SW6220302_Design Calculations_20220812

Gruber Mini -Mall, Ft. Bragg
Project Number 0630-11-000004
Stormwater Narrative and Calculations
Prepared By:
uiVa lib -re
Calibre Engineering, Inc
PO BOX 4041
Wilmington, NC 28406
(P) 910-791-4441
Prepared For:
Marshall -Waters -Woody Associates, INC
1736 E. Sunshine, Suite 311
Springfield, MO 65804
(P) 417-883-2720
(F) 417-883-0161
October 4, 2021
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Narrative
Protect Description
This project is for the construction of a convenience store with gas pumps and adjoining restaurants
located at the intersection of Gruber and Graves Street at the Ft. Bragg Military Base. Currently the site
is vacant and stabilized with lawn grass. Existing topography is sloping heading South to North. The site
is a redevelopment site and previously had barracks and parking onsite which were demolished years
ago. No wetlands are located within the project limits. Improvements to the site will be the
construction of a new building, gas pumps and parking/ drive areas. The site will have two connection
points to existing roadways. One connection on Graves and one onto Gruber. The total project is
approximately 4.93 acres with 3.08 acres of impervious being treated in a NCDEQ Stormwater BMP.
Water and sewer utilities for the building will be provided by ASUS.
Stormwater from the site will be collected via catch basins and trench grates and conveyed to an open
infiltration basin designed to handle the 1.0" rain fall event. The infiltration basin is designed per
chapter C-1 of NCDEQ Stormwater Design Manual. The outlet structure of the basin will connect to an
existing stormwater collection system located in Graves Street. Stormwater from the site will drain to
Tank Creek (C, 18-23-27) located in the Cape Fear River Basin. A portion of the project area for this site
is located in the roadway of Gruber Street for the installation of a decel lane. The elevations and
existing utilities make capturing and directing the water to the infiltration basin not feasible. Volume
Runoff reduction calculations have been performed for the site based off the draft Version 1.0 May 2021
Technical Release 2 document. The infiltration basin has been oversized and the increase in volume is
less that 10% so the decel lane can be left in an untreated condition.

PROJECT DATA:
Existing Site Data (within Project Area)
Existing roadway 5,417 sf (0.12 acres)
Existing sidewalk 702 sf (0.02 acres)
Existing uplands 214,192 sf (4.92 acres)
Total proposed project area 220,311 sf (5.06 acres)
Existing Site Data (within Basin drainage delineation)
Existing wetlands 0.0 sf (0.0 acres)
Existing uplands 164,291 sf (3.77 acres)
Total proposed basin area 164,291 sf (3.77 acres)
Proposed BUA within Project Area:
Proposed building 15,494 sf (0.35 acres)
Proposed sidewalk/concrete pads 10,701 sf (0.25 acres)
Proposed concrete drive aisles 106,765 sf (2.45 acres)
Proposed Decel Lane 4,369 sf (0.10 acres)
Total proposed impervious area 137,329 sf (3.15 acres)
Proposed Site Data within Infiltration Basin Drainage Area:
Proposed building
Proposed sidewalk/concrete pads
Proposed concrete drive aisles
Total proposed BUA within DA to Basin:
Soil Types Within Project Limits:
Abbreviation
M
(See attached soils map)
Type and Description
Wagram
15,494 sf (0.35 acres)
9,548 sf (0.22 acres)
103,744 sf (2.38 acres
128,786 sf (2.96 acres)
Hydrologic Group Area
A 3.77 ac

INFILTRATION BASIN CALCULATIONS
BASIN 1
DETERMINE IMPERVIOUS PERCENTAGE
area to basin =
164,291 sf
buildings =
15,494 sf
roads =
103,744 sf
sidewalks =
9,548 sf
future =
sf
rec =
- sf
total impervious surface = 128,786 sf
total non -impervious surface = 35,505 sf
percent imp. = 78.4 %
1.0" VOLUME DETERMINATION:
Infiltration Basin 1
DETERMINE RUNOFF COEFFICIENT (Rv)
I = 78.4 percent impervious
Rv = ? (runoff coefficient, inches per inch)
Rv= 0.05 + 0.009 (1)
Rv = 0.76 in/in
DETERMINE VOLUME
design storm = 1 inch
Rv = 0.76 in/in
drainage area = 3.77 acres
volume = ?
volume = (design storm)(Rv)(drainage area)
volume = 0.2 acre-ft
volume = 10,401 cf of required storage volume
MINIMUM SURFACE AREA:
SA = FS X (DV X 12) / (K X T)
3.77 acres
0.36 acres
2.38 acres
0.22 acres
- acres
- acres
2.96 acres
0.82 acres
SA
?
= REQUIRED MIN. SURFACE AREA
FS
2
=FACTOR OF SAFETY (MIN OF 2)
DV
13,553
= DESIGN VOLUME (CF)
K
0.99
=INFILTRATION RATE (IN/HR)
T
72
= MAX DEWATERING TIME (72 HR)
SA =
4,563
SF
Surface area provided =
4,858
SF
CALIBRE ENGINEERING
PO BOX 4041
WILMINGTON, NC 28406

