SW3221007_Design Calculations_20230203

DOLLAR GENERAL — STORE #24556
HYDROLOGIC AND HYDRAULIC ANALYSIS REPORT
BREC
Prepared By:
Prepared For:
Project Site:
BREC, P.A.
Teramore Development, LLC
TBD Briggs Road
1520 Meadowview Drive
Joe Strickland, Dir. of Ops., NC
Salisbury, NC 28146
Wilkesboro, NC 28697
214 Klumac Rd., Ste. 101
NCBELS Firm #C-3448
Salisbury, NC 28144
[phone]
[phone]
[e-mail]
[e-mail]
2 February 2023
CARD
Ali�ss,o-<i,L
SEAL =
035736
=
Justin Church, PE
Principal Engineer
BREC, P.A.
Dollar General — Store #24556 1

Table of Contents
1.0 General Information........................................................................................4
2.0 Methodology...................................................................................................4
2.1 Rainfall Data 4
2.2 Time of Concentration Calculations
2.3 Runoff Coefficient Calculations
2.4 Pipe Design
2.4.1 Outlet Design
2.5 Hydrology Calculations
2.5.1 Modified Curve Number Calculations
2.6 Infiltration Basin Design
2.6.1 Stage Storage
2.6.2 Anti -floatation Calculations
4
5
7
7
8
8
9
9
10
3.0 Results ..........................................................................................................11
Appendix.............................................................................................................12
Post -construction Design Storm
Post -construction 10 Year, 24 Hour
Post -construction 100 Year, 24 Hour
Soils Report
Infiltration Report
List of Figures
Figure 1 - System Storage of Design Storm.......................................................11
List of Tables
Table 1 -
NOAA Rainfall Depths...........................................................................4
Table 2 -
NOAA Rainfall Intensity.........................................................................4
Table 3 -
Post -Construction ToC...........................................................................5
Table 4 -
Curve Numbers......................................................................................5
Table 5 -
Post -Construction Drainage Areas........................................................6
Table 6 -
Composite Rational Coefficients............................................................6
Table 7 -
Pipe Design Summary ...........................................................................7
Table 8 -
Riprap Outlet Stone Sizing.....................................................................7
Table 9 -
Riprap Apron Dimensions......................................................................8
Table 10
- Modified SCS Curve Numbers.............................................................9
BREC, P.A. Dollar General — Store #24556
V

Table 11 — Infiltration Basin Stage Storage Table...............................................10
Table 12 - Pipe Design Table.............................................................................12
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
Hwy 150 and Briggs Road in Salisbury, NC. Specifically, regulations for this area
require water quality treatment of the first flush (1") storm.
The subject tract is composed of vacant agricultural field. No jurisdictional
features are present on the site. The site is entirely composed of LdB2 soils
which are hydrologic soil group B. Post construction stormwater requirements
will be satisfied with an above ground infiltration basin which is approved by
NCDEQ as a primary stormwater control measure.
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 infiltration basin for treatment prior to discharge.
2.1 Rainfall Data
Rainfall data was taken from NOAA Atlas 14, Volume 2, Version 3 for Salisbury,
NC. Rainfall depths for each design storm are summarized below.
Table 1 - NOAA Rainfall Depths
Storm Rainfall Depth
in
First Flush
1.00
1 Year, 24 Hour
2.73
100 Year, 24 Hour
7.13
in hr
7.00

To„ = 0.828(Lo„N)o.46�So o.z3s (min) (Kerby)
Lo„ = Overland flow length (f t)
N = Retardance coefficient (dimensionless)
So„ = Average surface slope (f t/ f t)
Tch = 0.0078L°h 7S�h .ass (min) (Kirpich)
Lch = Channel flow length (f t)
Soh = Average channel slope (f t/ f t)
All areas less than or equal to 0.5 acres were assigned a minimum time
of
concentration of 5 minutes.
Table 3 - Post -Construction ToC
Name
Tov
Tch
Tc—talc
min
Tc—assumed
min
GROUND COVER
For post -construction drainage areas, the composite curve number is calculated
as:
BREC, P.A. Dollar General — Store #24556 5
min min
POST-CON:1 - - - 5
POST-CON:2 - - - 5
POST-CON:3 - - - 5
POST-CON:4 - - - 5
POST-CON:5 - - - 5
POST-CON:6 - - - 5
HSG B
CN C
IMPERVIOUS 98 0.95
GRASS 61 0.20
WOODED 55 0.15

CNcomppost -
(Aiml�post x CNimp + Agrass x CNgrass + Awooded X CNwooded)
Atotalpost
Table 5 - Post -Construction Drainaae Areas
Name
HSG
Outfall
Atotal
(acres)
'gimp
(acres)
Agrass
acres
Awooded
(acres)
CN comppost
POST-CONA+
B
1
0.25
0.25
0.00
0.00
98.0
POST-CON:2+
B
1
0.23
0.22
0.01
0.00
96.8
POST-CON:3+
B
1
0.15
0.15
0.00
0.00
97.2
POST-CON:4+
B
1
0.16
0.16
0.00
0.00
98.0
POST-CON:5+
B
1
0.04
0.00
0.03
0.00
65.8
POST-CON:6+
B
1
0.25
0.00
0.25
0.00
61.0
TOTAL
1 1.08
0.78
0.29
1 0.001
87.9
SUBTOTAL+ TO SCM
1.081
0.78
0.29
1 0.001
87.9
+ Routed through stormwater control measure prior to discharge.
A composite rational
calculated for each
conveyance sizing.
runoff coefficient and associated discharge was also
post -construction drainage area for pipe and swale
Aimppost x Cimp + Agrasspost x Cimp + Awoodedpost x Cwooded
Ccomp =
Atotalpost
Q = CcomplA
Table 6 - Composite Rational Coefficients
Name
Atotal
(acres)
Aimp
(acres)
Agrass
(acres)
Awooded
(acres)
Ccomp
t3
Q f-
s
POST-CONA*
0.25
0.25
0.00
0.00
0.95
1.66
POST-CON:2*
0.23
0.22
0.01
0.00
0.93
1.49
POST-CON:3*
0.15
0.15
0.00
0.00
0.93
0.98
POST-CON:4*
0.16
0.16
0.00
0.00
0.95
1.05
POST-CON:5*
0.04
0.00
0.03
0.00
0.30
0.08
POST-CON:6*
1 0.25
1 0.001
0.251
0.00
1 0.20
1 0.35
* Qio
** Q25
BREC, P.A.
Dollar General - Store #24556
n.

2.4 Pipe Design
Rational discharges from the delineated drainage areas were used to size pipes
by solving Manning's equation iteratively for the normal depth.
Table 7 - Pipe Design Summary
See Appendix for complete pipe design table.
2.4.1 Outlet Design
Outlet design for pipes discharging to ground surface was taken from Chapter 10
of HEC-14. Riprap D50 was calculated as:
4
l
D50 = 0.2D(Qdesign
gD2.5 3 ( D
Where,
D50 = Riprap median diameter (f t)
Qdesign = Design discharge (f t3/s)
D = Pipe diameter (f t)
TW = Tailwater depth (ft)
g = gravitational acceleration (32.2 f t/s2)
Substituting the corresponding pipe diameters and design discharges into the
equation above yields:
Table 8 - Riprap Outlet Stone Sizing
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 141
.
http://www.fhwa.dot.gov/engineering/hydraulics/pubs/06086/hecl 4ch l O.cfm
BREC, P.A. Dollar General — Store #24556 7
t )s D50calc (in)
NAME
DIA (in)
ftS/
Qmax \ s
ftS
Qdesign \ s )
PIPE-1
15
7.5
2.1
PIPE-2
15
12.5
5.6
PIPE-3
12
2.8
1.7
NAME
DIA (in)
3
Qdesign f

La = Apron length (f t) = 4D
Da = Apron depth (f t) = 3.5D50
W1 = Upper width (f t) = 3D
WZ = Lower width (f t) = 3D + (2/3) La
Table 9 - Riprap Aron Dimensions
NAME DIA (in) La (f t) Da (f t)
W1 (ft)
WZ (ft)
PIPE-1
15
5
1.5
4
7
PIPE-2
15
5
1.5
4
7
PIPE-3
12
4
1.5
3
6

