SW3230603_Design Calculations_20231215

Project Description
File Name POST-CON-ROUTING-BALANCED_08182023.SPF
Description Folders\PROJECTS\BREC\PROJECTS\316_TERAMORE_DEV
ELOPMENT\3161142022_DOLLAR_GENERAL_ROCKWELL_
Project Options
Flow Units CFS
Elevation Type Elevation
Hydrology Method SCS TR-55
Time of Concentration(TOC)Method User-Defined
Link Routing Method Kinematic Wave
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent Dry Days 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss
Reporting Time Step 0 00:00:05 days hh:mm:ss
Routing Time Step 5 seconds
Number of Elements
ntv
Rain Gages 1
Subbasins 6
Nodes 4
Junctions 2
Outfalls 1
Flow Diversions 0
Inlets 0
Storage Nodes 1
Links 5
Channels 0
Pipes 2
Pumps 0
Orifices 1
Weirs 1
Outlets 1
Pollutants 0
Land Uses 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 ROCKWELL Time Series 1IN-6HR-BALANCED Cumulative inches 0.00
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Subbasin Summary
SN Subbasin Area Peak Rate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1{POST-CON}.POST-CON:1 0.30 484.00 99.57 1.00 0.95 0.28 0.63 0 00:05:00
2{POST-CON}.POST-CON:2 0.21 484.00 99.29 1.00 0.92 0.19 0.43 0 00:05:00
3{POST-CON}.POST-CON:3 0.51 484.00 99.34 1.00 0.92 0.47 1.06 0 00:05:00
4{POST-CON}.POST-CON:4 0.15 484.00 77.22 1.00 0.05 0.01 0.01 0 00:05:00
5{POST-CON}.POST-CON:5 0.21 484.00 83.40 1.00 0.14 0.03 0.06 0 00:05:00
6{POST-CON}.POST-CON:6 0.75 484.00 88.85 1.00 0.28 0.21 0.52 0 00:05:00
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Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft9 (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 SCM-RISER Junction 802.75 808.00 802.75 0.00 0.00 0.05 802.82 0.00 5.18 0 00:00 0.00 0.00
2 SITE-JUNCTION(VIRTUAL) Junction 802.25 808.00 802.25 0.00 0.00 0.56 802.45 0.00 5.55 0 00:00 0.00 0.00
3 OUTFALL-1 Outfall 802.00 0.56 802.20
4 SAND-FILTER Storage Node 805.00 808.00 805.00 0.00 2.17 805.98 0.00 0.00
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Link Summary
SN Element Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
1 SCM-BARREL Pipe SCM-RISER SITE-JUNCTION(VIRTUAL) 39.00 802.75 802.25 1.2800 18.000 0.0120 0.05 12.88 0.00 4.78 0.07 0.04 0.00 Calculated
2 SITE-LINK(VIRTUAL) Pipe SITE-JUNCTION(VIRTUAL) OUTFALL-1 20.00 802.25 802.00 1.2500 24.000 0.0120 0.56 27.40 0.02 3.43 0.20 0.10 0.00 Calculated
3 OCS-RIM Orifice SAND-FILTER SCM-RISER 805.00 802.75 36.000 0.00
4 SAND Outlet SAND-FILTER SCM-RISER 805.00 802.75 0.05
5 EM-SPILLWAY Weir SAND-FILTER SITE-JUNCTION(VIRTUAL) 805.00 802.25 0.00
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Subbasin Hydrology
Subbasin:{POST-CON}.POST-CON:1
Input Data
Area(ac) 0.3
Peak Rate Factor 484
Weighted Curve Number 99.57
Rain Gage ID ROCKWELL
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.3 - 99.57
Composite Area&Weighted CN 0.3 99.57
Subbasin Runoff Results
Total Rainfall(in) 1
Total Runoff(in) 0.95
Peak Runoff(cfs) 0.63
Weighted Curve Number 99.57
Time of Concentration(days hh:mm:ss) 0 00:05:00
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Subbasin:{POST-CON},POST-CON:1
Rainfall Intensity Graph
2.3
2.2-
2.1-
2-
1.9- —
1.8-
1.7-
1.6-
1.5-
1.4-
z 1.3-
C
12-
11.1-
C
1-
0.9-
0.8-
0.7-
0.6-
0.5-
0.4-
0.3-
0.2-
0.1-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
Runoff Hydrograph
0.7
0.65-
0.6-
0.55-
0.5-
0.45-
N 0.4-
U -
r 0.35- ' -
c
C2 0.3 •
-
0.25-
0.2-
0.15-
0.05-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
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Subbasin:{POST-CON}.POST-CON:2
Input Data
Area(ac) 0.21
Peak Rate Factor 484
Weighted Curve Number 99.29
Rain Gage ID ROCKWELL
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.21 - 99.29
Composite Area&Weighted CN 0.21 99.29
Subbasin Runoff Results
Total Rainfall(in) 1
Total Runoff(in) 0.92
Peak Runoff(cfs) 0.43
Weighted Curve Number 99.29
Time of Concentration(days hh:mm:ss) 0 00:05:00
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Subbasin:{POST-CON}.POST-CON:2
Rainfall Intensity Graph
2.4.
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
1.4
L
c 1.3
= 1.2
Fis
1.1
Et 1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
Runoff Hydrograph
0.46
0.44 , I
0.42
0.4
0.38
0.36-
0.34
0.32-
0.3
0.28
00.26
0.24
c 0.22
K 0.2-
0.18-
0.16
0.14
0.12-
0.1
0.08-
0.06-
0.04
0.02 -
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
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Subbasin:{POST-CON}.POST-CON:3
Input Data
Area(ac) 0.51
Peak Rate Factor 484
Weighted Curve Number 99.34
Rain Gage ID ROCKWELL
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.51 - 99.34
Composite Area&Weighted CN 0.51 99.34
Subbasin Runoff Results
Total Rainfall(in) 1
Total Runoff(in) 0.92
Peak Runoff(cfs) 1.06
Weighted Curve Number 99.34
Time of Concentration(days hh:mm:ss) 0 00:05:00
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Subbasin:{POST-CON},POST-CON:3
Rainfall Intensity Graph
2.4
2.3-
2.2-
2.1-
2-
1.9-
1.8-
1.7-
1.6-
1.5-
▪ 1.4-
c 1.3- -
1.2-
c 1.1-
Cs
CC 1-
0.9-
0.8-
0.7-
0.6-
0.5-
0.4-
0.3-
0.2-
O 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
Runoff Hydrograph
1.15
1.1-
1.05-
1-
0.95-
0.9-
0.85-
0.8-
0.75-
0.7-
y 0.65-
0.6-
o• 0.55-
c
c2 0.5-
0.45-
0.4-
0.35-
0.3-
0.25-
0.2-
0.1
0.05
O 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
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Subbasin:{POST-CON}.POST-CON:4
Input Data
Area(ac) 0.15
Peak Rate Factor 484
Weighted Curve Number 77.22
Rain Gage ID ROCKWELL
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.15 - 77.22
Composite Area&Weighted CN 0.15 77.22
Subbasin Runoff Results
Total Rainfall(in) 1
Total Runoff(in) 0.05
Peak Runoff(cfs) 0.01
Weighted Curve Number 77.22
Time of Concentration(days hh:mm:ss) 0 00:05:00
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Subbasin:{POST-CON}.POST-CON:4
Rainfall Intensity Graph
2.4.
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
1.4
c 1.3
= 1.2
Fis
1.1
Et 1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
Runoff Hydrograph
0.008
I II III I
0.008-
0.007
0.007-
0.006
0.006 •
0.005-
U -
w0.004-
O
-
7
Et 0.004
0.004
0.003- — -
0.003
0.002
0.002
0.001 -T . .
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
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Subbasin:{POST-CON}.POST-CON:5
Input Data
Area(ac) 0.21
Peak Rate Factor 484
Weighted Curve Number 83.4
Rain Gage ID ROCKWELL
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.21 - 83.4
Composite Area&Weighted CN 0.21 83.4
Subbasin Runoff Results
Total Rainfall(in) 1
Total Runoff(in) 0.14
Peak Runoff(cfs) 0.06
Weighted Curve Number 83.4
Time of Concentration(days hh:mm:ss) 0 00:05:00
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Subbasin:{POST-CON}.POST-CON:5
Rainfall Intensity Graph
2.4.
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
1.4
L
c 1.3
= 1.2
Fis
c 1.1
Et 1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
Runoff Hydrograph
0.062
0.06
0.058
0.056
0.054
0.052
0.05
0.048
0.046
0.044
0.042
0.04
0.038
0.036
v0.034
w0.032
c 0.03
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
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
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Subbasin:{POST-CON}.POST-CON:6
Input Data
Area(ac) 0.75
Peak Rate Factor 484
Weighted Curve Number 88.85
Rain Gage ID ROCKWELL
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.75 - 88.85
Composite Area&Weighted CN 0.75 88.85
Subbasin Runoff Results
Total Rainfall(in) 1
Total Runoff(in) 0.28
Peak Runoff(cfs) 0.52
Weighted Curve Number 88.85
Time of Concentration(days hh:mm:ss) 0 00:05:00
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Subbasin:{POST-CON}.POST-CON:6
Rainfall Intensity Graph
2.4.
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
1.4
L
c 1.3
= 1.2
Fis
1.1
Et 1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
Runoff Hydrograph
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
w 0.28
S 0.26
K 0.24
0.22
0.2
0.18
0.16
0.14
0.12
0.1
0.08
0.06
0.04
0.02
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
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Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft') (in)
1 SCM-RISER 802.75 808.00 5.25 802.75 0.00 0.00 -808.00 0.00 0.00
2 SITE-JUNCTION(VIRTUAL) 802.25 808.00 5.75 802.25 0.00 0.00 -808.00 0.00 0.00
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Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-in) (min)
1 SCM-RISER 0.05 0.00 802.82 0.07 0.00 5.18 802.78 0.03 0 05:39 0 00:00 0.00 0.00
2 SITE-JUNCTION(VIRTUAL) 0.56 0.52 802.45 0.20 0.00 5.55 802.28 0.03 0 03:06 0 00:00 0.00 0.00
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Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)
1 SCM-BARREL 39.00 802.75 0.00 802.25 0.00 0.50 1.2800 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1
2 SITE-LINK(VIRTUAL) 20.00 802.25 0.00 802.00 0.00 0.25 1.2500 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1
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Pipe Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 SCM-BARREL 0.05 0 05:39 12.88 0.00 4.78 0.14 0.07 0.04 0.00 Calculated
2 SITE-LINK(VIRTUAL) 0.56 0 03:06 27.40 0.02 3.43 0.10 0.20 0.10 0.00 Calculated
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Storage Nodes
Storage Node:SAND-FILTER
Input Data
Invert Elevation(ft) 805.00
Max(Rim)Elevation(ft) 808.00
Max(Rim)Offset(ft) 3.00
Initial Water Elevation(ft) 805.00
Initial Water Depth(ft) 0.00
Ponded Area(ft') 0.00
Evaporation Loss 0.00
Storage Area Volume Curves
Storage Curve:SAND-FILTER
Stage Storage Storage
Area Volume
(ft) (fe) (ft')
0 2539 0
1 3316 2927.5
2 4139 6655
3 5018 11233.5
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Storage Area Volume Curves
Storage Volume(ft3)
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000
3-... .................:.................:....:.................:....'......... :. ....... . . .' .:....: .. ............ 3
2.9-........................._........................_............................................................................._........................._...................... ................. .................. .................. ..__..... 2.9
2.8 s .. ..............._......................_.............................................................................................................................................................._.................. ___ -2.8
.................e................................................................................................................................ .................. ................. .................. ..............._ . .................._. _2.7
2.6 ........................................................................................................................................................................................................................................................... ... ................................... :2.6
2.5 t # -2.5
•
2.4-.._.......................i..........................i....................................................i............................................................................ ................. ....... ....... .................. ..............__ -2.4
2.3-;__..............................................._....................................................}............................................................................._}.................................. ......... .................. _ .................. _.-2.3
2.2- .__.....................i..........................i.....................................................i................................................ .................. ......... ........_. ................... .................. .................. _2.2
•
2.1-,___................................................................................................................................................................................. ........... .............................. .................. .................. __2.1
2-.,.....__...............................................................................................i............................................... ............ ... .............. .................. .................. ................_ _2
1.9. L.........................i..........................i........................_........................_i............................................... . .............. ................. .................. .................. .................. -1.9
1.8-..........................................................................................................}..............................................._............... ........................................................... .................. _ .............._.. _-1.8
1.7-..,_.............................................................................................................................._............. ........................................................ .................. .................. .................. _.-1.7
1.6-___........................................................................................................................ ............. .................. ................. .................. .................. .................. 1.6 w
0 1.5-_J,____..........................................._....................................................}..........._-.... ............. ...._............................... _ ................. .................. .................. _ .................. _1.5 aI
a a
`. i i
1.3-.1.............._....._.......................................................i............._....._... ....._....._ .._._ ................._....._....._....._....._.. .................. _ _....._......... -1.3
1- .__....................._.........................._....................... .................................................................................................................................................................................. .................. _.-1
0.9 ......................>..........................>............... ............ ....................i................................................. ................. ................. .................. .................. .................. _0.9
0.8 .......................................................... .......... ................................................................................................................................................................................................................... _0.8
0.7-.1......._............................................_....... ...........-.............._..........>.............................................................................e............................................... .................. _....._......... -0.7
0.6-',............................................ ..... ................................................................................................................................................................................_...................... .................. E -0.6
0.5---_....................................__...................................................................................................................................._..........................j...................... .................. .................. -.-0.5
0.4-___.....................>....... ..............>........................_..........................i................................................. ................. ................. .................. .................. .................. _0.4
0.3 __............... ................. ................. ................. ................. ................. ................. .................. .................. .................. __0.3
•
0.2 ......i..........................i.....................................................i............................................................................. ................. .................. .................. .................. _0.2
0 .................. ........... ............._.. ................. .............. .. ............ ...... ..... ........... ............... _. ......._...... -0
2,600 2,800 3,000 3,200 3,400 3,600 3,800 4,000 4,200 4,400 4,600 4,800 5,000
Storage Area (ft')
— Storage Area — Storage Volume II
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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 806.75 1.75 10.00 1.25 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 OCS-RIM Bottom Rectangular No 36.00 36.00 806.10 0.63
Output Summary Results
Peak Inflow(cfs) 2.17
Peak Lateral Inflow(cfs) 2.17
Peak Outflow(cfs) 0.05
Peak Exfiltration Flow Rate(cfm) 0
Max HGL Elevation Attained(ft) 805.98
Max HGL Depth Attained(ft) 0.98
Average HGL Elevation Attained(ft) 805.27
Average HGL Depth Attained(ft) 0.27
Time of Max HGL Occurrence(days hh:mm) 0 05:39
Total Exfiltration Volume(1000-ft3) 0
Total Flooded Volume(ac-in) 0
Total Time Flooded(min) 0
Total Retention Time(sec) 0
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Post-construction 1 Year, 24 Hour
BREC, P.A. Dollar General— Store #25122 16

