SW4221202_Design Calculations_20230404

DOLLAR GENERAL — STORE #08606
LEXINGTON, NC
HYDROLOGIC AND HYDRAULIC ANALYSIS REPORT
Prepared By:
BREC, P.A.
1520 Meadowview Drive
Wilkesboro, NC 28697
NCBELS Firm #C-3448
[phone]
[e-mail]
o�''FEssio'��'L';
2Q�o -V
SEAL
035736
C. CH0\0
BREC, P.A.
Prepared For:
Teramore Development, LLC
Joe Strickland, Dir. of Ops., NC
214 Klumac Rd., Ste. 101
Salisbury, NC 28144
[phone]
[e-mail]
4 April 2023
Project Site:
TBD Biesecker Road
Lexington, NC
Justin Church, PE
Principal Engineer
Dollar General — Store #24556 1

Table of Contents
1.0 General Information........................................................................................4
2.0 Methodology...................................................................................................4
2.1 Curve Number Calculations 4
2.2 Time of Concentration Calculations
5
2.3 Rainfall Data
6
2.4 Pipe Design
6
2.4.1 Outlet Design
7
2.5 Hydrology Calculations
8
2.6 Modified Curve Number Calculations
9
2.7 Sand Filter Design
9
2.7.1 Chamber and Filter Sizing
10
2.7.2 Underdrain Sizing
10
2.7.3 Emergency Spillway Calculations
11
2.7.4 Anti -floatation Calculations
11
3.0 Results..........................................................................................................13
Appendix.............................................................................................................14
Post -construction 1 in Design Storm...................................................................15
Post -construction 10 Year, 24 Hour....................................................................16
Post -construction 100 Year, 24 Hour..................................................................17
SHWTReport......................................................................................................18
SoilsReport........................................................................................................19
BREC, P.A. Dollar General — Store #24556
V

List of Figures
Figure 1 - System Storage of First Flush............................................................13
List of Tables
Table 1 -
Curve Numbers......................................................................................4
Table 2 -
Post -Construction Drainage Areas........................................................5
Table 3 -
Post -Construction ToC...........................................................................5
Table 4 -
NOAA Rainfall Depths...........................................................................6
Table 5 -
NOAA Rainfall Intensity.........................................................................6
Table 6 -
Rational Coefficients..............................................................................6
Table 7 -
Composite Rational Coefficients............................................................6
Table 8 -
Pipe Design Summary ...........................................................................7
Table 9 -
Riprap Outlet Stone Sizing.....................................................................8
Table 10
- Riprap Apron Dimensions....................................................................8
Table 11
- Modified SCS Curve Numbers.............................................................9
Table 12
- Sand Filter State-Storage..................................................................10
Table 13
- Pipe Design Table.............................................................................14
BREC, P.A. Dollar General — Store #24556 3

1.0 General Information
This document contains hydrologic and hydraulic calculations demonstrating
compliance with post -construction state and local stormwater regulations for the
construction of a 10,640 ft2 Dollar General retail store at the intersection of NC
Highway 8 and Biesecker Road in Lexington, NC. Specifically, regulations for this
area require water quality treatment of the first flush (1") storm'.
The subject tract is composed of a vacant lot with grass and wooded ground cover.
No jurisdictional features are present on the site. The site is primarily composed
of CcB and CfB soils which are classified as hydrologic soil group B. Shallow
ground water is a concern, so post construction stormwater requirements will be
satisfied with a hybrid sand filter with above and below ground components which
is approved by NCDEQ as a primary stormwater control measure (SCM).
2.0 Methodology
Six post -construction drainage areas covering the subject tract improvements
were identified. See plansheets for delineation. All proposed impervious areas
are routed to the sand filter for treatment prior to discharge.
2.1 Curve Number Calculations
Composite SCS curve numbers were calculated as weighted averages using
values summarized below.
Table 1 - Curve Numbers
Description
HSG B
IMPERVIOUS
98
GRASS
61
WOODED
55
For post -construction drainage areas, the composite curve number is calculated
as:
CNcomppost
(Almppost X CNimp + Agrasspost x CNgrass + Awoodedpost x CNwooded)
15A NCAC 02H.1001 — Stormwater Management
Atotalpost
BREC, P.A. Dollar General — Store #24556 4

Table 2 - Post -Construction Drain a a Areas
+ Routed through sand filter prior to discharge.
" Includes areas of assumed off -site impervious.
2.2 Time of Concentration
Calculations
Time of concentration values for vegetated drainage areas were evaluated
using
the segmental equations described in Chapter 15 of the USDA NRCS National
Engineering Handbook. All areas less than or equal to 0.5 acres were
assigned a
minimum time of concentration
of 5 minutes.
Tcsegmental (hr) = Tsheet + Tscf
0.007(nl)0.8
Tsheet =
jp S0.4
2
n = Manning's coefficient
PZ = 2yr, 24 hr rain f all (in)
S = slope (ft/ft)
l
Tscf
3,600V
V =
shallow concentrated flow velocity (f t/s)2
Table 3 - Post -Construction ToC
z See Table 15-3 of USDA NRCS NEH for shallow concentrated flow velocity equations.
BREC, P.A.
Dollar General - Store #24556
5
Name
HSG
Out all
f
Atotal
(acres)
Aimp
acres
Agrass
acres
Awooded
(acres)
CNcom pnost
POST-CON:1+
B
1
0.25
0.25
0.00
0.00
98.0
POST-CON:2+
B
1
0.20
0.20
0.00
0.00
97.8
POST-CON:3+^
B
1
0.23
0.20
0.03
0.00
93.8
POST-CON:4+^
B
1
0.14
0.11
0.03
0.00
89.9
POST-CON:5+^
B
1
0.27
0.18
0.09
0.00
86.0
POST-CON:6+
B
1
0.12
0.01
0.11
0.00
64.9
TOTAL
1.21
0.95
0.25
0.00
90.2
SUBTOTAL+ TO SCM
1.21
0.95
0.25
0.00
90.2
Name
rLegngthjSlope
t/t)min
Tc-talc
Tc-assumed
minPOST-CON:1
-
-
5
POST-CON:2
-
POST-CON:3
-
-
-
5
POST-CON:4
-
-
-
5

Name
Length
Slope
Tc-calc
Tc-assumed
t
(f t/ t)
min
min
POST-CON:5
-
-
-
5
POST-CON:6
-
-
-
5
2.3 Rainfall Data
Rainfall data was taken from NOAA Atlas 14, Volume 2, Version 3 for Lexington,
NC. Rainfall depths for each design storm are summarized below.
Table 4 - NOAA Rainfall Deaths
Storm
Rainfall Depth in
First Flush
1.00
1 Year, 24 Hour
2.80
100 Year, 24 Hour
7.15
Table 5 - NOAA Rainfall Intensitv
Storm
Rainfall Intensitin hr
10 Year, 5 Min
6.96
2.4 Pipe Design
A composite post -construction rational coefficient was also assigned to each post
construction drainage area as needed for pipe and/or swale design. The
composite rational coefficients were calculated using individual coefficients.
Ccomp =
Table 6 - Rational Coefficients
Description
HSG B
IMPERVIOUS
0.95
GRASS
0.20
WOODED
0.15
Almppost x Cimp + Agrasspost x Cimp + Awoodedpost x Cwooded
Atotalpost
Table 7 - Composite Rational Coefficients
Name
Atotal
(acres)
Aimp
(acres)
Agrass
(acres)
Awooded
(acres)
Ccomp
Q (,t3
s
POST-CONA*
0.25
0.25
0.00
0.00
0.95
1.64
POST-CON:2*
0.20
0.20
1 0.00
1 0.00
1 0.941
1.34
POST-CON:3*
0.23
0.20
1 0.03
1 0.00
1 0.86
1 1.35
BREC, P.A. Dollar General — Store #24556 6

*
Name
Atotal
Aimp
Agrass
Awooded
Ccomp
Q
DIA (Ln)
stSftNAME
Qdesign

Table 9 - Riprap Outlet Stone Sizing
NAME DIA (in) Qdesign Nli)A minimum D50 of 5 inches was chosen for each pipe which corresponds to
NCDOT Class A stone. Given the design D50, the dimensions of the apron were
taken from Table 10.1 equations from HEC 143.
La = Apron length (f t) = 4D
Da =Apron depth (ft) = 3.5D50
W1 = Upper width (ft) = 3D
WZ = Lower width (f t) = 3D + (2/3) La
Table 10 - Ri ra Aron Dimensions
2.5 Hydrology Calculations
The water quality volume (WQV) required to be treated from the first flush was
calculated using the Schueler method outlined in the NCDEQ Stormwater Design
Manual4. The Schueler method utilizes the following equations:R„=0.05+0.9IA
WQV = 3630RDRvA
Where IA is the impervious fraction of the drainage area, R„ is a runoff coefficient,
RD is the rainfall depth, A is the drainage area, and WQ„ is the runoff volume. The
following parameters are used for the drainage routed to the sand filter.
Ia = 0.79
R„ = 0.05 + 0.9(0.79) = 0.76
RD = 1.0 inch
A = 1.21 acres
WQV = 3,630(1.0)(0.76)(1.21) = 3,327 ft3
3 http://www.fhwa.dot.gov/engineering/hydraulics/pubs/06086/hecl4chlO.cfm
4 https://deq.nc.gov/sw-bmp-manual
BREC, P.A. Dollar General — Store #24556 8
D50calc (in) D50design (in)
PIPE-4
15
6.3
4.1
5 (CLASS A)
PIPE-6
15
7.4
5.1
6 (CLASS B)
NAME
DIA (in)
La (f t)
Da (f t)
W1 (f t)
WZ (f t)
PIPE-4
15
5
1.5
4
7
PIPE-6
15
5
1.7
4
7

WQVadj = 0.75WQ„ = 0.75(3,327) = 2,495 ft3
2.6 Modified Curve Number Calculations
To route the WQV through the sand filter, it is necessary to calculate a modified
SCS curve number to avoid underrepresenting the first flush. The modified curve
number is calculated as follows:
CN,,, = 1000/ 110 + 5RD + 10R„ — 10 R'2 + 1.25R„RD]
The modified curve numbers were used to route the first flush using an SCS 6 hour
balanced storm distribution. The remaining design storms were routed with
standard curve numbers and an SCS type II 24 hour storm distribution.
Table 11 -Modified SCS Curve Numbers
Name RV
CNmod
POST-CON:1
0.95
99.57
POST-CON:2
0.94
99.52
POST-CON:3
0.85
98.60
POST-CON:4
0.75
97.58
POST-CON:5
0.66
96.37
POST-CON:6
0.15
83.69
TOTAL
0.76
97.66

Table 12 - Sand Filter State-Storaae
Stage
( t)
Elevation
t)
Area
f t2
Sediment Vol
ft3
!
Filter Vol
ft3
!
Total Vol
ft3
!
0
788
1,266+
0
0
0
1
789
1,558
762
553*
1,315
2
790
1,913
1,848
1,203
3,050^
3
791
2,333
3,321
1,853
5,173
792
3,070
5,277
1,853
7 130
+ Aprovided
n
Uprovided
* Accounts for volume reduction from 3 inch stone protection layer over sand media.
Porosity of 0.4 assumed.
2.7.1 Chamber and Filter Sizing
Due to the elevation of the seasonal high water table (SHWT), the sand filter was
constructed with an above ground sediment chamber and a water tight, anti -
buoyant below ground sand chamber. It was necessary to design the sand
chamber as a closed bottom structure to meet the requirements of MDC 1 for
SHWT separation. The design satisfies all other MDC requirements as well.
Given the sand chamber area, the resulting sand media area, Ascend, is 650 ft2.
Discharge through the sand media is governed by Darcy's Law.
Where,
Qsand =
Asandk(hf + df)
df
Ascend = Sand media surface area (f t2) = 650 f t2
k = Sand media permeability (f t/day) = 4.0 f t/day
df = Sand media depth (f t) = 1.5 f t
hf = Height of water above sand media = 2.0 f t
2.7.2 Underdrain Sizing
Drawdown time is calculated as:
WQVdf
t k(ha + df)Asand
Discharge rate is calculated as:
3,327(1.5)
18.4 hours
4.0(1.0 + 1.5)650
BREC, P.A.
Dollar General - Store #24556
10

WQV 3,327 f t3
_ = 0.05 —
Qunderdrain =
t 18.4 s
After applying a safety factor of 10,
ft3
Qsand = 10Qunderdrain = 0•5 s
The diameter of a single pipe is calculated as:
Where,
3
D = 16 CnQsand 8
am)
n = Manning's roughness f or pipe
S = pipe slope
3
0.011(0.5) $
D = 16 = 6.1 inches
0.005
Per Table 1 of Section A-5 of the NCDEQ Stormwater Design Manual, use (4) 4
inch pipes. The design utilizes (8) 4 inch pipes distributed across the individual
sand chamber vaults.
2.7.3 Emergency Spillway Calculations
The emergency spillway is incorporated into one of the four sand chamber vaults.
The SSA model shows it being activated during the 100 year, 24 hour storm with
a maximum head of 0.36 ft.
3 3 ft3
Qspillway = CLHz = 3.33 x 10 x 0.36z = 7.2 —
s
The outlet protection for the SCM outlet pipe (PIPE-6) is sized to eliminate erosive
velocities at this discharge.
2.7.4 Anti -floatation Calculations
The outlet structure of the sediment chamber and the sand chamber vaults must
be protected from buoyant forces.
BREC, P.A.
Dollar General — Store #24556
11

The outlet structure is a 3 f t x 3 f t x 3 f t precast concrete box with 6 in side and
bottom wall thicknesses. Including concrete and reinforcing steel, the structure
has an empty mass of Moutletempty = 3,285 lb.
Assuming the total height of the box is exposed to buoyant forces, the volume of
water displaced by the box is calculated from the outside dimensions.
Voutletu,ater = 4.0 f t x 4.0 f t x 3.5 f t= 56 f t3
The buoyant force on the box is defined from the hydraulic forces acting on it.
Fboutlet = Voutletwate,P' = 56 f t3 x 62.4 lb
= 3,494 lb
Additional mass was added to the outlet structure by pouring a 6 in concrete slab
over the bottom.
Moutiettotal = 3,285 lb + (3 ft)(3 ft)(0.5 ft) (150fb3) = 3,960 lb > Fboutlet
Each vault of the sand chamber is a 10 ft x 20 ft x 5.17 ft precast concrete vault
with 8 in side and bottom thicknesses and 10 in top thickness. Including concrete
and reinforcing steel, each vault has an empty mass of Mroault = 83,500 lb.
Assuming the total height of the vault is exposed to buoyant forces, the volume of
water displaced by the vault is calculated from the outside dimensions.
Vlaultwater = 11.33 f t x 21.33 f t x 6.67 f t= 1,612 f t3
The buoyant force on the vault is defined from the hydraulic forces acting on it.
lb
Fbvault = Vvauitwaterpw = 1,612 f 0x 62.4 l = 100,600 lb
Additional mass was added to each vault by pouring a 1 ft x 2 ft concrete collar
around the base. The concrete collar is connected to the vault by installing rebar
dowels into the base that extend into the collar.
Mvauitoolla, _ (((13.33 ft x 23.33 ft) — (11.33 ft x 21.33 ft)) x 2 ft) x (isofb3/
= 20,800 lb
Mvauittotai = Mvault + Mvaultcollar = 83,500 lb + 20,800 lb = 104,300 lb > Fbvault
BREC, P.A. Dollar General — Store #24556
12

The mass of sand in each vault was ignored in buoyancy calculations as a factor
of safety.
3.0 Results
The 1 in design storm is routed through the sand filter and reaches a max storage
depth of 1.46 ft which does not exceed the design Hmax = 2.0 ft. The water
quality volume is discharged over a period of 20.4 hours.
— Storage'. System (POST-W N-ROUTING-BALANCED_ UST_03292023 2023-03-30 11:12:26
2730
2457
2184
1911
1638
C
1365
y
1092
819
546
273
0 5 10 15 29 25 30 35 40 45
Time(hm)
Figure 1 - System Storage of First Flush
BREC, P.A. Dollar General — Store #24556 13

Appendix
Table 13 - Pi a Design Table
NAME
DIA
(IN)
INV UP
INV DOWN
LEN (FT)
S (FT/FT)
n
Q MAX
(CFS)
Q DESIGN
(CFS)
V DESIGN
(FT/S)
PIPE-1
15
791.40
790.35
100.1
0.010
0.012
7.2
3.0
5.6
PIPE-2
15
790.75
790.35
27.5
0.015
0.012
8.4
0.7
4.2
PIPE-3
15
790.25
789.10
106.E
0.011
0.012
7.3
5.1
6.4
PIPE-4
15
789.00
788.25
71.4
0.010
0.012
7.2
6.4
6.6
PIPE-5
15
FUNCTIONING AS ORIFICE BETWEEN SAND FILTER CHAMBERS
PIPE-6
15
785.83
784.75
32.8
0.033
0.012
12.7
7.4
10.7