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 10 - Modified SCS Curve Numbers
Name
R
CN
POST-CON:1
0.95
99.57
POST-CON:2
0.92
99.30
POST-CON:3
0.93
99.39
POST-CON:4
0.95
99.57
POST-CON:5
0.17
84.66
POST-CON:6
0.05
77.22

The stage storage relationship for the infiltration basin is calculated using
average end area values for the storage above the stone media. A porosity of
0.25 and 0.32 was used for sand and #57 clean stone, respectively to account for
volume within those media layers.
Table 11 — Infiltration Basin Stage Storage Table
Stage
V t)
Elevation
t)
Area
f t2
Porosity
Total Vol
ft3
!
0
813
1,057+
-
0
0.5
813.5
1,057+
0.25
132
1
814
1,057+
0.32
301
2
815
1,057+
0.32
639
3-
816-
1,057+
0.32
1,228
3+
816+
2,083
1
1,228
3.75
816.75
2,600
1
2,984A
4
817
2,906
1
3,672
5
818
4,331
1
7,291
6
819
6,182
1
12,547
+ Aprovided
n
Uprovided
2.6.2 Anti -floatation Calculations
The outlet structure is a 3 ft x 3 ft x 3.5 ft precast concrete box with 6 in side
and bottom wall thicknesses. Including concrete and reinforcing steel, the
structure has an empty mass of Moutletempty = 3,751 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.
Vboxwater = 4.0 f t x 4.0 f t x 4.0 f t= 64 f t3
The buoyant force on the box is defined from the hydraulic forces acting
lb
Fb = VboxwaterPW = 64 f t3 x 62.4 ft3 = 3,994 lb
Additional mass was added to the outlet structure by pouring a 6 in concrete
slab over the bottom.
BREC, P.A. Dollar General - Store #24556
10

MoutlettotQl = 3,751 lb + (3 f t)(3 f t)(0.5 f t) C150 l b3) = 4,426 lb > Fb
3.0 Results
The design storm (1") is routed through the stormwater control measure and
reaches a max storage depth of 0.5 ft above stone surface (3.5 ft above in -situ
soil). The water quality volume is discharged over a period of 20 hours.
— Storage: System (POST-CON-ROLMNGBALANCID 2022-09-1214:20:46)
2240
2016
1792
1568
1344
c
1120
`o
896
672
448
224
0 5 10 15 20 25 30 35 40 45
Time (hrs)
Figure 1 - System Storage of Design Storm
BREC, P.A. Dollar General — Store #24556 11

Appendix
Table 12 - Pipe Design Table
NAME
DIA
(IN)
INV UP
INV DOWN
LEN (FT)
S (FT/FT)
n
Q MAX
(CFS)
Q DESIGN
(CFS)
PIPE-1
15
818.25
817.25
87.5
0.011
0.012
7.5
2.1
PIPE-2
15
815.25
814.50
23.4
0.032
0.012
12.5
5.6
PIPE-3
12
817.00
816.10
168.0
0.005
0.012
2.8
1.7

Post -construction Design Storm
BREC, P.A. Dollar General — Store #24556 13

BREC,PA
Project Description
File Name................................................................. POST-CON-ROUTING-BALANCED.SPF
Description............................................................... C:\Users\justi\App Data\Local\Temp\3161032022_C100_
STORMWATER2_recover_1_27644_e86f114b.sv$
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
aty
RainGages...............................................................
1
Sub ba si ns..................................................................
6
Nodes........................................................................
5
Junctions...........................................................
2
Outfalls.............................................................
2
Flow Diversions ................................................
0
Inlets.................................................................
0
Storage Nodes ..................................................
1
Links..........................................................................
5
Channels...........................................................
0
Pipes.................................................................
2
Pumps...............................................................
0
Orifices.............................................................
1
Weirs................................................................
1
Outlets..............................................................
1
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
1 SALISBURY Time Series 11 N-6H R- BALANCED Cumulative inches 0.00

BREC, PA
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 {Site 1}.POST - CONA
0.16
484.00
99.57
1.00
0.95
0.15
0.33
0 00:05:00
2 {Site 1}.POST-CON:1
0.25
484.00
99.57
1.00
0.95
0.24
0.52
0 00:05:00
3 {Site 1}.POST-CON:2
0.23
484.00
99.30
1.00
0.92
0.21
0.47
0 00:05:00
4 {Site 1}.POST-CON:3
0.15
484.00
99.39
1.00
0.93
0.14
0.30
0 00:05:00
5 {Site 1}.POST-CON:5
0.04
484.00
84.66
1.00
0.13
0.01
0.01
0 00:05:00
6 {Site 1}.POST-CON:6
0.25
484.00
77.22
1.00
0.05
0.01
0.01
0 00:05:00

BREC, PA
Node Summary
SN Element
ID
Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total
Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft') (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in)
1 SCM-RISER
Junction
815.25 819.00 815.25
0.00 0.00 0.00
815.25
2 SITE-ABOVE-GROUND-JUNCTION(VIRTUAL)
Junction
815.00 819.00 815.00
0.00 0.00 0.00
815.00
3 OUTFALL-ABOVE-GROUND
Outfall
814.75
0.00
814.75
4 OUTFALL-BELOW-GROUND
Outfall
810.00
0.05
810.00
5 INFILTRATION
Storage Node
813.00 819.00 813.00
0.00 1.64
816.50
0.00 3.75 0 00:00 0.00
0.00 6.00 0 00:00 0.00
0.00

BREC,PA
Total Time
Flooded
(min)
0.00
0.00
0.00

BREC, PA
Link Summary
SN Element
Element From
To (Outlet)
Length
Inlet
Outlet Average Diameter or
Manning's Peak
Design Flow
Peak Flow/ Peak Flow
ID
Type
(Inlet)
Node
Invert
Invert
Slope
Height
Roughness Flow
Capacity
Design Flow
Velocity
Node
Elevation
Elevation
Ratio
(ft)
(ft)
(ft)
N
(in)
(cfs)
(cfs)
(ft/sec)
1 SCM-BARREL
Pipe
SCM-RISER
SITE-ABOVE-GROUND-JUNCTION(VIRTUAL)
10.00
815.25
815.00
2.5000
15.000
0.0120 0.00
11.06
0.00
0.00
2 SITE-ABOVE-GROUND-LINK(VIRTUAL)
Pipe
SITE-ABOVE-GROUND-JUNCTION(VIRTUAL)
OUTFALL-ABOVE-GROUND
10.00
815.00
814.75
2.5000
18.000
0.0120 0.00
17.99
0.00
0.00
3 SCM-SECONDARY
Orifice
INFILTRATION
SCM-RISER
813.00
815.25
36.000
0.00
41N-SITU-SOIL
Outlet
INFILTRATION
OUTFALL-BELOW-GROUND
813.00
810.00
0.05
5 EM-SPILLWAY
Weir
INFILTRATION
SITE-ABOVE-GROUND-JUNCTION(VIRTUAL)
813.00
815.00
0.00

BREC,PA
Peak Flow Peak Flow Total Time Reported
Depth Depth/ Surcharged Condition
Total Depth
Ratio
(ft) (min)
0.00 0.00 0.00 Calculated
0.00 0.00 0.00 Calculated

BREC, PA
Subbasin Hydrology
Subbasin : {Site 1}.POST - CONA
Input Data
Area(ac)............................................................ 0.16
Peak Rate Factor ............................................... 484
Weighted Curve Number .................................. 99.57
Rain Gage ID ..................................................... SALISBURY
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.16 - 99.57
Composite Area & Weighted CN 0.16 99.57
Subbasin Runoff Results
Total Rainfall (in) .............................................. 1
Total Runoff(in)................................................ 0.95
Peak Runoff (cfs)............................................... 0.33
Weighted Curve Number .................................. 99.57
Time of Concentration (days hh:mm:ss) .......... 0 00:05:00

BREC, PA
T
T,
0
c
c
Subbasin : (Site 11.130ST- CON:4
1.7
1.6
).9
).8
).7
).6
).5
).4
).3
).2
).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
0.36
0.34
0.32
0.3
0.28
0.26
0.24
0.22
0.2
0.18
0.16
0.14 lit
0.12
0.1
0.08
0.06
0.04
0.02
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)

