

11 /11 /2019 Precipitation Frequency Data Server
MIDI
25
c
t 20
C
a
di
U
15
49
10
CL
a
i
30
25
c
s 20
a
m
a 15
A,
49
a
18
a
Pas -based depth -duration -frequency (DDF) curves
Latitude: 35.4173`, Longitude: -82.5499'
---------------------
t t Jr t L N N O r{4 N rq rq rq N rq N f1�5 lb N rV A q O O O Ln O
,1 r-I rn w � N rn v Ln
Duration
5 _ �.-r.
0
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created (GMT): Mon Nov 11 19:12:03 2019
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
mlerva I
f years}
— 1
2
— 5
— 14
— 25
54
100
200
500
1000
Duration
— 6-min —
2-day
— 14-min —
3-day
15-min —
4-dmy
— 30-min —
7-day
— 60-min —
10-day
— 2fir —
20-day
— 3-hr —
30-day
— Sfir —
45-day
— 12-hr —
60-day
24-Mr
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=35.4173&Ion=-82.5499&data=depth&units=engIish&series=pds 2/4

11 /11 /2019
Precipitation Frequency Data Server
AMEViL, P r
R C.'V.L
ti
at or
3km
2mi
Large scale terrain
Kingsport' B I Istol
J0111150 n Cit
Knoxville y "
�.-11 rlildl.A
N 0 RT H C
Charli
)o9a
Greenville
100km
SOUTH CARO
6L I V
Large scale map
Kingsport
J d, i t;
QUA
arl ot
le
100km %.
I i --ti
L
Large scale aerial
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds—printpage.htmI?Iat=35.4173&Ion=-82.5499&data=depth&units=english&series=pds 3/4

Precipitation Frequency Data Server
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
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11 /11 /2019 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Mills River, North Carolina, USA* ""�'°
Latitude: 35.4173*, Longitude:-82.5499*
Elevation: 2109.79 ft *
*source: ESRI Maps 'w,�w, �d
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/hourp
Duration
Average recurrence interval (years)
1
2
5
10
25
50
1 100
100
200
500
1000
5-min
4.40
(3.96-4.90) 11
5.24
(4.73-5.82) 11
6.28
(5.65-6.97) 11
7.07
(6.35-7.84) 11
8.10
(7.22-8.96)
8.88
1 (7.87-9.83)
9.67
1 (8.54-10.7)
10.5
1 (9.17-11.6)
11.5
1 (9.95-12.9)
12.3
1 (10.6-13.8)
3.52
4.19
5.03
5.65
6.46
7.07
7.69
8.29
9.09
9.70
10-min
(3.16-3.91) 11
(3.78-4.65) 11
(4.53-5.59) 11
(5.08-6.26) 11
(5.75-7.15)
1 (6.27-7.82)
1 (6.79-8.52)
1 (7.27-9.22)
1 (7.87-10.2)
1 (8.32-10.9)
2.93
3.51
4.24
4.77
5.45
5.97
6.48
6.98
7.63
8.12
15-min
(2.64-3.26) 1
1 (4.86-6.04)
1 (5.29-6.60)
1 (5.72-7.18)
1 (6.11-7.75)
1 (6.60-8.53)
1 (6.96-9.13)
2.01
2.42
3.01
3.45
4.04
4.50
4.96
5.43
6.07
6.57
30-min
(1.81-2.23) 11
(2.19-2.69) 11
(2.71-3.35) 11
(3.10-3.83) 11
(3.60-4.47)
1 (3.99-4.97)
1 (4.38-5.50)
1 (4.76-6.03)
1 (5.26-6.78)
1 (5.63-7.39)
1.25
1.52
1.93
2.25
2.69
3.05
3.42
3.81
4.35
4.80
60-min
(1.13-1.39)
(1.37-1.69)
(1.74-2.15)
1 (2.40-2.98)
1 (2.70-3.37)
1 (3.02-3.79)
1 (3.34-4.23)
1 (3.77-4.87)
1 (4.11-5.39)
0.734
0.890
1.12
1.31
1.57
1.78
2.01
2.24
2.58
2.85
2-hr
(0.658-0.814)
(0.800-0.986)1
1 (1.39-1.74)
(1.57-1.98)
1 (1.76-2.23)
1 (1.95-2.49)
1 (2.21-2.88)
1 (2.42-3.20)
0.524
0.631
0.791
0.923
1.12
117
1.44
1.63
1.89
2.11
3-hr
(0.472-0.585)
(0.568-0.703)
(0.711-0.879)
(0.826-1.03)
(0.988-1.24)
1 (1.12-1.42)
1 (1.26-1.61)
1 (1.41-1.82)
1 (1.61-2.13)
1 (1.77-2.38)
0.329
0.392
0.484
0.562
0.676
0.772
F 0.876
F 0.990
1.16
1.29
6-hr
(0.301-0.363)
(0.358-0.431)
(0.441-0.531)
(0.510-0.617)
(0.608-0.742)
(0.689-0.848)
(0.774-0.965)
(0.865-1.09)
(0.992-1.28)
1 (1.10-1.44)
0.206
0.246
0.301
0.346
0.408
0.459
0.511
0.566
0.642
0.702
12-hr
(0.190-0.225)
(0.226-0.268)
(0.277-0.329)
(0.317-0.378)
(0.372-0.445)
(0.417-0.501)
(0.462-0.559)
(0.507-0.622)
(0.569-0.710)
(0.617-0.783)
0.123
0.147
0.181
0.208
0.245
0.276
0.307
0.339
0.384
0.419
24-hr
(0.114-0.133)
(0.137-0.160)
(0.168-0.196)
(0.192-0.225)
(0.226-0.265)
(0.253-0.298)
(0.280-0.331)
(0.308-0.366)
(0.345-0.415)
(0.374-0.454)
0.073
0.087
0.106
0.121
0.142
0.159
0.176
0.194
0.218
0.238
2-day
(0.068-0.079)
(0.081-0.094)
(0.099-0.114)
(0.113-0.130)
(0.132-0.153)
(0.147-0.171)
(0.162-0.189)
(0.177-0.209)
(0.198-0.236)
(0.214-0.257)
0.052
0.062
0.075
0.085
0.099
0.110
0.121
0.133
0.148
0.161
3-day
(0.049-0.056)
(0.058-0.066)
(0.070-0.080)
(0.079-0.091)
(0.092-0.106)
(0.102-0.118)
(0.112-0.130)
(0.122-0.142)
(0.135-0.160)
(0.145-0.173)
0.041
0.049
0.059
0.067
0.077
0.085
0.094
0.102
0.113
0.122
4-day
(0.039-0.044)
(0.046-0.053)
(0.055-0.063)
(0.062-0.071)
(0.072-0.083)
(0.079-0.091)
(0.087-0.100)
(0.094-0.109)
(0.103-0.122)
(0.111-0.132)
0.028
0.033
0.039
0.044
0.051
0.057
0.063
0.069
0.076
0.083
7-day
(0.026-0.030)
(0.031-0.035)
(0.037-0.042)
(0.042-0.048)
(0.048-0.055)
(0.053-0.061)
(0.058-0.067)
(0.063-0.073)
(0.070-0.082)
(0.075-0.089)
0.022
0.026
0.031
0.035
0.040
0.044
0.048
0.053
0.058
0.063
10-day
(0.021-0.024)
(0.025-0.028)
(0.029-0.033)
(0.033-0.037)
(0.038-0.043)
(0.042-0.047)
(0.045-0.051)
(0.049-0.056)
(0.054-0.062)
(0.058-0.067)
0.015
0.018
0.021
0.023
0.026
0.028
0.030
0.032
0.035
0.037
20-day
(0.014-0.016)
(0.017-0.019)
(0.019-0.022)
(0.022-0.024)
(0.024-0.027)
(0.026-0.029)
(0.028-0.032)
(0.030-0.034)
(0.032-0.037)
(0.034-0.039)
0.012
0.014
0.017
0.018
0.020
0.021
0.023
0.024
0.026
0.027
30-day
(0.012-0.013)
(0.014-0.015)
(0.016-0.017)
(0.017-0.019)
(0.019-0.021)
(0.020-0.023)
(0.022-0.024)
(0.023-0.026)
(0.024-0.027)
(0.025-0.029)
0.010
0.012
0.014
0.015
0.016
0.017
0.018
0.019
0.020
0.020
45-day
(0.010-0.011)
(0.012-0.013)
(0.013-0.014)
(0.014-0.016)
(0.015-0.017)
(0.016-0.018)
(0.017-0.019)
(0.018-0.020)
(0.019-0.021)
(0.019-0.022)
0.009
0.011
0.012
0.013
0.014
0.015
0.016
0.016
0.017
0.018
60-day
(0.009-0.010)
(0.010-0.012)
(0.012-0.013)
(0.013-0.014)
(0.014-0.015)
(0.014-0.016)
(0.015-0.017)
(0.015-0.017)
(0.016-0.018)
(0.017-0.019)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4173&Ion=-82.5499&data=intensity&units=english&series=pds 1 /4

11 /11 /2019
Precipitation Frequency Data Server
I161616I6161
10.000
C
41
1.000
C
GJ
a-�
C
� 0.100
L
Ld
a 0.010
PD5-based intensity -duration -frequency (IDF) curves
Latitude: 35.4173°, Longitude: -32.5499'
0.001
t t Jr t L N N O r{4 N rq rq rq N rq N Alb A q r, O O O Ln O
,1 r-1 rn w 1-4N rn v Ln
Duration
100.000
10.000
L
k
1.000
w
c
e
0.100
4.1
49
0.010
0.001 i 1 1 1 1 1 1 1 1 1
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created (GMT): Mon Nov 11 19:13:09 2019
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
{years}
— 1
2
— 5
— 14
— 25
54
100
200
500
1000
Duration
— 6-min —
2-day
— 14-min —
3-day
15-min —
4-dmy
— 3"in —
7-day
— 60-min —
10-day
— 2fir —
20-day
— 3-hr —
30-day
— Sfir —
45-day
— 12-hr —
60-day
24-Mr
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=35.4173&Ion=-82.5499&data=intensity&units=english&series=pds 2/4

11 /11 /2019
Precipitation Frequency Data Server
AMEViL, P r
R C.'V.L
ti
at or
3km
2mi
Large scale terrain
Kingsport' B I Istol
J0111150 n Cit
Knoxville y "
�.-11 rlildl.A
N 0 RT H C
Charli
)o9a
Greenville
100km
SOUTH CARO
6L I V
Large scale map
Kingsport
J d, i t;
QUA
arl ot
le
100km %.
6L
Large scale aerial
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds—printpage.htmI?Iat=35.4173&Ion=-82.5499&data=intensity&units=english&series=pds 3/4

Precipitation Frequency Data Server
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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
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=35.4173&Ion=-82.5499&data=intensity&units=english&series=pds 4/4

. ' Architecture
Engineering An Employee -Owned Company
Environmental Stormwater Management Report
D
� Land Surveying
Companies
APPENDIX E
ENGINEERING CALCULATIONS
Riprap Outlet Protection Calculations
Water Quality Calculations for BayFilter and Stormtech
6135 Park South Drive • Charlotte, NC 28210 • [phone] • www.blcompanies.com

User Input Data
Calculated Value
Reference Data
Designed By: A.B.J. Date: 12/3/2019
Checked By: Revised Date: 1/30/202C
Company: BL Companies
Project Name: Mills River Development
Project No.: 1901780
Site Location (City/Town) Mills River
Culvert Id. FES-100
Total Drainage Area (acres) 0.57
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter, it is classified minimum tailwater condition.
If it is greater than half the pipe diameter, it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show- otherwise.
Outlet pipe diameter, Do (in.) 15
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 0.95
Velocity (ft./s) 2.93
Step 2. Based on the tailwater conditions detennured in step 1. enter Figure
8.05a or Figure 8.06b, and detennine dsa riprap size and minimum apron length
(I.)_ The d, size is the median stone size in a well -graded nprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape, and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW
Maximum TW
Fiaure 8.06a
Fiaure 8.06b
Riprap d50, (ft.)
0.25
Minimum apron length, La (ft.)
9
Apron width at pipe outlet (ft.)
3.75
3.75
Apron shape
Apron width at outlet end (ft.)
10.25
1.25
Step 4. Determine the maximum stone diameter
d.=1.5xd,,
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.375 0
Step 5. Determine the apron thickness:
Apron thickness =1.5 x d .
Minimum TW Maximum TW
Apron Thickness(ft.) 0.5625 0
Stop 6. Fit the nprap apron to the site by making it level for the mimmnm
length, L., from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along chamiel banks until stability is assured_ Keep the
apron as straight as possible acid align it with the flow of the receiving stream
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase tic size of riprap where protection of the
channel side slopes is necessary (Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8.06.8.

User Input Data
Calculated Value
Reference Data
Designed By: A.B.J. Date: 12/3/2019
Checked By: Revised Date: 1/30/202C
Company: BL Companies
Project Name: Mills River Development
Project No.: 1901780
Site Location (City/Town) Mills River
Culvert Id. FES-200
Total Drainage Area (acres) 1.66
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter, it is classified minimum tailwater condition.
If it is greater than half the pipe diameter, it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show- otherwise.
Outlet pipe diameter, Do (in.) 18
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 3.53
Velocity (ft./s) 4.68
Step 2. Based on the tailwater conditions detennured in step 1. enter Figure
8.05a or Figure 8.06b, and detennine dsa riprap size and minimum apron length
(I.)_ The d, size is the median stone size in a well -graded nprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape, and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Fiaure 8.06a Fiaure 8.06b
Riprap d50, (ft.)
0.3
Minimum apron length, La (ft.)
11
Apron width at pipe outlet (ft.)
4.5 4.5
Apron shape
Apron width at outlet end (ft.)
12.5 1.5
Step 4, Determine the maximum stone diameter
d.=1.5xd,,
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.45 0
Step 5. Determine the apron thickness:
Apron thickness =1.5 x d .
Minimum TW Maximum TW
Apron Thickness(ft.) 0.675 0
Stop 6. Fit the nprap apron to the site by making it level for the mimmnm
length, L., from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured_ Keep the
apron as straight as possible acid align it with the flow of the receiving stream
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary (Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8.06.8.

User Input Data
Calculated Value
Reference Data
Designed By: A.B.J. Date: 12/3/2019
Checked By: Revised Date: 1/30/202C
Company: BL Companies
Project Name: Mills River Development
Project No.: 1901780
Site Location (City/Town) Mills River
Culvert Id. FES-300
Total Drainage Area (acres) 4.93
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter, it is classified minimum tailwater condition.
If it is greater than half the pipe diameter, it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show- otherwise.
Outlet pipe diameter, Do (in.) 18
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 4.86
Velocity (ft./s) 5.94
Step 2. Based on the tailwater conditions detenni ned in step 1. enter Figure
8.05a or Figure 8.06b, and detennine dsa riprap size and minimum apron length
(I.)_ The d, size is the median stone size in a well -graded nprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape, and the
apron width at the outlet end from the satire figure used in Step 2.
Minimum TW Maximum TW
Fiaure 8.06a Fiaure 8.06b
Riprap d50, (ft.) 0.3
Minimum apron length, La (ft.) 11
Apron width at pipe outlet (ft.) 4.5 4.5
Apron shape
Apron width at outlet end (ft.) 12.5 1.5
Step 4. Determine the maximum stone diameter:
d.=1.5xd,,
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.45 0
Step 5. Determine the apron thickness:
Apron thickness =1.5 x d .
Minimum TW Maximum TW
Apron Thickness(ft.) 0.675 0
Stop 6. Fit the nprap apron to the site by making it level for the minimum
length, L., from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along chamiel banks until stability is assured_ Keep the
apron as straight as possible acid align it with the flow of the receiving stream
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary (Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, we
page 8.06.8.

User Input Data
Calculated Value
Reference Data
Designed By: A.B.J. Date: 12/3/2019
Checked By: Revised Date: 1/30/202C
Company: BL Companies
Project Name: Mills River Development
Project No.: 1901780
Site Location (City/Town) Mills River
Culvert Id. FES-400
Total Drainage Area (acres) 3.49
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe- If the tailwater depth is less
than half the outlet pipe diameter, it is classified minimum tailwater condition.
If it is greater than half the pipe diameter, it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show- otherwise.
Outlet pipe diameter, D. (in.) 18
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 8.55
Velocity (ft./s) 5.97
Step 2. Based on the tailwater conditions detennured in step 1. enter Figure
8.05a or Figure 8.06b, and detennine dsa riprap size and minimum apron length
(I.)_ The d, size is the median stone size in a well -graded nprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape, and the
apron width at the outlet end from the satire figure used in Step 2.
Minimum TW Maximum TW
Fiaure 8.06a Fiaure 8.06b
Riprap d50, (ft.) 0.4
Minimum apron length, La (ft.) 11
Apron width at pipe outlet (ft.) 4.5 4.5
Apron shape
Apron width at outlet end (ft.) 12.5 1.5
Step 4. Determine the maxitntuu stone diameter:
d.=1.5xd,,
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.6 0
Step 5. Determine the apron thickness:
Apron thickness =1.5 x d .
Minimum TW Maximum TW
Apron Thickness(ft.) 0.9 0
Step 6. Fit the nprap apron to the site by making it level for the minimtrm
length, L., from Figure 8-06a or Figure 8-06b- Extend the apron farther
downstream and along channel banks until stability is assured Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment beads near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary (Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
a...anA2

User Input Data
Calculated Value
Reference Data
Designed By: A.B.J. Date: 12/3/2019
Checked By: Revised Date: 1/30/202C
Company: BL Companies
Project Name: Mills River Development
Project No.: 1901780
Site Location (City/Town) Mills River
Culvert Id. FES-600
Total Drainage Area (acres) 4.27
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter, it is classified minimum tailwater condition.
If it is greater than half the pipe diameter, it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show- otherwise.
Outlet pipe diameter, Do (in.) 24
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 14.03
Velocity (ft./s) 16.23
Step 2. Based on the tailwater conditions detennured in steep 1. enter Figure
8.05a or Figure 8.06b, and detennine dsa riprap size and minimum apron length
(l.)_ The d, size is the median stone size in a well -graded nprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape, and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Fiaure 8.06a Fiaure 8.06b
Riprap d50, (ft.)
0.5
Minimum apron length, La (ft.)
11
Apron width at pipe outlet (ft.)
6 6
Apron shape
Apron width at outlet end (ft.)
13 2
Step 4. Determine the maxitmuu stone diameter
d.=1.5xd,,
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Step 5. Determine the apron thickness:
Apron thickness =1.5 x d .
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6. Fit the rprap apron to the site by making it level for the mi*+ mum
length, L., from Figure 8.06a or Figure 8 06b. Extend the apron farther
downstream and along channel banks umtii stability is assured Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of nprap where protection of the
channel side slopes is necessary (Appendix 8,05). Where overfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8.06.8.

User Input Data
Calculated Value
Reference Data
Designed By: A.B.J. Date: 12/3/2019
Checked By: Revised Date: 1/30/202C
Company: BL Companies
Project Name: Mills River Development
Project No.: 1901780
Site Location (City/Town) Mills River
Culvert Id. FES-700
Total Drainage Area (acres) 1.30
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter, it is classified minimum tailwater condition.
If it is greater than half the pipe diameter, it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show- otherwise.
Outlet pipe diameter, Do (in.) 18
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 4
Velocity (ft./s) 7.77
Step 2. Based on the tailwater conditions detennured in step 1. enter Figure
8.05a or Figure 8.06b, and detennine dsa riprap size and minimum apron length
(l.)_ The d, size is the median stone size in a well -graded nprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape, and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Fiaure 8.06a Fiaure 8.06b
Riprap d50, (ft.)
0.3
Minimum apron length, La (ft.)
11
Apron width at pipe outlet (ft.)
4.5 4.5
Apron shape
Apron width at outlet end (ft.)
12.5 1.5
Step 4. Determine the maximum stone diameter
d.=1.5xd,,
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.45 0
Step 5. Determine the apron thickness:
Apron thickness =1.5 x d,a
Minimum TW Maximum TW
Apron Thickness(ft.) 0.675 0
Step 6. Fit the nprap apron to the site by makin it level for the minimum
length, L,, from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of nprap where protection of the
channel side slopes is necessary (Appendix 8,05). Where overfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8.06.8.

