SW3201001_STORMWATER_CALCS_02152021_20210217

DOLLAR GENERAL — STORE #22446
GRANITE QUARRY, NC
HYDROLOGIC AND HYDRAULIC ANALYSIS REPORT
Prepared By:
BREC, P.A.
1520 Meadowview Drive
Wilkesboro, NC 28697
NCBELS Firm #C-3448
[phone]
[e-mail]
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CAR
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SEAL
035736
ell
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]
16 February 2021
Project Site:
TBD US Hwy 52
Granite Quarry, NC 28146
Justin Church, PE
Principal Engineer
Dollar General — Store #22446 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
7
2.4.1 Outlet Design
8
2.5 Hydrology Calculations
9
2.6 Modified Curve Number Calculations
9
2.7 Sand Filter Design
10
2.7.1 Chamber and Filter Sizing
11
2.7.2 Underdrain Sizing
11
2.7.3 Anti -floatation Calculations
12
3.0 Results..........................................................................................................12
Appendix.............................................................................................................14
Pre -Construction 2 Year, 24 Hour.......................................................................15
Pre -Construction 10 Year, 24 Hour.....................................................................16
Post -Construction First Flush..............................................................................17
Post -construction 2 Year, 24 Hour......................................................................18
Post -construction 10 Year, 24 Hour....................................................................19
Post -construction 100 Year, 24 Hour..................................................................20
SoilsReport........................................................................................................21
BREC, P.A. Dollar General — Store #22446
V

List of Figures
Figure 1 - System Storage of First Flush............................................................12
List of Tables
Table 1 -
Pre -Construction Drainage Area............................................................5
Table 2 -
Post -Construction Drainage Areas........................................................5
Table 3 -
Pre -Construction ToC............................................................................6
Table 4 -
Post -Construction ToC...........................................................................6
Table 5 -
NOAA Rainfall Depths...........................................................................7
Table 6 -
NOAA Rainfall Intensity.........................................................................7
Table 7 -
Composite Rational Coefficients............................................................7
Table 8 -
Pipe Design Summary ...........................................................................8
Table 9 -
Riprap Outlet Stone Sizing.....................................................................8
Table 10
- Riprap Apron Dimensions....................................................................9
Table 11
- Modified SCS Curve Numbers...........................................................10
Table 12
- Sand Filter State-Storage..................................................................10
Table 13
- Design Storm Peak Attenuation.........................................................13
Table 14
- Pipe Design Table.............................................................................14
BREC, P.A. Dollar General — Store #22446 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 9,100 ft2 Dollar General retail store at the intersection of Old
Route 80 and US Highway 52 in Granite Quarry, NC. Specifically, regulations for
this area require water quality treatment of the first flush (1") storm' and peak
attenuation of the 2 year and 10 year, 24 hour storms2.
The subject tract is composed of a vacant lot being used as a vineyard. No
jurisdictional features are present on the site. The site is equally composed of ApB
soils which are hydrologic soil group B. Post construction stormwater
requirements will be satisfied with an above ground sand filter which is approved
by NCDEQ as a primary stormwater control measure (SCM).
2.0 Methodology
One pre -construction drainage area and nine post -construction drainage areas
covering the subject tract and adjacent off -site areas were identified. See
plansheets for delineation. Drainage area PRE-CON-1 outlets at OUTFALL-1
located at an existing depression at the southeast corner of the site. All post
construction drainage areas except POST-CONA, POST-CON:5, POST-CON:8,
and POST-CON-9 are routed to the SCM. The unrouted catchments are mostly
off -site areas and small vegetated on -site areas down slope of the SCM.
Discharge from the SCM and unrouted drainage areas were analyzed at
OUTFALL-1 for peak attenuation requirements.
2.1 Curve Number Calculations
Composite SCS curve numbers were calculated as weighted averages using
values of 61 for grass, 55 for wooded areas, and 98 for impervious surfaces in
HSG B soils.
For pre -construction drainage areas, the composite curve number is calculated as:
CNComppre
(Almp x 98 + Agrass x 61 + Awooded x 55)
Atotal
1 15A NCAC 02H.1003
2 Town of Granite Quarry UDO, 12.4.2.4 (H)
BREC, P.A. Dollar General — Store #22446 4

Table 1 - Pre -Construction Drainaae Area
Name
Atotal
(acres)
Aimp
acres
Agrass
acres
Awooded
(acres)
CNcom ppre
PRE-CON:1
12.19
2.83
8.24
0.98
68.5
For post -construction drainage areas, the composite curve number is calculated
as:
CNcompositepost
(Aimp x 98 + Agrass x 61 + Awooded x 55)
Atotal
Table 2 - Post -Construction Drainaae Areas
Name
Atotal
(acres)
Aimp
(acres)
Agrass
(acres)
Awooded
(acres)
CN comppost
POST-CONA+
0.21
0.21
0.00
0.00
98.0
POST-CON:2+
0.37
0.35
0.02
0.00
96.2
POST-CON:3+
0.33
0.10
0.23
0.00
72.2
POST-CONA
0.76
0.65
0.11
0.00
92.6
POST-CON:S
0.07
0.04
0.04
0.00
79.5
POST-CON:6+
0.30
0.20
0.10
0.00
85.6
POST-CON:7+
0.781
0.371
0.291
0.13
77.3
POST-CON:8
7.42
1.27
6.14
0.00
67.4
POST-CON:9
1.941
0.381
1�.16
0.41
66.9
+ Routed through sand filter prior to discharge.
2.2 Time of Concentration Calculations
Time of concentration values for vegetated drainage areas were evaluated using
the segmental, lag, and FAA equations with a design value selected from the range
produced by these equations.
10.8(S + 1)0.7
Tlla9(hr) = 1,140V-Y
l = f low length (f t)
Y = avg. watershed land slope (%)
S = max retention potential = (1,000/CN) - 10
TIFAA(min) - 1
y3
BREC, P.A. Dollar General - Store #22446 5

c = rational coefficient
Tcsegmental (hr) = Tsheet + Tscf
0.007(nl)0.8
Tsheet =
2 S0.4
2
n = Manning coefficient
PZ = 2 yr, 24 hr rain f all (in)
S = slope (f t/ f t)
l
Tscf =
3,600V
V =
shallow concentrated flow velocity (f t/s)
Table 3 - Pre -Construction ToC
Name
Slope
;Length
Table 4 - Post -Construction ToC
2.3 Rainfall Data
Rainfall data was taken from NOAA Atlas 14, Volume 2, Version
3 for Granite
Quarry, NC. Rainfall
depths for each design storm are summarized
below.
BREC, P.A.
Dollar General — Store #22446
6
Tc—talc
Tc—assumed
t
(t/ t)
min
min
PRE-CON:1
1118 '
0.032
14 - 30
24
Name
Length
t
Slope
(t/ t)
Tc—talc
min
Tc—assumed
min
POST-CON:1
353 '
0.054
3-10
5
POST-CON:2
523
0.044
5 - 11
7
POST-CUN:3
398
0.065
8 - 12
10
POST-CON:4
1,106
0.033
11 - 14
12
POST-CfJN:5
605 '
0.026
13 -17
16 '
POST-CON:6
640
0.044
9 - 11
10
POST-CC)N:7
"�,050 '
0.032
14 - 22
19 '
POST-CON:8
1,165
0.032
16 - 32
26
POST-CUN:9
598 '
0.032
13 - 25
19

Table 5 - NOAA Rainfall Depths
Storm
Rainf all Depth in
First Flush
1.00
2 Year, 24 Hour
3.36
10 Year, 24 Hour
4.89
100 Year, 24 Hour
7.26
Table 6 - NOAA Rainfall Intensity
Storm
Rainfall Intensitin hr
10 Year, 5Min
7.08
10 Year, 7 Min
6.51
10 Year, 10 Min
5.6
25 Year, 12 Min
5.82
25 Year, 16 Min
5.15
10 Year, 19 Min
4.42
25 Year, 26 Min
4.24
2.4 Pipe Design
A composite post -construction rational coefficient was also assigned to each post
construction drainage area as needed for pipe design. The composite rational
coefficients were calculated using individual coefficients of 0.95 for impervious
surfaces, 0.20 - 0.30 for grass surfaces, and 0.15 for wooded areas in HSG B soils.
Almp x 0.95 + Agrass x (0.20, 0.30) + Awooded x 0.15
Atotal
Table 7 - Composite Rational Coefficients
Name
Atotal
(acres)
Aimp
(acres)
Agrass
(acres)
Awooded
(acres)
Ccomp
Q (,t3
s
POST-CONA*
0.21
0.21
0.00
0.00
0.95
1.42
POST-CON:2*
0.37
0.35
0.02
0.00
0.91
2.21
POST-CON:3*
0.33
0.10
0.23
0.00
0.50
0.93
POST-CON:4**
0.76
0.65
0.11
0.00
0.84
3.73
POST-CON:5**
0.07
0.04
0.04
0.00
0.57
0.21
POST-CON:6*
0.301
0.20
0.10
0.00
0.70
1.17
POST-CON:7*
0.78
0.37
0.29
0.13
0.54
1.87
POST-CON:8**
7.42
1.27
6.14
0.00
0.33
10.34
POST-CON:9*
1.94
0.38
1.16
0.41
0.34
2.88
* Qio
** Q25
BREC, P.A. Dollar General - Store #22446 7

The rational discharges were used to size pipes by solving
Manning's equation
iteratively for the normal depth.
Table 8 - Pipe Design Summa
ft3
3
NAME DIA (in) Qdesign fs D50calc (in) D50design (in)
PIPE-3 24 14.3 16,3 20,0 (Class 2)
PIPE-6 18 5.3 4.7 5.0 (Class A)
RIPE-7 18 7.6 7.81 10,f} (Class 1)

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 (f t) = 3.5D50
W1 = Upper width (f t) = 3D
WZ = Lower width (f t) = 3D + (2/3) La
Table 10 - Ri ra Aron Dimensions
NAME DIA (in) La (f t) D.
(ft)
W1 (ft)
WZ (ft)
PIPE-3
24
14.0
3.3
6.0
15.3
PIPE-6
18
6.0
1.5
4.5
8.5
PIPE-7
18
7,5
2,0
4,5
9.5

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 + 10Rv - 10 R, + 1.25R„RDI
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
R
Area Sediment Vol Filter Vol Total Vol
V t) ll t) f t2 ft3 ft3 ft3
0.0 778 2,441 ! 0 ! 0 ! 0
1.0 779 3,180 1,405 1,405 2,811
1.35 779.35 3,452 1,986 1,986 3,971
2.0 780 3,976 3,193 3,193 6,385
3.0 781 4,828 5,394 5,394 10,787
4.0 782 5,737 8,035 8,035 16,070

2.7.1 Chamber and Filter Sizing
The sediment chamber(s) and filter chamber are equally sized. The sediment
chamber(s) have an additional 1.0 ft depression to assist with maintenance and
primary sediment deposition; however, this added volume is not considered in
calculations to meet minimum design criteria requirements. Given the filter
chamber area, the sand media area, Ascend, was selected as 658 ft2. This value
maximizes the available filter chamber area and preserves an easily installable
geometric shape for the sand media while preventing the sand media from being
installed adjacent to the toe of slope grading. Discharge through the sand media
is governed by Darcy's Law.
Where,
Qsand =
Asandk(hf + df)
df
Asand = Sand media surface area (f t2) = 658 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
2.7.2 Underdrain Sizing
Drawdown time is calculated as:
t=
WQVdf
k(ha + df)Asand
Discharge rate is calculated as:
Qunderdrain —
_ 4,371(1.5) _
27.5 hours
4.0(0.675 + 1.5)658
WQV 4,371 f t3
= 0.044 —
After applying a safety factor of 10,
t 27.5 s
ft3
Qsand = 10Qunderdrain = 0.44 S
The diameter of a single pipe is calculated as-
Where,
3
D = 16 nQsand 8
C -S
BREC, P.A.
Dollar General — Store #22446
11

Per Table 1 of Section A-5 of the NCDEQ Stormwater Design Manual, use (3) 4
inch pipes.
2.7.3 Anti -floatation Calculations
The outlet structure is a 3 ft x 3 ft x 6.5 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 = 6,900 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 7.0 f t= 112.0 f t3
The buoyant force on the box is defined from the hydraulic forces acting
Fb = VboxwaterPW = 112.0 f t3 lb
x 62.4 3 = 6,989 lb
ft
Additional mass was added to the outlet structure by pouring a 9 in concrete slab
over the bottom.
Moutiettotal = 6,900 lb + (3 f t)(3 f t)(0.75 f t) C150 l b3 f = 7,913 lb > Fb
ft
3.0 Results
The first flush (1") storm is routed through the sand filter and reaches a max
storage depth of 1.22 ft which does not exceed the design Hmax = 1.35 ft. The
water quality volume is discharged over a period of 29.5 hours.
Figure 1 - System Storage of First Flush
BREC, P.A. Dollar General — Store #22446 12

In addition to treatment of the first flush, the sand filter also attenuates the peak
discharge from the 2 year and 10 year, 24 hour storms at OUTFALL-1 per local
ordinance requirements.
Table 13 - Design Storm Peak Attenuation
Storm
Discharge t3 s
Pre -Construction
Post -Construction
2 Yr, 24 Hr
OUTFALL-1
OUTFALL-1
9.15
8.35
10 Yr, 24 Hr
21.71
20.53
BREC, P.A. Dollar General — Store #22446 13

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Pre -Construction 2 Year, 24 Hour
BREC, P.A. Dollar General — Store #22446 15

Project Description
File Name...................................................................
PRE-CON-ROUTING_02152021.SPF
Description.................................................................
C:\Users\j usti\AppData\Local\Temp\3160662020_C 100-STO RM WAT ER_1 _12546_ 14961 e95.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 ........................................................
Aug 17, 2020
000000
End Analysis On .........................................................
Aug 19, 2020
000000
Start Reporting On .....................................................
Aug 17, 2020
00:00:00
Antecedent Dry Days ..................................................
0
days
Runoff (Dry Weather) Time Step ...............................
0 01:0000
days hh:mm:ss
Runoff (Wet Weather) Time Step ..............................
0 00:05:00
days hh:mm:ss
Reporting Time Step ..................................................
0 00:00:15
days hh:mm:ss
Routing Time Step ......................................................
15
seconds
Number of Elements
Qty
RainGages................................................................
1
Subbasins....................................................................
1
Nodes..........................................................................
1
Junctions............................................................
0
Outfalls...............................................................
1
Flow Diversions .................................................
0
Inlets..................................................................
0
Storage Nodes ...................................................
0
Links............................................................................
0
Channels............................................................
0
Pipes..................................................................
0
Pumps................................................................
0
Orifices...............................................................
0
Weirs..................................................................
0
Outlets...............................................................
0
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 GRANITE -QUARRY Time Series 2YR-24HR
Cumulative
inches North Carolina Rowan 2 3.36 SCS Type II 24-hr

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 {PRE-CON}.PRE-CON : 1 12.19 484.00 68.50 3.36 0.85 10.31 9.20 0 00:24:00

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 OUTFALL-1 Outfall
765.00
0.00 0.00

Subbasin Hydrology
Subbasin : (PRE-CON).PRE-CON : 1
Input Data
Area (ac).....................................................
12.19
Peak Rate Factor ........................................
484.00
Weighted Curve Number ............................
68.50
Rain Gage ID ...............................................
GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
12.19
- 68.50
Composite Area & Weighted CN
12.19
68.50
Subbasin Runoff Results
Total Rainfall (in) ......................................... 3.36
Total Runoff (in) .......................................... 0.85
Peak Runoff (cfs)........................................ 9.20
Weighted Curve Number ............................ 68.50
Time of Concentration (days hh:mm:ss) ..... 0 00:24:00

Subbasin : {PRE-CON}.PRE-CON : 1
4.0
4.6
4.4
4.2
4
3.8
3.6
34
3.2
3
2.0
2.6
2.4
E 22
ry 2
1.8
16
1.4
1.2
1
0.0
0.6
0.4
02
10
9.5
9
85
8
7.5
7
6.5
6
0
�• 5
0
4.5
Gy
4
3.5
3
2.5
2
1.5
1
0.5
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 4E
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 4(
Time [hrs]

Pre -Construction 10 Year, 24 Hour
BREC, P.A. Dollar General — Store #22446 16

Project Description
File Name...................................................................
PRE-CON-ROUTING_02152021.SPF
Description.................................................................
C:\Users\j usti\AppData\Local\Temp\3160662020_C 100-STO RM WAT ER_1 _12546_ 14961 e95.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 ........................................................
Aug 17, 2020
000000
End Analysis On .........................................................
Aug 19, 2020
000000
Start Reporting On .....................................................
Aug 17, 2020
00:00:00
Antecedent Dry Days ..................................................
0
days
Runoff (Dry Weather) Time Step ...............................
0 01:0000
days hh:mm:ss
Runoff (Wet Weather) Time Step ..............................
0 00:05:00
days hh:mm:ss
Reporting Time Step ..................................................
0 00:00:15
days hh:mm:ss
Routing Time Step ......................................................
15
seconds
Number of Elements
Qty
RainGages................................................................
1
Subbasins....................................................................
1
Nodes..........................................................................
1
Junctions............................................................
0
Outfalls...............................................................
1
Flow Diversions .................................................
0
Inlets..................................................................
0
Storage Nodes ...................................................
0
Links............................................................................
0
Channels............................................................
0
Pipes..................................................................
0
Pumps................................................................
0
Orifices...............................................................
0
Weirs..................................................................
0
Outlets...............................................................
0
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 GRANITE -QUARRY Time Series 10YR-24HR Cumulative
inches North Carolina Rowan 10 4.89 SCS Type II 24-hr

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 {PRE-CON}.PRE-CON : 1 12.19 484.00 68.50 4.89 1.84 22.43 21.84 0 00:24:00

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 OUTFALL-1 Outfall
765.00
0.00 0.00

Subbasin Hydrology
Subbasin : (PRE-CON).PRE-CON : 1
Input Data
Area (ac).....................................................
12.19
Peak Rate Factor ........................................
484.00
Weighted Curve Number ............................
68.50
Rain Gage ID ...............................................
GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
12.19
- 68.50
Composite Area & Weighted CN
12.19
68.50
Subbasin Runoff Results
Total Rainfall (in) ......................................... 4.89
Total Runoff (in) .......................................... 1.84
Peak Runoff (cfs)........................................ 21.84
Weighted Curve Number ............................ 68.50
Time of Concentration (days hh:mm:ss) ..... 0 00:24:00

Subbasin : {PRE-CON}.PRE-CON : 1
7
6.5
6
5.5
5
4.5
4
3.5
ry 3
2.5
2
1.5
1
0.5
23
22
21
20
19
10
17
16
15
14
N 13
-- 12
� 11
ch 10
9
0
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 4E
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 4(
Time [hrs]

Post -Construction First Flush
BREC, P.A. Dollar General — Store #22446 17

Project Description
File Name.................................................................................
POST -CON -ROUTING -BALANCED OFFSITE 02152021.SPF
— —
Description................................................................................
C:\Users\j usti\AppData\Local\Temp\3160662020_C 100-STO RM WAT ER_1 _12546_ 14961 e95.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......................................................................
Aug 17, 2020
00:00:00
End Analysis On.......................................................................
Aug 19, 2020
00:00:00
Start Reporting On....................................................................
Aug 17, 2020
00:00:00
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 00:00:15
days hh:mm:ss
Routing Time Step....................................................................
15
seconds
Number of Elements
Qty
RainGages...............................................................................
1
Subbasins..................................................................................
9
Nodes........................................................................................
5
Junctions..........................................................................
3
Outfalls.............................................................................
1
Flow Diversions................................................................
0
Inlets.................................................................................
0
StorageNodes.................................................................
1
Links..........................................................................................
7
Channels..........................................................................
0
Pipes................................................................................
3
Pumps..............................................................................
0
Orifices.............................................................................
1
Weirs................................................................................
2
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
(years) (inches)
1 GRANITE -QUARRY Time Series 11N-6HR-BALANCED Cumulative
inches 0.00

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 0.21
484.00
99.57
1.00
0.95
0.20
0.44
0 000500
2{POST-CON}.POST-CON:2 0.37
484.00
99.17
1.00
0.90
0.34
0.70
0 000700
3{POST-CON}.POST-CON:3 0.33
484.00
90.06
1.00
0.32
0.11
0.21
0 001000
4{POST-CON}.POST-CON:4 0.76
484.00
98.29
1.00
0.82
0.62
1.12
0 001200
5{POST-CON}.POST-CON:5 0.07
484.00
93.93
1.00
0.50
0.04
0.06
0 001600
6{POST-CON}.POST-CON:6 0.30
484.00
96.26
1.00
0.65
0.19
0.39
0 001000
7{POST-CON}.POST-CON:7 0.78
484.00
93.38
1.00
0.47
0.37
0.56
0 001900
8{POST-CON}.POST-CON:8 7.42
484.00
86.27
1.00
0.20
1.51
1.67
0 002600
9 POST -CON : 9 1.94
484.00
87.03
1.00
0.22
0.43
0.59
0 00:19:00