BREC, PA
Subbasin : {Site 1}.POST-CON:1
Input Data
Area(ac)............................................................ 0.25
Peak Rate Factor ............................................... 484
Weighted Curve Number .................................. 99.57
Rain Gage ID ..................................................... SALISBURY
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

BREC, PA
Subbasin : (Site 1}.POST-CON:1
0.
0.
c
0.
0.
0.
0.
0.
0.
0.
0.
� t
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
52
.5
l8
l6
14
l2
.4
38
)6
34
32
3
>g
t6
>4
?2
.2
18
16
14
12
1
)8
)6
)4
)2
U L 4 b 6 lU lL 14 lb ltl LU GL L4 Lb Zb SU SL 34 Sb Jtl 4U 4L 44 4b
Time (hrs)

BREC, PA
Subbasin : {Site 1}.POST-CON:2
Input Data
Area(ac)............................................................ 0.23
Peak Rate Factor ............................................... 484
Weighted Curve Number .................................. 99.3
Rain Gage ID ..................................................... SALISBURY
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.23 - 99.3
Composite Area & Weighted CN 0.23 99.3
Subbasin Runoff Results
Total Rainfall (in) .............................................. 1
Total Runoff(in)................................................ 0.92
Peak Runoff (cfs)............................................... 0.47
Weighted Curve Number .................................. 99.3
Time of Concentration (days hh:mm:ss) .......... 0 00:05:00

BREC, PA
Subbasin : (Site 1}.POST-CON:2
c
0.
0.
0.
0.
c
0..
0..
0..
0..
c
in 0.
0.
`0 0.
0.
c
0.
0.
0.
0.
c
0.i
0.i
0.i
0.i
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
18
�s
14
2
4
18
16
w
Iz
3
'8
!6
A
2--t
2
8
6
4
2
1
18
16
14
12
U L 4 b d lU lL l4 lb ltl LU GL L4 Lb Zb SU SL 34 Sb Jtl 4U 4L 44 4b
Time (hrs)

BREC, PA
Subbasin : {Site 1}.POST-CON:3
Input Data
Area(ac)............................................................ 0.15
Peak Rate Factor ............................................... 484
Weighted Curve Number .................................. 99.39
Rain Gage ID ..................................................... SALISBURY
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.15 - 99.39
Composite Area & Weighted CN 0.15 99.39
Subbasin Runoff Results
Total Rainfall (in) .............................................. 1
Total Runoff(in)................................................ 0.93
Peak Runoff (cfs)............................................... 0.3
Weighted Curve Number .................................. 99.39
Time of Concentration (days hh:mm:ss) .......... 0 00:05:00

BREC, PA
T
T,
0
c
c
Subbasin : (Site 1}.POST-CON:3
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
0.34
0.32
0.3
0.28
0.26
0.24
0.22
0.2
0.18
0.16
0.14
0.12
0.1
0.08
0.06
0.04
0.02
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)

BREC, PA
Subbasin : {Site 1}.POST-CON:5
Input Data
Area(ac)............................................................ 0.04
Peak Rate Factor ............................................... 484
Weighted Curve Number .................................. 84.66
Rain Gage ID ..................................................... SALISBURY
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.04 - 84.66
Composite Area & Weighted CN 0.04 84.66
Subbasin Runoff Results
Total Rainfall (in) .............................................. 1
Total Runoff(in)................................................ 0.13
Peak Runoff (cfs)............................................... 0.01
Weighted Curve Number .................................. 84.66
Time of Concentration (days hh:mm:ss) .......... 0 00:05:00

BREC, PA
Subbasin : (Site 1}.POST-CON:5
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.
0.
�.0
&0.0
w0.0
C0.0
Qf0.0
0.0
0.0
0.0
0.0
0.0
0.0
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
5
01
01
09
09
08
08
07
07
O6
O6
05
04
04
04
03
03
02
02
01
4
4
3
3
2
2
1
1
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)

BREC, PA
Subbasin : {Site 1}.POST-CON:6
Input Data
Area(ac)............................................................ 0.25
Peak Rate Factor ............................................... 484
Weighted Curve Number .................................. 77.22
Rain Gage ID ..................................................... SALISBURY
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.25 - 77.22
Composite Area & Weighted CN 0.25 77.22
Subbasin Runoff Results
Total Rainfall (in) .............................................. 1
Total Runoff(in)................................................ 0.05
Peak Runoff (cfs)............................................... 0.01
Weighted Curve Number .................................. 77.22
Time of Concentration (days hh:mm:ss) .......... 0 00:05:00

BREC, PA
Subbasin : (Site 1}.POST-CON:6
0.01
0.01
0.01
0.
0.
0.0
0.0
0.0
0.0
NO.o
°o.o
Co.o
Qfo.o
0.0
0.0
0.0
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
1
1
01
01
os
os
08
08
07
07
06
06
05
04
04
04
03
03
02
02
01
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)
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)

BREC, PA
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 815.25 819.00 3.75 815.25 0.00 0.00-819.00 0.00 0.00
2 SITE-ABOVE-GROUND-JUNCTION(VIRTUAL) 815.00 819.00 4.00 815.00 0.00 0.00-819.00 0.00 0.00

BREC, PA
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
0.00
0.00
815.25
0.00
0.00
3.75
815.25
0.00
0 00:00
0 00:00
0.00
0.00
2 SITE-ABOVE-GROUND-JUNCTION(VIRTUAL)
0.00
0.00
815.00
0.00
0.00
6.00
815.00
0.00
0 00:00
0 00:00
0.00
0.00

BREC, PA
Pipe Input
SN Element
ID
Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial
Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) N (in) (in) (cfs)
1 SCM-BARREL 10.00 815.25 0.00 815.00 0.00 0.25 2.5000 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00
2 SITE-ABOVE-GROUND-LINK(VIRTUAL) 10.00 815.00 0.00 814.75 0.00 0.25 2.5000 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00

BREC,PA
Flap No. of
Gate Barrels
No
No

BREC, PA
Pipe Results
SN Element
ID
Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
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 SCM-BARREL 0.00 0 00:00 11.06 0.00 0.00 0.00 0.00 0.00 Calculated
2 SITE-ABOVE-GROUND-LINK(VIRTUAL) 0.00 0 00:00 17.99 0.00 0.00 0.00 0.00 0.00 Calculated

BREC, PA
Storage Nodes
Storage Node : INFILTRATION
Input Data
Invert Elevation (ft)...............................................................................
813.00
Max (Rim) Elevation (ft)........................................................................
819.00
Max (Rim) Offset (ft).............................................................................
6.00
Initial Water Elevation (ft).....................................................................
813.00
Initial Water Depth (ft)..........................................................................
0.00
Ponded Area (ft2)...................................................................................
0.00
Evaporation Loss...................................................................................
0.00
Storage Area Volume Curves
Storage Curve : INFILTRATION
Stage
Storage
Storage
Area
Volume
(ft)
(ft2)
(ft')
0
240
0
0.5
240
120
0.51
310
122.75
3
310
894.65
3.01
2083
906.62
4
2906
3376.18
5
4331
6994.68
6
6182
12251.18

BREC,PA
Storage Area Volume Curves
Storage Volume (ft3)
500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000
Storage Area (ft')
Storage Area — Storage Volume

BREC, PA
Storage Node : INFILTRATION (continued)
Outflow Weirs
Outflow Orifices
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 EM-SPILLWAY Trapezoidal No 817.75 4.75 10.00 1.25 3.33
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 SCM-SECONDARY Bottom
Rectangular
No
36.00
36.00
817.00 0.63
Output Summary Results
Peak Inflow (cfs)....................................................................................
1.64
Peak Lateral Inflow (cfs)........................................................................
1.64
Peak Outflow (cfs).................................................................................
0.05
Peak Exfiltration Flow Rate (cfm)..........................................................
0
Max HGL Elevation Attained (ft)............................................................
816.5
Max HGL Depth Attained (ft).................................................................
3.5
Average HGL Elevation Attained (ft).....................................................
813.9
Average HGL Depth Attained (ft)..........................................................
0.9
Time of Max HGL Occurrence (days hh:mm)........................................
0 04:57
Total Exfiltration Volume (1000-ft3)......................................................
0
Total Flooded Volume (ac-in)................................................................
0
Total Time Flooded (min)......................................................................
0
Total Retention Time (sec)....................................................................
0