W,*4TllECHNOt1L GVER
I
Project Name: Proposed Development - Mills River Date
Location: Mills River, NC
Site Designation: BF-1
SITE CONDITIONS
Rainfall Depth
1
in
Impervious Acreage
0.24
ac
Total Acreage
0.57
ac
Time of Concentration
6
min
1
42.1
%
Rv(Runoff Coefficient)
0.43
WQv
888
cf
75% WQv (Treatment Volume)
666
cf
qu(Unit Peak Discharge)
990
csm/in From Type 11 Chart
Qp(Water Quality Storm)
0.38
cfs
VOLUME BASED SIZING
Volume per cartridge
1250
CF
Cartridge Type
522
Min. Number of cartridge required
1
Cartridge Flow rate
15
gpm (0.25 gpm/SF)
System Flow Rate
0.03
cfs
Release time
5.5
hours
SEDIMENT BASED SIZING
Influent Concentration
70
mg/L
Annual Rainfall (P)
41.5
in
Annual Sediment Load
144
Ibs
Pretreatment reduction
0%
Sediment Load to BayFilter
144
Ibs
80% Capture Capacity
116
Ibs
Cartridge Type
522
Sediment load per cartridge
131
Ibs
Min. Number of cartridge required
1
Anticipated Maintenance Cycle
1.13
years (must be greater than 1 year)
FINAL DESIGN
Cartridge Type
522
Number of Cartridges
1
Precast Size
5X7
Equivalent Orifice Size
0.93
inch
1 /30/2020

W,*4TllECHNOt1L GVER
I
Project Name: Proposed Development - Mills River Date
Location: Mills River, NC
Site Designation: BF-2
SITE CONDITIONS
Rainfall Depth
1
in
Impervious Acreage
0.94
ac
Total Acreage
1.69
ac
Time of Concentration
6
min
1
55.6
%
Rv(Runoff Coefficient)
0.55
WQv
3378
cf
75% WQv (Treatment Volume)
2533
cf
qu(Unit Peak Discharge)
990
csm/in From Type 11 Chart
Qp(Water Quality Storm)
1.44
cfs
VOLUME BASED SIZING
Volume per cartridge
2500
CF
Cartridge Type
530
Min. Number of cartridge required
2
Cartridge Flow rate
15
gpm (0.25 gpm/SF)
System Flow Rate
0.07
cfs
Release time
10.5
hours
SEDIMENT BASED SIZING
Influent Concentration
70
mg/L
Annual Rainfall (P)
41.5
in
Annual Sediment Load
550
Ibs
Pretreatment reduction
0%
Sediment Load to BayFilter
550
Ibs
80% Capture Capacity
440
Ibs
Cartridge Type
530
Sediment load per cartridge
262
Ibs
Min. Number of cartridge required
2
Anticipated Maintenance Cycle
1.19
years (must be greater than 1 year)
FINAL DESIGN
Cartridge Type
530
Number of Cartridges
2
Precast Size
5x7
Equivalent Orifice Size
1.16
inch
1 /30/2020

W,*4TllECHNOt1L GVER
I
Project Name: Proposed Development - Mills River Date
Location: Mills River, NC
Site Designation: BF-3
SITE CONDITIONS
Rainfall Depth
1
in
Impervious Acreage
3.94
ac
Total Acreage
4.43
ac
Time of Concentration
6
min
1
88.9
%
Rv(Runoff Coefficient)
0.85
WQv
13676
cf
75% WQv (Treatment Volume)
10257
cf
qu(Unit Peak Discharge)
990
csm/in From Type 11 Chart
Qp(Water Quality Storm)
5.83
cfs
VOLUME BASED SIZING
Volume per cartridge
2500
CF
Cartridge Type
530
Min. Number of cartridge required
5
Cartridge Flow rate
15
gpm (0.25 gpm/SF)
System Flow Rate
0.17
cfs
Release time
17.0
hours
SEDIMENT BASED SIZING
Influent Concentration
70
mg/L
Annual Rainfall (P)
41.5
in
Annual Sediment Load
2226
Ibs
Pretreatment reduction
0%
Sediment Load to BayFilter
2226
Ibs
80% Capture Capacity
1781
Ibs
Cartridge Type
530
Sediment load per cartridge
262
Ibs
Min. Number of cartridge required
7
Anticipated Maintenance Cycle
1.03
years (must be greater than 1 year)
FINAL DESIGN
Cartridge Type
530
Number of Cartridges
7
Precast Size
8x12
Equivalent Orifice Size
2.19
inch
1 /30/2020

W,*4TllECHNOt1L GVER
I
Project Name: Proposed Development - Mills River Date
Location: Mills River, NC
Site Designation: BF-4
SITE CONDITIONS
Rainfall Depth
1
in
Impervious Acreage
3.20
ac
Total Acreage
3.49
ac
Time of Concentration
6
min
1
91.7
%
Rv(Runoff Coefficient)
0.88
WQv
11088
cf
75% WQv (Treatment Volume)
8316
cf
qu(Unit Peak Discharge)
1000
csm/in From Type 11 Chart
Qp(Water Quality Storm)
4.77
cfs
VOLUME BASED SIZING
Volume per cartridge
2500
CF
Cartridge Type
530
Min. Number of cartridge required
4
Cartridge Flow rate
15
gpm (0.25 gpm/SF)
System Flow Rate
0.13
cfs
Release time
17.3
hours
SEDIMENT BASED SIZING
Influent Concentration
70
mg/L
Annual Rainfall (P)
41.5
in
Annual Sediment Load
1805
Ibs
Pretreatment reduction
0%
Sediment Load to BayFilter
1805
Ibs
80% Capture Capacity
1444
Ibs
Cartridge Type
530
Sediment load per cartridge
262
Ibs
Min. Number of cartridge required
6
Anticipated Maintenance Cycle
1.09
years (must be greater than 1 year)
FINAL DESIGN
Cartridge Type
530
Number of Cartridges
6
Precast Size
6x12
Equivalent Orifice Size
2.00
inch
1 /30/2020

BAYSAVER,TECHNOLOGIES
Project Name: Proposed Development - Mills River Date
Location: Mills River, NC
Site Designation: BF-5 at Str. HDS-500
SITE CONDITIONS
Rainfall Depth
1
in
Impervious Acreage
0.19
ac
Total Acreage
0.55
ac
Time of Concentration
6
min
1
34.5
%
Rv(Runoff Coefficient)
0.36
WQV
721
cf
75% WQv (Treatment Volume)
540
cf
qu(Unit Peak Discharge)
990
csm/in From Type 11 Chart
Qp(Water Quality Storm)
0.31
cfs
FLOW BASED SIZING
Flow per cartridge
0.1
CFS
Cartridge Type
545
Min. Number of cartridge required
4
Cartridge Flow rate
45
gpm (0.25 gpm/SF)
System Flow Rate
0.40
cfs
SEDIMENT BASED SIZING
Influent Concentration
70
mg/L
Annual Rainfall (P)
41.5
in
Annual Sediment Load
117
Ibs
Pretreatment reduction
0%
Sediment Load to BayFilter
117
Ibs
80% Capture Capacity
94
Ibs
Cartridge Type
545
Sediment load per cartridge
262
Ibs
Min. Number of cartridge required
1
Anticipated Maintenance Cycle
2.79
years (must be greater than 1 year)
FINAL DESIGN
Cartridge Type
545
Number of Cartridges
4
Precast Size
6x8
Equivalent Orifice Size
2.97
inch
1 /30/2020

W,*4TllECHNOt1L GVER
I
Project Name: Proposed Development - Mills River Date
Location: Mills River, NC
Site Designation: BF-6
SITE CONDITIONS
Rainfall Depth
1
in
Impervious Acreage
3.75
ac
Total Acreage
4.26
ac
Time of Concentration
6
min
1
88.0
%
Rv(Runoff Coefficient)
0.84
WQv
13024
cf
75% WQv (Treatment Volume)
9768
cf
qu(Unit Peak Discharge)
1000
csm/in From Type 11 Chart
Qp(Water Quality Storm)
5.61
cfs
VOLUME BASED SIZING
Volume per cartridge
2500
CF
Cartridge Type
530
Min. Number of cartridge required
4
Cartridge Flow rate
15
gpm (0.25 gpm/SF)
System Flow Rate
0.13
cfs
Release time
20.3
hours
SEDIMENT BASED SIZING
Influent Concentration
70
mg/L
Annual Rainfall (P)
41.5
in
Annual Sediment Load
2120
Ibs
Pretreatment reduction
0%
Sediment Load to BayFilter
2120
Ibs
80% Capture Capacity
1696
Ibs
Cartridge Type
530
Sediment load per cartridge
262
Ibs
Min. Number of cartridge required
7
Anticipated Maintenance Cycle
1.08
years (must be greater than 1 year)
FINAL DESIGN
Cartridge Type
530
Number of Cartridges
7
Precast Size
8x12
Equivalent Orifice Size
2.15
inch
1 /30/2020

W,*4TllECHNOt1L GVER
I
Project Name: Proposed Development - Mills River Date
Location: Mills River, NC
Site Designation: BF-7
SITE CONDITIONS
Rainfall Depth
1
in
Impervious Acreage
1.02
ac
Total Acreage
1.34
ac
Time of Concentration
6
min
1
76.1
%
Rv(Runoff Coefficient)
0.74
WQv
3576
cf
75% WQv (Treatment Volume)
2682
cf
qu(Unit Peak Discharge)
1000
csm/in From Type 11 Chart
Qp(Water Quality Storm)
1.54
cfs
VOLUME BASED SIZING
Volume per cartridge
1250
CF
Cartridge Type
522
Min. Number of cartridge required
3
Cartridge Flow rate
11.25
gpm (0.25 gpm/SF)
System Flow Rate
0.08
cfs
Release time
9.9
hours
SEDIMENT BASED SIZING
Influent Concentration
70
mg/L
Annual Rainfall (P)
41.5
in
Annual Sediment Load
582
Ibs
Pretreatment reduction
0%
Sediment Load to BayFilter
582
Ibs
80% Capture Capacity
466
Ibs
Cartridge Type
522
Sediment load per cartridge
131
Ibs
Min. Number of cartridge required
4
Anticipated Maintenance Cycle
1.13
years (must be greater than 1 year)
FINAL DESIGN
Cartridge Type
522
Number of Cartridges
4
Precast Size
6x9
Equivalent Orifice Size
1.53
inch
1 /30/2020

W,*4TllECHNOt1L GVER
I
Project Name: Proposed Development - Mills River Date
Location: Mills River, NC
Site Designation: BF-8
SITE CONDITIONS
Rainfall Depth
1
in
Impervious Acreage
3.42
ac
Total Acreage
4.39
ac
Time of Concentration
6
min
1
77.9
%
Rv(Runoff Coefficient)
0.75
WQv
11970
cf
75% WQv (Treatment Volume)
8977
cf
qu(Unit Peak Discharge)
1000
csm/in From Type 11 Chart
Qp(Water Quality Storm)
5.15
cfs
VOLUME BASED SIZING
Volume per cartridge
2500
CF
Cartridge Type
530
Min. Number of cartridge required
4
Cartridge Flow rate
15
gpm (0.25 gpm/SF)
System Flow Rate
0.13
cfs
Release time
18.7
hours
SEDIMENT BASED SIZING
Influent Concentration
70
mg/L
Annual Rainfall (P)
41.5
in
Annual Sediment Load
1948
Ibs
Pretreatment reduction
0%
Sediment Load to BayFilter
1948
Ibs
80% Capture Capacity
1559
Ibs
Cartridge Type
530
Sediment load per cartridge
262
Ibs
Min. Number of cartridge required
6
Anticipated Maintenance Cycle
1.01
years (must be greater than 1 year)
FINAL DESIGN
Cartridge Type
530
Number of Cartridges
6
Precast Size
8X10
Equivalent Orifice Size
1.99
inch
1 /30/2020

Project: Proposed Delivery Station BMP-1
�A
StormTech®
Chamber Model -
SC-740
Units -
imperial
Click Here for Metric
A d-.n- f "T-OW
Number of chambers -
52
Voids in the stone (porosity) -
40
Base Of STONE Elevation -
2124.27
ft
Q Include Perimeter Stone in Calculations
Amount of Stone Above Chambers -
6
in
Amount of Stone Below Chambers -
6
in
Area of system -
2165
sf Min. Area - 1758 sf min. area
42 0.00 0.00 72.17 72.17 4464.67 2127.77
41 0.00 0.00 72.17 72.17 4392.50 2127.69
40 0.00 0.00 72.17 72.17 4320.33 2127.60
39 0.00
0.00
72.17
72.17
4248.17
2127.52
38 0.00
0.00
72.17
72.17
4176.00
2127.44
37 0.00
0.00
72.17
72.17
4103.83
2127.35
36 0.05
2.86
71.02
73.88
4031.67
2127.27
35 0.16
8.47
68.78
77.25
3957.78
2127.19
34 0.28
14.66
66.30
80.96
3880.53
2127.10
33 0.60
31.41
59.60
91.01
3799.57
2127.02
32 0.80
41.69
55.49
97.18
3708.56
2126.94
31 0.95
49.43
52.39
101.83
3611.38
2126.85
30 1.07
55.87
49.82
105.69
3509.55
2126.77
29 1.18
61.39
47.61
109.00
3403.86
2126.69
28 1.27
65.81
45.84
111.66
3294.86
2126.60
27 1.36
70.46
43.98
114.44
3183.21
2126.52
26 1.45
75.61
41.92
117.53
3068.76
2126.44
25 1.52
79.29
40.45
119.74
2951.23
2126.35
24 1.58
82.28
39.25
121.54
2831.49
2126.27
23 1.64
85.40
38.01
123.41
2709.96
2126.19
22 1.70
88.37
36.82
125.19
2586.55
2126.10
21 1.75
91.15
35.71
126.86
2461.36
2126.02
20 1.80
93.75
34.67
128.41
2334.50
2125.94
19 1.85
96.46
33.58
130.04
2206.09
2125.85
18 1.89
98.44
32.79
131.23
2076.04
2125.77
17 1.93
100.57
31.94
132.51
1944.81
2125.69
16 1.97
102.70
31.09
133.79
1812.31
2125.60
15 2.01
104.52
30.36
134.88
1678.52
2125.52
14 2.04
106.34
29.63
135.97
1543.64
2125.44
13 2.07
107.90
29.01
136.91
1407.67
2125.35
12 2.10
109.46
28.38
137.84
1270.77
2125.27
11 2.13
110.85
27.83
138.68
1132.93
2125.19
10 2.15
112.00
27.37
139.37
994.25
2125.10
9 2.18
113.21
26.88
140.09
854.88
2125.02
8 2.20
114.31
26.44
140.76
714.79
2124.94
7 2.21
114.78
26.25
141.04
574.04
2124.85
6 0.00
0.00
72.17
72.17
433.00
2124.77
5 0.00
0.00
72.17
72.17
360.83
2124.69
4 0.00
0.00
72.17
72.17
288.67
2124.60
3 0.00
0.00
72.17
72.17
216.50
2124.52
2 0.00
0.00
72.17
72.17
144.33
2124.44
1 0.00
0.00
72.17
72.17
72.17
2124.35
WQ Volume:
666
System Outlet:
2124.27
Volume Below Outlet:
1 0.00
Volume Subtotal:
666.00
WQ Elevation: 2124.91
BayFilter model 522
Volume per filter 1250
Required Head 20
Minimum Outlet 2122.60
Filter outlet invert 2122.6
Number of filters

Project: Proposed Delivery Station BMP-2
Chamber Model -
Units -
Number of Chambers -
Number of End Caps -
Voids in the stone (porosity) -
Base of STONE Elevation -
Amount of Stone Above Chambers -
Amount of Stone Below Chambers -
Area of system -
MC-350C
Imperial
56
8
40
2137.30
12
9
3289
StormTech®
�mA,
A S-'wn of "T-O .
❑� Include Perimeter Stone in Calculations
Min. Area - 3011 sf min. area
Height of
System
(inches)
Incremental Single
Chamber
(cubic feet)
Incremental
Single End Cap
(cubic feet)
Incremental
Chambers
(cubic feet)
Incremental
End Cap
(cubic feet)
Incremental
Stone
(cubic feet)
Incremental Ch, Cumulative
EC and Stone System
(cubic feet) (cubic feet)
Elevation
(feet)
66 0.00
0.00
0.00
0.00
109.63
109.63
11001.81
2142.80
65 0.00
0.00
0.00
0.00
109.63
109.63
10892.18
2142.72
64 0.00
0.00
0.00
0.00
109.63
109.63
10782.55
2142.63
63 0.00
0.00
0.00
0.00
109.63
109.63
10672.91
2142.55
62 0.00
0.00
0.00
0.00
109.63
109.63
10563.28
2142.47
61 0.00
0.00
0.00
0.00
109.63
109.63
10453.65
2142.38
60 0.00
0.00
0.00
0.00
109.63
109.63
10344.01
2142.30
59 0.00
0.00
0.00
0.00
109.63
109.63
10234.38
2142.22
58 0.00
0.00
0.00
0.00
109.63
109.63
10124.75
2142.13
57 0.00
0.00
0.00
0.00
109.63
109.63
10015.11
2142.05
56 0.00
0.00
0.00
0.00
109.63
109.63
9905.48
2141.97
55 0.00
0.00
0.00
0.00
109.63
109.63
9795.85
2141.88
54 0.06
0.00
3.25
0.00
108.33
111.59
9686.21
2141.80
53 0.19
0.02
10.87
0.19
105.21
116.27
9574.63
2141.72
52 0.29
0.04
16.46
0.30
102.93
119.69
9458.36
2141.63
51 0.40
0.05
22.60
0.41
100.43
123.44
9338.67
2141.55
50 0.69
0.07
38.48
0.54
94.02
133.05
9215.23
2141.47
49 1.03
0.09
57.58
0.71
86.32
144.61
9082.18
2141.38
48 1.25
0.11
69.97
0.86
81.30
152.13
8937.57
2141.30
47 1.42
0.13
79.64
1.01
77.37
158.03
8785.44
2141.22
46 1.57
0.14
88.10
1.16
73.93
163.18
8627.41
2141.13
45 1.71
0.16
95.60
1.30
70.87
167.78
8464.23
2141.05
44 1.83
0.18
102.40
1.45
68.09
171.94
8296.45
2140.97
43 1.94
0.20
108.52
1.60
65.59
175.70
8124.51
2140.88
42 2.04
0.22
114.29
1.75
63.22
179.25
7948.81
2140.80
41 2.13
0.23
119.54
1.88
61.06
182.49
7769.55
2140.72
40 2.22
0.25
124.56
2.00
59.01
185.57
7587.07
2140.63
39 2.31
0.27
129.18
2.12
57.11
188.42
7401.50
2140.55
38 2.38
0.28
133.55
2.24
55.32
191.11
7213.08
2140.47
37 2.46
0.29
137.71
2.35
53.61
193.67
7021.97
2140.38
36 2.53
0.31
141.58
2.46
52.02
196.06
6828.30
2140.30
35 2.59
0.32
145.25
2.57
50.51
198.32
6632.25
2140.22
34 2.66
0.33
148.74
2.68
49.07
200.48
6433.92
2140.13
33 2.72
0.35
152.05
2.78
47.70
202.53
6233.44
2140.05
32 2.77
0.36
155.19
2.88
46.40
204.48
6030.91
2139.97
31 2.82
0.37
158.18
2.98
45.17
206.33
5826.44
2139.88
30 2.88
0.38
161.03
3.07
43.99
208.09
5620.11
2139.80
29 2.92
0.40
163.75
3.17
42.87
209.79
5412.01
2139.72
28 2.97
0.41
166.31
3.26
41.80
211.38
5202.23
2139.63
27 3.01
0.42
168.70
3.35
40.81
212.86
4990.85
2139.55
26 3.05
0.43
170.98
3.44
39.87
214.29
4777.99
2139.47
25 3.09
0.44
173.28
3.52
38.91
215.71
4563.70
2139.38
24 3.13
0.45
175.31
3.61
38.07
216.98
4347.99
2139.30
23 3.17
0.46
177.28
3.69
37.25
218.21
4131.01
2139.22
22 3.20
0.47
179.17
3.77
36.46
219.39
3912.79
2139.13
21 3.23
0.48
180.94
3.84
35.72
220.50
3693.40
2139.05
20 3.26
0.49
182.64
3.91
35.01
221.56
3472.90
2138.97
19 3.29
0.50
184.25
3.98
34.34
222.58
3251.33
2138.88
WQ Volume:
2667
System Outlet:
2137.3
Volume Below Outlet:
0.00
Volume Subtotal:
2667.00
WQ Elevation: 2138.67
BayFilter model 530
Volume per filter 2500
Required Head 32
Minimum Outlet 2134.63
Filter outlet invert 2134.63
Number of filters

Project: Proposed Delivery Station BMP-3
Chamber Model -
Units -
Number of Chambers -
Number of End Caps -
Voids in the stone (porosity) -
Base of STONE Elevation -
Amount of Stone Above Chambers
Amount of Stone Below Chambers
Area of system -
MC-3500
Imperial cua, Hara rormamo
270
36
40
2134.54
ft
12
in
❑' inc
9
in
15526
sf Min.
Area -
StormTech®
A dvinarz of '�1irv�J s
lute Perimeter Stone in Calculations
14474 sf min. area
Height of
System
inches
Incremental Single
Chamber
cubic feet
Incremental
Single End Cap
cubic feet
Incremental
Chambers
cubic feet
Incremental
End Cap
cubic feet
Incremental
Stone
cubic feet
�IncrementalClh,
EC and Stone
cubic feet
Cumulative
System
cubic feet
Elevation
feet
66 0.00
0.00
0.00
0.00
517.53
517.53
52291.69
2140.04
65 0.00
0.00
0.00
0.00
517.53
517.53
51774.16
2139.96
64 0.00
0.00
0.00
0.00
517.53
517.53
51256.63
2139.87
63 0.00
0.00
0.00
0.00
517.53
517.53
50739.09
2139.79
62 0.00
0.00
0.00
0.00
517.53
517.53
50221.56
2139.71
61 0.00
0.00
0.00
0.00
517.53
517.53
49704.03
2139.62
60 0.00
0.00
0.00
0.00
517.53
517.53
49186.49
2139.54
59 0.00
0.00
0.00
0.00
517.53
517.53
48668.96
2139.46
58 0.00
0.00
0.00
0.00
517.53
517.53
48151.43
2139.37
57 0.00
0.00
0.00
0.00
517.53
517.53
47633.89
2139.29
56 0.00
0.00
0.00
0.00
517.53
517.53
47116.36
2139.21
55 0.00
0.00
0.00
0.00
517.53
517.53
46598.83
2139.12
54 0.06
0.00
15.68
0.00
511.26
526.94
46081.29
2139.04
53 0.19
0.02
52.41
0.86
496.23
549.49
45554.35
2138.96
52 0.29
0.04
79.37
1.35
485.24
565.97
45004.86
2138.87
51 0.40
0.05
108.98
1.86
473.20
584.04
44438.89
2138.79
50 0.69
0.07
185.54
2.43
442.34
630.32
43854.85
2138.71
49 1.03
0.09
277.64
3.18
405.21
686.02
43224.54
2138.62
48 1.25
0.11
337.37
3.86
381.04
722.27
42538.51
2138.54
47 1.42
0.13
384.00
4.55
362.11
750.66
41816.24
2138.46
46 1.57
0.14
424.75
5.20
345.56
775.50
41065.58
2138.37
45 1.71
0.16
460.93
5.86
330.82
797.61
40290.08
2138.29
44 1.83
0.18
493.69
6.54
317.44
817.67
39492.47
2138.21
43 1.94
0.20
523.20
7.22
305.37
835.78
38674.79
2138.12
42 2.04
0.22
551.02
7.86
293.98
852.86
37839.01
2138.04
41 2.13
0.23
576.37
8.46
283.60
868.43
36986.15
2137.96
40 2.22
0.25
600.54
9.02
273.71
883.27
36117.72
2137.87
39 2.31
0.27
622.83
9.56
264.58
896.97
35234.45
2137.79
38 2.38
0.28
643.89
10.08
255.95
909.91
34337.48
2137.71
37 2.46
0.29
663.96
10.58
247.72
922.26
33427.57
2137.62
36 2.53
0.31
682.61
11.08
240.06
933.75
32505.31
2137.54
35 2.59
0.32
700.31
11.56
232.78
944.66
31571.57
2137.46
34 2.66
0.33
717.14
12.04
225.86
955.04
30626.91
2137.37
33 2.72
0.35
733.08
12.49
219.31
964.88
29671.87
2137.29
32 2.77
0.36
748.25
12.96
213.05
974.26
28706.99
2137.21
31 2.82
0.37
762.66
13.40
207.11
983.17
27732.74
2137.12
30 2.88
0.38
776.37
13.84
201.45
991.66
26749.57
2137.04
29 2.92
0.40
789.52
14.26
196.02
999.80
25757.91
2136.96
28 2.97
0.41
801.87
14.67
190.92
1007.46
24758.11
2136.87
27 3.01
0.42
813.36
15.07
186.16
1014.59
23750.65
2136.79
26 3.05
0.43
824.38
15.47
181.59
1021.44
22736.06
2136.71
25 3.09
0.44
835.45
15.85
177.01
1028.32
21714.62
2136.62
24 3.13
0.45
845.25
16.23
172.94
1034.42
20686.30
2136.54
23 3.17
0.46
854.73
16.59
169.01
1040.33
19651.88
2136.46
22 3.20
0.47
863.85
16.94
165.22
1046.01
18611.55
2136.37
21 3.23
0.48
872.40
17.28
161.66
1051.34
17565.54
2136.29
20 3.26
0.49
880.58
17.61
158.26
1056.45
16514.20
2136.21
19 3.29
0.50
888.37
17.93
155.01
1061.31
15457.75
2136.12
18 3.32
0.51
895.85
18.23
151.90
1065.98
14396.44
2136.04
17 3.34
0.51
902.91
18.52
148.96
1070.39
13330.46
2135.96
16 3.37
0.52
909.53
18.80
146.20
1074.53
12260.06
2135.87
15 3.39
0.53
915.98
19.06
143.52
1078.56
11185.53
2135.79
14 3.41
0.54
921.93
19.32
141.04
1082.28
10106.97
2135.71
13 3.44
0.54
927.99
19.55
138.51
1086.06
9024.70
2135.62
12 3.46
0.55
933.58
19.78
136.19
1089.55
7938.63
2135.54
11 3.48
0.56
939.25
19.99
133.84
1093.07
6849.08
2135.46
10 3.51
0.59
946.37
21.42
130.42
1098.21
5756.01
2135.37
9 0.00
0.00
0.00
0.00
517.53
517.53
4657.80
2135.29
8 0.00
0.00
0.00
0.00
517.53
517.53
4140.27
2135.21
7 0.00
0.00
0.00
0.00
517.53
517.53
3622.73
2135.12
6 0.00
0.00
0.00
0.00
517.53
517.53
3105.20
2135.04
5 0.00
0.00
0.00
0.00
517.53
517.53
2587.67
2134.96
4 0.00
0.00
0.00
0.00
517.53
517.53
2070.13
2134.87
3 0.00
0.00
0.00
0.00
517.53
517.53
1552.60
2134.79
2 0.00
0.00
0.00
0.00
517.53
517.53
1035.07
2134.71
1 0.00
0.00
0.00
0.00
517.53
517.53
517.53
2134.62
WQ Volume:
1 want to fi,
System Outlet:
This is the 1
�AThisisthec
Volume Below Outlet:
Volume Subtotal:
8316.00 Dead stora
WQ Elevation:
2135.57 The calcula
BayFilter model
530
Volume per filter
2500 cf
Required Head
32 in
Minimum Outlet
2131.87
Filter outlet invert 2131.87 The reques
Number of filters 4