INFILTRATION BASIN STAGE -STORAGE TABLE:
ELEVATION
AREA
(FT)
(SF)
386
4,858
387
5,411
388
5,654
388.5
5,887
389
6,119
390
9,638
391
11,144
392
12,707
1.0" Volume provided at elev. 388.5
STAGE - DISCHARGE TABLE:
infiltration rate (cfs) =
0.99
crest length of
weir cut (ft) =
0.40
crest length of
spillway (ft) =
20
ELEVATION
INFILTRATION
WEIR
SPILLWAY
(ft)
(cfs)
(cfs)
(cfs)
386
0.00
0
387
0.99
388
0.99
-
389
0.99
0.47
390
0.99
2.42
391
0.99
5.22
-
392
0.99
8.64
21
DRAWDOWN TIME:
T=(FSXDVX12)/(KXSA)
SA
4,858
FS
2
DV
13,553
K
0.99
T
72
T =
67.6
hours
INCREMENTAL
VOLUME STORAGE
(cf) (cf)
5,135
5,135
5,533
10,668
2,885
13,553
3,002
16,555
7,879
24,434
10,391
34,825
11,926
46,751
13,553 cf
elevation of weir cut = 388.5
elevation of spillway = 391.5
TOTAL
(cfs)
0
1
1
3
6
31
=REQUIRED MIN. SURFACE AREA
=FACTOR OF SAFETY (MIN OF 2)
= DESIGN VOLUME (CF)
=INFILTRATION RATE (IN/HR)
= MAX DEWATERING TIME (72 HR)
CALIBRE ENGINEERING
PO BOX 4041
WILMINGTON, NC 28406

Volume Reduction Calculations
Step 1
Pre- Development Whole Project Area:
Total project Area = 220,311 sf 5.06 acres
Existing Impervious
6,119 sf 0.14 acres
total impervious surface =
6,119 sf 0.14 acres
total non -impervious surface =
214,192 sf 4.92 acres
percent imp. =
2.8 %
DETERMINE RUNOFF COEFFICIENT (Rv)
I = 2.8 percent
impervious
Rv = ? (runoff coefficient, inches
per inch)
Rv= 0.05 + 0.009 (1)
Rv = 0.08 in/in
ARV =PjxRvxAx(P/12)
ARV =
? Annual Runoff Volume
Pi =
0.90 Fraction of Rainfall events that produce runoff (assumed 0.9)
Rv =
0.08 Runoff Coefficient
A =
220,311 Area of Intrest (square feet)
P =
45.75 Average Annual Rainfall Amount (in inches)
ARV =
60,475 CIF
Step 2
POST- Development Whole Project Area
Total Project Area =
220,311
sf
5.06
acres
buildings =
15,494
sf
0.36
acres
roads =
106,765
sf
2.45
acres
sidewalks =
10,701
sf
0.25
acres
Decel Lane =
4,369
sf
0.10
acres
total impervious surface = 137,329 sf 3.15 acres
total non -impervious surface = 82,982 sf 1.90 acres
percent imp. = 62.3 %
DETERMINE RUNOFF COEFFICIENT (Rv)
I = 62.3 percent impervious
Rv = ? (runoff coefficient, inches per inch)
Rv= 0.05 + 0.009 (1)
Rv= 0.61 in/in
ARV =PjxRvxAx(P/12)
ARV =
?
Annual Runoff Volume
Pi =
0.90
Fraction of Rainfall events that produce runoff (assumed 0.9)
Rv =
0.61
Runoff Coefficient
A =
220,311
Area of Intrest (square feet)
P =
45.75
Average Annual Rainfall Amount (in inches)
ARV =
461,125 CIF
4493
461,125 60,475 = 400,650 cf
CALIBRE ENGINEERING
PO BOX 4041
WILMINGTON, NC 28406

Step 3.
a. DETERMINE INFILTRATION BASIN PERCENT SIZING
area to basin = 164,291 sf 3.77 acres
buildings =
15,494
sf
0.36 acres
roads =
103,744
sf
2.38 acres
sidewalks =
9,548
sf
0.22 acres
future =
sf
- acres
rec =
-
sf
- acres
total impervious surface = 128,786 sf 2.96 acres
total non -impervious surface = 35,505 sf 0.82 acres
percent imp. = 78.4 %
DETERMINE RUNOFF COEFFICIENT (Rv)
I = 78.4 percent impervious
Rv = ? (runoff coefficient, inches per inch)
Rv= 0.05 + 0.009 (1)
Rv= 0.76 in/in
DETERMINE VOLUME
design storm = 1 inch
Rv = 0.76 in/in
drainage area = 3.77 acres
volume = ?
volume = (design storm)(Rv)(drainage area)
volume = 0.2 acre-ft
volume = 10,401 cf of required storage volume
ii. DETERMINE TREATMENT VOLUME PROVIDED:
Treatment Volume = 13,553 cf (reference Infiltration Basin Calculations)
iii. DETERMINE PERCENT SIZING:
%SCM Size = Treatment Volume / Required Volume
%SCM Size = 130.3 %
b. DETERMINE FATES OF RUNOFF ENTERING INFILTRATION BASIN:
i. DETERMINE POST ARV OFTHE INFILTRATION BASIN DRAINAGE AREA
ARV =PjxRvxAx(P/12)-Vrry
ARV =
?
Annual Runoff Volume
Pi =
0.90
Fraction of Rainfall events that produce runoff (assumed 0.9)
Rv =
0.76
Runoff Coefficient
A =
164,291
Area of Intrest (square feet)
P =
45.75
Average Annual Rainfall Amount (in inches)
ARV = 428,430 CIF
CALIBRE ENGINEERING
PO BOX 4041
VVILMINGTON, NC 28406