Post -construction 10 Year, 24 Hour
BREC, P.A. Dollar General — Store #24556 14

BREC,PA
Project Description
File Name ..................................................... POST-CON-ROUTING.SPF
Description .................................................. C:\Users\justi\App Data\Local\Temp\3161032022_C100_STORMWA
TER2_recover_1_27644_e86f114b.sv$
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
Sub ba si ns......................................................
6
Nodes............................................................
5
Junctions ..............................................
2
Outfalls................................................
2
Flow Diversions ....................................
0
Inlets....................................................
0
Storage Nodes .....................................
1
Links..............................................................
5
Channels..............................................
0
Pipes.....................................................
2
Pumps..................................................
0
Orifices.................................................
1
Weirs....................................................
1
Outlets.................................................
1
Pollutants.....................................................
0
LandUses .....................................................
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain
ID Source ID Type Units
1 SALISBURY Time Series 10YR-24HR Cumulative inches
State County Return Rainfall Rainfall
Period Depth Distribution
(years) (inches)
North Carolina Rowan 10.00 4.80 SCS Type II 24-hr

BREC, PA
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 {Site 1}.POST - CONA
0.16
484.00
98.00
4.80
4.56
0.73
1.01
0 00:05:00
2 {Site 1}.POST-CON:1
0.25
484.00
98.00
4.80
4.56
1.14
1.57
0 00:05:00
3 {Site 1}.POST-CON:2
0.23
484.00
96.80
4.80
4.42
1.02
1.44
0 00:05:00
4 {Site 1}.POST-CON:3
0.15
484.00
97.20
4.80
4.47
0.67
0.92
0 00:05:00
5 {Site 1}.POST-CON:5
0.04
484.00
65.80
4.80
1.57
0.06
0.09
0 00:05:00
6 {Site 1}.POST-CON:6
0.25
484.00
61.00
4.80
1.25
0.31
0.46
0 00:05:00

BREC, PA
Node Summary
SN Element
ID
Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total
Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft') (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in)
1 SCM-RISER
Junction
815.25 819.00 815.25
0.00 0.00 5.08
816.32
2 SITE-ABOVE-GROUND-JUNCTION(VIRTUAL)
Junction
815.00 819.00 815.00
0.00 0.00 5.08
815.87
3 OUTFALL-ABOVE-GROUND
Outfall
814.75
5.08
815.30
4 OUTFALL-BELOW-GROUND
Outfall
810.00
0.05
810.00
5 INFILTRATION
Storage Node
813.00 819.00 813.00
0.00 5.47
817.25
0.00 2.68 0 00:00 0.00
0.00 4.88 0 00:00 0.00
0.00

BREC,PA
Total Time
Flooded
(min)
0.00
0.00
0.00

BREC, PA
Link Summary
SN Element
Element From
To (Outlet)
Length
Inlet
Outlet Average Diameter or
Manning's Peak
Design Flow
Peak Flow/ Peak Flow
ID
Type
(Inlet)
Node
Invert
Invert
Slope
Height
Roughness Flow
Capacity
Design Flow
Velocity
Node
Elevation
Elevation
Ratio
(ft)
(ft)
(ft)
N
(in)
(cfs)
(cfs)
(ft/sec)
1 SCM-BARREL
Pipe
SCM-RISER
SITE-ABOVE-GROUND-JUNCTION(VIRTUAL)
10.00
815.25
815.00
2.5000
15.000
0.0120 5.08
11.06
0.46
4.98
2 SITE-ABOVE-GROUND-LINK(VIRTUAL)
Pipe
SITE-ABOVE-GROUND-JUNCTION(VIRTUAL)
OUTFALL-ABOVE-GROUND
10.00
815.00
814.75
2.5000
18.000
0.0120 5.08
17.99
0.28
6.22
3 SCM-SECONDARY
Orifice
INFILTRATION
SCM-RISER
813.00
815.25
36.000
5.08
41N-SITU-SOIL
Outlet
INFILTRATION
OUTFALL-BELOW-GROUND
813.00
810.00
0.05
5 EM-SPILLWAY
Weir
INFILTRATION
SITE-ABOVE-GROUND-JUNCTION(VIRTUAL)
813.00
815.00
0.00

BREC,PA
Peak Flow Peak Flow Total Time Reported
Depth Depth/ Surcharged Condition
Total Depth
Ratio
(ft) (min)
0.97 0.77 0.00 Calculated
0.71 0.47 0.00 Calculated

BREC, PA
Subbasin Hydrology
Subbasin : {Site 1}.POST - CONA
Input Data
Area(ac)............................................................ 0.16
Peak Rate Factor ............................................... 484
Weighted Curve Number .................................. 98
Rain Gage ID ..................................................... SALISBURY
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.16 - 98
Composite Area & Weighted CN 0.16 98
Subbasin Runoff Results
Total Rainfall (in) .............................................. 4.8
Total Runoff(in)................................................ 4.56
Peak Runoff (cfs)............................................... 1.01
Weighted Curve Number .................................. 98
Time of Concentration (days hh:mm:ss) .......... 0 00:05:00

BREC, PA
Subbasin : (Site 11.130ST- CON:4
DA
0
DA
0
0.i
0
_ 0.(
N 0
U
w DA
O
0
0.,
0
0.:
0
0.;
0
0.'
0
0.(
Rainfall Intensity Graph
i
i
i
V
i
i
U 2 4 b tl lU 12 14 lb ltf LU 22 24 2b 28 JU 32 J4 Jb 38 4U 42 44 4b 48
Time (hrs)
Runoff Hydrograph
5
1
5
5
B
5
lid
I 1
11
1
11
7
5
6
5
5
5
4
5
3
5
2
5
1
5- L
±1
-
-L�i
I
I
I
U L 4 b 6 lU lL 14 lb ltl LU GL L4 Lb Zb JU JL J4 Jb Jd 4U 4L 44 4b
Time (hrs)

BREC, PA
Subbasin : {Site 1}.POST-CON:1
Input Data
Area(ac)............................................................ 0.25
Peak Rate Factor ............................................... 484
Weighted Curve Number .................................. 98
Rain Gage ID ..................................................... SALISBURY
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) .............................................. 4.8
Total Runoff(in)................................................ 4.56
Peak Runoff (cfs)............................................... 1.57
Weighted Curve Number .................................. 98
Time of Concentration (days hh:mm:ss) .......... 0 00:05:00

BREC, PA
Subbasin : (Site 1}.POST-CON:1
Rainfall Intensity Graph
7.
6.
5.
I 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
0.9-
0.8-
0.7-
0.6-
0.5-
0.4-
0.3-
0.2-
0.1-
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)

BREC, PA
Subbasin : {Site 1}.POST-CON:2
Input Data
Area(ac)............................................................ 0.23
Peak Rate Factor ............................................... 484
Weighted Curve Number .................................. 96.8
Rain Gage ID ..................................................... SALISBURY
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.23 - 96.8
Composite Area & Weighted CN 0.23 96.8
Subbasin Runoff Results
Total Rainfall (in) ..............................................
4.8
Total Runoff(in)................................................
4.42
Peak Runoff (cfs)...............................................
1.44
Weighted Curve Number ..................................
96.8
Time of Concentration (days hh:mm:ss) ..........
0 00:05:00

BREC, PA
T
T,
0
c
c
Subbasin : (Site 1}.POST-CON:2
7.
6.
5.
Rainfall Intensity Graph
I 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
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
0.85
0.8
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
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)

BREC, PA
Subbasin : {Site 1}.POST-CON:3
Input Data
Area(ac)............................................................ 0.15
Peak Rate Factor ............................................... 484
Weighted Curve Number .................................. 97.2
Rain Gage ID ..................................................... SALISBURY
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.15 - 97.2
Composite Area & Weighted CN 0.15 97.2
Subbasin Runoff Results
Total Rainfall (in) ..............................................
4.8
Total Runoff(in)................................................
4.47
Peak Runoff (cfs)...............................................
0.92
Weighted Curve Number ..................................
97.2
Time of Concentration (days hh:mm:ss) ..........
0 00:05:00