Project: Proposed Delivery Station BMP-4
Chamber Model -
Units -
Number of Chambers -
Number of End Caps -
Voids in the stone (porosity) -
Base of STONE Elevation -
Amount of Stone Above Chambers
Amount of Stone Below Chambers
Area of system -
MC-3500
Imperial ci.... m &,a
163
16
40
2125.15
ft
12
in
❑' in
9
in
9106
sf Min.
Area -
StormTech®
A dvinarz of '�1irv�J s
elude Perimeter Stone in Calculations
8641 sf min. area
Height of
System
inches
Incremental Single
Chamber
cubic feet
Incremental
Single End Cap
cubic feet
Incremental
Chambers
cubic feet
Incremental
End Cap
cubic feet
Incremental
Stone
cubic feet
�IncrementalClh,
EC and Stone
cubic feet
Cumulative
System
cubic feet
Elevation
feet
66 0.00
0.00
0.00
0.00
303.53
303.53
30929.61
2130.65
65 0.00
0.00
0.00
0.00
303.53
303.53
30626.08
2130.57
64 0.00
0.00
0.00
0.00
303.53
303.53
30322.55
2130.48
63 0.00
0.00
0.00
0.00
303.53
303.53
30019.01
2130.40
62 0.00
0.00
0.00
0.00
303.53
303.53
29715.48
2130.32
61 0.00
0.00
0.00
0.00
303.53
303.53
29411.95
2130.23
60 0.00
0.00
0.00
0.00
303.53
303.53
29108.41
2130.15
59 0.00
0.00
0.00
0.00
303.53
303.53
28804.88
2130.07
58 0.00
0.00
0.00
0.00
303.53
303.53
28501.35
2129.98
57 0.00
0.00
0.00
0.00
303.53
303.53
28197.81
2129.90
56 0.00
0.00
0.00
0.00
303.53
303.53
27894.28
2129.82
55 0.00
0.00
0.00
0.00
303.53
303.53
27590.75
2129.73
54 0.06
0.00
9.47
0.00
299.75
309.21
27287.21
2129.65
53 0.19
0.02
31.64
0.38
290.72
322.75
26978.00
2129.57
52 0.29
0.04
47.92
0.60
284.13
332.64
26655.25
2129.48
51 0.40
0.05
65.79
0.82
276.89
343.50
26322.61
2129.40
50 0.69
0.07
112.01
1.08
258.30
371.39
25979.10
2129.32
49 1.03
0.09
167.61
1.41
235.92
404.95
25607.72
2129.23
48 1.25
0.11
203.67
1.71
221.38
426.77
25202.77
2129.15
47 1.42
0.13
231.82
2.02
210.00
443.84
24776.00
2129.07
46 1.57
0.14
256.42
2.31
200.04
458.77
24332.16
2128.98
45 1.71
0.16
278.27
2.61
191.18
472.06
23873.39
2128.90
44 1.83
0.18
298.05
2.91
183.15
484.10
23401.33
2128.82
43 1.94
0.20
315.86
3.21
175.91
494.97
22917.23
2128.73
42 2.04
0.22
332.65
3.49
169.07
505.22
22422.26
2128.65
41 2.13
0.23
347.95
3.76
162.85
514.56
21917.04
2128.57
40 2.22
0.25
362.55
4.01
156.91
523.47
21402.47
2128.48
39 2.31
0.27
376.01
4.25
151.43
531.69
20879.01
2128.40
38 2.38
0.28
388.72
4.48
146.25
539.45
20347.32
2128.32
37 2.46
0.29
400.83
4.70
141.32
546.85
19807.87
2128.23
36 2.53
0.31
412.09
4.93
136.73
553.74
19261.01
2128.15
35 2.59
0.32
422.78
5.14
132.37
560.28
18707.27
2128.07
34 2.66
0.33
432.94
5.35
128.22
566.51
18146.98
2127.98
33 2.72
0.35
442.56
5.55
124.29
572.40
17580.48
2127.90
32 2.77
0.36
451.72
5.76
120.54
578.02
17008.08
2127.82
31 2.82
0.37
460.42
5.96
116.98
583.36
16430.05
2127.73
30 2.88
0.38
468.70
6.15
113.59
588.44
15846.70
2127.65
29 2.92
0.40
476.63
6.34
110.34
593.32
15258.25
2127.57
28 2.97
0.41
484.09
6.52
107.29
597.90
14664.94
2127.48
27 3.01
0.42
491.03
6.70
104.44
602.17
14067.04
2127.40
26 3.05
0.43
497.68
6.87
101.71
606.27
13464.87
2127.32
25 3.09
0.44
504.37
7.05
98.97
610.38
12858.60
2127.23
24 3.13
0.45
510.28
7.21
96.54
614.03
12248.22
2127.15
23 3.17
0.46
516.00
7.37
94.18
617.56
11634.19
2127.07
22 3.20
0.47
521.51
7.53
91.92
620.96
11016.63
2126.98
21 3.23
0.48
526.67
7.68
89.79
624.15
10395.67
2126.90
20 3.26
0.49
531.61
7.83
87.76
627.20
9771.53
2126.82
19 3.29
0.50
536.31
7.97
85.82
630.10
9144.33
2126.73
18 3.32
0.51
540.83
8.10
83.96
632.89
8514.23
2126.65
17 3.34
0.51
545.09
8.23
82.20
635.53
7881.34
2126.57
16 3.37
0.52
549.08
8.36
80.56
638.00
7245.81
2126.48
15 3.39
0.53
552.98
8.47
78.95
640.40
6607.81
2126.40
14 3.41
0.54
556.57
8.58
77.47
642.63
5967.41
2126.32
13 3.44
0.54
560.23
8.69
75.96
644.89
5324.78
2126.23
12 3.46
0.55
563.61
8.79
74.57
646.97
4679.89
2126.15
11 3.48
0.56
567.03
8.88
73.17
649.08
4032.92
2126.07
10 3.51
0.59
571.33
9.52
71.19
652.04
3383.84
2125.98
9 0.00
0.00
0.00
0.00
303.53
303.53
2731.80
2125.90
8 0.00
0.00
0.00
0.00
303.53
303.53
2428.27
2125.82
7 0.00
0.00
0.00
0.00
303.53
303.53
2124.73
2125.73
6 0.00
0.00
0.00
0.00
303.53
303.53
1821.20
2125.65
5 0.00
0.00
0.00
0.00
303.53
303.53
1517.67
2125.57
4 0.00
0.00
0.00
0.00
303.53
303.53
1214.13
2125.48
3 0.00
0.00
0.00
0.00
303.53
303.53
910.60
2125.40
2 0.00
0.00
0.00
0.00
303.53
303.53
607.07
2125.32
1 0.00
0.00
0.00
0.00
303.53
303.53
303.53
2125.23
WQ Volume:
8 1 want to fi,
System Outlet:
212 This is the 1
�hisisthec
Volume Below Outlet:
Volume Subtotal:
8316.00 Dead stora
WQ Elevation:
2126.63 The calcula
BayFilter model
530
Volume per filter
2500 cf
Required Head
32 in
Minimum Outlet
2122.48
Filter outlet invert 2122.48 The reques
Number of filters 4

Project: Proposed Delivery Station BMP-5
Chamber Model -
Units -
Number of Chambers -
Number of End Caps -
Voids in the stone (porosity) -
Base of STONE Elevation -
Amount of Stone Above Chambers
Amount of Stone Below Chambers
Area of system -
MC-3500
Imperial c Herefo, ma"
20
4
40 %
2109.78 ft
12 in
30 in
1322 sf Min. Area -
AA
StormTech-
o�,�n��
lude Perimeter Stone in Calculations
1095 sf min. area
Height of
System
inches
Incremental Single
Chamber
cubic feet
Incremental
Single End Cap
cubic feet
Incremental
Chambers
cubic feet
Incremental
End Cap
cubic feet
Incremental
Stone
cubic feet
Incremental Ch,
EC and Stone
cubic feet
Cumulative
System
I (cubic feet)
Elevation
I feet)
0.00
0.00
0.00
0.00
44.07
44.07
5189.06
2117.03
0.00
0.00
0.00
0.00
44.07
44.07
5144.99
2116.95
0.00
0.00
0.00
0.00
44.07
44.07
5100.93
2116.86
0.00
0.00
0.00
0.00
44.07
44.07
5056.86
2116.78
0.00
0.00
0.00
0.00
44.07
44.07
5012.79
2116.70
0.00
0.00
0.00
0.00
44.07
44.07
4968.73
2116.61
0.00
0.00
0.00
0.00
44.07
44.07
4924.66
2116.53
0.00
0.00
0.00
0.00
44.07
44.07
4880.59
2116.45
0.00
0.00
0.00
0.00
44.07
44.07
4836.53
2116.36
0.00
0.00
0.00
0.00
44.07
44.07
4792.46
2116.28
0.00
0.00
0.00
0.00
44.07
44.07
4748.39
2116.20
0.00
0.00
0.00
0.00
44.07
44.07
4704.33
2116.11
0.06
0.00
1.16
0.00
43.60
44.76
4660.26
2116.03
0.19
0.02
3.88
0.10
42.48
46.45
4615.50
2115.95
0.29
0.04
5.88
0.15
41.65
47.68
4569.04
2115.86
0.40
0.05
8.07
0.21
40.76
49.03
4521.36
2115.78
0.69
0.07
13.74
0.27
38.46
52.48
4472.33
2115.70
1.03
0.09
2057.
0.35
35.70
56.62
4419.85
2115.61
1.25
0.11
24.99
0.43
33.90
59.32
4363.23
2115.53
1.42
0.13
28.44
0.51
32.49
61.44
4303.91
2115.45
1.57
0.14
31.46
0.58
31.25
63.29
4242.48
2115.36
1.71
0.16
34.14
0.65
30.15
64.94
4179.19
2115.28
1.83
0.18
36.57
0.73
29.15
66.44
4114.24
2115.20
1.94
0.20
38.76
0.80
28.24
67.80
4047.80
2115.11
2.04
0.22
40.82
0.87
27.39
69.08
3980.00
2115.03
2.13
0.23
42.69
0.94
26.61
70.25
3910.92
2114.95
2.22
0.25
44.48
1.00
25.87
71.36
3840.67
2114.86
2.31
0.27
46.14
1.06
25.19
72.39
3769.31
2114.78
2.38
0.28
47.70
1.12
24.54
73.36
3696.93
2114.70
2.46
0.29
49.18
1.18
23.92
74.28
3623.57
2114.61
2.53
0.31
50.56
1.23
23.35
75.14
3549.29
2114.53
2.59
0.32
51.87
1.28
22.80
75.96
3474.15
2114.45
2.66
0.33
53.12
1.34
22.28
76.74
3398.18
2114.36
2.72
0.35
54.30
1.39
21.79
77.48
3321.44
2114.28
2.77
0.36
55.43
1.44
21.32
78.19
3243.96
2114.20
2.82
0.37
56.49
1.49
20.87
78.86
3165.77
2114.11
2.88
0.38
57.51
1.54
20.45
79.49
3086.92
2114.03
2.92
0.40
58.48
1.58
20.04
80.11
3007.42
2113.95
2.97
0.41
59.40
1.63
19.66
80.68
2927.32
2113.86
3.01
0.42
60.25
1.67
19.30
81.22
2846.63
2113.78
3.05
0.43
61.07
1.72
18.95
81.74
2765.41
2113.70
3.09
0.44
61.89
1.76
18.61
82.25
2683.68
2113.61
3.13
0.45
62.61
1.80
18.30
82.72
2601.42
2113.53
3.17
0.46
63.31
1.84
18.00
83.16
2518.71
2113.45
3.20
0.47
63.99
1.88
17.72
83.59
2435.54
2113.36
3.23
0.48
64.62
1.92
17.45
83.99
2351.95
2113.28
3.26
0.49
65.23
1.96
17.19
84.38
2267.96
2113.20
3.29
0.50
65.81
1.99
16.95
84.74
2183.58
2113.11
3.32
0.51
66.36
2.03
16.71
85.10
2098.84
2113.03
3.34
0.51
66.88
2.06
16.49
85.43
2013.74
2112.95
3.37
0.52
67.37
2.09
16.28
85.74
1928.31
2112.86
3.39
0.53
67.85
2.12
16.08
86.05
1842.57
2112.78
3.41
0.54
68.29
2.15
15.89
86.33
1756.52
2112.70
3.44
0.54
68.74
2.17
15.70
86.61
1670.19
2112.61
3.46
0.55
69.15
2.20
15.53
86.88
1583.58
2112.53
3.48
0.56
69.57
2.22
15.35
87.14
1496.70
2112.45
3.51
0.59
70.10
2.38
15.07
87.56
1409.56
2112.36
0.00
0.00
0.00
0.00
44.07
44.07
1322.00
2112.28
0.00
0.00
0.00
0.00
44.07
44.07
1277.93
2112.20
0.00
0.00
0.00
0.00
44.07
44.07
1233.87
2112.11
0.00
0.00
0.00
0.00
44.07
44.07
1189.80
2112.03
0.00
0.00
0.00
0.00
44.07
44.07
1145.73
2111.95
0.00
0.00
0.00
0.00
44.07
44.07
1101.67
2111.86
0.00
0.00
0.00
0.00
44.07
44.07
1057.60
2111.78
0.00
0.00
0.00
0.00
44.07
44.07
1013.53
2111.70
0.00
0.00
0.00
0.00
44.07
44.07
969.47
2111.61
0.00
0.00
0.00
0.00
44.07
44.07
925.40
2111.53
0.00
0.00
0.00
0.00
44.07
44.07
881.33
2111.45
0.00
0.00
0.00
0.00
44.07
44.07
837.27
2111.36
0.00
0.00
0.00
0.00
44.07
44.07
793.20
2111.28
0.00
0.00
0.00
0.00
44.07
44.07
749.13
2111.20
0.00
0.00
0.00
0.00
44.07
44.07
705.07
2111.11
0.00
0.00
0.00
0.00
44.07
44.07
661.00
2111.03
0.00
0.00
0.00
0.00
44.07
44.07
616.93
2110.95
0.00
0.00
0.00
0.00
44.07
44.07
572.87
2110.86
0.00
0.00
0.00
0.00
44.07
44.07
528.80
2110.78
0.00
0.00
0.00
0.00
44.07
44.07
484.73
2110.70
0.00
0.00
0.00
0.00
44.07
44.07
440.67
2110.61
0.00
0.00
0.00
0.00
44.07
44.07
396.60
2110.53
0.00
0.00
0.00
0.00
44.07
44.07
352.53
2110.45
0.00
0.00
0.00
0.00
44.07
44.07
308.47
2110.36
0.00
0.00
0.00
0.00
44.07
44.07
264.40
2110.28
0.00
0.00
0.00
0.00
44.07
44.07
220.33
2110.20
0.00
0.00
0.00
0.00
44.07
44.07
176.27
2110.11
0.00
0.00
0.00
0.00
44.07
44.07
132.20
2110.03
0.00
0.00
0.00
0.00
44.07
44.07
88.13
2109.95
0.00
0.00
0.00
0.00
44.07
44.07
44.07
2109.86

Project: Proposed Delivery Station BMP-6 �A
StormTech®
Chamber Model -
MC-3500
Units-
Imperial
Click Here for Metric
euaT-O
Number of Chambers -
257
4 S-nan f
.
Number of End Caps -
14
Voids in the stone (porosity) -
40
Base Of STONE Elevation -
2124.67
ft Q Include Perimeter Stone in Calculations
Amount of Stone Above Chambers -
12
in
Amount of Stone Below Chambers -
9
in
Area of system -
1 13891
Isf Min. Area - 13436 sf min. area
Height of
System
(inches)
Incremental Single
Chamber
(cubic feet)
Incremental
Single End Cap
(cubic feet)
Incremental
Chambers
(cubic feet)
Incremental
End Cap
(cubic feet)
Incremental
Stone
(cubic feet)
Incremental Ch, Cumulative
EC and Stone System
(cubic feet) (cubic feet)
Elevation
(feet)
66 0.00
0.00
0.00
0.00
463.03
463.03
47639.69
2130.17
65 0.00
0.00
0.00
0.00
463.03
463.03
47176.65
2130.09
64 0.00
0.00
0.00
0.00
463.03
463.03
46713.62
2130.00
63 0.00
0.00
0.00
0.00
463.03
463.03
46250.59
2129.92
62 0.00
0.00
0.00
0.00
463.03
463.03
45787.55
2129.84
61 0.00
0.00
0.00
0.00
463.03
463.03
45324.52
2129.75
60 0.00
0.00
0.00
0.00
463.03
463.03
44861.49
2129.67
59 0.00
0.00
0.00
0.00
463.03
463.03
44398.45
2129.59
58 0.00
0.00
0.00
0.00
463.03
463.03
43935.42
2129.50
57 0.00
0.00
0.00
0.00
463.03
463.03
43472.39
2129.42
56 0.00
0.00
0.00
0.00
463.03
463.03
43009.35
2129.34
55 0.00
0.00
0.00
0.00
463.03
463.03
42546.32
2129.25
54 0.06
0.00
14.93
0.00
457.06
471.99
42083.29
2129.17
53 0.19
0.02
49.88
0.33
442.95
493.16
41611.29
2129.09
52 0.29
0.04
75.55
0.53
432.60
508.68
41118.13
2129.00
51 0.40
0.05
103.74
0.72
421.25
525.71
40609.45
2128.92
50 0.69
0.07
176.61
0.95
392.01
569.56
40083.74
2128.84
49 1.03
0.09
264.27
1.24
356.83
622.34
39514.18
2128.75
48 1.25
0.11
321.13
1.50
333.98
656.61
38891.84
2128.67
47 1.42
0.13
365.51
1.77
316.12
683.40
38235.23
2128.59
46 1.57
0.14
404.30
2.02
300.51
706.82
37551.83
2128.50
45 1.71
0.16
438.74
2.28
286.63
727.64
36845.01
2128.42
44 1.83
0.18
469.92
2.54
274.05
746.51
36117.36
2128.34
43 1.94
0.20
498.01
2.81
262.71
763.52
35370.85
2128.25
42 2.04
0.22
524.49
3.06
252.01
779.56
34607.33
2128.17
41 2.13
0.23
548.61
3.29
242.27
794.18
33827.76
2128.09
40 2.22
0.25
571.63
3.51
232.98
808.11
33033.59
2128.00
39 2.31
0.27
592.85
3.72
224.41
820.97
32225.48
2127.92
38 2.38
0.28
612.89
3.92
216.31
833.12
31404.50
2127.84
37 2.46
0.29
631.99
4.12
208.59
844.69
30571.39
2127.75
36 2.53
0.31
649.74
4.31
201.41
855.46
29726.69
2127.67
35 2.59
0.32
666.59
4.50
194.60
865.69
28871.23
2127.59
34 2.66
0.33
682.61
4.68
188.12
875.41
28005.54
2127.50
33 2.72
0.35
697.78
4.86
181.98
884.62
27130.14
2127.42
32 2.77
0.36
712.22
5.04
176.13
893.39
26245.52
2127.34
31 2.82
0.37
725.94
5.21
170.57
901.72
25352.13
2127.25
30 2.88
0.38
738.99
5.38
165.28
909.66
24450.41
2127.17
29 2.92
0.40
751.50
5.54
160.21
917.26
23540.75
2127.09
28 2.97
0.41
763.26
5.71
155.45
924.41
22623.49
2127.00
27 3.01
0.42
774.20
5.86
151.01
931.07
21699.07
2126.92
26 3.05
0.43
784.69
6.02
146.75
937.45
20768.00
2126.84
25 3.09
0.44
795.23
6.17
142.48
943.87
19830.55
2126.75
24 3.13
0.45
804.55
6.31
138.69
949.55
18886.68
2126.67
23 3.17
0.46
813.58
6.45
135.02
955.05
17937.13
2126.59
22 3.20
0.47
822.26
6.59
131.49
960.34
16982.08
2126.50
21 3.23
0.48
830.40
6.72
128.19
965.30
16021.73
2126.42
20 3.26
0.49
838.18
6.85
125.02
970.05
15056.43
2126.34
19 3.29
0.50
845.60
6.97
122.01
974.57
14086.38
2126.25
18 3.32
0.51
852.72
7.09
119.11
978.92
13111.80
2126.17
17 3.34
0.51
859.44
7.20
116.38
983.02
12132.89
2126.09
16 3.37
0.52
865.73
7.31
113.82
986.86
11149.87
2126.00
15 3.39
0.53
871.87
7.41
111.32
990.61
10163.01
2125.92
14 3.41
0.54
877.54
7.51
109.01
994.06
9172.40
2125.84
13 3.44
0.54
883.31
7.60
106.67
997.58
8178.34
2125.75
12 3.46
0.55
888.63
7.69
104.50
1000.83
7180.76
2125.67
11 3.48
0.56
894.02
7.77
102.31
1004.11
6179.93
2125.59
10 3.51
0.59
900.81
8.33
99.38
1008.52
5175.82
2125.50
9 0.00
0.00
0.00
0.00
463.03
463.03
4167.30
2125.42
8 0.00
0.00
0.00
0.00
463.03
463.03
3704.27
2125.34
7 0.00
0.00
0.00
0.00
463.03
463.03
3241.23
2125.25
6 0.00
0.00
0.00
0.00
463.03
463.03
2778.20
2125.17
5 0.00
0.00
0.00
0.00
463.03
463.03
2315.17
2125.09
4 0.00
0.00
0.00
0.00
463.03
463.03
1852.13
2125.00
3 0.00
0.00
0.00
0.00
463.03
463.03
1389.10
2124.92
2 0.00
0.00
0.00
0.00
463.03
463.03
926.07
2124.84
1 0.00
0.00
0.00
0.00
463.03
463.03
463.03
2124.75
WQ Volume:
9889
System Outlet:
2124.67
Volume Below Outlet:
1 0.00
Volume Subtotal:
9889.00
WQ Elevation: 2125.90
BayFilter model 530
Volume per filter 2500
Required Head 32
Minimum Outlet 2122.00
Filter outlet invert 2122
Number of filters