Project Description
File Name POST-CON-ROUTING_08182023.SPF
Description Folders\PROJECTS\BREC\PROJECTS\316_TERAMORE_DEVELOPMENT\3
161142022_DOLLAR_GENERAL_ROCKWELL_CRESCENT_RD\PRODUCTI
Project Options
Flow Units CFS
Elevation Type Elevation
Hydrology Method SCS TR-55
Time of Concentration(TOC)Method User-Defined
Link Routing Method Kinematic Wave
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent Dry Days 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss
Reporting Time Step 0 00:00:05 days hh:mm:ss
Routing Time Step 5 seconds
Number of Elements
Qty
Rain Gages 1
Subbasins 6
Nodes 4
Junctions 2
Outfalls 1
Flow Diversions 0
Inlets 0
Storage Nodes 1
Links 5
Channels 0
Pipes 2
Pumps 0
Orifices 1
Weirs 1
Outlets 1
Pollutants 0
Land Uses 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 ROCKWELL Time Series 1YR-24HR Cumulative inches North Carolina Davidson 1.00 2.80 SCS Type 11 24-hr
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Subbasin Summary
SN Subbasin Area Peak Rate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1{POST-CON}.POST-CON:1 0.30 484.00 98.00 2.80 2.57 0.77 1.09 0 00:05:00
2{POST-CON}.POST-CON:2 0.21 484.00 96.70 2.80 2.43 0.51 0.75 0 00:05:00
3{POST-CON}.POST-CON:3 0.51 484.00 97.00 2.80 2.46 1.25 1.82 0 00:05:00
4{POST-CON}.POST-CON:4 0.15 484.00 61.00 2.80 0.29 0.04 0.05 0 00:05:00
5{POST-CON}.POST-CON:5 0.21 484.00 64.70 2.80 0.41 0.09 0.11 0 00:05:00
6{POST-CON}.POST-CON:6 0.75 484.00 70.50 2.80 0.63 0.47 0.66 0 00:05:00
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Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft9 (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 SCM-RISER Junction 802.75 808.00 802.75 0.00 0.00 2.76 803.22 0.00 4.78 0 00:00 0.00 0.00
2 SITE-JUNCTION(VIRTUAL) Junction 802.25 808.00 802.25 0.00 0.00 3.39 802.72 0.00 5.28 0 00:00 0.00 0.00
3 OUTFALL-1 Outfall 802.00 3.39 802.47
4 SAND-FILTER Storage Node 805.00 808.00 805.00 0.00 3.77 806.27 0.00 0.00
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Link Summary
SN Element Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
1 SCM-BARREL Pipe SCM-RISER SITE-JUNCTION(VIRTUAL) 39.00 802.75 802.25 1.2800 18.000 0.0120 2.76 12.88 0.21 5.81 0.47 0.31 0.00 Calculated
2 SITE-LINK(VIRTUAL) Pipe SITE-JUNCTION(VIRTUAL) OUTFALL-1 20.00 802.25 802.00 1.2500 24.000 0.0120 3.39 27.40 0.12 5.93 0.47 0.24 0.00 Calculated
3 OCS-RIM Orifice SAND-FILTER SCM-RISER 805.00 802.75 36.000 2.71
4 SAND Outlet SAND-FILTER SCM-RISER 805.00 802.75 0.05
5 EM-SPILLWAY Weir SAND-FILTER SITE-JUNCTION(VIRTUAL) 805.00 802.25 0.00
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Subbasin Hydrology
Subbasin:{POST-CON}.POST-CON:1
Input Data
Area(ac) 0.3
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage ID ROCKWELL
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.3 - 98
Composite Area&Weighted CN 0.3 98
Subbasin Runoff Results
Total Rainfall(in) 2.8
Total Runoff(in) 2.57
Peak Runoff(cfs) 1.09
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:05:00
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Subbasin:{POST-CON}.POST-CON:1
Rainfall Intensity Graph
4
3.8-
3.6
3.4
3.2
3 _
2.8
2.6
2.4-
1-2
2_
m
1.8
CC 1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
Runoff Hydrograph
1.15
1.1_
1.05
1
0.95
0.9-
0.85
0.8-
0.75
0.7
00.65
0.6
0.55
K 0.5-
0.45 -
0.4
0.35
0.3-
0.25-
0.2-
0.1-
0.05
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
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Subbasin:{POST-CON}.POST-CON:2
Input Data
Area(ac) 0.21
Peak Rate Factor 484
Weighted Curve Number 96.7
Rain Gage ID ROCKWELL
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.21 - 96.7
Composite Area&Weighted CN 0.21 96.7
Subbasin Runoff Results
Total Rainfall(in) 2.8
Total Runoff(in) 2.43
Peak Runoff(cfs) 0.75
Weighted Curve Number 96.7
Time of Concentration(days hh:mm:ss) 0 00:05:00
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Subbasin:{POST-CON}.POST-CON:2
Rainfall Intensity Graph
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
L 2.4 —
c
2.2 —
m 2
-
1.8ce
1.6
1.4
1.2
1_
0.8-
0.6— 1,
0.47
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
Runoff Hydrograph
0.8
0.75-
0.7-
0.65-
0.6-
II II I
0.55-
0.5-
00.45-
U -
w 0.4-
0
C -
K 0.35
0.3
0.25
0.2
0.15
0.1-
•
0.05
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
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Subbasin:{POST-CON}.POST-CON:3
Input Data
Area(ac) 0.51
Peak Rate Factor 484
Weighted Curve Number 97
Rain Gage ID ROCKWELL
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.51 - 97
Composite Area&Weighted CN 0.51 97
Subbasin Runoff Results
Total Rainfall(in) 2.8
Total Runoff(in) 2.46
Peak Runoff(cfs) 1.82
Weighted Curve Number 97
Time of Concentration(days hh:mm:ss) 0 00:05:00
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Subbasin:{POST-CON}.POST-CON:3
Rainfall Intensity Graph
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
L 2.4 —
c
2.2 —
m 2
-
1.8ce
1.6
1.4
1.2
1_
0.8-
0.6- 1,
0.47
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
Runoff Hydrograph
2-
1.9-
1.8'
1.7
1.6
I I I I I I I
1.4
1.3 II I I I
1.2-
1 1 1 1 1 1 1
O 1.
7 0.9
0.8
0.7-
0.6
0.5
0.4-
0.3
0.2
0.1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
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Subbasin:{POST-CON}.POST-CON:4
Input Data
Area(ac) 0.15
Peak Rate Factor 484
Weighted Curve Number 61
Rain Gage ID ROCKWELL
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.15 - 61
Composite Area&Weighted CN 0.15 61
Subbasin Runoff Results
Total Rainfall(in) 2.8
Total Runoff(in) 0.29
Peak Runoff(cfs) 0.05
Weighted Curve Number 61
Time of Concentration(days hh:mm:ss) 0 00:05:00
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Subbasin:{POST-CON}.POST-CON:4
Rainfall Intensity Graph
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
L 2.4 -
c
2.2 -
m 2
1.8
1.6
1.4
1.2
1_
0.8-
0.6- 1,
0.47
0.
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
Runoff Hydrograph
0.052
0.05
0.048
0.046
0.044
0.042 -
0.04 -
0.038
0.036
0.034
0.032
0.03
0..028
60.026
S0.024
K
0.022
0.02
0.018
0.016
0.014
0.012
0.01
0.008
0.006
0.004
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
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Subbasin:{POST-CON}.POST-CON:5
Input Data
Area(ac) 0.21
Peak Rate Factor 484
Weighted Curve Number 64.7
Rain Gage ID ROCKWELL
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.21 - 64.7
Composite Area&Weighted CN 0.21 64.7
Subbasin Runoff Results
Total Rainfall(in) 2.8
Total Runoff(in) 0.41
Peak Runoff(cfs) 0.11
Weighted Curve Number 64.7
Time of Concentration(days hh:mm:ss) 0 00:05:00
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Subbasin:{POST-CON}.POST-CON:5
Rainfall Intensity Graph
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
L 2.4 -
c
2.2
m 2
1.8
1.6
1.4
1.2
1_
0.8-
0.6- 1,
0.47
0.
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
Runoff Hydrograph
0.12
0.115- , I
0.11-
0.105-
0.1
0.095-
0.09
0.085
0.08
0.075-
0.07
4 -
v0.065-
G 0.06- -
S0.055-
K
0.05
0.045-
0.04
0.035-
0.03
0.025
0.02
0.015-
0.01
0.005
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
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Subbasin:{POST-CON}.POST-CON:6
Input Data
Area(ac) 0.75
Peak Rate Factor 484
Weighted Curve Number 70.5
Rain Gage ID ROCKWELL
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.75 - 70.5
Composite Area&Weighted CN 0.75 70.5
Subbasin Runoff Results
Total Rainfall(in) 2.8
Total Runoff(in) 0.63
Peak Runoff(cfs) 0.66
Weighted Curve Number 70.5
Time of Concentration(days hh:mm:ss) 0 00:05:00
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Subbasin:{POST-CON}.POST-CON:6
Rainfall Intensity Graph
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
L 2.4 —
c
2.2 —
m 2
1.8
1.6
1.4
1.2
1_
0.8-
0.6- 1,
0.47
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
Runoff Hydrograph
0.75
0.7
0.65- -
0.6-
0.55
0.5-
0.45-
N -
0.4
c 0.35— -
z
0.3
0.25
0.2
0.15
0.1
0.05-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
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Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft') (in)
1 SCM-RISER 802.75 808.00 5.25 802.75 0.00 0.00 -808.00 0.00 0.00
2 SITE-JUNCTION(VIRTUAL) 802.25 808.00 5.75 802.25 0.00 0.00 -808.00 0.00 0.00
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Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-in) (min)
1 SCM-RISER 2.76 0.00 803.22 0.47 0.00 4.78 802.81 0.06 0 12:01 0 00:00 0.00 0.00
2 SITE-JUNCTION(VIRTUAL) 3.39 0.66 802.72 0.47 0.00 5.28 802.31 0.06 0 12:01 0 00:00 0.00 0.00
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Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)
1 SCM-BARREL 39.00 802.75 0.00 802.25 0.00 0.50 1.2800 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1
2 SITE-LINK(VIRTUAL) 20.00 802.25 0.00 802.00 0.00 0.25 1.2500 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1
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Pipe Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 SCM-BARREL 2.76 0 12:01 12.88 0.21 5.81 0.11 0.47 0.31 0.00 Calculated
2 SITE-LINK(VIRTUAL) 3.39 0 12:01 27.40 0.12 5.93 0.06 0.47 0.24 0.00 Calculated
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Storage Nodes
Storage Node:SAND-FILTER
Input Data
Invert Elevation(ft) 805.00
Max(Rim)Elevation(ft) 808.00
Max(Rim)Offset(ft) 3.00
Initial Water Elevation(ft) 805.00
Initial Water Depth(ft) 0.00
Ponded Area(ft') 0.00
Evaporation Loss 0.00
Storage Area Volume Curves
Storage Curve:SAND-FILTER
Stage Storage Storage
Area Volume
(ft) (fe) (ft')
0 2539 0
1 3316 2927.5
2 4139 6655
3 5018 11233.5
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Storage Area Volume Curves
Storage Volume(ft3)
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000
3-... .................:.................:....:.................:....'......... :. ....... . . .' .:....: .. ............ 3
2.9-........................._........................_............................................................................._........................._...................... ................. .................. .................. ..__..... 2.9
2.8 s .. ..............._......................_.............................................................................................................................................................._.................. ___ -2.8
.................e................................................................................................................................ .................. ................. .................. ..............._ . .................._. _2.7
2.6 ........................................................................................................................................................................................................................................................... ... ................................... :2.6
2.5 t # -2.5
•
2.4-.._.......................i..........................i....................................................i............................................................................ ................. ....... ....... .................. ..............__ -2.4
2.3-;__..............................................._....................................................}............................................................................._}.................................. ......... .................. _ .................. _.-2.3
2.2- .__.....................i..........................i.....................................................i................................................ .................. ......... ........_. ................... .................. .................. _2.2
•
2.1-,___................................................................................................................................................................................. ........... .............................. .................. .................. __2.1
2-.,.....__...............................................................................................i............................................... ............ ... .............. .................. .................. ................_ _2
1.9. L.........................i..........................i........................_........................_i............................................... . .............. ................. .................. .................. .................. -1.9
1.8-..........................................................................................................}..............................................._............... ........................................................... .................. _ .............._.. _-1.8
1.7-..,_.............................................................................................................................._............. ........................................................ .................. .................. .................. _.-1.7
1.6-___........................................................................................................................ ............. .................. ................. .................. .................. .................. 1.6 w
0 1.5-_J,____..........................................._....................................................}..........._-.... ............. ...._............................... _ ................. .................. .................. _ .................. _1.5 aI
a a
`. i i
1.3-.1.............._....._.......................................................i............._....._... ....._....._ .._._ ................._....._....._....._....._.. .................. _ _....._......... -1.3
1- .__....................._.........................._....................... .................................................................................................................................................................................. .................. _.-1
0.9 ......................>..........................>............... ............ ....................i................................................. ................. ................. .................. .................. .................. _0.9
0.8 .......................................................... .......... ................................................................................................................................................................................................................... _0.8
0.7-.1......._............................................_....... ...........-.............._..........>.............................................................................e............................................... .................. _....._......... -0.7
0.6-',............................................ ..... ................................................................................................................................................................................_...................... .................. E -0.6
0.5---_....................................__...................................................................................................................................._..........................j...................... .................. .................. -.-0.5
0.4-___.....................>....... ..............>........................_..........................i................................................. ................. ................. .................. .................. .................. _0.4
0.3 __............... ................. ................. ................. ................. ................. ................. .................. .................. .................. __0.3
•
0.2 ......i..........................i.....................................................i............................................................................. ................. .................. .................. .................. _0.2
0 .................. ........... ............._.. ................. .............. .. ............ ...... ..... ........... ............... _. ......._...... -0
2,600 2,800 3,000 3,200 3,400 3,600 3,800 4,000 4,200 4,400 4,600 4,800 5,000
Storage Area (ft')
— Storage Area — Storage Volume II
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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 806.75 1.75 10.00 1.25 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 OCS-RIM Bottom Rectangular No 36.00 36.00 806.10 0.63
Output Summary Results
Peak Inflow(cfs) 3.77
Peak Lateral Inflow(cfs) 3.77
Peak Outflow(cfs) 2.76
Peak Exfiltration Flow Rate(cfm) 0
Max HGL Elevation Attained(ft) 806.27
Max HGL Depth Attained(ft) 1.27
Average HGL Elevation Attained(ft) 805.54
Average HGL Depth Attained(ft) 0.54
Time of Max HGL Occurrence(days hh:mm) 0 12:01
Total Exfiltration Volume(1000-ft3) 0
Total Flooded Volume(ac-in) 0
Total Time Flooded(min) 0
Total Retention Time(sec) 0
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Post-construction 10 Year, 24 Hour
BREC, P.A. Dollar General— Store #25122 17