BREC, PA
Subbasin : (Site 1}.POST-CON:3
7.
6.
5.
0.9
0.
0.8
0.
0.7
0.
0.6
0.
`cNi 0.5
w 0.
`0
0.4
0.
0.3
0.
0.2
0.
0.1
0.
0.0
Rainfall Intensity Graph
7 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
i
i
i
V
i
I
I
II
U L 4 b b "IU lL 14 lb 1b LU GL L4 Lb Zb SU SL 34 Sb M 4U 4L 44 4b
Time (hrs)

BREC, PA
Subbasin : {Site 1}.POST-CON:5
Input Data
Area(ac)............................................................ 0.04
Peak Rate Factor ............................................... 484
Weighted Curve Number .................................. 65.8
Rain Gage ID ..................................................... SALISBURY
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.04 - 65.8
Composite Area & Weighted CN 0.04 65.8
Subbasin Runoff Results
Total Rainfall (in) ..............................................
4.8
Total Runoff(in)................................................
1.57
Peak Runoff (cfs)...............................................
0.09
Weighted Curve Number ..................................
65.8
Time of Concentration (days hh:mm:ss) ..........
0 00:05:00

BREC, PA
Subbasin : (Site 1}.POST-CON:5
7.
6.
5.
0.
0.09
0.0
0.08
0.0
0.07
0.0
0.06
0.0
40.05
0 0.0
c
�0.04
0.0
0.03
0.0
0.02
0.0
0.01
0.0
0.00
Rainfall Intensity Graph
7 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
U L 4 b 6 lU lL 14 lb ltl LU GL L4 Lb Zb JU JL J4 Jb Jb 4U 4L 44 4b
Time (hrs)

BREC, PA
Subbasin : {Site 1}.POST-CON:6
Input Data
Area(ac)............................................................ 0.25
Peak Rate Factor ............................................... 484
Weighted Curve Number .................................. 61
Rain Gage ID ..................................................... SALISBURY
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.25 - 61
Composite Area & Weighted CN 0.25 61
Subbasin Runoff Results
Total Rainfall (in) .............................................. 4.8
Total Runoff(in)................................................ 1.25
Peak Runoff (cfs)............................................... 0.46
Weighted Curve Number .................................. 61
Time of Concentration (days hh:mm:ss) .......... 0 00:05:00

BREC, PA
Subbasin : (Site 1}.POST-CON:6
7.
6.
5.
0.
0.
0.
0.
c
0.
0.
0.
0.
c
0.
� 0.
w 0.
0
0.
0.
0.
0.
0.
0.
0.
0.
0.
Rainfall Intensity Graph
7 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
W
)2
.4
38
is
32
.3
-8
t6
>q
>_2
.2
18
I6
14
12
1
)8
76
)4
)2
U L 4 b 15 lU lL l4 lb ltl LU GL L4 Lb Lis JU JL J4 Jb Jd 4U 4L 44 4b
Time (hrs)

BREC, PA
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 815.25 819.00 3.75 815.25 0.00 0.00-819.00 0.00 0.00
2 SITE-ABOVE-GROUND-JUNCTION(VIRTUAL) 815.00 819.00 4.00 815.00 0.00 0.00-819.00 0.00 0.00

BREC, PA
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
5.08
0.00
816.32
1.07
0.00
2.68
815.27
0.02
0 11:56
0 00:00
0.00
0.00
2 SITE-ABOVE-GROUND-JUNCTION(VIRTUAL)
5.08
0.00
815.87
0.87
0.00
4.88
815.02
0.02
0 11:57
0 00:00
0.00
0.00

BREC, PA
Pipe Input
SN Element
ID
Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial
Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) N (in) (in) (cfs)
1 SCM-BARREL 10.00 815.25 0.00 815.00 0.00 0.25 2.5000 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00
2 SITE-ABOVE-GROUND-LINK(VIRTUAL) 10.00 815.00 0.00 814.75 0.00 0.25 2.5000 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00

BREC,PA
Flap No. of
Gate Barrels
No
No

BREC, PA
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 SCM-BARREL
5.08
0 11:57
11.06
0.46
4.98
0.03
0.97
0.77
0.00 Calculated
2 SITE-ABOVE-GROUND-LINK(VIRTUAL)
5.08
0 11:57
17.99
0.28
6.22
0.03
0.71
0.47
0.00 Calculated

BREC, PA
Storage Nodes
Storage Node : INFILTRATION
Input Data
Invert Elevation (ft)...............................................................................
813.00
Max (Rim) Elevation (ft)........................................................................
819.00
Max (Rim) Offset (ft).............................................................................
6.00
Initial Water Elevation (ft).....................................................................
813.00
Initial Water Depth (ft)..........................................................................
0.00
Ponded Area (ft2)...................................................................................
0.00
Evaporation Loss...................................................................................
0.00
Storage Area Volume Curves
Storage Curve : INFILTRATION
Stage
Storage
Storage
Area
Volume
(ft)
(ft2)
(ft')
0
240
0
0.5
240
120
0.51
310
122.75
3
310
894.65
3.01
2083
906.62
4
2906
3376.18
5
4331
6994.68
6
6182
12251.18

BREC,PA
Storage Area Volume Curves
Storage Volume (ft3)
500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000
Storage Area (ft')
Storage Area — Storage Volume

BREC, PA
Storage Node : INFILTRATION (continued)
Outflow Weirs
Outflow Orifices
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 EM-SPILLWAY Trapezoidal No 817.50 4.50 10.00 1.25 3.33
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 SCM-SECONDARY Bottom
Rectangular
No
36.00
36.00
817.00 0.63
Output Summary Results
Peak Inflow (cfs)....................................................................................
5.47
Peak Lateral Inflow (cfs)........................................................................
5.47
Peak Outflow (cfs).................................................................................
5.13
Peak Exfiltration Flow Rate (cfm)..........................................................
0
Max HGL Elevation Attained (ft)............................................................
817.25
Max HGL Depth Attained (ft).................................................................
4.25
Average HGL Elevation Attained (ft).....................................................
815.56
Average HGL Depth Attained (ft)..........................................................
2.56
Time of Max HGL Occurrence (days hh:mm)........................................
0 11:56
Total Exfiltration Volume (1000-ft3)......................................................
0
Total Flooded Volume (ac-in)................................................................
0
Total Time Flooded (min)......................................................................
0
Total Retention Time (sec)....................................................................
0

Post -construction 100 Year, 24 Hour
BREC, P.A. Dollar General — Store #24556 15

BREC,PA
Project Description
File Name ..................................................... POST-CON-ROUTING.SPF
Description................................................... C:\Users\justi\App Data\Local\Temp\3161032022_C100_STORMWA
TER2_recover_1_27644_e86f114b.sv$
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
Sub ba si ns......................................................
6
Nodes............................................................
5
Junctions ..............................................
2
Outfalls.................................................
2
Flow Diversions ....................................
0
Inlets.....................................................
0
Storage Nodes ......................................
1
Links..............................................................
5
Channels...............................................
0
Pipes.....................................................
2
Pumps...................................................
0
Orifices.................................................
1
Weirs....................................................
1
Outlets..................................................
1
Pollutants.....................................................
0
LandUses .....................................................
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain
ID Source ID Type Units
1 SALISBURY Time Series 100YR-24HR Cumulative inches
State County Return Rainfall Rainfall
Period Depth Distribution
(years) (inches)
North Carolina Rowan 100.00 7.13 SCS Type II 24-hr

BREC, PA
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 {Site 1}.POST - CONA
0.16
484.00
98.00
7.13
6.89
1.10
1.50
0 00:05:00
2 {Site 1}.POST-CON:1
0.25
484.00
98.00
7.13
6.89
1.72
2.34
0 00:05:00
3 {Site 1}.POST-CON:2
0.23
484.00
96.80
7.13
6.75
1.55
2.15
0 00:05:00
4 {Site 1}.POST-CON:3
0.15
484.00
97.20
7.13
6.80
1.02
1.38
0 00:05:00
5 {Site 1}.POST-CON:5
0.04
484.00
65.80
7.13
3.27
0.13
0.20
0 00:05:00
6 {Site 1}.POST-CON:6
0.25
484.00
61.00
7.13
2.80
0.70
1.09
0 00:05:00