ii. DETERMINE THE %ART
Since Basin is oversized, information from Part C.1 of the SCM Credit Document will be used
to determine the %ART for the infiltration system. This information is calculated using the
following equation.
y = 0.2231xA3 - 1.141xA2 + 1.9953x - 0.2332
X = 1.303 Percent Sizing of the SCM (expressed as decimal)
y = ? %Annual Runoff Treated, %ART (expressed as a decimal)
%ART = 0.923 92.3%
iii. DETERMINE THE UNTREATED BYPASS VOLUME:
% Untreated Bypass = 100%- %ART
%Untreated Bypass = 7.7 %
Untreated Bypass Volume = % Untreated Byass x ARV(to SCM) _
ARV (SCM) = 428,430 x 0.077
Untreated Bypass Volume = 32,989 cf
iv. DETERMINE THE TREATED EFFLUENT VOLUME:
From Table 2, the "effluent" value of an Infiltration Facility (per MDC) over HSG "A" is 0%.
%Treated Effluent = %ART x (Effluent Value) =
92.3 x 0 = 0
v. DETERMINE THE ET&I VOLUME:
From Table 2, the ET&I value of an Infiltration Facility (per MDC) over HSG "A" is 100%.
%ET&I = %ART X (ET&I VALUE)
0.923 X 100 = 92.3%
ET&I VOLUME = %ET&I x ARV(SCM)
0.923 x 428.430 = 395.441 cf
Step 4
DETERMINE THE POST-DEV. ANNUAL RUNOFF VOLUME (INCLUDING SCM VOLUME REDUCTION)
461,125 395,441 = 65,684 cf
Step 5
DEMONSTRATE COMPLIANCE WITH RUNOFF VOLUME MATCH
65,684 60,475 = 5,209 cf
5,209 / 60,475 = 8.61 %
VOLUME IS LESS THAN 10% INCREASE THEREFORE SITE IS IN COMPLIANCE
CALIBRE ENGINEERING
PO BOX 4041
WILMINGTON, NC 28406

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.000
2
n/a
0
------
------
------
Pre-Dev
2
SCS Runoff
7.090
2
724
21,189
------
------
------
Post-Dev
3
Reservoir
0.108
2
956
1,721
2
388.69
14,700
Routed
basin.gpw
Return Period: 1 Year
Thursday, 08 / 11 / 2022

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 11 / 2022
Hyd. No. 1
Pre-Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 0.000 cfs
Storm frequency
= 1 yrs
Time to peak
= n/a
Time interval
= 2 min
Hyd. volume
= 0 cuft
Drainage area
= 3.770 ac
Curve number
= 39
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.07 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
0.10
0.09
on e:
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0 00
Pre-Dev
Hyd. No. 1 -- 1 Year
Q (Cfs)
0.10
0.09
0.07
0.06
0.05
0.04
0.03
0.02
0.01
- 0 00
0 20 40 60 80 100 120
— Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 2
Post-Dev
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 3.780 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.07 in
Distribution
Storm duration
= 24 hrs
Shape factor
Composite (Area/CN) = [(2.960 x 98) + (0.820 x 39)] / 3.780
Q (Cfs)
8.00
ME
4.00
2.00
0.00
0 120 240 360
— Hyd No. 2
Post-Dev
Hyd. No. 2 -- 1 Year
480 600 720 840
Thursday, 08 / 11 / 2022
= 7.090 cfs
= 724 min
= 21,189 cuft
= 85*
= 0 ft
= 5.00 min
= Type III
= 484
Q (Cfs)
8.00
Me]
4.00
2.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 11 / 2022
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Peak discharge
= 0.108 cfs
Storm frequency
= 1 yrs
Time to peak
= 956 min
Time interval
= 2 min
Hyd. volume
= 1,721 cuft
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
= 388.69 ft
Reservoir name
= Infil Basin
Max. Storage
= 14,700 cuft
Storage Indication method used. Exfiltration extracted from Outflow
Q (cfs)
8.00
ME
4.00
2.00
0.00
0 120 240
— Hyd No. 3
Routed
Hyd. No. 3 -- 1 Year
360 480 600 720 840 960 1080 1200 1320
Hyd No. 2 Total storage used = 14,700 cuft
Q (cfs)
8.00
4.00
2.00
0.00
1440
Time (min)

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.321
2
742
3,817
------
------
------
Pre-Dev
2
SCS Runoff
15.98
2
724
48,585
------
------
------
Post-Dev
3
Reservoir
2.524
2
750
26,815
2
390.03
24,680
Routed
basin.gpw
Return Period: 10 Year
Thursday, 08 / 11 / 2022