Post -construction 1 in Design Storm
BREC, P.A. Dollar General — Store #08606 15

Project Description
File Name.............................................................. POST -CON -ROUTING -BALANCED _ LIST_03292023.SPF
Description............................................................ Folders\PROJECTS\BREC\PROJECTS\316_TERAMORE_DE
VELOPMENT\3161132022_DOLLAR_GENERAL_LEXINGT
Project Options
FlowUnits..............................................................
CFS
Elevation Type .......................................................
Elevation
Hydrology Method .................................................
SCS TR-55
Time of Concentration (TOC) Method ....................
User -Defined
Link Routing Method .............................................
Hydrodynamic
Enable Overflow Ponding at Nodes ........................
YES
Skip Steady State Analysis Time Periods .................
NO
Analysis Options
Start Analysis On ....................................................
00:00:00
0:00:00
End Analysis On .....................................................
00:00:00
0:00:00
Start Reporting On .................................................
00:00:00
0:00:00
Antecedent Dry Days .............................................
0
days
Runoff (Dry Weather) Time Step ............................
0 01:00:00
days hh:mm:ss
Runoff (Wet Weather) Time Step ...........................
0 00:05:00
days hh:mm:ss
Reporting Time Step ..............................................
0 00:00:05
days hh:mm:ss
Routing Time Step .................................................
5
seconds
Number of Elements
my
RainGages.............................................................
1
Subbasins...............................................................
6
Nodes.....................................................................
5
Junctions........................................................
2
Outfalls..........................................................
1
Flow Diversions ..............................................
0
Inlets.............................................................
0
Storage Nodes ...............................................
2
Links.......................................................................
6
Channels........................................................
0
Pipes..............................................................
2
Pumps...........................................................
0
Orifices..........................................................
1
Weirs.............................................................
1
Outlets...........................................................
2
Pollutants..............................................................
0
LandUses..............................................................
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 LEXINGTON Time Series 11N-6HR-BALANCED Cumulative inches 0.00
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Subbasin Summary
SN Subbasin
Area Peak Rate Weighted
Total
Total
Total
Peak
Time of
ID
Factor
Curve
Rainfall
Runoff
Runoff
Runoff
Concentration
Number
Volume
(ac)
(in)
(in)
(ac-in)
(cfs)
(days hh:mm:ss)
1 {POST-CON).POST-CON : 1
0.25
484.00
99.57
1.00
0.95
0.24
0.52
0 00:05:00
2 {POST-CON).POST-CON : 2
0.20
484.00
99.52
1.00
0.94
0.19
0.41
0 00:05:00
3 {POST-CON).POST-CON : 3
0.23
484.00
98.60
1.00
0.84
0.19
0.46
0 00:05:00
4 {POST-CON).POST-CON : 4
0.14
484.00
97.58
1.00
0.75
0.11
0.26
0 00:05:00
5 {POST-CON).POST-CON : 5
0.27
484.00
96.37
1.00
0.65
0.18
0.45
0 00:05:00
6 {POST-CON).POST-CON : 6
0.12
484.00
83.69
1.00
0.14
0.02
0.04
0 00:05:00
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Node Summary
SN Element
Element
Invert Ground/Rim
Initial Surcharge Ponded
Peak Max HGL
Max
Min
Time of
Total Total Time
ID
Type
Elevation
(Max)
Water
Elevation
Area
Inflow
Elevation
Surcharge
Freeboard
Peak
Flooded
Flooded
Elevation Elevation
Attained
Depth
Attained
Flooding
Volume
Attained
Occurrence
(ft)
(ft)
(ft)
(ft)
(ft2)
(cfs)
(ft)
(ft)
(ft)
(days hh:mm)
(ac-in)
(min)
1 SCM-RISER
Junction
786.00
0.00
0.00
0.00
0.00
0.06
786.06
0.00
2.94
0 00:00
0.00
0.00
2 SEDIMENT -RISER
Junction
788.00
792.00
788.00
0.00
0.00
8.88
790.03
0.00
1.97
0 00:00
0.00
0.00
3 OUTFALL
Outtall
784.50
0.06
784.56
4 MEDIA -CHAMBER
Storage Node
788.00
791.00
788.00
0.00
2.05
789.46
0.00
0.00
5 SAND -CHAMBER
Storage Node
788.00
792.00
788.00
0.00
7.78
789.45
0.00
0.00
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Link Summary
SN Element
Element From
To (Outlet)
Length
Inlet
Outlet Average Diameter or
Manning's Peak Design Flow
Peak Flow/ Peak Flow Peak Flow
Peak Flow
Total Time Reported
ID
Type
(Inlet)
Node
Invert
Invert
Slope
Height
Roughness Flow
Capacity
Design Flow
Velocity
Depth
Depth/
Surcharged Condition
Node
Elevation Elevation
Ratio
Total Depth
Ratio
(ft)
(ft)
(ft)
N
(in)
(cfs)
(cfs)
(ft/sec)
(ft)
(min)
1 PIPE-5
Pipe
SEDIMENT -RISER
MEDIA -CHAMBER
16.00
788.00
788.00
0.0000
15.000
0.0120 2.56
0.55
4.63
2.11
1.25
1.00
225.00 SURCHARGED
2 SITE-OUTFALL-LINK Pipe
SCM-RISER
OUTFALL
45.00
786.00
784.50
3.3300
18.000
0.0120 0.06
20.78
0.00
2.54
0.06
0.04
0.00 Calculated
3 SECONDARY
Orifice
SAND -CHAMBER
SEDIMENT -RISER
788.00
788.00
36.000
0.97
4 FILTER -MEDIA
Outlet
MEDIA -CHAMBER
SCM-RISER
788.00
786.00
0.06
5 PERF-RISER
Outlet
SAND -CHAMBER
SEDIMENT -RISER
788.00
788.00
7.54
6 EM-SPILLWAY
Weir
MEDIA -CHAMBER
SCM-RISER
788.00
786.00
0.00
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Subbasin Hydrology
Subbasin : {POST-CON}.POST-CON : 1
Input Data
Area(ac)........................................................ 0.25
Peak Rate Factor ........................................... 484
Weighted Curve Number ............................... 99.57
Rain Gage ID .................................................. LEXINGTON
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.25 - 99.57
Composite Area & Weighted CN 0.25 99.57
Subbasin Runoff Results
Total Rainfall (in) ........................................... 1
Total Runoff (in) ............................................ 0.95
Peak Runoff (cfs)........................................... 0.52
Weighted Curve Number ............................... 99.57
Time of Concentration (days hh:mm:ss) ........ 0 00:05:00
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Subbasin : (POST-CON}.POST-CON : 1
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
1.4
s 1.3
C
�- 1.2
1.1
C_
m 1
ry
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0.
0.
c
0.
0.
0.
0.
0.
0.
0.
0.
U
0.
0 0.
C
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hrs)
Runoff Hydrograph
iz
5
18
6
14
12
4
48
6
kl
42
3
,8
16
A
2
2
8
6
4
2
1
)8
)6
9
)2
U 2 4 b ts lU 12 14 1b its zu 22 24 2b zts JU J2 J4 Jb :its 4U 42 44 4b
Time (hrs)
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Subbasin : {POST-CON}.POST-CON : 2
Input Data
Area(ac)........................................................ 0.2
Peak Rate Factor ........................................... 484
Weighted Curve Number ............................... 99.52
Rain Gage ID .................................................. LEXINGTON
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.2 - 99.52
Composite Area & Weighted CN 0.2 99.52
Subbasin Runoff Results
Total Rainfall (in) ........................................... 1
Total Runoff (in) ............................................ 0.94
Peak Runoff (cfs)........................................... 0.41
Weighted Curve Number ............................... 99.52
Time of Concentration (days hh:mm:ss) ........ 0 00:05:00
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Subbasin : (POST-CON}.POST-CON : 2
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
1.4
L
E 1.3
1.2
m
C 1.1
1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0.
0.
c
0.
0.
0.
0.
c
0.
0.
w 0.
U
0.
0
0.
0.
0.
0.
0.
0.
0.
0.
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hrs)
Runoff Hydrograph
32
.4
38
)6
34
32
.3
-8
t6
>4
.2
�8
16
14
12
1
)8
)6
M
)2ELL
U 2 4 b ts lU 12 14 1b its LU 22 24 2b Lts JU J2 J4 Jb :its 4U 42 44 4b
Time (hrs)
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Subbasin : {POST-CON}.POST-CON : 3
Input Data
Area(ac)........................................................ 0.23
Peak Rate Factor ........................................... 484
Weighted Curve Number ............................... 98.6
Rain Gage ID .................................................. LEXINGTON
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.23 - 98.6
Composite Area & Weighted CN 0.23 98.6
Subbasin Runoff Results
Total Rainfall (in) ........................................... 1
Total Runoff (in) ............................................ 0.84
Peak Runoff (cfs)........................................... 0.46
Weighted Curve Number ............................... 98.6
Time of Concentration (days hh:mm:ss) ........ 0 00:05:00
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Subbasin : (POST-CON}.POST-CON : 3
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
1.4
L
E 1.3
1.2
m
C 1.1
1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0.
0.
0.
0.
c
0.
0.
0.
0.
c
0.
� 0.
0.
0
0.
0.
0.
0.
0.
0.
0.
0.
0.
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hrs)
Runoff Hydrograph
is
la
32
.4
38
)6
la
lz
3
>g
t6
>4
>_2
.2
18
16
14
12
.1
)8
)6
)4
)2
U 2 4 b ts lU 12 14 1b its zu 22 24 2b zts JU J2 J4 Jb :its 4U 42 44 4b
Time (hrs)
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Subbasin : {POST-CON}.POST-CON : 4
Input Data
Area(ac)........................................................ 0.14
Peak Rate Factor ........................................... 484
Weighted Curve Number ............................... 97.58
Rain Gage ID .................................................. LEXINGTON
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.14 - 97.58
Composite Area & Weighted CN 0.14 97.58
Subbasin Runoff Results
Total Rainfall (in) ........................................... 1
Total Runoff (in) ............................................ 0.75
Peak Runoff (cfs)........................................... 0.26
Weighted Curve Number ............................... 97.58
Time of Concentration (days hh:mm:ss) ........ 0 00:05:00
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Subbasin : (POST-CON}.POST-CON : 4
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
1.4
L
E 1.3
1.2
m
C 1.1
1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0.27
0.26
0.25
0.24
0.23
0.22
0.21
0.2
0.19
0.18
0.17
0.16
0.15
U
" 0.14
0 0.13
C
rD 0.12
0.11
0.1
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hrs)
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time (hrs)
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Subbasin : {POST-CON}.POST-CON : 5
Input Data
Area(ac)........................................................ 0.27
Peak Rate Factor ........................................... 484
Weighted Curve Number ............................... 96.37
Rain Gage ID .................................................. LEXINGTON
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.27 - 96.37
Composite Area & Weighted CN 0.27 96.37
Subbasin Runoff Results
Total Rainfall (in) ........................................... 1
Total Runoff (in) ............................................ 0.65
Peak Runoff (cfs)........................................... 0.45
Weighted Curve Number ............................... 96.37
Time of Concentration (days hh:mm:ss) ........ 0 00:05:00
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Subbasin : (POST-CON}.POST-CON : 5
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
1.4
L
E 1.3
1.2
m
C 1.1
1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0.
0.
0.
0.
c
0.
0.
0.
0.
c
0.
� 0.
0.
0
0.
0.
0.
0.
0.
0.
0.
0.
0.
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hrs)
Runoff Hydrograph
is
la
32
.4
38
is
la
32
.3
>8
t6
>4
>_2
2
18
16
14
12
1
)8
)6
)4
)2
U 2 4 b ts lU 12 14 1b its LU 22 24 2b Lts JU J2 J4 Jb :its 4U 42 44 4b
Time (hrs)
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Subbasin : {POST-CON}.POST-CON : 6
Input Data
Area(ac)........................................................ 0.12
Peak Rate Factor ........................................... 484
Weighted Curve Number ............................... 83.69
Rain Gage ID .................................................. LEXINGTON
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.12 - 83.69
Composite Area & Weighted CN 0.12 83.69
Subbasin Runoff Results
Total Rainfall (in) ........................................... 1
Total Runoff (in) ............................................ 0.14
Peak Runoff (cfs)........................................... 0.04
Weighted Curve Number ............................... 83.69
Time of Concentration (days hh:mm:ss) ........ 0 00:05:00
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Subbasin : (POST-CON}.POST-CON : 6
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
1.4
L
E 1.3
1.2
m
C 1.1
1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0.038
0.036
0.034
0.032
0.03
0.028
0.026
0.024
V.022
U
0.02
0
S0.018
ry
0.016
0.014
0.012
0.01
0.008
0.006
0.004
0.002
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hrs)
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time (hrs)
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Junction Input
SN Element
Invert Ground/Rim Ground/Rim
Initial
Initial Surcharge Surcharge Ponded Minimum
ID
Elevation
(Max)
(Max)
Water
Water
Elevation
Depth
Area
Pipe
Elevation
Offset
Elevation
Depth
Cover
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft')
(in)
1 SCM-RISER
786.00
0.00
-786.00
0.00
-786.00
0.00
0.00
0.00
0.00
2 SEDIMENT -RISER
788.00
792.00
4.00
788.00
0.00
0.00
-792.00
0.00
0.00
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Junction Results
SN Element Peak Peak Max HGL Max HGL
Max
Min Average HGL Average HGL
Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth
Surcharge
Freeboard
Elevation
Depth
Max HGL Peak Flooded Flooded
Inflow Attained Attained
Depth
Attained
Attained
Attained
Occurrence Flooding Volume
Attained
Occurrence
(cfs) (cfs) (ft) (ft)
(ft)
(ft)
(ft)
(ft)
(days hh:mm) (days hh:mm) (ac-in) (min)
1 SCM-RISER 0.06 0.00 786.06 0.06 0.00 2.94 786.02 0.02 0 05:09 0 00:00 0.00 0.00
2 SEDIMENT -RISER 8.88 0.00 790.03 2.03 0.00 1.97 788.38 0.38 0 04:19 0 00:00 0.00 0.00
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Pipe Input
SN Element
Length
Inlet
Inlet
Outlet Outlet Total Average Pipe
Pipe
Pipe
Manning's Entrance Exit/Bend
Additional
Initial Flap
No. of
ID
Invert
Invert
Invert Invert Drop
Slope Shape
Diameter or
Width
Roughness Losses Losses
Losses
Flow Gate
Barrels
Elevation
Offset
Elevation Offset
Height
(ft)
(ft)
(ft)
(ft) (ft) (ft)
N
(in)
(in)
(cfs)
1 PIPE-5
16.00
788.00
0.00
788.00 0.00 0.00
0.0000 CIRCULAR
15.000
15.000
0.0120 0.5000 0.5000
0.0000
0.00 No
1
2 SITE-OUTFALL-LINK
45.00
786.00
0.00
784.50 0.00 1.50
3.3300 CIRCULAR
18.000
18.000
0.0120 0.5000 0.5000
0.0000
0.00 No
1
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Pipe Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 PIPE-5 2.56 0 06:45 0.55 4.63 2.11 0.13 1.25 1.00 225.00 SURCHARGED
2 SITE-OUTFALL-LINK 0.06 0 05:09 20.78 0.00 2.54 0.30 0.06 0.04 0.00 Calculated
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Storage Nodes
Storage Node: MEDIA -CHAMBER
Input Data
Invert Elevation (ft)....................................................................
788.00
Max (Rim) Elevation (ft).............................................................
791.00
Max (Rim) Offset (ft)..................................................................
3.00
Initial Water Elevation (ft)..........................................................
788.00
Initial Water Depth (ft)...............................................................
0.00
Ponded Area (ft2).......................................................................
0.00
Evaporation Loss........................................................................
0.00
Storage Area Volume Curves
Storage Curve: MEDIA -CHAMBER
Stage Storage Storage
Area Volume
(ft) (ft2) (ft')
0 0
1106 553
1203 1203
1235.33 1853
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0
2.9
2.8
2.7
2.6
2.5
2A
2.3
22
2.1
2
1.9
1.8
1.7
1.6
1.5
R
jn 1 A
1.3
12
1.1
1
0.9
0.8
0.7
0.6
0.5
OA
0.3
02
0.1
Storage Area Volume Curves
Storage Volume (W)
0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 1,500 1,600 1,700 1,800
0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200
Storage Area (ft')
Storage Area — Storage Volume
1.9
1.8
1.7
1.E
M
1.4
1.2
1.2
1.1
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Storage Node: MEDIA -CHAMBER (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest
ID Type Gate Elevation Offset
(ft) (ft)
1 EM-SPILLWAY Rectangular No 790.00 2.00
Output Summary Results
Peak Inflow (cfs).........................................................................
2.05
Peak Lateral Inflow (cfs).............................................................
0
Peak Outflow (cfs)......................................................................
2.62
Peak Exfiltration Flow Rate (cfm)................................................
0
Max HGL Elevation Attained (ft).................................................
789.46
Max HGL Depth Attained (ft)......................................................
1.46
Average HGL Elevation Attained (ft)...........................................
788.38
Average HGL Depth Attained (ft)................................................
0.38
Time of Max HGL Occurrence (days hh:mm) ..............................
0 05:09
Total Exfiltration Volume (1000-ft3)............................................
0
Total Flooded Volume (ac-in).....................................................
0
Total Time Flooded (min)...........................................................
0
Total Retention Time (sec)..........................................................
0
Length Weir Total Discharge
Height Coefficient
(ft) (ft)
10.00 1.00 3.33
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Storage Node: SAND -CHAMBER
Input Data
Invert Elevation (ft)....................................................................
788.00
Max (Rim) Elevation (ft).............................................................
792.00
Max (Rim) Offset (ft)..................................................................
4.00
Initial Water Elevation (ft)..........................................................
788.00
Initial Water Depth (ft)...............................................................
0.00
Ponded Area (ft2).......................................................................
0.00
Evaporation Loss........................................................................
0.00
Storage Area Volume Curves
Storage Curve: SAND -CHAMBER
Stage Storage Storage
Area Volume
(ft) (ft2) (ft')
0 0
0
1 1524
762
2 1848
1848
3 2214
3321
4 2638.5
5277
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3
3
3
3
3
3
3
3
3
2
2
2
2
2
2
2
2
w 2
w
r 1
N
1
1
1
1
1
1
1
1
0
0
0
0
0
0
0
0
0
Storage Area Volume Curves
Storage Volume (f )
D 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000
4 -___. ---_. ___.. ____ _.___ __.__ __._ __. ____. _.
.9
.8
.7
.6
.5
.4
.3
.2
.1
.9
.8
.7
.6
.5
.3
.2
.8
.7
.6
.5
.4
.3
.2
.6
-5
-4
-3
-2
-1
4
____. ---_. ___.. ____ _.___ __.__ __._ __. _. _. _3.9
____. ---_. ___.. ____ _.___ __.__ __._ __. ____. _. _._3.8
____. ---_. ___.. ____ _.___ __.__ __._ __. _. __._3.7
____. ---_. ___.. ____ _.___ __.__ __._ __. ____. _. __._3.6
13.3
____. ---_. ___.. ____ _.___ __.__ __._ __. _. _. __._3.5
____. ---_. ___.. ____ _.___ __.__ __._ __. - _.. _. __._3.4
____. ---_. ___.. ____ _.___ __.__ __._ __. ____. __._
____. ---_. ___.. ____ _.___ __.__ __._ _. __.__
3.2
____. ---_. ___.. ____ _.___ __.__ __._ __. ____. __.__
3.1
3 -___. ---_. ___.. ____ _.___ __.__ __.. __. _. _. __.__
3
____. ---_. ___.. ____ _.___ __.__ __. ____. _. __.__
2.9
____. ---_. ___.. ____ _.___ __.__ _._ __. _. _. __.__
2.8
____. ---_. ___.. ____ _.___ __.__ __._ __. ____. _. __.__
2.7
____. ---_. ___.. ____ _.___ - __._ __. _. __.__
2.6
____. ---_. ___.. ____ _.___ _ __._ __. -_ _. _. __.__
2.5
4 ............ ............ .............. .............. ............ ........... ............ ...........-........ :....... :..................
2.4
____. ---_. ___.. ____ _.. __.__ __._ __. ____. _. __.__
2.3
____. ---_. ___.. ____ - __.__ __._ __. _. _. __.__
2.2
.1 ____. ---_. ___.. ____ _.___ __.__ __._____ ____. _. __.__
2.1
2 -___. ---_. ___.. __. _.___ __.__ __._ ____. _. __.__
2
.9 ____. ---_. ___.. _.___ __.__ __._ _. _. __.__
1.9
____. ---_. ___.. __ _.___ __.__ __._ - ____. _. __.__
1.8
____. ---_. ___.. ____ _.___ __.__ __._ __. _. _. __.__
1.7
............ ............ .............. .............. ............ ........... ........... :.......... _........ :....... ..................
1.6
____. ---_. _. ____ _.___ __.__ __._ ____. _. _. __.__
1.5
____. ---_. ____ _.___ __.__ __._ __. ____. _. __.__
1.4
____. ---- ---. ____ _.___ __.__ _. __. _. _. __.__
1.3
____. ---_. ___.. ____ _.___ __.__ __. ____. _. __.__
1.2
.9 ____. _. ___.. ____ _.___ __._ __. _. _. __.__
0.9
.8 ____. ___. ___.. ____ _.___ __.__ __._ __. ____. _. __.__
0.8
.7 ____. ---_. ___.. ____ - __.__ __._ __. _. _. __.__
0.7
____. ---_. ___.. _.___ __.__ __._ __. _. _. __.__
0.6
-- ---_. ___.. ____ _.___ __.__ __._____. ____. _. __.__
0.5
- ---_. ____ _.___ __.__ __._ __. _. _. __.__
0.4
- - ___.. ____ _.___ __.__ __._ __. ____. _. __.__
0.3
___. __._. ___.. ____ _.___ __.__ __._ __. _. _. __.._
0.2
---_. ___.. ____ _.___ __.__ __._ __. ____. _. __.._
0.1
0
0
D 200 400 600 800 1,000 1,200 11400 11600 1,800 2,000 2,200 2,400 2,600
Storage Area (fY)
Storage Area - Storage Volume
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Storage Node: SAND -CHAMBER (continued)
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(in) (in) (in) (ft)
1 SECONDARY Bottom Rectangular No 36.00 36.00 790.00 0.63
Output Summary Results
Peak Inflow (cfs).........................................................................
7.78
Peak Lateral Inflow (cfs).............................................................
2.13
Peak Outflow (cfs)......................................................................
7.2
Peak Exfiltration Flow Rate (cfm)................................................
0
Max HGL Elevation Attained (ft).................................................
789.45
Max HGL Depth Attained (ft)......................................................
1.45
Average HGL Elevation Attained (ft)...........................................
788.44
Average HGL Depth Attained (ft)................................................
0.44
Time of Max HGL Occurrence (days hh:mm) ..............................
0 05:11
Total Exfiltration Volume (1000-ft3)............................................
0
Total Flooded Volume (ac-in).....................................................
0
Total Time Flooded (min)...........................................................
0
Total Retention Time (sec)..........................................................
0
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Post -construction 10 Year, 24 Hour
BREC, P.A. Dollar General — Store #08606 16