BREC, PA
Node Summary
SN Element
ID
Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total
Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft') (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in)
1 SCM-RISER
Junction
815.25 819.00 815.25
0.00 0.00 8.09
817.01
2 SITE-ABOVE-GROUND-JUNCTION(VIRTUAL)
Junction
815.00 819.00 815.00
0.00 0.00 8.09
816.18
3 OUTFALL-ABOVE-GROUND
Outfall
814.75
8.09
815.46
4 OUTFALL-BELOW-GROUND
Outfall
810.00
0.05
810.00
5 INFILTRATION
Storage Node
813.00 819.00 813.00
0.00 8.65
817.35
0.00 1.99 0 00:00 0.00
0.00 4.57 0 00:00 0.00
0.00

BREC,PA
Total Time
Flooded
(min)
0.00
0.00
0.00

BREC, PA
Link Summary
SN Element
Element From
To (Outlet)
Length
Inlet
Outlet Average Diameter or
Manning's Peak
Design Flow
Peak Flow/ Peak Flow
ID
Type
(Inlet)
Node
Invert
Invert
Slope
Height
Roughness Flow
Capacity
Design Flow
Velocity
Node
Elevation
Elevation
Ratio
(ft)
(ft)
(ft)
N
(in)
(cfs)
(cfs)
(ft/sec)
1 SCM-BARREL
Pipe
SCM-RISER
SITE-ABOVE-GROUND-JUNCTION(VIRTUAL)
10.00
815.25
815.00
2.5000
15.000
0.0120 8.09
11.06
0.73
6.65
2 SITE-ABOVE-GROUND-LINK(VIRTUAL)
Pipe
SITE-ABOVE-GROUND-JUNCTION(VIRTUAL)
OUTFALL-ABOVE-GROUND
10.00
815.00
814.75
2.5000
18.000
0.0120 8.09
17.99
0.45
6.95
3 SCM-SECONDARY
Orifice
INFILTRATION
SCM-RISER
813.00
815.25
36.000
8.09
41N-SITU-SOIL
Outlet
INFILTRATION
OUTFALL-BELOW-GROUND
813.00
810.00
0.05
5 EM-SPILLWAY
Weir
INFILTRATION
SITE-ABOVE-GROUND-JUNCTION(VIRTUAL)
813.00
815.00
0.00

BREC,PA
Peak Flow Peak Flow Total Time Reported
Depth Depth/ Surcharged Condition
Total Depth
Ratio
(ft) (min)
1.21 0.97 0.00 Calculated
0.94 0.63 0.00 Calculated

BREC, PA
Subbasin Hydrology
Subbasin : {Site 1}.POST - CONA
Input Data
Area(ac)............................................................ 0.16
Peak Rate Factor ............................................... 484
Weighted Curve Number .................................. 98
Rain Gage ID ..................................................... SALISBURY
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.16 - 98
Composite Area & Weighted CN 0.16 98
Subbasin Runoff Results
Total Rainfall (in) .............................................. 7.13
Total Runoff(in)................................................ 6.89
Peak Runoff (cfs)............................................... 1.5
Weighted Curve Number .................................. 98
Time of Concentration (days hh:mm:ss) .......... 0 00:05:00

BREC, PA
Subbasin : (Site 11.130ST- CON:4
9.
8.
7.
6.
5.
m
`c 4 M
3.
2.
1.
0.
T
T,
0
c
c
Rainfall Intensity Graph
I 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
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
0.85
0.8
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
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)

BREC, PA
Subbasin : {Site 1}.POST-CON:1
Input Data
Area(ac)............................................................ 0.25
Peak Rate Factor ............................................... 484
Weighted Curve Number .................................. 98
Rain Gage ID ..................................................... SALISBURY
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) .............................................. 7.13
Total Runoff(in)................................................ 6.89
Peak Runoff (cfs)............................................... 2.34
Weighted Curve Number .................................. 98
Time of Concentration (days hh:mm:ss) .......... 0 00:05:00

BREC, PA
Subbasin : (Site 1}.POST-CON:1
Rainfall Intensity Graph
10.5
10
9.5
9
8.5
8
7.5
7
6.5
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
1
0.5
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)
2.5
2.
2
2.
2.1
0
0
0
0
0
0
0
0
0
Runoff Hydrograph
4
3
2
2
9
B
7
6
5
4
3
2
1
1
9
B
7
6
5
4---d I 1 1
3
2
1
U L 4 b t$ lU lL 14 lb 16 LU GL L4 Lb Lis JU JL 14 Jb -ju 4U 4L 44 4b
Time (hrs)
U L 4 b t$ lU lL 14 lb 16 LU GL L4 Lb Lis JU JL 14 Jb -ju 4U 4L 44 4b
Time (hrs)

BREC, PA
Subbasin : {Site 1}.POST-CON:2
Input Data
Area(ac)............................................................ 0.23
Peak Rate Factor ............................................... 484
Weighted Curve Number .................................. 96.8
Rain Gage ID ..................................................... SALISBURY
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.23 - 96.8
Composite Area & Weighted CN 0.23 96.8
Subbasin Runoff Results
Total Rainfall (in) ..............................................
7.13
Total Runoff(in)................................................
6.75
Peak Runoff (cfs)...............................................
2.15
Weighted Curve Number ..................................
96.8
Time of Concentration (days hh:mm:ss) ..........
0 00:05:00

BREC, PA
Subbasin : (Site 1}.POST-CON:2
Rainfall Intensity Graph
10.5
10
9.5
9
8.5
8
7.5
7
6.5
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
1
0.5
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
2.3
2.
1
1
1
1
1
1
N 1
1
`0 1
c
c
0
0
0
0
0
0
0
0
0
2
2.1
1
1
1
1
1
1
N 1
1
`0 1
c
c
0
0
0
0
0
0
0
0
0
2
9
B
7
6
5
4
3
2
1
1
9
B
7
6
5
4
3
2
1
U L 4 b i5 lU lL 14 lb 1b LU GL L4 Lb Zb JU JL 14 Jb Jtl 4U 4L 44 4b
Time (hrs)
U L 4 b i5 lU lL 14 lb 1b LU GL L4 Lb Zb JU JL 14 Jb Jtl 4U 4L 44 4b
Time (hrs)

BREC, PA
Subbasin : {Site 1}.POST-CON:3
Input Data
Area(ac)............................................................ 0.15
Peak Rate Factor ............................................... 484
Weighted Curve Number .................................. 97.2
Rain Gage ID ..................................................... SALISBURY
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.15 - 97.2
Composite Area & Weighted CN 0.15 97.2
Subbasin Runoff Results
Total Rainfall (in) ..............................................
7.13
Total Runoff(in)................................................
6.8
Peak Runoff (cfs)...............................................
1.38
Weighted Curve Number ..................................
97.2
Time of Concentration (days hh:mm:ss) ..........
0 00:05:00

BREC, PA
Subbasin : (Site 1}.POST-CON:3
Rainfall Intensity Graph
10.5
10
9.5
9
8.5
8
7.5
7
6.5
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
1
0.5
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)
O.f
0
_ O.f
0
U
O.i
`0 0
c
c O.f
(if 0
0.:
0
0.,
0
0."
0
0..
0
0.'
0
0.f
Runoff Hydrograph
a
5
3
5--
2--
5--
1--
5--
1.
5 -M
9
5
B
5
7
5
6
5
5
5
4
5
3
5
2
5
1
5
U L 4 b 6 lU lL 14 lb ltl LU GL L4 Lb zu JU JL J4 Jb Jtl 41.1 4L 44 4b
Time (hrs)

BREC, PA
Subbasin : {Site 1}.POST-CON:5
Input Data
Area(ac)............................................................ 0.04
Peak Rate Factor ............................................... 484
Weighted Curve Number .................................. 65.8
Rain Gage ID ..................................................... SALISBURY
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.04 - 65.8
Composite Area & Weighted CN 0.04 65.8
Subbasin Runoff Results
Total Rainfall (in) ..............................................
7.13
Total Runoff(in)................................................
3.27
Peak Runoff (cfs)...............................................
0.2
Weighted Curve Number ..................................
65.8
Time of Concentration (days hh:mm:ss) ..........
0 00:05:00