Project Description
File Name POST-CON-ROUTING_08182023.SPF
Description Folders\PROJECTS\BREC\PROJECTS\316_TERAMORE_DEVELOPMENT\3
161142022_DOLLAR_GENERAL_ROCKWELL_CRESCENT_RD\PRODUCTI
Project Options
Flow Units CFS
Elevation Type Elevation
Hydrology Method SCS TR-55
Time of Concentration(TOC)Method User-Defined
Link Routing Method Kinematic Wave
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent Dry Days 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss
Reporting Time Step 0 00:00:05 days hh:mm:ss
Routing Time Step 5 seconds
Number of Elements
Qty
Rain Gages 1
Subbasins 6
Nodes 4
Junctions 2
Outfalls 1
Flow Diversions 0
Inlets 0
Storage Nodes 1
Links 5
Channels 0
Pipes 2
Pumps 0
Orifices 1
Weirs 1
Outlets 1
Pollutants 0
Land Uses 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 ROCKWELL Time Series 10YR-24HR Cumulative inches North Carolina Davidson 10.00 4.91 SCS Type 11 24-hr
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Subbasin Summary
SN Subbasin Area Peak Rate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1{POST-CON}.POST-CON:1 0.30 484.00 98.00 4.91 4.67 1.40 1.94 0 00:05:00
2{POST-CON}.POST-CON:2 0.21 484.00 96.70 4.91 4.52 0.95 1.35 0 00:05:00
3{POST-CON}.POST-CON:3 0.51 484.00 97.00 4.91 4.56 2.32 3.27 0 00:05:00
4{POST-CON}.POST-CON:4 0.15 484.00 61.00 4.91 1.32 0.20 0.29 0 00:05:00
5{POST-CON}.POST-CON:5 0.21 484.00 64.70 4.91 1.57 0.33 0.51 0 00:05:00
6{POST-CON}.POST-CON:6 0.75 484.00 70.50 4.91 2.01 1.51 2.37 0 00:05:00
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Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft9 (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 SCM-RISER Junction 802.75 808.00 802.75 0.00 0.00 6.96 803.54 0.00 4.46 0 00:00 0.00 0.00
2 SITE-JUNCTION(VIRTUAL) Junction 802.25 808.00 802.25 0.00 0.00 9.28 803.05 0.00 4.95 0 00:00 0.00 0.00
3 OUTFALL-1 Outfall 802.00 9.28 802.80
4 SAND-FILTER Storage Node 805.00 808.00 805.00 0.00 7.33 806.41 0.00 0.00
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Link Summary
SN Element Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
1 SCM-BARREL Pipe SCM-RISER SITE-JUNCTION(VIRTUAL) 39.00 802.75 802.25 1.2800 18.000 0.0120 6.96 12.88 0.54 7.43 0.79 0.52 0.00 Calculated
2 SITE-LINK(VIRTUAL) Pipe SITE-JUNCTION(VIRTUAL) OUTFALL-1 20.00 802.25 802.00 1.2500 24.000 0.0120 9.28 27.40 0.34 7.88 0.80 0.40 0.00 Calculated
3 OCS-RIM Orifice SAND-FILTER SCM-RISER 805.00 802.75 36.000 6.90
4 SAND Outlet SAND-FILTER SCM-RISER 805.00 802.75 0.05
5 EM-SPILLWAY Weir SAND-FILTER SITE-JUNCTION(VIRTUAL) 805.00 802.25 0.00
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Subbasin Hydrology
Subbasin:{POST-CON}.POST-CON:1
Input Data
Area(ac) 0.3
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage ID ROCKWELL
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.3 - 98
Composite Area&Weighted CN 0.3 98
Subbasin Runoff Results
Total Rainfall(in) 4.91
Total Runoff(in) 4.67
Peak Runoff(cfs) 1.94
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:05:00
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Subbasin:{POST-CON}.POST-CON:1
Rainfall Intensity Graph
7
6.5-
6
5.5 - -
5 -
4.5
. 4 •
c
= 3.5-
C -
3
ce
2.5
2
1.5
1
0.5-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
Runoff Hydrograph
2.1
2
1.9
1.8
1.7
1.6
1.5
1.4
1.3
N 1.
2-
1.1-
c 1_ (
K 0.9
0.8
0.7
0.6
0.5-
0.4-
0.3-
0.2-
0.1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
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Subbasin:{POST-CON}.POST-CON:2
Input Data
Area(ac) 0.21
Peak Rate Factor 484
Weighted Curve Number 96.7
Rain Gage ID ROCKWELL
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.21 - 96.7
Composite Area&Weighted CN 0.21 96.7
Subbasin Runoff Results
Total Rainfall(in) 4.91
Total Runoff(in) 4.52
Peak Runoff(cfs) 1.35
Weighted Curve Number 96.7
Time of Concentration(days hh:mm:ss) 0 00:05:00
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Subbasin:{POST-CON}.POST-CON:2
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5 -
4.5-
c 4
m -
ce
2.5
2
1.5
1
0.5
_ .
. . . . . . . . . . . . . . . . . . . . .
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
Runoff Hydrograph
1.4
1.35 -
1.3
1.25
1.2
1.15
1.1
1.05
1
0.95
0.9
0.85
0.8
y 0.75
w 0.7
O
S 0.65
K 0.6
0.55
0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
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Subbasin:{POST-CON}.POST-CON:3
Input Data
Area(ac) 0.51
Peak Rate Factor 484
Weighted Curve Number 97
Rain Gage ID ROCKWELL
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.51 - 97
Composite Area&Weighted CN 0.51 97
Subbasin Runoff Results
Total Rainfall(in) 4.91
Total Runoff(in) 4.56
Peak Runoff(cfs) 3.27
Weighted Curve Number 97
Time of Concentration(days hh:mm:ss) 0 00:05:00
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Subbasin:{POST-CON}.POST-CON:3
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5 —
L
4.5-
c 4
m -
ce
2.5
2
1.5
1
0.5
_ .
. . . . . . . . . . . . . . . . . . . . .
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
Runoff Hydrograph
3.6
3.4-
3.2-
3
2.8
2.6
2.4
2.2-
N 2_
U
w 1.8-
O
C
1.4
1.2
1
0.8
0.6
0.4-
*"."" -
0.2-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
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Subbasin:{POST-CON}.POST-CON:4
Input Data
Area(ac) 0.15
Peak Rate Factor 484
Weighted Curve Number 61
Rain Gage ID ROCKWELL
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.15 - 61
Composite Area&Weighted CN 0.15 61
Subbasin Runoff Results
Total Rainfall(in) 4.91
Total Runoff(in) 1.32
Peak Runoff(cfs) 0.29
Weighted Curve Number 61
Time of Concentration(days hh:mm:ss) 0 00:05:00
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Subbasin:{POST-CON}.POST-CON:4
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5 —
L
4.5-
c 4
m
3
2.5
2
1.5
1
0.5
. . . . . . . . . .
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
Runoff Hydrograph
0.31
0.3
0.29
0.28-
0.27
0.26
0.25-
0.24
0.23
0.22-
0.21
0.2_
0.19
0.18
v 0.17
O 0.15- - -
S 0.14
K 0.13- -
0.12
0.11
0.1
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
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Subbasin:{POST-CON}.POST-CON:5
Input Data
Area(ac) 0.21
Peak Rate Factor 484
Weighted Curve Number 64.7
Rain Gage ID ROCKWELL
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.21 - 64.7
Composite Area&Weighted CN 0.21 64.7
Subbasin Runoff Results
Total Rainfall(in) 4.91
Total Runoff(in) 1.57
Peak Runoff(cfs) 0.51
Weighted Curve Number 64.7
Time of Concentration(days hh:mm:ss) 0 00:05:00
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Subbasin:{POST-CON}.POST-CON:5
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5 -
4.5-
1-
c 4
m -
CC
2.5
2
1.5
1
0.5
_ .
. . . . . . . . . . . . . . . . . . . . .
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
Runoff Hydrograph
0.54
0.52 -
0.5
0.48 -
0.46 -
0.44
0.42 -
0.4
0.38
0.36
0.34
0.32
y 0.3
U
`�'0.28
-2 0.26
0.24
CC
0.22
0.2
0.18
0.16
0.14
0.12
0.1
0.08
0.06
0.04
0.02
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
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Subbasin:{POST-CON}.POST-CON:6
Input Data
Area(ac) 0.75
Peak Rate Factor 484
Weighted Curve Number 70.5
Rain Gage ID ROCKWELL
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.75 - 70.5
Composite Area&Weighted CN 0.75 70.5
Subbasin Runoff Results
Total Rainfall(in) 4.91
Total Runoff(in) 2.01
Peak Runoff(cfs) 2.37
Weighted Curve Number 70.5
Time of Concentration(days hh:mm:ss) 0 00:05:00
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Subbasin:{POST-CON}.POST-CON:6
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5
L
4.5-
c 4
m -
ce
2.5
2
1.5
1
0.5
_ .
. . . . . . . . . . . . . . . . . . . . .
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
Runoff Hydrograph
2.5
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7-
1.6
1.5
11.4
1.3
c 1.2-
S
1.1
1
0.9
0.8
0.7-
0.6
0.5-
0.4
0.3
0.2
0.1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
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Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft') (in)
1 SCM-RISER 802.75 808.00 5.25 802.75 0.00 0.00 -808.00 0.00 0.00
2 SITE-JUNCTION(VIRTUAL) 802.25 808.00 5.75 802.25 0.00 0.00 -808.00 0.00 0.00
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Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-in) (min)
1 SCM-RISER 6.96 0.00 803.54 0.79 0.00 4.46 802.82 0.07 0 11:56 0 00:00 0.00 0.00
2 SITE-JUNCTION(VIRTUAL) 9.28 2.37 803.05 0.80 0.00 4.95 802.33 0.08 0 11:56 0 00:00 0.00 0.00
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Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)
1 SCM-BARREL 39.00 802.75 0.00 802.25 0.00 0.50 1.2800 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1
2 SITE-LINK(VIRTUAL) 20.00 802.25 0.00 802.00 0.00 0.25 1.2500 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1
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Pipe Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 SCM-BARREL 6.96 0 11:56 12.88 0.54 7.43 0.09 0.79 0.52 0.00 Calculated
2 SITE-LINK(VIRTUAL) 9.28 0 11:56 27.40 0.34 7.88 0.04 0.80 0.40 0.00 Calculated
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Storage Nodes
Storage Node:SAND-FILTER
Input Data
Invert Elevation(ft) 805.00
Max(Rim)Elevation(ft) 808.00
Max(Rim)Offset(ft) 3.00
Initial Water Elevation(ft) 805.00
Initial Water Depth(ft) 0.00
Ponded Area(ft') 0.00
Evaporation Loss 0.00
Storage Area Volume Curves
Storage Curve:SAND-FILTER
Stage Storage Storage
Area Volume
(ft) (fe) (ft')
0 2539 0
1 3316 2927.5
2 4139 6655
3 5018 11233.5
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Storage Area Volume Curves
Storage Volume(ft3)
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000
3-... .................:.................:....:.................:....'......... :. ....... . . .' .:....: .. ............ 3
2.9-........................._........................_............................................................................._........................._...................... ................. .................. .................. ..__..... 2.9
2.8 s .. ..............._......................_.............................................................................................................................................................._.................. ___ -2.8
.................e................................................................................................................................ .................. ................. .................. ..............._ . .................._. _2.7
2.6 ........................................................................................................................................................................................................................................................... ... ................................... :2.6
2.5 t # -2.5
•
2.4-.._.......................i..........................i....................................................i............................................................................ ................. ....... ....... .................. ..............__ -2.4
2.3-;__..............................................._....................................................}............................................................................._}.................................. ......... .................. _ .................. _.-2.3
2.2- .__.....................i..........................i.....................................................i................................................ .................. ......... ........_. ................... .................. .................. _2.2
•
2.1-,___................................................................................................................................................................................. ........... .............................. .................. .................. __2.1
2-.,.....__...............................................................................................i............................................... ............ ... .............. .................. .................. ................_ _2
1.9. L.........................i..........................i........................_........................_i............................................... . .............. ................. .................. .................. .................. -1.9
1.8-..........................................................................................................}..............................................._............... ........................................................... .................. _ .............._.. _-1.8
1.7-..,_.............................................................................................................................._............. ........................................................ .................. .................. .................. _.-1.7
1.6-___........................................................................................................................ ............. .................. ................. .................. .................. .................. 1.6 w
0 1.5-_J,____..........................................._....................................................}..........._-.... ............. ...._............................... _ ................. .................. .................. _ .................. _1.5 aI
a a
`. i i
1.3-.1.............._....._.......................................................i............._....._... ....._....._ .._._ ................._....._....._....._....._.. .................. _ _....._......... -1.3
1- .__....................._.........................._....................... .................................................................................................................................................................................. .................. _.-1
0.9 ......................>..........................>............... ............ ....................i................................................. ................. ................. .................. .................. .................. _0.9
0.8 .......................................................... .......... ................................................................................................................................................................................................................... _0.8
0.7-.1......._............................................_....... ...........-.............._..........>.............................................................................e............................................... .................. _....._......... -0.7
0.6-',............................................ ..... ................................................................................................................................................................................_...................... .................. E -0.6
0.5---_....................................__...................................................................................................................................._..........................j...................... .................. .................. -.-0.5
0.4-___.....................>....... ..............>........................_..........................i................................................. ................. ................. .................. .................. .................. _0.4
0.3 __............... ................. ................. ................. ................. ................. ................. .................. .................. .................. __0.3
•
0.2 ......i..........................i.....................................................i............................................................................. ................. .................. .................. .................. _0.2
0 .................. ........... ............._.. ................. .............. .. ............ ...... ..... ........... ............... _. ......._...... -0
2,600 2,800 3,000 3,200 3,400 3,600 3,800 4,000 4,200 4,400 4,600 4,800 5,000
Storage Area (ft')
— Storage Area — Storage Volume II
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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 806.75 1.75 10.00 1.25 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 OCS-RIM Bottom Rectangular No 36.00 36.00 806.10 0.63
Output Summary Results
Peak Inflow(cfs) 7.33
Peak Lateral Inflow(cfs) 7.33
Peak Outflow(cfs) 6.96
Peak Exfiltration Flow Rate(cfm) 0
Max HGL Elevation Attained(ft) 806.41
Max HGL Depth Attained(ft) 1.41
Average HGL Elevation Attained(ft) 805.6
Average HGL Depth Attained(ft) 0.6
Time of Max HGL Occurrence(days hh:mm) 0 11:56
Total Exfiltration Volume(1000-ft3) 0
Total Flooded Volume(ac-in) 0
Total Time Flooded(min) 0
Total Retention Time(sec) 0
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Post-construction 100 Year, 24 Hour
BREC, P.A. Dollar General— Store #25122 18