Project Description
File Name ................................................... POST-CON-ROUTING_UST_03292023.SPF
Description ................................................ Folders\PROJECTS\BREC\PROJECTS\316_TERAMORE_DEVELOPMENT
\3161132022_DOLLAR_GENERAL_LEXINGTON_BIESECKER_ROAD\PR
Project Options
Flow Units ..................................................
CFS
Elevation Type ...........................................
Elevation
Hydrology Method .....................................
SCS TR-55
Time of Concentration (TOC) Method ........
User -Defined
Link Routing Method ..................................
Hydrodynamic
Enable Overflow Ponding at Nodes ............
YES
Skip Steady State Analysis Time Periods .....
NO
Analysis Options
Start Analysis On ........................................
00:00:00
0:00:00
End Analysis On ..........................................
00:00:00
0:00:00
Start Reporting On .....................................
00:00:00
0:00:00
Antecedent Dry Days ..................................
0
days
Runoff (Dry Weather) Time Step ................
0 01:00:00
days hh:mm:ss
Runoff (Wet Weather) Time Step ...............
0 00:05:00
days hh:mm:ss
Reporting Time Step ..................................
0 00:00:05
days hh:mm:ss
Routing Time Step ......................................
5
seconds
Number of Elements
my
RainGages .................................................
1
Subbasins....................................................
6
Nodes.........................................................
5
Junctions ............................................
2
Outfalls..............................................
1
Flow Diversions ..................................
0
Inlets..................................................
0
Storage Nodes ....................................
2
Links...........................................................
6
Channels ............................................
0
Pipes..................................................
2
Pumps................................................
0
Orifices...............................................
1
Weirs.................................................
1
Outlets...............................................
2
Pollutants...................................................
0
LandUses ...................................................
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain
ID Source ID Type Units
State County Return Rainfall Rainfall
Period Depth Distribution
(years) (inches)
1 LEXINGTON Time Series 10YR-24HR Cumulative inches North Carolina Davidson 10.00 4.87 SCS Type II 24-hr
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Subbasin Summary
SN Subbasin
Area Peak Rate Weighted
Total
Total
Total
Peak
Time of
ID
Factor
Curve
Rainfall
Runoff
Runoff
Runoff
Concentration
Number
Volume
(ac)
(in)
(in)
(ac-in)
(cfs)
(days hh:mm:ss)
1 {POST-CON).POST-CON : 1
0.25
484.00
98.00
4.87
4.63
1.16
1.59
0 00:05:00
2 {POST-CON).POST-CON : 2
0.20
484.00
97.80
4.87
4.61
0.92
1.26
0 00:05:00
3 {POST-CON).POST-CON : 3
0.23
484.00
93.80
4.87
4.16
0.96
1.41
0 00:05:00
4 {POST-CON).POST-CON : 4
0.14
484.00
89.90
4.87
3.74
0.52
0.80
0 00:05:00
5 {POST-CON).POST-CON : 5
0.27
484.00
86.00
4.87
3.35
0.90
1.40
0 00:05:00
6 {POST-CON).POST-CON : 6
0.12
484.00
64.90
4.87
1.56
0.19
0.29
0 00:05:00
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Node Summary
SN Element
Element
Invert Ground/Rim
Initial Surcharge Ponded
Peak Max HGL
Max
Min
Time of
Total Total Time
ID
Type
Elevation
(Max)
Water
Elevation
Area
Inflow
Elevation
Surcharge
Freeboard
Peak
Flooded
Flooded
Elevation Elevation
Attained
Depth
Attained
Flooding
Volume
Attained
Occurrence
(ft)
(ft)
(ft)
(ft)
(ft2)
(cfs)
(ft)
(ft)
(ft)
(days hh:mm)
(ac-in)
(min)
1 SCM-RISER
Junction
786.00
0.00
0.00
0.00
0.00
5.06
786.64
0.00
2.36
0 00:00
0.00
0.00
2 SEDIMENT -RISER
Junction
788.00
792.00
788.00
0.00
0.00
12.49
790.77
0.00
1.23
0 00:00
0.00
0.00
3 OUTFALL
Outtall
784.50
5.05
785.00
4 MEDIA -CHAMBER
Storage Node
788.00
791.00
788.00
0.00
5.21
790.28
0.00
0.00
5 SAND -CHAMBER
Storage Node
788.00
792.00
788.00
0.00
13.13
790.70
0.00
0.00
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Link Summary
SN Element
Element From
To (Outlet)
Length
Inlet
Outlet Average Diameter or
Manning's
Peak Design Flow
Peak Flow/ Peak Flow Peak Flow
Peak Flow
Total Time Reported
ID
Type
(Inlet)
Node
Invert
Invert
Slope
Height
Roughness
Flow
Capacity
Design Flow
Velocity
Depth
Depth/
Surcharged Condition
Node
Elevation Elevation
Ratio
Total Depth
Ratio
(ft)
(ft)
(ft)
N
(in)
(cfs)
(cfs)
(ft/sec)
(ft)
(min)
1 PIPE-5
Pipe
SEDIMENT -RISER
MEDIA -CHAMBER
16.00
788.00
788.00
0.0000
15.000
0.0120
5.21
0.55
9.42
4.25
1.25
1.00
2185.00 SURCHARGED
2 SITE-OUTFALL-LINK Pipe
SCM-RISER
OUTFALL
45.00
786.00
784.50
3.3300
18.000
0.0120
5.05
20.78
0.24
8.17
0.57
0.38
0.00 Calculated
3 SECONDARY
Orifice
SAND -CHAMBER
SEDIMENT -RISER
788.00
788.00
36.000
13.07
4 FILTER -MEDIA
Outlet
MEDIA -CHAMBER
SCM-RISER
788.00
786.00
0.08
5 PERF-RISER
Outlet
SAND -CHAMBER
SEDIMENT -RISER
788.00
788.00
8.20
6 EM-SPILLWAY
Weir
MEDIA -CHAMBER
SCM-RISER
788.00
786.00
4.99
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Subbasin Hydrology
Subbasin : {POST-CON}.POST-CON : 1
Input Data
Area(ac)........................................................ 0.25
Peak Rate Factor ........................................... 484
Weighted Curve Number ............................... 98
Rain Gage ID .................................................. LEXINGTON
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.25 - 98
Composite Area & Weighted CN 0.25 98
Subbasin Runoff Results
Total Rainfall (in) ........................................... 4.87
Total Runoff (in) ............................................ 4.63
Peak Runoff (cfs)........................................... 1.59
Weighted Curve Number ............................... 98
Time of Concentration (days hh:mm:ss) ........ 0 00:05:00
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Subbasin : (POST-CON}.POST-CON : 1
7
6.5
6
5.5
5
4.5
L 4
C
3.5
m
C
r 3
2.5
2
1.5
1
0.5
1.7
1.6
1.5
1.4
1.3
1.2
1.1
1
0.9
0.8
ry
0.7
0.6
0.5
0.4
0.3
0.2
0.1
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hrs)
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time (hrs)
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Subbasin : {POST-CON}.POST-CON : 2
Input Data
Area(ac)........................................................ 0.2
Peak Rate Factor ........................................... 484
Weighted Curve Number ............................... 97.8
Rain Gage ID .................................................. LEXINGTON
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.2 - 97.8
Composite Area & Weighted CN 0.2 97.8
Subbasin Runoff Results
Total Rainfall (in) ........................................... 4.87
Total Runoff (in) ............................................ 4.61
Peak Runoff (cfs)........................................... 1.26
Weighted Curve Number ............................... 97.8
Time of Concentration (days hh:mm:ss) ........ 0 00:05:00
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Subbasin : (POST-CON}.POST-CON : 2
7.5
7
6.5
6
5.5
5
4.5
L
C 4
E
� 3.5
3
2.5
2
1.5
1
0.5
1.35
1.3
1.25
1.2
1.15
1.1
1.05
1
0.95
0.9
0.85
0.8
0.75
U
0.7
0 0.65
C
rD 0.6
0.55
0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hrs)
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time (hrs)
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Subbasin : {POST-CON}.POST-CON : 3
Input Data
Area(ac)........................................................ 0.23
Peak Rate Factor ........................................... 484
Weighted Curve Number ............................... 93.8
Rain Gage ID .................................................. LEXINGTON
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.23 - 93.8
Composite Area & Weighted CN 0.23 93.8
Subbasin Runoff Results
Total Rainfall (in) ........................................... 4.87
Total Runoff (in) ............................................ 4.16
Peak Runoff (cfs)........................................... 1.41
Weighted Curve Number ............................... 93.8
Time of Concentration (days hh:mm:ss) ........ 0 00:05:00
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Subbasin : (POST-CON}.POST-CON : 3
7.5
7
6.5
6
5.5
5
4.5
L
C 4
E
� 3.5
3
2.5
2
1.5
1
0.5
1.55
1.5
1.45
1.4
1.35
1.3
1.25
1.2
1.15
1.1
1.05
1
0.95
0.9
w 0.85
U
0.8
0 0.75
0.7
0.65
0.6
0.55
0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hrs)
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time (hrs)
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Subbasin : {POST-CON}.POST-CON : 4
Input Data
Area(ac)........................................................ 0.14
Peak Rate Factor ........................................... 484
Weighted Curve Number ............................... 89.9
Rain Gage ID .................................................. LEXINGTON
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.14 - 89.9
Composite Area & Weighted CN 0.14 89.9
Subbasin Runoff Results
Total Rainfall (in) ........................................... 4.87
Total Runoff (in) ............................................ 3.74
Peak Runoff (cfs)........................................... 0.8
Weighted Curve Number ............................... 89.9
Time of Concentration (days hh:mm:ss) ........ 0 00:05:00
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Subbasin : (POST-CON}.POST-CON : 4
7.5
7
6.5
6
5.5
5
4.5
L
C 4
E
� 3.5
3
2.5
2
1.5
1
0.5
0.9
0.85
0.8
0.75
0.7
0.65
0.6
0.55
0.5
U
w 0.45
0
C
Y 0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hrs)
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time (hrs)
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Subbasin : {POST-CON}.POST-CON : 5
Input Data
Area(ac)........................................................ 0.27
Peak Rate Factor ........................................... 484
Weighted Curve Number ............................... 86
Rain Gage ID .................................................. LEXINGTON
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.27 - 86
Composite Area & Weighted CN 0.27 86
Subbasin Runoff Results
Total Rainfall (in) ........................................... 4.87
Total Runoff (in) ............................................ 3.35
Peak Runoff (cfs)........................................... 1.4
Weighted Curve Number ............................... 86
Time of Concentration (days hh:mm:ss) ........ 0 00:05:00
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Subbasin : (POST-CON}.POST-CON : 5
7.5
7
6.5
6
5.5
5
4.5
L
C 4
E
� 3.5
3
2.5
2
1.5
1
0.5
1.55
1.5
1.45
1.4
1.35
1.3
1.25
1.2
1.15
1.1
1.05
1
0.95
0.9
w 0.85
U
0.8
0 0.75
0.7
0.65
0.6
0.55
0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hrs)
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time (hrs)
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Subbasin : {POST-CON}.POST-CON : 6
Input Data
Area(ac)........................................................ 0.12
Peak Rate Factor ........................................... 484
Weighted Curve Number ............................... 64.9
Rain Gage ID .................................................. LEXINGTON
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.12 - 64.9
Composite Area & Weighted CN 0.12 64.9
Subbasin Runoff Results
Total Rainfall (in) ........................................... 4.87
Total Runoff (in) ............................................ 1.56
Peak Runoff (cfs)........................................... 0.29
Weighted Curve Number ............................... 64.9
Time of Concentration (days hh:mm:ss) ........ 0 00:05:00
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Subbasin : (POST-CON}.POST-CON : 6
7.5
7
6.5
6
5.5
5
4.5
L
C 4
E
� 3.5
3
2.5
2
1.5
1
0.5
0.31
0.3
0.29
0.28
0.27
0.26
0.25
0.24
0.23
0.22
0.21
0.2
0.19
0.18
0.17
0.16
0 0.15
0.14
0.13
0.12
0.11
0.1
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hrs)
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time (hrs)
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Junction Input
SN Element
Invert Ground/Rim Ground/Rim
Initial
Initial Surcharge Surcharge Ponded Minimum
ID
Elevation
(Max)
(Max)
Water
Water
Elevation
Depth
Area
Pipe
Elevation
Offset
Elevation
Depth
Cover
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft')
(in)
1 SCM-RISER
786.00
0.00
-786.00
0.00
-786.00
0.00
0.00
0.00
0.00
2 SEDIMENT -RISER
788.00
792.00
4.00
788.00
0.00
0.00
-792.00
0.00
0.00
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Junction Results
SN Element Peak Peak Max HGL Max HGL
Max
Min Average HGL Average HGL
Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth
Surcharge
Freeboard
Elevation
Depth
Max HGL Peak Flooded Flooded
Inflow Attained Attained
Depth
Attained
Attained
Attained
Occurrence Flooding Volume
Attained
Occurrence
(cfs) (cfs) (ft) (ft)
(ft)
(ft)
(ft)
(ft)
(days hh:mm) (days hh:mm) (ac-in) (min)
1 SCM-RISER 5.06 0.00 786.64 0.64 0.00 2.36 786.07 0.07 0 12:01 0 00:00 0.00 0.00
2 SEDIMENT -RISER 12.49 0.00 790.77 2.77 0.00 1.23 789.45 1.45 0 12:01 0 00:00 0.00 0.00
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Pipe Input
SN Element
Length
Inlet
Inlet
Outlet Outlet Total Average Pipe
Pipe
Pipe
Manning's Entrance Exit/Bend
Additional
Initial Flap
No. of
ID
Invert
Invert
Invert Invert Drop
Slope Shape
Diameter or
Width
Roughness Losses Losses
Losses
Flow Gate
Barrels
Elevation
Offset
Elevation Offset
Height
(ft)
(ft)
(ft)
(ft) (ft) (ft)
N
(in)
(in)
(cfs)
1 PIPE-5
16.00
788.00
0.00
788.00 0.00 0.00
0.0000 CIRCULAR
15.000
15.000
0.0120 0.5000 0.5000
0.0000
0.00 No
1
2 SITE-OUTFALL-LINK
45.00
786.00
0.00
784.50 0.00 1.50
3.3300 CIRCULAR
18.000
18.000
0.0120 0.5000 0.5000
0.0000
0.00 No
1
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Pipe Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 PIPE-5 5.21 0 12:01 0.55 9.42 4.25 0.06 1.25 1.00 2185.00 SURCHARGED
2 SITE-OUTFALL-LINK 5.05 0 12:02 20.78 0.24 8.17 0.09 0.57 0.38 0.00 Calculated
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Storage Nodes
Storage Node: MEDIA -CHAMBER
Input Data
Invert Elevation (ft)....................................................................
788.00
Max (Rim) Elevation (ft).............................................................
791.00
Max (Rim) Offset (ft)..................................................................
3.00
Initial Water Elevation (ft)..........................................................
788.00
Initial Water Depth (ft)...............................................................
0.00
Ponded Area (ft2).......................................................................
0.00
Evaporation Loss........................................................................
0.00
Storage Area Volume Curves
Storage Curve: MEDIA -CHAMBER
Stage Storage Storage
Area Volume
(ft) (ft2) (ft')
0 0
1106 553
1203 1203
1235.33 1853
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0
2.9
2.8
2.7
2.6
2.5
2A
2.3
22
2.1
2
1.9
1.8
1.7
1.6
1.5
R
jn 1 A
1.3
12
1.1
1
0.9
0.8
0.7
0.6
0.5
OA
0.3
02
0.1
Storage Area Volume Curves
Storage Volume (W)
0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 1,500 1,600 1,700 1,800
0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200
Storage Area (ft')
Storage Area — Storage Volume
1.9
1.8
1.7
1.E
M
1.4
1.2
1.2
1.1
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Storage Node: MEDIA -CHAMBER (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest
ID Type Gate Elevation Offset
(ft) (ft)
1 EM-SPILLWAY Rectangular No 790.00 2.00
Output Summary Results
Peak Inflow (cfs).........................................................................
5.21
Peak Lateral Inflow (cfs).............................................................
0
Peak Outflow (cfs)......................................................................
5.06
Peak Exfiltration Flow Rate (cfm)................................................
0
Max HGL Elevation Attained (ft).................................................
790.28
Max HGL Depth Attained (ft)......................................................
2.28
Average HGL Elevation Attained (ft)...........................................
789.58
Average HGL Depth Attained (ft)................................................
1.58
Time of Max HGL Occurrence (days hh:mm) ..............................
0 12:01
Total Exfiltration Volume (1000-ft3)............................................
0
Total Flooded Volume (ac-in).....................................................
0
Total Time Flooded (min)...........................................................
0
Total Retention Time (sec)..........................................................
0
Length Weir Total Discharge
Height Coefficient
(ft) (ft)
10.00 1.00 3.33
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Storage Node: SAND -CHAMBER
Input Data
Invert Elevation (ft)....................................................................
788.00
Max (Rim) Elevation (ft).............................................................
792.00
Max (Rim) Offset (ft)..................................................................
4.00
Initial Water Elevation (ft)..........................................................
788.00
Initial Water Depth (ft)...............................................................
0.00
Ponded Area (ft2).......................................................................
0.00
Evaporation Loss........................................................................
0.00
Storage Area Volume Curves
Storage Curve: SAND -CHAMBER
Stage Storage Storage
Area Volume
(ft) (ft2) (ft')
0 0
0
1 1524
762
2 1848
1848
3 2214
3321
4 2638.5
5277
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3
3
3
3
3
3
3
3
3
2
2
2
2
2
2
2
2
w 2
w
r 1
N
1
1
1
1
1
1
1
1
0
0
0
0
0
0
0
0
0
Storage Area Volume Curves
Storage Volume (f )
D 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000
4 -___. ---_. ___.. ____ _.___ __.__ __._ __. ____. _.
.9
.8
.7
.6
.5
.4
.3
.2
.1
.9
.8
.7
.6
.5
.3
.2
.8
.7
.6
.5
.4
.3
.2
.6
-5
-4
-3
-2
-1
4
____. ---_. ___.. ____ _.___ __.__ __._ __. _. _. _3.9
____. ---_. ___.. ____ _.___ __.__ __._ __. ____. _. _._3.8
____. ---_. ___.. ____ _.___ __.__ __._ __. _. __._3.7
____. ---_. ___.. ____ _.___ __.__ __._ __. ____. _. __._3.6
13.3
____. ---_. ___.. ____ _.___ __.__ __._ __. _. _. __._3.5
____. ---_. ___.. ____ _.___ __.__ __._ __. - _.. _. __._3.4
____. ---_. ___.. ____ _.___ __.__ __._ __. ____. __._
____. ---_. ___.. ____ _.___ __.__ __._ _. __.__
3.2
____. ---_. ___.. ____ _.___ __.__ __._ __. ____. __.__
3.1
3 -___. ---_. ___.. ____ _.___ __.__ __.. __. _. _. __.__
3
____. ---_. ___.. ____ _.___ __.__ __. ____. _. __.__
2.9
____. ---_. ___.. ____ _.___ __.__ _._ __. _. _. __.__
2.8
____. ---_. ___.. ____ _.___ __.__ __._ __. ____. _. __.__
2.7
____. ---_. ___.. ____ _.___ - __._ __. _. __.__
2.6
____. ---_. ___.. ____ _.___ _ __._ __. -_ _. _. __.__
2.5
4 ............ ............ .............. .............. ............ ........... ............ ...........-........ :....... :..................
2.4
____. ---_. ___.. ____ _.. __.__ __._ __. ____. _. __.__
2.3
____. ---_. ___.. ____ - __.__ __._ __. _. _. __.__
2.2
.1 ____. ---_. ___.. ____ _.___ __.__ __._____ ____. _. __.__
2.1
2 -___. ---_. ___.. __. _.___ __.__ __._ ____. _. __.__
2
.9 ____. ---_. ___.. _.___ __.__ __._ _. _. __.__
1.9
____. ---_. ___.. __ _.___ __.__ __._ - ____. _. __.__
1.8
____. ---_. ___.. ____ _.___ __.__ __._ __. _. _. __.__
1.7
............ ............ .............. .............. ............ ........... ........... :.......... _........ :....... ..................
1.6
____. ---_. _. ____ _.___ __.__ __._ ____. _. _. __.__
1.5
____. ---_. ____ _.___ __.__ __._ __. ____. _. __.__
1.4
____. ---- ---. ____ _.___ __.__ _. __. _. _. __.__
1.3
____. ---_. ___.. ____ _.___ __.__ __. ____. _. __.__
1.2
.9 ____. _. ___.. ____ _.___ __._ __. _. _. __.__
0.9
.8 ____. ___. ___.. ____ _.___ __.__ __._ __. ____. _. __.__
0.8
.7 ____. ---_. ___.. ____ - __.__ __._ __. _. _. __.__
0.7
____. ---_. ___.. _.___ __.__ __._ __. _. _. __.__
0.6
-- ---_. ___.. ____ _.___ __.__ __._____. ____. _. __.__
0.5
- ---_. ____ _.___ __.__ __._ __. _. _. __.__
0.4
- - ___.. ____ _.___ __.__ __._ __. ____. _. __.__
0.3
___. __._. ___.. ____ _.___ __.__ __._ __. _. _. __.._
0.2
---_. ___.. ____ _.___ __.__ __._ __. ____. _. __.._
0.1
0
0
D 200 400 600 800 1,000 1,200 11400 11600 1,800 2,000 2,200 2,400 2,600
Storage Area (fY)
Storage Area - Storage Volume
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Storage Node: SAND -CHAMBER (continued)
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(in) (in) (in) (ft)
1 SECONDARY Bottom Rectangular No 36.00 36.00 790.00 0.63
Output Summary Results
Peak Inflow (cfs).........................................................................
13.13
Peak Lateral Inflow (cfs).............................................................
6.75
Peak Outflow (cfs)......................................................................
11.56
Peak Exfiltration Flow Rate (cfm)................................................
0
Max HGL Elevation Attained (ft).................................................
790.7
Max HGL Depth Attained (ft)......................................................
2.7
Average HGL Elevation Attained (ft)...........................................
789.68
Average HGL Depth Attained (ft)................................................
1.68
Time of Max HGL Occurrence (days hh:mm) ..............................
0 12:01
Total Exfiltration Volume (1000-ft3)............................................
0
Total Flooded Volume (ac-in).....................................................
0
Total Time Flooded (min)...........................................................
0
Total Retention Time (sec)..........................................................
0
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Post -construction 100 Year, 24 Hour
BREC, P.A. Dollar General — Store #08606 17