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 11 / 2022
Hyd. No. 1
Pre-Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 0.321 cfs
Storm frequency
= 10 yrs
Time to peak
= 742 min
Time interval
= 2 min
Hyd. volume
= 3,817 cuft
Drainage area
= 3.770 ac
Curve number
= 39
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.44 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
0.50
0.45
lox, no
0.35
0.30
0.25
0.20
0.15
Pre-Dev
Hyd. No. 1 -- 10 Year
1 1 �1 •1 �:I •11 1 :�1 ••1 /:/ // Me, I1 •/
Q (Cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 08 / 11 / 2022
Hyd. No. 2
Post-Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 15.98 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 48,585 cuft
Drainage area
= 3.780 ac
Curve number
= 85*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.44 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(2.960 x 98) + (0.820 x 39)] / 3.780
Q (Cfs)
18.00
15.00
12.00
•M
.M
3.00
a�ais
Post-Dev
Hyd. No. 2 -- 10 Year
Q (Cfs)
18.00
15.00
12.00
• wo]
3.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 11 / 2022
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Peak discharge
= 2.524 cfs
Storm frequency
= 10 yrs
Time to peak
= 750 min
Time interval
= 2 min
Hyd. volume
= 26,815 cuft
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
= 390.03 ft
Reservoir name
= Infil Basin
Max. Storage
= 24,680 cuft
Storage Indication method used. Exfiltration extracted from Outflow
Q (cfs)
18.00
15.00
12.00
M
ME
3.00
M
Routed
Hyd. No. 3 -- 10 Year
120 240 360 480 600 720
Hyd No. 3 Hyd No. 2
Q (cfs)
18.00
15.00
12.00
CM
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
Total storage used = 24,680 cuft

Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 08 / 11 / 2022
Pond No. 1 -
Infil Basin
Pond Data
Contours -User-defined contour areas.
Conic method used for volume calculation. Begining Elevation = 386.00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00
386.00
4,858
0
0
1.00
387.00
5,411
5,132
5,132
2.00
388.00
5,654
5,532
10,663
3.00
389.00
6,119
5,884
16,547
4.00
390.00
9,638
7,811
24,359
5.00
391.00
11,144
10,381
34,740
6.00
392.00
12,707
11,916
46,655
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A] [B]
[C] [D]
Rise (in)
= 15.00
Inactive 0.00
0.00
Crest Len (ft)
= 4.00 0.40
20.00 0.00
Span (in)
= 15.00
0.00
0.00
0.00
Crest El. (ft)
= 390.60 388.50
391.50 0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33 3.33
2.60 3.33
Invert El. (ft)
= 386.00
0.00
0.00
0.00
Weir Type
= 1 Rect
Broad ---
Length (ft)
= 74.00
0.00
0.00
0.00
Multi -Stage
= Yes Yes
No No
Slope (%)
= 0.90
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.990 (by Contour)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
6.00
6'x11IH
4.00
3.00
PAIIH
m
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s)
Stage / Discharge
3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00
Total Q
Elev (ft)
392.00
W15911I6,
390.00
389.00
[d:%I11I6,
387.00
1 386.00
33.00
Discharge (cfs)

[ME =07 ffTqWTMq 1,7M III�Iil III pill 11111,11111111 1111111 I� III r,1111111 III 1 11 1111 ''111 IN
CB1 1 Outfall
2
CB2
3
OB3
4
C134 CB8
5
1135 7
CB6 CB7
Project File: SW—BRANCH—l.stm Number of lines: 8 Date: 8/11/2022
Storm Sewers v12.00

Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft1s)
(in)
00
(ft)
00
(ft)
(ft)
00
I
End
34.000
0.27
1.63
0.95
0.26
1.55
5.0
8.2
6.9
10.70
1735
5.70
24
0.59
390.00
390.20
391.14
391.37
394.40
395.30
OUTFALL TO CB
2
1
82.000
0.14
1.36
0.95
0.13
1.29
5.0
7.7
7.0
9.10
15.80
5.00
24
0.49
390.20
390.60
391.37
391.68
395.30
395.00
CB1 TO CB2
3
2
102.000
0.16
1.22
0.95
0.15
1.16
5.0
7.3
7.1
8.28
6.58
4.69
18
0.39
390.60
391.00
392.29
392.92
395.00
395.90
CB2 TO CB3
4
3
94.000
0.11
1.06
0.95
0.10
1.01
5.0
6.9
7.3
7.31
6.85
4.14
18
0.43
391.00
391.40
393.10
393.55
395.90
395.90
CB3 TO CB4
5
4
101.000
0.00
0.65
0.00
0.00
0.62
0.0
6.5
7A
4.57
4.98
3.72
15
0.59
391.40
392.00
393.95
394.46
395.90
399.10
CB4 TO JB5
6
5
133.000
0.35
0.65
0.95
0.33
0.62
5.0
5.9
7.6
4.68
3.96
3.82
15
0.38
392.00
392.50
394.67
395.37
399.10
395.90
JB5 TO CB6
7
6
101.000
0.30
0.30
0.95
0.29
0.29
5.0
5.0
7.9
2.25
4.54
1.84
15
0.50
392.50
393.00
395.48
395.60
395.90
395.90
CB6 TO CB7
8
4
53.000
0.30
0.30
0.95
0.29
0.29
5.0
5.0
7.9
2.25
6.87
1.84
15
1.13
391.40
392.00
393.95
394.01
395.90
396.10
CB4 TO CB8
Project File: SW-BRANCH-l.stm
Number of lines: 8
Run Date: 8/11/2022
NOTES:Intensity = 78.63 / (Inlet time + 12.40) 1 0.80; Return period =Yrs. 10 c = cir e = ellip b = box
Storm Sewers 02.00

IIIIII!IIIIIIIIIIIII 111111riplill 111111111�11111 r,1111111 III I 1 1111111 ''111 11111 pil,
Outfall
1 Cgq
2 TRENCH
C t
Cg9 2 T'
B10
3
4) CB1 I
CB12
Project File: SW—BRANCH-2.stm Number of lines: 5 Date: 8/11/2022
Storm Sewers v12.00

Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft1s)
(in)
00
(ft)
00
(ft)
(ft)
00
I
End
40.000
0.10
1.15
0.95
0.10
1.09
5.0
6.8
7.3
7.96
19.59
2.53
24
0.75
387.00
387.30
390.03
390.08
392.00
392.20
OUTFALL TO CB
2
1
62.000
0.16
0.98
0.95
0.15
0.93
5.0
6.4
7.4
6.92
24.03
2.20
24
1.13
387.30
388.00
390.21
390.27
392.20
391.90
CB9 TO CB1 0
3
2
90.000
0.38
0.82
0.95
0.36
0.78
5.0
5.9
7.6
5.90
15.65
4.21
18
2.22
388.00
390.00
390.36
390.94
391.90
393.60
CB1 0 TO CB1 1
4
3
105.000
0.44
0.44
0.95
0.42
0.42
5.0
5.0
7.9
3.30
16.84
3.49
18
2.57
390.00
392.70
390.94
393.39
393.60
396.10
CB1 1 TO CB1 2
5
1
37758
0.07
0.07
0.95
0.07
0.07
5.0
5.0
7.9
0.53
0.34
2.68
6
0.26
389.50
389.60
390.21
390.45
392.20
391.50
CB1 TO TRENCH
Project File: SW-BRANCH-2.stm
Number of lines: 5
Run Date: 8/11/2022
NOTES:Intensity = 78.63 / (Inlet time + 12.40) 1 0.80; Return period =Yrs. 10 ; c = cir e = ellip b = box
Storm Sewers 02.00

Outfall
1
JB14
Project File: SW_BRANCH_3.stm Number of lines: 1 Date: 8/11/2022
Storm Sewers v12.00

Page 1
Station
Len
(ft)
Drng Area
Rnoff
coeff
(C)
Area x C
Tc
Rain
(1)
(in/hr)
Total
flow
(cfs)
Cap
full
(cfs)
Vel
(ft1s)
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
Line
To
Line
Incr
(ac)
Total
(ac)
Incr
Total
Inlet
(min)
Syst
(min)
Size
(in)
Slope
Dn
00
Up
(ft)
Dn
00
Up
(ft)
Dn
(ft)
Up
00
I
End
75.000
0.36
0.36
0.95
0.34
0.34
5.0
5.0
7.9
2.70
9.72
5.45
15
2.27
390.00
391.70
390.45
392.36
395.70
396.70
OUTFALL TO JB1
Project File: SW—BRANCH-3.stm
Number of lines: 1
Run Date: 8/11/2022
NOTES:Intensity = 78.63 / (Inlet time + 12.40) 1 0.80; Return period =Yrs. 10 ; c = cir e = ellip b = box
Storm Sewers 02.00

VELOCITY CONTROL FOR PIPE OUTFALL:
CB1 OUTFALL - 24" PIPE OUTFALL:
Qpeak = 10.7 cfs from 24 " pipe (see
sheet C131)
Q=VA V= Q/A
= 10.7
/ 3.14
= 3.4
ft/sec
From chart 8.06b, Q = 10.7 cfs
d= 24"
d50 = 0.20 ft or 2.4 ", use
4 "
La = 9 ft
3d = 6.0 ft
W=d+La= 11 ft dmax =1.5xd50=
6"
apron thickness = 1.5 x dmax =
9 "
apron dimensions: min. stone size =
4 inches
min. apron thickness =
9 inches
apron length =
9 ft
width of apron at pipe outlet =
6 ft
width of apron at end of apron =
11 ft
C139 OUTFALL - 24" PIPE OUTFALL:
Qpeak = 7.96 cfs from 24 " pipe (see
sheet C131)
Q=VA V= Q/A
= 7.96
/ 3.14
= 2.5
ft/sec
From chart 8.06b, Q = 7.96 cfs
d= 24"
d50 = 0.20 ft or 2.4 ", use
4 "
La = 9 ft
3d = 6.0 ft
W=d+La= 11 ft dmax =1.5xd50=
6"
apron thickness = 1.5 x dmax =
9 "
apron dimensions: min. stone size =
4 inches
min. apron thickness =
9 inches
apron length =
9 ft
width of apron at pipe outlet =
6 ft
width of apron at end of apron =
11 ft
CALIBRE
PO BOX 4041
WILMINGTON, NC 28406

JB14 OUTFALL - 15" PIPE OUTFALL
Qpeak = 2.7 cfs from 15 " pipe (see sheet C131)
Q=VA V= Q/A
= 2.7 / 1.23
= 2.2 ft/sec
From chart 8.06b, Q = 2.7 cfs
d= 15"
d50 = 0.20 ft or 2.4 ", use
4 "
La = 9 ft
3d = 3.8 ft
W=d+La= 10.25ft dmax=1.5xd50=
6"
apron thickness = 1.5 x dmax =
9 "
apron dimensions: min. stone size =
4 inches
min. apron thickness =
9 inches
apron length =
9 ft
width of apron at pipe outlet =
4 ft
width of apron at end of apron =
10.3 ft
CALIBRE
PO BOX 4041
WILMINGTON, NC 28406