Project Description
File Name POST-CON-ROUTING_08182023.SPF
Description Folders\PROJECTS\BREC\PROJECTS\316_TERAMORE_DEVELOPMENT\3
161142022_DOLLAR_GENERAL_ROCKWELL_CRESCENT_RD\PRODUCTI
Project Options
Flow Units CFS
Elevation Type Elevation
Hydrology Method SCS TR-55
Time of Concentration(TOC)Method User-Defined
Link Routing Method Kinematic Wave
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent Dry Days 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss
Reporting Time Step 0 00:00:05 days hh:mm:ss
Routing Time Step 5 seconds
Number of Elements
Qty
Rain Gages 1
Subbasins 6
Nodes 4
Junctions 2
Outfalls 1
Flow Diversions 0
Inlets 0
Storage Nodes 1
Links 5
Channels 0
Pipes 2
Pumps 0
Orifices 1
Weirs 1
Outlets 1
Pollutants 0
Land Uses 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 ROCKWELL Time Series 100YR-24HR Cumulative inches North Carolina Davidson 100.00 7.30 SCS Type II 24-hr
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Subbasin Summary
SN Subbasin Area Peak Rate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1{POST-CON}.POST-CON:1 0.30 484.00 98.00 7.30 7.06 2.12 2.89 0 00:05:00
2{POST-CON}.POST-CON:2 0.21 484.00 96.70 7.30 6.91 1.45 2.02 0 00:05:00
3{POST-CON}.POST-CON:3 0.51 484.00 97.00 7.30 6.94 3.54 4.90 0 00:05:00
4{POST-CON}.POST-CON:4 0.15 484.00 61.00 7.30 2.92 0.44 0.68 0 00:05:00
5{POST-CON}.POST-CON:5 0.21 484.00 64.70 7.30 3.30 0.69 1.11 0 00:05:00
6{POST-CON}.POST-CON:6 0.75 484.00 70.50 7.30 3.92 2.94 4.67 0 00:05:00
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Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft9 (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 SCM-RISER Junction 802.75 808.00 802.75 0.00 0.00 11.09 803.82 0.00 4.18 0 00:00 0.00 0.00
2 SITE-JUNCTION(VIRTUAL) Junction 802.25 808.00 802.25 0.00 0.00 15.65 803.33 0.00 4.67 0 00:00 0.00 0.00
3 OUTFALL-1 Outfall 802.00 15.65 803.08
4 SAND-FILTER Storage Node 805.00 808.00 805.00 0.00 11.57 806.52 0.00 0.00
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Link Summary
SN Element Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
1 SCM-BARREL Pipe SCM-RISER SITE-JUNCTION(VIRTUAL) 39.00 802.75 802.25 1.2800 18.000 0.0120 11.09 12.88 0.86 8.20 1.07 0.72 0.00 Calculated
2 SITE-LINK(VIRTUAL) Pipe SITE-JUNCTION(VIRTUAL) OUTFALL-1 20.00 802.25 802.00 1.2500 24.000 0.0120 15.65 27.40 0.57 9.01 1.08 0.54 0.00 Calculated
3 OCS-RIM Orifice SAND-FILTER SCM-RISER 805.00 802.75 36.000 11.03
4 SAND Outlet SAND-FILTER SCM-RISER 805.00 802.75 0.06
5 EM-SPILLWAY Weir SAND-FILTER SITE-JUNCTION(VIRTUAL) 805.00 802.25 0.00
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Subbasin Hydrology
Subbasin:{POST-CON}.POST-CON:1
Input Data
Area(ac) 0.3
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage ID ROCKWELL
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.3 - 98
Composite Area&Weighted CN 0.3 98
Subbasin Runoff Results
Total Rainfall(in) 7.3
Total Runoff(in) 7.06
Peak Runoff(cfs) 2.89
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:05:00
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Subbasin:{POST-CON}.POST-CON:1
Rainfall Intensity Graph
10.5
10
9.5
9
8.5
8
7.5
7
6.5
L 6 -
c
m 5
4.5
4
3.5
3
2.5
1.5
1
0.5
O 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
Runoff Hydrograph
3.1
3
2.9
2.8
2.7
2.6
2.5
2.4
2.3
2.2
2.1
2
1.9
1.8
"8::-)
1.7
U
6
O 1.5
z 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
O 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
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Subbasin:{POST-CON}.POST-CON:2
Input Data
Area(ac) 0.21
Peak Rate Factor 484
Weighted Curve Number 96.7
Rain Gage ID ROCKWELL
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.21 - 96.7
Composite Area&Weighted CN 0.21 96.7
Subbasin Runoff Results
Total Rainfall(in) 7.3
Total Runoff(in) 6.91
Peak Runoff(cfs) 2.02
Weighted Curve Number 96.7
Time of Concentration(days hh:mm:ss) 0 00:05:00
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Subbasin:{POST-CON},POST-CON:2
Rainfall Intensity Graph
11
10.5-
10-
9.5-
9_
8.5-
8_
7.5-
7-
6.5-
6_
— 5.5-
5-Cs
II 4.5-
4-
3.5-
3-
2.5-
2-
1.5-
1-
0.5-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
Runoff Hydrograph
2.2
2.1-
2-
1.9-
1.8-
1.7-
1.6-
1.5-
1.4-
1.3-
- 1.1-
0
n 1-
0.9-
0.7-
0.6-
0.5-
0.4-
0.2- .
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
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Subbasin:{POST-CON}.POST-CON:3
Input Data
Area(ac) 0.51
Peak Rate Factor 484
Weighted Curve Number 97
Rain Gage ID ROCKWELL
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.51 - 97
Composite Area&Weighted CN 0.51 97
Subbasin Runoff Results
Total Rainfall(in) 7.3
Total Runoff(in) 6.94
Peak Runoff(cfs) 4.9
Weighted Curve Number 97
Time of Concentration(days hh:mm:ss) 0 00:05:00
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Subbasin:{POST-CON}.POST-CON:3
Rainfall Intensity Graph
11
10.5
10
9.5
9
8.5
8
7.5
7
6.5
L
•
c 6
= 5.5
C 5
Et 4.5
4
3.5
3
2.5
2
1.5
1
0.5
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
Runoff Hydrograph
5.2
5
4.8 i
4.6
4.4
4.2
4
3.8
3.6
3.2
3.2
3
N
U 2.8
w 2.6
O
S 2.4
K 2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2 -
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
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Subbasin:{POST-CON}.POST-CON:4
Input Data
Area(ac) 0.15
Peak Rate Factor 484
Weighted Curve Number 61
Rain Gage ID ROCKWELL
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.15 - 61
Composite Area&Weighted CN 0.15 61
Subbasin Runoff Results
Total Rainfall(in) 7.3
Total Runoff(in) 2.92
Peak Runoff(cfs) 0.68
Weighted Curve Number 61
Time of Concentration(days hh:mm:ss) 0 00:05:00
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Subbasin:{POST-CON}.POST-CON:4
Rainfall Intensity Graph
11
10.5
10
9.5
9
8.5
8
7.5
7
6.5
L
•
c 6
= 5.5
C 5
Et 4.5
4
3.5
3
2.5
2
1.5
1
0.5
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
Runoff Hydrograph
0.75
0.7
0.65-
0.6-
0.55
0.5-
0.45-
N -
0.4
c 0.35
z
0.3
0.25
0.2
0.15
0.1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
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Subbasin:{POST-CON}.POST-CON:5
Input Data
Area(ac) 0.21
Peak Rate Factor 484
Weighted Curve Number 64.7
Rain Gage ID ROCKWELL
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.21 - 64.7
Composite Area&Weighted CN 0.21 64.7
Subbasin Runoff Results
Total Rainfall(in) 7.3
Total Runoff(in) 3.3
Peak Runoff(cfs) 1.11
Weighted Curve Number 64.7
Time of Concentration(days hh:mm:ss) 0 00:05:00
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Subbasin:{POST-CON}.POST-CON:5
Rainfall Intensity Graph
11
10.5
10
9.5
9
8.5
8
7.5
7
6.5
L
•c 6
= 5.5
C 5
Et 4.5
4
3.5
3
2.5
2
1.5
1
0.5
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
Runoff Hydrograph
1.2
1.15
1.1
1.05
1
0.95
0.9
0.85
0.8
0.75
0.7
N
5 0.65
0
0.6
S 0.55
0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
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Subbasin:{POST-CON}.POST-CON:6
Input Data
Area(ac) 0.75
Peak Rate Factor 484
Weighted Curve Number 70.5
Rain Gage ID ROCKWELL
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
- 0.75 - 70.5
Composite Area&Weighted CN 0.75 70.5
Subbasin Runoff Results
Total Rainfall(in) 7.3
Total Runoff(in) 3.92
Peak Runoff(cfs) 4.67
Weighted Curve Number 70.5
Time of Concentration(days hh:mm:ss) 0 00:05:00
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Subbasin:{POST-CON}.POST-CON:6
Rainfall Intensity Graph
11
10.5
10
9.5
9
8.5
8
7.5
7
6.5
L
•
c 6
= 5.5
C 5
Et 4.5
4
3.5
3
2.5
2
1.5
1
0.5
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
Runoff Hydrograph
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
. 2.8
11
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time(hrs)
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Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft') (in)
1 SCM-RISER 802.75 808.00 5.25 802.75 0.00 0.00 -808.00 0.00 0.00
2 SITE-JUNCTION(VIRTUAL) 802.25 808.00 5.75 802.25 0.00 0.00 -808.00 0.00 0.00
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Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-in) (min)
1 SCM-RISER 11.09 0.00 803.82 1.07 0.00 4.18 802.84 0.09 0 11:56 0 00:00 0.00 0.00
2 SITE-JUNCTION(VIRTUAL) 15.65 4.67 803.33 1.08 0.00 4.67 802.34 0.09 0 11:56 0 00:00 0.00 0.00
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Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)
1 SCM-BARREL 39.00 802.75 0.00 802.25 0.00 0.50 1.2800 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1
2 SITE-LINK(VIRTUAL) 20.00 802.25 0.00 802.00 0.00 0.25 1.2500 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1
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Pipe Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 SCM-BARREL 11.09 0 11:56 12.88 0.86 8.20 0.08 1.07 0.72 0.00 Calculated
2 SITE-LINK(VIRTUAL) 15.65 0 11:56 27.40 0.57 9.01 0.04 1.08 0.54 0.00 Calculated
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Storage Nodes
Storage Node:SAND-FILTER
Input Data
Invert Elevation(ft) 805.00
Max(Rim)Elevation(ft) 808.00
Max(Rim)Offset(ft) 3.00
Initial Water Elevation(ft) 805.00
Initial Water Depth(ft) 0.00
Ponded Area(ft') 0.00
Evaporation Loss 0.00
Storage Area Volume Curves
Storage Curve:SAND-FILTER
Stage Storage Storage
Area Volume
(ft) (fe) (ft')
0 2539 0
1 3316 2927.5
2 4139 6655
3 5018 11233.5
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Storage Area Volume Curves
Storage Volume(ft3)
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000
3-... .................:.................:....:.................:....'......... :. ....... . . .' .:....: .. ............ 3
2.9-........................._........................_............................................................................._........................._...................... ................. .................. .................. ..__..... 2.9
2.8 s .. ..............._......................_.............................................................................................................................................................._.................. ___ -2.8
.................e................................................................................................................................ .................. ................. .................. ..............._ . .................._. _2.7
2.6 ........................................................................................................................................................................................................................................................... ... ................................... :2.6
2.5 t # -2.5
•
2.4-.._.......................i..........................i....................................................i............................................................................ ................. ....... ....... .................. ..............__ -2.4
2.3-;__..............................................._....................................................}............................................................................._}.................................. ......... .................. _ .................. _.-2.3
2.2- .__.....................i..........................i.....................................................i................................................ .................. ......... ........_. ................... .................. .................. _2.2
•
2.1-,___................................................................................................................................................................................. ........... .............................. .................. .................. __2.1
2-.,.....__...............................................................................................i............................................... ............ ... .............. .................. .................. ................_ _2
1.9. L.........................i..........................i........................_........................_i............................................... . .............. ................. .................. .................. .................. -1.9
1.8-..........................................................................................................}..............................................._............... ........................................................... .................. _ .............._.. _-1.8
1.7-..,_.............................................................................................................................._............. ........................................................ .................. .................. .................. _.-1.7
1.6-___........................................................................................................................ ............. .................. ................. .................. .................. .................. 1.6 w
0 1.5-_J,____..........................................._....................................................}..........._-.... ............. ...._............................... _ ................. .................. .................. _ .................. _1.5 aI
a a
`. i i
1.3-.1.............._....._.......................................................i............._....._... ....._....._ .._._ ................._....._....._....._....._.. .................. _ _....._......... -1.3
1- .__....................._.........................._....................... .................................................................................................................................................................................. .................. _.-1
0.9 ......................>..........................>............... ............ ....................i................................................. ................. ................. .................. .................. .................. _0.9
0.8 .......................................................... .......... ................................................................................................................................................................................................................... _0.8
0.7-.1......._............................................_....... ...........-.............._..........>.............................................................................e............................................... .................. _....._......... -0.7
0.6-',............................................ ..... ................................................................................................................................................................................_...................... .................. E -0.6
0.5---_....................................__...................................................................................................................................._..........................j...................... .................. .................. -.-0.5
0.4-___.....................>....... ..............>........................_..........................i................................................. ................. ................. .................. .................. .................. _0.4
0.3 __............... ................. ................. ................. ................. ................. ................. .................. .................. .................. __0.3
•
0.2 ......i..........................i.....................................................i............................................................................. ................. .................. .................. .................. _0.2
0 .................. ........... ............._.. ................. .............. .. ............ ...... ..... ........... ............... _. ......._...... -0
2,600 2,800 3,000 3,200 3,400 3,600 3,800 4,000 4,200 4,400 4,600 4,800 5,000
Storage Area (ft')
— Storage Area — Storage Volume II
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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 806.75 1.75 10.00 1.25 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 OCS-RIM Bottom Rectangular No 36.00 36.00 806.10 0.63
Output Summary Results
Peak Inflow(cfs) 11.57
Peak Lateral Inflow(cfs) 11.57
Peak Outflow(cfs) 11.09
Peak Exfiltration Flow Rate(cfm) 0
Max HGL Elevation Attained(ft) 806.52
Max HGL Depth Attained(ft) 1.52
Average HGL Elevation Attained(ft) 805.65
Average HGL Depth Attained(ft) 0.65
Time of Max HGL Occurrence(days hh:mm) 0 11:56
Total Exfiltration Volume(1000-ft3) 0
Total Flooded Volume(ac-in) 0
Total Time Flooded(min) 0
Total Retention Time(sec) 0
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Soils Report
BREC, P.A. Dollar General— Store #25122 19