Project: Proposed Delivery Station BMP-7
Chamber Model -
Units -
Number of Chambers -
Number of End Caps -
Voids in the stone (porosity) -
Base of STONE Elevation -
Amount of Stone Above Chambers
Amount of Stone Below Chambers
Area of system -
MC-3500
Imperial ci.... m &,a
45
6
40
2123.00
ft
12
in
❑' in
9
in
2702
sf Min.
Area -
StormTech®
A dvinarz of '�1irv�J s
elude Perimeter Stone in Calculations
2412 sf min. area
Height of
System
inches
Incremental Single
Chamber
cubic feet
Incremental
Single End Cap
cubic feet
Incremental
Chambers
cubic feet
Incremental
End Cap
cubic feet
Incremental
Stone
cubic feet
�IncrementalClh,
EC and Stone
cubic feet
Cumulative
System
cubic feet
Elevation
feet
66 0.00
0.00
0.00
0.00
90.07
90.07
8966.82
2128.50
65 0.00
0.00
0.00
0.00
90.07
90.07
8876.75
2128.42
64 0.00
0.00
0.00
0.00
90.07
90.07
8786.68
2128.33
63 0.00
0.00
0.00
0.00
90.07
90.07
8696.62
2128.25
62 0.00
0.00
0.00
0.00
90.07
90.07
8606.55
2128.17
61 0.00
0.00
0.00
0.00
90.07
90.07
8516.48
2128.08
60 0.00
0.00
0.00
0.00
90.07
90.07
8426.42
2128.00
59 0.00
0.00
0.00
0.00
90.07
90.07
8336.35
2127.92
58 0.00
0.00
0.00
0.00
90.07
90.07
8246.28
2127.83
57 0.00
0.00
0.00
0.00
90.07
90.07
8156.22
2127.75
56 0.00
0.00
0.00
0.00
90.07
90.07
8066.15
2127.67
55 0.00
0.00
0.00
0.00
90.07
90.07
7976.08
2127.58
54 0.06
0.00
2.61
0.00
89.02
91.63
7886.02
2127.50
53 0.19
0.02
8.73
0.14
86.52
95.39
7794.38
2127.42
52 0.29
0.04
13.23
0.23
84.69
98.14
7698.99
2127.33
51 0.40
0.05
18.16
0.31
82.68
101.15
7600.85
2127.25
50 0.69
0.07
30.92
0.41
77.54
108.86
7499.70
2127.17
49 1.03
0.09
46.27
0.53
71.35
118.15
7390.83
2127.08
48 1.25
0.11
56.23
0.64
67.32
124.19
7272.69
2127.00
47 1.42
0.13
64.00
0.76
64.16
128.92
7148.50
2126.92
46 1.57
0.14
70.79
0.87
61.40
133.06
7019.57
2126.83
45 1.71
0.16
76.82
0.98
58.95
136.75
6886.51
2126.75
44 1.83
0.18
82.28
1.09
56.72
140.09
6749.77
2126.67
43 1.94
0.20
87.20
1.20
54.71
143.11
6609.68
2126.58
42 2.04
0.22
91.84
1.31
52.81
145.95
6466.57
2126.50
41 2.13
0.23
96.06
1.41
51.08
148.55
6320.61
2126.42
40 2.22
0.25
100.09
1.50
49.43
151.02
6172.06
2126.33
39 2.31
0.27
103.81
1.59
47.91
153.31
6021.04
2126.25
38 2.38
0.28
107.31
1.68
46.47
155.46
5867.74
2126.17
37 2.46
0.29
110.66
1.76
45.10
157.52
5712.27
2126.08
36 2.53
0.31
113.77
1.85
43.82
159.44
5554.75
2126.00
35 2.59
0.32
116.72
1.93
42.61
161.25
5395.32
2125.92
34 2.66
0.33
119.52
2.01
41.45
162.98
5234.06
2125.83
33 2.72
0.35
122.18
2.08
40.36
164.62
5071.08
2125.75
32 2.77
0.36
124.71
2.16
39.32
166.19
4906.45
2125.67
31 2.82
0.37
127.11
2.23
38.33
167.67
4740.27
2125.58
30 2.88
0.38
129.40
2.31
37.39
169.09
4572.59
2125.50
29 2.92
0.40
131.59
2.38
36.48
170.44
4403.51
2125.42
28 2.97
0.41
133.64
2.45
35.63
171.72
4233.06
2125.33
27 3.01
0.42
135.56
2.51
34.84
172.91
4061.34
2125.25
26 3.05
0.43
137.40
2.58
34.08
174.05
3888.43
2125.17
25 3.09
0.44
139.24
2.64
33.31
175.20
3714.38
2125.08
24 3.13
0.45
140.88
2.70
32.63
176.21
3539.18
2125.00
23 3.17
0.46
142.45
2.77
31.98
177.20
3362.97
2124.92
22 3.20
0.47
143.98
2.82
31.35
178.15
3185.77
2124.83
21 3.23
0.48
145.40
2.88
30.75
179.04
3007.62
2124.75
20 3.26
0.49
146.76
2.94
30.19
179.89
2828.59
2124.67
19 3.29
0.50
148.06
2.99
29.65
180.70
2648.70
2124.58
18 3.32
0.51
149.31
3.04
29.13
181.47
2468.01
2124.50
17 3.34
0.51
150.49
3.09
28.64
182.21
2286.53
2124.42
16 3.37
0.52
151.59
3.13
28.18
182.90
2104.32
2124.33
15 3.39
0.53
152.66
3.18
27.73
183.57
1921.42
2124.25
14 3.41
0.54
153.65
3.22
27.32
184.19
1737.85
2124.17
13 3.44
0.54
154.67
3.26
26.90
184.82
1553.66
2124.08
12 3.46
0.55
155.60
3.30
26.51
185.40
1368.84
2124.00
11 3.48
0.56
156.54
3.33
26.12
185.99
1183.44
2123.92
10 3.51
0.59
157.73
3.57
25.55
186.85
997.45
2123.83
9 0.00
0.00
0.00
0.00
90.07
90.07
810.60
2123.75
8 0.00
0.00
0.00
0.00
90.07
90.07
720.53
2123.67
7 0.00
0.00
0.00
0.00
90.07
90.07
630.47
2123.58
6 0.00
0.00
0.00
0.00
90.07
90.07
540.40
2123.50
5 0.00
0.00
0.00
0.00
90.07
90.07
450.33
2123.42
4 0.00
0.00
0.00
0.00
90.07
90.07
360.27
2123.33
3 0.00
0.00
0.00
0.00
90.07
90.07
270.20
2123.25
2 0.00
0.00
0.00
0.00
90.07
90.07
180.13
2123.17
1 0.00
0.00
0.00
0.00
90.07
90.07
90.07
2123.08
WQ Volume:
1 want to fi,
System Outlet:
This is the 1
Volume Below Outlet:[�IThisisthec
Volume Subtotal:
2682.00 Dead stora
WQ Elevation:
2124.60 The calcula
BayFilter model
522
Volume per filter
1250 cf
Required Head
20 in
Minimum Outlet
2121.33
Filter outlet invert 2121.33 The reques
Number of filters 3

Project: Proposed Delivery Station BMP-8
Chamber Model -
Units -
Number of Chambers -
Number of End Caps -
Voids in the stone (porosity) -
Base of STONE Elevation -
Amount of Stone Above Chambers
Amount of Stone Below Chambers
Area of system -
MC-3500
Imperial ci.... m &,a
141
28
40
2123.00
ft
12
in
❑' in
9
in
8519
sf Min.
Area -
StormTech®
A dvinarz of '�1irv�J s
elude Perimeter Stone in Calculations
7713 sf min. area
Height of
System
inches
Incremental Single
Chamber
cubic feet
Incremental
Single End Cap
cubic feet
Incremental
Chambers
cubic feet
Incremental
End Cap
cubic feet
Incremental
Stone
cubic feet
�IncrementalClh,
EC and Stone
cubic feet
Cumulative
System
cubic feet
Elevation
feet
66 0.00
0.00
0.00
0.00
283.97
283.97
28294.59
2128.50
65 0.00
0.00
0.00
0.00
283.97
283.97
28010.63
2128.42
64 0.00
0.00
0.00
0.00
283.97
283.97
27726.66
2128.33
63 0.00
0.00
0.00
0.00
283.97
283.97
27442.69
2128.25
62 0.00
0.00
0.00
0.00
283.97
283.97
27158.73
2128.17
61 0.00
0.00
0.00
0.00
283.97
283.97
26874.76
2128.08
60 0.00
0.00
0.00
0.00
283.97
283.97
26590.79
2128.00
59 0.00
0.00
0.00
0.00
283.97
283.97
26306.83
2127.92
58 0.00
0.00
0.00
0.00
283.97
283.97
26022.86
2127.83
57 0.00
0.00
0.00
0.00
283.97
283.97
25738.89
2127.75
56 0.00
0.00
0.00
0.00
283.97
283.97
25454.93
2127.67
55 0.00
0.00
0.00
0.00
283.97
283.97
25170.96
2127.58
54 0.06
0.00
8.19
0.00
280.69
288.88
24886.99
2127.50
53 0.19
0.02
27.37
0.67
272.75
300.79
24598.11
2127.42
52 0.29
0.04
41.45
1.05
266.97
309.47
24297.32
2127.33
51 0.40
0.05
56.91
1.44
260.62
318.98
23987.86
2127.25
50 0.69
0.07
96.89
1.89
244.45
343.24
23668.87
2127.17
49 1.03
0.09
144.99
2.47
224.98
372.44
23325.64
2127.08
48 1.25
0.11
176.18
3.00
212.29
391.48
22953.19
2127.00
47 1.42
0.13
200.53
3.54
202.34
406.41
22561.72
2126.92
46 1.57
0.14
221.81
4.04
193.62
419.48
22155.31
2126.83
45 1.71
0.16
240.71
4.56
185.86
431.13
21735.83
2126.75
44 1.83
0.18
257.82
5.09
178.80
441.71
21304.70
2126.67
43 1.94
0.20
273.23
5.61
172.43
451.27
20862.99
2126.58
42 2.04
0.22
287.76
6.11
166.42
460.29
20411.72
2126.50
41 2.13
0.23
300.99
6.58
160.94
468.51
19951.43
2126.42
40 2.22
0.25
313.62
7.01
155.71
476.34
19482.92
2126.33
39 2.31
0.27
325.26
7.44
150.89
483.58
19006.58
2126.25
38 2.38
0.28
336.25
7.84
146.33
490.42
18523.00
2126.17
37 2.46
0.29
346.73
8.23
141.98
496.94
18032.57
2126.08
36 2.53
0.31
356.47
8.62
137.93
503.02
17535.63
2126.00
35 2.59
0.32
365.72
8.99
134.08
508.79
17032.61
2125.92
34 2.66
0.33
374.50
9.36
130.42
514.29
16523.81
2125.83
33 2.72
0.35
382.83
9.72
126.95
519.49
16009.53
2125.75
32 2.77
0.36
390.75
10.08
123.63
524.47
15490.03
2125.67
31 2.82
0.37
398.28
10.42
120.49
529.19
14965.57
2125.58
30 2.88
0.38
405.44
10.76
117.49
533.69
14436.38
2125.50
29 2.92
0.40
412.30
11.09
114.61
538.00
13902.69
2125.42
28 2.97
0.41
418.75
11.41
111.90
542.07
13364.69
2125.33
27 3.01
0.42
424.76
11.72
109.38
545.85
12822.62
2125.25
26 3.05
0.43
430.51
12.03
106.95
549.49
12276.77
2125.17
25 3.09
0.44
436.29
12.33
104.52
553.14
11727.28
2125.08
24 3.13
0.45
441.41
12.62
102.35
556.39
11174.14
2125.00
23 3.17
0.46
446.36
12.90
100.26
559.52
10617.75
2124.92
22 3.20
0.47
451.12
13.18
98.25
562.55
10058.23
2124.83
21 3.23
0.48
455.59
13.44
96.35
565.38
9495.68
2124.75
20 3.26
0.49
459.86
13.70
94.54
568.10
8930.30
2124.67
19 3.29
0.50
463.93
13.94
92.82
570.69
8362.20
2124.58
18 3.32
0.51
467.83
14.18
91.16
573.17
7791.51
2124.50
17 3.34
0.51
471.52
14.41
89.60
575.52
7218.33
2124.42
16 3.37
0.52
474.98
14.62
88.13
577.72
6642.81
2124.33
15 3.39
0.53
478.34
14.83
86.70
579.87
6065.09
2124.25
14 3.41
0.54
481.45
15.02
85.38
581.85
5485.22
2124.17
13 3.44
0.54
484.62
15.21
84.04
583.86
4903.37
2124.08
12 3.46
0.55
487.54
15.38
82.80
585.72
4319.50
2124.00
11 3.48
0.56
490.50
15.55
81.55
587.59
3733.78
2123.92
10 3.51
0.59
494.22
16.66
79.62
590.49
3146.19
2123.83
9 0.00
0.00
0.00
0.00
283.97
283.97
2555.70
2123.75
8 0.00
0.00
0.00
0.00
283.97
283.97
2271.73
2123.67
7 0.00
0.00
0.00
0.00
283.97
283.97
1987.77
2123.58
6 0.00
0.00
0.00
0.00
283.97
283.97
1703.80
2123.50
5 0.00
0.00
0.00
0.00
283.97
283.97
1419.83
2123.42
4 0.00
0.00
0.00
0.00
283.97
283.97
1135.87
2123.33
3 0.00
0.00
0.00
0.00
283.97
283.97
851.90
2123.25
2 0.00
0.00
0.00
0.00
283.97
283.97
567.93
2123.17
1 0.00
0.00
0.00
0.00
283.97
283.97
283.97
2123.08
WQ Volume:
1 want to fi,
System Outlet:
This is the 1
Volume Below Outlet:[�IThisisthec
Volume Subtotal:
8977.00 Dead stora
WQ Elevation:
2124.68 The calcula
BayFilter model
530
Volume per filter
2500 cf
Required Head
32 in
Minimum Outlet
2120.33
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APPENDIX F
DRAINAGE MAPS
ED-1 —Existing Drainage Area Map
PD-1 —Proposed Drainage Area Map
PD-2 — Proposed Catchment Drainage Area Map
6135 Park South Drive • Charlotte, NC 28210 • [phone] • www.blcompanies.com

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. ' Architecture
Engineering An Employee -Owned Company
Environmental Stormwater Management Report
b
� Land Surveying
Companies
APPENDIX G
SOIL REPORT
6135 Park South Drive • Charlotte, NC 28210 • [phone] • www.blcompanies.com

USDA united states
Department of
Agriculture
N RCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Henderson County,
North Carolina
January 30, 2020

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

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

Contents
Preface....................................................................................................................
2
How Soil Surveys Are Made..................................................................................5
SoilMap..................................................................................................................
8
SoilMap................................................................................................................9
Legend................................................................................................................10
MapUnit Legend................................................................................................
11
MapUnit Descriptions.........................................................................................11
Henderson County, North Carolina.................................................................13
DeB—Delanco (dillard) loam, 2 to 7 percent slopes ...................................
13
HyB—Hayesville loam, 2 to 7 percent slopes .............................................
14
HyC—Hayesville loam, 7 to 15 percent slopes ...........................................
15
HyE—Hayesville loam, 15 to 25 percent slopes .........................................
16
Soil Information for All Uses...............................................................................18
Suitabilities and Limitations for Use....................................................................18
Land Classifications........................................................................................18
Soil Taxonomy Classification.......................................................................18
References............................................................................................................
23

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

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

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.

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

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Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
DeB
Delanco (dillard) loam, 2 to 7
percent slopes
1.8
3.5%
HyB
Hayesville loam, 2 to 7 percent
slopes
9.2
18.0%
HyC
Hayesville loam, 7 to 15 percent
slopes
37.3
73.3%
HyE
Hayesville loam, 15 to 25
percent slopes
2.7
5.2%
Totals for Area of Interest
51.0
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.
11

Custom Soil Resource Report
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha -Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
12

Custom Soil Resource Report
Henderson County, North Carolina
DeB—Delanco (dillard) loam, 2 to 7 percent slopes
Map Unit Setting
National map unit symbol: Icl c
Elevation: 1,500 to 3,000 feet
Mean annual precipitation: 55 to 75 inches
Mean annual air temperature: 50 to 57 degrees F
Frost -free period: 150 to 185 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Dillard and similar soils: 95 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Dillard
Setting
Landform: Depressions on stream terraces
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Tread
Down -slope shape: Linear
Across -slope shape: Concave
Parent material: Alluvium and/or colluvium derived from igneous and metamorphic
rock
Typical profile
Ap - 0 to 10 inches: loam
Bt - 10 to 30 inches: clay loam
BCg - 30 to 40 inches: sandy loam
Cg - 40 to 80 inches: sandy loam
Properties and qualities
Slope: 2 to 7 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Moderately well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: About 30 to 42 inches
Frequency of flooding: Occasional
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C
Hydric soil rating: No
13

Custom Soil Resource Report
HyB—Hayesville loam, 2 to 7 percent slopes
Map Unit Setting
National map unit symbol: Icl s
Elevation: 1,760 to 2,360 feet
Mean annual precipitation: 50 to 62 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 130 to 180 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Hayesville and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Hayesville
Setting
Landform: Mountain slopes, ridges
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Mountaintop, crest
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Residuum weathered from igneous and metamorphic rock
Typical profile
A - 0 to 5 inches: loam
Bt - 5 to 38 inches: clay
BC - 38 to 48 inches: sandy clay loam
C - 48 to 80 inches: fine sandy loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: High (about 9.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
Hydric soil rating: No
14

Custom Soil Resource Report
HyC—Hayesville loam, 7 to 15 percent slopes
Map Unit Setting
National map unit symbol: Icl t
Elevation: 1,110 to 2,580 feet
Mean annual precipitation: 48 to 60 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 124 to 176 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Hayesville and similar soils: 90 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Hayesville
Setting
Landform: Ridges
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Linear
Across -slope shape: Convex
Parent material: Residuum weathered from amphibolite
Typical profile
A - 0 to 5 inches: loam
Bt - 5 to 38 inches: clay
BC - 38 to 48 inches: sandy clay loam
C - 48 to 80 inches: fine sandy loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: High (about 9.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Hydric soil rating: No
15

Custom Soil Resource Report
Minor Components
Evard, stony
Percent of map unit: 6 percent
Landform: Ridges
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Linear
Hydric soil rating: No
Cowee, stony
Percent of map unit: 4 percent
Landform: Ridges
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Linear
Hydric soil rating: No
HyE—Hayesville loam, 15 to 25 percent slopes
Map Unit Setting
National map unit symbol: Icl v
Elevation: 1,060 to 1,950 feet
Mean annual precipitation: 48 to 60 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 124 to 176 days
Farmland classification: Farmland of local importance
Map Unit Composition
Hayesville and similar soils: 90 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Hayesville
Setting
Landform: Ridges on hillslopes
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex, linear
Across -slope shape: Linear, convex
Parent material: Residuum weathered from amphibolite
Typical profile
A - 0 to 5 inches: loam
Bt - 5 to 38 inches: clay
BC - 38 to 48 inches: sandy clay loam
C - 48 to 80 inches: fine sandy loam
it.

Custom Soil Resource Report
Properties and qualities
Slope: 15 to 30 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: High (about 9.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: C
Hydric soil rating: No
Minor Components
Evard, stony
Percent of map unit. 6 percent
Landform: Ridges
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Mountaintop, interfluve
Down -slope shape: Linear
Across -slope shape: Convex
Hydric soil rating: No
Cowee, stony
Percent of map unit. 4 percent
Landform: Ridges
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Mountaintop
Down -slope shape: Linear
Across -slope shape: Convex
Hydric soil rating: No
17

Soil Information for All Uses
Suitabilities and Limitations for Use
The Suitabilities and Limitations for Use section includes various soil interpretations
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 interpretation.
Land Classifications
Land Classifications are specified land use and management groupings that are
assigned to soil areas because combinations of soil have similar behavior for
specified practices. Most are based on soil properties and other factors that directly
influence the specific use of the soil. Example classifications include ecological site
classification, farmland classification, irrigated and nonirrigated land capability
classification, and hydric rating.
Soil Taxonomy Classification
This rating presents the taxonomic classification based on Soil Taxonomy.
The system of soil classification used by the National Cooperative Soil Survey has
six categories (Soil Survey Staff, 1999 and 2003). Beginning with the broadest,
these categories are the order, suborder, great group, subgroup, family, and series.
Classification is based on soil properties observed in the field or inferred from those
observations or from laboratory measurements. This table shows the classification
of the soils in the survey area. The categories are defined in the following
paragraphs.
ORDER. Twelve soil orders are recognized. The differences among orders reflect
the dominant soil -forming processes and the degree of soil formation. Each order is
identified by a word ending in sol. An example is Alfisols.
SUBORDER. Each order is divided into suborders primarily on the basis of
properties that influence soil genesis and are important to plant growth or properties
that reflect the most important variables within the orders. The last syllable in the
18

Custom Soil Resource Report
name of a suborder indicates the order. An example is Udalfs (Ud, meaning humid,
plus alfs, from Alfisols).
GREAT GROUP. Each suborder is divided into great groups on the basis of close
similarities in kind, arrangement, and degree of development of pedogenic horizons;
soil moisture and temperature regimes; type of saturation; and base status. Each
great group is identified by the name of a suborder and by a prefix that indicates a
property of the soil. An example is Hapludalfs (Hapl, meaning minimal horizonation,
plus udalfs, the suborder of the Alfisols that has a udic moisture regime).
SUBGROUP. Each great group has a typic subgroup. Other subgroups are
intergrades or extragrades. The typic subgroup is the central concept of the great
group; it is not necessarily the most extensive. Intergrades are transitions to other
orders, suborders, or great groups. Extragrades have some properties that are not
representative of the great group but do not indicate transitions to any other
taxonomic class. Each subgroup is identified by one or more adjectives preceding
the name of the great group. The adjective Typic identifies the subgroup that typifies
the great group. An example is Typic Hapludalfs.
FAMILY. Families are established within a subgroup on the basis of physical and
chemical properties and other characteristics that affect management. Generally,
the properties are those of horizons below plow depth where there is much
biological activity. Among the properties and characteristics considered are particle -
size class, mineralogy class, cation -exchange activity class, soil temperature
regime, soil depth, and reaction class. A family name consists of the name of a
subgroup preceded by terms that indicate soil properties. An example is fine -loamy,
mixed, active, mesic Typic Hapludalfs.
SERIES. The series consists of soils within a family that have horizons similar in
color, texture, structure, reaction, consistence, mineral and chemical composition,
and arrangement in the profile.
References:
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.
Soil Survey Staff. 2006. Keys to soil taxonomy. 10th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. (The soils in a given survey
area may have been classified according to earlier editions of this publication.)
19

Custom Soil Resource Report
Map —Soil Taxonomy Classification in E
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Custom Soil Resource Report
Table —Soil Taxonomy Classification
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
DeB
Delanco (dillard) loam, 2
to 7 percent slopes
Fine -loamy, mixed,
semiactive, mesic
Aquic Hapludults
1.8
3.5%
HyB
Hayesville loam, 2 to 7
percent slopes
Fine, kaolinitic, mesic
Typic Kanhapludults
9.2
18.0%
HyC
Hayesville loam, 7 to 15
percent slopes
Fine, kaolinitic, mesic
Typic Kanhapludults
37.3
73.3%
HyE
Hayesville loam, 15 to 25
percent slopes
Fine, kaolinitic, mesic
Typic Kanhapludults
2.7
5.2%
Totals for Area of Interest
51.0
100.0%
Rating Options —Soil Taxonomy Classification
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Lower
22

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/
n res/d eta i I/n ati o n a I/s o i Is/?cid = n res 142 p2_0 54262
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.nres.usda.gov/wps/portal/nres/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/rangepastu re/?cid=stelprdb1043084
23

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/
n res/d eta i I/so i Is/scie ntists/?cid=n res 142 p2_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 = n res 142 p2_05 3624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http:H
www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl 42p2_052290. pdf
24

. ' Architecture
Engineering An Employee -Owned Company
Environmental Stormwater Management Report
b
� Land Surveying
Companies
APPENDIX H
GEOTECHNICAL REPORT
6135 Park South Drive • Charlotte, NC 28210 • [phone] • www.blcompanies.com

ECS Southeast, LLP
Subsurface Exploration / Preliminary Geotechnical Evaluation
Project AV — Broadpointe Site
Mills River, Henderson County, North Carolina
Samet Corporation
ECS Project Number 31-3861
October 2, 2019
Revised October 3, 20191
Revised November 20, 20192
' This report was revised to add our estimates of seismic site classification and our estimates of preliminary
pavement section.
2 This report was revised to correct the B-2 surface elevation. Changes were made to the boring log and profile.