BREC, PA
Subbasin : (Site 1}.POST-CON:5
Rainfall Intensity Graph
10.5
10
9.5
9
8.5
8
7.5
7
6.5
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
1
0.5
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)
0.
0.
c
0.
0.
0.
0.
0.
0.
0.
w 0.
U
w 0.
O
0.
0.
0.
0.
0.
0.
0.
0.
0.
Runoff Hydrograph
'1
2
9
8
7
s
5
4
3
2
1
1
9
18
17
16
5
14
3
12
11
ELL
U L 4 b i5 lU lL 14 lb 1b LU GL L4 Lb Zb JU JL J4 Jb Jtl 4U 4L 44 4b
Time (hrs)

BREC, PA
Subbasin : {Site 1}.POST-CON:6
Input Data
Area(ac)............................................................ 0.25
Peak Rate Factor ............................................... 484
Weighted Curve Number .................................. 61
Rain Gage ID ..................................................... SALISBURY
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.25 - 61
Composite Area & Weighted CN 0.25 61
Subbasin Runoff Results
Total Rainfall (in) .............................................. 7.13
Total Runoff(in)................................................ 2.8
Peak Runoff (cfs)............................................... 1.09
Weighted Curve Number .................................. 61
Time of Concentration (days hh:mm:ss) .......... 0 00:05:00

BREC, PA
0.9
0.
0.8
0.
0.7
0.
30.6
0,
0 0.5
(If 0.
0.4
0.
0.3
0.
0.2
0.
0.1
0.
0.0
Subbasin : (Site 1}.POST-CON:6
Rainfall Intensity Graph
10.5
10
9.5
9
8.5
8
7.5
7
6.5
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
1
0.5
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
1.15
1.1
1.05
t
i
V
i
U L 4 b i5 lU lL 14 lb 1b LU GL L4 Lb Zb JU JL 14 Jb Jtl 4U 4L 44 4b
Time (hrs)

BREC, PA
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 815.25 819.00 3.75 815.25 0.00 0.00-819.00 0.00 0.00
2 SITE-ABOVE-GROUND-JUNCTION(VIRTUAL) 815.00 819.00 4.00 815.00 0.00 0.00-819.00 0.00 0.00

BREC, PA
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
8.09
0.00
817.01
1.76
0.00
1.99
815.29
0.04
0 11:56
0 00:00
0.00
0.00
2 SITE-ABOVE-GROUND-JUNCTION(VIRTUAL)
8.09
0.00
816.18
1.18
0.00
4.57
815.03
0.03
0 11:55
0 00:00
0.00
0.00

BREC, PA
Pipe Input
SN Element
ID
Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial
Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) N (in) (in) (cfs)
1 SCM-BARREL 10.00 815.25 0.00 815.00 0.00 0.25 2.5000 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00
2 SITE-ABOVE-GROUND-LINK(VIRTUAL) 10.00 815.00 0.00 814.75 0.00 0.25 2.5000 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00

BREC,PA
Flap No. of
Gate Barrels
No
No

BREC, PA
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 SCM-BARREL
8.09
0 11:56
11.06
0.73
6.65
0.03
1.21
0.97
0.00 Calculated
2 SITE-ABOVE-GROUND-LINK(VIRTUAL)
8.09
0 11:57
17.99
0.45
6.95
0.02
0.94
0.63
0.00 Calculated

BREC, PA
Storage Nodes
Storage Node : INFILTRATION
Input Data
Invert Elevation (ft)...............................................................................
813.00
Max (Rim) Elevation (ft)........................................................................
819.00
Max (Rim) Offset (ft).............................................................................
6.00
Initial Water Elevation (ft).....................................................................
813.00
Initial Water Depth (ft)..........................................................................
0.00
Ponded Area (ft2)...................................................................................
0.00
Evaporation Loss...................................................................................
0.00
Storage Area Volume Curves
Storage Curve : INFILTRATION
Stage
Storage
Storage
Area
Volume
(ft)
(ft2)
(ft')
0
240
0
0.5
240
120
0.51
310
122.75
3
310
894.65
3.01
2083
906.62
4
2906
3376.18
5
4331
6994.68
6
6182
12251.18

BREC,PA
Storage Area Volume Curves
Storage Volume (ft3)
500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000
Storage Area (ft')
Storage Area — Storage Volume

BREC, PA
Storage Node : INFILTRATION (continued)
Outflow Weirs
Outflow Orifices
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 EM-SPILLWAY Trapezoidal No 817.50 4.50 10.00 1.25 3.33
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 SCM-SECONDARY Bottom
Rectangular
No
36.00
36.00
817.00 0.63
Output Summary Results
Peak Inflow (cfs)....................................................................................
8.65
Peak Lateral Inflow (cfs)........................................................................
8.65
Peak Outflow (cfs).................................................................................
8.14
Peak Exfiltration Flow Rate (cfm)..........................................................
0
Max HGL Elevation Attained (ft)............................................................
817.35
Max HGL Depth Attained (ft).................................................................
4.35
Average HGL Elevation Attained (ft).....................................................
815.74
Average HGL Depth Attained (ft)..........................................................
2.74
Time of Max HGL Occurrence (days hh:mm)........................................
0 11:56
Total Exfiltration Volume (1000-ft3)......................................................
0
Total Flooded Volume (ac-in)................................................................
0
Total Time Flooded (min)......................................................................
0
Total Retention Time (sec)....................................................................
0

Soils Report
BREC, P.A. Dollar General — Store #24556 16

V
October 18, 2022
CATAWBA VALLEY
ENGINEERING& TESTING
Mr. Derek Goddard
BREC, PA
P.O. 1520 Meadow View Drive
PO Box 747 Hickory, NC
Hi28603
Wilkesboro, North Carolina 28697
[e-mail]
161 Lenoir Rhyne Blvd
Hickory, NC 28602
Re: Seasonal High Water Table Analysis (SHWT)
828 578 9972 0
Proposed Dollar General Store
828 322 1801 F
Mooresville Road and Briggs Road
NC Firm No. C-3833
SC Firm No. 5201
Salisbury, Rowan County, North Carolina
CVET Project Number: 22-552
Dear Mr. Goddard:
Catawba Valley Engineering and Testing (CVET) is pleased to submit the
results of the seasonal high-water table (SHWT) analysis performed for the
proposed Dollar General Store site located at the above referenced address
in Salisbury, North Carolina.
It's our understanding that the SHWT analysis performed for this project is
for the design purpose of constructing a new permanent pond.
The contents of this report are provided for the use of BREC, PA and its
approved affiliates, and are not intended to be used as the basis for design
and construction for any other project. The contents of this report shall not
be utilized by any other parties unless written permission is granted by
CVET. CVET disclaims all liability from the misuse or reliance, by any such
parties, of the contents brought forth in this report.
TEST PROCUDURES AND FIELD SERVICES
The SHWT analysis included review of the data collected from the
subsurface exploration and geotechnical evaluation performed in June 2022
and drilling of an additional soil test boring in the proposed pond area
during October 2022. Our interpretation of the SHWT is the upper limit of
soil saturated with water for periods long enough for anaerobic conditions
to affect soil color. Such periods result in iron (Fe) reduction within soils
causing mottling or soil leaching to occur, typically resulting in a grayish
color.
Geotechnical Engineering
Environmental Services
Based upon our soil borings drilled to date, mottling was observed at
CMT/Special Inspections
approximately 5.5 to 6.0 feet below existing site grades with elevated soil

Page 2 of 2
Mooresville Road and Briggs Road
Salisbury, Rowan County, North Carolina
CVET Project No. 22-552
moisture content observed in soil samples collected from approximately 10.0 to 20.0
feet below existing site grades.
Groundwater was not observed in any of the test borings drilled during this evaluation,
however each borehole was 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.
USGS 354057080362601, RO-149 (NC-193), Piedmont RS1 NR Barber (Regolith) is
located approximately 2 miles northwest of the subject site. The well is approximately
24 feet in depth and had a documented high-water table of 4.99 feet below existing
site grades on February 25, 2019.
Based the information available, we conclude that the SHWT at the project site is
approximately 6.0 feet below existing site. The testing results presented in this letter
report are based on the specific boring locations (see Figures 1 and 2) within the
proposed pond area as well as the southern portion of the subject site (test borings
SHWT, B04, and B05) and do not reflect variations in subsurface conditions that may
exist between test boring locations.
We appreciate the opportunity to provide professional engineering services for your
project. If you have any questions regarding the contents of this report, please feel
free to contact us.
Sincerely, ,,LI,,,,,,
CATAWBA VALLEY ENGINEERING AND TESTING, P.C.
- SEAL
sOi 041419 :rr�
James H. Carter
Senior Geologist
10/18/2022
David M. LeGrand, Jr., PE
President
NC 041419

c.
1 1 �
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p
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ti.