USDA United States A product of the National Custom Soil Resource
Department of Cooperative Soil Survey,
Agriculture a joint effort of the United Report for
\ RCS States Department of
Agriculture and other Rowan County,
Federal agencies, State
Natural agencies including the
Resources Agricultural Experiment North Carolina
Conservation Stations, and local
Service participants
,I
•. llik -
il \ 1, . . - $1
'I \`
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J 0111KJI.11/1-u.
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0 ��200 ft • ,
.max r. _ / - _ -
April 17, 2023

Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs)or your NRCS State Soil
Scientist(http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/?
cid=nrcs142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2

alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at [phone] (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call [phone] (voice)or(202) 720-6382 (TDD). USDA is an equal opportunity
provider and employer.
3

Contents
Preface 2
How Soil Surveys Are Made 5
Soil Map 8
Soil Map 9
Legend 10
Map Unit Legend 11
Map Unit Descriptions 11
Rowan County, North Carolina 13
CeB2—Cecil sandy clay loam, 2 to 8 percent slopes, moderately eroded 13
CfB—Cecil-Urban land complex, 2 to 8 percent slopes 14
References 16
4

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

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

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

Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
8

Custom Soil Resource Report
Soil Map
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Map projection:Web Mercator Coer coordinates:WG584 Edge tics:IJfM Zone 17N WGS84
9

Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) 14 Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
Q Stony Spot
Soilsit Very Stony Spot
Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale.
Wet Spot
,..,. Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause
p Other misunderstandingof the detail of mapping and accuracyof soil
p Soil Map Unit Points pp 9
.• Special Line Features line placement.The maps do not show the small areas of
Special Point Features contrasting soils that could have been shown at a more detailed
Blowout Water Features scale.
Streams and Canals
kg Borrow Pit
Transportation Please rely on the bar scale on each map sheet for map
* clay Spot 1.44 Rails measurements.
0 Closed Depression
o,/ Interstate Highways
Gravel Pit Source of Map: Natural Resources Conservation Service
.r US Routes Web Soil Survey URL:
Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857)
® Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator
• Lava Flow Background projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
46 Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more
It Mine or Quarry accurate calculations of distance or area are required.
4 Miscellaneous Water This product is generated from the USDA-NRCS certified data as
O Perennial Water of the version date(s)listed below.
v Rock Outcrop Soil Survey Area: Rowan County,North Carolina
+ Saline Spot Survey Area Data: Version 20,Sep 12,2022
Sandy Spot Soil map units are labeled(as space allows)for map scales
Severely Eroded Spot 1:50,000 or larger.
• Sinkhole Date(s)aerial images were photographed: Mar 13,2022—May
31 Slide or Slip 9,2022
oa Sodic Spot The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
shifting of map unit boundaries may be evident.
10

Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
CeB2 Cecil sandy clay loam,2 to 8 0.1 2.5%
percent slopes,moderately
eroded
CfB Cecil-Urban land complex,2 to 2.6 97.5%
8 percent slopes
Totals for Area of Interest 2.6 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
11

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

Custom Soil Resource Report
Rowan County, North Carolina
CeB2—Cecil sandy clay loam, 2 to 8 percent slopes, moderately eroded
Map Unit Setting
National map unit symbol: 2m9w5
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Cecil, moderately eroded, and similar soils: 88 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cecil, Moderately Eroded
Setting
Landform: I nterfl uves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap- 0 to 6 inches: sandy clay loam
Bt- 6 to 40 inches: clay
BC-40 to 48 inches: clay loam
C-48 to 80 inches: loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Ecological site: F136XY820GA-Acidic upland forest, moist
Hydric soil rating: No
13

Custom Soil Resource Report
CfB—Cecil-Urban land complex, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: 3vmw
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Cecil and similar soils: 50 percent
Urban land: 30 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cecil
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap- 0 to 6 inches: sandy clay loam
Bt- 6 to 40 inches: clay
BC-40 to 55 inches: clay loam
C- 55 to 80 inches: sandy loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Ecological site: F136XY820GA-Acidic upland forest, moist
Hydric soil rating: No
14

Custom Soil Resource Report
Description of Urban Land
Setting
Parent material: Impervious layers over human transported material
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8
Hydric soil rating: No
15

References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/
nres/detail/national/soils/?cid=nres 142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nres142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
16

Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/
nres/detail/soils/scientists/?cid=nres142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/?
cid=nres142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
17

GEOTECHNICAL ENGINEERING REPORT
Proposed Dollar General Store
180 Crescent Rd & 7890 US 52
Rockwell, Rowan County, North Carolina
CVET Project No. 22-698
March 27, 2023
PREPARED FOR:
Teramore Development
P.O. Box 6460
Thomasville, Georgia 31757
PREPARED BY:
CATAWBA VALLEY
ENGINEERING & TESTING
GEOTECHNICAL • CONSTRUCTION MATERIALS • ENVIRONMENTAL

March 27, 2023
CATAWBA VALLEY Danielle Stewart
ENGINEERING&TESTING Teramore Development
P.O. Box 6460
Thomasville, GA 31757
PO Box 747 [e-mail]
Hickory,NC 28603
1490 S Center St Re: Geotechnical Engineering Report
Hickory,NC 28602 Proposed Dollar General Store
828 578 9972 O 180 Crescent Rd & 7890 US 52
www.cvet.net Rockwell, Rowan County, North Carolina
NC Firm No.C-3833 CVET Project No.: 22-698
SC Firm No.5201
Dear Ms. Stewart:
Catawba Valley Engineering and Testing (CVET) is pleased to submit to you
our Geotechnical Engineering Report for the proposed project, Teramore
Rockwell GEO located at the above referenced address in Rockwell, North
Carolina. This report presents the findings of our subsurface exploration
and provides geotechnical recommendations for design and construction of
the project.
CVET appreciates the opportunity to provide our geotechnical engineering
services for this project. If you have any questions regarding the contents
of this report, or if we can provide additional services for the project such
as construction materials testing or special inspection observations, please
do not hesitate to contact us.
Sincerely,
CATAWBA VALLEY ENGINEERING AND TESTING, P.C.
`,cN CARP''••
a OQOFEssi •<iy,,,,
SEAL
041419
3/27/2023
James H. Carter David M. LeGrand, Jr., P.E.
Senior Geologist Principal Engineer
NC 041419
Geotechnical Engineering
Environmental Services
CMT/Special Inspections
ii

Project Name: Proposed Dollar General Store
Location: Rockwell,Rowan County,North Carolina
Date: March 27,2023
Project No.: 22-698
TABLE OF CONTENTS
1.0 PURPOSE AND SCOPE OF WORK 1
2.0 PROJECT INFORMATION 1
3.0 EXPLORATION PROCEDURES 1
3.1 Field Exploration 1
3.2 Laboratory Testing 2
4.0 SUBSURFACE CONDITIONS 2
4.1 Site Geology 2
4.2 Soils 3
4.3 Partially Weathered Bedrock (PWR) and Bedrock 3
4.4 Groundwater 3
5.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION 4
5.1 Site Preparation 4
5.2 Earthwork 5
5.3 Groundwater Control 5
5.4 Foundations 6
5.5 Floor / Concrete Slabs 7
5.6 Pavements 8
5.7 Construction Materials Testing and Special Inspections 9
6.0 LIMITATIONS 9
APPENDIX A — PROJECT FIGURES iii
APPENDIX B — BORING LOGS iv
APPENDIX C — LABORATORY TEST RESULTS v
iii

Project Name: Proposed Dollar General Store
Location: Rockwell,Rowan County,North Carolina
Date: March 27,2023
Project No.: 22-698
1.0 PURPOSE AND SCOPE OF WORK
The purpose of the subsurface exploration and geotechnical engineering evaluation was
to explore the subsurface conditions at the site, collect representative samples of soil for
examination in our laboratory, and provide conclusions and recommendations for design
and construction of the proposed Dollar General Store located at 180 Crescent Rd & 7890
US 52 in Rockwell, North Carolina. CVET's scope of work included the following:
• Drilling of nine (9) soil test borings;
• Collection of representative samples of soil from the soil test borings;
• Classification of collected soil samples and laboratory testing as necessary;
• Preparation of boring logs, boring location plan, and general subsurface profile;
• Evaluation of the encountered subsurface conditions at the site; and
• Preparation of this geotechnical report.
2.0 PROJECT INFORMATION
The project consists of the subsurface exploration and geotechnical engineering
evaluation to aid in the design and construction of the proposed Dollar General Store
located at 180 Crescent Rd & 7890 US 52 in Rockwell, North Carolina. Existing site grades
generally slope down gradient from east to west. Elevations range from approximately
804 to 807 feet above mean sea level (amsl), as reported by county data stored on
NCOneMap. At the time of this report a grading plan had not been provided. Assuming
a balanced site and accuracy of the contours used above, the FFE elevation will be
approximately 806. This FFE will result in maximum cut and fill depths on the order of
approximately 2 and 1 feet, respectively.
3.0 EXPLORATION PROCEDURES
Exploration procedures for this project included drilling test borings at the site and
laboratory testing of representative soil samples at our laboratory in Hickory, North
Carolina.
3.1 Field Exploration
The subsurface conditions at the site were explored by drilling nine (9) soil test borings
(denoted BO1 to B09) at the locations indicated on Figure 2 — Boring Location Plan in
Appendix A. The soil test borings were drilled on September 28th, 2022, and extended
to depths ranging from approximately 10 to 20 feet below existing site grades. The
boring locations were located in the field by CVET personnel using existing site features
as a reference. Boring elevations were approximated using county contour data provided
by NCOneMap, therefore, the boring locations and elevations shown on Figure 2 and 3;
plus the boring logs should be considered approximate.
1