ECS SOUTHEAST, LLP "Setting the Standard for Service'
Geotechnical • Construction Materials • Environmental • Facilities NC Registered EngineeFirm F
NC Registered Geologisktt s Firm C-405-406
SC Registered Engineering Firm 3239
October 2, 2019
Revised October 3, 2019
Revised November 20, 2019
Mr. Brian Hall, LEED AP BD+C
Director of Development
309 Gallimore Dairy Road, Suite 102
Greensboro, North Carolina 27409
Reference: Revised Report of Subsurface Exploration / Preliminary Geotechnical Evaluation
Project AV — Broadpointe Site
Boylston Highway (NC Highway 280)
Mills River, Henderson County, North Carolina
ECS Project No. 31-3861
Mr. Hall:
ECS Southeast, LLC (ECS) has completed the subsurface exploration, laboratory testing, and
geotechnical engineering analyses for the above -referenced lot. Our services were performed in general
accordance with our Proposal Number 31-5865-P, dated May 30, 2019. This preliminary report presents
the findings of our subsurface exploration and our evaluations, as well as preliminary recommendations
regarding geotechnical-related design and construction considerations for the site.
It has been our pleasure to be of service to you. We would appreciate the opportunity to provide
continuing services during planning, design, and construction to help carry out some of the
recommendations contained herein. Please contact us should you have any questions about the
information contained in this report, or if we can be of further assistance to you.
Respectfully submitted,
ECS SOUTHEAST, LLP represented by:
Matthew D. Monteith, P.E.
Geotechnical Department Manager
NC License No. 047853
Matthew S. Fogleman, P.E.
Principal Engineer
1900 Hendersonville Road, Suite 10, Asheville, NC 28803 • T: 828.665.2307 • F: 828.665.8128 • ecslimited.com
ECS Capitol Services, PLLC • ECS Florida, LLC • ECS Mid -Atlantic, LLC • ECS Midwest, LLC • ECS Southeast, LLP • ECS Southwest, LLP

Project AV—BroadpointeSite November 20, 2019
ECS Project No. 31-3861 Page 3
TABLE OF CONTENTS
PAGE
1.0 INTRODUCTION 5
1.1 General 5
1.2 Scope of Services 5
2.0 SITE INFORMATION 6
2.1 Site Information 6
2.2 Site History and Previous Uses 6
2.3 Proposed Construction 6
3.0 FIELD EXPLORATION 7
3.1 Mechanized Soil Test Borings 7
3.2 Laboratory Testing 7
4.0 SITE AND SUBSURFACE CONDITIONS 8
4.1 Soil and Geologic Maps 8
4.2 Site Observations 10
5.0 PRELIMINARY RECOMMENDATIONS 11
5.1 Building Locations and Site Grades 12
5.2 Foundations 13
5.3 Floor Systems 14
5.4 Pavement Sections 15
5.5 Seismic Site Classification 16
6.0 PRELIMINARY CONSTRUCTION CONSIDERATIONS 16
6.1 Subgrade Preparation
16
6.2 Excavation
17
6.3 Dewatering
18
6.4 Engineered Fill Materials
18
6.5 Compaction
19
6.6 Slope Construction and Erosion Protection
20
6.7 Additional Considerations
20
7.0 CLOSING
21

Project AV—BroadpointeSite November20, 2019
ECS Project No. 31-3861 Page 4
EXECUTIVE SUMMARY
This executive summary is solely provided to give a brief overview of the project findings. The
summary is abbreviated. Information gleaned from the Executive Summary should not be utilized
in lieu of reading the entire geotechnical report.
Substrata generally consisted of residual sandy silt (ML) underlain by residual silty fine to medium
sand (SM). The silt was generally stiff and the sand was generally medium dense. Partially
weathered rock, weathered rock, and crystalline bedrock were not encountered within the drilled
depths or observed during site reconnaissance. Groundwater was encountered during drilling at
B-3 and B-5 at depths of 15 feet and 14 feet, respectively, or elevation 2113' and 2116',
respectively. Groundwater was not encountered in the remaining four (4) borings during drilling.
The strata encountered in the test borings appear to be suitable for reuse as engineered fill as
they did not contain organics or highly plastic soils. The data implies that conventional excavation
techniques are likely during site development. Materials hard enough to cause concern for heavy
ripping or blasting excavation were not encountered. Moisture -sensitive soils may be present and
could create material workability and reuse issues if not properly protected from water.
The primary geotechnical considerations identified on this property include (1) the potential for
buried debris, vegetation, and organic laden soil from historical timber logging operations, (2)
soft compressible alluvial/colluvial soils and groundwater in the drainage basins, and (3) the
massive 2H:1V cut slope along Boylston Highway. Risks related to buried debris can be managed
by carefully observing earthwork operations, and perhaps by observing additional exploratory
test excavations prior to site development. Highly to moderately compressible substrata were
not found during the field exploration; however, compressible soils may be present in low lying
drainage areas. Compressible soils can be further investigated through additional field
exploration such as test excavations and/or soil borings, and should be considered during the
design -level geotechnical evaluation.
Slope stability of the massive cut slope along Boylston Highway is unknown. Care should be
exercised when siting buildings and other structures near the slope. Structures built within a
distance of about half of the slope height from the slope's crest may be damaged if slope
movement occurs. Ideally, the buildings should not be sited within the zone of potential
movement unless additional geotechnical slope evaluation indicates otherwise.
Site grades should be designed and finished floor elevations should be established to provide at
least 5 feet of clearance between the finished elevation and groundwater. Buried stormwater
structures planned near areas of groundwater should ideally be deigned above groundwater;
otherwise, they will need to be designed to be watertight and to resist buoyancy effects.
Spread footing foundations can likely be used for lightly to moderately loaded structures, and
maybe even heavily loaded structures. Some undercutting of soft soils may be required to allow
use of footing foundations. Preliminary data implies that undercuts shouldn't exceed about 4
feet. Deep foundations such as auger cast piles, driven piles, drilled shafts, or micropiles may be
required for foundations near the Boylston Highway cut slope. Heavier -loaded footing
foundations may require the use of aggregate piers to mitigate damaging settlement effects.

Project AV — Broadpointe Site
ECS Project No. 31-3861
1.0 INTRODUCTION
1.1 General
November 20, 2019
Page S
The purpose of this evaluation was to explore and comment on the subsurface conditions at the
subject property as it relates to potential industrial development, and provide preliminary
recommendations regarding foundations, slabs, pavements, earthwork, construction, and other
geotechnical-related considerations of design and construction. During the early planning stage
of design and construction, this evaluation was focused on the natural site conditions and the
general suitability of subsurface conditions and topography for the proposed use.
1.2 Scope of Services
ECS' scope included drilling six (6) mechanized soil test borings at approximate locations shown
in Appendix A. The purpose of the borings was to evaluate the general subsurface conditions. A
laboratory testing program was also implemented to help characterize the physical and
engineering properties of the subsurface strata. This report contains a description of the
exploratory and testing procedures, presents our findings and evaluations, and includes the
following.
• Project description and site observations.
• Information on site conditions including surface drainage, geologic information, and
special site features.
• Description of the field exploration tests performed. Representation of the field data
obtained will be provided, including boring logs, boring location diagrams, and laboratory
summaries.
• A discussion of geotechnical site conditions which could impact the proposed
construction, such as shallow rock, undocumented fill, or groundwater, if encountered.
• General site grading recommendations and an evaluation of the on -site soils regarding
the suitability of the materials for reuse as structural fill and backfill.
• Preliminary considerations regarding suitable building foundation types.
Although ECS offers other services for various projects, our scope of services for this geotechnical
evaluation did not include detailed recommendations for foundation design, retaining all design,
construction dewatering, excavation shoring, allowable temporary slopes or erosion control,
pavement design, seismic site classification, cost of quantity estimates, or construction materials
services.

Project AV — Broadpointe Site
ECS Project No. 31-3861
2.0 SITE INFORMATION
2.1 Site Information
November 20, 2019
Page 6
The property is comprised of a 28.88-acre parcel designated as Henderson County PIN # 9642-
35-0270. The property is located east of the intersection of Boylston Highway and Fanning
Fields Road, between Fanning Fields Road and the French Broad River in Mills River, North
Carolina. The forested -and -farm -covered triangle -shaped property is bounded by Boylston
Highway and industrial developments to the north and west, Miles View Drive and industrial
properties to the south, residential and forested property to the east. Beyond the residential
and forested property sits the French Broad River with a water surface elevation near 2050'
which is approximately 40 to 120 feet lower than this property according to Google Earth.
Topographically, the terrain consists of broadly sloping hills and drainage basins. The high point
is near elevation 2180.7', located along the south portion of the east property line and a broad
forming lobe, according to survey contours provided by Sacks Survey & Mapping. The broad
forming lobe is oriented north -south and slopes down to the west, north, and east. A broadly -
sloped north -south forming ephemeral drainage is located in the southwest portion of the
property and on the west facing lobe -slope. Another north -south trending drainage is located in
the north region of the parcel on the north to east facing lobe slope. The drainage contains
water that flows to a culvert that crosses under Boylston Highway. Another north -south
trending lobe or ridge, albeit steeper, is located in the east portion of the property and east of
the north drainage. Boylston Highway is much lower than the property, and appears to have
been cut to its current elevation. A 40-feet tall cut slope with an inclination in the range of
2H:1V spans the distance between the highway and the property line. With the exception of the
Boylston Highway slopes, much of the site slopes appear to be natural with inclinations varying
between flat to about 5H:1V.
2.2 Site History and Previous Uses
A property's former use(s) can impact the geotechnical performance and construction costs of a
project. In order to better understand these aspects, we reviewed published USGS topographic
maps and Google EarthT`" aerial photographs. Review of USGS topographic maps dated between
1905 and 2019 indicate that the property has been used as forest and farm land over much of
its modern history. Boylston Highway was constructed in the late 1980s or early 1990s
according to date ranges on USGS topographic maps and aerial photographs As discussed
previously, the portion of Boylston Highway next to the property was cut into place. Much of
the landscape in Western North Carolina was harvested for timber at some point in the past.
There was no direct evidence discovered during document review that imply that this property
has been logged. Nevertheless, given previous site activity and uses, buried vegetation, stumps,
and remnants of logging may be present.
2.3 Proposed Construction
The property is being considered for industrial development. Building locations, conceptual site
layouts, structural loading information, finished floor elevations, or site grading information was

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ECS Project No. 31-3861 Page 7
not available at time this report was written. In addition to more site -specific geotechnical field
exploration, building type(s), locations, elevations, a proposed grading plan, and estimated
loading information will be required for a more detailed foundation analysis. Based on existing
site terrain, we suspect that earthwork will consist of cutting of ridges/lobes and filling of the
drainage basins to create a more level pad. We anticipate that some use of site retaining walls
may be required to create grade transitions.
3.0 FIELD EXPLORATION
3.1 Mechanized Soil Test Borings
Six (6) mechanized soil test borings (Borings B-1 through B-6) were drilled to depths of 15 to 25
feet below the existing ground surface at the approximate locations shown on the Boring
Location Diagrams in Appendix A. The boring locations were established in the field by ECS
personnel using GPS technology with a horizontal degree of accuracy of +/- 5 feet. The boring
elevations were extracted from the surveyor's topographic map by overlaying the estimated
locations onto the map. The boring locations and elevations shown should be considered
approximate. A Subsurface Soil Profile and individual Boring Logs are provided in Appendix B for
reference.
The mechanized soil borings were performed using a track -mounted, CME550X drilling rig.
Representative soil samples were obtained by means of the split -barrel sampling procedure in
general accordance with ASTM D 1586. In this procedure, a 2-inch O.D., split -barrel sampler is
driven into the soil a distance of 18 inches by a 140-pound hammer falling 30 inches. The number
of blows required to drive the sampler through a 12-inch interval is termed the Standard
Penetration Test value (N-value) and is indicated for each sample on the boring logs. This value
can be used as a qualitative indication of the in -place relative density of non -cohesive soils. In a
less reliable way, it also indicates the consistency of cohesive soils. This indication is qualitative,
since many factors can significantly affect the standard penetration resistance value and prevent
a direct correlation between drill crews, drill rigs, drilling procedures, and hammer -rod -sampler
assemblies. Split -spoon samples were obtained at approximate 2% foot intervals within the
upper 10 feet of the test borings and at approximate 5-foot intervals thereafter.
The drilling crew maintained a field log of the strata encountered in the borings. After recovery,
each sample was removed from the sampler and visually classified. Representative portions of
each sample were then sealed in airtight bags and returned to our laboratory for visual
examination by a geotechnical engineer and subsequent laboratory testing.
3.2 Laboratory Testing
Representative soil samples obtained during our field exploration were reviewed by the ECS
project engineer, and laboratory testing was assigned to select samples to aid in the field
classifications and to help estimate pertinent index and engineering properties of the on -site
soils. The geotechnical laboratory testing included:
• Visual classification of soil samples in general conformance with ASTM D 2487,

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ECS Project No. 31-3861 Page 8
• Index property testing of select soil samples including:
o Natural moisture content determinations (ASTM D 2216),
o Sieve Analysis (ASTM D 6913)
o Atterberg Limits tests (ASTM D 4318)
The laboratory test results are included on the Laboratory Testing Summary provided in Appendix
C as well as on the individual laboratory reports. The moisture content test results are also
presented on the individual Boring Logs.
4.0 SITE AND SUBSURFACE CONDITIONS
4.1 Soil and Geologic Maps
Geologic mapping' indicates that this property is located within the Brevard Fault zone of the
eastern Blue Ridge Physiographic Province of Western North Carolina. The eastern Blue Ridge
consists of a variety of igneous and high-grade metamorphic rocks, including numerous granite
bodies. The metamorphic rocks were originally part of the Precambrian basement, as were the
volcanic and sedimentary rocks laid down as the proto-Atlantic Ocean began to close during the
early Paleozoic era. Migmatites, rocks with both metamorphic and igneous characteristics, make
up other eastern Blue Ridge rocks and reveal the very high temperatures reached by these rocks
during mountain uplift. The soils in the Blue Ridge Province typically consist of residuum
(weathered in -place soils) derived from the parent bedrock.
According to a Geologic Map of North Carolina, the bedrock is comprised of Precambrian to
Paleozoic age mica schist containing plagioclase, quartz, feldspars, biotitie, and muscovite. The
schist contains local gneiss and at some places is interlayered with micaceous feldspathic
metasandstone.
4.1.1 Soil Survey Maps
The USDA Natural Resources Conservation Service Web Soil Survey, which provides soil
information to a shallow depth (generally less than 5 feet), indicates that the site soils are
mapped as:
• DeB — This soil type covers a very small portion of the property and consists of alluvium
and/or colluvium derived from igneous or metamorphic rock located within stream
terraces with slopes between 2 to 7 percent grade. Depth to groundwater is reportedly in
the 2.5 to 3.5 feet range.
• HyB — This soil type consists of residuum weathered from igneous or metamorphic rock
located on mountain slopes and ridges with slopes between 2 to 7 percent grade. Depth
to groundwater is reported to be more than 5.5 feet.
3 Dabbagh, A.D., 1981, Geologic map and mineral resources summary ofthe Skyland quadrangle, North Carolina: North Carolina
Geological Survey, Geologic Map - 7.5-minute quadrangle maps and mineral resource summary GM 193-NE, scale 1:24,000

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• HyC — This soil type covers most of the property and consists of residuum weathered
from amphibolite located on ridges with slopes between 8 to 15 percent grade. Depth to
groundwater is reported to be more than 5.5 feet.
• HyE — This soil type consists of residuum weathered from amphibolite located on ridges
with slopes between 15 to 25 percent grade. Depth to groundwater is reported to be
more than 5.5 feet.
LI
Figure 4.1.1 USDA Soil Survey Map
A' A

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ECS Project No. 31-3861 Page 10
Residuum: The residual soils in this region are the product of the in -place chemical weathering of
the parent bedrock. The mineral composition of the parent rock and the environment in which
weathering occurs largely control the resulting soil's engineering characteristics. Residuum
normally retains the structure of the original parent bedrock, but it typically has a much lower
density and exhibits strengths and other engineering properties typical of soil, not bedrock. In a
mature weathering profile, the residuum is generally found to be finer grained at the surface
where more extensive weathering has occurred. The particle size of the soils generally becomes
more granular with increasing depth and gradually changes first to weathered and finally to
unweathered parent bedrock.
The boundary between soil and rock in this geology is not sharply defined. A transitional zone
termed "partially weathered rock" is normally found overlying the parent bedrock. Partially
weathered rock is defined for engineering purposes as residual material with standard
penetration test resistance exceeding 100 blows per foot but can still be penetrated with a power
auger. The transition between hard/dense residual soils and partially weathered rock can occur
at irregular depths due to variations in the degree of weathering. The variable weathering can
also cause rock fragments and boulders to remain within the residual soil matrix.
4.2 Site Observations
The property was observed in a similar condition that is described in the previous sections of this
report. The property is covered with timber forest vegetation and farmland. The property was being
farmed for corn during the time of our visit, and the crop locations limited drilling access. There
were no significant geotechnical or geologic conditions observed at the ground surface during our
site visit.
4.3 Subsurface Strata
The observed subsurface conditions were generally consistent with published mapping. Table
4.3.1 includes a generalized characterization of the strata encountered in the borings. Please
refer to the Subsurface Soil Profile and Boring Logs in Appendix B for subsurface information at
specific locations.
Table 4.3.1 Generalized Subsurface Stratigraphy
Approximate
Depth Stratum
Description
Surface X
TOPSOIL
(1"-3" thick)
RESIDUUM:
SANDY SILT (ML), contains no to slight mica, light brown, orangish brown,
0.1 to 0.25
1
gray, moist, soft to stiff
(13-1 to B-5)
RESIDUUM:
0.1
II
CLAYEY SAND (SC), contains slight mica, orangish brown, moist, loose
(B-6)

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RESIDUUM:
3 to 12
III
SILTY FINE SAND (SM), contains mica, reddish brown, light brown, tan, light
gray, white, moist, loose to medium dense
(All Borings)
The residual soil generally consisted of sandy silt (MIL) underlain by silty fine to medium sand
(SM). The SPT blow counts in the silt (MIL) ranged between 3 to 11 blows per foot and more
typically between 5 and 9 blows per foot, implying that the silt is generally stiff. Two samples of
silt contained 60.1% and 50.6% clay and silt size particles with liquid limits of 43 and 31, and
plastic indexes of 7. The silt was generally moist and low plastic.
Underlying the sandy silt (MIL), the strata was generally comprised of residual silty fine to medium
sand (SM) to the maximum depths explored. The SPT blow counts in the sand (SM) ranged
between 7 to 20 blows per foot and more typically between 12 and 17 blows per foot, implying
that the sand is generally medium dense. The sandy was generally moist and non -plastic, wet
below groundwater.
Partially weathered rock, weathered rock, and crystalline bedrock were not encountered within
the drilled depths or observed during site reconnaissance. Additionally, auger refusal indicative of
very dense or hard strata did not occur within the drilled depths.
Groundwater was encountered during drilling at B-3 and B-5 at depths of 15 feet and 14 feet,
respectively, or elevation 2113' and 2116', respectively. Groundwater was not encountered in
the remaining four (4) borings during drilling. Groundwater could develop within the explored
depths and should be expected to fluctuate seasonally in response to precipitation, surface water
absorption characteristics, and other factors. Groundwater should be anticipated in the drainage
bottoms.
The soil stratification shown on the test pit logs represents the interpreted soil conditions at the
actual boring locations. Variations in the stratification can occur between locations. The
subsurface conditions at other times and locations on the site may differ from those found at the
boring locations. If different site conditions are encountered during construction, ECS should be
contacted to review our recommendations relative to the new information.
5.0 PRELIMINARY RECOMMENDATIONS
The primary geotechnical considerations identified on this property include (1) the potential for
buried debris, vegetation, and organic laden soil from historical timber logging operations, (2)
soft compressible alluvial/colluvial soils and groundwater in the drainage basins, and (3) the
massive 2H:1V cut slope along Boylston Highway. There were no geotechnical challenges
identified during this study that would preclude development. The risks associated with these
considerations cannot be eliminated, but can be managed by proactively planning and designing
the development with considering these potential considerations. Steps that can be taken to
reduce and manage these risks are described in the following subsections.
Risks related to buried debris can be managed by carefully observing earthwork operations, and
perhaps by observing additional test excavations prior to site development. Buried debris that is

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uncovered during site development and within structural areas will need to be completely
removed, disposed of, and replaced with engineered fill.
Highly to moderately compressible substrata were not found during the field exploration;
however, compressible soils may be present in low lying drainage areas and may be subject to
long term consolidation conveyed as surface settlement. Compressible soils can be further
investigated through additional field exploration such as test excavations and/or soil borings, and
should be considered during the design -level geotechnical evaluation.
Slope stability of the massive cut slope along Boylston Highway is unknown. ECS did not evaluate
the stability during this evaluation, but can do so upon request. The slope stability is considered a
concern because it is unknown; the slope may indeed be stable and at this time we have no
reason to characterize it as unstable based on visual observation and our general understanding
of the subsurface conditions. Care should be exercised when siting buildings and other structures
near the slope. Structures built within a distance of about half of the slope height from the
slope's crest may be damaged if slope movement occurs. Ideally, the buildings should not be
sited within the zone of potential movement unless additional geotechnical slope evaluation
indicates otherwise.
5.1 Building Locations and Site Grades
From a geotechnical perspective, the site grades should be designed and finished floor elevations
should be established to provide at least 5 feet of clearance between the finished elevation and
groundwater. Groundwater was encountered in B-3 and B-5, on the west sides of the parcel, at
depths of 15 feet and 14 feet, respectively. Buried stormwater structures planned in this area
should ideally be deigned above groundwater; otherwise, they will need to be designed to be
watertight and to resist buoyancy effects.
Buildings should also be carefully laid out such that they are not damaged by potential instability
of the Boylston Highway cut slope. As previously mentioned, the slope stability is unknown.
Building foundations should ideally be at a minimum distance of half the slope height from the
slope crest.
Soft compressible soils and shallow groundwater may be present in the basins. Buildings sited in
basin areas should be elevated such that they will not be significantly impacted by groundwater.
Furthermore, soft wet alluvium may be present and could compress and settle when new
pressures like embankments or buildings are applied. There is some unknown probability that
soft soil stabilization or settlement monitoring may be required for buildings sited over the
basins. A delay period between site grading and building construction may be required to monitor
settlement. Additional field exploration to help delineate areas and depths of soft soils can be
considered to manage risks related to compressible alluvium, if present.
Fill Slopes: Permanent fill embankments less than 20 feet tall should be inclined no steeper than
3H:1V (horizontal:vertical) for preliminary planning purposes until additional geotechnical testing
and analysis can be performed during a subsequent study.