Geotechnical, Environmental, and Materials Engineers
August 31, 2021
Marshall -Waters -Woody Associates, Inc.
1736 East Sunshine Street
Springfield, MO 65804
610 Spring Branch Road
Dunn, NC 28334
Phone: [phone]
www.BuildingAndEarth.com
Attention: Mr. Mark Cummins, Project Architect
Subject: Letter of Transmittal for Soil Science and Infiltration Report for
Erosion Control and Site Drainage Calculations
Gruber Mini -Mall
Fort Bragg, North Carolina
Building & Earth Project No: RD210506
Mr. Cummins:
As requested, Building & Earth Sciences, LLP is pleased to present the results of the field
testing and observations for the above stated project site located on Gruber Road at
Fort Bragg, North Carolina.
Scope of Service
The intent of our testing and field work was to observe and document the soil profile
and the groundwater conditions that will affect and influence the drainage rate of the
proposed storm water basins at the locations provided by our client. SHWT
determination was performed for two (2) locations within one storm basin. Infiltration
tests were also performed at these locations. Boring locations SHWT-01 and SHWT-02
are shown on the attached boring location plan.
The controlling parameters for the design of infiltration basins are the depth to evidence
of Seasonal High Water Table (SHWT), and the saturated (stabilized) permeability of the
soils that should be expected in the floor and berms of the basin. Any restrictive
horizons within the soil profile could substantially affect the drainage capacity of the
basin.
In order to determine the depth to SHWT, Mr. Mike Eaker, a North Carolina Licensed Soil
Scientist with Southeastern Soil & Environmental Associates, Inc., under contract tc
Birmingham, AL • Auburn, AL • Huntsville, AL • Montgomery, AL -
Columbus, GA • Louisville, KY • New Orleans, LA • Raleigh, NC • Dunn, NC •
Jacksonville, NC • Springdale, AR • Little Rock, AR • Ft. Smith, AR • Tulsa, OK •
Oklahoma City, OK • DFW Metroplex, TX• Virginia Beach, VA

Gruber Mini Mall, Fort Bragg, North Carolina
Project No.: RD210506: August 31, 2021
Building & Earth Sciences, has assisted with the field work and reporting for this work.
Mr. Eaker's report details the procedures used in his field evaluation, the results of the
soil observations, the depth to seasonal high groundwater, and the depth to observed
water at each test location. Mr. Eaker's report is included with this report.
Summary of Field Observations and Testing
To determine the parameters that the Civil Designer will need to design the basins, the
SHWT was determined at each boring location. Once the SHWT was determined,
infiltration testing was performed at the elevation provided by our client. While onsite,
our representative communicated our results with Mr. Bill Roark, PE. The results of our
testing are summarized below.
Ground Surface Elevation (ft)
393.6
393.8
Bottom of Basin Elevation (ft)
386.0
386.0
Depth to Observed SHWT (in)
SHWT Elevation (ft)
Depth to Groundwater (in)
65
124
388.2
383.5
NE*
NE
Groundwater Elevation (ft)
NE
NE
CCHP Elevation (ft)
Ksat (in/hour)
384.0
384.0
4.06
0.99
* NE — Not Encountered
Statement of Design Method. Test Method and Limitations
The flow of the near surface soils has been approximated using the concepts presented
in Bernoulli's Equation for steady state flow and Darcy's Law for fluid flow through a
porous media. Additionally, our Ksat values were calculated using the Glover solution
which is dependent on soil saturation, the geometry of the bore hole, and the hydraulic
head. To develop our recommendations, Building & Earth has measured/calculated the
saturated flow rate (Ksat) for the soils at the site using accepted test methods and
equipment. Ultimately, the drainage of the basins will be a function of the saturated
flow rate of the soils, the surface area of the basin geometry, and the pressure
differential (hydraulic head) induced by the storm water levels in the drainage structure.
In order to determine the appropriate Ksat for the soils in each basin, a small diameter
bore hole was advanced to a pre -determined depth of interest. At this depth, a
BUILDING & EARTH
1
0
■

Gruber Mini Mall, Fort Bragg, North Carolina
Project No.: RD210506: August 31, 2021
constant head (pressure) was established and maintained. Once our measurements
approached a stabilized flow rate, our test was terminated.
The recommendations in this report are limited by several geologic considerations. The
primary limitation is that geologic formations are variable in nature. The soils in the Fort
Bragg are subject to perched water conditions, artesian conditions, and layers of
undulating low permeability clay seams and layers. All of these geologic conditions
have an effect on the steady state flow of groundwater. To the extent possible we have
identified the material types that will impact the flow of groundwater, and have
provided our professional opinion regarding the depth (elevation) to evidence of SHWT.
Although Building & Earth has not provided an exhaustive survey of all of the soil
deposits at the site, it is our opinion that we have properly and adequately characterized
the site with regard to flow from the storm water basins that are planned for this
development.
Closing
If you need further information, or if we can provide additional service, please do not
hesitate to contact us.
Respectfully Submitted,
Building & Earth Scie $
K t A. Miller, P.E.
Geotechnical Engineer NIA
Attachments: Soil Scientist Report for Soil Profile and SHWT, and CCHP Testing Results
Page 13