Project Description
File Name ................................................... POST-CON-ROUTING_UST_03292023.SPF
Description ................................................. Folders\PROJECTS\BREC\PROJECTS\316_TERAMORE_DEVELOPMENT
\3161132022_DOLLAR_GENERAL_LEXINGTON_BIESECKER_ROAD\PR
Project Options
Flow Units ..................................................
CFS
Elevation Type ............................................
Elevation
Hydrology Method .....................................
SCS TR-55
Time of Concentration (TOC) Method .........
User -Defined
Link Routing Method ..................................
Hydrodynamic
Enable Overflow Ponding at Nodes ............
YES
Skip Steady State Analysis Time Periods .....
NO
Analysis Options
Start Analysis On ........................................
00:00:00
0:00:00
End Analysis On ..........................................
00:00:00
0:00:00
Start Reporting On .....................................
00:00:00
0:00:00
Antecedent Dry Days ..................................
0
days
Runoff (Dry Weather) Time Step ................
0 01:00:00
days hh:mm:ss
Runoff (Wet Weather) Time Step ...............
0 00:05:00
days hh:mm:ss
Reporting Time Step ...................................
0 00:00:05
days hh:mm:ss
Routing Time Step ......................................
5
seconds
Number of Elements
my
RainGages .................................................
1
Subbasins....................................................
6
Nodes..........................................................
5
Junctions ............................................
2
Outfalls..............................................
1
Flow Diversions ..................................
0
Inlets..................................................
0
Storage Nodes ....................................
2
Links............................................................
6
Channels ............................................
0
Pipes..................................................
2
Pumps................................................
0
Orifices...............................................
1
Weirs..................................................
1
Outlets...............................................
2
Pollutants...................................................
0
LandUses ...................................................
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain
ID Source ID Type Units
State County Return Rainfall Rainfall
Period Depth Distribution
(years) (inches)
1 LEXINGTON Time Series 100YR-24HR Cumulative inches North Carolina Davidson 100.00 7.15 SCS Type II 24-hr
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Subbasin Summary
SN Subbasin
Area Peak Rate Weighted
Total
Total
Total
Peak
Time of
ID
Factor
Curve
Rainfall
Runoff
Runoff
Runoff
Concentration
Number
Volume
(ac)
(in)
(in)
(ac-in)
(cfs)
(days hh:mm:ss)
1 {POST-CON).POST-CON : 1
0.25
484.00
98.00
7.15
6.91
1.73
2.35
0 00:05:00
2 {POST-CON).POST-CON : 2
0.20
484.00
97.80
7.15
6.89
1.38
1.86
0 00:05:00
3 {POST-CON).POST-CON : 3
0.23
484.00
93.80
7.15
6.41
1.47
2.12
0 00:05:00
4 {POST-CON).POST-CON : 4
0.14
484.00
89.90
7.15
5.96
0.83
1.24
0 00:05:00
5 {POST-CON).POST-CON : 5
0.27
484.00
86.00
7.15
5.51
1.49
2.25
0 00:05:00
6 {POST-CON).POST-CON : 6
0.12
484.00
64.90
7.15
3.21
0.38
0.62
0 00:05:00
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Node Summary
SN Element
Element
Invert Ground/Rim
Initial Surcharge Ponded
Peak Max HGL
Max
Min
Time of
Total Total Time
ID
Type
Elevation
(Max)
Water
Elevation
Area
Inflow
Elevation
Surcharge
Freeboard
Peak
Flooded
Flooded
Elevation Elevation
Attained
Depth
Attained
Flooding
Volume
Attained
Occurrence
(ft)
(ft)
(ft)
(ft)
(ft2)
(cfs)
(ft)
(ft)
(ft)
(days hh:mm)
(ac-in)
(min)
1 SCM-RISER
Junction
786.00
0.00
0.00
0.00
0.00
7.36
786.82
0.00
2.18
0 00:00
0.00
0.00
2 SEDIMENT -RISER
Junction
788.00
792.00
788.00
0.00
0.00
12.50
791.31
0.00
0.69
0 00:00
0.00
0.00
3 OUTFALL
Outtall
784.50
7.36
785.12
4 MEDIA -CHAMBER
Storage Node
788.00
791.00
788.00
0.00
7.26
790.36
0.00
0.00
5 SAND -CHAMBER
Storage Node
788.00
792.00
788.00
0.00
12.80
791.41
0.00
0.00
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Link Summary
SN Element
Element From
To (Outlet)
Length
Inlet
Outlet Average Diameter or
Manning's
Peak Design Flow
Peak Flow/ Peak Flow Peak Flow
Peak Flow
Total Time Reported
ID
Type
(Inlet)
Node
Invert
Invert
Slope
Height
Roughness
Flow
Capacity
Design Flow
Velocity
Depth
Depth/
Surcharged Condition
Node
Elevation Elevation
Ratio
Total Depth
Ratio
(ft)
(ft)
(ft)
N
(in)
(cfs)
(cfs)
(ft/sec)
(ft)
(min)
1 PIPE-5
Pipe
SEDIMENT -RISER
MEDIA -CHAMBER
16.00
788.00
788.00
0.0000
15.000
0.0120
7.26
0.55
13.13
5.92
1.25
1.00
2241.00 SURCHARGED
2 SITE-OUTFALL-LINK Pipe
SCM-RISER
OUTFALL
45.00
786.00
784.50
3.3300
18.000
0.0120
7.36
20.78
0.35
8.79
0.72
0.48
0.00 Calculated
3 SECONDARY
Orifice
SAND -CHAMBER
SEDIMENT -RISER
788.00
788.00
36.000
12.80
4 FILTER -MEDIA
Outlet
MEDIA -CHAMBER
SCM-RISER
788.00
786.00
0.08
5 PERF-RISER
Outlet
SAND -CHAMBER
SEDIMENT -RISER
788.00
788.00
8.20
6 EM-SPILLWAY
Weir
MEDIA -CHAMBER
SCM-RISER
788.00
786.00
7.28
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Subbasin Hydrology
Subbasin : {POST-CON}.POST-CON : 1
Input Data
Area(ac)........................................................ 0.25
Peak Rate Factor ........................................... 484
Weighted Curve Number ............................... 98
Rain Gage ID .................................................. LEXINGTON
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.25 - 98
Composite Area & Weighted CN 0.25 98
Subbasin Runoff Results
Total Rainfall (in) ........................................... 7.15
Total Runoff (in) ............................................ 6.91
Peak Runoff (cfs)........................................... 2.35
Weighted Curve Number ............................... 98
Time of Concentration (days hh:mm:ss) ........ 0 00:05:00
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Subbasin : (POST-CON}.POST-CON : 1
10
9.5
9
8.5
8
7.5
7
6.5
6
5.5
5
m
4.5
4
3.5
3
2.5
2
1.5
1
0.5
2
2
2
2
2
0
0
0
0
0
0
0
0
0
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hrs)
Runoff Hydrograph
4
3
2
1
2
9
B
7
6
5
4
3
2
1
1
9
B
7
6
5
4
3
2
1
U 1 4 b ts lU 12 14 1b its LU LL L4 Lti Lts JU JL J4 Jb its 4U 42 44 4ti
Time (hrs)
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Subbasin : {POST-CON}.POST-CON : 2
Input Data
Area(ac)........................................................ 0.2
Peak Rate Factor ........................................... 484
Weighted Curve Number ............................... 97.8
Rain Gage ID .................................................. LEXINGTON
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.2 - 97.8
Composite Area & Weighted CN 0.2 97.8
Subbasin Runoff Results
Total Rainfall (in) ........................................... 7.15
Total Runoff (in) ............................................ 6.89
Peak Runoff (cfs)........................................... 1.86
Weighted Curve Number ............................... 97.8
Time of Concentration (days hh:mm:ss) ........ 0 00:05:00
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Subbasin : (POST-CON}.POST-CON : 2
10.5
10
9.5
9
8.5
8
7.5
7
6.5
L 6
C
�. 5.5
5
C
rM 4.5
4
3.5
3
2.5
2
1.5
1
0.5
1
1
1
1
1
1
1
1
U
O
0
0
0
0
0
0
0
0
0
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hrs)
Runoff Hydrograph
9
B
7
6
5
4
3
2
1
1
9
B
7
6
5
4
3
2
1
U 2 4 b tl lU 12 14 iti its LU 22 24 2b Lti JU J2 J4 Jb its 4U 42 44 4b
Time (hrs)
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Subbasin : {POST-CON}.POST-CON : 3
Input Data
Area(ac)........................................................ 0.23
Peak Rate Factor ........................................... 484
Weighted Curve Number ............................... 93.8
Rain Gage ID .................................................. LEXINGTON
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.23 - 93.8
Composite Area & Weighted CN 0.23 93.8
Subbasin Runoff Results
Total Rainfall (in) ........................................... 7.15
Total Runoff (in) ............................................ 6.41
Peak Runoff (cfs)........................................... 2.12
Weighted Curve Number ............................... 93.8
Time of Concentration (days hh:mm:ss) ........ 0 00:05:00
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Subbasin : (POST-CON}.POST-CON : 3
10.5
10
9.5
9
8.5
8
7.5
7
6.5
L 6
C
�. 5.5
5
C
rM 4.5
4
3.5
3
2.5
2
1.5
1
0.5
2
2
2
1
1
1
1
1
1
� 1
1
0 1
C
J
0
0
0
0
0
0
0
0
0
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hrs)
Runoff Hydrograph
2
1
2
9
B
7
6
5
4
3
2
1
1
9
B
7
6
5
4
3
2
1
U 2 4 b ts lU 12 14 1b its LU 22 24 2b Lts JU J2 J4 Jb its 4U 42 44 4b
Time (hrs)
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Subbasin : {POST-CON}.POST-CON : 4
Input Data
Area(ac)........................................................ 0.14
Peak Rate Factor ........................................... 484
Weighted Curve Number ............................... 89.9
Rain Gage ID .................................................. LEXINGTON
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.14 - 89.9
Composite Area & Weighted CN 0.14 89.9
Subbasin Runoff Results
Total Rainfall (in) ........................................... 7.15
Total Runoff (in) ............................................ 5.96
Peak Runoff (cfs)........................................... 1.24
Weighted Curve Number ............................... 89.9
Time of Concentration (days hh:mm:ss) ........ 0 00:05:00
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Subbasin : (POST-CON}.POST-CON : 4
10.5
10
9.5
9
8.5
8
7.5
7
6.5
L 6
C
�. 5.5
5
C
rM 4.5
4
3.5
3
2.5
2
1.5
1
0.5
OA
0
OA
0
0.
6 0
w 0.(
0
0
0.t
0
0.,
0
0.:
0
0.;
0
0.'
0
0.(
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hrs)
Runoff Hydrograph
5
2
5
1
5
1
5
9
5
8
5
7
5
6
5
5
5
4
5
3
5
2
5
1
5
U 2 4 b ts lU 12 14 1b its LU 22 24 2b Lts JU J2 J4 Jb its 4U 42 44 4b
Time (hrs)
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Subbasin : {POST-CON}.POST-CON : 5
Input Data
Area(ac)........................................................ 0.27
Peak Rate Factor ........................................... 484
Weighted Curve Number ............................... 86
Rain Gage ID .................................................. LEXINGTON
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.27 - 86
Composite Area & Weighted CN 0.27 86
Subbasin Runoff Results
Total Rainfall (in) ........................................... 7.15
Total Runoff (in) ............................................ 5.51
Peak Runoff (cfs)........................................... 2.25
Weighted Curve Number ............................... 86
Time of Concentration (days hh:mm:ss) ........ 0 00:05:00
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Subbasin : (POST-CON}.POST-CON : 5
10.5
10
9.5
9
8.5
8
7.5
7
6.5
L 6
C
�. 5.5
5
C
rM 4.5
4
3.5
3
2.5
2
1.5
1
0.5
2
2
2
2
1
1
1
1
1
1
U 1
0
� 1
0
0
0
0
0
0
0
0
0
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hrs)
Runoff Hydrograph
3
2
1
2
9
B
7
6
5
4
3
2
1
1
9
B
7
6
5
4
3
2
1
U 1 4 b ts lU iL i4 iti its LU LL L4 Zb Lts JU JL J4 Jb its 4U 42 44 4b
Time (hrs)
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Subbasin : {POST-CON}.POST-CON : 6
Input Data
Area(ac)........................................................ 0.12
Peak Rate Factor ........................................... 484
Weighted Curve Number ............................... 64.9
Rain Gage ID .................................................. LEXINGTON
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.12 - 64.9
Composite Area & Weighted CN 0.12 64.9
Subbasin Runoff Results
Total Rainfall (in) ........................................... 7.15
Total Runoff (in) ............................................ 3.21
Peak Runoff (cfs)........................................... 0.62
Weighted Curve Number ............................... 64.9
Time of Concentration (days hh:mm:ss) ........ 0 00:05:00
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Subbasin : (POST-CON}.POST-CON : 6
10.5
10
9.5
9
8.5
8
7.5
7
6.5
L 6
C
�. 5.5
5
C
rM 4.5
4
3.5
3
2.5
2
1.5
1
0.5
0.7
0.65
0.6
0.55
0.5
0.45
0.4
U
w 0.35
0
C
J
0.3
0.25
0.2
0.15
0.1
0.05
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hrs)
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time (hrs)
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Junction Input
SN Element
Invert Ground/Rim Ground/Rim
Initial
Initial Surcharge Surcharge Ponded Minimum
ID
Elevation
(Max)
(Max)
Water
Water
Elevation
Depth
Area
Pipe
Elevation
Offset
Elevation
Depth
Cover
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft')
(in)
1 SCM-RISER
786.00
0.00
-786.00
0.00
-786.00
0.00
0.00
0.00
0.00
2 SEDIMENT -RISER
788.00
792.00
4.00
788.00
0.00
0.00
-792.00
0.00
0.00
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Junction Results
SN Element Peak Peak Max HGL Max HGL
Max
Min Average HGL Average HGL
Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth
Surcharge
Freeboard
Elevation
Depth
Max HGL Peak Flooded Flooded
Inflow Attained Attained
Depth
Attained
Attained
Attained
Occurrence Flooding Volume
Attained
Occurrence
(cfs) (cfs) (ft) (ft)
(ft)
(ft)
(ft)
(ft)
(days hh:mm) (days hh:mm) (ac-in) (min)
1 SCM-RISER 7.36 0.00 786.82 0.82 0.00 2.18 786.08 0.08 0 12:02 0 00:00 0.00 0.00
2 SEDIMENT -RISER 12.50 0.00 791.31 3.31 0.00 0.69 789.50 1.50 0 12:01 0 00:00 0.00 0.00
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Pipe Input
SN Element
Length
Inlet
Inlet
Outlet Outlet Total Average Pipe
Pipe
Pipe
Manning's Entrance Exit/Bend
Additional
Initial Flap
No. of
ID
Invert
Invert
Invert Invert Drop
Slope Shape
Diameter or
Width
Roughness Losses Losses
Losses
Flow Gate
Barrels
Elevation
Offset
Elevation Offset
Height
(ft)
(ft)
(ft)
(ft) (ft) (ft)
N
(in)
(in)
(cfs)
1 PIPE-5
16.00
788.00
0.00
788.00 0.00 0.00
0.0000 CIRCULAR
15.000
15.000
0.0120 0.5000 0.5000
0.0000
0.00 No
1
2 SITE-OUTFALL-LINK
45.00
786.00
0.00
784.50 0.00 1.50
3.3300 CIRCULAR
18.000
18.000
0.0120 0.5000 0.5000
0.0000
0.00 No
1
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Pipe Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 PIPE-5 7.26 0 12:01 0.55 13.13 5.92 0.05 1.25 1.00 2241.00 SURCHARGED
2 SITE-OUTFALL-LINK 7.36 0 12:02 20.78 0.35 8.79 0.09 0.72 0.48 0.00 Calculated
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Storage Nodes
Storage Node: MEDIA -CHAMBER
Input Data
Invert Elevation (ft)....................................................................
788.00
Max (Rim) Elevation (ft).............................................................
791.00
Max (Rim) Offset (ft)..................................................................
3.00
Initial Water Elevation (ft)..........................................................
788.00
Initial Water Depth (ft)...............................................................
0.00
Ponded Area (ft2).......................................................................
0.00
Evaporation Loss........................................................................
0.00
Storage Area Volume Curves
Storage Curve: MEDIA -CHAMBER
Stage Storage Storage
Area Volume
(ft) (ft2) (ft')
0 0
1106 553
1203 1203
1235.33 1853
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0
2.9
2.8
2.7
2.6
2.5
2A
2.3
22
2.1
2
1.9
1.8
1.7
1.6
1.5
R
jn 1 A
1.3
12
1.1
1
0.9
0.8
0.7
0.6
0.5
OA
0.3
02
0.1
Storage Area Volume Curves
Storage Volume (W)
0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 1,500 1,600 1,700 1,800
0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200
Storage Area (ft')
Storage Area — Storage Volume
1.9
1.8
1.7
1.E
M
1.4
1.2
1.2
1.1
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Storage Node: MEDIA -CHAMBER (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest
ID Type Gate Elevation Offset
(ft) (ft)
1 EM-SPILLWAY Rectangular No 790.00 2.00
Output Summary Results
Peak Inflow (cfs).........................................................................
7.26
Peak Lateral Inflow (cfs).............................................................
0
Peak Outflow (cfs)......................................................................
7.36
Peak Exfiltration Flow Rate (cfm)................................................
0
Max HGL Elevation Attained (ft).................................................
790.36
Max HGL Depth Attained (ft)......................................................
2.36
Average HGL Elevation Attained (ft)...........................................
789.62
Average HGL Depth Attained (ft)................................................
1.62
Time of Max HGL Occurrence (days hh:mm) ..............................
0 12:02
Total Exfiltration Volume (1000-ft3)............................................
0
Total Flooded Volume (ac-in).....................................................
0
Total Time Flooded (min)...........................................................
0
Total Retention Time (sec)..........................................................
0
Length Weir Total Discharge
Height Coefficient
(ft) (ft)
10.00 1.00 3.33
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Storage Node: SAND -CHAMBER
Input Data
Invert Elevation (ft)....................................................................
788.00
Max (Rim) Elevation (ft).............................................................
792.00
Max (Rim) Offset (ft)..................................................................
4.00
Initial Water Elevation (ft)..........................................................
788.00
Initial Water Depth (ft)...............................................................
0.00
Ponded Area (ft2).......................................................................
0.00
Evaporation Loss........................................................................
0.00
Storage Area Volume Curves
Storage Curve: SAND -CHAMBER
Stage Storage Storage
Area Volume
(ft) (ft2) (ft')
0 0
0
1 1524
762
2 1848
1848
3 2214
3321
4 2638.5
5277
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3
3
3
3
3
3
3
3
3
2
2
2
2
2
2
2
2
w 2
w
r 1
N
1
1
1
1
1
1
1
1
0
0
0
0
0
0
0
0
0
Storage Area Volume Curves
Storage Volume (f )
D 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000
4 -___. ---_. ___.. ____ _.___ __.__ __._ __. ____. _.
.9
.8
.7
.6
.5
.4
.3
.2
.1
.9
.8
.7
.6
.5
.3
.2
.8
.7
.6
.5
.4
.3
.2
.6
-5
-4
-3
-2
-1
4
____. ---_. ___.. ____ _.___ __.__ __._ __. _. _. _3.9
____. ---_. ___.. ____ _.___ __.__ __._ __. ____. _. _._3.8
____. ---_. ___.. ____ _.___ __.__ __._ __. _. __._3.7
____. ---_. ___.. ____ _.___ __.__ __._ __. ____. _. __._3.6
13.3
____. ---_. ___.. ____ _.___ __.__ __._ __. _. _. __._3.5
____. ---_. ___.. ____ _.___ __.__ __._ __. - _.. _. __._3.4
____. ---_. ___.. ____ _.___ __.__ __._ __. ____. __._
____. ---_. ___.. ____ _.___ __.__ __._ _. __.__
3.2
____. ---_. ___.. ____ _.___ __.__ __._ __. ____. __.__
3.1
3 -___. ---_. ___.. ____ _.___ __.__ __.. __. _. _. __.__
3
____. ---_. ___.. ____ _.___ __.__ __. ____. _. __.__
2.9
____. ---_. ___.. ____ _.___ __.__ _._ __. _. _. __.__
2.8
____. ---_. ___.. ____ _.___ __.__ __._ __. ____. _. __.__
2.7
____. ---_. ___.. ____ _.___ - __._ __. _. __.__
2.6
____. ---_. ___.. ____ _.___ _ __._ __. -_ _. _. __.__
2.5
4 ............ ............ .............. .............. ............ ........... ............ ...........-........ :....... :..................
2.4
____. ---_. ___.. ____ _.. __.__ __._ __. ____. _. __.__
2.3
____. ---_. ___.. ____ - __.__ __._ __. _. _. __.__
2.2
.1 ____. ---_. ___.. ____ _.___ __.__ __._____ ____. _. __.__
2.1
2 -___. ---_. ___.. __. _.___ __.__ __._ ____. _. __.__
2
.9 ____. ---_. ___.. _.___ __.__ __._ _. _. __.__
1.9
____. ---_. ___.. __ _.___ __.__ __._ - ____. _. __.__
1.8
____. ---_. ___.. ____ _.___ __.__ __._ __. _. _. __.__
1.7
............ ............ .............. .............. ............ ........... ........... :.......... _........ :....... ..................
1.6
____. ---_. _. ____ _.___ __.__ __._ ____. _. _. __.__
1.5
____. ---_. ____ _.___ __.__ __._ __. ____. _. __.__
1.4
____. ---- ---. ____ _.___ __.__ _. __. _. _. __.__
1.3
____. ---_. ___.. ____ _.___ __.__ __. ____. _. __.__
1.2
.9 ____. _. ___.. ____ _.___ __._ __. _. _. __.__
0.9
.8 ____. ___. ___.. ____ _.___ __.__ __._ __. ____. _. __.__
0.8
.7 ____. ---_. ___.. ____ - __.__ __._ __. _. _. __.__
0.7
____. ---_. ___.. _.___ __.__ __._ __. _. _. __.__
0.6
-- ---_. ___.. ____ _.___ __.__ __._____. ____. _. __.__
0.5
- ---_. ____ _.___ __.__ __._ __. _. _. __.__
0.4
- - ___.. ____ _.___ __.__ __._ __. ____. _. __.__
0.3
___. __._. ___.. ____ _.___ __.__ __._ __. _. _. __.._
0.2
---_. ___.. ____ _.___ __.__ __._ __. ____. _. __.._
0.1
0
0
D 200 400 600 800 1,000 1,200 11400 11600 1,800 2,000 2,200 2,400 2,600
Storage Area (fY)
Storage Area - Storage Volume
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Storage Node: SAND -CHAMBER (continued)
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(in) (in) (in) (ft)
1 SECONDARY Bottom Rectangular No 36.00 36.00 790.00 0.63
Output Summary Results
Peak Inflow (cfs).........................................................................
12.8
Peak Lateral Inflow (cfs).............................................................
10.44
Peak Outflow (cfs)......................................................................
11.46
Peak Exfiltration Flow Rate (cfm)................................................
0
Max HGL Elevation Attained (ft).................................................
791.41
Max HGL Depth Attained (ft)......................................................
3.41
Average HGL Elevation Attained (ft)...........................................
789.73
Average HGL Depth Attained (ft)................................................
1.73
Time of Max HGL Occurrence (days hh:mm) ..............................
0 12:01
Total Exfiltration Volume (1000-ft3)............................................
0
Total Flooded Volume (ac-in).....................................................
0
Total Time Flooded (min)...........................................................
0
Total Retention Time (sec)..........................................................
0
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SHWT Report
BREC, P.A. Dollar General — Store #08606 18