Project Name: Proposed Dollar General Store
Location: Rockwell,Rowan County,North Carolina
Date: March 27,2023
Project No.: 22-698
Drilling was performed with a Geoprobe 7822-DT track-mounted drill rig using
continuous-flight hollow stem augers (HSA). Soil samples were obtained by means of
the split-barrel sampling procedures performed in general accordance with ASTM D1586.
A 2-inch O.D., split-barrel sampler was driven into the soil a distance of 18 inches by
means of an automatic hammer. The number of blows required to drive the sampler
through the final 12-inch interval is termed the Standard Penetration Test (SPT) "N"value
and is indicated for each sample on the boring logs. This value can be used to provide
an indication of the in-place relative density of cohesionless soils, but is a less reliable
indicator of the consistency of cohesive soils. For cohesive soils, the measurement of
unconfined compressive strength Qu is a better indicator of consistency; this value is also
listed on the boring logs.
Representative portions of each SPT sample were sealed in airtight containers and returned
to our laboratory for classification and storage. See the individual soil test boring logs in
Appendix B for more details. Note that the soil samples will be discarded after 60 days from
this report date, unless otherwise directed by Teramore Development.
3.2 Laboratory Testing
Representative samples of soil obtained during the field exploration were transported to
CVET's laboratory in Hickory, North Carolina, where they were examined and classified
by a geotechnical engineer. The soil samples were visually classified in general accordance
with the Unified Soil Classification System (USCS), per ASTM D2487. The soil samples were
visually classified in general accordance with the Unified Soil Classification System
(USCS), per ASTM D2487. Laboratory testing included Soil Moisture Content (ASTM
D2216), Grain Size Distribution (ASTM D422), and Atterberg Limits for Plasticity (ASTM
D4318.
4.0 SUBSURFACE CONDITIONS
The subsurface conditions at the site are described in the following paragraphs.
4.1 Site Geology
The site is located in the Piedmont Physiographic Province of North Carolina. The name
"piedmont" means "foot-of-the-mountains" which reflect remnants of an ancient
mountain range that has since been extensively weathered, decomposed and eroded to
form rolling terrain and hillsides. The bedrock is metamorphic in nature (igneous or
sedimentary rocks that have been changed by heat and/or pressure) and typically
consists of schist, gneiss and/or granite. Extensive weathering over time has reduced
the bedrock in-place to form overburden residual soils that range from clay topsoil to
sandy silts and silty sandy that grade with depth back to saprolite and partially-
2

Project Name: Proposed Dollar General Store
Location: Rockwell,Rowan County,North Carolina
Date: March 27,2023
Project No.: 22-698
weathered-bedrock. The degree of weathering varies both laterally and vertically. Based
on the 1985 North Carolina Geologic Map, the site is underlain by metavolcanic rock.
4.2 Soils
A generalized subsurface profile has been prepared for the site - see Figure 3 in Appendix
A. Soil boring logs are included in Appendix B. The surface across the area being
evaluated encompasses concrete, stone, topsoil, fill, and residual. The generalized
subsurface conditions are described below.
Existing, undocumented fill was encountered in every soil test boring except B08 and was
found to depths ranging from approximately 0.0 to 9.0 feet below existing site grades.
The existing fill generally consists of sandy elastic silt. The SPT N-Value within the
cohesive fill soil ranges from 6 to 24 blows per foot (bpf), indicating medium stiff to very
stiff soil consistencies.
Residual soil was encountered in borings B01 to B09 to depths ranging from
approximately 0 to 20 feet below existing site grades. The residual soil generally consists
of sandy elastic silt. The SPT N-Value within the cohesive residual soil ranges from 4 to
15 blows per foot (bpf), indicating soft to stiff soil consistencies. The SPT N-Value within
the cohesionless residual soil was 6 blows per foot (bpf), indicating loose soil
consistencies.
4.3 Partially Weathered Bedrock (PWR) and Bedrock
Partially weathered bedrock (PWR) was not encountered during this soil exploration.
4.4 Groundwater and Seasonal High Water Table (SHWT)
Groundwater was not encountered in test borings B01 through B09. Note that boreholes
are left open for only a short period of time during the drilling operation, so the detection
of groundwater during this brief period is difficult. Also note that soil moisture and
groundwater conditions vary depending on conditions such as temperature, precipitation
and season. Therefore, soil moisture and groundwater location at other times of the year
may vary from those observed at the time of this subsurface exploration and as described
in this report.
The cave-in depths in test borings B01 through B09 ranged from 7.5 to 17.8 feet below
existing site grades. In this geology, the cave-in depth of a boring is sometimes an
indication of the stabilized water level, although the water level may be a few feet below
the cave-in depth and therefore cannot be directly observed. If the location of the
groundwater elevation is important at this site, we recommend the installation of
temporary observation wells.
3

Project Name: Proposed Dollar General Store
Location: Rockwell,Rowan County,North Carolina
Date: March 27,2023
Project No.: 22-698
The SHWT analysis included review of the data collected from the subsurface exploration
and geotechnical evaluation performed in September 2022 and drilling of an additional
soil test boring in the proposed pond area during February 2023. Our interpretation of
the SHWT is the upper limit of soil saturated with water for periods long enough for
anaerobic conditions to affect soil color. Such periods result in iron (Fe) reduction within
soils causing mottling or soil leaching to occur, typically resulting in a grayish color.
Based upon our soil borings drilled to date, possible mottling was observed at
approximately 10.0 feet below existing site grades with elevated soil moisture content
observed in soil samples collected from approximately 10.0 to 20.0 feet below existing
site grades in test boring SHWT01 only.
Based on the information available, we conclude that the SHWT at the proposed retention
pond area is approximately 10.0 feet below existing site. The testing results presented
in this report are based on the specific boring location (see Figures 1 and 2) within the
proposed retention pond area (test boring SHWT01) and do not reflect variations in
subsurface conditions that may exist across the subject site.
5.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
The following recommendations are provided for the construction of the proposed Dollar
General Store located at 180 Crescent Rd & 7890 US 52 in Rockwell, North Carolina. The
recommendations stated herein shall not be applied to any other project, or used in
conjunction with any other recommendation, and shall be used explicitly for this project.
5.1 Site Preparation
Site preparation should consist of removing the surface layer, relocation or proper
abandonment of any existing utilities, as applicable, along with removing all other soft or
unsuitable material from proposed building envelopes and associated pavement areas.
Site preparation operations should extend a minimum of 10 feet beyond the planned
limits of any buildings and a minimum of 5 feet beyond the planned limits of the pavement
areas. These limits should also extend beyond the perimeter of structural fill slopes, as
applicable, laterally equal the depth of necessary structural fill to achieve finished grades.
Once stripping and rough excavation has been accomplished, the exposed subgrade
should be evaluated by proofrolling. Proofrolling consists of driving the appropriate
equipment, typically a dump truck with axle weights of 10 or 20 tons for single and double
axles respectively, over the subgrade at a walking pace. The proofrolling equipment
should first make overlapping passes across the subgrade in one direction, followed by
passes in a perpendicular direction. We recommend that the proofrolling be observed by
a professional engineer or qualified engineering technician.
4

Project Name: Proposed Dollar General Store
Location: Rockwell,Rowan County,North Carolina
Date: March 27,2023
Project No.: 22-698
Any unstable areas shall be undercut and replaced with approved structural fill soil, as
directed by CVET. If conditions revealed during site preparation operations vary from
those described in this report, the on-site geotechnical engineer shall contact the engineer
of said report to discuss potential options to address the varying site conditions.
5.2 Earthwork
At the time of this report, CVET was not provided a proposed FFE for the facility. Based
upon the existing site grades, we anticipate that the FFE will be approximately 806 feet
above the referenced datum. As such, we anticipate cut and fill depths to be less than 2
feet.
Any required fill soils should be compacted to at least 98 percent of the maximum dry
density obtained in accordance with ASTM Specification D-698, Standard Proctor Method,
with a moisture content within +/- 3% of the optimum moisture content (OMC).
Acceptable fill soils should be soil that has less than 5 percent organic content and a liquid
limit and plasticity index less than 50 and 20, respectively. Soils with USCS group symbols
of SP, SW, SM, SC, and ML are recommended for use as controlled fill, although it is
important to note that silty soils are very moisture sensitive and not as strong as sandy
soils. Soils having a plastic index of 20% or greater (MH, CH, and some SC and CL)
should not be utilized within 5 feet of bearing elevation if utilized as structural fill. Organic
laden soils shall not be utilized as structural fill. All fill soils should be placed in horizontal
loose lifts and compacted with adequately-sized equipment. Loose lift thicknesses will
vary depending on the size of the compaction equipment: we recommend a maximum
of 8 inches for large self-propelled compactors, 6 inches for small self-propelled
compactors, and 4 inches for remote-controlled compactors and hand-operated
equipment (plate tampers, wacker-packers, or jumping jacks). Vibratory smooth-drum
rollers are appropriate for cohesionless/coarse-grained soils while sheepsfoot rollers are
appropriate for cohesive/fine-grained soils. We anticipate the existing site soils will be
suitable for reuse as structural fill.
We anticipate the existing site soils will be suitable for use as structural fill. Organic laden
soils shall not be utilized as structural fill. Soils having a plastic index of 20% or greater
(MH, CH, and some ML and CL) should not be utilized within 5 feet of bearing elevation
if utilized as structural fill.
5.3 Groundwater Control
Groundwater was not encountered during this exploration, therefore, we do not anticipate
groundwater control will be necessary. Groundwater control is the purposeful drawdown
of the groundwater levels to facilitate necessary construction. Temporary dewatering
operations consist of well points and sump pumps, while permanent dewatering
5

Project Name: Proposed Dollar General Store
Location: Rockwell,Rowan County,North Carolina
Date: March 27,2023
Project No.: 22-698
operations typically consist of French underdrains which discharge by means of gravity
flow into the site storm drainage system.
Note that soil moisture and groundwater conditions vary depending on conditions such
as temperature, precipitation and season. Therefore, soil moisture and groundwater
location at other times of the year may vary from those observed at the time of this
subsurface exploration and as described in this report.
5.4 Foundations
As a result of the subsurface conditions revealing the depth and variability of the existing
fill soils present, we have generated two options for facilitating foundation construction
for the proposed development. The options are presented below with their associated
risks.
Lowest Risk — Undercut and Replacement
The lowest risk option would be to completely undercut and replace the existing fill soils.
If this option is elected we anticipate the undercut depth will extend approximately 8.0
feet below existing site grades. The undercut depth should also extend a minimum of 10
feet beyond the perimeter of the building envelope. During undercut excavations the
existing fill soils should be evaluated for suitability to use as structural fill soils. If this
option is elected, shallow foundations for buildings should be designed with an allowable
net bearing pressure of up to 3,000 pounds per square foot. We recommend minimum
foundation widths and embedment depths of 16 and 18 inches, respectively.
A site-specific settlement analysis has not been performed. However, based upon the
expected loading and the requirement that the foundations bear on approved existing
fill/plow zone soil, competent residuum, or structural fill soils (to be verified by CVET or
another qualified CMT firm), we expect total settlements of structure foundations to not
exceed acceptable industry standard tolerances. In general, differential settlements
between building components are expected to be on the order of 1/3 to 1/2 of the total
settlements. We expect settlements in building foundations to occur relatively soon after
the loads are applied. If building foundations are not supported on approved structural
fill or residual soils, an accurate prediction of settlement cannot be performed.
Moderate Risk — Partial Undercut and Replacement
If complete undercut and replacement proves to expensive, the moderate risk option
associated with the encountered subsurface conditions would be to support the proposed
facility on shallow foundations bearing in newly compacted structural fill soils. This option
will minimize post construction settlement related to the deep existing fill soils; however
6

Project Name: Proposed Dollar General Store
Location: Rockwell,Rowan County,North Carolina
Date: March 27,2023
Project No.: 22-698
this option does not completely eliminate the potential for long term settlement in excess
of the typical industry standards.
If this option is elected we recommend an undercut depth of 5 feet below proposed
bottom of footing elevation. The undercut depth should also extend a minimum of 10
feet beyond the perimeter of the building envelope. During undercut excavations the
existing fill soils should be evaluated for suitability to use as structural fill soils. At the
base of the undercut excavation we recommend the installation of a heavy woven
geotextile fabric (Mirafi HP370 or approved equivalent). This fabric shall also extend up
the side walls of the undercut excavation. If this option is elected, shallow foundations
for buildings should be designed with an allowable net bearing pressure of up to 2,000
pounds per square foot. We recommend minimum foundation widths and embedment
depths of 16 and 18 inches, respectively.
Higher Risk — No Undercut of Site Soils
The highest risk associated with the encountered subsurface conditions would be to
support the proposed facility on shallow foundations bearing in approved existing fill soils.
This option will facilitate construction at the subject site, although mitigating risks
associated with existing fill materials is not addressed.
If this option is elected, we recommend the building be constructed of a monolithic
system bearing on approved existing fill soils, designed for an allowable net bearing
pressure of up to 1,500 psf. If this option is elected we recommend that the foundations
be significantly oversized to decrease the contact pressure. Additional reinforcing steel
may also be incorporated into the monolithic system bearing on existing fill soil to make
the foundations more tolerant to settlement. Underground utilities should be designed
with flexible connections to accommodate for the anticipated settlement of the
undocumented soils.
As previously discussed, we do not have the ability to accurately predict settlements of
structures bearing on the existing undocumented fill soils. Settlements of foundations are
expected to be primarily the result of elastic compression of the bearing soils, which
should occur relatively soon after the loads are applied, although the long term risks
associated with consolidation settlement is still present and must be accepted by the
owner/developer. CVET does not recommend supporting the structures on the
undocumented fill.
5.5 Floor / Concrete Slabs
We recommend that grade slabs be supported on approved fill, residual soils or newly
compacted structural fill. As a result of the encountered site conditions we recommend
a modulus of subgrade reaction (ks) of up to 90 pounds per cubic inch (pci) for slabs