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 OFFSITE-JUNCTION Junction
779.00
784.00
779.00
0.00
0.00 2.21
779.41
0.00
4.59
0 0000
0.00
0.00
2 OUTFALL-JUNCTION
Junction
774.00
782.00
774.00
0.00
0.00 2.84
774.23
0.00
7.77
0 0000
0.00
0.00
3 SCM-RISER
Junction
775.00
782.00
775.00
0.00
0.00 0.06
775.07
0.00
6.93
0 0000
0.00
0.00
4 OUTFALL-1
Outfall
765.00
2.84
765.21
5 SAND -FILTER
Storage Node
778.00
782.00
778.00
0.00 1.97
779.22
0.00
0.00

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Subbasin Hydrology
Subbasin : (POST-CON).POST-CON : 1
Input Data
Area(ac).....................................................
0.21
Peak Rate Factor ........................................
484.00
Weighted Curve Number ............................
99.57
Rain Gage ID ...............................................
GRANITE
-QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
0.21
- 99.57
Composite Area & Weighted CN
0.21
99.57
Subbasin Runoff Results
Total Rainfall (in) ......................................... 1.00
Total Runoff (in) .......................................... 0.95
Peak Runoff (cfs)........................................ 0.44
Weighted Curve Number ............................ 99.57
Time of Concentration (days hh:mm:ss) ..... 0 00:05:00

Subbasin : {POST-CON}.POST-CON : 1
2.3
2.2
2.1
2
1.9
1.8
1.7
16
1.5
1.4
1.3
1.2
4 1.1
r
1
0.9
0.8
0.7
0.6
0.6
0.4
0.3
02
0.1
0.46
0.44
042
0.4
0.38
0.36
0.34
0.32
0.3
0.28
N 0.26
-- 0.24
0.22
ch 0.2
0.18
0.16
0.14
0 12
0.1
0.08
006
0.04
0.02
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 4E
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]

Subbasin : (POST-CON).POST-CON : 2
Input Data
Area(ac)..................................................... 0.37
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 99.17
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
0.37
- 99.17
Composite Area & Weighted CN
0.37
99.17
Subbasin Runoff Results
Total Rainfall (in) ......................................... 1.00
Total Runoff (in) .......................................... 0.90
Peak Runoff (cfs)........................................ 0.70
Weighted Curve Number ............................ 99.17
Time of Concentration (days hh:mm:ss) ..... 0 00:07:00

Subbasin : {POST-CON}.POST-CON : 2
2.4
2.3
2.2
2.1
2
1.9
1.0
17
1.6
1.5
1.4
1.3
1.2
'E 1.1
ry 1
0.9
08
0.7
0.6
0.5
04
0.3
0.2
01
0.8
0.75
07
0.65
0.6
0.55
0.5
N 0 45
0
0.4
0
ry 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 4E
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]

Subbasin : (POST-CON).POST-CON : 3
Input Data
Area(ac)..................................................... 0.33
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 90.06
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
0.33
- 90.06
Composite Area & Weighted CN
0.33
90.06
Subbasin Runoff Results
Total Rainfall (in) ......................................... 1.00
Total Runoff (in) .......................................... 0.32
Peak Runoff (cfs)........................................ 0.21
Weighted Curve Number ............................ 90.06
Time of Concentration (days hh:mm:ss) ..... 0 00:10:00

Subbasin : {POST-CON}.POST-CON : 3
2.4
2.3
2.2
2.1
2
1.9
1.0
17
1.6
1.5
1.4
1.3
1.2
'E 1.1
ry 1
0.9
08
0.7
0.6
0.5
04
0.3
0.2
01
0.23
0.22
021
0.2
0.19
0.18
0.17
0 16
0.15
0.14
N 0.13
0.12
o
0.11
ch 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 4E
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]

Subbasin : (POST-CON).POST-CON : 4
Input Data
Area(ac)..................................................... 0.76
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 98.29
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
0.76
- 98.29
Composite Area & Weighted CN
0.76
98.29
Subbasin Runoff Results
Total Rainfall (in) ......................................... 1.00
Total Runoff (in) .......................................... 0.82
Peak Runoff (cfs)........................................ 1.12
Weighted Curve Number ............................ 98.29
Time of Concentration (days hh:mm:ss) ..... 0 00:12:00

Subbasin : {POST-CON}.POST-CON : 4
2.4
2.3
2.2
2.1
2
1.9
1.0
17
1.6
1.5
1.4
1.3
1.2
'E 1.1
ry 1
0.9
08
0.7
0.6
0.5
04
0.3
0.2
01
1.2
1 15
1.1
1 05
0 95
0.9
0.85
0.8
0.75
0.7
N
0 0.65
0.6
0
11 0.55
ch 05
0.45
0.4
0.35
0.3
0.25
0.2
0.16
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 4E
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]

Subbasin : (POST-CON).POST-CON : 5
Input Data
Area(ac)..................................................... 0.07
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 93.93
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
0.07
- 93.93
Composite Area & Weighted CN
0.07
93.93
Subbasin Runoff Results
Total Rainfall (in) ......................................... 1.00
Total Runoff (in) .......................................... 0.50
Peak Runoff (cfs)........................................ 0.06
Weighted Curve Number ............................ 93.93
Time of Concentration (days hh:mm:ss) ..... 0 00:16:00

Subbasin : {POST-CON}.POST-CON : 5
2.4
2.3
2.2
2.1
2
1.9
1.0
17
1.6
1.5
1.4
1.3
1.2
'E 1.1
ry 1
0.9
08
0.7
0.6
0.5
04
0.3
0.2
01
0.062
0.06
0.058
0.056
0.054
0.052
0 05
0.040
0.046
0.044
0.042
0.04
0.038
-N0.036
0.034
w 0.032
o 0.03
r'0 028
0.026
0.024
0 022
0.02
0.018
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 4E
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]

Subbasin : (POST-CON).POST-CON : 6
Input Data
Area(ac)..................................................... 0.30
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 96.26
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
0.30
- 96.26
Composite Area & Weighted CN
0.30
96.26
Subbasin Runoff Results
Total Rainfall (in) ......................................... 1.00
Total Runoff (in) .......................................... 0.65
Peak Runoff (cfs)........................................ 0.39
Weighted Curve Number ............................ 96.26
Time of Concentration (days hh:mm:ss) ..... 0 00:10:00

Subbasin : {POST-CON}.POST-CON : 6
2.4
2.3
2.2
2.1
2
1.9
1.0
17
1.6
1.5
1.4
1.3
1.2
'E 1.1
ry 1
0.9
08
0.7
0.6
0.5
04
0.3
0.2
01
0.42
0.4
0.30
0.36
0.34
0.32
0.3
0.28
0.26
N 0.24
0.22
o
0.2
ch 0.18
0 16
0 14
0 12
0.1
0.08
0.06
0.04
0.02
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 4E
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]

Subbasin : (POST-CON).POST-CON : 7
Input Data
Area(ac)..................................................... 0.78
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 93.38
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
0.78
- 93.38
Composite Area & Weighted CN
0.78
93.38
Subbasin Runoff Results
Total Rainfall (in) ......................................... 1.00
Total Runoff (in) .......................................... 0.47
Peak Runoff (cfs)........................................ 0.56
Weighted Curve Number ............................ 93.38
Time of Concentration (days hh:mm:ss) ..... 0 00:19:00

Subbasin : {POST-CON}.POST-CON : 7
2.4
2.3
2.2
2.1
2
1.9
1.0
17
1.6
1.5
1.4
1.3
1.2
'E 1.1
ry 1
0.9
08
0.7
0.6
0.5
04
0.3
0.2
01
0.62
0.6
0 58
0.56
0.54
0 52
0.5
0.48
0.46
0.44
0.42
0.4
0.38
0.36
0.34
0.32
0 0.3
� 0.28
ch 0.26
0.24
0.22
0.2
0.18
0.16
0.14
0.12
0.1
008
0.06
0.04
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 4E
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]

Subbasin : (POST-CON).POST-CON : 8
Input Data
Area(ac)..................................................... 7.42
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 86.27
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
7.42
- 86.27
Composite Area & Weighted CN
7.42
86.27
Subbasin Runoff Results
Total Rainfall (in) ......................................... 1.00
Total Runoff (in) .......................................... 0.20
Peak Runoff (cfs)........................................ 1.67
Weighted Curve Number ............................ 86.27
Time of Concentration (days hh:mm:ss) ..... 0 00:26:00

Subbasin : {POST-CON}.POST-CON : 8
2.4
2.3
2.2
2.1
2
1.9
1.0
17
1.6
1.5
1.4
1.3
1.2
'E 1.1
ry 1
0.9
08
0.7
0.6
0.5
04
0.3
0.2
01
1.8
1.7
1.6
1.5
1.4
1.3
1.2
11
N 1
0.9
0
0.0
0.7
0.6
0.5
04
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 4E
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]

Subbasin : POST -CON : 9
Input Data
Area(ac)..................................................... 1.94
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 87.03
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
1.94
- 87.03
Composite Area & Weighted CN
1.94
87.03
Subbasin Runoff Results
Total Rainfall (in) ......................................... 1.00
Total Runoff (in) .......................................... 0.22
Peak Runoff (cfs)........................................ 0.59
Weighted Curve Number ............................ 87.03
Time of Concentration (days hh:mm:ss) ..... 0 00:19:00

Subbasin : POST -CON : 9
2.4
2.3
2.2
2.1
2
1.9
1.0
17
1.6
1.5
1.4
1.3
1.2
'E 1.1
ry 1
0.9
08
0.7
0.6
0.5
04
0.3
0.2
01
0.62
0.6
0 58
0.56
0.54
0 52
0.5
0.48
0.46
0.44
0.42
0.4
0.38
0.36
0.34
0.32
0 0.3
� 0.28
ch 0.26
0.24
0.22
0.2
0.18
0.16
0.14
0.12
0.1
008
0.06
0.04
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 4E
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]

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 OFFSITE-JUNCTION
779.00
784.00
5.00
779.00
0.00
0.00
-784.00
0.00
0.00
2 OUTFALL-JUNCTION
774.00
782.00
8.00
774.00
0.00
0.00
-782.00
0.00
0.00
3 SCM-RISER
775.00
782.00
7.00
775.00
0.00
0.00
-782.00
0.00
0.00

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 OFFSITE-JUNCTION
2.21
2.21
779.41
0.41
0.00
4.59
779.02
0.02
0 0318
0 0000
0.00
0.00
2 OUTFALL-JUNCTION
2.84
0.59
774.23
0.23
0.00
7.77
774.02
0.02
0 0318
0 0000
0.00
0.00
3 SCM-RISER
0.06
0.00
775.07
0.07
0.00
6.93
775.04
0.04
0 07:04
0 00:00
0.00
0.00

Pipe Input
SN Element
Length
Inlet
Inlet
Outlet Outlet Total Average Pipe
Pipe Pipe
Manning's Entrance Exit/Bend
ID
Invert
Invert
Invert Invert Drop Slope Shape
Diameteror Width
Roughness
Losses
Losses
Elevation
Offset Elevation Offset
Height
(ft)
(ft)
(ft)
(ft) (ft) (ft) (%)
(in) (in)
1 OFFSITE-CONVEYANCE(VIRTUAL)
331.56
779.00
0.00
774.00 0.00 5.00 1.5100 CIRCULAR
24.000 24.000
0.0120
0.5000
0.5000
2 OUTLET-CONVENANCE(VIRTUAL)
50.00
774.00
0.00
765.00 0.00 9.00 18.0000 CIRCULAR
30.000 30.000
0.0120
0.5000
0.5000
3 SCM-BARREL
52.50
775.00
0.00
774.00 0.00 1.00 1.9000 CIRCULAR
18.000 18.000
0.0120
0.5000
0.5000

Additional Initial Flap No. of
Losses Flow Gate Barrels
(cfs)
0.0000 0.00 No 1
0.0000 0.00 No 1
0.0000 0.00 No 1

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 OFFSITE-CONVEYANCE(VIRTUAL)
2.21
0 0319
30.10
0.07
6.79 0.81
0.32
0.16 0.00
Calculated
2 OUTLET-CONVENANCE(VIRTUAL)
2.84
0 0319
188.52
0.02
12.99 0.06
0.22
0.09 0.00
Calculated
3 SCM-BARREL
0.06
0 06:03
15.71
0.00
2.78 0.31
0.15
0.10 0.00
Calculated

Storage Nodes
Storage Node: SAND -FILTER
Input Data
Invert Elevation (ft)...................................................................................
778.00
Max (Rim) Elevation (ft)...........................................................................
782.00
Max (Rim) Offset (ft)................................................................................
4.00
Initial Water Elevation (ft).........................................................................
778.00
Initial Water Depth (ft)..............................................................................
0.00
PondedArea (W)......................................................................................
0.00
Evaporation Loss.....................................................................................
0.00
Storage Area Volume Curves
Storage Curve : SAND -FILTER
Stage
Storage
Storage
Area
Volume
(ft)
(ft)
(ft')
0
2441
0.000
1
3180
2810.50
2
3976
6388.50
3
4828
10790.50
4
5737
16073.00

4
3.9
3.8
3.7
3.6
3.5
3.4
3.3
3.2
3.1
3
2.9
2.8
2.7
2.6
2.5
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
1.4
1.3
1.2
1.1
1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0
Storage Area Volume Curves
Storage Volume (ft)
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000 12,000 13,000 VLOOO 15,000 16,000
21500 3,000 3,500 4,000 4000
StoNrige Area (ftj
I- Storage Area - Storage Volume I
51000 5,500
2.7

Storage Node: SAND -FILTER (continued)
Outflow Weirs
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
781.00
3.00
10.00
1.00 3.33
2 PRINCIPAL -OUTLET
Rectangular No
779.35
1.35
0.50
1.40 3.33
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 -OUTLET Bottom Rectangular
No
36.00
36.00 780.75 0.63
Output Summary Results
Peak Inflow (cfs)......................................................................................
1.97
Peak Lateral Inflow (cfs)..........................................................................
1.97
Peak Outflow (cfs)....................................................................................
0.06
Peak Exfiltration Flow Rate (cfm).............................................................
0.00
Max HGL Elevation Attained (ft)...............................................................
779.22
Max HGL Depth Attained (ft)....................................................................
1.22
Average HGL Elevation Attained (ft)........................................................
778.35
Average HGL Depth Attained (ft).............................................................
0.35
Time of Max HGL Occurrence (days hh:mm)..........................................
0 0603
Total Exfiltration Volume (1000-ft3)..........................................................
0.000
Total Flooded Volume (ac-in)...................................................................
0
Total Time Flooded (min).........................................................................
0
Total Retention Time (sec).......................................................................
0.00

Post -construction 2 Year, 24 Hour
BREC, P.A. Dollar General — Store #22446 18

Project Description
File Name...................................................................
POST -CON -ROUTING OFFSITE 02152021.SPF
— —
Description.................................................................
C:\Users\j usti\AppData\Local\Temp\3160662020_C 100-STO RM WAT ER_1 _12546_ 14961 e95.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 ........................................................
Aug 17, 2020
000000
End Analysis On .........................................................
Aug 19, 2020
000000
Start Reporting On .....................................................
Aug 17, 2020
00:00:00
Antecedent Dry Days ..................................................
0
days
Runoff (Dry Weather) Time Step ...............................
0 01:0000
days hh:mm:ss
Runoff (Wet Weather) Time Step ..............................
0 00:05:00
days hh:mm:ss
Reporting Time Step ..................................................
0 00:00:15
days hh:mm:ss
Routing Time Step ......................................................
15
seconds
Number of Elements
Qty
RainGages................................................................
1
Subbasins....................................................................
9
Nodes..........................................................................
5
Junctions............................................................
3
Outfalls...............................................................
1
Flow Diversions .................................................
0
Inlets..................................................................
0
Storage Nodes ...................................................
1
Links............................................................................
7
Channels............................................................
0
Pipes..................................................................
3
Pumps................................................................
0
Orifices...............................................................
1
Weirs..................................................................
2
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
(years) (inches)
1 GRANITE -QUARRY Time Series 2YR-24HR
Cumulative
inches North Carolina Rowan 2 3.36 SCS Type II 24-hr

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 0.21
484.00
98.00
3.36
3.13
0.66
0.92
0 000500
2{POST-CON}.POST-CON:2 0.37
484.00
96.20
3.36
2.93
1.09
1.50
0 000700
3{POST-CON}.POST-CON:3 0.33
484.00
72.20
3.36
1.04
0.35
0.47
0 001000
4{POST-CON}.POST-CON:4 0.76
484.00
92.60
3.36
2.56
1.96
2.49
0 001200
5{POST-CON}.POST-CON:5 0.07
484.00
79.50
3.36
1.49
0.11
0.13
0 001600
6{POST-CON}.POST-CON:6 0.30
484.00
85.60
3.36
1.94
0.57
0.79
0 001000
7{POST-CON}.POST-CON:7 0.78
484.00
77.30
3.36
1.35
1.05
1.17
0 001900
8{POST-CON}.POST-CON:8 7.42
484.00
67.40
3.36
0.79
5.87
4.86
0 002600
9 POST -CON : 9 1.94
484.00
66.90
3.36
0.77
1.49
1.48
0 00:19:00

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 OFFSITE-JUNCTION Junction
779.00
784.00
779.00
0.00
0.00 6.37
779.70
0.00
4.30
0 0000
0.00
0.00
2 OUTFALL-JUNCTION
Junction
774.00
782.00
774.00
0.00
0.00 8.35
774.42
0.00
7.58
0 0000
0.00
0.00
3 SCM-RISER
Junction
775.00
782.00
775.00
0.00
0.00 0.83
775.25
0.00
6.75
0 0000
0.00
0.00
4 OUTFALL-1
Outfall
765.00
8.35
765.36
5 SAND -FILTER
Storage Node
778.00
782.00
778.00
0.00 4.24
779.94
0.00
0.00

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22{00
9000
000
/ / /
\ \ \
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z 0000000
((
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J«z 0000000
§w ))„
Lu fff63ff
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Subbasin Hydrology
Subbasin : (POST-CON).POST-CON : 1
Input Data
Area(ac).....................................................
0.21
Peak Rate Factor ........................................
484.00
Weighted Curve Number ............................
98.00
Rain Gage ID ...............................................
GRANITE
-QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
0.21
- 98.00
Composite Area & Weighted CN
0.21
98.00
Subbasin Runoff Results
Total Rainfall (in) ......................................... 3.36
Total Runoff (in) .......................................... 3.13
Peak Runoff (cfs)........................................ 0.92
Weighted Curve Number ............................ 98.00
Time of Concentration (days hh:mm:ss) ..... 0 00:05:00

Subbasin : {POST-CON}.POST-CON : 1
4.0
4.6
4.4
4.2
4
3.8
3.6
34
3.2
3
2.0
2.6
2.4
'E 22
ry 2
1.8
16
1.4
1.2
1
0.0
0.6
0.4
02
1
0.95
09
0 85
0.8
0.75
0.7
0.65
06
0 55
0
0.5
0
0.45
Gy
0.4
0.35
0.3
0.25
02
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 4E
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]

Subbasin : (POST-CON).POST-CON : 2
Input Data
Area(ac)..................................................... 0.37
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 96.20
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
0.37
- 96.20
Composite Area & Weighted CN
0.37
96.20
Subbasin Runoff Results
Total Rainfall (in) ......................................... 3.36
Total Runoff (in) .......................................... 2.93
Peak Runoff (cfs)........................................ 1.50
Weighted Curve Number ............................ 96.20
Time of Concentration (days hh:mm:ss) ..... 0 00:07:00

Subbasin : {POST-CON}.POST-CON : 2
5
48
4.6
4.4
42
4
3.0
36
3.4
3.2
3
2.0
2.6
24
m 2.2
r 2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
1.55
1.5
1 45
1.4
1.36
13
1.25
1.2
1.15
1.05
1
0.95
0.9
0.85
0.0
0 0.76
� 0.7
ch 0.65
0.6
0.55
0.5
0.46
0.4
0.35
0.3
0.26
02
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 4E
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]