PIEDMONT
4: ENVIRONMENTAL
ASSOC I A T E S, P. A.
11/09/2022
Teramore
c/o: Joe Strickland
214 Klumac Rd Ste 101
Salisbury, NC 28146
Project # 3835
This report details the findings of a seasonally high-water table evaluation at 10 Biesecker Road,
Lexington NC. Your office gave the location of the proposed storm water control measure
(SCM). James L Beeson, Licensed Soil Scientist 91114, conducted the evaluation in October
2022. The results were as follows:
Seasonally High -Water Table Soil Borings
Soil borings were conducted at the locations specified on the attached map, and the depth to the
seasonally high-water table (SHWT) was determined by observing soil indicators, also known as
redoximorphic features.
Boring 91 is located at 1,628,253.92E 765,127.99N ft 789 ft elevation.
The depth to the seasonally high-water table is 36 inches below the surface.
The elevation of the seasonally high-water table at this location is 786 feet
Boring 92 is located at 1,628,257.99E 765,027.92N ft 797 ft elevation.
The depth to the seasonally high-water table is greater than 12 feet below the
surface.
The elevation of the seasonally high-water table at this location is below 785
feet.
The proposed site currently is occupied by a structure which was built on fill material. Boring 91
is north of the fill material in native soil. For this reason, I would use the elevation of the
seasonally high-water table to be 786 feet. Piedmont Environmental Associates, PA is pleased to
perform this work for you. If you have any questions, please feel free to call [phone].
Sincerely,
James L Beeson
N.C. Licensed Soil Scientist #1114
216 S. Swing Rd., Suite 1 Greensboro, NC 27409 336-215-8820

Biesecker Rd Dollar General
PIEDMONT Job# 38356
ENVIRONMENTAL Gr S. swing Rd. suite 1 Date: 91612022
n s s o c i A T E s. P. A. Greensboro, NC om Client: Teramore
piedmantsoil.cCounty: Davidson
44 1
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I I