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
August 17, 2021
Mr. Bangnhi Pham
Building and Earth, LLP
610 Spring Branch Road
Dunn, NC 28334
Re: Seasonal High -Water Table determination for proposed stormwater treatment/retention area,
Gruber Mini -Mall, Gruber Road, Fort Bragg, North Carolina
Dear Mr. Pham,
An evaluation of soil properties has been conducted at your request on a portion of the
aforementioned property. The purpose of the investigation was to determine Seasonal High -
Water Table depths (SHWT) based on soil profiles.
Soils at the proposed basin site are most similar to the Wagram soil series (see attached boring
logs). Two (2) soil borings were advanced to 8.0 or more feet below the soil surface. Seasonal
High -Water Table (SHWT) as determined by evidence of colors of chroma 2 or less (and/or
concentrations of high redox mottles) was encountered at depths of 65 and 124 inches below the
ground surface (see chart attached).
It should be noted that the reported SHWT does not necessarily reflect the elevation of static
groundwater at the time of testing (due to variations in groundwater recharge rates, weekly and/or
annual rainfall, drought conditions or other factors).
The data presented in this report are limited by a number of considerations. The primary
consideration is that soil formations can be highly variable. The soils found on this site can be
subject to inclusions of other soil types, perched water, artesian conditions and/or layers of
undulating low permeability clay seams. These and other soil conditions can have an effect on
the steady state of groundwater flow. To the extent possible, we have identified the soil types
that will impact the flow of groundwater, and have provided a professional opinion as to the
depth of SHWT.
Sincerely,
Mike Eaker
NC Licensed Soil Scientist 41030
SOIUSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING • WETLANDS
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax[phone]
Email [e-mail]
SHWT depths, Gruber Mini -Mall, Gruber Road, Fort Bragg, North
Carolina
BORING SHWT_DEPTH (inches) Observed Water inches
SHWT-01 65 None
SHWT-02 124 None
SOIL/SITE EVALUATION - SOIL PHYSICAL ANALYSIS - LAND USE/SUBDIVISION PLANNING - WETLANDS
GROUNDWATER DRAINAGE/MOUNDING - SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax (91 D) 822-4540
Email [e-mail]
Soil Boring Log (Boring SHWT-01), Gruber Mini -Mall, Gruber Road, Fort Bragg,
NC
This map unit consists of well drained soils that formed in loamy sediment on uplands.
Slope ranged from 1 to 2 percent.
0 to 30 inches mixed sand and clay fill material (some construction debris noted).
Bt - 30 to 47 inches; yellowish red (5YR 5/6) sandy loam; weak fine subangular blocky
structure; very friable; gradual wavy boundary.
BC - 47 to 65 inches; strong brown (7.5YR 5/8) loamy sand; weak fine granular
structure; very friable; gradual wavy boundary.
C - 65 to 96 inches; mixed mottled pale brown (2.5Y 7/3) and light gray (2.5Y 7/2)
coarse sand; many fine yellowish brown (10YR 5l$) mottles; very friable.
SHWT @ 65 inches (2.5Y 7/2)
SOIL/SlTE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING • WETLANDS
GROUNDWATER DRAINAGE/MOUNDING - SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax (91 D) 822-4540
Email [e-mail]
Soil Boring Log (Boring SI WT-02), Gruber Mini -Mall, Gruber Road, Fort Bragg,
NC
This map unit consists of well drained soils that formed in loamy sediment on uplands.
Slope ranged from 1 to 2 percent.
0 to 61 inches mixed sand and clay fill material (some construction debris noted).
Bt - 61 to 92 inches; red (2.5YR 4/8) sandy clay loam; weak fine subangular blocky
structure; firm; gradual wavy boundary.
BC - 92 to 124 inches; yellowish red (5YR 5/8) sandy loam; weak fine granular structure;
very friable; gradual wavy boundary.
C - 124 to 136 inches; yellowish red (5YR 5/8) sandy loam; many medium prominent
light gray (IOYR 7/2) mottles; very friable.
SHWT @ 124 inches (IOYR 7/2)
SOIUSITE EVALUATION - SOIL PHY&CAL ANALYSIS - LAND USE/SUBDIVISION PLANNING - WETLANDS
GROUNDWATER DRAINAGE/MOUNDING - SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
SHWT depths, Gruber Mini -Mall, Gruber Road, Fort Bragg, North
Carolina
BORING
SHWT-01
SHWT-02
SHWT-03
SHWT DEPTH „(inches)
65
124
125
Observed Water (inches)
None
None
None
SOWSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING • WETLANDS
GROUNDWATER DRAINAGE/MOUNDING-, • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
Soil Boring Log (Boring SHWT-03), Gruber Mini -Mall, Gruber Road, Fort Bragg, NC
This map unit consists of well drained that formed in loamy sediment on uplands. Slope ranged
from 1 to 2 percent.
0 to 60 inches mixed sand and clay fill material (some construction debris noted).
Bt — 60 to 74 inches; yellowish red (5YR 5/8) sandy clay loam; weak fine subangular blocky
structure; firm; sticky, plastic; few fine and medium roots; gradual wavy boundary.
BC - 74 to 87 inches; brownish yellow (10YR 6/8) sandy clay loam; weak fine subangular blocky
structure; firm; slightly sticky, slightly plastic; gradual wavy boundary.
C1 - 87 to 109 inches; light yellowish brown (2.5YR 6/4) loamy sand; very friable; massive
structure; gradual wavy boundary.
C2 - 109 to 125 inches; yellowish brown (1 OYR 5/8) loamy sand; very friable; massive structure;
gradual wavy boundary.
C3 - 125 to 135 inches; mottled brownish yellow (1 OYR 6/8), light gray (10YR 7/1) and red 10R
4/6) coarse sand; very friable; massive structure.
SHWT @ 125 inches (I OYR 7/1)
SOIUSITE EVALUATION - SOIL PHYSICAL ANALYSIS - LAND USE/SUBDIVISION PLANNING - WETLANDS
GROUNDWATER DRAINAGE/MOUNDING - SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