Subbasin : (POST-CON).POST-CON : 3
Input Data
Area(ac)..................................................... 0.33
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 72.20
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
0.33
- 72.20
Composite Area & Weighted CN
0.33
72.20
Subbasin Runoff Results
Total Rainfall (in) ......................................... 3.36
Total Runoff (in) .......................................... 1.04
Peak Runoff (cfs)........................................ 0.47
Weighted Curve Number ............................ 72.20
Time of Concentration (days hh:mm:ss) ..... 0 00:10:00

Subbasin : {POST-CON}.POST-CON : 3
5
48
4.6
4.4
42
4
3.0
36
3.4
3.2
3
2.0
2.6
24
m 2.2
r 2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0.5
048
0.46
0.44
0.42
0.4
0.38
036
0.34
0.32
03
N 0.28
0.26
o
024
ry 0.22
0.2
0.18
0.16
0.14
0.12
0.1
0.08
0.06
004
0.02
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 4E
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]

Subbasin : (POST-CON).POST-CON : 4
Input Data
Area(ac)..................................................... 0.76
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 92.60
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
0.76
- 92.60
Composite Area & Weighted CN
0.76
92.60
Subbasin Runoff Results
Total Rainfall (in) ......................................... 3.36
Total Runoff (in) .......................................... 2.56
Peak Runoff (cfs)........................................ 2.49
Weighted Curve Number ............................ 92.60
Time of Concentration (days hh:mm:ss) ..... 0 00:12:00

Subbasin : {POST-CON}.POST-CON : 4
5
48
4.6
4.4
42
4
3.0
36
3.4
3.2
3
2.0
2.6
24
m 2.2
r 2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
2.6
2.5
24
2.3
2.2
2.1
2
19
1.8
1.7
1.6
1.5
N
0 1.4
1.3
0
1 1.2
cl� 1.1
1
0.9
08
0.7
0.6
0.5
0.4
03
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 4E
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]

Subbasin : (POST-CON).POST-CON : 5
Input Data
Area(ac)..................................................... 0.07
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 79.50
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
0.07
- 79.50
Composite Area & Weighted CN
0.07
79.50
Subbasin Runoff Results
Total Rainfall (in) ......................................... 3.36
Total Runoff (in) .......................................... 1.49
Peak Runoff (cfs)........................................ 0.13
Weighted Curve Number ............................ 79.50
Time of Concentration (days hh:mm:ss) ..... 0 00:16:00

Subbasin : {POST-CON}.POST-CON : 5
5
48
4.6
4.4
42
4
3.0
36
3.4
3.2
3
2.0
2.6
24
m 2.2
r 2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0.135
0.13
0.125
0 12
0 115
0.11
0.105
0.1
0.096
0.09
0.005
_ 0.08
N 0.075
U
0 07
20.065
ry 0.06
0.055
0 05
0.045
0.04
0.035
0.03
0.025
0.02
0.015
0.01
0 005
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 4E
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]

Subbasin : (POST-CON).POST-CON : 6
Input Data
Area(ac)..................................................... 0.30
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 85.60
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
0.30
- 85.60
Composite Area & Weighted CN
0.30
85.60
Subbasin Runoff Results
Total Rainfall (in) ......................................... 3.36
Total Runoff (in) .......................................... 1.94
Peak Runoff (cfs)........................................ 0.79
Weighted Curve Number ............................ 85.60
Time of Concentration (days hh:mm:ss) ..... 0 00:10:00

Subbasin : {POST-CON}.POST-CON : 6
5
48
4.6
4.4
42
4
3.0
36
3.4
3.2
3
2.0
2.6
24
m 2.2
r 2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0.85
0.8
0.76
0.7
0.65
06
0 55
_ 05
N
0.45
o
0.4
r'
0.35
0.3
0.25
02
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 4E
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]

Subbasin : (POST-CON).POST-CON : 7
Input Data
Area(ac)..................................................... 0.78
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 77.30
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
0.78
- 77.30
Composite Area & Weighted CN
0.78
77.30
Subbasin Runoff Results
Total Rainfall (in) ......................................... 3.36
Total Runoff (in) .......................................... 1.35
Peak Runoff (cfs)........................................ 1.17
Weighted Curve Number ............................ 77.30
Time of Concentration (days hh:mm:ss) ..... 0 00:19:00

Subbasin : {POST-CON}.POST-CON : 7
5
48
4.6
4.4
42
4
3.0
36
3.4
3.2
3
2.0
2.6
24
m 2.2
r 2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
1.25
1.2
1.15
1.05
1
0.95
0.9
0.85
0.8
0 75
N 0.7
---• 0.65
o 0.6
ry 0.66
0.5
0.45
04
0.35
0.3
0 25
0.2
0.15
0.1
0.06
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 4E
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]

Subbasin : (POST-CON).POST-CON : 8
Input Data
Area(ac)..................................................... 7.42
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 67.40
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
7.42
- 67.40
Composite Area & Weighted CN
7.42
67.40
Subbasin Runoff Results
Total Rainfall (in) ......................................... 3.36
Total Runoff (in) .......................................... 0.79
Peak Runoff (cfs)........................................ 4.86
Weighted Curve Number ............................ 67.40
Time of Concentration (days hh:mm:ss) ..... 0 00:26:00

Subbasin : {POST-CON}.POST-CON : 8
5
48
4.6
4.4
42
4
3.0
36
3.4
3.2
3
2.0
2.6
24
m 2.2
r 2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
5.2
5
48
4.6
4.4
4.2
4
38
3.6
3.4
3.2
3
N
2.8
2.6
0
" 2.4
Cl� 2.2
2
1.8
16
1.4
1.2
1
0.8
06
0.4
0.2
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 4E
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]

Subbasin : POST -CON : 9
Input Data
Area(ac)..................................................... 1.94
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 66.90
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
1.94
- 66.90
Composite Area & Weighted CN
1.94
66.90
Subbasin Runoff Results
Total Rainfall (in) ......................................... 3.36
Total Runoff (in) .......................................... 0.77
Peak Runoff (cfs)........................................ 1.48
Weighted Curve Number ............................ 66.90
Time of Concentration (days hh:mm:ss) ..... 0 00:19:00

Subbasin : POST -CON : 9
5
48
4.6
4.4
42
4
3.0
36
3.4
3.2
3
2.0
2.6
24
m 2.2
r 2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
1.55
1.5
1 45
1.4
1.36
13
1.25
1.2
1.15
1.05
1
0.95
0.9
0.85
0.0
0 0.76
� 0.7
ch 0.65
0.6
0.55
0.5
0.46
0.4
0.35
0.3
0.26
02
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 4E
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]

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 OFFSITE-JUNCTION
779.00
784.00
5.00
779.00
0.00
0.00
-784.00
0.00
0.00
2 OUTFALL-JUNCTION
774.00
782.00
8.00
774.00
0.00
0.00
-782.00
0.00
0.00
3 SCM-RISER
775.00
782.00
7.00
775.00
0.00
0.00
-782.00
0.00
0.00

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 OFFSITE-JUNCTION
6.37
6.37
779.70
0.70
0.00
4.30
779.06
0.06
0 1206
0 0000
0.00
0.00
2 OUTFALL-JUNCTION
8.35
1.48
774.42
0.42
0.00
7.58
774.05
0.05
0 1208
0 0000
0.00
0.00
3 SCM-RISER
0.83
0.00
775.25
0.25
0.00
6.75
775.07
0.07
0 12:27
0 00:00
0.00
0.00

Pipe Input
SN Element
Length
Inlet
Inlet
Outlet Outlet Total Average Pipe
Pipe Pipe
Manning's Entrance Exit/Bend
ID
Invert
Invert
Invert Invert Drop Slope Shape
Diameteror Width
Roughness
Losses
Losses
Elevation
Offset Elevation Offset
Height
(ft)
(ft)
(ft)
(ft) (ft) (ft) (%)
(in) (in)
1 OFFSITE-CONVEYANCE(VIRTUAL)
331.56
779.00
0.00
774.00 0.00 5.00 1.5100 CIRCULAR
24.000 24.000
0.0120
0.5000
0.5000
2 OUTLET-CONVENANCE(VIRTUAL)
50.00
774.00
0.00
765.00 0.00 9.00 18.0000 CIRCULAR
30.000 30.000
0.0120
0.5000
0.5000
3 SCM-BARREL
52.50
775.00
0.00
774.00 0.00 1.00 1.9000 CIRCULAR
18.000 18.000
0.0120
0.5000
0.5000

Additional Initial Flap No. of
Losses Flow Gate Barrels
(cfs)
0.0000 0.00 No 1
0.0000 0.00 No 1
0.0000 0.00 No 1

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 OFFSITE-CONVEYANCE(VIRTUAL)
6.37
0 1207
30.10
0.21
8.76 0.63
0.56
0.28 0.00
Calculated
2 OUTLET-CONVENANCE(VIRTUAL)
8.35
0 1208
188.52
0.04
17.00 0.05
0.39
0.16 0.00
Calculated
3 SCM-BARREL
0.83
0 12:24
15.71
0.05
4.20 0.21
0.31
0.21 0.00
Calculated

Storage Nodes
Storage Node: SAND -FILTER
Input Data
Invert Elevation (ft)...................................................................................
778.00
Max (Rim) Elevation (ft)...........................................................................
782.00
Max (Rim) Offset (ft)................................................................................
4.00
Initial Water Elevation (ft).........................................................................
778.00
Initial Water Depth (ft)..............................................................................
0.00
PondedArea (W)......................................................................................
0.00
Evaporation Loss.....................................................................................
0.00
Storage Area Volume Curves
Storage Curve : SAND -FILTER
Stage
Storage
Storage
Area
Volume
(ft)
(ft)
(ft')
0
2441
0.000
1
3180
2810.50
2
3976
6388.50
3
4828
10790.50
4
5737
16073.00

4
3.9
3.8
3.7
3.6
3.5
3.4
3.3
3.2
3.1
3
2.9
2.8
2.7
2.6
2.5
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
1.4
1.3
1.2
1.1
1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0
Storage Area Volume Curves
Storage Volume (ft)
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000 12,000 13,000 VLOOO 15,000 16,000
21500 3,000 3,500 4,000 4000
StoNrige Area (ftj
I- Storage Area - Storage Volume I
51000 5,500
2.7

Storage Node: SAND -FILTER (continued)
Outflow Weirs
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
781.00
3.00
10.00
1.00 3.33
2 PRINCIPAL -OUTLET
Rectangular No
779.35
1.35
0.50
1.40 3.33
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 -OUTLET Bottom Rectangular
No
36.00
36.00 780.75 0.63
Output Summary Results
Peak Inflow (cfs)......................................................................................
4.24
Peak Lateral Inflow (cfs)..........................................................................
4.24
Peak Outflow (cfs)....................................................................................
0.83
Peak Exfiltration Flow Rate (cfm).............................................................
0.00
Max HGL Elevation Attained (ft)...............................................................
779.94
Max HGL Depth Attained (ft)....................................................................
1.94
Average HGL Elevation Attained (ft)........................................................
778.75
Average HGL Depth Attained (ft).............................................................
0.75
Time of Max HGL Occurrence (days hh:mm)..........................................
0 1224
Total Exfiltration Volume (1000-ft3)..........................................................
0.000
Total Flooded Volume (ac-in)...................................................................
0
Total Time Flooded (min).........................................................................
0
Total Retention Time (sec).......................................................................
0.00

Post -construction 10 Year, 24 Hour
BREC, P.A. Dollar General — Store #22446 19

Project Description
File Name...................................................................
POST -CON -ROUTING OFFSITE 02152021.SPF
— —
Description.................................................................
C:\Users\j usti\AppData\Local\Temp\3160662020_C 100-STO RM WAT ER_1 _12546_ 14961 e95.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 ........................................................
Aug 17, 2020
000000
End Analysis On .........................................................
Aug 19, 2020
000000
Start Reporting On .....................................................
Aug 17, 2020
00:00:00
Antecedent Dry Days ..................................................
0
days
Runoff (Dry Weather) Time Step ...............................
0 01:0000
days hh:mm:ss
Runoff (Wet Weather) Time Step ..............................
0 00:05:00
days hh:mm:ss
Reporting Time Step ..................................................
0 00:00:15
days hh:mm:ss
Routing Time Step ......................................................
15
seconds
Number of Elements
Qty
RainGages................................................................
1
Subbasins....................................................................
9
Nodes..........................................................................
5
Junctions............................................................
3
Outfalls...............................................................
1
Flow Diversions .................................................
0
Inlets..................................................................
0
Storage Nodes ...................................................
1
Links............................................................................
7
Channels............................................................
0
Pipes..................................................................
3
Pumps................................................................
0
Orifices...............................................................
1
Weirs..................................................................
2
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
(years) (inches)
1 GRANITE -QUARRY Time Series 10YR-24HR Cumulative
inches North Carolina Rowan 10 4.89 SCS Type II 24-hr

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 0.21
484.00
98.00
4.89
4.65
0.98
1.35
0 000500
2{POST-CON}.POST-CON:2 0.37
484.00
96.20
4.89
4.45
1.65
2.22
0 000700
3{POST-CON}.POST-CON:3 0.33
484.00
72.20
4.89
2.13
0.71
0.98
0 001000
4{POST-CON}.POST-CON:4 0.76
484.00
92.60
4.89
4.05
3.09
3.84
0 001200
5{POST-CON}.POST-CON:5 0.07
484.00
79.50
4.89
2.74
0.20
0.24
0 001600
6{POST-CON}.POST-CON:6 0.30
484.00
85.60
4.89
3.32
0.98
1.33
0 001000
7{POST-CON}.POST-CON:7 0.78
484.00
77.30
4.89
2.56
2.00
2.25
0 001900
8{POST-CON}.POST-CON:8 7.42
484.00
67.40
4.89
1.76
13.03
12.03
0 002600
9 POST -CON : 9 1.94
484.00
66.90
4.89
1.72
3.34
3.65
0 00:19:00

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 OFFSITE-JUNCTION Junction
779.00
784.00
779.00
0.00
0.00 14.44
780.12
0.00
3.88
0 0000
0.00
0.00
2 OUTFALL-JUNCTION
Junction
774.00
782.00
774.00
0.00
0.00 20.53
774.74
0.00
7.26
0 0000
0.00
0.00
3 SCM-RISER
Junction
775.00
782.00
775.00
0.00
0.00 2.70
775.49
0.00
6.51
0 0000
0.00
0.00
4 OUTFALL-1
Outfall
765.00
20.53
765.56
5 SAND -FILTER
Storage Node
778.00
782.00
778.00
0.00 7.22
780.70
0.00
0.00

co
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9000
000
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\ \ \
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((
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Subbasin Hydrology
Subbasin : (POST-CON).POST-CON : 1
Input Data
Area(ac).....................................................
0.21
Peak Rate Factor ........................................
484.00
Weighted Curve Number ............................
98.00
Rain Gage ID ...............................................
GRANITE
-QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
0.21
- 98.00
Composite Area & Weighted CN
0.21
98.00
Subbasin Runoff Results
Total Rainfall (in) ......................................... 4.89
Total Runoff (in) .......................................... 4.65
Peak Runoff (cfs)........................................ 1.35
Weighted Curve Number ............................ 98.00
Time of Concentration (days hh:mm:ss) ..... 0 00:05:00

Subbasin : {POST-CON}.POST-CON : 1
7
6.5
6
5.5
5
4.5
4
3.5
ry 3
2.5
2
1.5
1
0.5
1.45
1.4
1.36
1.3
1.25
12
1.15
1.05
0.95
0.9
_ 0.85
N 0.8
0.75
0 0.7
0.66
e
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 4E
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]

Subbasin : (POST-CON).POST-CON : 2
Input Data
Area(ac)..................................................... 0.37
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 96.20
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
0.37
- 96.20
Composite Area & Weighted CN
0.37
96.20
Subbasin Runoff Results
Total Rainfall (in) ......................................... 4.89
Total Runoff (in) .......................................... 4.45
Peak Runoff (cfs)........................................ 2.22
Weighted Curve Number ............................ 96.20
Time of Concentration (days hh:mm:ss) ..... 0 00:07:00

Subbasin : {POST-CON}.POST-CON : 2
7.5
7
6.5
6
55
5
4.5
E 4
-E 3.5
r 3
25
2
1.5
0.5
2.4
23
2.2
21
2
19
1.8
1.7
1.6
1.5
1.4
N
0 1.3
1.2
0
11 1.1
ry 1
0.9
0.8
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 4E
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]

Subbasin : (POST-CON).POST-CON : 3
Input Data
Area(ac)..................................................... 0.33
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 72.20
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
0.33
- 72.20
Composite Area & Weighted CN
0.33
72.20
Subbasin Runoff Results
Total Rainfall (in) ......................................... 4.89
Total Runoff (in) .......................................... 2.13
Peak Runoff (cfs)........................................ 0.98
Weighted Curve Number ............................ 72.20
Time of Concentration (days hh:mm:ss) ..... 0 00:10:00

Subbasin : {POST-CON}.POST-CON : 3
7.5
7
6.5
6
55
5
4.5
E 4
-E 3.5
r 3
25
2
1.5
0.5
1.05
0.95
0.9
0.85
0.8
0.75
0.7
0.65
N 0.6
0.55
o
0.6
Ch 0.45
0.4
0.35
03
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 4E
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]

Subbasin : (POST-CON).POST-CON : 4
Input Data
Area(ac)..................................................... 0.76
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 92.60
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
0.76
- 92.60
Composite Area & Weighted CN
0.76
92.60
Subbasin Runoff Results
Total Rainfall (in) ......................................... 4.89
Total Runoff (in) .......................................... 4.05
Peak Runoff (cfs)........................................ 3.84
Weighted Curve Number ............................ 92.60
Time of Concentration (days hh:mm:ss) ..... 0 00:12:00

Subbasin : {POST-CON}.POST-CON : 4
7.5
7
6.5
6
55
5
4.5
E 4
-E 3.5
r 3
25
2
1.5
0.5
4.2
4
3.0
3.6
3.4
3.2
3
2.8
2.6
N 2.4
22
0 2
C
ch 1.8
1.6
1.4
12
0.0
0.6
0.4
0.2
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 4E
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]

Subbasin : (POST-CON).POST-CON : 5
Input Data
Area(ac)..................................................... 0.07
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 79.50
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
0.07
- 79.50
Composite Area & Weighted CN
0.07
79.50
Subbasin Runoff Results
Total Rainfall (in) ......................................... 4.89
Total Runoff (in) .......................................... 2.74
Peak Runoff (cfs)........................................ 0.24
Weighted Curve Number ............................ 79.50
Time of Concentration (days hh:mm:ss) ..... 0 00:16:00

Subbasin : {POST-CON}.POST-CON : 5
7.5
7
6.5
6
55
5
4.5
E 4
-E 3.5
r 3
25
2
1.5
0.5
0.25
024
0.23
0.22
0.21
0.2
0.19
0 18
0.17
0.16
0.15
N 0.14
0.13
o
0 12
ry 0.11
0.1
0.09
0.08
0.07
0.06
0.05
0.04
003
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 4E
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]

Subbasin : (POST-CON).POST-CON : 6
Input Data
Area(ac)..................................................... 0.30
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 85.60
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
0.30
- 85.60
Composite Area & Weighted CN
0.30
85.60
Subbasin Runoff Results
Total Rainfall (in) ......................................... 4.89
Total Runoff (in) .......................................... 3.32
Peak Runoff (cfs)........................................ 1.33
Weighted Curve Number ............................ 85.60
Time of Concentration (days hh:mm:ss) ..... 0 00:10:00

Subbasin : {POST-CON}.POST-CON : 6
7.5
7
6.5
6
55
5
4.5
E 4
-E 3.5
r 3
25
2
1.5
0.5
1.4
1.35
1.3
1.25
1.2
1.15
1.1
1.05
1
0.95
0.9
0.85
N 0.8
0 0.75
0.7
0
0.65
ch 0.6
0.55
05
0 45
04
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 4E
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]

Subbasin : (POST-CON).POST-CON : 7
Input Data
Area(ac)..................................................... 0.78
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 77.30
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
0.78
- 77.30
Composite Area & Weighted CN
0.78
77.30
Subbasin Runoff Results
Total Rainfall (in) ......................................... 4.89
Total Runoff (in) .......................................... 2.56
Peak Runoff (cfs)........................................ 2.25
Weighted Curve Number ............................ 77.30
Time of Concentration (days hh:mm:ss) ..... 0 00:19:00

Subbasin : {POST-CON}.POST-CON : 7
7.5
7
6.5
6
55
5
4.5
E 4
-E 3.5
r 3
25
2
1.5
0.5
2.4
23
2.2
21
2
19
1.8
1.7
1.6
1.5
1.4
N
0 1.3
1.2
0
11 1.1
ry 1
0.9
0.8
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 4E
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]