Soils Report
BREC, P.A. Dollar General — Store #08606 19

GEOTECHNICAL ENGINEERING REPORT
Proposed Dollar General Store
PIN ID 6726-02-85-1140, 6726-02-85-2011,
and 6726-04-84-1905
8 Biesecker RD
Lexington, Davidson County, North Carolina
CVET Project No. 22-623
September 16, 2022
PREPARED FOR:
Teramore Development, LLC
PO Box 6460
Thomasville, GA 31758
PREPARED BY:
CATAWBA VALLEY
ENGINEERING & TESTING
GEOTECHNICAL • CONSTRUCTION MATERIALS • ENVIRONMENTAL

V
CATAWBA VALLEY
ENGINEERING & TESTING
PO Box 747
Hickory, NC 28603
308 15th St. SE
Suite 2
Hickory, NC 28602
828 578 9972 O
828 322 1801 F
NC Firm No. C-3833
SC Firm No. 5201
Geotechnical Engineering
Environmental Services
CMT/Specia I Inspections
September 16, 2022
Danielle Stewart
Teramore Development
PO Box 6460
Thomasville, GA 31758
d stewa rt@ to ra m o re . net
Re: Geotechnical Engineering Report
Proposed Dollar General Store
PIN ID 6726-02-85-1140, 6726-02-85-2011, and 6726-04-84-1905
8 Biesecker Road
Lexington, Davidson County, North Carolina
CVET Project No.: 22-623
Dear Mrs. Stewart:
Catawba Valley Engineering and Testing (CVET) is pleased to submit to you
our Geotechnical Engineering Report for the proposed Dollar General Store
located at the intersection of Bisecker road and Winston Road in Lexington,
North Carolina. This report presents the findings of our subsurface
exploration and provides geotechnical recommendations for design and
construction of the project.
CVET appreciates the opportunity to provide our geotechnical engineering
services for this project. If you have any questions regarding the contents
of this report, or if we can provide additional services for the project such
as construction materials testing or special inspection observations, please
do not hesitate to contact us.
Sincerely, ,,,,,
1f ........ ++.
CATAWBA VALLEY ENGINEERING AND TES
SEAL -
s�i 041419 :rr5
9/16/2022
C y Dobbins, E.I David M. LeGrand, Jr., P.E.
Project Manager Principal Engineer
NC 041419

Project Name: Proposed Dollar General Store
Location: Lexington, Davidson County, North Carolina
Date: September 16, 2022
Project No.: 22-623
TABLE OF CONTENTS
1.0
PURPOSE AND SCOPE OF WORK..................................................................................
1
2.0
PROJECT INFORMATION................................................................................................
1
3.0
EXPLORATION PROCEDURES.......................................................................................
1
3.1
Field Exploration..............................................................................................................
1
3.2
Laboratory Testing...........................................................................................................
2
4.0
SUBSURFACE CONDITIONS..........................................................................................
2
4.1
Site Geology.....................................................................................................................
2
4.2
Soils..................................................................................................................................3
4.3
Partially Weathered Bedrock (PWR) and Bedrock..........................................................
3
4.4
Groundwater.....................................................................................................................3
5.0
RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ...................................
4
5.1
Site Preparation................................................................................................................
4
5.2
Earthwork.........................................................................................................................
5
5.3
Groundwater Control........................................................................................................
6
5.4
Foundations......................................................................................................................
6
5.5
Floor / Concrete Slabs......................................................................................................
7
5.6
Pavements.........................................................................................................................8
5.7
Construction Materials Testing and Special Inspections .................................................
9
6.0
LIMITATIONS....................................................................................................................
9
APPENDIX A — PROJECT FIGURES............................................................................................
iii
APPENDIX B — BORING LOGS.....................................................................................................
v
APPENDIX C — SOIL LABORATORY RESULTS.........................................................................
vi

Project Name: Proposed Dollar General Store
Location: Lexington, Davidson County, North Carolina
Date: September 16, 2022
Project No.: 22-623
1.0 PURPOSE AND SCOPE OF WORK
The purpose of the subsurface exploration and geotechnical engineering evaluation was
to explore the subsurface conditions at the site, collect representative samples of soil for
examination in our laboratory, and provide conclusions and recommendations for design
and construction of the proposed Dollar General Store located at the intersection of
Biesecker Road and Winston Road in Lexington, North Carolina. CVET's scope of work
included the following:
• Drilling of nine (9) soil test borings;
• Collection of representative samples of soil from the soil test borings;
• Classification of collected soil samples and laboratory testing as necessary;
• Preparation of boring logs, boring location plan, and general subsurface profile;
• Evaluation of the encountered subsurface conditions at the site; and
• Preparation of this geotechnical report.
2.0 PROJECT INFORMATION
The project consists of the subsurface exploration and geotechnical engineering
evaluation to aid in the design and construction of the proposed Dollar General Store
located at the intersection of Biesecker Road and Winston Road in Lexington, North
Carolina. Existing site grades generally slope down gradient from south east to
northwest. Elevations range from approximately 787 to 800 feet above mean sea level
(amsl). At the time of this report, a grading plan was not provided; therefore we estimate
the finished floor elevation (FFE) to be approximately 794 feet amsl. Based upon the
anticipated FFE, we anticipate maximum cut and fill depths on the order of approximately
6 and 7 feet, respectively.
3.0 EXPLORATION PROCEDURES
Exploration procedures for this project included drilling test borings at the site and
laboratory testing of representative soil samples at our laboratory in Hickory, North
Carolina.
3.1 Field Exploration
The subsurface conditions at the site were explored by drilling nine (9) soil test borings
(denoted B01 to B09) at the locations indicated on Figure 2 — Boring Location Plan in
Appendix A. The borings, were drilled on July 12, 2022 to July 13, 2022 and extended
to depths ranging from approximately 10 to 25 feet below existing site grades. The
boring locations were located in the field by CVET personnel using existing site features
as a reference. Boring elevations were approximated using county contour data provided
I

Project Name: Proposed Dollar General Store
Location: Lexington, Davidson County, North Carolina
Date: September 16, 2022
Project No.: 22-623
by NCOneMap, therefore, the boring locations and elevations shown on Figure 2 and 3;
plus the boring logs should be considered approximate.
Drilling was performed with a Geoprobe 7822-DT track -mounted drill rig using
continuous -flight hollow stem augers (HSA). Soil samples were obtained by means of
the split -barrel sampling procedures performed in general accordance with ASTM D1586.
A 2-inch O.D., split -barrel sampler was driven into the soil a distance of 18 inches by
means of an automatic hammer. The number of blows required to drive the sampler
through the final 12-inch interval is termed the Standard Penetration Test (SPT) ""N"value
and is indicated for each sample on the boring logs. This value can be used to provide
an indication of the in -place relative density of cohesionless soils, but is a less reliable
indicator of the consistency of cohesive soils. For cohesive soils, the measurement of
unconfined compressive strength Qu is a better indicator of consistency; this value is also
listed on the boring logs.
Representative portions of each SPT sample were sealed in airtight containers and returned
to our laboratory for classification and storage. See the individual soil test boring logs in
Appendix B for more details. Note that the soil samples will be discarded after 60 days from
this report date, unless otherwise directed by Teramore Development.
3.2 Laboratory Testing
Representative samples of soil obtained during the field exploration were transported to
CVET's laboratory in Hickory, North Carolina, where they were examined and classified
by a geotechnical engineer. The soil samples were visually classified in general accordance
with the Unified Soil Classification System (USCS), per ASTM D2487. Laboratory testing
included Soil Moisture Content (ASTM D2216), Grain Size Distribution (ASTM D422), and
Atterberg Limits for Plasticity. Soil laboratory results are included in Appendix C.
4.0 SUBSURFACE CONDITIONS
The subsurface conditions at the site are described in the following paragraphs.
4.1 Site Geology
The site is located in the Piedmont Physiographic Province of North Carolina. The name
Ilkpiedmont" means ""foot -of -the -mountains" which reflect remnants of an ancient
mountain range that has since been extensively weathered, decomposed and eroded to
form rolling terrain and hillsides. The bedrock is metamorphic in nature (igneous or
sedimentary rocks that have been changed by heat and/or pressure) and typically
consists of schist, gneiss and/or granite. Extensive weathering over time has reduced
the bedrock in -place to form overburden residual soils that range from clay topsoil to
sandy silts and silty sandy that grade with depth back to saprolite and partially-
2

Project Name: Proposed Dollar General Store
Location: Lexington, Davidson County, North Carolina
Date: September 16, 2022
Project No.: 22-623
weathered -bedrock. The degree of weathering varies both laterally and vertically. Based
on the 1985 North Carolina Geologic Map, the site is underlain by Metamorphosed mafic
rock.
4.2 Soils
A generalized subsurface profile has been prepared for the site - see Figure 3 in Appendix
A. Soil boring logs are included in Appendix B. The surface across the area being
evaluated generally consist of surficial residual soil. The generalized subsurface
conditions are described below.
Surficial topsoil was encountered in soil test borings B01 and B03 to B09. The topsoil
ranged from depths of 2 to 5 inches.
Existing, fill was encountered in borings B02, B06, and B07 to a depth of approximately
3 feet below existing site grades. The existing fill generally consists of dry, sandy fat clay
(CH). The SPT N-Value within the cohesive fill soil ranges from 7 to 12 blows per foot
(bpf), indicating medium stiff to stiff soil consistencies.
Residual soil was observed beneath the fill soils in test borings B02, B06, and B07 and
near land surface in the remaining test borings. The residual soil generally consists of
silty sand (SM), sandy fat clay (CH), sandy lean clay (CL), sandy elastic silt (MH), and
sandy silt (ML). The SPT N-Value within the cohesive residual soil ranges from 3 to 21
blows per foot (bpf), indicating soft to very stiff soil consistencies. The SPT N-Value
within the cohesionless residual soil ranges from 4 to 87 blows per foot (bpf), indicating
very loose to very dense soil consistencies. The plasticity index for the residuum ranges
from 19.0 to 40.0 percent.
4.3 Partially Weathered Bedrock (PWR) and Bedrock
Partially weathered bedrock (PWR) was encountered in soil test boring B04 at a depth of
24.5 feet below existing grades.
4.4 Groundwater
Groundwater was not encountered during this exploration. Note that boreholes are left
open for only a short period of time during the drilling operation, so the detection of
groundwater during this brief period is difficult. Also note that soil moisture and
groundwater conditions vary depending on conditions such as temperature, precipitation
and season. Therefore, soil moisture and groundwater location at other times of the year
may vary from those observed at the time of this subsurface exploration and as described
in this report.
3

Project Name: Proposed Dollar General Store
Location: Lexington, Davidson County, North Carolina
Date: September 16, 2022
Project No.: 22-623
The borehole cave-in depths ranged from 6 to 19.5 feet below existing site grades. In
this geology, the cave-in depth of a boring is sometimes an indication of the stabilized
water level, although the water level may be a few feet below the cave-in depth and
therefore cannot be directly observed. If the location of the groundwater elevation is
important at this site, we recommend the installation of temporary observation wells.
5.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
The following recommendations are provided for the construction of the proposed Dollar
General Store located at the intersection of Biesecker Road and Winston Road in
Lexington, North Carolina. The recommendations stated herein shall not be applied to
any other project, or used in conjunction with any other recommendation, and shall be
used explicitly for this project.
5.1 Site Preparation
Site preparation should consist of removing the surface layer, relocation or proper
abandonment of any existing utilities, as applicable, along with removing all other soft or
unsuitable material from proposed building envelopes and associated pavement areas.
Site preparation operations should extend a minimum of 10 feet beyond the planned
limits of any buildings and a minimum of 5 feet beyond the planned limits of the pavement
areas. These limits should also extend beyond the perimeter of structural fill slopes, as
applicable, laterally equal the depth of necessary structural fill to achieve finished grades.
Once stripping and rough excavation has been accomplished, the exposed subgrade
should be evaluated by proofrolling. Proofrolling consists of driving the appropriate
equipment, typically a dump truck with axle weights of 10 or 20 tons for single and double
axles respectively, over the subgrade at a walking pace. The proofrolling equipment
should first make overlapping passes across the subgrade in one direction, followed by
passes in a perpendicular direction. We recommend that the proofrolling be observed by
a professional engineer or qualified engineering technician.
Based upon the presence of the surficial elastic/plastic site soils, limited areas of instability
are anticipated during proofrolling operations within the areas to receive structural fill.
Unstable areas that exhibit excessive rutting, pumping and/or similar distress should be
undercut to an approved materials and backfilled with structural fill soil, or stabilized with
geosynthetics, as recommended by a qualified geotechnical engineer.
If conditions revealed during site preparation operations vary from those described in this
report, the on -site geotechnical engineer shall contact the engineer of said report to
discuss potential options to address the varying site conditions.
51

Project Name: Proposed Dollar General Store
Location: Lexington, Davidson County, North Carolina
Date: September 16, 2022
Project No.: 22-623
5.2 Earthwork
At the time of this report, a grading plan was not provided; therefore we estimate the
finished floor elevation (FFE) to be approximately 794 feet amsl. Based upon the
anticipated FFE, we anticipate maximum cut and fill depths on the order of approximately
6 and 7 feet, respectively.
Any required fill soils should be compacted to at least 98 percent of the maximum dry
density obtained in accordance with ASTM Specification D-698, Standard Proctor Method,
with a moisture content within +/- 3% of the optimum moisture content (OMC).
Acceptable fill soils should be soil that has less than 5 percent organic content and a liquid
limit and plasticity index less than 50 and 20, respectively. Soils with USCS group symbols
of SP, SW, SM, SC, and ML are recommended for use as controlled fill, although it is
important to note that silty soils are very moisture sensitive and not as strong as sandy
soils. Soils having a plastic index of 20% or greater (MH, CH, and some SC and CL)
should not be utilized within 5 feet of bearing elevation if utilized as structural fill. Organic
laden soils shall not be utilized as structural fill. All fill soils should be placed in horizontal
loose lifts and compacted with adequately -sized equipment. Loose lift thicknesses will
vary depending on the size of the compaction equipment: we recommend a maximum
of 8 inches for large self-propelled compactors, 6 inches for small self-propelled
compactors, and 4 inches for remote -controlled compactors and hand -operated
equipment (plate tampers, wacker-packers, or jumping jacks). Vibratory smooth -drum
rollers are appropriate for cohesion less/coarse-grained soils while sheepsfoot rollers are
appropriate for cohesive/fine-grained soils. We anticipate the existing site soils will be
suitable for reuse as structural fill.
Due to the encountered highly elastic/plastic site soils, we anticipate difficulty during
structural fill placement if site soils are used. If site soils are used to achieve finished
Grades, lime modification is recommended to facilitate earthwork operations to achieve
finished grades.
Lime Modification is an option for addressing the plastic site soils (MH and CH), if these
soils must be used for structural fill. Introducing quicklime or hydrated lime into high
plastic soil (MH and CH) causes a chemical reaction which alters many physical
characteristics of the fine grained soil particles. The pozzolanic reaction results in a
decrease in plasticity index (PI), an increase in the plastic limit (PL), a decrease in
maximum dry density, increase in optimum moisture content, decrease in swell potential,
and a slight increase in compressive strength. This pozzolanic reaction is the formation
of calcium silicate hydrates and calcium aluminate hydrates as the calcium from the lime
reacts with the aluminates and silicates solubilized from the clay mineral surface. It is
recommended that 1 to 4% hydrated lime by weight be added to silty clays and heavy
clays to achieve modification, while lime contents greater than 4% are proposed to
accomplish stabilization needed to reach higher compressive strengths.
5

Project Name: Proposed Dollar General Store
Location: Lexington, Davidson County, North Carolina
Date: September 16, 2022
Project No.: 22-623
All fill soils should be placed in horizontal loose lifts and compacted with adequately -sized
equipment. Loose lift thicknesses will vary depending on the size of the compaction
equipment: we recommend a maximum of 8 inches for large self-propelled compactors,
6 inches for small self-propelled compactors, and 4 inches for remote -controlled
compactors and hand -operated equipment (plate tampers, wacker-packers, or jumping
jacks). Vibratory smooth -drum rollers are appropriate for cohesion less/coarse-grained
soils while sheepsfoot rollers are appropriate for cohesive/fine-grained soils. We
anticipate existing site soils will be suitable for reuse as structural fill.
We recommend that positive site drainage is maintained during earthwork operations to
prevent the ponding of water on exposed subgrades. Soil subgrades should be protected
from inclement weather (rain especially) by sealing' the subgrades prior to forecasted
inclement weather. Sealing' can be performed by rolling with a smooth steel -drum roller
without vibration. Ruts should not be created during the sealing' operation. Prior to the
placement of additional fill, the sealed' subgrade should be scarified.
If earthwork is performed during winter months or after inclement weather, the subgrade
soil conditions could potentially be more unstable due to the highly elastic/plastic site
soils, which could potentially require stabilization or undercutting.
5.3 Groundwater Control
Groundwater was not encountered during this exploration, therefore we do not anticipate
groundwater control will be necessary. Groundwater control is the purposeful drawdown
of the groundwater levels to facilitate necessary construction. Temporary dewatering
operations consist of well points and sump pumps, while permanent dewatering
operations typically consist of French underdrains which discharge by means of gravity
flow into the site storm drainage system.
Note that soil moisture and groundwater conditions vary depending on conditions such
as temperature, precipitation and season. Therefore soil moisture and groundwater
location at other times of the year may vary from those observed at the time of this
subsurface exploration and as described in this report.
5.4 Foundations
We recommend supporting the proposed buildings on shallow foundations bearing on
approved residual and/or fill soils. If foundations will bear in residual and/or newly placed
approved fill soils, shallow foundations for buildings should be designed for an allowable
net bearing pressure of up to 2,000 pounds per square foot. We recommend minimum
foundation widths and embedment depths of 24 and 18 inches, respectively, for building
foundations.
0