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Cut Slopes: Permanent cut slopes in residual soils and bedrock should be inclined no steeper than
2H:1V for cuts less than 20 feet tall for preliminary planning purposes. Permanent cuts deeper
than about 20 feet should be designed on a case -by -case basis by a licensed professional
engineer. Slope design must account for global stability, and their construction must be
monitored and tested to document that they meet design and specification requirements. ECS
can design reinforced slopes or retaining walls if requested.
Surface Drainage: Positive gravity drainage should be provided around the perimeter of
structures. Surface water shall not be allowed to pond next to structures for extended periods of
time. We recommend that the ground surface adjacent to the structures be sloped away to
maintain a fall of at least 6 inches for the first 10 feet outward from the structures. Similarly, all
roof drains should drain a sufficient distance from the structure perimeter and should not
discharge onto cut or fill slopes unless the outfall flows are protected with energy dissipation
structures; i.e., riprap. It is also important to divert surface runoff and roof drains into
appropriate drainage channels and away from the top of site retaining walls or the crest of cut or
fill slopes. Concentrated flows or sheet flows across slopes could cause slope erosion and
instability.
5.2 Foundations
Provided the site preparation recommendations in this report and/or subsequent geotechnical
exploration reports are followed, we anticipate that lightly to moderately loaded structures,
maybe even heavily loaded structures, can be supported by conventional spread footing
foundations. Some undercutting of soft soils may be required to allow use of footing
foundations. Preliminary data implies that undercuts shouldn't exceed about 4 feet. Deep
foundations such as auger cast piles, driven piles, drilled shafts, or micropiles may be required for
foundations near the Boylston Highway cut slope; additional geotechnical exploration and global
stability analysis may indicate otherwise. Heavier -loaded footing foundations may require the use
of aggregate piers to mitigate damaging settlement effects.
For footings supported on firm or medium dense residual soils or properly placed and compacted
new -engineered fill materials over residual soils, net allowable bearing pressures of 2,000 to
3,000 pounds per square foot (psf) should be available. To achieve adequate bearing capacity and
reduce the potential for post construction settlements of the structures, loose/soft near -surface
soils exposed during grading may require localized undercutting and replacement or other
appropriate remedial activities, if they exist at the foundation subgrade elevation in building
areas. Higher allowable bearing capacities and reduced settlement can be achieved if aggregate
piers are used.
Following the development of a conceptual site plan and structural plan, additional exploration of
the site with SPT borings is required to develop final, project specific geotechnical
recommendations, especially considering the variability of the subsurface profile of the overall
site, as evidenced by the borings performed for this preliminary study.
In order to provide adequate frost protection and embedment for bearing capacity, we
recommend that footings be located at minimum depths of 18 inches below finished exterior
grades. In order to prevent disproportionately small footing sizes, we recommend that strip

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footings have a minimum width of 18 inches and that isolated column footings have a minimum
lateral dimension of 24 inches. The minimum dimensions are recommended to reduce the
potential for local shear or "punching" failure mechanism.
Exposure to the environment, and especially inclement weather, may weaken the soils at the
foundation bearing levels, especially if the foundation excavations remain open for an extended
period of time. This is especially true for the fine-grained soils at the site. Therefore, foundation
concrete should ideally be placed during the same day that excavations are made. If the bearing
soils are softened by surface water intrusion or exposure, the softened soils must be removed
from the foundation excavations prior to placement of concrete. Otherwise, a 2- to 3-inch layer
of lean concrete "mudmat" may be placed in the excavation bottom, if the excavations must
remain open overnight. The foundation subgrade should be evaluated for bearing by the
geotechnical engineer's personnel, prior to the placement of the "mudmat."
5.3 Floor Systems
Floor systems can consist of a conventional concrete slab -on -grade considering the subsurface
conditions. Floor slabs should be underlain by medium dense or firm residual soils or new
compacted structural fills that are stable when proofrolled. ECS recommends that the modulus
of subgrade reaction to be used in the structural design of floor slabs be determined following
completion of the final geotechnical exploration.
The on -site lower plasticity natural soils and new engineered fill are considered suitable for
support of the lowest floor slabs, although moisture control during earthwork operations,
including the use of disking or appropriate drying equipment, may be necessary. A minimum
separation of 2 feet should be maintained between the floor slab subgrade elevation and ELASTIC
SILT (MH) or FAT CLAY (CH), if found. These soils were not found in the borings performed in this
study.
We assume the lowest level floor slabs will bear on new structural fill or natural soils. These
materials are likely suitable for the support of a slab -on -grade. However, some undercut and
replacement of loose/soft surface soils from beneath the proposed floor slabs should be
anticipated in isolated areas, such as those encountered at Boring B-5.
In order to allow for some relative displacement, the floor slabs should be structurally separated
from both columns and load bearing walls. Monolithic slabs -on -grade with turned down footings
can also be considered.
We recommend a capillary cutoff layer be provided under the floor slabs to prevent the capillary
rise of water through the slab. The capillary break layer should consist, at a minimum, of a 4-inch
thick clean, crushed stone or washed gravel layer, having a maximum size of 1.5 inches with a
maximum of 12 percent passing the No. 200 sieve. Prior to placing the stone for the capillary
break layer, the floor slab subgrade soil should be properly compacted and should be free of
standing water or mud.

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Based on the results of our preliminary exploration, it appears unlikely that the floor slabs will be
subjected to hydrostatic pressure from groundwater. However, water vapor transmission
through the slabs is still a design consideration. Evaluating the need for and design of a vapor
retarder or vapor barrier for moisture control is outside our scope of services and should be
determined by the project architect/structural engineer based on the planned floor coverings
and the corresponding design constraints, as outlined in ACI 302.1R-04 Guide for Concrete Floor
and Slab Construction. Further, health and environmental considerations with respect to any
potentially harmful vapor transmission are also outside of our scope of services for this project.
5.4 Pavement Sections
Pavement subgrade is anticipated to consist of silty fine to medium sand (SM) or sandy silt (ML)
residuum or engineered fill. Based on our past experience with similar facilities and subsurface
conditions, we present the following estimated minimum pavement sections. We have
developed these preliminary minimum pavement section estimates using AASHTO guidelines
based on an estimated CBR value of 5.
For heavy duty pavements, we assumed traffic conditions consisting of 50 passenger cars, 50
pick-up trucks, 40 package delivery trucks, and 20 fully loaded semi -tractor trailers, 7 days a week
for 20 years. We also included allowances for construction traffic; i.e., 2 concrete trucks and 2
dump trucks 5 days per week for a span of 0.5 year. Garbage trucks were also included traffic
budget on an occurrence of 5 days a week for 20 years. This traffic estimates result in a 541,325
18-kip ESAL's for heavy duty pavement. Heavy duty pavements should be designated for all
entrances and exits, drive lanes, and any areas that may be exposed to frequent concentrated
vehicle loading.
For light duty pavements, we assumed traffic conditions consisting of 10 passenger cars, 10 pick-
up trucks, 5 package delivery trucks, and 1 fully loaded semi -tractor trailers, 7 days a week for 20
years. We DID NOT include allowances for construction or garbage truck traffic. This traffic
estimates result in a 32,541 18-kip ESAL's for light duty pavement, and a service period of 20
years. Light duty pavements should be designated for truck and car parking areas only.
Should the actual traffic conditions be different than those stated, ECS should be allowed to
carefully review these estimates and make appropriate revisions based upon the new traffic
design criteria and/or determination of the engineering properties of the actual pavement
subgrade soils. A final pavement design should be included in the design -level geotechnical
investigation.
Table 5.4.1 Preliminary Pavement Sections Estimates
Material Designation
Composite Option
Light Duty Heavy Duty
Asphalt Asphalt
Pavement Pavement
Asphalt Course (NCDOT S9.5B or 119.0B)
2.5 inches
4.0 inches
Aggregate Base Course
8.0 inches
10.0 inches
Concrete Option
Portland Cement Concrete
5.0 inches 7.5 inches

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5.5 Seismic Site Classification
The 2018 North Carolina Building Code (NCBC) requires that a seismic Site Class be assigned for
new structures. The method for determining the Site Class is presented in Section 1613.5.2 of
the NCBC. The seismic Site Class is typically determined by calculating a weighted average of the
N-values or shear wave velocities recorded in test borings or in cone penetration test soundings
to a depth of 100 feet. Based upon preliminary boring data, we judge that the seismic site
classification may range between "C" and "D" with a higher probability of use of "D" for
structural design.
6.0 PRELIMINARY CONSTRUCTION CONSIDERATIONS
6.1 Subgrade Preparation
Clearing and Grubbing: The first step in preparing the site for the proposed construction should
be to remove the existing fill, vegetation and topsoil, and other soft, unsuitable, or deleterious
material within the planned excavation limits. Generally, organic laden soil depths within wooded
land typically range from 6 to 18 inches. The surficial organic laden soil is typically a dark -colored
soil material containing roots, fibrous matter, and/or other organic components, and is generally
unsuitable for support of engineering fill, foundations, or slabs -on -grade. We caution against
removing surficial ground cover and topsoil outside of the immediate construction area due to
potential erosion. Ground cover outside the limits of construction should generally remain
undisturbed to the extent possible to minimize the risk for shallow surficial sloughing and erosion
at other areas of the site.
Undercutting: Any loose/soft surface soils that exist at the finished subgrade elevation in building
and pavement areas may require localized undercutting and replacement or other appropriate
remedial activities. The data collected during this and previous investigation do not imply
significant undercutting during construction; however, we suspect that soft wet alluvium may be
present in drainages and creek bottoms which may require undercutting. Soft subgrade should be
evaluated on a case -by -case basis by an ECS engineer prior to the contractor commencing
stabilization efforts.
Proofrolling: The exposed subgrade soils should be proofrolled using a loaded dump truck, prior
to placing any new fill to raise the grade. The subgrade soils in cut areas should also be
proofrolled. The loaded dump truck should have an axle weight of at least 15 tons. Proofrolling
should be observed by an experienced geotechnical engineer, or his personnel, at the time of
construction to aid in identifying areas with soft or unsuitable materials. Soft or unsuitable
materials encountered during proofrolling should be removed and replaced with an approved
backfill compacted to the criteria herein
Subgrade Observations: The preparation of subgrades in areas to receive fill should be observed
periodically by ECS personnel. These observations should be performed by an experienced
geotechnical engineer or their representative to document that the unsuitable materials, if
encountered, have been removed and that any prepared subgrade is suitable for support of the
proposed construction and/or fills.

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6.2 Excavation
Equipment: The near -surface subgrade soils, residuum, can be excavated with backhoes, front-
end loaders, or other similar equipment using conventional means and methods. Weathered
rock hard/dense enough to cause auger refusal was not encountered.
OSHA Requirements: Excavation safety is the sole responsibility of the contractor. Slopes should
be inclined to maintain the minimum excavation safety requirements per the most current
version of OSHA 1926 Subpart P. OSHA requires that excavations deeper than 20 feet be designed
by a licensed professional engineer. In no case should slope height, slope inclination, or
excavation depth, including utility trench excavation depth, exceed those specified in local, state,
and federal safety regulations. ECS is providing this information solely as a service to our client.
ECS is not assuming responsibility for construction site safety or the Contractor's activities; such
responsibility is not being implied and should not be inferred.
Excavatability: The excavation of soil, partially weathered rock, and rock can have a substantial
impact on the cost and schedule of the proposed construction. This discussion considers three
general classes of materials for purposes of describing excavatability. Residuum, partially
weathered rock, and rock will be used as the terms for the materials to be excavated.
In mass excavations for general site work, overburden soils with SPT-N values of 30 bpf or less
can usually be removed with conventional earth excavation equipment such as pans, bulldozers,
front-end loaders, and track -mounted backhoes. Residual soils with N values of 30 to 60 bpf can
generally be removed with conventional earth moving equipment after first being loosened with
a large single tooth ripper attached to a large crawler tractor. Excavation of very dense and hard
soils and more weathered zones of intermediate geomaterials (PWR) will generally require the
use of a large dozer equipped with a single tooth ripper and/or large track mounted excavators.
Typically, PWR that can be penetrated by soil augers (such as those used in this subsurface
exploration) can usually be excavated after being loosened with a large single tooth ripper. Very
dense soils or PWR were not encountered in the borings within the drilled depths.
Materials exhibiting N values of 50 blows for 3 inch or less of penetration will be more difficult to
excavate and generally require blasting and other rock excavation techniques. The actual
excavatability of the bedrock material will be greatly controlled by in -situ jointing and bedding
and may vary from location to location. Hard rock was not encountered in the borings within the
drilled depths.
In confined excavations, such as utility trenches, excavation of dense residual soils typically
requires the use of large track mounted backhoes. Excavation of partially weathered rock
typically requires the use of pneumatic hammers, hydraulic hammers, or light blasting. Refusal
materials (apparent rock) normally require blasting in trench excavations. Blasting in utility
trenches must be done carefully to prevent damage to the surrounding materials.
Additional site -specific exploration with soil test borings and will be required to develop project
specific excavation recommendations. Seismic refraction studies should be considered to further
evaluate the excavation characteristics and the depth to rock between the boring depths.

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6.3 Dewatering
Based on the results of the borings, we do not anticipate that groundwater will significantly
influence general site construction. However, given the presence of surface water features on
this site and the surface water and shallow groundwater associated with these features, some
groundwater control measures should be anticipated for any utility, retaining wall, culvert, or
other such construction within low lying, floodplain areas.
If groundwater or perched water is encountered during construction it probably can be controlled
through the use of ditches, sumps, and pumps. If water is encountered that cannot be controlled
by such procedures, ECS should be further consulted. Excavation through saturated materials
usually requires sheeting and shoring, slope flattening, or benching to control sloughing and
sidewall instability.
If water collects in foundation excavations, it will be necessary to remove the water from the
excavation, remove the saturated soils, and re -test the adequacy of the bearing surface to
support the design bearing pressure prior to concrete placement.
Establishing a system of drainage ditches to carry surface and shallow groundwater away from
building sites and roadways may also reduce grading costs.
Construction Dewatering Outside of Floodplain Areas: Based on the borings, our experience
with groundwater fluctuations on similar sites, and anticipated design grades, most of the
temporary excavations are unlikely to encounter groundwater. However, the contractor should
be prepared to remove any precipitation or groundwater that may seep into temporary
construction excavations using open pumping. Open pumping utilizes submersible sump pumps
in pits or trenches dug below the bottom of the excavation and backfilled with No. 57 stone.
Construction Dewatering in Floodplain Areas: Temporary excavations within floodplain areas
are likely to encounter surface water and/or groundwater. Potential groundwater control
methods for the temporary construction excavations for this project include open pumping, as
described above. Pumping can be performed on an intermittent basis to remove water from the
construction excavations, but should be continuous (24 hours a day) to maintain excavation
bottom stability.
6.4 Engineered Fill Materials
Submittals: Prior to the commencement of fill operations and/or utilization of off -site borrow
materials, the contractor should provide representative samples of the soil materials to the
geotechnical engineer. The geotechnical engineer will evaluate the material's suitability for use
as an engineered fill and develop moisture -density relationships in accordance with the
recommendations provided herein. Samples should be provided to the geotechnical engineer at
least 5 days prior to their use in the field to allow for the appropriate laboratory testing to be
performed.

Project AV—BroadpointeSite November20, 2019
ECS Project No. 31-3861 Page 19
Satisfactory Fill Materials: New fill should consist of an approved import or on -site material, free
of organic matter and debris. Import fill materials should have a plasticity index less than 30 and
a liquid limit less than 50. We also recommend that fill soil have a standard Proctor (ASTM D 698)
maximum dry density of at least 100 pounds per cubic foot (pcf). The majority of the on -site soils
consist of residual silty sand (SM) and sandy silt (MIL). The laboratory index testing indicates these
soils meet the specifications for engineered fill outlined above, and theses soils appear generally
suitable for reuse as new fill during construction. The on -site soils were noted to contain varying
amounts of rock fragments, generally increasing with depth. Soils containing excessive amounts
of rock fragments, cobbles, and boulders larger than 3 to 4 inches in diameter are not suitable for
reuse unless the over -sized rock portions are screened out or are crushed and/or pulverized to a
smaller nominal size.
Unsatisfactory Fill Materials Unsatisfactory fill materials include materials which do not satisfy
the requirements for suitable materials, as well as topsoil and organic materials (OH, OL), elastic
Silt (MH) (with a PI greater than about 30), high plasticity Clay (CH), and nests of boulders and
shotrock. Organic and highly plastic soils were not encountered in the test borings.
Wet/Frost Heaved Soils: Fill should not be placed on or contain frozen soils or frost -heaved soils
and/or soils which have been recently subjected to precipitation. Fill materials should not
contain wet or frozen materials at the time of placement. Wet or frost -heaved soils should be
removed prior to placement of engineered fill, granular sub -base materials, foundation or slab
concrete, and asphalt pavement materials.
6.5 Compaction
Fill Compaction: New engineered fill should be placed in relatively horizontal lifts not exceeding
8 inches in loose lift thickness. Fill placed on sloping subgrades should be properly benched into
the natural grades as described previously. Each lift of new engineered fill should be compacted
to a minimum of 95% of standard Proctor maximum dry density in accordance with ASTM D 698.
The upper 24 inches of new fill below foundations, grade -supported slabs, or pavement areas
should be compacted to a minimum of 98% of the standard Proctor maximum dry density. During
placement, new fill must be maintained within working range of its optimum moisture content,
or otherwise moisture conditioned (wetting or drying) to within working range of optimum. Our
experience suggests that the typical working range of optimum for similar soils is typically within
approximately 3 percent of the optimum moisture content depending on the fines content and
plasticity, with finer -grained and more plastic soils being more moisture sensitive.
Utility Trench Backfill: Similarly, isolated areas of engineered fill, such as trench backfill, should
be placed in loose lifts not exceeding 6 inches and compacted as described above.
Fill Compaction Testing: New fill within structural areas, including the building footprint,
pavement areas, and fill slopes taller than 4 feet in vertical height, should be evaluated by a
representative of a professional geotechnical engineer to document that the required degrees of
compaction are achieved. We recommend that a minimum of one compaction test be performed
for each lift of controlled fill placed in the areas outlined above. Areas which fail to achieve the
required degree of compaction should be re -compacted and re -tested until the required

Project AV—BroadpointeSite November20, 2019
ECS Project No. 31-3861 Page 20
compaction is achieved. Failing test areas may require moisture adjustments or other suitable
remedial activities in order to achieve the required compaction.
6.6 Slope Construction and Erosion Protection
Slopes shall not be constructed using organic strippings, topsoil or other deleterious materials,
and should be over -built slightly steeper and cut back to the required inclination in order to
expose properly compacted soil at the slope face and to help enhance their long-term stability.
Slopes should be properly vegetated to prevent erosion and shallow surficial sloughing which
could lead to other shallow instabilities.
Semi -Permanent Erosion Control: Permanent turf reinforcement matting (TRM) or flexible growth
medium (FGM) should be applied to all slopes, cut or fill, exceeding a 2H:1V inclination in order to
reduce erosion and shallow surficial sloughing. We recommend EnkaMat J, Tensar Vmax SC250
TRM, Tensar HydraCX hydraulic mulch FGM, or approved equivalent be used for permanent surficial
stabilization on steep slopes. Slopes with inclinations of 2H:1V or flatter should receive temporary
matting, such as Tensar EroNet S75 or approved equivalent. Slope matting should be applied per
the manufacturer's specifications, including proper anchor trenches, staple patterns, and overlaps.
Temporary Erosion Control: Most of the site soils are considered erodible. Therefore, the
Contractor should provide and maintain good site drainage during earthwork operations to
maintain the integrity of the surface soils. All erosion and sedimentation controls should be in
accordance with sound engineering practices and local requirements.
6.7 Additional Considerations
It is ECS's experience that grading operations will usually be more economical if performed during
the drier periods of the year (typically late April to late September). This is due to the difficulty
associated with moisture conditioning of wet soils during the wetter periods of the year
(November to April). Although wet soils can sometimes be dried by using disking or other drying
measures, it is important to note that attempts at disking or other "air" drying procedures are
sometimes impractical due to frequent and extended periods of wet, cool, and cloudy weather
characteristic of the wetter periods of the year. Consequently, during the wetter periods of the
year, moisture conditioning procedures, such as lime stabilization, are sometimes required to
achieve moisture contents necessary to facilitate adequate compaction.
It is imperative to maintain good site drainage during earthwork operations to help maintain the
integrity of the site soils. Ponding of water will results in softening of the near -surface soils. The
surface of the site excavation should be kept properly graded to enhance drainage of surface
water away from the construction areas. We recommend that surface drainage be diverted away
from the building and pavement areas without significantly interrupting its flow. Other practices
would involve sealing the exposed soils daily with a smooth -drum roller at the end of the day's
work to reduce the potential for infiltration of surface water into the exposed soils. During the
mass grading operations, building and pavement subgrades may be left higher and then cut to
the required grade immediately prior to the construction of those areas. Once the final subgrade
elevation is established and found stable during a final proofroll, the required thickness of
crushed stone should be placed to help protect the final subgrades.

Project AV—BroadpointeSite November20, 2019
ECS Project No. 31-3861 Page 21
7.0 CLOSING
ECS has completed the above referenced service in general conformance with the authorized
proposal. We caution that we never have full knowledge of the subsurface conditions. Our opinions
and recommendations are based on conditions encountered at the test locations described.
Variations in the reported conditions are probable. This site evaluation was based upon visual
reconnaissance, observations of existing conditions, a limited field exploration, evaluation of the
general suitability of the site for the proposed development, a review of readily available
information, and our experience with similar sites and conditions. The general subsurface
conditions utilized in our evaluation were based on interpolation of subsurface data between the
test locations.
If the project information is incorrect or if the structure location (horizontal or vertical) and/or
dimensions are changed, please contact us so that our recommendations can be reviewed. The
discovery of site or subsurface conditions during construction which deviate from the data
outlined in this exploration should be reported to us for our evaluation.
The description of the proposed project is based on information provided to ECS. If any of this
information is inaccurate, either due to our interpretation of the documents provided or site or
design changes that may occur later, ECS should be contacted immediately in order that we can
review the report in light of the changes and provide additional or alternate recommendations as
may be required to reflect the proposed construction.
We recommend that ECS be allowed to review the project's plans and specifications pertaining to
our work so that we may ascertain consistency of those plans/specifications with the intent of
the geotechnical report.
Field observations, monitoring, and quality assurance testing during earthwork and foundation
installation are an extension of and integral to the geotechnical design recommendation. We
recommend that the owner retain these quality assurance services and that ECS be allowed to
continue our involvement throughout these critical phases of construction to provide general
consultation as issues arise. ECS is not responsible for the conclusions, opinions, or
recommendations of others based on the data in this report.

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CLIENT
Job #:
BORING #
SHEET
—
Samet Corporation
31:3861
1 B-1
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Pro'ect AV - Broad ointe Site
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT'
350 Fannina Fields Road Mills River Henderson County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
"
z
U LL
LIMIT% CONTENT% LIMIT%
w
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BOTTOM OF CASING LOSS OF CIRCULATION !D
w
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9
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7
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$
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20
15
11
END OF BORING @ 15'
2075
20
2070
25
2065
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL DRY WS❑ WDO
BORING STARTED 07/16/19
CAVE IN DEPTH 13
WL(SHW) t WL(ACR)
BORING COMPLETED 07/16/19
HAMMER TYPE Auto
WL
Jesse
RIG CME550X FOREMAN
DRILLING METHOD ASTM D1586
-
Chambless

CLIENT
Job#:
BORING#
SHEET
Samet Corporation
31:3861
B-2
1 OF 1
EE
PROJECT NAME
ARCHITECT -ENGINEER
Promect AV - Broad ointe Site
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
350 Fanninq Fields Road Mills River Henderson County,NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
—
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To soil Thickness 2"
2
(ML) Residuum, SANDY SILT, light brown and
S-1
SS
18
18
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a
11
2135
�
a
9
S-2
SS
18
18
5
5
3
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6
12.
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6
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18
18
2130
5
13
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$
2125
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18
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2120
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18
20
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END OF BORING @ 20'
2115
25
2110
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
❑ WL DRY wS ❑ WD E
BORING STARTED 07/16/19
CAVE IN DEPTH 17
WL(SHW) WL(ACR)
BORING COMPLETED 07/16/19
HAMMER TYPE Auto
WL
Jesse
RIG CME550X FOREMAN
DRILLING METHOD ASTM D1586
-
Chambless

CLIENT
Job #:
BORING #
SHEET
-
Samet Cor oration
31:3861
1 B-3
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Pro'ect AV - Broad ointe Site
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT'
350 Fannina Fields Road Mills River Henderson County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
"
z
U LL
LIMIT% CONTENT% LIMIT%
w
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w
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2
S 1
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18
16
moist, firm
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7
5
2120
(ML) Residuum, SANDY SILT, contains slight
S-4
SS
18
18
mica, pinkish brown and light brown, moist, stiff
a
11
10
(SM) Residuum, SILTY FINE TO MEDIUM
SAND, contains mica, light brown and light
2115
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S-5
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7
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2110
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14
20
$
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ITITITI9
END OF BORING @ 25'
2100
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 15 WS❑ WDO
BORING STARTED 07/16/19
CAVE IN DEPTH 22
WL(SHW) t WL(ACR)
BORING COMPLETED 07/16/19
HAMMER TYPE Auto
WL
Jesse
RIG CME550X FOREMAN
DRILLING METHOD ASTM D1586
-
Chambless

CLIENT
Job #:
BORING #
SHEET
-
Samet Corporation
31:3861 1
B-4
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Pro'ect AV - Broad ointe Site
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT'
350 Fannina Fields Road Mills River Henderson County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
"
z
U LL
LIMIT% CONTENT% LIMIT%
w
IL
BOTTOM OF CASING LOSS OF CIRCULATION ! a
w
u n
LL
o
J O
o
SURFACE ELEVATION 2148
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2
S-1
SS
18
12
mica, light brown, moist, firm
3
6
3
2145
1
S-2
SS
18
10
3
6
5
3
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S-3
SS
18
14
SAND, contains slight mica, light brown and
2
3
7
white, moist, loose to medium dense
4
2140
3
S-4
SS
18
12
5
13
10
$
2135
4
S-5
SS
18
10
5
12;
15
(SM) Residuum, SILTY FINE TO MEDIUM
SAND, contains slight mica, light brown, moist,
2130
loose
3
S-6
SS
18
14
5
10
20
5
END OF BORING @ 20'
2125
25
2120
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL DRY WS❑ WDO
BORING STARTED 07/16/19
CAVE IN DEPTH 17
WL(SHW) t WL(ACR)
BORING COMPLETED 07/16/19
HAMMER TYPE Auto
WL
Jesse
RIG CME550X FOREMAN
DRILLING METHOD ASTM D1586
-
Chambless

CLIENT
Job #:
BORING #
SHEET
—
Samet Corporation
31:3861
1 B-5
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Pro'ect AV - Broad ointe Site
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT'
350 Fannina Fields Road Mills River Henderson County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% — — — REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
"
z
U LL
LIMIT% CONTENT% LIMIT%
w
IL
BOTTOM OF CASING LOSS OF CIRCULATION !D
w
u n
LL
o
J O
o
SURFACE ELEVATION 2130
=
IL
J
IL
J
IL
J
IL
LU
>
OU
CC ¢
>
-
�
® STANDARD PENETRATION
o
U)
U)
�
¢
� w
m
BLOWS/FT
D
To soil Thickness 11 "1
2130
(ML) Residuum, SANDY SILT, contains slight
2
S-1
SS
18
3
mica, gray and light brown, moist, soft to stiff
1
3
2
1
1
3 �4—�j --;�,-31
S-2
SS
18
18
5
2125
2
i 25.8 i
1
S-3
SS
18
18
1
5
4
1
S-4
SS
18
18
4
10
10
2120
6
(SM) Residuum, SILTY FINE TO MEDIUM
SAND, contains mica, light brown, moist,
medium dense to loose
2
S 5
SS
18
18
—
4
11
15
2115
2
S-6
SS
18
18
3
9
20
2110
6
END OF BORING @ 20'
25
2105
30
2100
i
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 14 WS❑ WDO
BORING STARTED 07/16/19
CAVE IN DEPTH 16
WL(SHW) t WL(ACR)
BORING COMPLETED 07/16/19
HAMMER TYPE Auto
WL
Jesse
RIG CME550X FOREMAN
DRILLING METHOD ASTM D1586
-
Chambless

CLIENT
Job #:
BORING #
SHEET
—
Samet Corporation
31:3861
1 B-6
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
Pro'ect AV - Broad ointe Site
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT'
350 Fannina Fields Road Mills River Henderson County, NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
"
z
U LL
LIMIT% CONTENT% LIMIT%
w
IL
BOTTOM OF CASING LOSS OF CIRCULATION !D
w
u n
LL
o
J O
o
SURFACE ELEVATION 2171
=
IL
J
IL
J
IL
J
IL
LU
i
OU
CC ¢
H >
-
® STANDARD PENETRATION
o
U)
U)
�
¢
w
m
BLOWS/FT
D
To soil Thickness 1"
(SC) Residuum, CLAYEY FINE SAND, contains
I
2170
2
S-1
SS
18
10
slight mica, orangish brown, moist, loose
2
5
3
3
S-2
SS
18
8
4
8
5
4
2165
(SM) Residuum, SILTY FINE TO MEDIUM
S-3
SS
18
10
SAND, contains slight mica, light brown and tan,
4
9
moist, loose to medium dense
5
3
S-4
SS
18
10
5
11
10
6
2160
3
S 5
SS
18
18
5
17
15
12
2155
4
S-6
SS
18
18
7
17
20
10
END OF BORING @ 20'
2150
25
2145
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL DRY WS❑ WDO
BORING STARTED 07/16/19
CAVE IN DEPTH 16
WL(SHW) t WL(ACR)
BORING COMPLETED 07/16/19
HAMMER TYPE Auto
WL
Jesse
RIG CME550X FOREMAN
DRILLING METHOD ASTM D1586
-
Chambless

EN
REFERENCE NOTES FOR BORING LOGS
MATERIAL1,2
ASPHALT
CONCRETE
a
zy
GRAVEL
y
TOPSOIL
VOID
BRICK
r
AGGREGATE BASE COURSE
" 77
FILLS
MAN -PLACED SOILS
.:Lj.
0-,V_
GW
WELL -GRADED GRAVEL
gravel -sand mixtures, little or no fines
GP
POORLY -GRADED GRAVEL
gravel -sand mixtures, little or no fines
i
GM
SILTY GRAVEL
gravel -sand -silt mixtures
a
GC
CLAYEY GRAVEL
gravel -sand -clay mixtures
...... ;
SW
WELL -GRADED SAND
gravelly sand, little or no fines
SP
POORLY -GRADED SAND
®
gravelly sand, little or no fines
SM
SILTY SAND
sand-silt mixtures
"
SC
CLAYEY SAND
sand -clay mixtures
ML
SILT
RN
non -plastic to medium plasticity
MH
ELASTIC SILT
A 11
high plasticity
f
CL
LEAN CLAY
low to medium plasticity
CH
FAT CLAY
high plasticity
OL
ORGANIC SILT or CLAY
non-plastic to low plasticity
OH
ORGANIC SILT or CLAY
high plasticity
PT
PEAT
highly organic soils
DRILLING SAMPLING SYMBOLS & ABBREVIATIONS
SS
Split Spoon Sampler
PM
Pressuremeter Test
ST
Shelby Tube Sampler
RD
Rock Bit Drilling
WS
Wash Sample
RC
Rock Core, NX, BX, AX
BS
Bulk Sample of Cuttings
REC
Rock Sample Recovery %
PA
Power Auger (no sample)
RQD
Rock Quality Designation %
HSA
Hollow Stem Auger
PARTICLE SIZE IDENTIFICATION
DESIGNATION
PARTICLE SIZES
Boulders
12 inches (300 mm) or larger
Cobbles
3 inches to 12 inches (75 mm to 300 mm)
Gravel: Coarse
3/4 inch to 3 inches (19 mm to 75 mm)
Fine
4.75 mm to 19 mm (No. 4 sieve to 3/4 inch)
Sand: Coarse
2.00 mm to 4.75 mm (No. 10 to No. 4 sieve)
Medium
0.425 mm to 2.00 mm (No. 40 to No. 10 sieve)
Fine
0.074 mm to 0.425 mm (No. 200 to No. 40 sieve)
Silt & Clay ("Fines")
<0.074 mm (smaller than a No. 200 sieve)
COHESIVE SILTS & CLAYS
UNCONFINED
COMPRESSIVE
SPT5
CONSISTENCY
STRENGTH, Qp4
(BPF)
(COHESIVE)
<0.25
<3
Very Soft
0.25 - <0.50
3-4
Soft
0.50 - <1.00
5-8
Medium Stiff
1.00 - <2.00
9 - 15
Stiff
2.00 - <4.00
16 - 30
Very Stiff
4.00 - 8.00
31 - 50
Hard
>8.00
>50
Very Hard
GRAVELS, SANDS & NON -COHESIVE SILTS
SPT5
DENSITY
<5
Very Loose
5-10
Loose
11 - 30
Medium Dense
31 - 50
Dense
>50
Very Dense
RELATIVE
AMOUNT
COARSE
GRAINED
(%)$
FINE
GRAINED
(%)$
Trace
<5
<5
Dual Symbol
10
10
(ex: SW-SM)
With
15-20
15-25
Adjective
>25
>30
(ex: "Silty')
WATER LEVELS
WL
Water Level (WS)(WD)
(WS) While Sampling
(WD) While Drilling
V
SHW
Seasonal High WT
♦
ACR
After Casing Removal
V
SWT
Stabilized Water Table
DCI
Dry Cave -In
WCI
Wet Cave -In
Classifications and symbols per ASTM D 2488-09 (Visual -Manual Procedure) unless noted otherwise.
2To be consistent with general practice, "POORLY GRADED" has been removed from GP, GP -GM, GP -GC, SP, SP-SM, SP-SC soil types on the boring logs.
3Non-ASTM designations are included in soil descriptions and symbols along with ASTM symbol [Ex: (SM-FILL)].
4Typically estimated via pocket penetrometer or Torvane shear test and expressed in tons per square foot (tsf).
5Standard Penetration Test (SPT) refers to the number of hammer blows (blow count) of a 140 lb. hammer falling 30 inches on a 2 inch OD split spoon sampler
required to drive the sampler 12 inches (ASTM D 1586). 'N-value"is another term for `blow count" and is expressed in blows per foot (bpf).
6The water levels are those levels actually measured in the borehole at the times indicated by the symbol. The measurements are relatively reliable
when augering, without adding fluids, in granular soils. In clay and cohesive silts, the determination of water levels may require several days for the
water level to stabilize. In such cases, additional methods of measurement are generally employed.
Minor deviation from ASTM D 2488-09 Note 16.
BPercentages are estimated to the nearest 5% per ASTM D 2488-09.
Reference Notes for Boring Logs (FINAL 10-13-2016) 02016 ECS Corporate Services, LLC. All Rights Reserved

Laboratory Testing Summary
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Geolechnical Engineeping Report
— ,
Geotechnical Services Are Performed for
Specific Purposes, Persons, and Projects
GeolechniCal engineers structure their services to meet the specific needs of
their clients. A geatechnical engineering study conducted for acivil engi-
neer may not fulfill tha needs of a construction contraotor or even anottrer
civil engineer. Because each gectechnicaf engineering study is unique, each
geolechnical engineering report is unique, prepared solely foTthe client. No
one exempt you should rely on your gemechnical engineering report wilhoul
first conferring with the geotechnW engineer who prepared il. Audno aw
—aol er+ nyov —should apply the report fuf any purpose or project
except the one originally contemplated.
RBad the Full Report
Serious problems have occurred because those relying on a geolechnical
engineering report did not read it all, av nut rely on an executive summary.
Do not read selected alemantsanly.
A Geotechnical Engineering Report Is Based on
A Unique Set of Project -Specific Factors
Seatecftnical engineers consider a number of unique, project -specific te-
tflrs when establishing the scope of a study. Typical factors ir.r%de: the
clienCs goats, objectives, and Fisk management preferences, the garlerral
nature of the structure involved, its size, and Configuration; the location of
:he structure on the site; and other planned ar existing site improvements,
such as access roads, parking lots. and underground uliRiss. Unless the
gactechtlical engineer who Conducted tfre study specifically indimtes oth-
.rwise, do not rely an a geotechnical engineering report that was:
* not prepared for you,
not prepared for your project.
• nol prepared for the specific site explored, or
completed before important proieet changes were made.
Typical changes that can erode the reliability of an existing geotschniral
engineering Teport include those that affect
• the function of the proposed struclure, as when it's changed from a
parking garage to an office building, or from a light industrial plant
to a refrigerated warehouse.
• elevation, configuration, location, orientation, or weight of she
praposei structure,
• cornpasiliun of the design team, or
• project ownership.
As a general rule, a*Vs infarrn you r g eatech n i cal engineer of project
changes --even minor ones ---and request an assessment of their impact.
ta�o hrtrical tgrheers oarTn�t ecr res{uensrb+lrly pr trabih+ for problm
that occur because [heir Worts do nV (raQrrsider develOprrafts of which
they were ad lrrfomw.
Stdtsurface Conditions Can Change
A geoitectlniral engineering repan is based on conditions that existed at
the ti me the study was performed_ Oo V rely on a grrotechrricar ongincer
ft Moodwhose adequacy may have tmn affected by: the passage of
lime; by man-rnade events, such as construction on or adjacent to the site,
or by naluraI events, such as floods, carmcluakes, or groundwater fluctua-
fians. Always contact the geatechnical angi1eer halom applying the report
In determine if it is still reliable_ A minor amount of additional tesilng or
analysis coud prevenl major problems,
Most Gelfiefticd Findings Are Professional
Opinions
Site explorat an identifies subsurface conditions only al those points where
subsurface tests are conducted or samples are taken. Geotechnical engi-
neers review field and laboratory data and then apply their professional
judgment to render an opinion about subsurface condilions. throughout the
srle Actual subsAace conditions may differ----someNnnes signif icantiy—
ftorn those indicaled in your report. Detaining the geotechnical engineer
who developed your report to provide construction observation is the
mosi effective method of managing the '63 associated with unanticipated
conditions,
A Report's Recommendations Are i Fing
bo not ovwrely an the construclion recommendations included in your
report_ Those womwcratkr?sare oat,fall, because geofechnical engi-
neers develop them principally from judgment and opinion. Gec fechnical
engineers ran finalize their recommendations only by observing actual

subsurface conditions revealel during construction. Thegeolechnkal
engrrreer rvho de velopear your r�rl carrrrot ass�frtie resporlsibilr`ty or
liability tar fhe report's racarrrrrenod lions if that engx]eer does not perform
conslrrictlor? cbserual+gn
A Geetechnical Engineering Replan 19 SIAW to
Misinterpretabon
Other design ream members' misinterpretation of geotechnical engineering
reports has resulted in costly pablerm, Lower thal risk by ha ing your gw-
tachniral engineer confer with agpropriale rnembm of lhre design Nrn alter
submitting 1he report Also retain your geotactlnical engineef to review perb-
aent elements of tale design team 3 plans and specifications, Contractors can
also mIsinlefpret a geowhniml engimering report. Reduce that risk by
#raving your gectechni;al engineer paWcipale in prebid and preconsiruction
corleiences, and by providing Min strucl1on observal1on.
go Not Redraw the F.ngi's Lis
GeotechnicaI engineers prepa'e final boring and testing logs based upon
their intarpietal1on of field lags and laboratory data. To prevent errors or
omissions, the logs included in a geotechnical engineering report should
never he redrawn far inclusion in arch ileuA or other design drawings
Only photographic or electronic reproduction is aoWlahle, bill recogrtlZa
drat separating fogs f0m the pore ma i? Mte (J' k.,
Mve Centractors a Complete Report and
G$
Some pwmrs and design professionals mistakenly believe they ran make
contractors liable for unanticipated subsurface conditions by limiting whale
they provide for bid preparation. To help prevent costly problems, give con-
tractors the complete geolechniA argineed ng report, brrrpriMce it wilh a
clearly written letter cf tradsnnittal. In that letter, advise contractors that the
report was nut prepared for purposes of bid develupment arid that the
report's accuracy is limited; encourage them to cmfer with the geotechnical
engineer who prepared the report (a modest lee may be required) andlar to
conducl addill anal study to olu in the specific types of infarmaEion their
need or prefer. A prebid conference an also be valuable_ Be sz+re confrac-
tafs have sfffbiif tirrr?to perform additional study. Only then might you
be in a positiarr to give contractors the best infomtation available to you.
while requiring them to at least share some of the linancial responsibilities
stemming from unanticipated omnditions.
MW Responsibility Ppeftions Closely
Some clients, design professia na I s, and codraclors do not recognize that
geotechnicaI engineering is far less exact Nan olher engineering disci-
plines. This lack of understanding has created unrealistic expectations that
have led to disappol0Txnts, claims, and disputes. To help reduce the risk
otsuch oulmnim geobechnical engineers commonly includea variety of
explarialory provisions in their reports. sometimes labeled "limitations'
many of these provisions indicate where geotec` rileN engineers' responsi-
bilities begin and end, to help others rem gnize Iheir own responsibilities
and risks. Read Use provisions closely. Ask questions, Your geca achnical
engineer should respond fully and frankly.
Gaminiironmentel Concerns Are Not Covered
The equipmml. techniques, and personnel used to periorrn a ge+amnidron-
mentalstudy differ significantly from those usad to perform a oolehnia
study. For Ihal reason, a geatechnical engineering report does not usually
mlale any genenvirnnmental findings, conclusions, or wrnnnendations;
e,g., about the likelihood of encountering underground storage tanks or
regulated contaminants. Urranticroledet*anmentalproblems have led
to gixrterorfs pvnjecf failam.. if yob have not yel obtained your own genen-
vironmental infr}rmation, ask your gp,,DWhnical comuIWt for risk man -
agernent guidance. Do not rely on an ertvirri mental report prepared for
someone else.
Obtain Prflfessinnal Assistance To Real with Maid
Diverse siralegies can be applied during building design, construction,
operation, and rimintenance to prevent signifiWlltMUMS of mold from
growing on indoor surfaces. Tn he effective, all such strategies should be
devised for die mpress purpose of mold prevention, inlegrated into a corn-
prehensive plan, and executed with diligeir ovefsight by a prdmiond
maid prevention consultant_ Becaum just a small amount of water or
moisture can lead to the development of severe mold infestations, a num-
ber of mold prevention strategies focus an keeping building surfaces dry.
While ground►raier, water infiltration, and similar issues may have bean
addressed as part of the geotechnkal engineering study whose findings
are cunveyed in this report, the geotEchnical engineer in charge of this
project Is nd a meld prevention Con5ullanl. nona at the services par -
formed in connection wilts the geateahaical enpilreer's study
were designed or conducted for the purpose of moltdpaewn-
Nan. Propar implemenfafian nl the remmmendatinns conveyed
in this repart will not al ifself be srrfticient to provenf mold from
growing in or orr the slruelure involved.
RelW on Your ASFE-Member GeutechnCial
Engineer top Additional Assistance
Mern bersNp ifs ASFN7HE Ns7 PEOPLE oN EmTH exposes geotechnical
engineers loa w4a array of risk management techniques thAt can be of
genuine benefit for averyone involved with a constructioa project. Confer
with you -9FE-mernber geotechnical engheer far more 1Rformalion,
ASFr=
THE REST PEEPEE OK EJEitf
esi i Caiasviiie noadlSuae Gi till, Silver Spring MD 2010
Tsl ephgne: 301 i565.2T33 1`43iralle: V (505-2011
e-mall. irdoadsfe.org www.asle.org
CopyrfgtFf 7JW by AVt< trac &VkACzip. repr6durthm. nr WpprrV of r#S dvcomorrr, 6 who or rrr paR, byar�y fttMnS &Mftrt?Wr, rs strkfr prehl NMd, except WOMASfFS
spwirer wrAwrr permissran_ Emirtrrm, gii0Pp, or aawnffhx extrarl y warding tram rha &xummw is permitted only with the express wauff. Perm&wn arASFF, and anrp far
puWaaes of zv luWa Fv6wxh or Wok rBUtdW. On� m"urs of AM rrrdiy use ibis ducun4"t a a comprevnl fu or ss as element of a gvohetlrnrsat arrpa'nsofing report Airy alder
firm, +ndrviduaf' or curer 60% Vat so frsas ibis dacsrrrent Wftut is ng an A5FF membermald tie comrt fVng nepbpNd ar rrrt6rR+onar paudriWo mfsrepmsesranorr,
IIGROSM.4MRP

. ' Architecture
Engineering An Employee -Owned Company
Environmental Stormwater Management Report
b
� Land Surveying
Companies
APPENDIX I
SITE OPERATIONS AND MAINTENANCE PLAN
6135 Park South Drive • Charlotte, NC 28210 • [phone] • www.blcompanies.com

. Architecture
Engineering An Employee -Owned Company
Environmental
. � Land Surveying
Companies
Site Operations and Maintenance Plan
For the proposed development located at:
Boylston Highway
Mills River, North Carolina
Prepared for Submission to:
Town of Mills River, North Carolina
December 5, 2019
Revised: January 30, 2020
Prepared for:
Samet Corporation
P.O. Box 8050
Greensboro, NC 27419
Prepared by:
.�' Architecture
Engineering
Environmental
.� Land Surveying
Companies
BL Companies
3420 Toringdon Way, Suite 210
Charlotte, NC 28277
[phone]
BL Project Number: 1901780

Contents
GENERALOVERVIEW.............................................................................................................................................3
STORMWATER MANAGEMENT MAINTENANCE..............................................................................................8
SYSTEM COMPONENTS .........
PARKING LOTS .......................
LANDSCAPING ........................
TRASH COLLECTION ..............
SNOW REMOVAL & STORAGE
OUTDOOR STORAGE .............
10
10
10
10
11
UTILITIES..................................................................................................................................................................11
INSPECTION LOG - FORM
MAINTENANCE SCHEDULE FORM

General Overview
This report has been prepared in support of a Permit Application submission to the
North Carolina Department of Environmental Quality (NCDEQ) by Samet Corporation
for the proposed development at the intersection of Boylston Highway and Fanning
Fields Road. The subject property is approximately 28.88 acres in size and is currently
undeveloped, forested farmland areas. Several pockets of wetlands and streams,
including a USGS "blue -line" stream, reside on the eastern and western portions of the
property, leaving the developable land between them. The USGS "blue -line" stream,
also known as "Stream 1", requires a 30-foot buffer. However, no proposed
development will be impacting any streams, associated buffers, or wetlands on -site. The
property is bordered to the north and west by Boylston Highway (Rte. 280), to the south
by Miles View Drive, and to the east by undeveloped pasture and farmland. Several
industrial and commercial uses, such as FedEx Ground, exist across Boylston Highway
and Pepsi Bottling Group resides to the south of Miles View Drive. Generally, the
property slopes toward Boylston Highway. Approximately half of the property slopes
northwestward toward "Stream 3" and "Stream 4" (surrounded by "Wetland 3") which
discharges to the northwest and underneath Boylston Highway. The other half of the
property similarly slopes northeastward toward "Wetland 1" and "Stream 1" that also
discharges to the north and underneath Boylston Highway.
The proposed site development consists of a proposed 110,866 s.f. industrial
warehouse building, associated impervious parking and drives, subsurface detention
facilities, ADS BayFilter filtration structures, lawn with various landscape plantings, and
proposed utilities. The development will not impact any wetlands or streams, nor will it
impact the USGS "blue -line" stream, also known as "Stream 1", or its buffers.
To mitigate the increase in peak runoff caused by the proposed development, several
underground stormwater detention facilities have been designed and are proposed to
be located onsite below the parking lots. The detention facility attenuates the peak
runoff flows up to and including the 25-year design storm. The intent of the on -site
stormwater management system is to mimic the pre -development drainage patterns to
the maximum extent practical. The site stormwater system provides stormwater
detention and water quality improvements through ADS BayFilter filtration structures,
underground stormwater management systems (detention/infiltration ponds), deep
sump catch basins, riprap energy dissipators, and a pavement sweeping program to
treat the impervious surfaces. These measures have been designed in accordance with
the 2013 NC Erosion and Sediment Control Planning and Design Manual and the
NCDEP Stormwater Design Manual.