Project Name: Proposed Dollar General Store
Location: Rockwell,Rowan County,North Carolina
Date: March 27,2023
Project No.: 22-698
supported by properly prepared soil subgrade. This value is representative of a 1-ft
square loaded area and may need to be adjusted depending the size and shape of the
loaded area and the method of structural analysis. The floor slab should be isolated from
building foundations unless the connection is designed to accommodate anticipated
differential settlement between the slab and foundation systems. We consider properly
prepared soil subgrade to consist of approved residuum or approved structural fill soils
within the top two feet of finished grades compacted to 100% of the standard Proctor
method (ASTM D698). Compacted soils should be placed within ±3% of the optimum
moisture content (OMC) as determined by the standard Proctor method.
Correspondence with Teramore Development, LLC (developer) indicated that the project
architect and developer do not require the use of 4 to 6 inches of free draining material
or aggregate base course beneath the concrete slab on grade; therefore CVET has been
requested to provide a modulus of subgrade reaction (ks) for slabs supported directly on
prepared soil subgrade. However, CVET recommends the use of 4 to 6 inches of free-
draining granular material (NCDOT No. 57 stone or recycled concrete) as both aggregate
base course under the slab and capillary break. Prior to placing the granular material,
the subgrade for the entire floor slab area should be proofrolled.
Please note that site preparation and earthwork operations shall be performed in
accordance with our Geotechnical Engineering Report to ensure adequate subgrade soil
conditions for direct slab on grade support. The structural engineer of record should be
provided the report for review.
The use of a vapor retarder should be considered beneath concrete slabs on grade which
will be covered with wood, tile, carpet or other moisture-sensitive or impervious
coverings, per ACI 302 and/or ACI 360. Construction joints, contraction joints, and
isolation joints should be provided in the slab to reduce the impacts of cracking and
shrinkage. See ACI 302 for additional details regarding slab joint design.
5.6 Pavements
Traffic loading conditions for this project have not been provided. Pavement for this
project is assumed to consist of light-duty asphalt parking areas (only personal vehicle
traffic) and heavy-duty asphalt drives (drive lanes). Based on the subsurface conditions
encountered in the test borings, and assuming all pavement areas pass a proofroll as
described in section 5.2 of this report, we recommend thicknesses of 2.0, 0 and 8 inches
for surface course, base course and ABC crushed stone, respectively, for light-duty
pavement. For heavy-duty pavement, we recommend thicknesses of 3.0 and 8.0 inches
for surface course and ABC crushed stone, respectively. We recommend an 8-inch thick
Portland cement concrete slab bearing on 6 inches of ABC crushed stone for the approach
and slab for any trash dumpster on site. If concrete pavements are desired, we
recommend a minimum of 6 inches of concrete overlying 8 inches of ABC crushed stone
8

Project Name: Proposed Dollar General Store
Location: Rockwell,Rowan County,North Carolina
Date: March 27,2023
Project No.: 22-698
base. The concrete should be air-entrained and have a minimum of 4,000 psi after 28
days of laboratory curing per ASTM C-31.
It should be noted that the design recommendations stated may not satisfy North Carolina
Department of Transportation guidelines; therefore, we recommend that any roadways
constructed for public use with maintenance provided by the State be designed in
accordance with State regulatory requirements.
If a proofroll reveals unstable soils, stabilization and/or undercut should be anticipated.
We recommend an undercut of at least 18 inches and replacement with quality non-
plastic fill materials. Plastic/elastic soils are moisture sensitive and prone to shrink/swell
with moisture changes. If fill soils will be placed to reach final grades, we recommend
an 18 inch buffer of non-plastic fill soils between the pavement subgrade and the elastic
soils. Stabilization could consist of the installation of a biaxial geogrid (Mirafi BX1200 or
approved equivalent), a heavy woven geotextile fabric (Mirafi HP 370 or approved
equivalent) or chemical stabilization depending on the exposed subgrade soil conditions.
Pavements should not bear on plastic/elastic soils.
Careful control of storm water is one of the best ways to ensure adequate long-term
performance of any pavement. The surface of the pavement should be sloped to gutters
and/or catch basins to prevent water from ponding and infiltrating through the pavement
into the sub-base and subgrade.
We recommend compaction testing of the ABC crushed stone base prior to
asphalt/concrete placement, and full-time inspection during asphalt/concrete placement.
5.7 Construction Materials Testing and Special Inspections
Construction materials testing (CMT) and inspections should be performed at regular
intervals throughout the course of the project. CVET is qualified for this work and would
be pleased to provide these services during construction.
6.0 LIMITATIONS
This report has been prepared for the exclusive use of Teramore Development and their
agents for specific application to the referenced property, in accordance with generally
accepted soils and foundation engineering practices. No warranties, express or implied,
are intended or made. The conclusions and recommendations presented in this report
are based on the specific test borings and laboratory testing performed as part of our
scope of work, and do not reflect variations in subsurface conditions that may exist
between test boring locations or in unexplored portions of the site. Note that the soil
data presented in this report is for the specific time of this subsurface exploration. While
the type of material encountered in the test borings will not likely change significantly
9

Project Name: Proposed Dollar General Store
Location: Rockwell,Rowan County,North Carolina
Date: March 27,2023
Project No.: 22-698
over time, the properties of the materials can and will change over time, including soil
moisture content, density, consistency, SPT "N" values, etc. Fluctuations in the
groundwater level can have a significant impact on the material properties, as can
seasonal changes. Site safety, excavation support related to OSHA requirements, and
construction dewatering requirements are the responsibility of others, not CVET. In the
event changes are made to the proposed construction plans, design or location of the
project as described within this report, the conclusions and recommendations provided
in this report shall not be considered valid unless CVET is given the opportunity to review
the changes, and either verifies or modifies the conclusions and recommendations
contained in this report in writing.
io

Project Name: Proposed Dollar General Store
Location: Rockwell,Rowan County,North Carolina
Date: March 27,2023
Project No.: 22-698
APPENDIX A - PROJECT FIGURES
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161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 5789972
CLIENT Teramore Development PROJECT NAME DG Rockwell
PROJECT NUMBER 22-698 PROJECT LOCATION Rockwell,NC
LITHOLOGIC SYMBOLS SAMPLER SYMBOLS
(Unified Soil Classification System)
vq..'C: Split Spoon
a'< CONCRETE: Concrete
I FILL: Fill (made ground)
Iffi
MH: USCS Elastic Silt
SM: USCS Silty Sand
STONE: Stone
TOPSOIL: Topsoil
WELL CONSTRUCTION SYMBOLS
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ABBREVIATIONS
• LL -LIQUID LIMIT(%) TV -TORVANE
PI -PLASTIC INDEX(%) PID -PHOTOIONIZATION DETECTOR
W -MOISTURE CONTENT(%) UC -UNCONFINED COMPRESSION
DD -DRY DENSITY(PCF) ppm -PARTS PER MILLION
LU NP -NON PLASTIC Water Level at Time
-200 -PERCENT PASSING NO. 200 SIEVE - Drilling, or as Shown
• PP -POCKET PENETROMETER(TSF) Water Level at End of
O 1 Drilling, or as Shown
o w Water Level After 24
} Hours, or as Shown
w

Project Name: Proposed Dollar General Store
Location: Rockwell,Rowan County,North Carolina
Date: March 27,2023
Project No.: 22-698
APPENDIX B - BORING LOGS
iv

REFERENCE NOTES FOR BORING LOGS
I. Drilling Sampling Symbols
SS Split Spoon Sampler ST Shelby Tube Sampler
RC Rock Core, NX, BX, AX PM Pressure meter
DC Dutch Cone Penetrometer RD Rock Bit Drilling
BS Bulk Sample of Cuttings PA Power Auger (no sample)
HSA Hollow Stem Auger WS Wash Sample
REC Rock Sample Recovery % RQD Rock Quality Designation %
II. Correlation of Penetration Resistance to Soil Properties
Standard penetration (blows/ft) refers to the blows per foot of a 140 lb. hammer falling 30 inches on
a 2 inch OD split spoon sampler, as specified in ASTM D 1586. The blow count is commonly referred
to as the N-value.
A. Non-Cohesive Soils (Silt, Sand, Gravel and Combinations)
Density Adjective Form
Under 4 blows/ft Very Loose
5 to 10 blows/ft Loose
11 to 30 blows/ft Medium Dense
31 to 50 blows/ft Dense
Over 51 blows/ft Very Dense
Particle Size Identification
Boulders 8 inches and larger
Cobbles 3 to 8 inches
Gravel Coarse 1 to 3 inches
Medium 1/2 to 1 inch
Fine 1/4 to 1/2 inch
Sand Coarse 2.00 mm to 1/4 inch
Medium 0.42 to 2.0 mm
Fine 0.074 to 0.42 mm
Silt and Clay 0.0 to 0.074 mm
B. Cohesive Soils (Clay, Silt, and Combinations)
Blows/ft Consistency Unconfined Degree of Plasticity Index
Comp. Strength Plasticity
Q,, (tsf)
Under 2 Very Soft Under 0.25 None to Slight 0-4
3 to 4 Soft 0.25-0.49 Slight 5-7
5 to 8 Medium Stiff 0.50-0.99 Medium 8-22
9 to 15 Stiff 1.00-1.99 High to Very High Over 22
16 to 30 Very Stiff 2.00-3.00
31 to 50 Hard 4.00-8.00
Over 51 Very Hard Over 8.00
III. Water Level Measurement Symbols
WL Water Level BCR Before Casing Removal DCI Dry Cave-in
WS While Sampling ACR After Casing Removal WCI Wet Cave-in
WD While Drilling 0 Est. Groundwater Level W Est. Seasonal High GWT
The water levels are those levels actually measured in the borehole at the times indicated by the
symbol. The measurements are relatively reliable when augering, without adding fluids, in a granular
soil. In clay and plastic silts, the accurate determination of water levels may require several days for
the water level to stabilize. In such cases, additional methods of measurement are generally applied.

BORING NUMBER B01
��CATAWBA VALLEY PAGE 1 OF 1
V ENGINEERING &TESTING
161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 578 9972
CLIENT Teramore Development PROJECT NAME DG Rockwell
PROJECT NUMBER 22-698 PROJECT LOCATION Rockwell,NC
DATE STARTED 9/28/22 COMPLETED 9/28/22 GROUND ELEVATION 805 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 2 HAMMER EFFICIENCY 80% TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING ---Cave at: 17.8
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2'Contours
} wH
= Hw CC^ Uijjx nW
~ 0 MATERIAL DESCRIPTION J CO >O O n Q I-o H A SPT N VALUE A
p �J an O� m0> Qz Oa
Qz w Uz a 2U
cf) O
0 20 40 60 80
\ CONCRETE:(3 Inches) ,'--804 8,
%i (MH)FILL:Sandy Elastic SILT, Red Brown,Orange Brown,
Dry,Stiff to Very Stiff"PI=35.0%at 3.5-5.0'
XSS 78 5-5-5
1 (10)
XSS 100 5-6-10
2 (16)
5-
X
o �..
SS 100 7-10-14
- 3 (24)
797.0
(MH)RESIDUAL:Sandy Elastic SILT,Brown,Gray, Moist,
Soft to Medium Stiff"PI =28.0%at 8.5-10.0'
SS 100 3-4-4
0 4 (8)
co
apm 10
N
N
O
- -
0)
H
U
w
O- -
0
d
Li;
N
M
M
XSS 100 2-2-3 •
5 (5)
15
0
0
w
F-
0
a
2
w
Q
xc
0
H
w- -
U
0
Z SS 1-2-2
X6 67 (4)
0 20 785.0
a Bottom of borehole at 20.0 feet.

BORING NUMBER B02
��CATAWBA VALLEY PAGE 1 OF 1
V ENGINEERING &TESTING
161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 578 9972
CLIENT Teramore Development PROJECT NAME DG Rockwell
PROJECT NUMBER 22-698 PROJECT LOCATION Rockwell,NC
DATE STARTED 9/28/22 COMPLETED 9/28/22 GROUND ELEVATION 807 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 2 HAMMER EFFICIENCY 80% TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING ---Cave at: 17.5
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2'Contours
} wH
= Hw CC^ Uijjx nW
a_ O MATERIAL DESCRIPTION J CO >O O n Q H o H SPT N VALUE
p �J a m
n O� 0> Qz Oa
Qz w Uz a 2U
cf) O
0 20 40 60 80
STONE:(6 Inches) 806.5
(MH)FILL:Sandy Elastic SILT, Red Brown,Yellow Brown,
Dry,Medium Stiff*PI=44.0%at 1.0-2.5'
XSS 100 3-4-4
1 (8)
• • 804.0
(MH)RESIDUAL:Sandy Elastic SILT,Red Brown, Brown,
Tan, Black, Moist, Medium Stiff to Stiff*PI =14.0%at 6-7.5'
2 0
SS
100 4-4-6
( )
5
0
0
-
SS 4-4-6
3 100 (10) A
N
- SS 100 335 A
0 4 (8)
co
apm 10
N
N
O
_
0)
H
U
W
O- -
0
d
Li;
N
M
M
XSS 100 3-4-4
A
5 (8)
15
0
0
w
F-
0
a
2
w
Q
F-
0
H
w- -
U
O
Z- - X 0 SS 100 253
( )
0 20 787.0
a Bottom of borehole at 20.0 feet.

BORING NUMBER B03
��CATAWBA VALLEY PAGE 1 OF 1
V ENGINEERING &TESTING
161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 578 9972
CLIENT Teramore Development PROJECT NAME DG Rockwell
PROJECT NUMBER 22-698 PROJECT LOCATION Rockwell,NC
DATE STARTED 9/28/22 COMPLETED 9/28/22 GROUND ELEVATION 806 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 2 HAMMER EFFICIENCY 80% TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING ---Cave at: 17
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2'Contours
} wH
= Hw CC^ Uijjx nW
~ O MATERIAL DESCRIPTION J CO >O O n Q I-o H A SPT N VALUE A
p �J an O� m0> Qz Oa
Qz w Uz a 2U
O
0 20 40 60 80
STONE:(4 Inches) / 805.7
♦��♦
(MH)FILL:Sandy Elastic SILT, Red Brown,Brown, Dry,
Medium Stiff
XSS 3-3-4
1 100 (7)
803.0
(MH)RESIDUAL:Sandy Elastic SILT,Red Brown, Brown,
Tan, Black, Dry to Moist, Soft to Medium Stiff
X- - SS 100 3-4-4
2 (8)
5
0
X
0
SS 3-3-5
- - 3 100 (8)
N
U
SS 100 3-4-4
0 4 (8)
co
apm 10
N
N
O
N- -
0)
H
U
W
O- -
0
d
Li;
N
M
M
XSS 100 2-2-2
5 (4)
15
0
0
w
0
a
2
w
¢_
xc
0
H
w- -
U
0
Z- - X 0 SS 100 363
( )
0 20 786.0
Bottom of borehole at 20.0 feet.