Project Name: Proposed Dollar General Store
Location: Lexington, Davidson County, North Carolina
Date: September 16, 2022
Project No.: 22-623
Based upon the subsurface exploration, we anticipate plastic/elastic soils will be exposed at
foundation bearing elevation. We do not recommend bearing any foundations directly on
elastic/plastic fill soils, especially perimeter foundations which have a greater chance of
being subiected to surface water. Plastic/elastic soils should be undercut to depths of at
least 24 inches from where encountered at the foundation bearing elevation and replaced
with approved fill materials or ABC stone. Plastic/elastic soils are moisture sensitive and
prone to shrink/swell with moisture changes. If fill soils will be placed to reach final
grades, we recommend a 24-inch buffer of non -plastic fill soils between foundation
subgrade and elastic/plastic soils. An alternative to localized undercut and replacement
of the elastic/plastic site soils, if exposed at foundation bearing elevation, would be to
extend the footings to bear a minimum of 36-inches below exterior finished site grades.
Based upon our experience the possibility or shrink/swell behavior of these soils is greatly
reduced with increased foundation embedment depths.
A site -specific settlement analysis has not been performed. However, based upon the
loading provided and the requirement that the foundation subgrade soils bear in the
remedial measures states above (to be verified by CVET or another qualified CMT firm),
we expect total settlements of structures foundations to be less than 1 inch. In general,
differential settlements between building components are expected to be on the order of
1/3 to 1/2 of the total settlements. We expect settlements in the building foundations to
occur relatively soon after the loads are applied. The foundation subgrade should be
thoroughly evaluated using a Dynamic Cone Penetrometer to verify the recommended
bearing capacity.
5.5 Floor / Concrete Slabs
We recommend that grade slabs be supported on approved fill, residual soils or newly
compacted structural fill. As a result of the encountered site conditions we recommend
a modulus of subgrade reaction (ks) of up to 90 pounds per cubic inch (pci) for slabs
supported by properly prepared soil subgrade. This value is representative of a 1-ft
square loaded area and may need to be adjusted depending the size and shape of the
loaded area and the method of structural analysis. The floor slab should be isolated from
building foundations unless the connection is designed to accommodate anticipated
differential settlement between the slab and foundation systems. We consider properly
prepared soil subgrade to consist of approved residuum or approved structural fill soils
within the top two feet of finished grades compacted to 100% of the standard Proctor
method (ASTM D698). Compacted soils should be placed within f3% of the optimum
moisture content (OMC) as determined by the standard Proctor method.
Correspondence with Teramore Development, LLC (developer) indicated that the project
architect and developer do not require the use of 4 to 6 inches of free draining material
or aggregate base course beneath the concrete slab on grade; therefore CVET has been
requested to provide a modulus of subgrade reaction (ks) for slabs supported directly on

Project Name: Proposed Dollar General Store
Location: Lexington, Davidson County, North Carolina
Date: September 16, 2022
Project No.: 22-623
prepared soil subgrade. However, CVET recommends the use of 4 to 6 inches of free -
draining granular material (NCDOT No. 57 stone or recycled concrete) as both aggregate
base course under the slab and capillary break. Prior to placing the granular material,
the subgrade for the entire floor slab area should be proofrolled.
Please note that site preparation and earthwork operations shall be performed in
accordance with our Geotechnical Engineering Report to ensure adequate subgrade soil
conditions for direct slab on grade support. The structural engineer of record should be
provided the report for review.
The use of a vapor retarder should be considered beneath concrete slabs on grade which
will be covered with wood, tile, carpet or other moisture -sensitive or impervious
coverings, per ACI 302 and/or ACI 360. Construction joints, contraction joints, and
isolation joints should be provided in the slab to reduce the impacts of cracking and
shrinkage. See ACI 302 for additional details regarding slab joint design.
5.6 Pavements
Traffic loading conditions for this project have not been provided. Pavement for this
project is assumed to consist of light -duty asphalt parking areas (only personal vehicle
traffic) and heavy-duty asphalt drives (drive lanes). Based on the subsurface conditions
encountered in the test borings, and assuming all pavement areas pass a proofroll as
described in section 5.2 of this report, we recommend thicknesses of 2.0, 0 and 8 inches
for surface course, base course and ABC crushed stone, respectively, for light -duty
pavement. For heavy-duty pavement, we recommend thicknesses of 3.0 and 8.0 inches
for surface course and ABC crushed stone, respectively. We recommend an 8-inch thick
Portland cement concrete slab bearing on 6 inches of ABC crushed stone for the approach
and slab for any trash dumpster on site. If concrete pavements are desired, we
recommend a minimum of 6 inches of concrete overlying 8 inches of ABC crushed stone
base. The concrete should be air -entrained and have a minimum of 4,000 psi after 28
days of laboratory curing per ASTM C-31.
It should be noted that the design recommendations stated may not satisfy North Carolina
Department of Transportation guidelines; therefore, we recommend that any roadways
constructed for public use with maintenance provided by the State be designed in
accordance with State regulatory requirements.
If a proofroll reveals unstable soils, stabilization and/or undercut should be anticipated.
We recommend an undercut of at least 18 inches and replacement with quality non -
plastic fill materials. Plastic/elastic soils are moisture sensitive and prone to shrink/swell
with moisture changes. If fill soils will be placed to reach final grades, we recommend
an 18 inch buffer of non -plastic fill soils between the pavement subgrade and the elastic
soils. Stabilization could consist of the installation of a biaxial geogrid (Mirafi BX1200 or
0

Project Name: Proposed Dollar General Store
Location: Lexington, Davidson County, North Carolina
Date: September 16, 2022
Project No.: 22-623
approved equivalent), a heavy woven geotextile fabric (Mirafi HP 370 or approved
equivalent) or chemical stabilization depending on the exposed subgrade soil conditions.
Pavements should not bear on plastic/elastic soils.
Careful control of storm water is one of the best ways to ensure adequate long-term
performance of any pavement. The surface of the pavement should be sloped to gutters
and/or catch basins to prevent water from ponding and infiltrating through the pavement
into the sub -base and subgrade.
We recommend compaction testing of the ABC crushed stone base prior to
asphalt/concrete placement, and full-time inspection during asphalt/concrete placement.
5.7 Construction Materials Testing and Special Inspections
Construction materials testing (CMT) and inspections should be performed at regular
intervals throughout the course of the project. CVET is qualified for this work and would
be pleased to provide these services during construction.
6.0 LIMITATIONS
This report has been prepared for the exclusive use of Teramore Development and their
agents for specific application to the referenced property, in accordance with generally
accepted soils and foundation engineering practices. No warranties, express or implied,
are intended or made. The conclusions and recommendations presented in this report
are based on the specific test borings and laboratory testing performed as part of our
scope of work, and do not reflect variations in subsurface conditions that may exist
between test boring locations or in unexplored portions of the site. Note that the soil
data presented in this report is for the specific time of this subsurface exploration. While
the type of material encountered in the test borings will not likely change significantly
over time, the properties of the materials can and will change over time, including soil
moisture content, density, consistency, SPT ""N" values, etc. Fluctuations in the
groundwater level can have a significant impact on the material properties, as can
seasonal changes. Site safety, excavation support related to OSHA requirements, and
construction dewatering requirements are the responsibility of others, not CVET. In the
event changes are made to the proposed construction plans, design or location of the
project as described within this report, the conclusions and recommendations provided
in this report shall not be considered valid unless CVET is given the opportunity to review
the changes, and either verifies or modifies the conclusions and recommendations
contained in this report in writing.
0

Project Name: Proposed Dollar General Store
Location: Lexington, Davidson County, North Carolina
Date: September 16, 2022
Project No.: 22-623
APPENDIX A - PROJECT FIGURES

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144.49'
BOB
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100.01, - -
BISECKER ROAD
DRAWN BY PROJECT NO.
CATAWBA VALLEY TE R A M O R E L E X I N G TO N G E O
DIH 22-623
ENGINEERING & TESTING
P.O.B. 747 HICKORY. NORTH CAROLINA 28603 BIESECK ER RDf DATE SHEET NO.
TELE 929-579-9972 LEXINGTON, NC 27295 06/06/2022 FIG. 2

Description
Elevation
Northing
Easting
Depth
B01
786.92
765128.21
1628143.05
20'
B02
789.03
765126.99
1628204.06
20'
B03
793.00
765068.14
1628174.03
20'
B04
795.78
765003.97
1628144.48
20'
B05
798.03
765007.26
1628200.50
20'
B06
789.79
765067.14
1628099.85
10'
B07
797.69
764947.60
1628126.65
10'
B08
796.33
764884.92
1628091.03
10'
B09
800.00
764945.99
1628244.03
10'
kDRAWN BY PROJECT N0.
IC
CATAWBA VALLEY TE R A M O R E L E X I N G TO N G E O
ENGINEERING & TESTING IH 22-62s
POB. 747 HICKORY. NORTH CAROLINA 29603 BIESECKER RDfATE SHEET NO.
TELE 929-579-9972 LEXINGTON, NC 27295 s/2022 FIG. 3

SUBSURFACE DIAGRAM
CATAWBA VALLEY
ENGINEERING & TESTING PROJECT NUMBER 22623
161 Lenoir -Rhyne Blvd./PO Box 747 Hickory, NC 28W2 828 5789972 PROJECT NAME DG Lexington
CLIENT Teramore Development PROJECT LOCATION Lexington, NC
800
795
790
p 785
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N
W
780
775
770
765
L
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4
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......................................................................:..............................................:....................................................................
B69
...
B06
B07
12)
B04
B08
(11)
(9)
..................................................:.....................
..
....................:.....................
..................
...
..................B03
I
(14)
(14)
(12)(11)
7(7)(12)
(9)
BOs
($)(10)6)
B02..................
...................
...................
.
..................
...................
..................
...
..................
(10)
(7)
(3)
(5)
. .,
(4)
BO'I
(12)
(12)
.(.1.1.)...............
..................
..................
:•
�.....................
(16)
..................
.....
(14)
(5)
(5)
(21)
(12)
(23)
:.
(5)
.(.1.4)...............:::....................
:
..................
..................
................
..............................................................
(4)
(3)
(5)
(5)
...,
(4)
(6)
(7)
50/4
...............
..................
...................
..............................................
......................................................................
......
(12)
.11 ':
(5)
:...............................................................................................
:.......................
:.......................
.:..............................
..:.......................
805
800
795
790
785
780
775
770
765
1 2 3 4
5
Distance Along Baseline (ft)
6 7 8
9
'i
%i.::+ Topsoil
®Plasticity High
Clay Sands Silty1>00i Fill Umda)de ®SI
{CS Elastic ®Plasticity Clay
Partially
Rockhered USCS Silt
END OF BORING (N VALUE)
TIME OF BORING
_

CATAWBA VALLEY KEY TO SYMBOLS
ENGINEERING & TESTING
161 Lenoir -Rhyne Blvd./PO Box 747 Hickory, NC 28W2 828 578 9972
CLIENT Teramore Development PROJECT NAME DG Lexington
PROJECT NUMBER 22623 PROJECT LOCATION Lexington, NC
LITHOLOGIC SYMBOLS
SAMPLER SYMBOLS
(Unified Soil Classification System)
® CH: USCS High Plasticity Clay
Split Spoon
® CL: USCS Low Plasticity Clay
FILL: Fill (made ground)
® MH: USCS Elastic Silt
IN ML: USCS Silt
1117 PWR: Partially Weathered Rock
10 SM: USCS Silty Sand
WELL CONSTRUCTION SYMBOLS
.T;. TOPSOIL: Topsoil
ABBREVIATIONS
LL - LIQUID LIMIT (%) TV -TORVANE
PI - PLASTIC INDEX (%) PID - PHOTOIONIZATION DETECTOR
W - MOISTURE CONTENT (%) UC -UNCONFINED COMPRESSION
DID - DRY DENSITY (PCF) ppm - PARTS PER MILLION
NP - NON PLASTIC Water Level at Time
-200 - PERCENT PASSING NO. 200 SIEVE Drilling, or as Shown
PP - POCKET PENETROMETER (TSF) Water Level at End of
1
Drilling, or as Shown
Water Level After 24
- Hours, or as Shown

Project Name: Proposed Dollar General Store
Location: Lexington, Davidson County, North Carolina
Date: September 16, 2022
Project No.: 22-623
APPENDIX B - BORING LOGS
Iv

REFERENCE NOTES FOR BORING LOGS
I. Drilling Sampling Symbols
SS
Split Spoon Sampler
ST
Shelby Tube Sampler
RC
Rock Core, NX, BX, AX
PM
Pressure meter
DC
Dutch Cone Penetrometer
RD
Rock Bit Drilling
BS
Bulk Sample of Cuttings
PA
Power Auger (no sample)
HSA
Hollow Stem Auger
WS
Wash Sample
REC
Rock Sample Recovery %
RQD
Rock Quality Designation
II. Correlation of Penetration Resistance to Soil Properties
Standard penetration (blows/ft) refers to the blows per foot of a 140 lb. hammer falling 30 inches on
a 2 inch OD split spoon sampler, as specified in ASTM D 1586. The blow count is commonly referred
to as the N-value.
L. Non -Cohesive Soils (Silt, Sand, Gravel and Combinations
Density
Adjective Form
Under 4 blows/ft
Very Loose
5 to 10 blows/ft
Loose
11 to 30 blows/ft
Medium Dense
31 to 50 blows/ft
Dense
Over 51 blows/ft
Very Dense
Particle Size Identification
Boulders
8 inches and larger
Cobbles
3 to 8 inches
Gravel
Coarse
1 to 3 inches
Medium
1/2 to 1 inch
Fine
1/4 to'/z inch
Sand
Coarse
2.00 mm to inch
Medium
0.42 to 2.0 mm
Fine
0.074 to 0.42 mm
Silt and Clay
0.0 to 0.074 mm
Cohesive Soils (Clay, Silt, and Combinations
Blows/ft
Consistency
Unconfined
Comp. Strength
Q (tso
Degree of
Plasticity
Plasticity Index
Under 2
Very Soft
Under 0.25
None to Slight
0-4
3 to 4
Soft
0.25-0.49
Slight
5-7
5 to 8
Medium Stiff
0.50-0.99
Medium
8-22
9 to 15
Stiff
1.00-1.99
High to Very High
Over 22
16 to 30
Very Stiff
2.00-3.00
31 to 50
Hard
4.00-8.00
Over 51
Very Hard
Over 8.00
III. Water Level Measurement Symbols
WL Water Level
BCR Before Casing Removal
DCI Dry Cave-in
WS While Sampling
ACR After Casing Removal
WCI Wet Cave-in
WD While Drilling
0 Est. Groundwater Level
"�*'/ Est. Seasonal High GWT
The 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 a granular
soil. In clay and plastic silts, the accurate determination of water levels may require several days for
the water level to stabilize. In such cases, additional methods of measurement are generally applied.

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BORING NUMBER B01
CATAWBA VALLEY PAGE 1 OF 1
ENGINEERING & TESTING
161 Lenoir -Rhyne Blvd./PO Box 747 Hickory, NC 28W2 828 578 9972
CLIENT Teramore Development PROJECT NAME DG Lexington
PROJECT NUMBER 22623 PROJECT LOCATION Lexington, NC
DATE STARTED 7/13/22 COMPLETED 7/13/22 GROUND ELEVATION 787 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 2 HAMMER EFFICIENCY 80% TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING --- Cave at: 14.5
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2' Contours
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TOPSOIL: (4Inches) _______________/-7$6-7
�(CH)
RESIDUAL: Sandy Fat CLAY, Brown, Red Brown, Gray,
:.......:.......:.......:.......
Dry, Stiff
'PI = 34.0% at 1.0-2.5'
SS
100
6-6-5
....... :....... :....... :....... :.......
SS
100
6-6-6
( )
5
S3
100
6148
( )
.... ......... :....... ....... :.......
779.0
(SM) RESIDUAL: Silty SAND, Brown, Gray, Tan, Black, Moist,
. .
Loose
::.
SS
100
2-2-3
;...... :............... ;.......
4
(5)
10
;......:.......;......;.......
SS
67
1-3-4
5
(7)
15
•: ' ' '
SS
100
3-3-2
6
(5)
20
767.0
Bottom of borehole at 20.0 feet.

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BORING NUMBER B02
CATAWBA VALLEY PAGE 1 OF 1
ENGINEERING & TESTING
161 Lenoir -Rhyne Blvd./PO Box 747 Hickory, NC 28W2 828 578 9972
CLIENT Teramore Development PROJECT NAME DG Lexington
PROJECT NUMBER 22623 PROJECT LOCATION Lexington, NC
DATE STARTED 7/13/22 COMPLETED 7/13/22 GROUND ELEVATION 789 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 2 HAMMER EFFICIENCY 80% TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING --- Cave at: 15.9
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2' Contours
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(CH) FILL: Sandy Fat CLAY, Brown, Gray, Dry, Medium Stiff
SS
78
3-3-4
1
(7)
...... :....... :....... :....... :.......
786.0
----------------------------
... ... :....... :....... :....... :.......
(CH) RESIDUAL: Sandy Fat CLAY, Brown, Gray, Dry, Stiff
SZ
5-6-8
'PI = 37.0°k at 3.5 5.0'
100
(1 )
5
782.0
SS
100
10-12-16
3
(28)
....... ...... :....... ....... :.......
(SM) RESIDUAL: Silty SAND, Brown, Gray, Black, Dry, Loose
to Very Dense
;......:.......;......;.......
SS
SS
100
100
3-3-4
4
(7)
10
:..:
,..............,......,.......
SS
100
4-4-4
5
(8)
:..:.
......................:.......
LS6S6721-39-48
(87)
20
769.0
Bottom of borehole at 20.0 feet.