The following Operations and Maintenance Plan, herby referred to as Plan, was
prepared specifically for the development located in the Town of Mills River, North
Carolina. The Plan was developed to satisfy the requirements of the North Carolina
Division of Environmental Quality (NCDEQ) Stormwater Design Manual and the Erosion
and Sediment Control Planning Design Manual. The Plan was developed to satisfy the
Town of Mills River Zoning Permit and the North Carolina Department of Environmental
Quality's requirements for the Stormwater Management Plan for the General Permit for
the Discharge of Stormwater Associated with Commercial Activity.
Purpose & Goals
The purpose of this Plan is to ensure that the stormwater management components are
operated in accordance with all approvals and permits. The primary goal is to inform all
property managers on how the system operates and what maintenance items are
necessary to protect downstream wetlands and watercourses. The secondary goal is to
provide a practical, efficient means of maintenance, planning, and record keeping,
verifying permit compliance.
Resaonsible Parties
The Property Owner, and other parties as listed below, will be responsible for
implementing the Plan for the subject property.
Company: ALM Asheville, LLC
Contact: Brian Hall
Business Address: 9830 Colonnade Boulevard, Suite 600
San Antonio, TX 78230
Maintenance inspections shall be performed by a qualified professional. The property
owner may retain a management company to oversee the maintenance of the site. A
contact name and phone number for the Facility Manager responsible to follow and
adhere to this plan will kept on file with this plan and provided to the Town of Mills River.
Some utilities located on the site will be owned and maintained by various utility
companies in accordance with their standards. The property owner may maintain the
service connections and shall coordinate with the corresponding utility provider for
additional information.

List of Permits & Special Conditions
The project will receive several permits, which may contain special conditions that
require compliance by the property owner and maintenance contractors. This permit
may include the following:
• Town of Mills River Permits —
o Town of Mills River Zoning Permit: Site Plan
o Commercial Construction: Building Permit
• State of North Carolina Permits —
o NCDEQ General Permit for the Discharge of Stormwater Associated with
Commercial Activity
o NCDEQ Erosion Control Permit
o NCDEQ Stormwater Permit
o NCDOT Approvals and Curb Cut Approval
Maintenance Logs and Checklists
The property owner will keep a record of all maintenance procedures performed, date of
inspection/cleanings, etc. Copies of inspection reports and maintenance records shall
be kept on -site and be readily available if requested by local municipalities or state
authorities.
Forms
The following forms will be developed for annual maintenance. Copies of the forms will
be kept on -site as part of the Stormwater System Operation and Maintenance Plan.
• Annual Checklist
• Quarterly Checklist
• Monthly Checklist
Employee Training
The property owner will have an employee -training program, with annual updates, to
ensure that the qualified employees charged with maintaining the buildings and grounds
do so in accordance with the approved permit conditions. All sub -contractors (Vactor,
landscaping, snowplowing, etc.) will be informed of requirements and responsibilities.

Spill Prevention, Response and Clean-up Procedures
These procedures provide guidance for the prevention of spills of hazardous materials,
and the notification, clean-up, and reporting of releases should they occur at the site. A
formal plan shall be prepared and kept on site in the Facility Manager's office.
Hazardous Materials Storage
All hazardous materials shall be stored high and dry in secure locked areas. A list of
hazardous materials on -site should be maintained and updated as required. All
hazardous products, shall be transported, stored, and used in compliance with
applicable labels, regulations, and permit conditions. No incompatible materials shall be
mixed or stored together. Compliance with all applicable regulations, including those
relating to proper labeling, retention of MSDS sheets, compatibility requirements,
containers, and housekeeping shall be the responsibility of the contractor. Drums and
containers will be clearly labeled and stored with all labels visible. All flammable
products will be stored away from heat and/or ignition sources. All transportation of
hazardous materials shall occur in compliance with all applicable federal, state, and
local regulations and permit conditions.
Equipment and Materials
The Facility Manager shall keep on -hand appropriate equipment, supplies, and
materials for containment and clean-up of chemicals, in the event of a spill.
These materials may include but are not limited to:
• Spill Kits for Equipment.
• Sorbents for containment and quick pickup of spilled liquids.
• Drums, barrels, temporary storage bags for containment and
transportation.
• Absorbent pads, oil booms, mats, or equivalent.
• Washable, reusable rags for cleaning up small leaks.
• Sheet plastic.
• The above listed materials and dry powder and any other material for use
in oil spill clean-up will be stored onsite in a secure area. All personnel
will be notified of the location of materials used to contain spills.
Site Management and Spill Prevention
The following measures should be implemented to ensure the proper storage
and disposal of wastes:

• Designate waste collection areas.
• Cover waste containers.
• Schedule waste collection at appropriate intervals to prevent overfilling of
containers;
• Clean up any spills immediately and dispose of in accordance with
applicable state and local laws.
• Maintain adequate spill prevention materials (e.g., absorbent pads,
booms) on -site.
• No petroleum products other than those used for small equipment shall be
stored on -site. Fuel trucks or fuel storage tanks to fuel equipment/trucks
shall not be stored on site.
• Storage areas and waste containers should be included in the regular
inspection program of the site.
Inspection and Leak Detection
Facility Manager and/or designated staff shall conduct routine inspections of equipment
and facilities, and any other potential sources of hazardous releases. Equipment and
facilities will be inspected on a routine basis for leaks of potential hazardous materials
and for integrity of containment should where applicable.
Spill Event and Clean-up Procedures
In the event of a spill occurrence, the following actions are to be taken:
• Notify Mills River Fire Department, City of Asheville Water Department
and NCDEQ.
• Contain the release;
• Contain the release using absorbent or absorbent socks or booms to
minimize the extent of the spill;
• Protect sensitive receptors such as drains, storm drains, surface water
bodies, and minimize the amount of uncontrolled release;
• Corner off the spill area with "CAUTION" tape. The area should consist of
the entire spill area plus a buffer of at least three feet;
• For spills less than 5 gallons on an impervious surface, attempt to confine
and clean the spill;
• For spills greater than 5 gallons, attempt to confine the spill and call a
remediation contractor if assistance is required with product recovery
and containment;
9 Corrosive spills should be neutralized using an appropriate neutralizing

agent;
• Clean up the spill from the perimeter inward using appropriate
absorbent (clays, pads, pillows, etc.);
• Collect all contaminated media in drums, if quantities permit;
• Clean all reusable equipment using rags and cleaners as
appropriate;
• Dispose of all disposable equipment (e.g., PPE) in drums;
• Document the spill and report to the proper authorities.
• For spills greater than 5 gallons, report to DEEP, Mills River
Water Division and Mills River Fire Department.
• Provide written documentation of the spill.
• An up-to-date list of qualified emergency response contractors
with the capability of reaching the project site quickly shall be
onsite. No disposal of waste materials on -site is permitted.
Stormwater Washouts
If any unanticipated stormwater washouts occur on site that are not covered under
general maintenance of any of the Stormwater Management Facilities listed below, the
facility manager shall contact the engineer of record for recommendations on corrective
actions to be performed. A log of washouts and corrective actions taken, including
dates, shall be included with the general maintenance logs.
Stormwater Management Maintenance
System Components
The stormwater management system has several components that are shown on the
Grading and Drainage Plan (GD-1 & GD-2) and perform various functions in capturing,
routing, and treating stormwater runoff.
A - Catch Basins. Yard Drains. and Manholes
Catch Basins and yard drains are inlets which trap road sand and floatable debris prior
to draining through the storm sewer system. The proposed catch basins and yard
drains (CBs) are equipped with sumps with sump depths 4' below the outlet pipe.
The property owner is responsible for cleaning the catch basins, yard drains and
manholes on the site. A North Carolina Licensed hauler shall clean the sumps and
dispose of removed sand legally. The road sand may be reused for winter sanding but

may not be stored on -site. As part of the hauling contract, the hauler shall notify the
property owner in writing where the material is being disposed.
Each catch basin and yard drain shall be inspected every four months, with one
inspection occurring during the month of April. Any debris occurring within one foot
from the bottom of each sump shall be removed by Vacuum "Vactor" type of
maintenance equipment.
B — ADS BayFilter filtration structures (or approved equal)
The BayFilter system requires periodic maintenance to continue operating at the design
frequency. The maintenance process is comprised of removal and replacement of each
BayFilter cartridge, vertical draw down module; and the cleaning of the vault por
manhole with a vacuum truck.
The ADS BayFilter filtration structures shall be maintained according to the
manufacturer's recommendations. The maintenance procedures are attached to this
document.
A detailed maintenance logbook shall be kept for each filtration structure. Information is
to include, but not be limited to, the date of inspection, record of grit depth, condition of
filters, observation of any floatable, and date of cleaning performed.
C - Underground Infiltration Systems and Piping
The underground detention and infiltration systems are designed to collect flows from all
paved parking areas and shall be inspected every six months in the months of April and
October. Each of the inspection manholes provided shall be opened and visually
checked from the surface. Observation of grit inside of the detention systems shall be
noted and any deposits found to be 2 inches or more, as measured from the invert of
pipe, shall be cleaned and removed. The underground infiltration systems qualify as a
Confined Space under OSHA regulations, and any maintenance involving entry into the
pipes should comply with OSHA Confined Space Entry Regulations. The perforated
piping system will be visually inspected through the manholes. If deemed necessary,
the perforated piping can be TV inspected.

Site Maintenance
Parking Lots
Parking lots, driveways and sidewalks shall be swept regularly by the property owner to
clean trash and other debris. The property owner will sweep parking lots on its property
in the spring to remove winter accumulations of road sand.
Landscaping
The property owner will maintain landscaped areas. Normally the landscaping
maintenance will consist of pruning, mulching, planting, mowing lawns, raking leaves,
etc. It expected that all landscaping is to remain in healthy condition that is consistent
with approved plans. Trees/landscaping that die must be replaced. Use of fertilizers
and pesticides will be controlled and limited to minimal amounts necessary for healthy
landscape maintenance.
The lawn areas, once established, will be maintained at a typical height of 2'/"-3". High
grass along the pond edge is not to be mowed. This will allow the grass to be
maintained with minimal impact from weeds and/or pests. The low -maintenance slope
areas will be maintained as a meadow or allowed to revert back to natural conditions.
Pesticides will only be used as a control method when a problem has been clearly
identified and other natural control methods are not successful. All pesticide
applications shall be by licensed applicators, where necessary. Invasive vegetation is to
be removed. Topsoil, brush, leaves, clippings, woodchips, mulch, and other material
shall be stored off site.
Trash Collection
All trash will be contained in self-contained trash compactors on -site with access to an
exterior door. The self-contained trash compactor will be enclosed. All trash will be
collected on a regular basis and disposed of legally off -site.
Snow Removal & Storage
Snow shall be shoveled and plowed from sidewalks, driveways and parking areas as
soon as practical during and after winter storms and stored in snow storage areas on
site where practical. No sodium chloride shall be used for ice or snow control on the
site. Snow removal deposition areas will be checked and maintained after the winter

season by removal of any debris and sand and restored to original condition after
seasonal winter conditions. Vegetation will be raked and if needed, pruned or reseeded.
Outdoor Storage
There will be no outdoor storage of hazardous chemicals, fertilizer, pesticides, or
herbicides anywhere in the site.
Clean wooden pallets and baled cardboard may be stored outside periodically. These
items will be removed from the site on a regular schedule.
Utilities
Sanitary Sewer System
All of the on -site sanitary sewer collection system will be owned and maintained by the
property owner.
On -Site Collection Sewer: The property owner will annually inspect the manholes within
the on -site sewer system on the property and check for debris and blockages. Any low -
flow lines with accumulations will be cleaned with water jetting.
Water System
The on -site mains and fire hydrants will be owned and maintained by the property
owner. The off -site mains are owned and maintained by the City of Asheville Water
Department. The property owner will be responsible for maintaining the domestic and
fire service lines to the buildings and the on -site hydrants.
Gas\Electric\Telecommunications System
The gas system on site will be owned and maintained by the property owner and gas
will be provided by Dominion Energy. The electric system will be owned and
maintained up to the transformer by Duke Energy. The property owner will maintain the
secondary electric lines from the transformers to the buildings. The telecommunications
system will be owned and maintained by AT&T up to the buildings.
Site Lighting
The property owner is responsible for maintaining the parking lot, driveway and building -
mounted lights on the property.

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

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

MAINTENANCE SCHEDULE
During the First Year of Operation:
Task:
Completion Date:
Manager's Initials:
JANUARY:
Employee Training Program with Spill Program
*Stormwater Management Basins (Underground)
FEBRUARY:
* Stormwater Management Basins (Underground)
MARCH:
* Stormwater Management Basins (Underground)
APRIL:
*Catch Basin/Yard Drain
* Stormwater Management Basins (Underground)
ADS BayFilter
*Sanitary Inspection
Shrub Fertilization
AUGUST:
*Catch Basin/Yard Drain
* Stormwater Management Basins (Underground)
OCTOBER:
* Stormwater Management Basins (Underground)
ADS BayFilter
Tree and Lawn Fertilization
DECEMBER:
*Catch Basin/Yard Drain
* Stormwater Management Basins (Underground)
*NOTE: Use appropriate worksheet found in this plan to conduct the inspection.

After the First Year of Operation:
FOR YEAR
Task:
Completion Date:
Manager's Initials:
JANUARY:
Employee Training Program with Spill Program
APRIL:
*Catch Basin/Yard Drain
* Stormwater Management Basins (Above Ground)
ADS BayFilter
*Sanitary Inspection
Shrub Fertilization
AUGUST:
*Catch Basin/Yard Drain
OCTOBER:
* Stormwater Management Basins (Above Ground)
Tree and Lawn Fertilization
DECEMBER:
*Catch Basin/Yard Drain
*NOTE: Use appropriate worksheet found in this plan to conduct the inspection.

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Operation & Maintenance Agreement
Project Name: Proposed Development - Boylston Highyway, Mills River, NC
Project Location: 5Fanning Fields Road
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
Infiltration Basin Quantity:
Infiltration Trench Quantity:
Bioretention Cell Quantity:
Wet Pond Quantity:
Stormwater Wetland Quantity:
Permeable Pavement Quantity:
Sand Filter Quantity:
Rainwater Harvesting Quantity:
Green Roof Quantity:
Level Spreader - Filter Strip Quantity:
Proprietary System Quantity:
Treatment Swale Quantity:
Dry Pond Quantity:
Disconnected Impervious Surface Present:
User Defined SCM Present:
Low Density Present:
8
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Type:
7
No
No
No
�Z3"LCI�RYI1lU] Iifa\t
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: David Buck
Title & Organization: Executive Managing Director, ALM Asheville
Street address: 9830 Colonnade Blvd, Suite 600
City, state, zip: San Antonio, TX 78255
Phone number(s): [phone]
Email:l [e-mail]
Signature: Date:
154
— \ - "I \
1, Aga n �A,n+t 0►AO —,a Notary Public for the State of j �'�Ca-S
County of Re KQt- , do hereby certify that 3 mi d Yt1CV-
personally appeared before me this Ll th— day of Pe'_h rU6L r1A a, Oak and
acknowledge the due execution of the Operations and Maintenance Agreement.
Witness my hand and official seal, f` 1 Qatri_ •---
Seal
Ir
1 ar
• 1=i
My commission expires it�'�,p�y
STORM-EZ 2/9/2021
Version 1.5 O&M Agreement Page 1 of 1

Infiltration Basin Maintenance Requirements
Important operation and maintenance procedures:
- The drainage area will be carefully managed to reduce the sediment load to the infiltration basin.
No portion of the infiltration basin will be fertilized after the initial fertilization that is required to
- establish the vegetation. Lime may be allowed if vegetation is planted on the surface of the infiltration
basin and a soil test shows that it is needed.
- The vegetation in and around the basin will be maintained at a height of four to six inches.
After the infiltration basin is established, it will be inspected quarterly and within 24 hours after every storm event
greater than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance shall be kept
in a known 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:
How to remediate the problem:
The entire infiltration
Trash/debris is present.
Remove the trash/debris.
basin
Areas of bare soil and/or
Regrade the soil if necessary to remove the gully, plant ground
erosive gullies have
cover and water until it is established. Provide lime and a one -
The grass filter strip or
formed.
time fertilizer application.
other pretreatment area
Sediment has
Search for the source of the sediment and remedy the problem
accumulated to a depth of
if possible. Remove the sediment and dispose of it in a location
greater than three inches.
where it will not cause impacts to streams or the SCM.
The structure is clogged.
Unclog the conveyance and dispose of any sediment in a
The flow diversion
location where it will not cause impacts to streams or the SCM.
structure (if applicable)
Make any necessary repairs or replace if damage is too much
The structure is damaged.
for repair.
The inlet pipe is clogged (if
Unclog the pipe and dispose of any sediment in a location
applicable).
where it will not cause impacts to streams or the SCM.
The inlet pipe is cracked
or otherwise damaged (if
Repair or replace the pipe.
applicable).
Erosion is occurring in the
Regrade the swale if necessary and provide erosion control
The inlet device
swale (if applicable).
devices such as reinforced turf matting or riprap to avoid future
erosion problems.
Stone verge is clogged or
Remove sediment and clogged stone and replace with clean
covered in sediment (if
stone.
applicable).
More than four inches of
Search for the source of the sediment and remedy the problem
sediment has
if possible. Remove the sediment and dispose of it in a location
accumulated.
where it will not cause impacts to streams or the SCM.
The basin
Erosion of the basin
surface has occurred or
Provide additional erosion protection such as reinforced turf
riprap is displaced.
matting or riprap if needed to prevent future erosion problems.
Water is standing more
Replace the top few inches of soil to see if this corrects the
than three days after a
standing water problem. If not, consult an appropriate
storm event.
1professional for a more extensive repair.

Infiltration Basin Maintenance Requirements (continued)
SCM element:
Potential problem:
How to remediate the problem:
Shrubs or trees are
growing on the
Remove shrubs and trees immediately.
embankment.
The embankment
n annual inspection by
an appropriate
professional shows that
Make needed repairs immediately.
the embankment needs
repair.
Clogging has occurred.
gg g
Clean out the outlet device and dispose of sediment in a
location where it will not cause impacts to streams or the SCM.
The outlet device
The outlet device is
Repair or replace the outlet device.
damaged
Erosion or other signs of
damage have occurred at
Repair the damage and improve the flow dissipation structure.
the outlet.
The receiving water
Discharges from the
infiltration basin are
causing erosion or
Contact the local NCDEQ Regional Office.
sedimentation in the
receiving water.

Proprietary System Maintenance Requirements
How many devices are 0
Contech StormFilters?
Important operation and maintenance procedures:
- The drainage area will be carefully managed to reduce the sediment load to the StormFilter.
- The sedimentation chamber or forebay will be cleaned out whenever sediment depth exceeds six inches.
The StormFilter system will be inspected quarterly. Records of operation and maintenance will be kept in
a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately.
BMP element:
Potential problem:
How to remediate the problem:
Adjacent pavement (if
Trash/debris is present.
Remove the trash/debris.
applicable)
Flow diversion structure
Sediment is present on the
Sweep or vacuum the sediment as soon as possible.
pavement surface.
StormFilter Cartridges
The structure is clogged.
Unclog the conveyance and dispose of any sediment offsite.
The structure is damaged.
Make any necessary repairs or replace if damage is too large for
repair.
Outlet device
Clogging has occurred.
Clean out the outlet device. Dispose of the sediment offsite.
The outlet device is
Repair or replace the outlet device.
damaged
Erosion or other signs of
damage have occurred at
Repair the damage and improve the flow dissipation structure.
the outlet.
The receiving water
Discharges from the
StormFilter are causing
erosion or sedimentation in
Contact the local NCDEQ Regional Office.
the receiving water.
All other operation and maintenance activities should be in accordance with Contech's StormFilter Inspection and
Maintenance Procedures document. Any problems that are found shall be repaired immediately. The responsible party
shall have received and understand Contech's StormFilter Inspection and Maintenance Procedures document.
ATTACH MANUFACTURER'S MAINTENANCE MANUAL FOR ALL PROPRIETARY DEVICES

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

Maintenance Procedures
1. Contact BaySaver Technologies for replacement filter
cartridge pricing and availability at 1800-229-7283.
2. Remove the manhole covers and open all
access hatches.
3. Before entering the system make sure the air
is safe per OSHA Standards or use a breathing
apparatus. Use low 02, high CO, or other applicable
warning devices per regulatory requirements.
4. Using a vacuum truck remove any liquid and
sediments that can be removed prior to entry.
5. Remove the hold down bars. Using a small lift or the boom
of the vacuum truck, remove used cartridges by lifting
them out.
6. Any cartridges that cannot be readily lifted
can be easily slid along the floor to a location
they can be lifted via a boom lift.
7. When all the cartridges have been removed, it is
now practical to remove the balance of the solids
and water. Loosen the stainless clamps on the
Fernco couplings for the manifold and remove the
drain pipes as well. Carefully cap the manifold and
the Ferncos and rinse the floor, washing away the
balance of any remaining collected solids.
8. Clean the manifold pipes, inspect, and reinstall.
9. Install the exchange cartridges, reinstall the
hold down bars and close all covers.
10. The used cartridges may be sent back to
BaySaver Technologies for recycling.
For more information please see the BaySaver website
at www.baysaver.com or contact 1-800-229-7283.
Manifold Tee View of a Cleaned System
Cartridge Hoist Point