Infiltration Report
BREC, P.A. Dollar General — Store #24556 17

V
August 18, 2022
CATAWBAVALLEY
Mr. Justin Church, P.E.
ENGINEERING & TESTING
BREC, P.A.
1520 Meadowview Drive
Wilkesboro, North Carolina 28697
PO Box 747
Hickory, NC 28603
[e-mail]
161 Lenoir Rhyne Blvd
Hickory, NC 28602
Hickory,
Re: Double-RingInfiltrometer Tests
Parcel ID #465A043 and 465AO44
828 578 9972 0
Mooresville Road and Briggs Road
828 322 1801 F
Salisbury, Rowan County, North Carolina
NC Firm No. C-3833
CVET Project Number: 22-808
SC Firm No. 5201
Dear Mr. Church:
Catawba Valley Engineering and Testing (CVET) is pleased to submit the
results of the Double -Ring Infiltrometer tests performed at the above
referenced site located in Salisbury, North Carolina. CVET was requested
to perform infiltration testing at the proposed drainage retention area to
determine the in -situ infiltration rate of the soils.
The contents of this report are provided for the use of BREC, P.A. and its
approved affiliates, and are not intended to be used as the basis for design
and construction for any other project. The contents of this report shall not
be utilized by any other parties unless written permission is granted by
CVET. CVET disclaims all liability from the misuse or reliance, by any such
parties, of the contents brought forth in this report.
TEST PROCUDURES AND FIELD SERVICES
The double -ring infiltrometer method is a field measurement of infiltration
rates of soils. A small metal ring is centered inside a larger outer metal
ring. The two rings are driven 6 to 8 inches into the soil. Water maintained
in the outer ring promotes one-dimensional, vertical flow beneath the inner
ring. A constant water level is then maintained within the smaller, inner
ring. The time corresponding to the change in water level within the inner
ring is recorded until the rate of infiltration stabilizes. Test results are
generally reported in inches or centimeters per hour. The tests were
performed in general accordance with ASTM D3385.
One (1) test was performed on August 3 and 4, 2022 at a test pit location
Geotechnical Engineering
excavated by BREC, P.A. personnel (see attached figure: test location 1)
Environmental Services
using a CAT 306 mini -excavator. The test pit location was provided by
CMT/Special Inspections
BREC, P.A. and located in the field by CVET personnel. The test pit was

Page 2 of 2
Salisbury, Rowan County, North Carolina
CVET Project No. 22-808
excavated to a depth of approximately 3.0 feet below existing site grades as requested
by BREC, P.A.. A soil sample was collected from the subgrade of each test pit where the
infiltration testing was conducted (approximately 3.5 to 4.5 feet below existing site
grades). The samples were sealed in an airtight container and transported to CVET's
laboratory in Hickory, North Carolina, where they were examined by a geotechnical
engineer and subjected to USCS Soil Classification testing. Note that the soil samples will
be discarded after 60 days from this report date, unless otherwise directed by BREC, P.A.
FINDINGS AND CONCLUSIONS
Laboratory testing for this portion of the study consisted of Soil Moisture Content (ASTM
D2216), Grain Size Distribution (ASTM D422), and Atterberg limits for plasticity (ASTM
D4318). Laboratory results indicate that the test pit subgrade soils mainly consist of
sandy elastic silt (MH) with approximately 96 percent passing through the #200 Sieve.
The plasticity index at the testing location was 31%. The soil laboratory results are
attached.
The infiltration test was run for a duration of approximately 8.0 hours at approximately
3.0 feet below existing site grades. The water level during the test was maintained at
14.0 inches. The infiltration rate at the test location was approximately 1.0" per hour
(see attached infiltration rate chart).
The testing results presented in this letter report are based on the specific testing location
within the proposed drainage retention area and do not reflect variations in subsurface
conditions that may exist between test locations.
We appreciate the opportunity to provide professional engineering services for your
project. If you have any questions regarding the contents of this report, please feel free
to contact us.
�i uu uCA
ri.
5�5 fits
Sincerely, ."'.
SEAL `
CATAWBA VALLEY ENGINEERING AND TESTING, P.C.�O 041419
James H. Carter
Senior Geologist
Attachments: Figure
Soil Laboratory Results
Infiltration Rate Chart
8/18/2022
David M. LeGrand, Jr., PE
President
NC No.: 34514

CONCEPTUAL SITE PLAN CITY, STATE - STREET
SALIABURY, ROWAN COUNTY, NC - MOORESVILLE RD PARCEL ID: 465A043 A, 465A044
DEVELOPER DESIGNER DATE
2/3/22
1
-A
• AREA
uu�pyi
PROPOSED FA
WELL
IQI �
— -----i •
LOCATION
s (
I (
N
GENERAL NOTES.
LEGEND
1. PRELIMINARY BOUNDARY IS BASED ON INFORMATION FROM PROPERTY
EXISTING ASPHALT 7=1 PROPOSED HD ASPHALT APPRAISER AND SHALL BE USED FOR ILLUSTRATIVE PURPOSES ONLY. THIS
PROPOSED CONCRETE = PROPOSED LD ASPHALT PLAN SHALL NOTBE INTENDEDTO CERTIFY THE ACCURACY OF EXISTING
SURFACE OR SUBSURFACE CONDITIONS. ALL AREAS AND DIMENSIONS ARE S
PROPOSED LANDSCAPING APPROXIMATE AND SHOULD BE VERIFIED BY ACTUAL SURVEY.
SCALE: r' = To'
2. PROPOSED ACCESS LOCATIONS SHALL BE APPROVED BY REGULATORY (ON 8.5" x 1 Y)
AGENCIES HAVING JURISDICTION.

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 # 0 #40 #60 #100 #200
100
90
80
70
w
60
Z
Z
50
w
U
T-
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
0
4
96
Source
Sample #
Depth/Elev.
Date Sampled
USCS
Material Description
NM %
LL
PL
O Infiltration Test
6022
3.5-4.5
08/08/22
Mfl
Orange Elastic SILT
35.0
77
46
Client Teramore Develo ement, LLC
Catawba Valley
Engineering & Testing, P.C.
Hickory, North Carolina
Project Teramore Mooresville Road Test Pits
Project No. 22808
Figure
Tested By: SPC Checked By: SPC

50
40
20
10
LIQUID AND PLASTIC LIMITS TEST REPORT
Dashed line indicates the approximate
upper limit boundary for natural soils
G"o
•
CL-ML
ML or
OL
MH or
OH
10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT
SOIL DATA
NATURAL
SAMPLE
DEPTH
WATER
PLASTIC
LIQUID
PLASTICITY
SYMBOL
SOURCE
USCS
NO.
CONTENT
LIMIT
LIMIT
INDEX
N
N
N
N
•
Infiltration
6022
3.5-4.5
35.0
46
77
31
MH
Test
Catawba Valley Client: Teramore Development, LLC
Engineering & Testing, P.C. Project: Teramore Mooresville Road Test Pits
Hickory, North Carolina Project No.: 22808 Figure
Tested By: BV Checked By:

Test 1: Infiltration Rates
35
31 31
30 30 30 30
30
—
28
25 25 25
C:
25
23
L
21
F
20
u
C:
18 18
U�
17 17 17 17
L
16
d
15
v
E
10
5
0
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Readings Taken After 0.5 Inch of Infiltration