BORING NUMBER B04
��CATAWBA VALLEY PAGE 1 OF 1
V ENGINEERING &TESTING
161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 578 9972
CLIENT Teramore Development PROJECT NAME DG Rockwell
PROJECT NUMBER 22-698 PROJECT LOCATION Rockwell,NC
DATE STARTED 9/28/22 COMPLETED 9/28/22 GROUND ELEVATION 805 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 2 HAMMER EFFICIENCY 80% TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING ---Cave at: 17.3
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2'Contours
} wH
= Hw CC^ Ux nW
~ EL O MATERIAL DESCRIPTION J CO >O O n Q I-o H A SPT N VALUE A
p �J an O� m0> Qz Oa
Qz w Uz a 2U
cf) O
0 20 40 60 80
• \ TOPSOIL: (1 Inches) /-804 9 I
(MH)FILL:Sandy Elastic SILT, Red Brown,Dry,Stiff to Very
Stiff*PI=35.0%at 3.5-5.0'
i♦i♦i♦i XSS 100 4-6-5
1 (11)X 4
SS 100 4-6-7
i♦i♦i♦i 2 (13)
5X
o i♦i♦i♦i
�' ♦i♦i♦i♦ SS 5-9-11
♦i♦i♦i♦ 3 100
- ♦♦�♦�♦� (20)
•
797.0•
(MH)RESIDUAL:Sandy Elastic SILT,Brown,Orange
Brown,Tan,Black, Moist, Medium Stiff*PI =23.0%at
- - 8.5-10.0' X SS 100 3-3-4
0 4 (7)
co
apm 10
N
N
O
- -
0)
H
U
w
O- -
0
d
Li;
N
M
7
M
N SS 100 223 •
5 (5)
15
0
0
w
0
a
2
w
F-
0
H
w- -
U
0
Z- - X 0 SS 100 2-3-3 A
(6)
0 20 785.0
a Bottom of borehole at 20.0 feet.

BORING NUMBER B05
<4/CATAWBA VALLEY PAGE 1 OF 1
V ENGINEERING &TESTING
161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 578 9972
CLIENT Teramore Development PROJECT NAME DG Rockwell
PROJECT NUMBER 22-698 PROJECT LOCATION Rockwell,NC
DATE STARTED 9/28/22 COMPLETED 9/28/22 GROUND ELEVATION 807 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 2 HAMMER EFFICIENCY 80% TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING ---Cave at: 17.5
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2'Contours
} wH
= Hw CC^ Ux nW
~ O MATERIAL DESCRIPTION J CO >O O n Q H o H SPT N VALUE
p �J a� O� m0> Qz O�
C7 QZ W Uz d 20
cf) O
0 20 40 60 80
STONE:(4 Inches) , 806.7
♦��♦
(MH)FILL:Sandy Elastic SILT, Dark Red Brown, Dry,
Medium Stiff*PI =36.0%at 1.0-2.5'
XSS 3-4-4
1 100 (8)
804.0_
(MH)RESIDUAL:Sandy Elastic SILT,Red Brown,Orange
Brown, Brown,Yellow, Red,Tan,Black, Dry to Moist,
Medium Stiff to Stiff*PI=20.0%at 8.5-10.0' X
2S 100 6-7-8
(15)
5
o_
0
z
SS 4-6-9
- - 3 100 (15)
N
_ _
U
O
SS 100 2-3-3
0 4 (6)
co
apm 10
N
N
O
N- -
0)
H
U
W
O- -
0
d
Li;
N
M
M
XSS 100 2-2-4
A
5 (6)
15
0
0
w
_ _ •
0
a
2
w
F-
0
H
w- -
U
0
Z- - X SS 0 6 100 2- -3
(5)
0 20 787.0
a Bottom of borehole at 20.0 feet.
U

BORING NUMBER B06
��CATAWBA VALLEY PAGE 1 OF 1
V ENGINEERING &TESTING
161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 578 9972
CLIENT Teramore Development PROJECT NAME DG Rockwell
PROJECT NUMBER 22-698 PROJECT LOCATION Rockwell,NC
DATE STARTED 9/28/22 COMPLETED 9/28/22 GROUND ELEVATION 804 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 2 HAMMER EFFICIENCY 80% TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING ---Cave at:8
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2'Contours
a o } wI_
0= Hw Q �F— Ux nW
H a 0 MATERIAL DESCRIPTION J CO >121 C7 O n Q H o H SPT N VALUE
p gJ an O� m0> wz Oa
0 Qz w Uz a 2U
0.0 20 40 60 80
•��+ (MH)FILL:Sandy Elastic SILT, Dark Brown, Dark Red
Brown, Dry, Stiff to Very Stiff
-
SS 67 4-5-5
1 (10)
2.5
▪ ...
o
z- •�•�•�
oco
co- ,
N
J .�♦�.�
W-
SS 4-7-9
o �i�i�i 2 100 (16) 4\
o
6 ♦�♦
apm 5.0
N �♦�•�♦
N ...
N-
o
0
d
111 ♦�♦�♦�
M ������ SS 8-10-14
a ������ 3 100 (24)
co
N- ♦..
- 7.5 ,
o
a- • 796.0
a (MH)RESIDUAL:Sandy Elastic SILT,Orange Brown,Tan,
W Moist, Medium Stiff
a- -
0
H
o> SS 100 2-4-4
O 4 (8)
z- -
E
0
0 10.0 794.0
a Bottom of borehole at 10.0 feet.
0
z
a
H
co
H
w
0

BORING NUMBER B07
��CATAWBA VALLEY PAGE 1 OF 1
V ENGINEERING &TESTING
161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 578 9972
CLIENT Teramore Development PROJECT NAME DG Rockwell
PROJECT NUMBER 22-698 PROJECT LOCATION Rockwell,NC
DATE STARTED 9/28/22 COMPLETED 9/28/22 GROUND ELEVATION 804 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 2 HAMMER EFFICIENCY 80% TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING ---Cave at:7.5
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2'Contours
} wH
= Hw CC^ Uijjx nW
a_ 0 MATERIAL DESCRIPTION J CO >C7 O n Q H o H SPT N VALUE
p �J a m
n O� 0> Qz Oa
Qz w Uz a 2U
cf) O
0.0 20 40 60 80
•��+ (MH)FILL:Sandy Elastic SILT, Brown, Dark Red Brown,
Dry,Stiff to Very Stiff"PI=34.0%at 1.0-2.5'
SS 100 5-5-7
A
1 (12)
2.5
z
-
N
W-
SS 100 6-6-9
2 (15)
o
6 ♦�♦
apm 5.0
-
_
d
SS 7-9-14
3 100 (23)
7.5 •%%i
• 796.0
(MH)RESIDUAL:Sandy Elastic SILT,Red Brown,Yellow,
W Moist, Medium Stiff"PI = 19.0%at 8.5-10.0'
F-• -
0
F _
O SS 100 3-3-3
O 4 (6)
z- -
E
0
0 10.0 794.0
a Bottom of borehole at 10.0 feet.

BORING NUMBER B08
��CATAWBA VALLEY PAGE 1 OF 1
V ENGINEERING &TESTING
161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 578 9972
CLIENT Teramore Development PROJECT NAME DG Rockwell
PROJECT NUMBER 22-698 PROJECT LOCATION Rockwell,NC
DATE STARTED 9/28/22 COMPLETED 9/28/22 GROUND ELEVATION 806 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 2 HAMMER EFFICIENCY 80% TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING ---Cave at:8
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2'Contours
a >- wH
= Hw Q UX nW
~ EL O MATERIAL DESCRIPTION J 2 >O O 121 n Q H o I- SPT N VALUE
p �J a m
n O� 0> Qz Oa
Qz w Uz a 2U
cf) O
0.0 20 40 60 80
(MH)RESIDUAL:Sandy Elastic SILT,Red Brown,Orange
Brown, Brown,Tan,Dry to Moist, Medium Stiff*PI =26.0%
- - at 3.5-5.0'
SS 100 4-4-4 A
1 (8)
2.5
0
0
z
0
0)
m
N
_ _
SS 100 4-4-4 A
o 2 (8)
0
co
u?m
1i5.0i
SS 100 3-3-4 A
3 (7)
-
7.5
0
0
w
0
a
2
w
Q
0
H -
c>> SS 100 2-3-3 A
O 4 (6)
z- -
0
0
0 10.0 796.0
Bottom of borehole at 10.0 feet.

BORING NUMBER B09
<//CATAWBA VALLEY PAGE 1 OF 1
V ENGINEERING &TESTING
161 Lenoir-Rhyne Blvd./PO Box 747 Hickory,NC 28602 828 578 9972
CLIENT Teramore Development PROJECT NAME DG Rockwell
PROJECT NUMBER 22-698 PROJECT LOCATION Rockwell,NC
DATE STARTED 9/28/22 COMPLETED 9/28/22 GROUND ELEVATION 804 ft MSL HOLE SIZE 2.25 inches
DRILLING CONTRACTOR CVET GROUND WATER LEVELS:
DRILL RIG NUMBER 2 HAMMER EFFICIENCY 80% TIME OF BORING ---
DRILLING METHOD 2.25 Hollow Stem Auger END OF BORING ---Cave at:8
LOGGED BY TV CHECKED BY JHC NOTES Elevation Data Pulled From NCOneMap 2'Contours
a >- wI_
0= Hw CC �~D Ux nW
a_ a 0 MATERIAL DESCRIPTION J CO >121 C7 O n Q H a H SPT N VALUE
p gJ an O� m0> wz Oa
c7 < w Uz a 2U
c O
0.0 20 40 60 80
• .S TOPSOIL: (2 Inches) 803.8
iii (MH)FILL:Sandy Elastic SILT,Organics at 8.5-9.0', Red
Brown,Orange Brown,Yellow, Dry to Moist, Medium Stiff to
Stiff"Pl=26.0%at 6-7.5'
-
SS 3-3-3
1 100 (6)
2.5
o
z
o
o
J �•�♦�
i�i�i SS 100 4-5-7
o 2 (12)
o
co
apm
5.0
N
N �♦�•�
o
N ♦�♦.♦
..
N -:6.:
a i�i�i SS 100 4-5-7
co 3 (12)
N
OOi
7.5
oo
w
o
795.0
(SM)RESIDUAL:Silty SAND, Red Brown,Yellow,Tan, SS 3-3-3
Moist, Medium Stiff 4 100 (6)
o
o
0 10.0 ." 794.0
a Bottom of borehole at 10.0 feet.
0
z
a
1-
co
1-
w
>
0

Project Name: Proposed Dollar General Store
Location: Rockwell,Rowan County,North Carolina
Date: March 27,2023
Project No.: 22-698
APPENDIX C - LABORATORY TEST RESULTS
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LIQUID AND PLASTIC LIMITS TEST REPORT
60 I
Dashed line indicates the approximate
upper limit boundary for natural soils '
,
,
50 '
O
o�
e A
40
X
o •
z
,
30 ,
UI- '
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20
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4 /../
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10 A
/Mir MLorOL MHorOH
0
0 10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT
SOIL DATA
NATURAL
SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY
SYMBOL SOURCE USCS
NO. CONTENT LIMIT LIMIT INDEX
(%) (%) (%) (%)
• Test Borings 6380 B1,3.5-5 31.0 39 74 35 MH
• Test Borings 6381 B1,8.5-10 39.2 40 68 28 MH
♦ Test Borings 6382 B2, 1-2.5 31.2 40 84 44 MH
• Test Borings 6383 B2,6-7.5 36.3 41 55 14 MH
♦ Test Borings 6384 B4,3.5-5 34.1 48 83 35 MH
Catawba Valley Client: Teramore Development,LLC
Project: TeramoreR°ckwellGEo
Engineering & Testing, P.C.
Hickory, North Carolina Project No.: 22698 Figure
Tested By: BV Checked By: SPC

LIQUID AND PLASTIC LIMITS TEST REPORT
60 I
Dashed line indicates the approximate
upper limit boundary for natural soils '
,
50
O
o.k
C,
40
X
w
0
z
'
30 ,'
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4 /../
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10 ,
/Mir MLorOL MHorOH
0
0 10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT
SOIL DATA
NATURAL
SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY
SYMBOL SOURCE USCS
NO. CONTENT LIMIT LIMIT INDEX
(%) (%) (%) (%)
• Test Borings 6385 B4,8.5-10 43.8 45 68 23 MH
• Test Borings 6386 B5, 1-2.5 29.5 42 78 36 MH
♦ Test Borings 6387 B5,8.5-10 38.6 40 60 20 MH
• Test Borings 6388 B7, 1-2.5 30.1 43 77 34 MH
♦ Test Borings 6389 B7,8.5-10 43.2 50 69 19 MH
Catawba Valley Client: Teramore Development,LLC
Project: TeramoreR°ckwellGEo
Engineering & Testing, P.C.
Hickory, North Carolina Project No.: 22698 Figure
Tested By: BV Checked By: SPC

LIQUID AND PLASTIC LIMITS TEST REPORT
120
100
Dashed line indicates the approximate
80 upper limit boundary for natural soils
X
w
0
z
60
U
co
40
C,�.
O<Off. I
20 • •
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0
0 10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT
SOIL DATA
NATURAL
SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY
SYMBOL SOURCE USCS
NO. CONTENT LIMIT LIMIT INDEX
(%) (%) (%) (%)
• Test Borings 6390 B8,3.5-5 32.9 40 66 26 MH
• Test Borings 6391 B9, 1-2.5 37.8 46 70 24 MH
• Test Borings 6392 B9,6-7.5 45.6 47 73 26 MH
Catawba Valley Client: Teramore Development,LLC
Project: TeramoreR°ckwellGEo
Engineering & Testing, P.C.
Hickory, North Carolina Project No.: 22698 Figure
Tested By: BV Checked By: SPC