C�
1
Meastern -,, - [-�1101 11 %_ Wes,
P.O. Box 9321
E1993500 E19937pp E1993800
Phone/Fax [phone]
Email [e-mail]
N5011
N50100
f�o"4
P
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X�n rrf
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N50090 f j D�
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N50080
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N50070
Soil Boring Location, Gruber Mini -Mali
Fort Bragg, NC
US State Plane 1983 Scale 1:1,000 GRUBER.SSF
North Carolina 3200
NAD 1983 (Conus) N 0 125.0 7/8/2022
GPS Path£nderoOfce
Feet Owplrimble.
C.
SOIL/SITE EVALUATION • SOiL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING • WETLANDS
GROUNDWATER DRAINAGEWOUNDiNG • SURFACE/SUBSURFACE WASTF TREATMENT SYSTEMS, EVALUATION & DESIGN

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SOLICITATION
SET
3 JUNE 2021

Geotechnical, Environmental, and Materials Engineers
Project Name: Gruber Mini Mall SWHT
Client Name: Marshall Waters Woody Associates
Technician: M. Lumokin
Test Constants
Liquid Used: Municipal Water
Test Location: SHWT-01
Project Number: RD210506
Report Number: 1 of
Date: 8/31 /2021
Depth of Water Table: >90"
Constants:
Capacity
Liquid Containers
setting
Rate cm'/cm
Sight Tube
1 L
1 On
Storage Tube
5L
n5S.000
Flow rate used
Water Temp (IF):
Depth of Observed Water
105 Hole Diameter:
2
rr or
NA inches
3 inches
Start Saturation: 12:01 Water Head: 7.5 inches
Hole Radius: 1.500 Hole Depth: 120 inches
I-est Vata
Date
Time
Elapsed
Time (hrs)
0 Total
Flow Readings
Flow Kate
in3/hr
Conductivity
Remarks: Weather conditions, etc.
Reading
Flow
cm3
Ksat In/hr
1
S
8/31
12 :01
0.02
0.02
26.0
105
105
384.45
1.62
E
8/31
12:02
25.0
2
S
8/31
12 :02
0.02
0.03
25.0
105
262.5
961.12
4.06
E
8/31
12:03
22.5
3
S
8/31
12 :03
0.02
0.05
22.5
105
262.5
961.12
4.06
E
8/31
12:04
20.0
4
S
12/3
12 :04
0.02
0.07
20.0
105
262.5
961.12
4.06
E
12/3
12:05
17.5
5
S
12/3
12 :05
0.02
0.08
17.5
105
262.5
961.12
4.06
E
12/3
12:06
15.0
6
S
12/3
12 :06
0.02
0.10
15.0
105
262.5
961.12
4.06
E
12/3
12:07
12.5
7
S
E
8
S
E
9
S
E
10
S
E
11
S
E
12
S
E
13
S
E
14
S
Stabilized Ksat'n/hr
4.06
SHWT-01

Geotechnical, Environmental, and Materials Engineers
Project Name: Gruber Mini Mall SWHT
Client Name: Marshall Waters Woody Associates
Technician: M. Lumokin
Test Constants
Liquid Used: Municipal Water
Test Location: SHWT-02
Project Number: RD210506
Report Number: 2 of
Date: 8/31 /2021
Depth of Water Table: >90"
Constants:
Capacity
Liquid Containers
setting
Rate cm'/cm
Sight Tube
1 L
1 On
Storage Tube
5L
n5S.000
Flow rate used
Water Temp (IF):
Depth of Observed Water
105 Hole Diameter:
2
rr or
NA inches
3 inches
Start Saturation: 12:30 Water Head: 8 inches
Hole Radius: 1.500 Hole Depth: 96 inches
Test a a
MEN
Elapsed
Time (hrs)
A I Total
Flow Readings
Flow Kate
in'/hr
Conductivity
Auger Refusal at 8.0ft

Hydrologic Soil Group —Cumberland County, North Carolina
(Gruber Mini Mall)
680120 680160 6m" 680240 680280
p
of
I
4 e
r �
r
_ Soil Map may not �e val1. at this scale. $.
35° T 28" N
680120 680160 680200 680240
3
Map Scale: 1:1,580 if printed on A portrait (8.5" x 11") sheet
Meters N
0 20 40 80 120
Feet
0 50 100 200 300
A
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zane 17N WGS84
ust)A Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
680280
680320
6-1 35° 7' 38" N
—T — 35° 7' 28" N
680320
3
5/23/2021
Page 1 of 4

Hydrologic Soil Group —Cumberland County, North Carolina
Gruber Mini Mall
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
WgB
Wagram-Urban land
complex, 0 to 8
percent slopes
A
5.5
100.0%
Totals for Area of Interest
5.5
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
uSDA Natural Resources Web Soil Survey 5/23/2021
Conservation Service National Cooperative Soil Survey Page 3 of 4

8°58'
159 M ILS
1-T
20 MILS
UTM GRID AND 2019 MAGNETIC NORTH
DECLINATION AT CENTER OF SHEET
OVERHILLS, NC
2019
1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 C L I F D A L E, NC
FEET
2019