Subbasin : (POST-CON).POST-CON : 8
Input Data
Area(ac)..................................................... 7.42
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 67.40
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
7.42
- 67.40
Composite Area & Weighted CN
7.42
67.40
Subbasin Runoff Results
Total Rainfall (in) ......................................... 4.89
Total Runoff (in) .......................................... 1.76
Peak Runoff (cfs)........................................ 12.03
Weighted Curve Number ............................ 67.40
Time of Concentration (days hh:mm:ss) ..... 0 00:26:00

Subbasin : {POST-CON}.POST-CON : 8
7.5
7
6.5
6
55
5
4.5
E 4
-E 3.5
r 3
25
2
1.5
0.5
13
12.5
12
11.5
11
10.5
10
95
9
8.6
8
7.5
N
7
6.5
0
6
5.5
5
4.5
4
3.5
3
2.5
2
15
1
0.6
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 4E
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]

Subbasin : POST -CON : 9
Input Data
Area(ac)..................................................... 1.94
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 66.90
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
1.94
- 66.90
Composite Area & Weighted CN
1.94
66.90
Subbasin Runoff Results
Total Rainfall (in) ......................................... 4.89
Total Runoff (in) .......................................... 1.72
Peak Runoff (cfs)........................................ 3.65
Weighted Curve Number ............................ 66.90
Time of Concentration (days hh:mm:ss) ..... 0 00:19:00

Subbasin : POST -CON : 9
7.5
7
6.5
6
55
5
4.5
E 4
-E 3.5
r 3
25
2
1.5
0.5
4
3.0
36
34
3.2
3
2.8
2.6
24
22
C]
O
C
1.8
Oy
1.6
1.4
1.2
1
08
0.6
0.4
0.2
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 4E
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]

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 OFFSITE-JUNCTION
779.00
784.00
5.00
779.00
0.00
0.00
-784.00
0.00
0.00
2 OUTFALL-JUNCTION
774.00
782.00
8.00
774.00
0.00
0.00
-782.00
0.00
0.00
3 SCM-RISER
775.00
782.00
7.00
775.00
0.00
0.00
-782.00
0.00
0.00

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 OFFSITE-JUNCTION 14.44
14.44
780.12
1.12
0.00
3.88
779.10
0.10
0 1206
0 0000
0.00
0.00
2 OUTFALL-JUNCTION 20.53
3.65
774.74
0.74
0.00
7.26
774.08
0.08
0 1207
0 0000
0.00
0.00
3 SCM-RISER 2.70
0.00
775.49
0.49
0.00
6.51
775.09
0.09
0 12:12
0 00:00
0.00
0.00

Pipe Input
SN Element
Length
Inlet
Inlet
Outlet Outlet Total Average Pipe
Pipe Pipe
Manning's Entrance Exit/Bend
ID
Invert
Invert
Invert Invert Drop Slope Shape
Diameteror Width
Roughness
Losses
Losses
Elevation
Offset Elevation Offset
Height
(ft)
(ft)
(ft)
(ft) (ft) (ft) (%)
(in) (in)
1 OFFSITE-CONVEYANCE(VIRTUAL)
331.56
779.00
0.00
774.00 0.00 5.00 1.5100 CIRCULAR
24.000 24.000
0.0120
0.5000
0.5000
2 OUTLET-CONVENANCE(VIRTUAL)
50.00
774.00
0.00
765.00 0.00 9.00 18.0000 CIRCULAR
30.000 30.000
0.0120
0.5000
0.5000
3 SCM-BARREL
52.50
775.00
0.00
774.00 0.00 1.00 1.9000 CIRCULAR
18.000 18.000
0.0120
0.5000
0.5000

Additional Initial Flap No. of
Losses Flow Gate Barrels
(cfs)
0.0000 0.00 No 1
0.0000 0.00 No 1
0.0000 0.00 No 1

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 OFFSITE-CONVEYANCE(VIRTUAL)
14.44
0 1207
30.10
0.48
10.14 0.54
0.93
0.46 0.00
Calculated
2 OUTLET-CONVENANCE(VIRTUAL)
20.53
0 1207
188.52
0.11
20.40 0.04
0.65
0.26 0.00
Calculated
3 SCM-BARREL
2.70
0 12:13
15.71
0.17
5.25 0.17
0.61
0.40 0.00
Calculated

Storage Nodes
Storage Node: SAND -FILTER
Input Data
Invert Elevation (ft)...................................................................................
778.00
Max (Rim) Elevation (ft)...........................................................................
782.00
Max (Rim) Offset (ft)................................................................................
4.00
Initial Water Elevation (ft).........................................................................
778.00
Initial Water Depth (ft)..............................................................................
0.00
PondedArea (W)......................................................................................
0.00
Evaporation Loss.....................................................................................
0.00
Storage Area Volume Curves
Storage Curve : SAND -FILTER
Stage
Storage
Storage
Area
Volume
(ft)
(ft)
(ft')
0
2441
0.000
1
3180
2810.50
2
3976
6388.50
3
4828
10790.50
4
5737
16073.00

4
3.9
3.8
3.7
3.6
3.5
3.4
3.3
3.2
3.1
3
2.9
2.8
2.7
2.6
2.5
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
1.4
1.3
1.2
1.1
1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0
Storage Area Volume Curves
Storage Volume (ft)
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000 12,000 13,000 VLOOO 15,000 16,000
21500 3,000 3,500 4,000 4000
StoNrige Area (ftj
I- Storage Area - Storage Volume I
51000 5,500
2.7

Storage Node: SAND -FILTER (continued)
Outflow Weirs
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
781.00
3.00
10.00
1.00 3.33
2 PRINCIPAL -OUTLET
Rectangular No
779.35
1.35
0.50
1.40 3.33
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 -OUTLET Bottom Rectangular
No
36.00
36.00 780.75 0.63
Output Summary Results
Peak Inflow (cfs)......................................................................................
7.22
Peak Lateral Inflow (cfs)..........................................................................
7.22
Peak Outflow (cfs)....................................................................................
2.70
Peak Exfiltration Flow Rate (cfm).............................................................
0.00
Max HGL Elevation Attained (ft)...............................................................
780.70
Max HGL Depth Attained (ft)....................................................................
2.7
Average HGL Elevation Attained (ft)........................................................
778.86
Average HGL Depth Attained (ft).............................................................
0.86
Time of Max HGL Occurrence (days hh:mm)..........................................
0 1213
Total Exfiltration Volume (1000-ft3)..........................................................
0.000
Total Flooded Volume (ac-in)...................................................................
0
Total Time Flooded (min).........................................................................
0
Total Retention Time (sec).......................................................................
0.00

Post -construction 100 Year, 24 Hour
BREC, P.A. Dollar General — Store #22446 20

Project Description
File Name....................................................................
POST -CON -ROUTING OFFSITE 02152021.SPF
— —
Description..................................................................
C:\Users\j usti\AppData\Local\Temp\3160662020_C 100-STO RM WAT ER_1 _12546_ 14961 e95.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 .........................................................
Aug 17, 2020
000000
End Analysis On ..........................................................
Aug 19, 2020
000000
Start Reporting On ......................................................
Aug 17, 2020
00:00:00
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 00:00:15
days hh:mm:ss
Routing Time Step ......................................................
15
seconds
Number of Elements
Qty
RainGages.................................................................
1
Subbasins.....................................................................
9
Nodes...........................................................................
5
Junctions............................................................
3
Outfalls................................................................
1
Flow Diversions ..................................................
0
Inlets...................................................................
0
Storage Nodes ....................................................
1
Links.............................................................................
7
Channels.............................................................
0
Pipes...................................................................
3
Pumps.................................................................
0
Orifices...............................................................
1
Weirs..................................................................
2
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
(years) (inches)
1 GRANITE -QUARRY Time Series 100YR-24HR Cumulative
inches North Carolina Rowan 100 7.26 SCS Type II 24-hr

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 0.21
484.00
98.00
7.26
7.02
1.48
2.02
0 000500
2{POST-CON}.POST-CON:2 0.37
484.00
96.20
7.26
6.81
2.53
3.33
0 000700
3{POST-CON}.POST-CON:3 0.33
484.00
72.20
7.26
4.07
1.35
1.88
0 001000
4{POST-CON}.POST-CON:4 0.76
484.00
92.60
7.26
6.38
4.87
5.89
0 001200
5{POST-CON}.POST-CON:5 0.07
484.00
79.50
7.26
4.87
0.35
0.41
0 001600
6{POST-CON}.POST-CON:6 0.30
484.00
85.60
7.26
5.57
1.64
2.18
0 001000
7{POST-CON}.POST-CON:7 0.78
484.00
77.30
7.26
4.63
3.63
4.05
0 001900
8{POST-CON}.POST-CON:8 7.42
484.00
67.40
7.26
3.56
26.39
25.23
0 002600
9 POST -CON : 9 1.94
484.00
66.90
7.26
3.51
6.81
7.68
0 00:19:00

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 OFFSITE-JUNCTION Junction
779.00
784.00
779.00
0.00
0.00 29.16
782.94
0.00
1.06
0 0000
0.00
0.00
2 OUTFALL-JUNCTION
Junction
774.00
782.00
774.00
0.00
0.00 46.99
775.31
0.00
6.69
0 0000
0.00
0.00
3 SCM-RISER
Junction
775.00
782.00
775.00
0.00
0.00 10.77
776.36
0.00
5.64
0 0000
0.00
0.00
4 OUTFALL-1
Outfall
765.00
46.99
765.85
5 SAND -FILTER
Storage Node
778.00
782.00
778.00
0.00 12.04
781.07
0.00
0.00

co
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0 ©00m
0 :0«
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})) 000
ff
\\ �
)k �\}\/§\/
/000 000000
E NM m
22{00
9000
000
/ / /
\ \ \
e00
z 0000000
((
rf{ )/\aaaa
J«z 0000000
§w ))„
Lu fff63ff
({ °
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/ ! /9~Ir
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~\/%/%%
�
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Subbasin Hydrology
Subbasin : (POST-CON).POST-CON : 1
Input Data
Area(ac).....................................................
0.21
Peak Rate Factor ........................................
484.00
Weighted Curve Number ............................
98.00
Rain Gage ID ...............................................
GRANITE
-QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
0.21
- 98.00
Composite Area & Weighted CN
0.21
98.00
Subbasin Runoff Results
Total Rainfall (in) ......................................... 7.26
Total Runoff (in) .......................................... 7.02
Peak Runoff (cfs)........................................ 2.02
Weighted Curve Number ............................ 98.00
Time of Concentration (days hh:mm:ss) ..... 0 00:05:00

Subbasin : {POST-CON}.POST-CON : 1
10
95
9
8.5
8
7.5
7
6.5
6
� 5.5
5
4.5
r 4
3.5
3
2.5
2
1.5
0.6
2.2
2.1
2
19
1.0
1.7
1.6
15
1.4
_ 1.3
N
� 1.2
1.1
0
� 1
0
0.9
0.8
0.7
06
0.5
0.4
0.3
02
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 4E
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]

Subbasin : (POST-CON).POST-CON : 2
Input Data
Area(ac)..................................................... 0.37
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 96.20
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
0.37
- 96.20
Composite Area & Weighted CN
0.37
96.20
Subbasin Runoff Results
Total Rainfall (in) ......................................... 7.26
Total Runoff (in) .......................................... 6.81
Peak Runoff (cfs)........................................ 3.33
Weighted Curve Number ............................ 96.20
Time of Concentration (days hh:mm:ss) ..... 0 00:07:00

Subbasin : {POST-CON}.POST-CON : 2
10.5
10
9.5
9
8.5
8
7.5
7
6.5
6
-� 5.5
4 5
Y 4.5
4
35
3
2.5
2
1.5
1
0.5
3.6
3.4
3.2
3
2.8
2.6
2.4
22
N 2
C]
1.8
0
1.6
1.4
1.2
1
08
0.6
0.4
0.2
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 4E
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]

Subbasin : (POST-CON).POST-CON : 3
Input Data
Area(ac)..................................................... 0.33
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 72.20
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
0.33
- 72.20
Composite Area & Weighted CN
0.33
72.20
Subbasin Runoff Results
Total Rainfall (in) ......................................... 7.26
Total Runoff (in) .......................................... 4.07
Peak Runoff (cfs)........................................ 1.88
Weighted Curve Number ............................ 72.20
Time of Concentration (days hh:mm:ss) ..... 0 00:10:00

Subbasin : {POST-CON}.POST-CON : 3
10.5
10
9.5
9
8.5
8
7.5
7
6.5
6
-� 5.5
4 5
Y 4.5
4
35
3
2.5
2
1.5
1
0.5
2
1.9
18
17
1.6
1.5
1.4
1.3
12
11
C]
�• 1
0
y 0.9
0.8
0.7
0.6
0.5
04
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 4E
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]

Subbasin : (POST-CON).POST-CON : 4
Input Data
Area(ac)..................................................... 0.76
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 92.60
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
0.76
- 92.60
Composite Area & Weighted CN
0.76
92.60
Subbasin Runoff Results
Total Rainfall (in) ......................................... 7.26
Total Runoff (in) .......................................... 6.38
Peak Runoff (cfs)........................................ 5.89
Weighted Curve Number ............................ 92.60
Time of Concentration (days hh:mm:ss) ..... 0 00:12:00

Subbasin : {POST-CON}.POST-CON : 4
10.5
10
9.5
9
8.5
8
7.5
7
6.5
6
-� 5.5
4 5
Y 4.5
4
35
3
2.5
2
1.5
1
0.5
6.2
6
58
5.6
5.4
52
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
0 3
� 2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
08
0.6
0.4
0.2
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 4E
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]

Subbasin : (POST-CON).POST-CON : 5
Input Data
Area(ac)..................................................... 0.07
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 79.50
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
0.07
- 79.50
Composite Area & Weighted CN
0.07
79.50
Subbasin Runoff Results
Total Rainfall (in) ......................................... 7.26
Total Runoff (in) .......................................... 4.87
Peak Runoff (cfs)........................................ 0.41
Weighted Curve Number ............................ 79.50
Time of Concentration (days hh:mm:ss) ..... 0 00:16:00

Subbasin : {POST-CON}.POST-CON : 5
10.5
10
9.5
9
8.5
8
7.5
7
6.5
6
-� 5.5
4 5
Y 4.5
4
35
3
2.5
2
1.5
1
0.5
0.44
0.42
0.4
038
0.36
0.34
0.32
03
028
_ 0.26
N
� 0.24
w 0.22
O
02
ry
0.10
0.16
0.14
0.12
0.1
0.08
0.06
0.04
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 4E
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]

Subbasin : (POST-CON).POST-CON : 6
Input Data
Area(ac)..................................................... 0.30
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 85.60
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
0.30
- 85.60
Composite Area & Weighted CN
0.30
85.60
Subbasin Runoff Results
Total Rainfall (in) ......................................... 7.26
Total Runoff (in) .......................................... 5.57
Peak Runoff (cfs)........................................ 2.18
Weighted Curve Number ............................ 85.60
Time of Concentration (days hh:mm:ss) ..... 0 00:10:00

Subbasin : {POST-CON}.POST-CON : 6
10.5
10
9.5
9
8.5
8
7.5
7
6.5
6
-� 5.5
4 5
Y 4.5
4
35
3
2.5
2
1.5
1
0.5
2.3
2.2
21
2
1.9
1.0
1.7
1.6
1.5
1.4
N 1.3
-- 1.2
� 11
ry 1
09
0.0
0.7
06
0.6
04
0.3
0.2
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 4E
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]

Subbasin : (POST-CON).POST-CON : 7
Input Data
Area(ac)..................................................... 0.78
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 77.30
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
0.78
- 77.30
Composite Area & Weighted CN
0.78
77.30
Subbasin Runoff Results
Total Rainfall (in) ......................................... 7.26
Total Runoff (in) .......................................... 4.63
Peak Runoff (cfs)........................................ 4.05
Weighted Curve Number ............................ 77.30
Time of Concentration (days hh:mm:ss) ..... 0 00:19:00

Subbasin : {POST-CON}.POST-CON : 7
10.5
10
9.5
9
8.5
8
7.5
7
6.5
6
-� 5.5
4 5
Y 4.5
4
35
3
2.5
2
1.5
1
0.5
4.4
4.2
4
38
3.6
3.4
3.2
3
2.0
_ 2.6
N
� 2.4
22
O
2
ry 1.8
1.6
1.4
12
1
0.8
0.6
04
0.2
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 4E
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]

Subbasin : (POST-CON).POST-CON : 8
Input Data
Area(ac)..................................................... 7.42
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 67.40
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
7.42
- 67.40
Composite Area & Weighted CN
7.42
67.40
Subbasin Runoff Results
Total Rainfall (in) ......................................... 7.26
Total Runoff (in) .......................................... 3.56
Peak Runoff (cfs)........................................ 25.23
Weighted Curve Number ............................ 67.40
Time of Concentration (days hh:mm:ss) ..... 0 00:26:00

Subbasin : {POST-CON}.POST-CON : 8
10.5
10
9.5
9
8.5
8
7.5
7
6.5
6
-� 5.5
4 5
Y 4.5
4
35
3
2.5
2
1.5
1
0.5
27
26
25
24
23
22
21
20
19
18
17
_ 16
N 15
14
0 13
12
11
10
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 4E
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]

Subbasin : POST -CON : 9
Input Data
Area(ac)..................................................... 1.94
Peak Rate Factor ........................................ 484.00
Weighted Curve Number ............................ 66.90
Rain Gage ID ............................................... GRANITE -QUARRY
Composite Curve Number
Area
Soil Curve
Soil/Surface Description
(acres)
Group Number
-
1.94
- 66.90
Composite Area & Weighted CN
1.94
66.90
Subbasin Runoff Results
Total Rainfall (in) ......................................... 7.26
Total Runoff (in) .......................................... 3.51
Peak Runoff (cfs)........................................ 7.68
Weighted Curve Number ............................ 66.90
Time of Concentration (days hh:mm:ss) ..... 0 00:19:00

Subbasin : POST -CON : 9
10.5
10
9.5
9
8.5
8
7.5
7
6.5
6
-� 5.5
4 5
Y 4.5
4
35
3
2.5
2
1.5
1
0.5
8.5
8
7.6
7
6.5
6
5.5
_ 5
N
4.5
O
4
ry
3.5
3
2.5
2
1.5
0.5
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 4E
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]

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 OFFSITE-JUNCTION
779.00
784.00
5.00
779.00
0.00
0.00
-784.00
0.00
0.00
2 OUTFALL-JUNCTION
774.00
782.00
8.00
774.00
0.00
0.00
-782.00
0.00
0.00
3 SCM-RISER
775.00
782.00
7.00
775.00
0.00
0.00
-782.00
0.00
0.00

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 OFFSITE-JUNCTION 29.16
29.16
782.94
3.94
0.00
1.06
779.16
0.16
0 1204
0 0000
0.00
0.00
2 OUTFALL-JUNCTION 46.99
7.67
775.31
1.31
0.00
6.69
774.11
0.11
0 1204
0 0000
0.00
0.00
3 SCM-RISER 10.77
0.00
776.36
1.36
0.00
5.64
775.12
0.12
0 12:02
0 00:00
0.00
0.00

Pipe Input
SN Element
Length
Inlet
Inlet
Outlet Outlet Total Average Pipe
Pipe Pipe
Manning's Entrance Exit/Bend
ID
Invert
Invert
Invert Invert Drop Slope Shape
Diameteror Width
Roughness
Losses
Losses
Elevation
Offset Elevation Offset
Height
(ft)
(ft)
(ft)
(ft) (ft) (ft) (%)
(in) (in)
1 OFFSITE-CONVEYANCE(VIRTUAL)
331.56
779.00
0.00
774.00 0.00 5.00 1.5100 CIRCULAR
24.000 24.000
0.0120
0.5000
0.5000
2 OUTLET-CONVENANCE(VIRTUAL)
50.00
774.00
0.00
765.00 0.00 9.00 18.0000 CIRCULAR
30.000 30.000
0.0120
0.5000
0.5000
3 SCM-BARREL
52.50
775.00
0.00
774.00 0.00 1.00 1.9000 CIRCULAR
18.000 18.000
0.0120
0.5000
0.5000

Additional Initial Flap No. of
Losses Flow Gate Barrels
(cfs)
0.0000 0.00 No 1
0.0000 0.00 No 1
0.0000 0.00 No 1

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 OFFSITE-CONVEYANCE(VIRTUAL)
29.16
0 1206
30.10
0.97
10.97 0.50
1.65
0.83 0.00
Calculated
2 OUTLET-CONVENANCE(VIRTUAL)
46.99
0 1205
188.52
0.25
23.15 0.04
1.08
0.43 0.00
Calculated
3 SCM-BARREL
10.76
0 12:02
15.71
0.69
6.61 0.13
1.32
0.88 0.00
Calculated

Storage Nodes
Storage Node: SAND -FILTER
Input Data
Invert Elevation (ft)...................................................................................
778.00
Max (Rim) Elevation (ft)...........................................................................
782.00
Max (Rim) Offset (ft)................................................................................
4.00
Initial Water Elevation (ft).........................................................................
778.00
Initial Water Depth (ft)..............................................................................
0.00
PondedArea (W)......................................................................................
0.00
Evaporation Loss.....................................................................................
0.00
Storage Area Volume Curves
Storage Curve : SAND -FILTER
Stage
Storage
Storage
Area
Volume
(ft)
(ft)
(ft')
0
2441
0.000
1
3180
2810.50
2
3976
6388.50
3
4828
10790.50
4
5737
16073.00

4
3.9
3.8
3.7
3.6
3.5
3.4
3.3
3.2
3.1
3
2.9
2.8
2.7
2.6
2.5
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
1.4
1.3
1.2
1.1
1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0
Storage Area Volume Curves
Storage Volume (ft)
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000 12,000 13,000 VLOOO 15,000 16,000
21500 3,000 3,500 4,000 4000
StoNrige Area (ftj
I- Storage Area - Storage Volume I
51000 5,500
2.7

Storage Node: SAND -FILTER (continued)
Outflow Weirs
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
781.00
3.00
10.00
1.00 3.33
2 PRINCIPAL -OUTLET
Rectangular No
779.35
1.35
0.50
1.40 3.33
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 -OUTLET Bottom Rectangular
No
36.00
36.00 780.75 0.63
Output Summary Results
Peak Inflow (cfs)......................................................................................
12.04
Peak Lateral Inflow (cfs)..........................................................................
12.04
Peak Outflow (cfs)....................................................................................
11.45
Peak Exfiltration Flow Rate (cfm).............................................................
0.00
Max HGL Elevation Attained (ft)...............................................................
781.07
Max HGL Depth Attained (ft)....................................................................
3.07
Average HGL Elevation Attained (ft)........................................................
778.98
Average HGL Depth Attained (ft).............................................................
0.98
Time of Max HGL Occurrence (days hh:mm)..........................................
0 1202
Total Exfiltration Volume (1000-ft3)..........................................................
0.000
Total Flooded Volume (ac-in)...................................................................
0
Total Time Flooded (min).........................................................................
0
Total Retention Time (sec).......................................................................
0.00

Soils Report
BREC, P.A. Dollar General — Store #22446 21

LOCATIONS:
■ Atlanta, GA
U■
N 1"VAF E, Rb"AL
Charlotte, NC
■ DC Metro, VA
ENGINEERING SCIENCES
93
■ Daytona Beach, FL
Consultants In: Geotechnical Engineering a Environmental Sciences
■ Fort Myers, FL
■ Fort Pierce, FL
Geophysical Services ® Construction Materials Testing d Threshold Inspection
■ Gainesville, FL
Building Inspection -Plan Review -Building Code Administration
■ Jacksonville, FL
o Miami, FL
July 23, 2020
■ Ocala, FL
■ Orlando, FL (Headquarters)
Palm Coast, FL
Teramore Development, LLC
■ Panama City, FL
P.O. Box 6460
■ Pensacola, FL
Rockledge, FL
Thomasville, Georgia 31758
■ Sarasota, FL
Tampa, FL
Attention: Ms. Danielle Stewart
GA
■Tifton, ■ West Palm Beach, FL
Reference: Geotechnical Exploration
Dollar General — Granite Quarry
US Hwy 52
Granite Quarry, North Carolina
UES Project No. 2530.2000007.0000
UES Report No. 1788800
Dear Ms. Stewart:
Universal Engineering Sciences, LLC. (UES) has completed a geotechnical exploration at the
above referenced site in Granite Quarry, North Carolina. The scope of our exploration was
planned in conjunction with and authorized by you. This exploration was performed in general
accordance with UES Proposal Number 1776129 and generally accepted soil and foundation
engineering practices. No other warranty, express or implied, is made.
The following report presents the results of our field exploration with a geotechnical engineering
interpretation of those results with respect to the project characteristics as provided to us. We
have included soil and groundwater conditions at our boring locations and geotechnical
recommendations for site preparation, foundation design and pavement design.
We appreciate the opportunity to have worked with you on this project and look forward to a
continued association. Please do not hesitate to contact us if you should have any questions, or
if we may further assist you as your plans proceed.
Respectfully Submitted,
UNIVERSAL ENGINEERING SCIENCES
NC Ce rRobh qt�orization No. F-0515
0"- 4
RobA D. i"yer
Staff Professional
N.C. License No. 44443
Mark Grohregin, P.E.
Charlotte Branch Manager
2520 Whitehall Park Dr., Ste. 250, Charlotte, NC 28273, [phone]
www.UniversalEngineering.com

UNIVERSAL
ENGINEERING
SCIENCES
GEOTECHNICAL EXPLORATION
DOLLAR GENERAL — GRANITE QUARRY
US Hwy 52 & S MAIN STREET
GRANITE QUARRY, NORTH CAROLINA
UES PROJECT No. 2530.2000007.0000
UES REPORT No. 1788800
PREPARED FOR:
Teramore Development, LLC
P.O. Box 6460
Thomasville, GA 31758
Phone [phone]
PREPARED BY:
Universal Engineering Sciences
2520 Whitehall Park Drive, Suite 250
Charlotte, NC 28273
[phone]
July 23, 2020
Consultants in: Geotechnical Engineering • Environmental Sciences • Construction Materials Testing • Threshold Inspection
• Geophysical Services • Building Inspection • Plan Review • Building Code Administration

TABLE OF CONTENTS
1.0 PROJECT DESCRIPTION..................................................................................................................................1
2.0 SITE DESCRIPTION...........................................................................................................................................1
2.1 GENERAL.........................................................................................................................1
2.2 GEOLOGY........................................................................................................................1
3.0 PURPOSE AND SCOPE OF SERVICES...........................................................................................................2
3.1 PURPOSE AND SCOPE OF SERVICE................................................................................... 2
3.2 LIMITATIONS.................................................................................................................... 2
4.0 FIELD EXPLORATION......................................................................................................................................3
4.1 GENERAL.........................................................................................................................3
4.2 STANDARD PENETRATION TEST (SPT) BORINGS................................................................ 3
5.0 SUBSURFACE CONDITIONS............................................................................................................................4
5.1 GENERALIZED SOIL PROFILE............................................................................................. 4
5.2 GROUNDWATER............................................................................................................... 5
6.0 LABORATORY TESTING..................................................................................................................................5
7.0 INFILTRATION TESTING.................................................................................................................................5
8.0 GEOTECHNICAL ASSESSMENT..............................................................................................................6
8.1 EXISTING UNDOCUMENTED FILL SOILS..............................................................................
6
8.2 GROUNDWATER...............................................................................................................
6
8.3 MOISTURE SENSITIVE SOILS.............................................................................................
7
9.0 FOUNDATION DESIGN RECOMMENDATIONS..........................................................................................7
9.1 GENERAL.........................................................................................................................7
9.2 ALLOWABLE NET SOIL BEARING PRESSURE.......................................................................
7
9.3 FOUNDATION SIZE............................................................................................................
8
9.4 BEARING DEPTH..............................................................................................................
8
9.5 BEARING MATERIAL..........................................................................................................
8
9.6 SETTLEMENT ESTIMATES..................................................................................................
8
9.7 FLOOR SLABS..................................................................................................................
9
10.0 PAVEMENT RECOMMENDATIONS...........................................................................................................10
10.1 GENERAL........................................................................................................................10
10.2 FLEXIBLE PAVEMENTS.....................................................................................................10
10.3 CONCRETE "RIGID" PAVEMENTS.......................................................................................11
10.4 PAVEMENT MATERIALS....................................................................................................11
10.5 PERFORMANCE EXPECTATIONS........................................................................................12
11.0 SITE PREPARATION......................................................................................................................................12
11.1 GENERAL........................................................................................................................12
11.2 USE OF EXCAVATED SOILS AS STRUCTURAL FILL..............................................................13
11.3 UNDERGROUND UTILITY LINES.........................................................................................13
11.4 EXCAVATED SLOPES AND FILL EMBANKMENTS..................................................................13
11.5 EXCAVATIONS.................................................................................................................14
11.6 RETAINING WALLS...........................................................................................................14
12.0 CLOSURE.....................................................................................................................................................15
u

LIST OF TABLES
Table I:
Groundwater Measurements................................................................................5
Table II:
Flexible Pavement Design.................................................................................11
Table III:
Rigid Pavement Design......................................................................................11
Table IV:
Lateral Earth Pressure Parameters (Level Backfill)*...........................................14
APPENDICES
APPENDIX A
SiteLocation Map............................................................................................. Figure A-1
►9.
Boring Location Plan........................................................................................ Figure B-1
Profile1............................................................................................................ Figure B-2
Boring Logs(11)..............................................................................................B-3 to B-14
KeyTo Boring Logs................................................................................................... B-15
APPENDIX C
GBADocument...........................................................................................................C-1
Constraints and Restrictions........................................................................................C-2
u

Dollar General UES Project No.: 2530.2000007.0000
Granite Quarry, North Carolina July 23, 2020
1.0 PROJECT DESCRIPTION
We understand that Teramore Devlopment, LLC intends to develop Rowan County Tax Parcel
628174 on the eastern side of NC Hwy 52 in Granite Quarry, North Carolina. The development
will include the construction of an approximate 9,100 square -foot retail store, associated
pavement areas, a drainage retention area and a septic drain field area. We were not provided
structural loading information at the time of this exploration. Therefore we have assumed that
loads for isolated interior columns and exterior load -bearing walls will not exceed 50 kips and 4
kips/linear foot, respectively. We were not provided existing or proposed grades pertaining to
site development. Therefore, we have assumed for the purposes of this report that maximum
cut and fill throughout the site will be about 2 feet.
Should any of the above information or assumptions made by UES be inconsistent with the
planned development and construction, we request that you contact us immediately to allow us
the opportunity to review the new information in conjunction with our report and revise or modify
our engineering recommendations accordingly, as needed.
UES must review the final site and grading plans and structural design loads to validate all
recommendations rendered herein. Without such a review, our recommendations may not be
applicable, resulting in potentially unacceptable performance of site improvements for which
UES will not be responsible or liable. Depending on the finalized details of the development,
alterations to the recommendations provided herein and/or additional field work may be
warranted.
No site or project facilities/improvements, other than those described herein, should be
designed using the soil information presented in this report. Moreover, UES will not be
responsible for the performance of any site improvement so designed and constructed.
2.0 SITE DESCRIPTION
2.1 GENERAL
The site is located to the east of NC Hwy 52 directly across from its intersection with S Main
Street at Rowan County Tax Parcel 628174. The eastern portion of the site is wooded and the
western portion is utilized as a vineyard. A wooded open-air pavilion is present in the
northwestern corner of the site with associated gravel and concrete driveways. A low drainage
area is present in the southeastern corner of the site, but no drainage features or bodies of
water were observed at the time of our site visit.
2.2 GEOLOGY
The project site is located in the central portion of the Piedmont Physiographic Province
(Piedmont) of North Carolina within the Charlotte Terrane. The Piedmont is a relatively broad
strip extending from central Alabama across Georgia and the Carolinas into Virginia. Rocks of
the Piedmont occur in belts that are some of the oldest formations in the United States. The
rock types are primarily metamorphic gneiss and schist with some granite intrusions.
The major portion of the bedrock in the Piedmont is covered with a varying thickness of residual
soil that has been derived by chemical decomposition and physical weathering of the underlying
parent rock. Residual soils developed during the weathering of this bedrock consist
u

Dollar General LIES Project No.: 2530.2000007.0000
Granite Quarry, North Carolina July 23, 2020
predominately of micaceous sandy silts and silty sands, which grade to clayey silts and clays
with nearness to the ground surface. The thickness of the residual soils can vary from only a
few feet to in excess of 100 feet.
The boundary between the residual soil and the underlying bedrock is not sharply defined.
Generally, a transition zone consisting of very hard soil to soft rock, appropriately classified as
"partially weathered rock" (PWR), is found. For engineering purposes, "partially weathered rock"
is defined as any residual soils which exhibit blow counts greater than 100 blows per foot.
Within the transition zone, large boulders or lenses of relatively "fresh" rock that are generally
much harder than the surrounding material often exist. The irregular bedrock surface is
essentially a consequence of differential weathering of the various minerals and joint patterns of
the rock mass.
3.0 PURPOSE AND SCOPE OF SERVICES
3.1 PURPOSE AND SCOPE OF SERVICE
This report presents an evaluation of site conditions on the basis of geotechnical procedures for
site characterization, with special attention to potential problems that may impact the proposed
development. The recovered samples were not examined, either visually or analytically, for
chemical composition or environmental hazards. We would be glad to provide you with a
proposal for these services at your request.
The services conducted by Universal Engineering Sciences during our geotechnical exploration
are as follows:
• Drilled a total of ten (10) Standard Penetration Test (SPT) borings within the proposed
development areas to depths ranging from 5 to 40 feet below the ground surface (bgs);
• Performed one (1) Estimate of the Seasonal High -Water Table;
• Performed one (1) infiltration test within the septic -drainage area;
• Secured samples of representative soils encountered in the soil borings for review,
laboratory analysis and classification by a Geotechnical Engineer;
• Measured the existing site groundwater levels and provide an estimate of the seasonal high
groundwater level at the boring locations;
• Assessed the existing soil conditions with respect to the proposed construction;
• Prepared a report which documents the results of our exploration and analysis with
geotechnical engineering recommendations for site preparation, foundation design and
pavement design.
3.2 LIMITATIONS
This report has been prepared for the exclusive use of Teramore Development, LLC, and their
affiliates, successors, and assigns. This report should aid the architect/engineer in the design of
the proposed commercial structure. The scope is limited to the specific project and locations
described herein. Our description of the project's design parameters represents our
understanding of the significant aspects relevant to soil and foundation characteristics. In the
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event that any changes in the design or location of the structures as outlined in this report are
planned, we should be informed so the changes can be reviewed and the conclusions of this
report modified, if required, and approved in writing by UES. UES cannot be held responsible for
problems arising from changes about which we are not informed.
The recommendations submitted in this report are based upon the data obtained from the soil
borings performed at the locations indicated on the Boring Location Plan and from other
information as referenced. This report does not reflect any variations which may occur between
the boring locations. The nature and extent of such variations may not become evident until the
course of construction. If variations become evident, it will then be necessary for a re-evaluation
of the recommendations of this report after performing on -site observations and/or testing during
the construction period and noting the characteristics of the variations.
All users of this report are cautioned that there was no requirement for UES to attempt to locate
any man-made buried objects or identify any other potentially hazardous conditions that may
exist at the site during the course of this exploration. Therefore, no attempt was made by UES
to locate or identify such concerns. UES cannot be responsible for any buried man-made
objects or subsurface hazards which may be subsequently encountered during construction that
are not discussed within the text of this report. We can provide this service if requested.
Borings for a typical geotechnical report are widely spaced and generally not sufficient for
reliably detecting the presence of isolated, anomalous surface or subsurface conditions, or
reliably estimating unsuitable or suitable material quantities. Accordingly, UES does not
recommend relying on our boring information to negate presence of anomalous materials or for
estimation of material quantities unless our contracted services specifically include sufficient
exploration for such purpose(s) and within the report we so state that the level of exploration
provided should be sufficient to detect such anomalous conditions or estimate such quantities.
Therefore, UES will not be responsible for any extrapolation or use of our data by others beyond
the purpose(s) for which it is applicable or intended.
For a further discussion of the scope and limitations of a typical geotechnical report please
review the document attached within the Appendix, "Important Information about This
Geotechnical Engineering Report' prepared by GBC.
4.0 FIELD EXPLORATION
4.1 GENERAL
The field exploration was performed with an ATV mounted CME 550X drill on June 30, 2020.
Horizontal and vertical survey control was not provided for the test boring locations prior to or
during our field exploration program. UES personnel located the borings on site by using the
provided site plan, existing on -site landmarks, and by using a handheld GPS device. The boring
locations should be assumed approximate and accurate to a degree of the methods described.
If more exact locations are desired, a professional surveyor should be engaged to have the
borings located in the field.
4.2 STANDARD PENETRATION TEST (SPT) BORINGS
Standard Penetration Test (SPT) borings were performed in general accordance with the
procedures of ASTM D-1586 (Standard Method for Penetration Test and Split -Barrel Sampling
of Soils). The SPT drilling technique involves driving a standard split -barrel sampler into the soil
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by a 140-pound hammer, free falling 30 inches. The number of blows required to drive the
sampler 1 foot, after an initial seating of 6 inches, is designated the standard penetration
resistance, or N-value, an index to soil strength and consistency. All borings were advanced
using hollow stem auger drilling techniques. SPT sampling was performed on 2.5 feet intervals
to a depth of 10 feet, and on 5 feet intervals thereafter.
The SPT test were performed using an automatic hammer as opposed to a manual hammer
driven by a cat -head. The automatic hammer has a higher efficiency than a manual hammer,
thus yielding lower standard penetration resistance values (blow counts). We recognized this
and account for it in our evaluation. However, the raw field -recorded blow counts, and the
reported consistency/relative density terms based on those field -recorded values, are presented
on the boring logs without correction factors applied.
5.0 SUBSURFACE CONDITIONS
5.1 GENERALIZED SOIL PROFILE
The results of our field exploration and laboratory analysis, together with pertinent information
obtained from the SPT borings, such as soil profiles, penetration resistance and groundwater
levels are shown on the boring logs included in the Appendix. The Key to Boring Logs, Soil
Classification Chart is also included in the Appendix. The soil profiles were prepared from field
logs after the recovered soil samples were examined by a Geotechnical Engineer. The
stratification lines shown on the boring logs represent the approximate boundaries between soil
types, and may not depict exact subsurface soil conditions. The actual soil boundaries may be
more transitional than depicted. A general summary of the soils encountered at our boring
locations is presented below. For detailed soil profiles and sample descriptions, please refer to
the attached boring logs.
Surface Materials: Surface materials consisted of approximately 3 to 9 inches of topsoil
at all boring locations except B-4 and B-9 where no topsoil was observed. Variation in
topsoil thickness can occur due to previous site utilization and topographic variation. As
such, variations in topsoil thickness should be anticipated throughout the site during
stripping operations. Topsoil is generally considered to be a dark colored surficial
material with a high organic content and is generally unsuitable for structural and
pavement support. UES has not performed any organic content tests on these soils nor
evaluated their agricultural and/or horticultural properties.
Fill Soils: Beneath the topsoil at borings B-1, B-2, B-5, B-8 and B-10, fill soils were
encountered and extend to approximate depths ranging from 3 to 5'/2 feet bgs. These
soils were generally classified as soft and stiff silty CLAYs (CH), firm very silty CLAYs
(CL), firm and stiff sandy SILTs (ML), and loose silty SANDs (SM) exhibiting N-values
ranging from 4 to 12 blows per foot (bpf).
Residual Soils: Beneath the topsoil, residual soils of the Piedmont Physiographic
Province of North Carolina were encountered and extend to boring termination depths.
These soils were generally classified as soft and stiff very silty CLAYs (CL), soft to hard
very clayey SILTs (MH), very soft to hard sandy/clayey SILTs (ML), and loose to medium
dense sandy SILTs (SM) exhibiting N-values ranging from 3 to 32 bpf.
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5.2 GROUNDWATER
Groundwater was encountered at all boring locations except B-6 through B-8 at measured
depths ranging from 2 to 4 feet bgs. Depending on final site grades, temporary and/or
permanent dewatering may be required. Fluctuations in groundwater levels throughout the
year are common in this geology, primarily due to seasonal variations in rainfall, surface runoff,
and other factors that may vary from the time the borings were conducted.
The Estimated Seasonal High Water Level (ESHWL) was evaluated within boring B-9.
Groundwater was encountered in boring B-9 at a measured depth of 2 feet bgs. A review of the
USDA Web Soil Survey indicates HeB (Helena Sandy Loam, 1 to 6 percent slopes) soils
present near B-9 and the proposed drainage retention area with an approximate depth to water
table listed as between 18 and 30 inches (1.5 and 2.5 feet, respectively) bgs. Therefore we
estimate that this depth to the groundwater table at boring B-9 generally corresponds to the
seasonal high water table.
TABLE I - GROUNDWATER MEASUREMENTS
Boring ID
Depth to Groundwater (ft.)
B-1
4.0
B-2
3.5
B-3
2.5
B-4
3.0
B-5
3.5
B-9
2.0
B-10
4.0
6.0 LABORATORY TESTING
The soil samples recovered from the test borings were returned to our laboratory and visually
classified in general accordance with ASTM D 2487 "Standard Classification of Soils for
Engineering Purposes" (Unified Soil Classification System). We selected representative soil
samples from the borings for laboratory testing to aid in classifying the soils and to help to
evaluate the general engineering characteristics of the site soils. The results of these tests have
been presented on the boring logs in the report Appendix. A summary of the tests performed
has also been presented in Table I.
7.0 INFILTRATION TESTING
The test location was excavated using a hollow stem auger to approximately 5 feet bgs. SPT
sampling was performed during drilling. The results of the SPT sampling and visual classifications
can be found on the boring log for B-10. After the hole was excavated, the field engineer scarified
the sidewalls of the hole and placed about 3 inches of gravel in the bottom to prevent the scouring
of the hole bottom while water is being poured into the hole. Water was added to the hole until the
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level was 12 inches above the bottom and allowed to infiltrate for 1 hour to saturate the
surrounding soils. During this time, the water level was monitored every 30 minutes to establish
the frequency of water level readings during the test.
The percolation testing proceeded by filling the hole with at least 12 inches of water from the
bottom and monitoring the drop in water level every 30 minutes using a water level indicator. We
were not able to establish an infiltration rate at this location. Factors affecting the infiltration rate
can include the soil type, groundwater levels, the consistency/relative density of the soils, etc.
8.0 GEOTECHNICAL ASSESSMENT
The following geotechnical design recommendations have been developed on the basis of the
previously described project characteristics and subsurface conditions encountered. If there are
any changes in these project criteria, including building locations on the site, a review should be
made by UES to determine if modifications to the recommendations are warranted.
Once final design plans and specifications are available, a general review by UES is
recommended as a means to check that the evaluations made in preparation of this report are
correct and that earthwork and foundation recommendations are properly interpreted and
implemented.
Based on the results of the fieldwork, laboratory evaluation and engineering analyses, we have
identified the following potential constraints to the development of this site including the
presence of shallow weathered rock, as well as wet and moisture sensitive soils. However, we
believe with proper planning and execution, as well as performing the site preparation measures
presented herein to address the wet soils on -site, the site can be adapted for the proposed
structure and associated improvements.
8.1 EXISTING UNDOCUMENTED FILL SOILS
The results of our geotechnical exploration identified the presence of soft/loose and wet
undocumented FILL soils comprised of silty CLAY (CH), very silty CLAY (CL), very clayey SILT
(MH) and silty SAND (SM) soils. It is our assumption that the FILL soils are undocumented and
were not tested for proper compaction or moisture conditioning when placed. Undocumented fill
soils in this instance pose the risk of post -construction settlements outside the range of
generally acceptable limits. We recommend a comprehensive field testing program during
construction to minimize the risk of post -construction settlement. Special consideration during
foundation and slab construction should be given to the existing FILL soils. Proofrolling of the
building pad prior to fill placement and/or slab construction and Dynamic Cone Penetrometer
testing within the exposed foundation bearing stratums be used to evaluate and delineate the
extent of any soft/loose and wet unsuitable soils present in the building pad. Some undercutting
of soft/wet soils should be anticipated in these boring locations.
8.2 GROUNDWATER
Groundwater was encountered at all boring locations except B-6, B-7 and B-8 at measured
depths ranging from 2 to 4 feet bgs. Depending on final site grades, temporary and/or
permanent dewatering may be required. Additional recommendations pertaining to dewatering
can be made once final site grades have been established. Some undercutting of soft/wet soils
should be anticipated in these boring locations.
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8.3 MOISTURE SENSITIVE SOILS
The results of our geotechnical exploration identified the presence of fill and residual silty CLAY
(CH), very silty CLAY (CL) and Very Clayey SILT (MH) soils at boring locations B-1 through B-4,
B-7, and B-9. These soils are typically difficult to work when wet, and can lose strength when
exposed to moisture intrusion and repeated construction traffic. Depending on final site grades,
we anticipate that moisture modification and some undercutting of these soils will be necessary
during construction. The depth and extent of undercut required will depend on the prevailing
weather conditions and construction practices. We recommend proofrolling these soils during
construction, and prior to fill placement, in the manner outlined in the Site Preparation and
Grading section of this report to determine their suitability to remain in place. Additional
recommendations for remediation of any unstable soils observed during construction can be
provided in the field by a qualified engineer from UES during construction.
9.0 FOUNDATION DESIGN RECOMMENDATIONS
9.1 GENERAL
The following recommendations are made based upon a review of our understanding of the
proposed construction, and experience with similar projects and subsurface conditions. The
applicability of geotechnical recommendations is very dependent upon project characteristics
such as improvement locations, and grade alterations. UES must review the final site and
grading plans to validate all recommendations rendered herein.
Additionally, if subsurface conditions are encountered during construction, which were not
encountered in the borings, report those conditions immediately to us for observation and
recommendations.
In general, if soft and/or unsuitable soils (i.e. organic debris, etc.) are present, we recommend
complete removal and replacement with suitable compacted structural fill. The selection of an
adequate remediation method will greatly depend on weather conditions prior to and during
construction. Remediation methods may include, but are not limited to, selective undercut,
moisture conditioning, variable lift thicknesses, an increase of compaction requirements or
complete removal and replacement with properly compacted structural fill.
It is our opinion that the proposed residential structures can be supported on properly designed
and constructed shallow foundation systems with proper site preparation. Provided that the site
preparation recommendations outlined in this report are strictly followed, the parameters
outlined below may be used for foundation design.
9.2 ALLOWABLE NET SOIL BEARING PRESSURE
The finished floor elevations of the proposed residential structures were not provided at the time
of this report. Localized undercutting of foundations and slabs -on -grade may be required where
soft/loose and/or wet soils were encountered in our borings. Undercutting may also be required
if unsuitable material is encountered during foundation excavation and slab -on -grade
construction. We recommend all slab subgrade and footing excavations are thoroughly
evaluated by the Geotechnical Engineer prior to concrete placement at the time of construction.
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Provided our suggested site preparation procedures are followed, we recommend designing
shallow footing foundations for a maximum allowable net soil bearing pressure of 2,500
pounds per square foot (psf). The allowable net bearing pressure is that pressure that may be
transmitted to the soil in excess of the minimum surrounding overburden pressure. The
allowable bearing pressure should include dead load plus sustained live load.
9.3 FOUNDATION SIZE
For continuous wall foundations, the minimum footing width should comply with the current local
building code, but under no circumstances should be less than 12 inches. The minimum width
recommended for an isolated column footing is 24 inches. Even though the maximum allowable
soil bearing pressure may not be achieved, these width recommendations should control the
size of the foundations.
9.4 BEARING DEPTH
The bottom of all foundations should bear at a minimum depth of 18 inches below the lowest
adjacent final ground surface or deeper as required by the governing building code for frost
penetration, protective embedment, and resistance to seasonal moisture changes. We
recommend stormwater and surface water be diverted away from the building exterior, both
during and after construction, to reduce the possibility of erosion beneath the exterior footings.
9.5 BEARING MATERIAL
Foundations bearing on existing undocumented fill or moderately plastic to highly plastic soils
(some ML, MH, some CL, and CH) may necessitate over -excavation and replacement crushed
stone fully encapsulated with woven geotextile fabric (Mirafi 500X or similarly approved fabric),
flowable fill, or lean concrete if deemed to be unsuitable for bearing as determined by the
foundation inspection at the time of construction. Due to the observed depth to the water
table, backfill of foundation excavations with compacted structural fill is not
recommended. This inspection should include the use of the dynamic cone penetrometer test
for assessing the strength of bearing conditions.
Foundation concrete should be placed as soon as possible after excavation. If foundation
excavations must be left open overnight, or exposed to inclement weather, the base of the
excavation should be protected with a mat a couple of inches of lean concrete. Footing
excavations should be protected from surface water run-off and freezing. If water is allowed to
accumulate within a footing excavation and soften the bearing soils, or if the bearing soils are
allowed to freeze, the deficient soils should be removed from the excavation prior to concrete
placement.
9.6 SETTLEMENT ESTIMATES
We estimate that foundations designed and constructed in accordance with the recommendations
herein will experience post -construction total settlements generally less than 1-inch with differential
settlement along a 40-foot long portion of a continuous footing, or similarly spaced column footings
generally less than 1/2-inch. Total and differential settlements of these magnitudes are usually
considered tolerable for the anticipated construction. However, the tolerance of the proposed
structure to the predicted total and differential settlements should be confirmed by the structural
engineer.
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9.7 FLOOR SLABS
Near surface clayey existing FILL soils were encountered in borings B-1 and B-2 to depths of
5'/2 and 3 feet bgs, respectively, and very clayey SILT residual soils were encountered to depths
of approximately 12 feet bgs within the areas of the proposed building pad. In addition, the
these soils are typically difficult to work when wet, and can lose strength when exposed to
moisture intrusion and repeated construction traffic. Depending on final site grades, we
anticipate that moisture modification and some undercutting of these soils will be necessary
during construction. The depth and extent of undercut required will depend on the prevailing
weather conditions and construction practices. We recommend proofrolling these soils during
construction, and prior to fill placement, in the manner outlined in the Site Preparation and
Grading section of this report to determine their suitability to remain in place. Additional
recommendations for remediation of any unstable soils observed during construction can be
provided in the field by a qualified engineer from UES during construction.
Where concrete slabs are designed as beams on an elastic foundation, the soils that will
comprise the subgrade soils should be assumed to have a modulus of subgrade reaction (k) of
110 pounds per cubic inch (pci). This value is estimated based on the expected results of a
plate load test using a nominal 30-inch plate.
In order to provide uniform support beneath any proposed floor slab -on -grade, we recommend
that floor slabs be underlain by a minimum of 4 inches of compacted aggregate base course
material. The aggregate base course material should be compacted to at least 100 percent of
its modified Proctor maximum dry density. Open -graded crushed stone, such as No. 57 stone
may also be used; however, it is our experience that open graded crushed stone can collect
water during periods of rain and cause saturation and softening of the subgrade soils prior to
placement of the floor slab concrete. Therefore, construction sequencing/timing, and the
season in which the stone is placed, should be taken into consideration.
The crushed rock is intended to provide a capillary break to limit migration of moisture through
the slab. If additional protection against moisture vapor is desired, a vapor retarding membrane
may also be incorporated into the design; however, there are no specific conditions that
mandate its use. Factors such as cost, special considerations for construction, and the floor
coverings suggest that decisions on the use of vapor retarding membranes be made by the
architect and owner. Based on the subsurface materials and the intended use of the structure,
we recommend the use of a vapor retarding membrane. Vapor retarders, if used, should be
installed in accordance with ACI 302.1, Chapter 3.
The precautions listed below should be closely followed for construction of slabs -on -grade.
These details will not prevent the amount of slab movement, but are intended to reduce
potential damage should some settlement of the supporting subgrade take place.
Cracking of slabs -on -grade is normal and should be expected. Cracking can occur not only as
a result of heaving or compression of the supporting soil, but also as a result of concrete curing
stresses. The occurrence of concrete shrinkage cracks, and problems associated with concrete
curing may be reduced and/or controlled by limiting the water to cement ratio of the concrete,
proper concrete placement, finishing, and curing, and by the placement of crack control joints at
frequent intervals, particularly, where re-entrant slab corners occur. The American Concrete
Institute (ACI) recommends a maximum panel size (in feet) equal to approximately three times
the thickness of the slab (in inches) in both directions. For example, joints are recommended at
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Dollar General UES Project No.: 2530.2000007.0000
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a maximum spacing of 12 feet assuming a four -inch thick slab. We also recommend that
control joints be scored three feet in from and parallel to all foundation walls. Using fiber
reinforcement in the concrete can also control shrinkage cracking.
Some increase in moisture content is inevitable as a result of development and associated
landscaping; however, extreme moisture content increases can be largely controlled by proper
and responsible site drainage, building maintenance and irrigation practices.
All backfill in areas supporting slabs should be moisture conditioned and compacted as
described earlier in this report. Backfill in all interior and exterior utility line trenches should be
carefully compacted.
Exterior slabs should be isolated from the building. These slabs should be reinforced to function
as independent units. Movement of these slabs should not be transmitted to the building
foundation or superstructure.
10.0 PAVEMENT RECOMMENDATIONS
10.1 GENERAL
We were not provided traffic loading data; however, we have prepared the pavement design
based on our experience with similar soils and projects, and an assumed CBR value of 3
percent. Design procedures are based on the AASHTO "Guide for Design of Pavement
Structures" and associated literature. The materials recommended for the pavement design are
referenced to the North Carolina Department of Transportation's (NCDOT) November 2007
"Modifications to the April 2000 Interim Pavement Design Procedure" and the "Interim Pavement
Design Procedure" published April 1, 2000. Based on the subsurface conditions, and assuming
our grading recommendations will be implemented as specified, the following presents our
recommendations regarding typical pavement sections and materials.
We recommend that a proofroll be performed with a fully -loaded tandem axle dump truck or
similar rubber -tired equipment to determine if there is any unsuitable material located
throughout the pavement areas by the Geotechnical Engineer, to confirm that all unsuitable
materials are removed and to prevent unnecessary undercutting of suitable materials.
Remediation may include undercutting and replacement with compacted structural fill,
installation of geogrid, or the use of additional graded aggregate base.
10.2 FLEXIBLE PAVEMENTS
It is our opinion that the flexible pavement should consist of a surface course of asphaltic
concrete and a base course of granular material. Granular material is necessary for structural
support and to help drain rainwater that seeps below the pavement. The thicknesses of our
design are summarized in the following table. These thicknesses may not meet the county or
municipal codes for pavements. If the municipality standards are greater than our
recommendations, the flexible pavement section design should meet the municipality standards.
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TABLE II — FLEXIBLE PAVEMENT DESIGN
FLEXIBLE PAVEMENT
Minimum Compacted Thickness
Standard Duty
Heavy Duty
DESIGN
(inches)
(inches)
Asphalt Surface Course 9.5 mm
1.5
3.0
Su erPave Mix
Asphalt Binder Course
2.0
2.5
19 mm Su erPave Mix
Aggregate Base Course
6.0
8.0
10.3 CONCRETE "RIGID" PAVEMENTS
The use of concrete for paving has become more prevalent in recent years due to the long-term
maintenance cost benefits of concrete compared to asphaltic pavements. Proper finishing of
concrete pavements requires the use of appropriate construction joints to reduce the potential
for cracking. Construction joints should be designed in accordance with current Portland
Cement Association guidelines. Joints should be sealed to reduce the potential for water
infiltration into pavement joints and subsequent infiltration into the supporting soils. The
concrete should have a minimum compressive strength of 4,000 psi at 28 days and a 28-day
flexural strength of no less than 550 psi. The concrete should also be designed with 5 ± 1
percent entrained air to improve workability and durability. All pavement materials and
construction procedures should conform to NCDOT or appropriate city and/or county
requirements.
Large front -loading trash dump trucks frequently impose concentrated front -wheel loads on
pavements during loading. This type of loading typically results in rutting of the pavement and
ultimately, pavement failures. Therefore, we recommend that the pavement in trash pickup
areas consist of a Heavy Duty rigid pavement section as described in Table III below.
TABLE III — RIGID PAVEMENT DESIGN
Service Level
Graded Aggregate
Base (GAB)
Minimum Pavement
Thickness
Maximum Control
Joint Spacing
Recommended Saw
Cut Depth
Heavy Duty
4 inches
6 Inches
12 Feet x 12 Feet
2 Inches
10.4 PAVEMENT MATERIALS
The aggregate base course should consist of ABC stone meeting the gradation specification of
NCDOT. This base course should be compacted to at least 98 percent of the maximum dry
density, as determined by the Standard Proctor compaction test (ASTM D698, Method C). To
confirm that the base course has been uniformly compacted, in -place field density tests should
be performed by a qualified engineering technician, and the area should be methodically proof -
rolled under his evaluation. In addition, all asphalt material and paving operations should meet
applicable specifications of the Asphalt Institute and NCDOT Roadway Design Manual.
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All materials and workmanship should meet the requirements of NCDOT Construction Manual.
Also, sufficient tests and inspections should be performed during pavement installation to
confirm that the required thickness, density, and quality requirements of the specifications are
followed.
10.5 PERFORMANCE EXPECTATIONS
Our experience indicates that an overlay may be needed in approximately 8 to 10 years due to
normal weathering of the asphaltic concrete. Additionally, some areas could require repair and
maintenance in a shorter time period. The performance of the flexible and rigid pavements will
be influenced by a number of factors including the actual condition of subgrade soils at the time
of pavement installation, installed thicknesses and compaction, and drainage. The subgrade
soils should be re-evaluated by thorough proof -rolling immediately prior to base placement and
paving and any unstable areas undercut or repaired as required to achieve stable soils. This
recommendation is very important to the long-term performance of the pavements and slabs.
Areas adjacent to pavements (embankments, landscaped island, ditching, etc.) which can drain
water (rainwater or sprinklers) should be designed so that water does not seep below the
pavements. This may require the use of french drains or swales.
Use of extruded curb or elimination of curb entirely, can allow lateral migration of irrigation water
from the abutting landscape areas into the base and/or interface between the asphaltic concrete
and base. This migration of water may cause base saturation and failure and/or separation of
the asphaltic concrete wearing surface from the base with subsequent rippling and pavement
deterioration. For extruded curbing, we recommend that an underdrain be installed behind the
curb wherever anticipated storm, surface, or irrigation waters may collect. In addition, landscape
islands should be drained of excess water buildup using an underdrain system. Alternatively, we
recommend that curbing around the landscape sections adjacent to the parking lots be
constructed using full depth curb sections.
Light duty roadways and incomplete pavement sections will not perform satisfactorily under
construction traffic loadings. We recommend that construction traffic (construction equipment,
concrete trucks, sod trucks, garbage trucks, dump trucks, forklifts, etc.) be re-routed away from
these roadways or that the pavement section be designed for these loadings and thickened in
order to provide acceptable performance throughout the lifecycle of the pavement section.
11.0 Site Preparation
11.1 GENERAL
After required erosion control measures have been put in place and site clearing/stripping
operations have been completed, the exposed subgrade should be evaluated by the
Geotechnical Engineer to evaluate the stability of the subgrade. To aid the Engineer during this
evaluation, the exposed subgrade should be methodically proof -rolled with a fully -loaded
tandem axle dump truck, or similar rubber -tired equipment to identify the presence of unsuitable
or unstable soils that require remediation.
Any organic laden topsoil found during site preparation should be completely removed. The
extent of the soft or/and organic material to be removed should be determined during stripping
and excavation activities and confirmed with proof -rolling. Any areas that deflect excessively
under proof -rolling or that are deemed loose, soft, organic, or wet should be undercut and
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backfilled, as directed by the Geotechnical Engineer. Approved materials may include ABC
stone, washed stone encapsulated in a filter fabric (Mirafi 140N or similar), compacted structural
fill, and/or geogrid as necessary. All undercutting should be observed by the Geotechnical
Engineer to confirm that unsuitable materials are removed, to prevent unnecessary undercutting
of suitable materials and to provide specific recommendations for remediation if necessary.
11.2 USE OF EXCAVATED SOILS AS STRUCTURAL FILL
The onsite residual soils can generally be reused as structural fill. The more clayey surficial
soils are highly sensitive to moisture and it will be difficult to work with these soils during the
wetter months of the year. If these soils are wet, they may exhibit longer than normal drying
times. During wet months, care should be taken to "seal off' the soils prior to any significant rain
fall. We recommend that the contractor be equipped to control moisture by both wetting and
drying the soils. In addition, heavy construction equipment (trucks, lifts, lulls) with large tires may
significantly deteriorate the consistency of onsite soils if operated during wet soil conditions.
Care should be taken to prevent deterioration as best as possible.
11.3 UNDERGROUND UTILITY LINES
All fill placed in underground utility trenches should be placed and compacted as outlined in this
section. However, our experience indicates that compacting soils in utility trenches is difficult to
perform and achieving the required degree of compaction is difficult, especially below the
spring -line of pipes. Accordingly, we recommend that if the required compaction of the utility
trench backfill cannot be achieved, flowable fill or crushed stone (No. 57) should be used to
backfill the trench up to at least the pipe spring -line. Rock, boulders, whether crushed or not,
should not be used as trench backfill.
11.4 EXCAVATED SLOPES AND FILL EMBANKMENTS
All fill placed in embankments should be uniformly compacted to a similar requirement as
discussed previously. It is difficult to compact soil at the face of slopes. Therefore, it will be
necessary to construct the slopes outside their design limits, and then cut them back; leaving
the exposed face well compacted. This is very important to the performance of the slopes and
we advise special care be used. Also, existing grade that will underlie new fill embankments
should be benched in order for soil compaction to be accomplished in a horizontal plane. The
benching will tie the new fill into the existing grade and reduce the potential for slippage or slope
stability failure at the interface of existing grade and new fill embankment.
We recommend that the face of slopes and embankments be protected by establishing
vegetation or mulching as soon as practical after grading. Rainwater runoff should be diverted
away from the crest of slopes. It is very important that all factors associated with slopes be
constructed in accordance with plans and specifications.
Construction of the slopes should be monitored by the Geotechnical Engineer through daily field
reports for the slopes. All slopes should be constructed at a minimum ratio of 3(H):1(V) unless
a global stability analysis has been performed. UES has not been informed of any such
conditions.
13
u

Dollar General UES Project No.: 2530.2000007.0000
Granite Quarry, North Carolina July 23, 2020
11.5 EXCAVATIONS
Excavations should be sloped as necessary to prevent slope failure and to allow backfilling. As
a minimum, temporary excavations greater than 4 feet depth should be sloped in accordance
with OSHA regulations (29 CFR Part 1926) dated October 31, 1989. Where lateral confinement
will not permit slopes to be laid back, the excavation should be shored in accordance with
OSHA requirements. During excavation, excavated material should not be stockpiled at the top
of the slope within a horizontal distance equal to the excavation depth. Provisions for
maintaining workman safety within excavations is the sole responsibility of the contractor.
11.6 RETAINING WALLS
Earth pressures on retaining walls are influenced the by structural design of the walls,
conditions of wall restraint, construction methods, and the strength of the materials being
restrained. The most common conditions assumed for earth retaining wall design are the active
and at -rest conditions.
Active conditions apply to relatively flexible earth retention structures, such as free-standing
walls, where some movement and rotation may occur to mobilize shear strength. Walls which
are rigidly restrained, such as loading dock or service pits walls, should be designed for the at -
rest condition. However, if the walls are to be backfilled before they are braced by the floor
slabs, they should also be designed to withstand active earth pressures as self-supporting
cantilever walls.
Development of the full active earth pressure case requires a magnitude of horizontal wall
movement that often cannot be tolerated or cannot occur due to the rigidity of the wall and other
design restrictions, such as the impact on adjacent structures. In such cases, walls are often
designed for either the at -rest condition or a condition intermediate of the active and at -rest
conditions, depending on the amount of permissible wall movement.
Passive earth pressure represents the maximum possible pressure when a structure is pushed
against the soil, and is used in wall foundation design to help resist active or at -rest pressures.
Because significant wall movements are required to develop the passive pressure, the total
calculated passive pressure is usually reduced by one-half for design purposes.
Based on our experience with soils like those encountered at the project site, we recommend
the following earth pressure parameters for use in retaining wall design based on an assumed
phi angle of 28 degrees:
TABLE IV — LATERAL EARTH PRESSURE DESIGN PARAMETERS (Level Backfill)*
Design Parameter
Recommended Value
At -rest Earth Pressure Coefficient, Ko
0.53
Active Earth Pressure Coefficient, Ka
0.36
Passive Earth Pressure Coefficient, Kp
2.8
Unit Weight of Soil (Moist)
120 pcf
Angle of Internal Friction, cp
28 degrees
Coefficient of Sliding Friction
0.35
14
u

Dollar General UES Project No.: 2530.2000007.0000
Granite Quarry, North Carolina July 23, 2020
These values assume that the wall has horizontal backfill and no surcharge loads from adjacent
structures. The lateral earth pressure coefficients do not consider the development of
hydrostatic pressure behind the earth retaining wall structures. As such, positive wall drainage
must be provided for all earth retaining structures. These drainage systems can be constructed
of open -graded washed stone isolated from the soil backfill with a geosynthetic filter fabric and
drained by perforated pipe, or with one of several wall drainage products made specifically for
this application.
We recommend that the retaining walls be backfilled with materials deemed suitable by the
retaining wall designer. Typically, soils found in this region have been used satisfactorily as
retaining wall fill. The majority of the soils near the surface at this site may not be acceptable for
backfill for MSE retaining walls due to the percentage of fines appearing to be greater than 35%.
Once soils to be used as retaining wall backfill have been identified, we recommend that testing
of the soils be performed as specified by the retaining wall designer prior to commencement of
wall construction.
12.0 CLOSURE
Our interpretation of the site soil and groundwater conditions is based on our general knowledge
of the area and the subsurface borings performed. As we currently understand it, using
conventional construction practices and standard methods of surficial stripping and removal of
surface materials and topsoil, excavation, proof -rolling, compaction, selective undercut and
replacement with the structural fill should adequately prepare the site.
An important aspect of the success of the construction process is the transfer of information
between all concerned parties to start of any activities on -site. As such, UES strongly
recommends that a pre -construction meeting be held with the following representatives in
attendance at a minimum: General contractor, site (earthwork) contractor, civil and structural
engineer, underground utility contractor, a geotechnical engineer and materials testing
technician. At this meeting, UES would describe in detail the geotechnical considerations that
would impact the construction process and future serviceability of the improvements.
15
u

EINIGIIINE 111NIGE C1 IlCI ''

Moyne Heights
µ �
r, .. Dunn MOunt:am
,1
BASE MAP: OPEN STREET M
L-
91
UNIVERSAL
ENGINEERING SCIENCES
GEOTECHNICAL EXPLORATION
Dollar General - Granite Quarry
Rowan County Tax Parcel ID 628174
Granite Quarry, Rowan County, North Carolina
SITE LOCATION PLAN
REFERENCE: Open Street Map 2020
DRAWN BY: RB
DATE: 07/16/2020
CHECKED BY: MG
DATE: 07/16/2020
SCALE: NTS
PROJECT NO: 2530.2000007.0000
REPORT NO: 1788800
1 FIGURE NO: A-1 00

EING1I N E E IR11 NIO� SC 1 IE ICI C IES

UNIVERSAL
ENGINEERING SCIENCES
GEOTECHNICAL EXPLORATION
Dollar General - Granite Quarry
Rowan County Tax Parcel ID 628174
Granite Quarry, Rowan County, North Carolina
TEST LOCATION PLAN
REFERENCE: Site Plan — Aerial 04/29/2020
DRAWN BY: RB
DATE: 07/16/2020
CHECKED BY: MG
DATE: 07/16/2020
SCALE: NTS
PROJECT NO: 2530.2000007.0000
REPORT NO: 1788800
1 FIGURE NO: B-1

M
UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2530.2000007.0000
BORING LOG REPORT NO.: 1788800
PROJECT:
Geological Exploration
Dollar General - Granite Quarry
Granite Quarry, NC
CLIENT:
Taramore Development
LOCATION:
SEE ATTACHED BORING LOCATION DIAGRAM
REMARKS:
N.S. = NOT SURVEYED
BORING DESIGNATION: B-1 SHEET: 1 Of
SECTION: TOWNSHIP: RANGE:
G.S. ELEVATION (ft): N.S. DATE STARTED: 6/30/20
WATER TABLE (ft): 4 DATE FINISHED: 6/30/20
DATE OF READING: 7/9/2020 DRILLED BY: CG2
TYPE OF SAMPLING: ASTM D 1586
S
S
DEPTH
ELEV
A
M
BLOWS
N
Y
M
-200
MC
ATTERBERG
LIMITS
K
POCKET
(FT.)
(FT.)
PER 6"
(BLOWS/
W.T.
DESCRIPTION
°(/o)
°
(/0)
(FT./
PEN.
P
INCREMENT
FT.)
BO
DAY)
(tsf)
E
L
LL
pl
0
5' Topsoil And Roots
(TOPSOIL)
FILL -Soft Reddish -Brown, Brown And
Gray Silty CLAY With Sand And Trace
3-2-2
4
Organics (Wet)
(FILL)
FILL -Soft Reddish -Brown, Brown And
Gray CLAY With Sand, Brick And
Gravel
2-4-6
10
Note: Brick And Gravel Pieces
Influenced Blow Counts (Wet)
5
(FILL)
RESIDUAL -Stiff White And Tan
Clayey SILT With Sand
(ML)
4-6-8
14
4-6-9
15
10
Firm Reddish -Brown, Brown, Tan And
Gray Sandy SILT With Trace Mica
(ML)
1-2-3
5
15
Boring Terminated

M
UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2530.2000007.0000
BORING LOG REPORT NO.: 1788800
PROJECT:
Geological Exploration
Dollar General - Granite Quarry
Granite Quarry, NC
CLIENT:
Taramore Development
LOCATION:
SEE ATTACHED BORING LOCATION DIAGRAM
REMARKS:
N.S. = NOT SURVEYED
BORING DESIGNATION: B-1 O SHEET:
1 Of
SECTION:
TOWNSHIP: RANGE:
G.S. ELEVATION (ft):
N.S. DATE STARTED:
6/30/20
WATER TABLE (ft):
4 DATE FINISHED:
6/30/20
DATE OF READING:
7/9/2020 DRILLED BY:
CG2
TYPE OF SAMPLING:
ASTM D 1586
S
S
DEPTH
ELEV
A
M
BLOWS
N
Y
M
-200
MC
ATTERBERG
LIMITS
K
POCKET
(FT.)
(FT.)
PER 6"
(BLOWS/
W.T.
DESCRIPTION
°(/o)
°
(/0)
(FT./
PEN.
P
INCREMENT
FT.)
BO
DAY)
(tsf)
E
L
LL
pl
0
3" Topsoil And Roots
(TOPSOIL)
FILL- Stiff Reddish -Brown, Brown And
Tan Very Clayey SILT With Sand And
4-5-7
12
Trace Organics
(FILL)
RESIDUAL- Stiff Reddish -Brown,
Brown, Tan And Gray Very Clayey
SILT With Sand
5-8-5
13
(MH)
5
—. —. —. —. —. —. —. —. —. —. —. —. —. —..... —
Boring Terminated
. ........
.........
.....
.....
.......
........ .

M
UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2530.2000007.0000
BORING LOG REPORT NO.: 1788800
PROJECT:
Geological Exploration
Dollar General - Granite Quarry
Granite Quarry, NC
CLIENT:
Taramore Development
LOCATION:
SEE ATTACHED BORING LOCATION DIAGRAM
REMARKS:
N.S. = NOT SURVEYED
BORING DESIGNATION: B-2 SHEET:
1 Of
SECTION:
TOWNSHIP: RANGE:
G.S. ELEVATION (ft):
N.S. DATE STARTED:
6/30/20
WATER TABLE (ft):
3.5 DATE FINISHED:
6/30/20
DATE OF READING:
7/9/2020 DRILLED BY:
CG2
TYPE OF SAMPLING:
ASTM D 1586
DEPTH
ELEV
S
A
M
BLOWS
N
S
Y
M
-200
MC
ATTERBERG
LIMITS
K
POCKET
(FT.)
(FT.)
PER 6"
(BLOWS/
W.T.
DESCRIPTION
°(/o)
°
(/0)
(FT./
PEN.
P
INCREMENT
FT.)
BO
DAY)
(tsf)
E
L
LL
pl
0
6" Topsoil And Roots
(TOPSOIL)
FILL- Firm Reddish -Brown And Brown
Very Clayey SILT With Sand, Trace
1-2-4
6
Mica And Trace Organics
(FILL)
RESIDUAL- Very Stiff
Reddish -Brown, Brown And Tan Very
Clayey SILT With Sand And Trace
4-8-24
32
Mica
(MH)
5
Very Firm Reddish -Brown, Brown And
Tan Clayey SAND With Silt
(SM)
14-13-11
24
Stiff Brown And Tan Very Clayey SILT
With Sand
(MH)
4-5-5
10
10
Soft Reddish -Brown, Brown, Tan And
Gray Sandy SILT With Manganese
Seams (Wet)
(ML)
WOH-2-2
4
15
Boring Terminated

M
UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2530.2000007.0000
BORING LOG REPORT NO.: 1788800
PROJECT:
Geological Exploration
Dollar General - Granite Quarry
Granite Quarry, NC
CLIENT:
Taramore Development
LOCATION:
SEE ATTACHED BORING LOCATION DIAGRAM
REMARKS:
N.S. = NOT SURVEYED
BORING DESIGNATION: B-3 SHEET:
1 Of 2
SECTION:
TOWNSHIP: RANGE:
G.S. ELEVATION (ft):
N.S. DATE STARTED:
6/30/20
WATER TABLE (ft):
2.5 DATE FINISHED:
6/30/20
DATE OF READING:
7/9/2020 DRILLED BY:
CG2
TYPE OF SAMPLING:
ASTM D 1586
S
S
DEPTH
ELEV
A
M
BLOWS
N
Y
M
-200
MC
ATTERBERG
LIMITS
K
POCKET
(FT.)
(FT.)
PER 6"
(BLOWS/
W.T.
B
DESCRIPTION
°
(/o)
°
(/0)
(FT./
PEN.
P
INCREMENT
FT.)
O
DAY)
(tsf)
E
L
LL
pl
0
_
9" Topsoil And Roots
-
(TOPSOIL)
RESIDUAL- Stiff Brown And Tan Very
Clayey SILT With Sand
3-4-7
11
(MH)
4-6-8
14
5
Stiff Tan And Gray Very Clayey SILT
With Sand
(MH)
5-7-7
14
4-7-11
18
10
Firm Tan And Gray Clayey SILT With
Sand (Moist)
(ML)
2-3-3
6
15
3-3-5
8
20

L
UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2530.2000007.0000
BORING LOG REPORT NO.: 1788800
PROJECT: Geological Exploration
Dollar General - Granite Quarry
Granite Quarry, NC
BORING DESIGNATION: B-3 SHEET: 2 0f 2
SECTION: TOWNSHIP: RANGE:
S
S
A
BLOWS
N
Y
ATTERBERG
K
POCKET
DEPTH
ELEV
M
P
PER 6"
(BLOWS/
W.T.
M
BO
DESCRIPTION
-200
°(/o)
MC
°(/0)
LIMITS
(FT./
PEN.
(FT.)
(FT.)
INCREMENT
FT.)
DAY)
(tsf)
E
L
LL
pl
Stiff to Very Stiff Brown And Gray
Sandy SILT With Trace Mica
(MIL)
3-6-7
13
25
5-9-18
27
30
6-9-17
26
35
Hard Brown And Gray Sandy SILT
With Trace Mica
(MIL)
8-14-26
40
40
_________________
Boring Terminated

M
UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2530.2000007.0000
BORING LOG REPORT NO.: 1788800
PROJECT:
Geological Exploration
Dollar General - Granite Quarry
Granite Quarry, NC
CLIENT:
Taramore Development
LOCATION:
SEE ATTACHED BORING LOCATION DIAGRAM
REMARKS:
N.S. = NOT SURVEYED
BORING DESIGNATION: B-4 SHEET:
1 Of
SECTION:
TOWNSHIP: RANGE:
G.S. ELEVATION (ft):
N.S. DATE STARTED:
6/30/20
WATER TABLE (ft):
3 DATE FINISHED:
6/30/20
DATE OF READING:
7/9/2020 DRILLED BY:
CG2
TYPE OF SAMPLING:
ASTM D 1586
S
S
DEPTH
ELEV
A
M
BLOWS
N
Y
M
-200
MC
ATTERBERG
LIMITS
K
POCKET
(FT.)
(FT.)
PER 6"
(BLOWS/
W.T.
DESCRIPTION
°(/o)
°
(/0)
(FT./
PEN.
P
INCREMENT
FT.)
BO
DAY)
(tsf)
E
L
LL
pl
0
RESIDUAL- Soft Brown And Tan Very
Clayey SILT With Sand And Trace
Roots
(MH)
3-2-2
4
Stiff Reddish -Brown, Brown And Tan
Very Clayey SILT
(MH)
4-4-9
13
5
3-5-6
11
3-4-6
10
10
TA
Stiff Brown, Tan And Gray Sandy SILT
(MIL)
4-5-7
12
15
Boring Terminated

M
UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2530.2000007.0000
BORING LOG REPORT NO.: 1788800
PROJECT:
Geological Exploration
Dollar General - Granite Quarry
Granite Quarry, NC
CLIENT:
Taramore Development
LOCATION:
SEE ATTACHED BORING LOCATION DIAGRAM
REMARKS:
N.S. = NOT SURVEYED
BORING DESIGNATION: B-S SHEET:
1 Of
SECTION:
TOWNSHIP: RANGE:
G.S. ELEVATION (ft):
N.S. DATE STARTED:
6/30/20
WATER TABLE (ft):
3.5 DATE FINISHED:
6/30/20
DATE OF READING:
7/9/2020 DRILLED BY:
CG2
TYPE OF SAMPLING:
ASTM D 1586
S
S
DEPTH
ELEV
A
M
BLOWS
N
Y
M
-200
MC
ATTERBERG
LIMITS
K
POCKET
(FT.)
(FT.)
PER 6"
(BLOWS/
W.T.
DESCRIPTION
°(/o)
°
(/0)
(FT./
PEN.
P
INCREMENT
FT.)
BO
DAY)
(tsf)
E
L
LL
pl
0
4" Topsoil And Roots
(TOPSOIL)
FILL- Loose Brown Silty SAND With
Trace Mica
4-4-3
7
(FILL)
RESIDUAL- Stiff to Very Stiff
Reddish -Brown, Brown, Tan And Gray
Very Clayey SILT With Sand
4-5-8
13
(MH)
5
5-8-10
18
Stiff Tan And Gray Very Clayey SILT
With Sand
(MH)
3-3-7
10
10
Stiff Brown, Tan And Gray Sandy SILT
With Clay And Trace Mica
(ML)
4-4-5
9
15
Boring Terminated

M
UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2530.2000007.0000
BORING LOG REPORT NO.: 1788800
PROJECT:
Geological Exploration
Dollar General - Granite Quarry
Granite Quarry, NC
CLIENT:
Taramore Development
LOCATION:
SEE ATTACHED BORING LOCATION DIAGRAM
REMARKS:
N.S. = NOT SURVEYED
BORING DESIGNATION:
B-G SHEET:
1 Of
SECTION: TOWNSHIP: RANGE:
G.S. ELEVATION (ft): N.S.
DATE STARTED:
6/30/20
WATER TABLE (ft):
DATE FINISHED:
6/30/20
DATE OF READING:
DRILLED BY:
CG2
TYPE OF SAMPLING:
ASTM D 1586
S
S
A
BLOWS
N
Y
ATTERBERG
K
POCKET
DEPTH
ELEV
M
PER 6"
(BLOWS/
W.T.
M
DESCRIPTION
-200
°(/o)
MC
°
LIMITS
(FT./
PEN.
(FT.)
(FT.)
P
INCREMENT
FT.)
BO
(/0)
DAY)
(tsf)
E
L
LL
pl
0
4" Topsoil And Roots
(TOPSOI L)
RESIDUAL- Loose Brown And Tan
Clayey SAND With Silt And Fine Roots
3-4-4
8
(SM)
Stiff Brown And Tan Very Sandy CLAY
(CL)
2-4-6
10
5
Boring Terminated

M
UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2530.2000007.0000
BORING LOG REPORT NO.: 1788800
PROJECT:
Geological Exploration
Dollar General - Granite Quarry
Granite Quarry, NC
CLIENT:
Taramore Development
LOCATION:
SEE ATTACHED BORING LOCATION DIAGRAM
REMARKS:
N.S. = NOT SURVEYED
BORING DESIGNATION:
B-% SHEET:
1 Of
SECTION: TOWNSHIP: RANGE:
G.S. ELEVATION (ft): N.S.
DATE STARTED:
6/30/20
WATER TABLE (ft):
DATE FINISHED:
6/30/20
DATE OF READING:
DRILLED BY:
CG2
TYPE OF SAMPLING:
ASTM D 1586
S
S
DEPTH
ELEV
A
M
BLOWS
N
Y
M
-200
MC
ATTERBERG
LIMITS
K
POCKET
(FT.)
(FT.)
PER 6"
(BLOWS/
W.T.
B
DESCRIPTION
°
(/o)
°
(/0)
(FT./
PEN.
P
INCREMENT
FT.)
O
DAY)
(tsf)
E
L
LL
pl
0
6" Topsoil And Roots
(TOPSOIL)
RESIDUAL- Stiff Reddish -Brown,
Brown And Tan Very Clayey SILT
5-6-8
14
(MH)
RESIDUAL- Very Stiff
Reddish -Brown, Brown And Tan Very
Clayey SILT
5-9-12
20
(MH)
5
—. —. —. —. —. —. —. —. —. —. —. —. —. —..... —
Boring Terminated
. ........
.........
.....
.....
.......
........ .

M
UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2530.2000007.0000
BORING LOG REPORT NO.: 1788800
PROJECT:
Geological Exploration
Dollar General - Granite Quarry
Granite Quarry, NC
CLIENT:
Taramore Development
LOCATION:
SEE ATTACHED BORING LOCATION DIAGRAM
REMARKS:
N.S. = NOT SURVEYED
BORING DESIGNATION:
B-H SHEET:
1 Of
SECTION: TOWNSHIP: RANGE:
G.S. ELEVATION (ft): N.S.
DATE STARTED:
6/30/20
WATER TABLE (ft):
DATE FINISHED:
6/30/20
DATE OF READING:
DRILLED BY:
CG2
TYPE OF SAMPLING:
ASTM D 1586
S
S
DEPTH
ELEV
A
M
BLOWS
N
Y
M
-200
MC
ATTERBERG
LIMITS
K
POCKET
(FT.)
(FT.)
PER 6"
(BLOWS/
W.T.
DESCRIPTION
°(/o)
°
(/0)
(FT./
PEN.
P
INCREMENT
FT.)
BO
DAY)
(tsf)
E
L
LL
pl
0
6" Topsoil And Roots
(TOPSOIL)
FILL- Loose Brown Silty SAND With
Trace Organics
3-4-5
g
(FILL)
RESIDUAL -Soft Brown And Tan
Sandy SILT With Clay And Trace Mica
(Wet)
2-1-2
3
(ML)
5
—. —. —. —. —. —. —. —. —. —. —. —. —. —. —. —. --
Boring Terminated

M
UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2530.2000007.0000
BORING LOG REPORT NO.: 1788800
PROJECT:
Geological Exploration
Dollar General - Granite Quarry
Granite Quarry, NC
CLIENT:
Taramore Development
LOCATION:
SEE ATTACHED BORING LOCATION DIAGRAM
REMARKS:
N.S. = NOT SURVEYED
BORING DESIGNATION: B-9 SHEET:
1 Of
SECTION:
TOWNSHIP: RANGE:
G.S. ELEVATION (ft):
N.S. DATE STARTED:
6/30/20
WATER TABLE (ft):
2 DATE FINISHED:
6/30/20
DATE OF READING:
7/9/2020 DRILLED BY:
CG2
TYPE OF SAMPLING:
ASTM D 1586
S
S
DEPTH
ELEV
A
M
BLOWS
N
Y
M
-200
MC
ATTERBERG
LIMITS
K
POCKET
(FT.)
(FT.)
PER 6"
(BLOWS/
W.T.
DESCRIPTION
°(/o)
°
(/0)
(FT./
PEN.
P
INCREMENT
FT.)
BO
DAY)
(tsf)
E
L
LL
pl
0
RESIDUAL- Soft Brown Very Silty
CLAY With Sand (Wet)
(CL)
4-2-2
4
Firm Brown, Tan And Gray Very
Clayey SILT With Sand (Wet)
(MH)
3-3-3
6
5
2-3-3
6
Stiff Tan And Gray Very Clayey SILT
With Sand
(MH)
3-4-5
9
10
Soft Reddish -Brown, Brown And Tan
SILT With Sand (Wet)
[MIL)
2-1-3
4
15
Boring Terminated

UNIVERSAL
ENGINEERING SCIENCES
SYMBOLS AND ABBREVIATIONS
SYMBOL DESCRIPTION
No. of Blows of a 140-lb. Weight Falling 30
N-Value
Inches Required to Drive a Standard Spoon
1 Foot
WOR
Weight of Drill Rods
WOH
Weight of Drill Rods and Hammer
Sample from Auger Cuttings
Standard Penetration Test Sample
Thin -wall Shelby Tube Sample
(Undisturbed Sampler Used)
RQD
Rock Quality Designation
Stabilized Groundwater Level
Seasonal High Groundwater Level
(also referred to as the W.S.W.T.)
NE Not Encountered
GNE
Groundwater Not Encountered
BT
Boring Terminated
-200 (%)
Fines Content or % Passing No. 200 Sieve
MC (%)
Moisture Content
LL
Liquid Limit (Atterberg Limits Test)
PI
Plasticity Index (Atterberg Limits Test)
NP
Non -Plastic (Atterberg Limits Test)
K
Coefficient of Permeability
Org. Cont.
Organic Content
G.S. Elevation
Ground Surface Elevation
RELATIVE DENSITY
(Sands and Gravels)
Very loose - Less than 4 Blow/Foot
Loose - 4 to 10 Blows/Foot
Medium Dense - 11 to 30 Blows/Foot
Dense - 31 to 50 Blows/Foot
Very Dense - More than 50 Blows/Foot
CONSISTENCY
(Silts and Clays)
Very Soft - Less than 2 Blows/Foot
Soft - 2 to 4 Blows/Foot
Firm - 5 to 8 Blows/Foot
Stiff - 9 to 15 Blows/Foot
Very Stiff- 16 to 30 Blows/Foot
Hard - More than 30 Blows/Foot
RELATIVE HARDNESS
(Limestone)
Soft - 100 Blows for more than 2 Inches
Hard - 100 Blows for less than 2 Inches
KEY TO BORING LOGS
UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
GROUP
TYPICAL NAMES
SYMBOLS
GW
Well -graded gravels and gravel-
N
GRAVELS
CLEAN
sand mixtures, little or no fines
Poorly graded gravels and
N
50% or
GRAVELS
C)
more of
GP
gravel -sand mixtures, little or no
U7 N
J
coarse
fines
O z
fraction
GM
Silty gravels and gravel-sand-
U) N
retained on
GRAVELS
silt mixtures
0 Y
W
No. 4 sieve
WITH FINES
Clayey and
,
Z
GC
gravels gravel-
O
Q �
sand -clay mixtures
c
U' .�
CLEAN
SW**
Well -graded sands and gravelly
W
SANDS
SANDS
sands, little or no fines
5% or less
SP**
Poorly graded sands and
Qo
More than
passing No.
0 uup
50% of
200 sieve
gravelly sands, little or no fines
U c
coarse
s
fraction
SANDS with
SM**
Silty sands, sand -silt mixtures
passes No.
12% or more
4 sieve
passing No.
O
200 sieve
SC**
Clayey sands, sand -clay
mixtures
Inorganic silts, very fine sands,
M L
rock flour, silty or clayey fine
sands
>
SILTS AND CLAYS
Inorganic clays of low to
O
(n
Liquid limit
CL
medium plasticity, gravelly
p
50% or less
clays, sandy clays, lean clays
U) O
QL
Organic silts and organic silty
—I N
O O
2 Z
clays of low plasticity
0 aD
W Y
Inorganic silts, micaceous or
Z_ n
MH
diamicaceous fine sands or
Q N
silts, elastic silts
c� Q
W O
SILTS AND CLAYS
CH
Inorganic clays or clays of high
Z 0
plasticity, fat clays
U_ E
Liquid limit
greater than 50%
O
OH
Organic clays of medium to
o
high plasticity
O
N
PT
Peat, muck and other highly
organic soils
*Based on the material passing the 3-inch (75 mm) sieve
** Use dual symbol (such as SP-SM and SP-SC) for soils with more
than 5% but less than 12% passing the No. 200 sieve
MODIFIERS
These modifiers Provide Our Estimate of the Amount of Minor
Constituents (Silt or Clay Size Particles) in the Soil Sample
Trace — 5% or less
With Silt or With Clay — 6% to 11 %
Silty or Clayey — 12% to 30%
Very Silty or Very Clayey — 31 % to 50%
These Modifiers Provide Our Estimate of the Amount of Organic
Components in the Soil Sample
Trace — Less than 3%
Few — 3% to 4%
Some — 5% to 8%
Many — Greater than 8%
These Modifiers Provide Our Estimate of the Amount of Other
Components (Shell, Gravel, Etc.) in the Soil Sample
Trace — 5% or less
Few — 6% to 12%
Some — 13% to 30%
Many — 31 % to 50%

EI IGIlINEIER11NIG� 'CIIIENICIE,S

lalllpll r1711 �HW11711111HIII
Geotechnical Services Are Performedfor
Specific Purposes, Persons, and Projects
Geotechnical engineers structure their services to meet the
specific needs of their clients. A geotechnical-engineering
study conducted for a civil engineer may not fulfill the needs of
a constructor — a construction contractor — or even another
civil engineer. Because each geotechnical- engineering study
is unique, each geotechnical-engineering report is unique,
prepared solely for the client. No one except you should rely on
this geotechnical-engineering report without first conferring
with the geotechnical engineer who prepared it. And no one
— not even you — should apply this report for any purpose or
project except the one originally contemplated.
Read the Full Report
Serious problems have occurred because those relying on
a geotechnical-engineering report did not read it all. Do
not rely on an executive summary. Do not read selected
elements only.
Geotechnical Engineers Base Each Report on
a Unique Set of Project -Specific Factors
Geotechnical engineers consider many unique, project -specific
factors when establishing the scope of a study. Typical factors
include: the client's goals, objectives, and risk -management
preferences; the general nature of the structure involved, its
size, and configuration; the location of the structure on the
site; and other planned or existing site improvements, such as
access roads, parking lots, and underground utilities. Unless
the geotechnical engineer who conducted the study specifically
indicates otherwise, do not rely on a geotechnical-engineering
report that was:
• not prepared for you;
• not prepared for your project;
• not prepared for the specific site explored; or
• completed before important project changes were made.
Typical changes that can erode the reliability of an existing
geotechnical-engineering report include those that affect:
• the function of the proposed structure, as when it's changed
from a parking garage to an office building, or from a light -
industrial plant to a refrigerated warehouse;
• the elevation, configuration, location, orientation, or weight
of the proposed structure;
• the composition of the design team; or
• project ownership.
As a general rule, always inform your geotechnical engineer
of project changes —even minor ones —and request an
assessment of their impact. Geotechnical engineers cannot
accept responsibility or liability for problems that occur because
their reports do not consider developments of which they were
not informed.
Subsurface Conditions Can Change
A geotechnical-engineering report is based on conditions that
existed at the time the geotechnical engineer performed the
study. Do not rely on a geotechnical-engineering report whose
adequacy may have been affected by: the passage of time;
man-made events, such as construction on or adjacent to the
site; or natural events, such as floods, droughts, earthquakes,
or groundwater fluctuations. Contact the geotechnical engineer
before applying this report to determine if it is still reliable. A
minor amount of additional testing or analysis could prevent
major problems.
Most Geotechnical Findings Are Professional
Opinions
Site exploration identifies subsurface conditions only at those
points where subsurface tests are conducted or samples are
taken. Geotechnical engineers review field and laboratory
data and then apply their professional judgment to render
an opinion about subsurface conditions throughout the
site. Actual subsurface conditions may differ — sometimes
significantly — from those indicated in your report. Retaining
the geotechnical engineer who developed your report to
provide geotechnical-construction observation is the most
effective method of managing the risks associated with
unanticipated conditions.
Report's Recommendations r Not Final
Do not overrely on the confirmation -dependent
recommendations included in your report. Confirmation -
dependent recommendations are not final, because
geotechnical engineers develop them principally from
judgment and opinion. Geotechnical engineers can finalize
their recommendations only by observing actual subsurface
conditions revealed during construction. The geotechnical
engineer who developed your report cannot assume
responsibility or liability for the report's confirmation -dependent
recommendations if that engineer does not perform the
geotechnical-construction observation required to confirm the
recommendations' applicability.
Geotechnical-Engineering ort Is Subject
to Misinterpretation
Other design -team members' misinterpretation of
geotechnical-engineering reports has resulted in costly

problems. Confront that risk by having your geotechnical
engineer confer with appropriate members of the design team
after submitting the report. Also retain your geotechnical
engineer to review pertinent elements of the design team's
plans and specifications. Constructors can also misinterpret
a geotechnical-engineering report. Confront that risk by
having your geotechnical engineer participate in prebid and
preconstruction conferences, and by providing geotechnical
construction observation.
o Not Redraw theEngineer's Logs
Geotechnical engineers prepare final boring and testing logs
based upon their interpretation of field logs and laboratory
data. To prevent errors or omissions, the logs included in a
geotechnical-engineering report should never be redrawn
for inclusion in architectural or other design drawings. Only
photographic or electronic reproduction is acceptable, but
recognize that separating logs from the report can elevate risk.
Give Constructors a Complete Report and
Guidance
Some owners and design professionals mistakenly believe they
can make constructors liable for unanticipated subsurface
conditions by limiting what they provide for bid preparation.
To help prevent costly problems, give constructors the
complete geotechnical-engineering report, but preface it with
a clearly written letter of transmittal. In that letter, advise
constructors that the report was not prepared for purposes
of bid development and that the report's accuracy is limited;
encourage them to confer with the geotechnical engineer
who prepared the report (a modest fee may be required) and/
or to conduct additional study to obtain the specific types of
information they need or prefer. A prebid conference can also
be valuable. Be sure constructors have sufficient time to perform
additional study. Only then might you be in a position to
give constructors the best information available to you,
while requiring them to at least share some of the financial
responsibilities stemming from unanticipated conditions.
Read Responsibility Provisions Closely
Some clients, design professionals, and constructors fail to
recognize that geotechnical engineering is far less exact than
other engineering disciplines. This lack of understanding
has created unrealistic expectations that have led to
disappointments, claims, and disputes. To help reduce the risk
of such outcomes, geotechnical engineers commonly include
a variety of explanatory provisions in their reports. Sometimes
labeled "limitations; many of these provisions indicate where
geotechnical engineers' responsibilities begin and end, to help
others recognize their own responsibilities and risks. Read
these provisions closely. Ask questions. Your geotechnical
engineer should respond fully and frankly.
Environmental Concerns Are Not Covered
The equipment, techniques, and personnel used to perform
an environmental study differ significantly from those used to
perform a geotechnical study. For that reason, a geotechnical-
engineering report does not usually relate any environmental
findings, conclusions, or recommendations; e.g., about
the likelihood of encountering underground storage tanks
or regulated contaminants. Unanticipated environmental
problems have led to numerous project failures. If you have not
yet obtained your own environmental information,
ask your geotechnical consultant for risk -management
guidance. Do not rely on an environmental report prepared for
someone else.
Obtain Professional Assistance To Deal
with Mold
Diverse strategies can be applied during building design,
construction, operation, and maintenance to prevent
significant amounts of mold from growing on indoor surfaces.
To be effective, all such strategies should be devised for
the express purpose of mold prevention, integrated into a
comprehensive plan, and executed with diligent oversight by a
professional mold -prevention consultant. Because just a small
amount of water or moisture can lead to the development of
severe mold infestations, many mold- prevention strategies
focus on keeping building surfaces dry. While groundwater,
water infiltration, and similar issues may have been addressed
as part of the geotechnical- engineering study whose findings
are conveyed in this report, the geotechnical engineer in
charge of this project is not a mold prevention consultant;
none of the services performed in connection with the
geotechnical engineer's study were designed or conducted for
the purpose of mold prevention. Proper implementation of the
recommendations conveyed in this report will not of itself be
sufficient to prevent mold from growing in or on the structure
involved.
Rely, on Your C- ember Geotechnical Engineer
for Additional Assistance
Membership in the Geotechnical Business Council of the
Geoprofessional Business Association exposes geotechnical
engineers to a wide array of risk -confrontation techniques
that can be of genuine benefit for everyone involved with
a construction project. Confer with you GBC-Member
geotechnical engineer for more information.
GEOTECHNICAL
GE?ArW1BUS111N1E.:SS COUNCIL
of[he Geo}n'afessiand Bminess Assadu[ian
8811 Colesville Road/Suite G106, Silver Spring, MD 20910
Telephone:[phone] Facsimile:301/589-2017
e-mail: [e-mail] www.geoprofessional.org
Copyright 2015 by Geoprofessional Business Association (GBA). Duplication, reproduction, or copying of this document, or its contents, in whole or in part,
by any means whatsoever, is strictly prohibited, except with GBA's specific written permission. Excerpting, quoting, or otherwise extracting wording from this document
is permitted only with the express written permission of GBA, and only for purposes of scholarly research or book review. Only members of GBA may use
this document as a complement to or as an element of a geotechnical-engineering report. Any other firm, individual, or other entity that so uses this document without
being a GBA member could be commiting negligent or intentional (fraudulent) misrepresentation.

CONSTRAINTS & RESTRICTIONS
The intent of this document is to bring to your attention the potential concerns and the basic limitations of a typical geotechnical report.
WARRANTY
Universal Engineering Sciences has prepared this report for our client
for his exclusive use, in accordance with generally accepted soil and
foundation engineering practices, and makes no other warranty either
expressed or implied as to the professional advice provided in the
report.
UNANTICIPATED SOIL CONDITIONS
The analysis and recommendations submitted in this report are based
upon the data obtained from soil borings performed at the locations
indicated on the Boring Location Plan. This report does not reflect any
variations which may occur between these borings.
The nature and extent of variations between borings may not become
known until excavation begins. If variations appear, we may have to
re-evaluate our recommendations after performing on -site
observations and noting the characteristics of any variations.
CHANGED CONDITIONS
We recommend that the specifications for the project require that the
contractor immediately notify Universal Engineering Sciences, as well
as the owner, when subsurface conditions are encountered that are
different from those present in this report.
No claim by the contractor for any conditions differing from those
anticipated in the plans, specifications, and those found in this report,
should be allowed unless the contractor notifies the owner and
Universal Engineering Sciences of such changed conditions. Further,
we recommend that all foundation work and site improvements be
observed by a representative of Universal Engineering Sciences to
monitor field conditions and changes, to verify design assumptions
and to evaluate and recommend any appropriate modifications to this
report.
MISINTERPRETATION OF SOIL ENGINEERING REPORT
Universal Engineering Sciences is responsible for the conclusions and
opinions contained within this report based upon the data relating only
to the specific project and location discussed herein. If the
conclusions or recommendations based upon the data presented are
made by others, those conclusions or recommendations are not the
responsibility of Universal Engineering Sciences.
CHANGED STRUCTURE OR LOCATION
This report was prepared in order to aid in the evaluation of this
project and to assist the architect or engineer in the design of this
project. If any changes in the design or location of the structure as
outlined in this report are planned, or if any structures are included or
added that are not discussed in the report, the conclusions and
recommendations contained in this report shall not be considered
valid unless the changes are reviewed and the conclusions modified
or approved by Universal Engineering Sciences.
USE OF REPORT BY BIDDERS
Bidders who are examining the report prior to submission of a bid are
cautioned that this report was prepared as an aid to the designers of
the project and it may affect actual construction operations.
Bidders are urged to make their own soil borings, test pits, test
caissons or other investigations to determine those conditions that
may affect construction operations. Universal Engineering Sciences
cannot be responsible for any interpretations made from this report or
the attached boring logs with regard to their adequacy in reflecting
subsurface conditions which will affect construction operations.
STRATA CHANGES
Strata changes are indicated by a definite line on the boring logs
which accompany this report. However, the actual change in the
ground may be more gradual. Where changes occur between soil
samples, the location of the change must necessarily be estimated
using all available information and may not be shown at the exact
depth.
OBSERVATIONS DURING DRILLING
Attempts are made to detect and/or identify occurrences during drilling
and sampling, such as: water level, boulders, zones of lost circulation,
relative ease or resistance to drilling progress, unusual sample
recovery, variation of driving resistance, obstructions, etc.; however,
lack of mention does not preclude their presence.
WATER LEVELS
Water level readings have been made in the drill holes during drilling
and they indicate normally occurring conditions. Water levels may not
have been stabilized at the last reading. This data has been reviewed
and interpretations made in this report. However, it must be noted
that fluctuations in the level of the groundwater may occur due to
variations in rainfall, temperature, tides, and other factors not evident
at the time measurements were made and reported. Since the
probability of such variations is anticipated, design drawings and
specifications should accommodate such possibilities and construction
planning should be based upon such assumptions of variations.
LOCATION OF BURIED OBJECTS
All users of this report are cautioned that there was no requirement for
Universal Engineering Sciences to attempt to locate any man-made
buried objects during the course of this exploration and that no
attempt was made by Universal Engineering Sciences to locate any
such buried objects. Universal Engineering Sciences cannot be
responsible for any buried man-made objects which are subsequently
encountered during construction that are not discussed within the text
of this report.
TIME
This report reflects the soil conditions at the time of exploration. If the
report is not used in a reasonable amount of time, significant changes
to the site may occur and additional reviews may be required.
(ENGINEERING SCIENCES