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BORING NUMBER B03
CATAWBA VALLEY PAGE 1 OF 1
ENGINEERING & TESTING
161 Lenoir -Rhyne Blvd./PO Box 747 Hickory, NC 28W2 828 578 9972
CLIENT Teramore Development PROJECT NAME DG Lexington
PROJECT NUMBER 22623 PROJECT LOCATION Lexington, NC
DATE STARTED 7/13/22 COMPLETED 7/13/22 GROUND ELEVATION 793 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 2 HAMMER EFFICIENCY 80% TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING --- Cave at: 19.1
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2' Contours
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MATERIAL DESCRIPTION
Co
> C1
0 Q
H p
Uj
Z
SPT N VALUE A
Lu
�J
a�
O�
m0�
Ln
(7
QZ
w�
U?
Qz
a
LnO
�U
U)
Of
0
20 40 60 80
TOPSOIL: (4 Inches) 792J
`------------------------j
(MH) RESIDUAL: Sandy Elastic SILT, Red Brown, Brown,
....... ....... :....... ....... :.......
SS
3-3-4
Gray, Dry to Moist, Soft to Stiff
1
100
(7)
'PI = 30.0% at 6-7.5'
...... :....... :....... :.......:.......
SS
100
4-4-4
5
2
(8)
S3
100
5127
( )
......:......:.......:......;.......
..........................
SS
100
2-2-3
10
4
(5)
; ; ......................... .
SS
100
1-2-2
15
5
(4)
....... ....... :....... ....... :.......
SS
100
1-2-2
20
NINE
771.0
6
(4)
............. :......... ......:.......
(SM) RESIDUAL: Silty SAND, Tan, Gray, Dry, Medium Dense
....... :....... :....... :....... :.......
SS
33
7-6-6
25
768.0
7
(12)
Bottom of borehole at 25.0 feet.

CATAWBA VALLEY
ENGINEERING & TESTING
161 Lenoir -Rhyne Blvd./PO Box 747 Hickory, NC 28W2 828 578 9972
CLIENT Teramore Development
PROJECT NUMBER 22623
DATE STARTED 7/12/22 COMPLETED 7/12/22
DRILLING CONTRACTOR CVET
DRILL RIG NUMBER 2 HAMMER EFFICIENCY 80%
DRILLING METHOD 2.25 Hollow Stem Auger
LOGGED BY TV CHECKED BY JHC
U
a0
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10
15
20
Idi/GA11:1CU-1091:601 V IaIto] ►1
BORING NUMBER B04
PAGE 1 OF 1
PROJECT NAME DG Lexington
PROJECT LOCATION Lexington, NC
GROUND ELEVATION 796 ft MSL HOLE SIZE 2.25 inches
GROUND WATER LEVELS:
TIME OF BORING ---
END OF BORING --- Cave at: 19.5
NOTES Elevation Data Pulled From NCOneMaK
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w�
UX
�w
wm
wO
OZ�
Hp
HH
a�
OS
COO
UZ
Qz
0p
QZ
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d
7!;;0
U
Of
2' Contours
A SPT N VALUE A
`TOPSOIL: (2 Inches) ______�
(CL) RESIDUAL: Sandy_Lean_CL_AY_, Bro_wn_, Red_Bro_wn_, Dry,
.................................
SS
100
4147
Stiff
'PI = 26.0% at 1.0-2.5'
....... :....... :....... :....... :.......
SZ
100
6-6-6
()
.......:......:.......:......;.......
SS
3
78
6-5-5
(10)
788.0
......................................
(SM) RESIDUAL: Silty SAND, Brown, Gray, Black, Dry to Moist,
SS
4
100
2-3-3
(6)
Loose
....................................
SS
5
100
2-3-2
(5)
......:...... : .......:...... ; ...... .
SS
6
100
2-2-3
(5)
771.5
....... :....... :....... :....... :.......
SS
7
100
17-45
50/4"
(SM) PWR: Silty SAND, Gray, Brown, Tan, Black, Dry
Refusal at 24.8 feet.
Bottom of borehole at 24.8 feet.

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BORING NUMBER B05
CATAWBA VALLEY PAGE 1 OF 1
ENGINEERING & TESTING
161 Lenoir -Rhyne Blvd./PO Box 747 Hickory, NC 28W2 828 578 9972
CLIENT Teramore Development PROJECT NAME DG Lexington
PROJECT NUMBER 22623 PROJECT LOCATION Lexington, NC
DATE STARTED 7/13/22 COMPLETED 7/13/22 GROUND ELEVATION 798 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 2 HAMMER EFFICIENCY 80% TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING --- Cave at: 18
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2' Contours
U
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MATERIAL DESCRIPTION
co
OfE
> C1
�~�
0 Q
UX
H p
�w
Z
SPT N VALUE A
Lu
�J
a�
O�
m0�
Ln
(7
QZ
w�
U?
Qz
a
LnO
�U
U)
Of
0
20 40 60 80
TOPSOIL: (5 Inches) ---------------/a9
-----
(CL) RESIDUAL: Sandy Lean CLAY, Brown, Red Brown, Gray,
....... ....... :....... ....... :.......
SS
5-5-6
Tan, Dry to Moist, Soft to Stiff
1
100
(11)
'PI = 19.0% at 3.5-5.0'
.... ..: ....... :....... :....... :.......
SZ
100
7-7-7
5
( )
SS
100
5-5-4
3
(9)
......:......:.......:......;.......
..........................
SS
100
2-2-3
10
4
(5)
; .............; ............ .
SS
100
2-2-3
15
5
(5)
:......:.......:......;.......
SS
67
1-1-2
20
776.0
6
(3)
(SM) RESIDUAL: Silty SAND, Gray, Tan, Wet, Loose
:.......:.......:.......:.......
SS
100
2-3-3
25
773.0
7
(6)
Bottom of borehole at 25.0 feet.

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N
N
W
W
BORING NUMBER B06
CATAWBA VALLEY PAGE 1 OF 1
ENGINEERING & TESTING
161 Lenoir -Rhyne Blvd./PO Box 747 Hickory, NC 28W2 828 578 9972
CLIENT Teramore Development PROJECT NAME DG Lexington
PROJECT NUMBER 22623 PROJECT LOCATION Lexington, NC
DATE STARTED 7/12/22 COMPLETED 7/12/22 GROUND ELEVATION 790 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 2 HAMMER EFFICIENCY 80% TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING --- Cave at: 6.5
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2' Contours
U
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MATERIAL DESCRIPTION
co
OfE
> C1
�~�
0 Q
UX
H p
�w
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SPT N VALUE A
Lu
�J
a�
O�
m0�
Ln
(7
QZ
w�
U?
Qz
a
LnO
�U
U)
Of
0.0
20 40 60 80
TOPSOIL: (5 Inches)
• '
789.6
(CH) FILL: Sandy Fat CLAY, Gray, Brown, Dry, Stiff
............ • • ............ • • ...... •
'PI = 26.0% at 1.0-2.5'
SS
100
5126
.......................................
( )
2.5
787.0
----------------------------
......:......:.......:......:.......
(CL) RESIDUAL: Sandy Lean CLAY, Red Brown, Tan, Dry to
Moist, Medium Stiff to Very Stiff
SZ
100
6168
( )
5.0
.............. ............... .......
S3
100
7-�112
( )
7.5
....................................
SS
100
2-3-4
4
(7)
10.0
780.0
Bottom of borehole at 10.0 feet.

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BORING NUMBER B07
CATAWBA VALLEY PAGE 1 OF 1
ENGINEERING & TESTING
161 Lenoir -Rhyne Blvd./PO Box 747 Hickory, NC 28W2 828 578 9972
CLIENT Teramore Development PROJECT NAME DG Lexington
PROJECT NUMBER 22623 PROJECT LOCATION Lexington, NC
DATE STARTED 7/13/22 COMPLETED 7/13/22 GROUND ELEVATION 798 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 2 HAMMER EFFICIENCY 80% TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING --- Cave at: 6.3
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2' Contours
U
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MATERIAL DESCRIPTION
co
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> C1
�~�
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UX
H p
�w
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SPT N VALUE A
Lu
�J
a�
O�
m0�
Ln
(7
QZ
w�
U?
Qz
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LnO
�U
U)
Of
0.0
20 40 60 80
TOPSOIL: (2 Inches) 797.8
(CH) FILL: Sandy Fat CLAY, Gray, Red Brown, Dry, Stiff
SS
100
4-5-4
.......................................
1
(9)
2.5
795.0
----------------------------
... ... ....... :....... ....... :.......
(ML) RESIDUAL: Sandy SILT, Brown, Red Brown, Tan, Dry,
Medium Stiff to Stiff
S2
100
(12)
( )
5.0
......:.............:......:.......
SS
100
3-4-4
3
(8)
7.5
790.0
......:......:.......:......:.......
(SM) RESIDUAL: Silty SAND, Brown, Light Brown, Tan, Dry,
Very Loose
e
SS
100
2-2-2
4
(4)
10.0
788.0
Bottom of borehole at 10.0 feet.

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BORING NUMBER B08
CATAWBA VALLEY PAGE 1 OF 1
ENGINEERING & TESTING
161 Lenoir -Rhyne Blvd./PO Box 747 Hickory, NC 28W2 828 578 9972
CLIENT Teramore Development PROJECT NAME DG Lexington
PROJECT NUMBER 22623 PROJECT LOCATION Lexington, NC
DATE STARTED 7/13/22 COMPLETED 7/13/22 GROUND ELEVATION 796 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 2 HAMMER EFFICIENCY 80% TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING --- Cave at: 6
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2' Contours
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MATERIAL DESCRIPTION
co
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> C1
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H p
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SPT N VALUE A
Lu
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a�
O�
m0�
Ln
(7
QZ
w�
U?
Qz
a
LnO
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Of
0.0
20 40 60 80
TOPSOIL: (2Inches)
_________________795.8
(ML) RESIDUAL: Sandy SILT, Red Brown, Brown, Tan, Dry,
:.......:.......:.......:.......
Stiff
SS
100
6116
.......................................
2.5
SZ
100
5105
( )
5.0
.............. ............... :........
SS
100
4-4-3
789.0
3
(7)
(SM) RESIDUAL: Silty SAND, Light Brown, Tan, Dry, Loose
7.5
SS
100
3-3-4
4
(7)
10.0
: •
786.0
Bottom of borehole at 10.0 feet.

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BORING NUMBER B09
CATAWBA VALLEY PAGE 1 OF 1
ENGINEERING & TESTING
161 Lenoir -Rhyne Blvd./PO Box 747 Hickory, NC 28W2 828 578 9972
CLIENT Teramore Development PROJECT NAME DG Lexington
PROJECT NUMBER 22623 PROJECT LOCATION Lexington, NC
DATE STARTED 7/13/22 COMPLETED 7/13/22 GROUND ELEVATION 800 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 2 HAMMER EFFICIENCY 80% TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING --- Cave at: 6.5
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2' Contours
U
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MATERIAL DESCRIPTION
co
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> C1
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H p
�w
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SPT N VALUE A
Lu
�J
a�
O�
m0�
Ln
(7
QZ
w�
U?
Qz
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Of
0.0
20 40 60 80
TOPSOIL: (4Inches)
799.7
(CH) RESIDUAL: Sandy Fat CLAY, Red Brown, Gray, Yellow,
.......................................
Tan, Dry, Medium Stiff to Stiff
'PI = 40.0% at 1.0-2.5'
....... :....... :....... :....... :.......
SS
100
5127
.......................................
( )
2.5
SS
100
5-5-3
2
(8)
5.0
794.5
..............:.......;......;.......
(ML) RESIDUAL: Sandy SILTw/ Silty Fine Sand, Light Brown,
Tan, Gray, Moist, Loose
SS L3-3-4
100
.......:.............:......:.......
3
(7)
7.5
.....................................
SS
100
2-3-3
4
(6)
10.0
790.0
Bottom of borehole at 10.0 feet.

Project Name: Proposed Dollar General Store
Location: Lexington, Davidson County, North Carolina
Date: September 16, 2022
Project No.: 22-623
APPENDIX C - SOIL LABORATORY RESULTS

Particle Size Distribution Report
U.S. SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS HYDROMETER
1 % in. % in. 3/8 in. #140
6 in. 3 in. 2 in. 1 in. M. in. 10 #20 #30 #40 #60 #100 #200
100
777-7
90
80
70
LLu 60
Z
Z
50
w
U
of
a 40
30
20
10
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm.
% Gravel
% Sand
% Fines
%+3"
Coarse
Fine
Coarse
Medium
Fine
Silt Clay
0
0
1
1
9
24
65
0
0
0
0
8
27
65
0
0
0
0
6
13
81
Source
Sample #
Depth/Elev.
Date Sampled
USCS
Material Description
NM %
ILL
PL
Test Borings
5987
B 1, 1-2.5
07/28/22
CH
Red Orange Sandy Fat CLAY
19.2
61
27
Test Borings
5988
B2, 3.5-5
07/28/22
CH
Tannish Brown Sandy Fat CLAY
20.3
59
22
Test Borings
5989
B3 6-7.5
07/28/22
ME
Orange Elastic SILT with Sand
34.4
74
44
Client Teramore Develo ernent, LLC
Catawba Valley
Engineering & Testing, P.C.
Hickory, North Carolina
Project Teramore Lexington NC GEO
Project No. 22623
Figure
Tested By: SPC
Checked By: SPC

Particle Size Distribution Report
U.S. SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS HYDROMETER
1 % in. % in. 3/8 in. #140
6 in. 3 in. 2 in. 1 in. % in. #10 #20 #30 #40 #60 #100 #200
100
90
80
70
LLu 60
Z
Z 50
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U
of
a 40
30
20
10
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm.
% Gravel
% Sand
% Fines
%+3"
Coarse
Fine
Coarse
Medium
Fine
Silt Clay
0
0
0
0
8
34
58
0
0
1
1
11
37
50
0
0
0
1
8
30
61
Source
Sample #
Depth/Elev.
Date Sampled
USCS
Material Description
NM %
ILL
PL
Test Borings
5990
B4, 1-2.5
07/28/22
CL
Tan Orange Sandy Lean CLAY
15.9
49
23
Test Borings
5991
B5, 3.5-5
07/28/22
CL
Tan Sandy Lean CLAY
13.4
38
19
Test Borings
5992
B6 1-2.5
07/28/22
CH
Tan Sandy Fat CLAY
16.8
50
24
Client Teramore Develo ernent, LLC
Catawba Valley
Engineering & Testing, P.C.
Hickory, North Carolina
Project Teramore Lexington NC GEO
Project No. 22623
Figure
Tested By: SPC
Checked By: SPC

Particle Size Distribution Report
U.S. SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS HYDROMETER
1 % in. % in. 3/8 in. #140
6 in. 3 in. 2 in. 1 in. % in. 10 #20 #30 #40 #60 #100 #200
100
90
80
70
LLu 60
Z
Z
50
w
U
of
a 40
30
20
10
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE - mm.
% Gravel
% Sand
% Fines
%+3"
Coarse
Fine
Coarse
Medium
Fine
Silt Clay
0
0
0
0
12
22
66
0
0
0
1
9
30
60
Source
Sample #
Depth/Elev.
Date Sampled
USCS
Material Description
NM %
ILL
PL
Test Borings
5993
B8, 3.5-5
07/28/22
ML
Light Orange Sand SILT
21.4
NV
NP
Test Borings
5994
B9, 1-2.5
07/28/22
CH
Tan Sandy Fat CLAY
64
24
Client Teramore Develo ernent, LLC
Catawba Valley
Engineering & Testing, P.C.
Hickory, North Carolina
Project Teramore Lexington NC GEO
Project No. 22623
Figure
Tested By: SPC
Checked By: SPC

•11
40
X
w
Z
30
U
H
Q
J
0-
20
10
LIQUID AND PLASTIC LIMITS TEST REPORT
Dashed line indicates the approximate
upper limit boundary for natural soils
Goo
■
•
Q�
CL-ML
ML or
OL
MH or
OH
10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT
SOIL DATA
NATURAL
SYMBOL
SOURCE
SAMPLE
DEPTH
WATER
PLASTIC
LIQUID
PLASTICITY
USCS
NO.
CONTENT
LIMIT
LIMIT
INDEX
N
N
N
N
•
Test Borings
5987
B 1, 1-2.5
19.2
27
61
34
CH
■
Test Borings
5988
B2, 3.5-5
20.3
22
59
37
CH
Test Borings
5989
B3, 6-7.5
34.4
44
74
30
MH
♦
Test Borings
5990
B4, 1-2.5
15.9
23
49
26
CL
Test Borings
5991
B5, 3.5-5
13.4
19
38
19
CL
Catawba Valley Client: Teramore Development, LLC
Engineering & Testing, P.C. Project: Teramore Lexington NC GEO
Hickory, North Carolina Project No.: 22623 Figure
Tested By: BV Checked By:

•11
40
X
w
Z
30
U
H
Q
J
0-
20
10
LIQUID AND PLASTIC LIMITS TEST REPORT
Dashed line indicates the approximate
upper limit boundary for natural soils
Goo
ooF
C•�
CL-ML
ML or
OL
MH or
OH
10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT
SOIL DATA
NATURAL
SYMBOL
SOURCE
SAMPLE
DEPTH
WATER
PLASTIC
LIQUID
PLASTICITY
USCS
NO.
CONTENT
LIMIT
LIMIT
INDEX
N
N
N
N
•
Test Borings
5992
B6, 1-2.5
16.8
24
50
26
CH
■
Test Borings
5993
B8, 3.5-5
21.4
NP
NV
NP
ML
Test Borings
5994
B9, 1-2.5
24
64
40
CH
Catawba Valley Client: Teramore Development, LLC
Engineering & Testing, P.C. Project: Teramore Lexington NC GEO
Hickory, North Carolina Project No.: 22623 Figure
Tested By: BV Checked By: