SW6240403_Stormwater Report_20240425

STORMWATER REPORT
FOR
STATION POINTE SUBDIVISION
PHASE 2
ANGIER, NC
March, 2024
Prepared By
13
Bass, Nixon & Kennedy, Inc.
Consulting Engineers41 .• �,'
6310 Chapel Hill Rd., Suite 250
Raleigh, NC 27587 ,a SEA
[phone]
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Table of Contents
I. Introduction
II. Pre-Development Site Conditions
III. Post-Development Site Conditions
IV. Stormwater Management
V. Off-Site Areas
VI. Pre and Post Development Peak Flows
VII. Water Quality Retention Calculations
VIII. Hydraflow Calculations
IX. Temporary and Permanent Diversion Ditch Calculations
X. Skimmer Basin Calculations
XI. Temporary Slope Drain Calculations (Flowmaster)
XII. USGS Map
XIII. Harnett County Soils Map
XIV. Pre and Post Development Drainage Maps
XV. Land Deed and Secretary of State
XVI. Gutter Spread Calculations
XVII. Hydraulic Grade Line Calculations
XVIII. Soil Boring Information

STATION POINTE SUBDIVISION PHASE 2
ANGIER, NC
I. INTRODUCTION
The purpose of this report is to provide an executive summary of the stormwater
r- management and the storm drainage design for the Station Pointe Subdivision Phase 2
Project.
II. PRE-DEVELOPMENT SITE CONDITIONS
The site is located in the Town of Angier, NC. It is north and adjacent to Gardner Road,
South of the dead-end of Roy Adams Road, east of Matthews Mill Pond Road and west of
Old Buies Creek Road. The site consists of a sod farm, pond and some wooded areas. The
drainage area for phase 2 is 3 5.3 5 acres which includes a wetland area of 5.10 acres.
III. POST-DEVELOPMENT SITE CONDITIONS
r The proposed site plan includes a 105 single-family homes, street networks and one Wet
Pond for stormwater attenuation and treatment.
F The proposed subdivision will have a homeowner's association that will be responsible for
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the proposed open space. The open space consists of several pockets of undisturbed areas,
woody wetlands and 1 wet pond. The post development impervious for this plan submittal is
15.57 acres (44.0% before removal of existing water surfaces, 54.61% after removal of water
surfaces per Form SWU-101, part IV).
IV. STORMWATER MANAGEMENT
Stormwater quantity and voluntary quality issues will be addressed with the implementation
of one wet pond located to the southeast of phase 2. The stormwater management facility will
be designed to attenuate the flows from the 10 and the 100-year storms in accordance with
the Town of Angier Standards and Specifications. The Wet Pond will treat up to 30% of the
Nitrogen from the runoff directed to the ponds.
V. OFF-SITE AREAS
A small portion of storm runoff from the phase 2 improvements is expected to drain to the
south from Roy Adam Road. This runoff will be treated in the Myrtle Manor development
that was previously designed and approved.
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I. PRE and POST DEVELOPMENT PEAK FLOWS
Stormwater Attenuation Requirements Using Rational Methodology
The following calculations summarize the pre-development and post-development
discharge calculations from drainage area 1 and drainage area 2 for the 10-year, and
100-year 24-hr storms using the Rational Method. The Q10 and Q100 pre-developed
discharge was calculated based on the actual site pre-developed conditions. Hydraflow
computer software was used for performing the analysis. All hydrographs and
supporting calculations are provided in the Detention Calculations section of this report.
Supporting drainage area maps and rainfall data are provided in the Appendix. The
following summarizes the findings of the analysis:
DRAINAGE AREA
Rational Method Storm Event (cfs)
Description Q 10 Q 100
Pre-development Discharge 67.71 91.12
Post-development Discharge 140.08 188.53
Attenuation Required 72.37 N/A
Discharge Into SCM 3 113.37 152.58
Discharge Out of SCM 3 0.26 0.68
Combined Discharge (including 27.15 36.51
bypass)
Attenuation Provided I t 112.93 1 152.02
The proposed attenuation provided by Wet Pond 3 provides enough stormwater
attenuation so that the Q10 and Q100 post-developed discharge does not exceed
the pre-developed discharge.
Peak attenuation of the 10, and 100 year storms will be provided in accordance with the Town of
Angier standards and specifications during the construction drawing phase of the project. As
stated earlier, stormwater management facilities in the form of wet ponds are proposed for the
site.

WATER QUALITY RETENTION
CALCULATIONS

Water Quality Retention Calculations
Project Name: Station Pointe Subvision Phase 2-SCM 3
Determine Surface Area Required for Permanent Pool:
Drainage Area: 20 61 ac
Impervious Area: 14 52 ac
Percent Impervious: 70.2%
Permanent Pool Elevation 268 50 (1/2 way up vegetated shelf)
Volume: 66007.25 cf
Surface Area: 23222.00 sf
Hydraulic Depth: 400 ft(Option 2 Calculation BMP Manual)
SA/DA Required: 2 41%
SA/DA Provided: 2 58%
Forebay Volume Check:
Forebay Volume at Crest of Berm: 11729 50 cf
Permanent Pool Volume: 66007.25 cf
Forebay Volume%of Perm Volume 17 77% OK-Approximately 200%of total perm volume
Calculate the Volume Required to Treat the First Flush:
Rainfall to Treat: in
Runoff Coefficient(R )=0 05+0.009*(% Impervious)
Runoff Coefficient(R ): 0.68 in/in
Runoff Volume(V)=Rainfall*(R )*(Drainage Area)
Runoff Volume(V): 51,189 cf
Calculate the Depth Required for the Temporary Pool:
Temporary Pool Volume(Required): 51,189 cf
Total Volume(Perm. +Temp.): 117,196 cf
Temporary Pool Elevation between: 270.00 and 271.00
Temporary Pool Elevation: 270.42
Temporary Pool Depth: 1 92 measured from Permanent Pool Elevation
Determine the Orifice Size for 2-5 Day Drawdown of Temporary Pool:
Orifice Invert Elevation: 26850
Temporary Pool Elevation: 270.42
Orifice Diameter: 3 00 in
Use the orifice equation to determine flow and drawdown time:
Orifice Equation: Q=CA(2gh)o s
Volume to Draw Down: 51,189 cf
Flow for 2-Day Drawdown: 0.30 cfs
Flow for 5-Day Drawdown: 012 cfs
C:
g: 2.20 fUs2
A: 0.05 sf
Number of Increments for Orifice Flow: 10 Increments
Depth of Temp Pool from Top of Orifice: 1 67 ft

Incremental Orifice Flow Drawdown Calculations
For Temp Pool above top of orifice(Equations III-13, Malcom
Q(from Drawdown Time Drawdown
Index: Avg Driving_ Head (ft) Orifice Eq) (s) Time(Days)
0 1.6320 0.3019 14,7 00.79 0.1707
1 14645 0.2860 15,571.21 0.1802
2 12971 0.2692 16,545.76 0.1915
3 11297 0.2512 17,729.65 0.2052
4 0.9622 0.2318 19,210.45 0.2223
5 0.7948 0.2107 21,137.43 0.2446
6 0.6273 0.1872 23,791.72 0.2754
7 0.4599 0.1603 27,787.43 0.3216
81 0.2924 0.12781 34,845.991 0.4033
91 0.1250 0,08361 53,298.881 0.6169
Total I I 1 1 2.8318
For Temp Pool below top of orifice(Equations III-13, Malcom):
Q(Malcom Drawdown Time Drawdown
Index: Avq_ Driving Head(ft) III-13) (s) Time(Days)
0 0.2500 0.0837 39724.25 0.4598
1 0.1250 0.0296 112357.16 1.3004
Total 1.7602
Drawdown Time: 4.59 days (OK- Drawdown is between 2 and 5 days)

Average Depth Calculation
Project Name: Station Pointe Subvision Phase 2-SCM 3
Permanent Pool Elevation: 26850 (1/2 way up vegetated shelf)
Surface Area at Perm. Pool: 23222.00 sf
Elevation of Bottom of Shelf: 268.00
Surface Area at Bottom Shelf: 15949.00
Area at Bottom of Pond: 6856.00
Depth(from bottom of shelf to pond bottom): 5.00
Hydraulic Depth: 4.00 ft(Option 2 Calculation BMP Manual)
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pupree�r��F_X2 `� �s�f� 'grAe S13 24 Station Pointe Phase 2\Station Pointe Phase 2 Hydraflow 03 19 24 glow
r� J Tuesday,03/19/2024
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc v2019.2
Watershed Model Schematic...............................................................................
Hydrograph Return Period Recap......................................................
10 - Year
.................................. 3
Summary Report................................................................................ ..................... 4
Hydrograph Reports............................................................................................................ 4
Hydrograph No. 1, Rational, Pre Development.................................... 5
Hydrograph No. 2, Rational, Post Development Detained..............................................
Hydrograph No, 3, Rational, Post Development Bypass.......................
Hydrograph No. 4, Reservoir, Wet Pond 3..................................... 8
Pond Report - Wet Pond 3.........................................................................
Hydrograph No. 5, Combine, Post Development Combined...........................
100 - Year
Summary p ................................ 11
Hydrograph Reports............................................................................................. 11
Hydrograph No. 1, Rational, Pre Development.......................... 12
Hydrograph No 2, Rational, Post Development Detained........... 13
Hydrograph No. 3, Rational, Post Development Bypass.................. .
Hydrograph No. 4, Reservoir, Wet Pon .................. ............................................
14
Hydrograph No. 5, Combine, Post Development Combined.................
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Watershed Model S c h e m%jr. .,,Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2019 2
3
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Hydrograph Return Perio0yd!(;e9yPcPraphs Extension for Autodesk®Civil 3D®2019byAutodesk, Inc.v2019.2
Peak Outflow(cfs) Hydrograph
Hyd. Hydrograph Inflow Description
No. type hyd(s)
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 Rational ------ -------
—`---
------ 6771 ------ __— 91 12 Pre Development
2 Rational ------- ---"— ------- 113 37 ---- 152.58 Post Development Detained
3 Rational ------ ------- ------- 26 97 _______ ____-- 36.30 Post Development Bypass
4 Reservoir 2 ------ —" -------
------- 0 258 ------- --- 0 682 Wet Pond 3
r5 Combine 3,4 ------ ----- -----
_____ 27 15 ----—_ _--- 36.51 Post Development Combined
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Hydrograph Summary Re PPdt Hydrographs Extension for Autodesk@ Civil 3D®2019 by Autodesk. Inc.v2019.2
,Hyd. Hydrograph Peak Time Time to Hyd. Inflow (Maximum Total Hydrograph
No, type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 Rational 67.71 1 5 20,312 — - - Pre Development
2 Rational 113.37 1 5 34,011 ------ -- — Post Development Detained
3 Rational 26.97 1 5 8,092 ---- -- ---- Post Development Bypass
4 Reservoir 0.258 1 10 27,789 2 269.82 33,926 Wet Pond 3
5 Combine 27.15 1 5 35.881 3,4 ---- --- Post Development Combined
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RA2022�22069 - Dupree Farm Subdivision�CR6ticv 6FQaicdiat®r'3�06 DetentiorT aVQQM311XY-2,@Btation Pointe Phase .IStat

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Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D®2019 by Autodesk, Inc.v2019.2 Tuesday,03/19/2024
Hyd. No. 1
Pre Development
Hydrograph type = Rational Peak discharge = 67.71 cfs
Storm frequency = 10 yrs Time to peak = 0.08 hrs
Time interval = 1 min Hyd. volume = 20,312 cuft
Drainage area = 32.350 ac Runoff coeff. = 0.29*
Intensity = 7.217 in/hr Tc by User = 5.00 min
OF Curve = WakeCounty.IDF Asc/Rec limb fact = 1/1
Composite(Area/C)_[(27.250 x 0.30)+(5.100 x 0.22)]/32.350
Pre Development Q (cfs)
Q (cfs) Hyd. No. 1 -- 10 Year
70.00 7000
60.00
60.00 j
50 00
50.00
40.00
40.00 `
3
30.00 0 00
i 20.00 20.00'�,\
10.00 10.00
i
0.00
0 0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.00
Time (hrs)
Hyd No. 1

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Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk,Inc v2019.2 Tuesday,03 119 12024
Hyd. No. 2
Post Development Detained
Hydrograph type = Rational Peak discharge = 113.37 cfs
Storm frequency = 10 yrs Time to peak = 0.08 hrs
Time interval = 1 min Hyd. volume = 34,011 cuft
Drainage area = 20.670 ac Runoff coeff. = 0.76*
Intensity = 7.217 in/hr Tc by User = 5.00 min
OF Curve = WakeCounty.IDF Asc/Rec limb fact = 1/1
Composite(Area/C)_[(14.520 x 0.95)+(6.150 x 0.30)]/20.670
Post Development Detained Q (cfs)
Q (cfs) Hyd. No. 2 -- 10 Year
120.00 — 120.00
100.00
100.00
�
J
80.00
80.00
- ,�'
s'
60.000 6000
40.00 40.00
°a
20.00
20.00kL
0.00
0.00 --
0.0 0.0 0.0 0 1 0.1 0.1 0.1 0.1 0.1 0.2 0.2
Time (hrs)
Hyd No. 2

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Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc v2019.2
Tuesday,03/19/2024
Hyd. No. 3
Post Development Bypass
Hydrograph type = Rational Peak discharge = 26.97 cfs
Storm frequency = 10 yrs Time to peak = 0.08 hrs
Time interval = 1 min Hyd. volume = 8,092 cuft
Drainage area = 11.680 ac Runoff coeff. = 0.32*
= 7.217 in/hr Tc by User = 5.00 min
Intensity y�
OF Curve = WakeCount IDF Asc/Rec limb fact = 1/1
"Composite(Area/C)_((1.050 x 0.95)+(5 530 x 0 30)+(5 100 x 0 22)]/11 680
Post Development Bypass Q (cfs)
Q (cfs) Hyd. No. 3 -- 10 Year
28.00 — - _
28.00
I
_ 24.00
24.00
l 20.00
2000 '
i
/ 16.00
16.00 — �;✓
1200
1200 N
8.00
8.00
4,00
4.00
i
I�/ — - 000
0.00 --- —� 0.2
0.0 0.0 00 0.1 01 0.1 0.1 0 1 0.1 0 2 Time (hrs)
Hyd No. 3

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Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk. Inc v2019.2 Tuesday,03/19/2024
Hyd. No. 4
Wet Pond 3
Hydrograph type = Reservoir Peak discharge = 0.258 cfs
Storm frequency = 10 yrs Time to peak = 0.17 hrs
Time interval = 1 min Hyd. volume = 27,789 cuft
Inflow hyd. No. = 2 - Post Development DetainWx. Elevation = 269.82 ft
Reservoir name = Wet Pond 3 Max. Storage = 33,926 cuft
Storage Indication method used
Wet Pond 3
cfs Q (cfs)
Q
( ) Hyd. No 4 -- 10 Year
120.00
120.00
i
100.00 100.00
I
80.00 -
80.00
60.00
60.00
40.00 -
40.00
20.00
20.00
-
- — _ - - — - - — 0.00
0.00
0 5 10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 4 Hyd No. 2 Total storage used = 33,926 cuft

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Pond Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc v2019 2 Tuesday,03/19/2024
Pond No. 1 - Wet Pond 3
Pond Data
Contours-User-defined contour areas Conic method used for volume calculation Begining Elevation=268 50 ft
Stage/Storage Table
Stage(ft)
Elevation(ft) Contour area(sgft) Incr.Storage(cuft) Total storage(cuft)
000 26850 23,222 0 0
050 26900 25,504 12,176 12,176
1 50 27000 27,850 26,666 38,842
250 271 00 30,252 29,040 67,881
3 50 27200 32,715 31,472 99,354
4.50 273.00 32,238 32,473 131827
Culvert I Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 2400 300 000 000 Crest Len(ft) = 1600 1 00 000 000
Span(in) = 2400 300 000 000 Crest El.(ft) = 27050 27000 000 000
No. Barrels = 1 1 0 0 Weir Coeff. = 333 333 333 3 33
Invert El.(ft) = 26675 268.50 000 000 Weir Type = 1 Rect ---
Length(ft) = 13729 1 00 000 000 Multi-Stage = Yes No No No
Slope(%) = 1 27 1 00 000 n/a
N-Value = 013 013 013 n/a
Orifice Coeff. = 060 060 060 060 Exfil.(in/hr) = 0 000(by Wet area)
Multi-Stage = n/a No No No TW Elev.(ft) = 0 00 -
Note CulverliOnfice outflows are analyzed under inlet(ic)and outlet loci control weir risers checked for orifice conditions(ic)and submergence(s)
Stage(ft) Stage/ Discharge Elev(ft)
273 50
500
` 272 50
4 00
271.50
300
270 50
200
269 50
1 00
268 50
000 00
000 500 10,00 15 00 2000 2500 3000 3500 4000 4500 50.00 55
Discharge(cfs)
Total Q

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Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2019 2 Tuesday,03 119/2024
Hyd. No. 5
Post Development Combined
Hydrograph type = Combine Peak discharge = 27.15 cfs
Storm frequency = 10 yrs Time to peak = 0.08 hrs
Time interval = 1 min Hyd. volume = 35,881 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 11.680 ac
Post Development Combined Q (cfs)
Q (cfs) Hyd. No. 5 -- 10 Year
28.00
28.00
i
24.00
24.00
---
i
2
20.00 0.00
16.00
16.00
12.00
12.00 I
8.00
800 —
4.00
4.00
I
0.00 - _
000
0.0 0.0 00 0.1 0.1 0.1 0.1 0.1 0 1 0.2 0.2
Time (hrs)
Hyd No. 5 Hyd No. 3 Hyd No. 4

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Hydrograph Summary Re PP�v Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc v2019.2
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 Rational 91 12 1 5
27.337 — ...... Pre Development
45,775 — — Post Development Detained
2 Rational 152.58 1 5 —
3 Rational 36.30 1 5 10,891 Post Development Bypass
4 Reservoir 0 682 1 10 37,269 2 270.23 45,633 Wet Pond 3
h
5 Combine 36.51 1 5 48,160 3.4 --- Post Development Combined
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Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil 31DO 2019 by Autodesk, Inc v2019.2 Tuesday,03/19/2024
Hyd. No. 1
Pre Development
Hydrograph type = Rational Peak discharge = 91.12 cfs
Storm frequency = 100 yrs Time to peak = 0.08 hrs
Time interval = 1 min Hyd. volume = 27,337 cuft
Drainage area = 32.350 ac Runoff coeff. = 0.29*
Intensity = 9.713 in/hr Tc by User = 5.00 min
OF Curve = WakeCounty.lDF Asc/Rec limb fact = 1/1
*Composite(Area/C)_[(27,250 x 0.30)+(5 100 x 0 22)]/32 350
Pre Development
Q (cfs)
Q (cfs
Hyd. No. 1 -- 100 Year
100.00 100.00
I
9000 90.00
8
80.00 0.00
70.00 ® 7000
60.00 � 60.00
50.00 50.00��
'> 4000
40.00
30.00
30.00 -
20.00
20.00
10.00 1000
0.00
- -
0.00
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2
Time (hrs)
Hyd No. 1

12
Hydrograph Report
Hydraflow Hyd rographs Extension for Autodesk®Civil 3D0 2019 by Autodesk, Inc v2019 2
Tuesday,03/19/2024
Hyd. No. 2
Post Development Detained
Hydrograph type = Rational Peak discharge = 152.58 cfs
Storm frequency = 100 yrs Time to peak = 0.08 hrs
Time interval = 1 min Hyd. volume = 45,775 cuft
Drainage area = 20.670 ac Runoff coeff. = 0.76*
Intensity = 9.713 in/hr Tc by User = 5.00 min
OF Curve = WakeCounty.IDF Asc/Rec limb fact = 1/1
*Composite(Area/C)_((14 520 x 0 95)+(6 150 x 0.30)]/20.670
Post Development Detained Q (cfs)
Q (Cfs) Hyd. No 2 -- 100 Year
160.00 - 160.00
/ 140.00
140.00 ✓ '�
120.00
120.00 �. \�
�' 10000
100.00
i
i
80.00
80.00
60.00
60.00
r �
J �
4
40.00 0.00
20.00 20.00
0.00 - - 0.00
00 0.0 0.0 0.1 0 1 0.1 0.1 0.1 0 1 0.2 0.2
Time (hrs)
Hyd No. 2

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3DO 2019 by Autodesk, Inc v2019.2 Tuesday,03/19/2024
Hyd. No. 3
Post Development Bypass
Hydrograph type = Rational Peak discharge = 36.30 cfs
Storm frequency = 100 yrs Time to peak = 0.08 hrs
Time interval = 1 min Hyd. volume = 10,891 cuft
Drainage area = 11.680 ac Runoff .coeff. = 0.32*
Intensity = 9.713 in/hr Tc by User = 5.00 min
OF Curve = WakeCounty.IDF Asc/Rec limb fact = 1/1
Composite(Area/C)_[(1.050 x 0.95)+(5.530 x 0.30)+(5.100 x 0.22)]/11.680
Post Development Bypass Q (cfs)
Q (cfs) Hyd. No. 3 -- 100 Year
4
4000 4000
w 30.00
30.00
20.00 20.00
1
10.00 0.00
0.00 000
0.0 0.0 0.0 01 0.1 0.1 0.1 0.1 0.1 0.2 0.2
Time (hrs)
Hyd No. 3

14
Hydrograph Report
Tuesday,03/19/2024
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk. Inc v2019 2
Hyd. No. 4
Wet Pond 3
Hydrograph type = Reservoir Peak discharge = 0.682 cfs
Storm frequency = 100 yrs Time to peak = 0.17 hrs
Time interval
1 min Hyd. volume = 37,269 cuft
Inflow hyd. No. = 2 - Post Development Detainhlx. Elevation = 270.23 ft
Reservoir name = Wet Pond 3 Max. Storage = 45,633 cuft
Storage Indication method used
Wet Pond 3 Q (cfs)
Q (cfs) Hyd. No. 4 -- 100 Year
16000
160.00
' 140.00
14000 -
12000
120 00 -
100.00
100.00 -
8000
80.00
I
60.00
60.00 -.
4000
40.00 -
M 20.00
20.00
000 =- 45 50 000
0 5 10--- 15 - --20 - 25 30 35 40
Time (hrs)
Hyd No 4 Hyd No. 2 Total storage used = 45,633 cuft

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 31DO 2019 by Autodesk, Inc v2019.2 Tuesday,03!19/2024
Hyd. No. 5
Post Development Combined
Hydrograph type = Combine Peak discharge = 36.51 cfs
Storm frequency = 100 yrs Time to peak = 0.08 hrs
Time interval = 1 min Hyd. volume = 48,160 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 11.680 ac
Post Development Combined Q (cfs)
Q (cfs) Hyd. No. 5-- 100 Year
40.00 - 4000
i 30.00 30.00
i
r 2
20.00 0.00
1
10.00 0.00
0.0 0.3 0.7 1.0 1.3 1.7 2.0 23 2.7 3.0
Time (hrs)
Hyd No. 5 Hyd No. 3 Hyd No. 4

Temporary and Permanent
Diversion Ditch Calculations

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SKIMMER BASIN CALCULATIONS

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Temp. Skimmer basin No. 1
Please note that the Trial Top Width is an ave. due to the odd shape of the basin
Okay
8.9 Disturbed Area (Acres)
33.6 Peak Flow from 10-year Storm (cfs)
16020 Required Volume ft3
10920 Required Surface Area ft2
73.9 Suggested Width ft
147.8 Suggested Length ft
65 Trial Top Width at Spillway Invert ft
175 Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
3 Trial Depth ft (2 to 3.5 feet above grade)
47 Bottom Width ft
157 Bottom Length ft
7379 Bottom Area ft2
27969 Actual Volume ft3 Okay
11375 Actual Surface Area ft2 Okay
35 Trial Weir Length ft
0.5 Trial Depth of Flow ft
37.1 Spillway Capacity cfs Okay
Skimmer Size (inches) Skimmer Size
0.25 Head on Skimmer(feet) +Inches)
2 Orifice Size (1/4 inch increments) 1.5
3.47 Dewatering Time (days) 2
Suggest about 3 days 2.5
3
4
5
6
3

Temp. Skimmer Basin No. 2
Please note that the Trial Top Width is an ave. due to the odd shape of the basin
Okay
5 7 Disturbed Area (Acres)
20.5 Peak Flow from 10-year Storm (cfs)
10260 Required Volume ft3
6663 Required Surface Area ft2
57.7 Suggested Width ft
115.4 Suggested Length ft
55 Trial Top Width at Spillway Invert ft
125 Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
3 Trial Depth ft (2 to 3.5 feet above grade)
37 Bottom Width ft
107 Bottom Length ft
3959 Bottom Area ft2
16089 Actual Volume ft3 Okay
6875 Actual Surface Area ft2 Okay
20 Trial Weir Length ft
0.5 Trial Depth of Flow ft
21.2 Spillway Capacity cfs Okay
3 Skimmer Size (inches) Skimmer Size
0.25 Head on Skimmer(feet) (Inches)
1 5 Orifice Size (1/4 inch increments) 1.5
3.95 Dewatering Time (days) 2
Suggest about 3 days 2.5
3
4
5
6
8

Temp. Riser/Skimmer Basin No. 3
Please note that the Trial Top Width is an ave. due to the odd shape of the basin
Okay
10.8 Disturbed Area (Acres)
39 Peak Flow from 10-year Storm (cfs)
19440 Required Volume ft3
12675 Required Surface Area ft2
79.6 Suggested Width ft
159.2 Suggested Length ft
60 Trial Top Width at Spillway Invert ft
220 Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
3 Trial Depth ft (2 to 3.5 feet above grade)
42 Bottom Width ft
202 Bottom Length ft
8484 Bottom Area ft2
32364 Actual Volume ft3 Okay
13200 Actual Surface Area ft2 Okay
40 Trial Weir Length ft
0.5 Trial Depth of Flow ft
42.4 Spillway Capacity cfs Okay
3 Skimmer Size (inches) Skimmer Size
0.25 Head on Skimmer(feet) (Inches)
2.25 Orifice Size (1/4 inch increments) 1.5
3.32 Dewatering Time (days) 2
Suggest about 3 days 2.5
3
4
5
6
8

TEMPORARY SLOPE DRAIN
CALCULATIONS
USING FLOWMASTER

30" Slope Drain for Skimmer Basin No.1
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.010
Channel Slope 0.005 ft/ft
Diameter 30.0 in
Discharge 33.80 cfs
Results
Normal Depth 22.2 in
Flow Area 3.9 ftZ
Wetted Perimeter 5.2 ft
Hydraulic Radius 9.0 in
Top Width 2.20 ft
Critical Depth 23.7 in
Percent Full 73.9 %
Critical Slope 0.004 ft/ft
Velocity 8.69 ft/s
Velocity Head 1.17 ft
Specific Energy 3.02 ft
Froude Number 1.151
Maximum Discharge 40.56 cfs
Discharge Full 37.70 cfs
Slope Full 0.004 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0%
Normal Depth Over Rise 73.9 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 22.2 in
Critical Depth 23.7 in
Channel Slope 0.005 ft/ft
Critical Slope 0.004 ft/ft
I
- Bentley Systems,Inc Haestad Methods Solution FlowMaster
Untitled 1.fm 8 Center [10.03,00,03]
3/14/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]
r.

24" Slope Drain for Skimmer Basin No. 2
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.010
Channel Slope 0.005 ft/ft
Diameter 24.0 in
Discharge 17.80 cfs
Results
Normal Depth 17.1 in
Flow Area 2.4 ftz
Wetted Perimeter 4.0 ft
Hydraulic Radius 7.1 in
Top Width 1.81 ft
Critical Depth 18.2 in
Percent Full 71.2%
Critical Slope 0.004 ft/ft
Velocity 7.44 ft/s
Velocity Head 0.86 ft
Specific Energy 2.28 ft
Froude Number 1.141
Maximum Discharge 22.37 cfs
Discharge Full 20.79 cfs
Slope Full 0.004 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 71.2 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 17.1 in
Critical Depth 18.2 in
Channel Slope 0.005 ft/ft
Critical Slope 0.004 ft/ft
i
I— Bentley Systems,Inc. Haestad Methods Solution FlowMaster
Untitled1 fm6 Center [10.03.00.03]
3/14/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
�! Watertown,CT 06795 USA [phone]
a

24" Slope Drain for Riser/Skimmer Basin No. 3
Project Description
Friction Method Manning
Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.010
Channel Slope 0.005 ft/ft
Diameter 24.0 in
Discharge 24.20 cfs
Results
Normal Depth 17.1 in
Flow Area 2.4 ftZ
Wetted Perimeter 4.0 ft
Hydraulic Radius 7.1 in
Top Width 1.81 ft
Critical Depth 18.2 in
Percent Full 71.2%
Critical Slope 0.004 ft/ft
Velocity 7.44 ft/s
Velocity Head 0.86 ft
Specific Energy 2.28 ft
Froude Number 1.141
Maximum Discharge 22.37 cfs
Discharge Full 20.79 cfs
Slope Full 0.004 ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 71.2%
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 17.1 in
Critical Depth 18.2 in
Channel Slope 0.005 ft/ft
Critical Slope 0.004 ft/ft
Bentley Systems,Inc Haestad Methods Solution FlowMaster
Untitledl fm8 Center [10 03 00 03]
3/14/2024 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown,CT 06795 USA [phone]

USGS MAP

5/24/23,5:21 PM ` Get Maps I topoView
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Phase 2 (This Submittal)
Latitude and Longitude at Phase 2 Entrance:
Latitude: 35-29'-29.8982"N
Longitude: -78-44'-44.5331 W
https://ng mdb.usg s.g ovltcpo�+ew/\i er--r/#15/35.4919!-78 7450 111

SITE SOILS MAP

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Hydrologic Soil Group—Harnett County, North Carolina Station Pointe Phase 2
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres In AOI Percent of AOI
Bb Bibb soils,frequently A/D 20.7 20.5%
flooded
DoA Dothan loamy sand,0 to B 3.7 3.6%
2 percent slopes
DoB Dothan loamy sand,2 to B 48.3 47.9%
6 percent slopes
FaB Fuquay loamy sand,0 to B 8.5 8.4%
6 percent slopes
Ly Lynchburg sandy loam, B/D 1.0 1.0%
0 to 2 percent slopes
NoC Norfolk loamy sand,6 to A 14.3 14.2%
10 percent slopes
W Water 4.4 4.3%
Totals for Area of Interest j 100.8 100.0%
r
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USDA Natural Resources Web Soil Survey 3/14/2024
• Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Harnett County, North Carolina Station Pointe Phase 2
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
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Natural Resources Web Soil Survey 3/14/2024
Conservation Service National Cooperative Soil Survey Page 4 of 4

PRE & POST DEVELOPMENT
DRAINAGE MAPS

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PROPERTY DEED
And
NC SEC . of STATE

Matthew S. Willis Register of Deeds
Harnett County, NC
Electronically Recorded
09/20/2023 11.40.27 AM NC Rev Stamp: $16,300.00
Book: 4208 Page: 404 - 408 (5) Fee: $26.00
Instrument Number: 2023015906
HARNETT COUNTY TAX ID #
040673 0014
040673 0011 01
040673 0011
09-20-2023 BY: MMC
NORTH CAROLMA GENERAL WARRANTY DEED
Excise Stamps:S 16.;00.00 Real Estate ID#s:040673 0014,040673 001101& 040673 0011
After recording,MAIL TO: Grantee
The property does not include the primary residence of at least one of the Grantors. (N.C.G.S.§105-317.2)
This instrument was prepared by: Moore&Alphin.PLLC(23-SP-DRB)
Brief description for the Index:
THIS DEED is made as of the latest date of the notary acknowledgements below,by and between
GRANTORS GRANTEES
Roger Howard Dupree DRB Group North Carolina,LLC
a North Carolina limited liability company
Grantor's Address:
1307 Pearidge Road Grantee's Address
Angier,NC 27501 3000 RDU Center Drive, Suite 202
Morrisville,NC 27560
The designation Grantor and Grantee as used herein shall include said parties,their heirs,successors,
and assigns,and shall include singular,plural,masculine,feminine or neuter as required by context.
WITNESSETH, that the Grantor, for a valuable consideration paid by the Grantee,the receipt of which
is hereby acknowledged, has and by these presents does grant, bargain, sell and convey unto the
Grantee in fee simple, all that certain lot or parcel of land lying in Black River Township, Harnett
County,North Carolina, and being more particularly described as follows:
See Exhibit A
1
submitted electronically by "Moore & Alphin, PLLC"
in compliance with North Carolina statutes governing recordable documents
and the terms of the submitter agreement with the Harnett county Register of Deeds.

__ _ _ �... __ - �,...>v. � - a�+vwao •��i17SJ4.n _ _'�jalldlm�1!
BK 4208 PG 405 DOC# 2023015906
TO HAVE AND TO HOLD the aforesaid lot or parcel of land, all improvements thereon, and all privileges and
appurtenances thereto belonging to the Grantee in fee simple.
AND THE GRANTOR covenants with the Grantee,that Grantor is seized of the premises in fee simple,has the
right to convey the same in fee simple, that title is marketable and free and clear of all encumbrances, and that
Grantor will warrant and defend the title against the lawful claims of all persons whomsoever, other than the
following exceptions:
1) The lien of ad valorem real property taxes not yet due and payable.
2) All easements,covenants, conditions,restrictions, and other matters set forth in the County land
records. ,-As shown on the attached Exhibit B.
IN WITNESS WHEREOF, each Grantor has hereunto set his hand and seal, as of the day and year set forth in
the notary acknowledgments below.
G� Qom— (SEAL)
Rog oward Dupree
State of North Carolina—County of 14AgNaTr
I certify that the following person personally appeared before me this day and acknowledged to me that
he signed the foregoing document for the purposes stated therein: Roger Howard Dupree
Date: .3 _
(Stamp or Seal) ```���t�uu �l�hl/tl/lyt4���//
��� �P ,o �i, Signature of Notary
NOTARY 'r" Printed Name: YVi�)tctn-
w My commission expires: 4);;23 �5
'9 PUBLIC
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BK 4208 �PG 406 v DOC# 2023015906
Legal Description
Brief Legal:"40 Acres Mary Young Batts Hendershott"
Parcel ID No. 04-0673-0011
BEGINNING at Reaves' corner in Deal's line; thence South 31 degrees West 30 chains and 50
Iinks to a stake in Johnson's line; thence North about 75 degrees West 9 chains and 70 links with
Johnson's line to a stake in Mn. Kate Matthews' line; thence North with her line 17 chains to a
stake, Gregory's comer;thence South 88.degrees East with Gregory's litre 12 chains.sack 50 links
to a stake corner,thence North with his line 8 chains to a stake; Gregory's comer in Reaves' line;
thence South 85 degrees East 11 chains and 69 links to the beginning,containing forty(40) acres,
more or less.This is the same land conveyed to Edith M.Young by F.L.Cotton,Executor,by deed
dated January 8, 1934 and recorded in Book 250,page 175,Harnett County Registry.
For Chain of Title See: Estate of Lucille II Dupree 08 E 531, Harnett County Cleric of Court;
Deed Book 1184, Page 2(A; Deed Book 1184, Page 200; Deed Book 890, Page 57; Deed Book
533, Page 12; Estate of Henry Howard(H.H.) Dupree 71 E 116, Harnett County Clerk of Court.
Being the same lands conveyed to H.H.Dupree and wife,Lucille H.Dupree,by Mary Young Batts
Hendershott, et al.by deed dated December 31, 1963 and recorded in Book 449,page 54,Harnett
County Registry.
Brief Legal: 112.22 Acres from Graham F.Howard-adjacent to Hendershott tract"
Parcel ID No.: 04-0673-0011-01
BEGU KING at an iron pin stake,the exact northwest comer of a tract of land containing 37 acres,'
more or less, and which was conveyed to Graham F.Howard and wife by deed of Gearline I.Ward
and husband,dated November 4, 1955,recorded in Book 365,page 190,Harnett County Registry,
and rums thence South 03 degrees West by deed by which title was vested in Graham F. Howard
and wife(and South 04 degrees 30 minutes West according to survey by J. Carl Rowland, R.L.S.,
dated March 2, 1964) 94 feet to an iron pin comer in the West line of said 57 acre tract; thence
South 50 degrees 36 minutes East 454.4 feet to an iron pin corner; thence North 36 degrees 08
minutes East 315 feet to an iron pin corner in the northern line of said 57 acre tract;thence North
about 75 degrees West by deed by which title was vested in Graham F. Howard and wife, and
(North 76 degrees 27 minutes West according to survey by J. Carl Rowland, R.L.S. dated March
2, 1964) 544.6 feet to the beginning station and containing 2.22 acres,more or less, and a part of
that tract of land described in a deed by Gearline Y. Ward and husband Thomas W. Ward, to
Gxaham F.Howard and wife,Roberta C.Howard dated November 4, 1955,recorded in Book 365,
page 190,Hamett County Registry.
Conveyed as an appurtenance hereto is a 50 foot non-exclusive easement for ingress, egress and
regress and public,private utilities over and across that tract or parcel described as"40 Acres Mary

BK 4208 PG 407� DOC# 2023015906
Young Batts Hendershott" parcel ID No. 04-0673-0011 and is further described by mntutes and
bounds as the First Tract described above to NCSR 1507 "Tippett Road"to be located along the
perimeter of the"40 Acres Mary Young Batts Hendershott"Parcel along the southern and eastern
most property lines of said tract
For Chain of Title See: Estate of Lucille H. Dupree 08 E 531, Harnett County Clerk of Court;
Deed Book 1184,Page 204;Deed Book 1184,Page 200; Deed Book 880, Page 57; D=ed Book
533,Page 12; Estate of Henry Howard (H.H.) Dupree 71 E 116, Harnett County Clerk of Court.
Being the same lands conveyed by Graham F. Howard and wife to H.H.Dupree and wife,Lucille
H. Dupree by deed dated March 23, 1964, and recorded in Book 449, Page 53, Hamett County
Registry. For further reference see: Deed Book 533,Page 12,Harnett County Registry_
Brief Legal: 54.79 Acre Tract,Black River Twp
Parcel ID No. 04-0673-0014
BEGINNING at a stake comer with Jake Reavis and D. L. Adams and runs thence as the Reavis
line(crossing the public road)North 83 degrees West 2347.62 feet to a stake corner in the line of
Sexton Ennis; thence South 3 degrees West 1149.72 feet to a stake comer, J. P. Gardner line;
thence South 87 degrees 30 minutes East(and crossing the public road)2343 feet to a stake, D. L.
Adams line;thence North 3 degrees 30 minutes East 975 feet to the BEGINNING, contaiining 57.0
acres,more or less,subject,however,to the right of those entitled thereto to use that portion of the
land embraced within the highways upon said land.
There is excepted from the above description 2.22 acres which is more fully described as follows:
BEGINNING at an iron pine stake,the exact northwest corner of the aforesaid tract of larid(which
contains 57 acres,more or less)and runs thence South 3 degrees West by deed by which title was
vested in the parties of the second part and South 4 degrees 30 minutes West according to survey
by J. Carl Rowland, RLS, dated March 2, 1964, 94 feet to an iron pin comer in the west line of
said 57 acre tract;thence South 50 degrees 36 minutes East 454.4 feet to an iron pin comer;thence
North 36 degrees 08 minutes East 315 feet to an iron pin comer in the northem line of said 57 acre
tract; thence'North about 75 degrees West by deed by which title was vested in the parties of the
second part (North 76 degrees 27 minutes West according to survey by J. Carl Rowland, RLS,
dated March 2, 1964) 544.6 feet to the beginning station, and containing as aforesaid 2.22 acres.
This is the same property conveyed to Jerry T. Pleasant and wife, Virginia G.Pleasant, by deed
from Neuse,Inc.,dated November 5, 1968 and recorded in Book 509, Page 258, Harnett County
Registry. Jerry T.Pleasant is now deceased (See: Estate File No. 93 E 0195 in the Office of the
Clerk of Superior Court of Hamett County).

BK 4208 PG 408 DOC# 2023015906.
!` EXHIBIT B—PERMITTED EXCEPTIONS
1. Notice of Harnett County Voluntary Agricultural District Membership Application
recorded in Book 2848, Page 20, Harnett County Registry.
Easement to Duke Energy Progress, LLC recorded in Book 3485, Page 616, Harnett
County Registry.
3. Easement to Duke Energy Progress, LLC recorded in Book 3948, Page 813, Harnett
County Registry.
4. Memorandum of Contract with Dan Ryan Builders—North Carolina, LLC recorded in
Book 4100, Page 558, Harnett County Registry.
r- 5. Annexation Map recorded in Book of Maps 2023, Pages 12-13, Harnett County Registry.
6. Easement to Duke Energy Progress, LLC recorded 2-16-2023, Book 4182, Page 2147,
f - Harnett County Registry.
7. Easements to CP&L recorded in Book 381, Page 32; Book 619, Page 398; Book 684,
Page 618;Book 1092,Page 542; Book 1128,Page 390, Harnett County Registry.
l
8. Easement in favor of the Department of Transportation recorded in Book 1115, Page 492
and Book 1115, Page 492, Harnett County Registry.
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4 )ocument Online • Add Entity to My Email Notification List a View Filings • Print a Pre-
r'opulated Annual Report form • Print an Amended a Annual Report form
7.imited Liability Company
egal Name
,3RB Group 'North Carolina, LLC
'rev Legal Name
f-)an Ryan Builders - North Carolina, LLC
6
information
�_'osld: 1127583
Status: Current-Active
)ate Formed: 12/11/2009
:itizenship: Domestic
,nnual Report Due Date: April 15th
CurrentAnnual Report Status:
Registered Agen}- Woods, Edwin
Addresses
Mailing Principal Office
3000 Rdu Center Dr Ste 202 3000 Rdu Center Dr Ste 202
Morrisville, NC 27560-7643 Morrisville, NC 27560-7643
L Reg Office Reg Mailing
3000 Rdu Center Dr Ste 202 3000 Rdu Center Dr Ste 202
L Morrisville, NC 27560-7643 Morrisville, NC 27560-7643
L,,,ompany Officials
L

ru LLCs are managed by their managers pursuant to N.C.G.S. 57D-3-20.
Senior Vice President
Paul J Yeager
2099 Gaither Road, Suite 600
Rockville MD 20850

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STEWART
:TRC),.aGFk BY DF aiGN
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GEOTECHNICAL
ENGINEERING REPORT
TIPPET ROAD DEVELOPMENT
Angier, North Carolina
March 1, 2022
i

GEOTECHNICAL ENGINEERING REPORT
TIPPET ROAD DEVELOPMENT
Angier, North Carolina
March 1, 2022
Prepared For:
DAN RYAN BUILDERS - NORTH CAROLINA, LLC
3000 RDU Center Drive, Suite 202
Morrisville, NC 27560
Prepared By:
r' WA R T
5400 Old Poole Road
Raleigh, NC 27610
Stewart Project No.: F22009.00
3/1/2022
y+ C A R ptss
'1
:•� + '. MDcuSigned by:
SEAL '
DocuSigned by: 028422
r �
,�406817F5F770411---
[7F8E8A045E5344B-
Emily Ferreira, EI Donald W. Brown Jr., PE, LEED AP
Geotechnical Engineering Intern Practice Leader
Geotechnical &Construction Services
NC PE License No. 28422
Stewart License No. C-1051

TABLE OF CONTENTS
1 EXECUTIVE SUMMARY................................................................................................ 1
2 PROJECT INFORMATION ............................................................................................ 2
2.1 Project Understanding ........................................................................................ 2
2.2 Site Location and Description .............................................................................. 2
2.3 Geologic Area Overview...................................................................................... 2
3 SUBSURFACE EXPLORATION...................................................................................... 3
3.1 Field Testing ..................................................................................................... 3
3.2 Laboratory Services ........................................................................................... 3
3.3 Subsurface Conditions........................................................................................ 3
3.3.1 Ground Cover......................................................................................... 3
3.3.2 Alluvial soil ............................................................................................ 3
3.3.3 Coastal Plain Soil.................................................................................... 4
3.3.4 Weathered Rock/ Rock........................................................................... 4
3.3.5 Groundwater.......................................................................................... 4
4 ENGINEERING ASSESSMENT AND RECOMMENDATIONS............................................. 5
4.1 Site Development.............................................................................................. 5
4.1.1 Subgrade Preparation..................................................................I........- 5
4.1.2 Groundwater.......................................................................................... 5
4.1.3 Structural Fill ......................................................................................... 6
4.2 Foundations...................................................................................................... 7
4.2.1 Design .................................................................................................. 7
4.2.2 Construction .......................................................................................... 7
4.3 Slab-On-Grade Floors......................................................................................... 8
4.3.1 Design .................................................................................................. 8
4.3.2 Construction .......................................................................................... 8
4.4 Pavement......................................................................................................... 8
4.4.1 Design .................................................................................................. 8
4.4.2 Construction .......................................................................................... 9
Appendix A
Site Vicinity Map
Boring Location Diagram
Wetlands Exhibit
Appendix B
Test Pit Logs
Legend to Soil Descriptions
Appendix C
Summary of Laboratory Test Results
Atterberg Limits Test Results
Appendix D
Site Photographs

1 EXECUTIVE SUMMARY
Stewart has completed a geotechnical exploration for a proposed single family residential community on
Tippet Road in Angier, North Carolina. This Executive Summary is provided as a brief overview of our
geotechnical engineering evaluation for the project and is not intended to replace more detailed
information contained elsewhere in this report. A summary of our findings, opinions, and
recommendations is provided below.
• The project will include the development of 280t single family lots and new residential
streets on the 91f acre property.
• A total of 17 test pits were performed for this geotechnical exploration. Test pits were
advanced to approximate depths of 10 feet below the existing grade.
o The subsurface soils encountered at the test pit locations consist of native Coastal
Plain soils, the upper 1± foot of which was disturbed by past cultivation. The USCS
soil types encountered onsite include CLAY (CL and CH), SILT (ML), and SAND (SP,
SC, and SM).
o Groundwater was encountered in nine of the 17 test pits at depths ranging from 3.9
feet to 10 feet below the current grade.
• The use of conventional spread footings and slabs-on-grade are considered suitable for the
residential structures.
The owner/designer/contractor should not rely solely upon the summary above. This report should be
read in its entirety prior to implementing the recommendations in the preparation of design and
construction documents. Stewart should be retained to perform sufficient services to determine
plan/specification compliance with the recommendations in this report.
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LTippet Road Development-Angier, North Carolina Page 1

2 PROJECT INFORMATION
2.1 Project Understanding
Based on our understanding, the 91f acre site will be developed with 280f single family lots along a
series of new residential streets. In the absence of grading plans, we have assumed that the
development will accommodate the current site topography to minimize grading activities (up to 4 feet
cut/fill).
2.2 Site Location and Description
The proposed site is a compilation of three connected parcels (PINS 0673-45-5069.000, 0673-53-
1625.000, and 0673-44-2149.000), forming an L-shape, in Angier, North Carolina. Please refer to
Figure Al in Appendix A of this report for a site vicinity map. The site is currently undeveloped land -
primarily open fields. Judging by the site conditions, the site is currently used as a sod farm. A 2.3t
acre pond is located near the center of the northern parcel and a 7.5f acre pond straddles the west
property line for the south parcel. These two ponds are fed by blue line streams that flow through
wooded wetlands in the central region of the site (see Figure A3 in Appendix A).
According to the Harnett County GIS web map, the ground surface generally slopes downward toward
the aforementioned stream/wetlands. The GIS topographic data indicates a topographic high of 295f
feet in the east-central portion of the south parcel and a topographic high of 310f feet at the north
end of the north parcel. Both areas slope down to approximate elevation 265 feet in the southwest
corner of the site.
2.3 Geologic Area Overview
The project site is located in the northern portion of Harnett County, which lies along the western edge
of the Coastal Plain Geologic Providence of North Carolina. Review of the Geologic Map of North
Carolina (1985) indicates that the subject site is underlain by the Middendorf formation (Km) which
typically includes sandstone and mudstone.
SITE
Tippet Road Development-Angier, North Carolina Page 2

3 SUBSURFACE EXPLORATION
3.1 Field Testing
The subsurface conditions at the site were explored with 17 test pits throughout the site. The test pits
were performed by Providence Construction using a Caterpillar 420 backhoe excavator. The
exploratory excavations extended to depths of approximately 10 feet below the current ground
surface. The layout is illustrated in Figure A2 in Appendix A of this report.
The soils encountered during the exploration were visually-manually classified and logged in the field
by Stewart's geotechnical staff in general accordance with ASTM D2488. The Test Pit Logs are included
in Appendix B of this report. After logging the test pits, each excavation was backfilled.
3.2 Laboratory Services
Laboratory testing was performed on representative soil samples to aide in our geotechnical
evaluation. One or more soil samples were collected from each test pit and subjected to water content
testing (ASTM D2216). Samples from TP-3 and TP-16 were also subjected to Atterberg Limits testing
(ASTM D4318) and fines testing (ASTM D1140). The results of the lab tests are presented on the
individual logs in Appendix B as well as the lab reports in Appendix C.
3.3 Subsurface Conditions
The following generalized subsurface descriptions are intended to highlight the major soil strata
encountered during the exploration. The stratification of the subsurface materials illustrated on the
Test Pit Logs represent the conditions at the actual test locations; therefore, variations should be
expected between pits. Stratigraphy boundaries only represent the approximate depth/elevation of a
noticed material change but the transition between material types is typically gradual. The soil types
are based on the Unified Soil Classification System (USCS).
Please note that the ground surface elevations in this report, including the logs and other illustrations
in the appendices were interpolated from Harnett County's GIS. If greater elevation accuracy is
necessary, the boreholes should be surveyed by a professional land surveyor.
3.3.1 Ground Cover
All 17 test pits encountered a fairly uniform layer of sod and topsoil at the ground surface, ranging from
approximately 2 to 3 inches thick at the-test locations. Please note the term topsoil is used to describe
the organic-laden surficial material as mentioned above. No organic or nutrient testing was performed
for this exploration; therefore, the topsoil should not be assumed capable of establishing or
maintaining vegetation of any kind.
3.3.2 Alluvial soil
Alluvial soil is sediment deposited by water that is typically found in low-lying areas and/or near water
features. More often than not, alluvial soils are poorly consolidated due to their deposition and lack of
past overburden pressures. Although no alluvium was encountered in the test pits, the presence of the
central drainage feature and wetlands suggest that alluvial are present on the site. Soft, high
compressible alluvial soil should be anticipated throughout the drainage area, which at a minimum is
expected to include the areas designated as wetlands on the County's GIS map (see Figure A3 in
Appendix A).
Tippet Road Development-Angier, North Carolina Page 3

3.3.3 Coastal Plain Soil
Native soil in this geologic region of North Carolina are Coastal Plain (CP) soils which were deposited
millions of years ago as the Atlantic Ocean receded. These CP soils were encountered directly beneath
the aforementioned topsoil in each of the test pits, the upper 12f inches of which appeared to be
disturbed/cultivated. The native soil consisted of layered CLAY (CL and CH) and SAND (SP, SC, and
SM), with some SILT (ML) also encountered.
3.3.4 Weathered Rock / Rock
Neither weathered rock nor rock were encountered in the test pits.
3.3.5 Groundwater
Where encountered, the groundwater depth was measured as the test pits were excavated. Two of the
test pits were allowed to remain open overnight and rechecked the next day. Groundwater was
encountered in TP-1, TP-3 through TP-9, and TP-14 at depths ranging from 3.9 feet to 10 feet below
the current grade.
The groundwater conditions represent the conditions at the time of the exploration. Fluctuations in
groundwater levels are common and should be expected. Common factors that influence groundwater
levels include, but are not limited to, soil stratification, climate/weather, nearby bodies of water
(lakes, ponds, etc.), underground springs, streams, rivers and surface water discharge.
Tippet Road Development-Angier, North Carolina Page 4

4 ENGINEERING ASSESSMENT AND RECOMMENDATIONS
4.1 Site Development
4.1.1 Subgrade Preparation
Initially, all topsoil, root mat, vegetation, and any other unsatisfactory or deleterious materials should
be removed from the proposed construction areas for a lateral distance of at least 3 feet beyond the
limits of new construction. Isolated pockets of elevated organic material could be encountered due to
past cultivation. If so, stripping should be deepened to remove it.
Given the disturbed and/or looser condition of the upper soil strata (-1-2 feet), we recommend that
the planned construction area be thoroughly densified with large rollers in areas that are at or below
finished subgrade. Due to shallow groundwater, vibratory action of the compaction equipment should
be closely monitored and kept to a minimum. Excessive vibration in areas of shallow groundwater will
likely lead to subgrade softening/weakening, which will lead to instability. Compaction testing as
discussed later in Section 4.1.5.2 should be performed to verify adequate densification.
Areas of the site to receive fill or directly support new construction should be proofrolled with a
tandem-axle dump truck weighing between 15 and 20 tons after densification effort. Proofrolling
should occur prior to fill placement or after reaching final grade in cut areas in the presence of the
owner's testing agency so that recommendations can be provided for areas that rut, pump, or deflect
excessively. Proofrolling should not be performed on frozen or excessively wet subgrades.
Given the sandy nature of the near-surface soils, we expect that the site will handle brief showers
well; however, the presence of the underlying low permeability clay will cause water to collect in the
sand layer during longer rain events and likely result in unstable subgrade soils. Given this condition,
we recommend that adequate site drainage be maintained during earthwork operations to minimize
wet subgrade delays. Common approaches to reduce wet weather delays include grading the area so
that surface water flows away from the excavation, sealing exposed soil surface with a smooth-drum
roller prior to precipitation events, and forming temporary ditches, swales, berms or other surface
water diversion features. We also recommend limiting construction traffic during and after wet
weather.
4.1.2 Groundwater
Based on the shallow depths at which groundwater was encountered, it will likely impact site grading
activities; however, the degree of its impact will largely depend on the final grading plan. As such, we
recommend that the groundwater depths reported herein be taken into consideration by the project's
civil engineer when setting grades for the site. Groundwater is also expected to impact utility trench
excavations. The grading contractor should be prepared to dewater in areas where excavations extend
below the groundwater depths/elevations discussed in Section 3.3.5 of this report.
Tippet Road Development-Angier, North Carolina Page 5

4.1.3 Structural Fill
4.1.3.1 Selection
Whether imported or borrowed from an onsite source, structural fill should satisfy the following:
• No excessive deleterious material
• Organic content no greater than 3% (by weight)
• No rocks or other inclusions greater than 3 inches in diameter
• A maximum of 30% of the total material weight retained on the 3/4-inch sieve
• Maximum Dry Density (MDD) of 95 pounds per cubic foot (pcf) or greater, as determined by
the Standard Proctor Compaction Test (ASTM D698)
• Liquid Limit (LL) of 50 or less and a Plasticity Index (PI) of 25 or less, as determined by
Atterberg Limits testing (ASTM D4318)
The SM, ML, and CL soils encountered onsite meet the LL/PI requirements above and are suitable for
reuse as structural fill. The Clayey SAND (SC) is provisionally suitable and can be used when the clay
fraction of this soil type meets the plasticity criteria above. We do not recommend the reuse of the fat
CLAY (CH) in structural areas. This material should be used in nonstructural (green) areas, bermed, or
hauled offsite.
The water content of the structural fill should be maintained within f3% of the material's optimum water
content as determined by the Standard Proctor Compaction Test (ASTM D698); however, slight deviation
from this can sometimes be tolerated depending on the grading plan and type of material being placed.
The water content of the onsite soils should be expected to vary depending on the time of year and recent
weather conditions, particularly at shallow depths, but drying of onsite borrow is expected during the
winter months.
Please note that soils can be deemed unusable due to water content but shall not be classified as
unsuitable based solely on water content. When soil water content falls outside of the requirements
set herein, the contractor shall be responsible for taking appropriate measures (drying or wetting) to
render the soil usable unless otherwise agreed to by the Owner.
4.1.3.2 Compaction
When using large, ride-on compactors, fill should be placed in loose lifts measuring 8 to 10-inch thick. Lift
thicknesses should be thinned to 4 to 6 inches when using smaller, Rammax-type compactors and no
more than 4 inches thick for sled and jumping-jack tampers. Structural fill should be compacted to the
requirements below, which are based on the soil's maximum dry density as determined by ASTM D698:
• Within 12 inches of finished subgrade elevation............................ 98%
• Below 12 inches of finished subgrade elevation ........................... 95%
As previously mentioned in this report, caution should be exercised when using vibratory compaction
equipment at this site. The shallow groundwater depth could result in upward migration (capillary rise) of
water during vibration, which will lead to softening/weakening and destabilization of surficial soils. To
minimize this potential, static rolling is recommended; however, compaction by experienced equipment
operators and close oversight by an engineering technician could enable the use of limited vibratory
compaction effort.
It is recommended that the placement and compaction of structural fill be monitored by an engineering
technician from Stewart. Field compaction testing should be performed in accordance with ASTM D1556
Tippet Road Development-Angier, North Carolina Page 6

(Sand Cone Method), ASTM D2167 (Rubber Balloon Method), ASTM D2937 (Drive Cylinder Method), or
ASTM D6938/D8167 (Nuclear Methods).
4.2 Foundations
Based on assumed maximum column and wall loads of 60 kips and 1.5 klf, respectively, we
recommend the following for foundation design for structures.
4.2.1 Design
Based on the assumed structural loads, minimal site grading, and the site preparation
recommendations provided in this report, we recommend the use of conventional shallow spread
footings. In designing the foundations, we recommend the parameters provided in the Table 1.
Table 1: Spread Footing Design Parameters
Parameter Value
Net Allowable Soil Bearing Capacity, psf 2,000
Minimum Bearing Depth, in. 18
Minimum Wall Footing Width, in. 18
Minimum Column Footing Width, in. 36
Estimated Post-Construction Settlement, in.
Total 1 or less
Differential 1/2 or less
Moist Soil Unit Weight, pcf 120
Passive Earth Pressure Coefficient ' 3.00
Ultimate Friction Factor (tan b) 0.35
Notes:
1. We recommend that a safety factor of at least 1.5 be used to determine
the soil's allowable passive resistance and the soil's allowable friction.
4.2.2 Construction
It is preferable for spread footing excavations to be performed using a bucket with a flat cutting edge
(no teeth) to reduce disturbance of the exposed bearing soil. Regardless, footing bottoms should be
tamped with a jumping-jack or sled compactor prior to the foundation inspection and placement of
reinforcing steel. Footings should be clean of loose material and debris and protected from
disturbance. This includes protection from surface water run-off and freezing. If water is allowed to
accumulate within a footing excavation and soften the bearing soils, or if the bearing soils are allowed
to freeze, the deficient soils should be removed from the excavation and rechecked by the owner's
testing agency prior to concrete placement. When concrete cannot be placed immediately, we
recommend placing a mud-mat to protect the bearing soil.
Foundation bearing soils should be checked by the owner's testing during construction to verify
satisfactory bearing conditions (i.e., materials and strength). This typically involves using a 1/2-inch
diameter, T-handled probe rod for an overall qualitative assessment throughout the foundation
excavations, followed by strategically placed hand auger borings and Dynamic Cone Penetrometer
(ASTM STP-399) testing for quantitative evaluation. DCP testing should be performed prior to stone,
steel, or concrete placement. Unsuitable soil detected during this evaluation should be repaired as
directed by a professional engineer from the testing agency.
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Tippet Road Development-Angier, North Carolina 9

If foundation bearing elevations are within the CH soils, the clay should be undercut and replaced with
a compacted structural fill soil. As an alternative to undercutting, the footing can be deepened to 4
feet below the surrounding grade, provided that adequate bearing is available (and verified) at that
depth.
4.3 Slab-On-Grade Floors
4.3.1 Design
In designing any slabs-on-grade, we recommend a minimum 4-inch base layer of washed No. 57
stone to provide uniform support and to provide a capillary break. We also recommend the installation
of a vapor barrier for slabs constructed below conditioned space as a measure of protection against
water vapor intrusion. Omitting the vapor barrier could lead to water vapor transmission through the
slab and cause damage flooring and/or cause elevated moisture levels within the structure. We
recommend considering the use of a vapor barrier meeting ASTM E1745, which should be installed per
the ACI guidelines (ACI 302.2R) and ASTM E1643.,
The design of concrete slabs-on-grade should be based on Westergaard's modulus of subgrade
reaction (k). Based on the soil conditions encountered near the surface at the site, and the stone
layer recommended above, we recommend using an effective value (kef) of 110 pci for slab design.
It is important to point out that cracking of concrete is normal and should be expected. Proper jointing of
slabs is paramount in the control of cracking. The American Concrete Institute (ACI) recommends a
maximum panel size (in feet) equal to approximately three times the thickness of the slab (in inches) in
both directions. Controlling the water-cement ratio of the concrete, particularly after batching, and
including fiber reinforcement in the mix can also help reduce shrinkage cracking.
4.3.2 Construction
Once exposed, the slab support soils should be evaluated by the owner's testing agency to identify
any weak or unstable areas that require repair prior to placement of the stone base. Since the slab
areas will be relatively small, and proofrolling may not be feasible, slab evaluations should consist of
probing and/or DCP testing.
Similar to foundations, slabs should not be directly supported by fat CLAY (CH). When encountered at
finished subgrade elevation, it should be undercut and replaced to provide a minimum 18-inch thick
buffer of structural fill between the clay and the overlying stone base.
4.4 Pavement
For the subject site, we have assumed that typical traffic will consist of up to 1,700 passenger vehicle
trips per day. We have also assumed that the pavement will support an additional three delivery/box
trucks per day, three school buses per day, and two garbage trucks per week. We also anticipate that the
pavement could also be subjected to random visits from heavy fire trucks (up to 80,000 lb.) during
emergencies.
4.4.1 Design
Based on these traffic assumptions and the site preparation recommendations herein, we recommend
the minimum pavement section in Table 2. However, if the local municipality requires a thicker
pavement section, that section/detail shall supersede this recommendation.
Tippet Road Development-Angier, North Carolina Page 8

Table 2: Asphalt Pavement Section
Course Thickness, in.
Surface (S9.5B) 3*
Aggregate Base (ABC) 8
*Two lifts required
The flexible pavement design above is based on the standard 20-year design life and the NCDOT/AASHTO
design procedure. All materials and workmanship used during construction should conform to the North
Carolina Department of Transportation Standard Specifications for Roads and Structures, current edition.
4.4.2 Construction
The pavement recommendations herein are predicated by the assumption that the subgrade soils are
suitable for pavement support and have been properly moisture conditioned and compacted to a uniform
and stable condition. Experience has shown that most pavement failures are caused by localized soft
spots in the subgrade or inadequate drainage. Proofrolling observed by an experienced engineer or soil
technician will reduce the likelihood of weak spots in the subgrade.
We recommend proofrolling finished subgrades, as well as the subsequently placed stone base, with a
tandem-axle dump truck weighing between 25 and 35 tons. Proofrolling should occur in the presence of
the owner's testing agency so that recommendations can be provided for areas that rut, pump, or deflect
excessively. Proofrolling should not be performed on frozen or excessively wet subgrades. If subgrades
are exposed to precipitation or freezing temperatures prior to paving, the area should be re-proofrolled to
verify its condition.
Aggregate base course stone should be compacted to at least 98 percent of its maximum dry density as
determined by AASHTO T-180 (modified Proctor). Asphalt shall be placed with appropriate lift thicknesses
and achieve the proper compaction for the mix(es) used, as specified in the latest edition of the NCDOT
QMS for Asphalt Pavements.
Tippet Road Development-Angier, North Carolina Page 9

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r, APPENDIX
SITE VICINITY MAP
TEST PIT LOCATION DIAGRAM
WETLANDS
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SOURCE: HARNETT CO. GIS
NORTH
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Sol
'C*T :9' .'tee• a' = S .a �f�. '�_ ca 1i u
A ��1 III � - a x• .� + ?�� { �•• �
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s j .fiP AL
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Note:All test locations are approximate(unless otherwise reported)and intended for illustration purposes only,
©2022:All documents including computer files and drawings prepared by Stewart are instruments of professional service intended for one-time use.They are subject to topynght and other property right laws and
shall remain the property of Stewart.They are not to be Copied,modified,or changed In any manner whatsoever nor assigned to a third party without prior written permission of Stewart_
Project No: F22009.00 Figure No.:
SITE VICINITY MAP Scale: NTS
"�' TIPPET ROAD DEVELOPMENT Al
', 1 T Angier, NC Prepared By: DB
Date: 2-25-22

SOURCE:HARNETT CO. GIS _ —--
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1
fill , -
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7 fy
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PI-1
TP-12
TP-1
TP-14 � .
DTP-15 .1'iPYf'-16
TP—
Note:Ail test locations are approximate(unless otherwise reported)and intended for illustration purposes only.
©2022:All documents including cc ter files and drawings prepared by Stewart are instruments of professional service intended for one-time use They are subject to copyright and other property right laws and
shall remain the property of Stewart They are not to be copied,modif, or[hanged in any manner whatsoever nor assigned to a third party without prior written ppimission of Stewart,
Project No: F22009.00 Figure Na.:
TEST PIT LOCATION DIAGRAM Scale: 1 IN — 400 FT
TIPPET ROAD DEVELOPMENT A2
� ',��,bl��. -� Prepared By: DB
Angier, NC
Date: 2-25-22

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APPENDIX B
EXPLORATION
TEST PIT LOGS
LEGEND TO SOIL DESCRIPTIONS
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TEST PIT SUMMARY TABLE
PAGE 1 OF 1
STEWART
PROJECT TIPPET ROAD DEVELOPMENT CLIENT DAN RYAN BUILDERS-NORTH CAROLINA, LLC
LOCATION ANGIER,NC PROJECT NO. F22009.00
Ground Exploration WL at Time of Digging WL After Digging Weathered Rock Rock/Refusal
Test Pit Date Surface El. Depth Depth El. Depth El. Depth El. Depth El.
ID Performed (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft)
TP- 1 2/15/2022 290 10 4 286 FIAD
TP-2 2/15/2022 302 10 DRY HAD
TP-3 2/15/2022 292 10 9 283 FIAD
TP-4 2/17/2022 288 10 4.5 283.5 3.9 284.1
TP-5 2/15/2022 286 10 7 279 FIAD
TP- 6 2/17/2022 285 10 6 279 FIAD
TP-7 2/17/2022 279 10 9 270 4 275
TP-8 2/17/2022 268 10 5 263 HAD
TP-9 2/17/2022 288 10 10 278 FIAD
TP-10 2/17/2022 286 10 DRY FIAD
TP-11 2/17/2022 279 10 DRY FIAD
TP-12 2/17/2022 292 10 DRY FIAD
TP-13 2/17/2022 284 10 DRY FIAD
TP-14 2/17/2022 270 10 7 263 FIAD
TP-15 2/17/2022 281 10 DRY FIAD
TP-16 2/17/2022 288 10 DRY FIAD
TP-17 2/17/2022 284 10 DRY FIAD
Note:Blank cells indicate not encountered or not measured/recorded. Refer to the individual boring log and report for additional details

q TEST PIT LOG
A
STEWART
PROJECT TIPPET ROAD DEVELOPMENT CLIENT DAN RYAN BUILDERS-NORTH CAROLINA,LLC
PROJECT NUMBER F22009.00 LOCATION ANGIER.NC DATE 2/17/22 TEST PIT NO. 1 P- 9
GROUND SURFACE EL. 288 FT NOTES:
GSE INTERPOLATED FROM HARNETT COUNTY GIS TOPOGRAPHIC DATA AND SHOULD BE
EXCAVATION DEPTH 10 FT CONSIDERED APPROXIMATE.
WL AT TIME OF EXCAVATION 10 FT
WL AFTER EXCAVATION FIAD EXCAVATION EQMT CAT 420, PROVIDENCE CONSTR. LOGGED BY E.FERREIRA,El
H H ATTERBERG
v LIMITS
Z JLU
wMATEg QI-H �F-
RIAL DESCRIPTION w0 xU)a p � w Za z
U)coZHp
w U)>_ w � U)U JJ d
LLU
0 =)U)
0- SEW
TOPSOIL/R_00_T_MAT__ _____ ___________ _------
0 CH CULTIVATED SOIL-BROWN,WET, POORLY GRADED SAND - A
-------------------------------- ----- - ---� 286.0 26-3 --- --
COASTAL PLAIN SOIL(NATIVE)-BROWN,W ET, FAT CLAY-----___ ________1 - -
ORANGE,RED,AND TAN, MOIST,SANDY LEAN CLAY
CL
-_ 2830
5• ORANGE AND RED,WET, CLAYEY SAND WITH POCKETS OF CLAY
SC
PINK,RED,AND ORANGE,WET TO SATURATED.SILTY SAND
SM '
278.0
•0 EXCAVATION TERMINATED
r
L DATE 2117/22 TEST PIT NO. 1 T
P-1 0
GROUND SURFACE EL. 286 FT NOTES:
COUNTY GIS TOPOGRAPHIC DATA AND SHOULD BE
GSE INTERPOLATED FROM HARNETT
EXCAVATION DEPTH 10 FT CONSIDERED APPROXIMATE.
WL AT TIME OF EXCAVATION DRY
WL AFTER EXCAVATION FIAD EXCAVATION EQMT-CAT 420, PROVIDENCE CONSTR. LOGGED BY E. FERREIRA.El
H ATTERBER
LL w LIMITS
J Lu } o
H O > H F- F
o MATERIAL DESCRIPTION a w Lu o F x U w
H U7m > JZ :)~ U)w wZ
a 02 w ¢ pp (3 zo
I. wo U)>- w U)U JJ a_z EL U
0= Sp TOPSOIL/ROOT MAT ________ _ _ _ _ _-J
1. _CULTIV_A_TE_D_SOIL-BROWN,MOIST_P_OOR_LY GRADED SAND___ _ ___ ___I
- SP C_OA_S_TA_L PLAIN SOILYNATIVE)-TA_N_WET,POORLY GRADED SAND----- - _- L&Lfl --- -- -
CH BROWN,WET, FAT CLAY 24.0
----------------------- gZ- --- ---- -
4• RED,PINK,AND TAN, MOIST, CLAYEY SAND WITH POCKETS OF CLAY
SC
l ____ ______________ 280.0 -- -_-- -
8•D. RED AND TAN,MOIST TO WET,SILTY COARSE SAND WITH TRACE MICA AND POCKETS
OF SILT
r SM
276.0
10.0 EXCAVATION TERMINATED

UNIFIED SOIL CLASSIFICATION (ASTM D-2487)
MATERIAL CRITERIA FOR ASSIGNING SOIL GROUP NAMES GROUP SOIL GROUP NAMES&LEGEND
TYPES YMBO
GRAVELS CLEAN GRAVELS Cu>4 AND 1<Cc<3 GW WELL-GRADED GRAVEL �'.
<5% FINES
J
>50% OF COARSE Cu14 AND 1>Cc>3 GP POORLY-GRADED GRAVEL
z FRACTION RETAINED °
O0 w ON NO 4. SIEVE FINES CLASSIFY AS ML OR CL GM SILTY GRAVEL 0
p> GRAVELS WITH FINES
zz >12% FINES FINES CLASSIFY AS CL OR CH GC CLAYEY GRAVEL
C�7 N SANDS CLEAN SANDS Cu>6 AND 1<Cc<3 SW WELL-GRADED SAND
Ino z <5% FINES Cu>6 AND 1>Cc>3 SP POORLY-GRADED SAND
¢A >50% OF COARSE
OU FRACTION PASSES FINES CLASSIFY AS ML OR CL SM SILTY SAND
ON NO 4. SIEVE SANDS AND FINES
>12% FINES FINES CLASSIFY AS CL OR CH SC CLAYEY SAND
SILTS AND CLAYS PI>7 AND PLOTS>"A"LINE CL LOW PLASTICITY(LEAN) CLA
In INORGANIC
J
O In w Lu LIQUID LIMIT<50 PI>4 AND PLOTS<"A^LINE ML LOW PLASTICITY SILT
un
o N(n ORGANIC LL(oven dried)/LL(not dried)<0.75 OL ORGANIC CLAY OR SILT
z¢a o -
¢ 0
SILTS AND CLAYS PI PLOTS>"A"LINE CH HIGH PLASTICITY(FAT) CLA
�o N
C7 v�i p INORGANIC
LLA z LIQUID LIMIT>50 PI PLOTS<"A"LINE MH HIGH ELASTICITY SILT
z
ORGANIC LL(oven dried)/LL(not dried)<0.75 OH ORGANIC CLAY OR SILT
HIGHLY ORGANIC SOILS PRIMARILY ORGANIC MATTER,DARK IN COLOR,AND ORGANIC ODOR PT PEAT
MATERIAL TYPES ENCOUNTERED ONSITE SAMPLE TYPES
® Fat Clay(CH) Lean Clay(CL)
Silt(ML) Clayey Sand(SC)
Silty Sand(SM) � Poorly-Graded Sand(SP)
Topsoil Organic Layer ADDITIONAL ABBREVIATIONS,TERMS,&SYMBOLS
HSA - HOLLOW-STEM AUGER FIAD FILLED IMMEDIATELY
HA HAND AUGER AFTER DRILLING/DIGGING
SPT STANDARD PENETRATION TEST DRY • REQUIRES WETTING TO REACH OMMUN
BPF - BLOWS PER FOOT MOIST- AT OR NEAR OPTIMUM
PL - PLASTIC LIMIT WET REQUIRES DRYING TO REACH OPTIMUM
LL LIQUID LIMIT SAT SATURATED,NEARLY LIQUID
MC MOISTURE CONTENT TRACE- <5
5S SPLIT SPOON FEW 5-10% FEW - 15-25%
AP AUGER PROBE LITTLE• 15-25% SOME - 30-45
WL WATER LEVEL
USCS - UNIFIED SOIL CLASSIFICATION SYSTEM V WATER LEVEL AT TIME OF DRILLING
WOH - WEIGHT OF HAMMER
PLASTICITY CHART WOR WEIGHT OF RODS = WATER LEVEL AFTER DRILLING
80
— EOD END OF DAY 7/)7ZW CAVE-IN LEVEL
70
PENETRATION RESISTANCE
L o 60 (RECORDED AS BLOWS PER 6IN
x CH SAND&GRAVEL SILT&CLAY
50
UNDRAINED SHEAR
Z 40 CL 11RELATIVE DENSITY BLOWS/FOOT' CONSISTENCY BLOWS/FOOT' STRENGTH(KSF)
U VERY LOOSE 0-3 VERY SOFT 0-1 0-0,25
30 �� LOOSE 4-9 SOFT 2-4 0-26-0.50
OH&MH
g 20 MEDIUM DENSE 10-30 MEDIUM STIFF(FIRM) 5-8 0.51-1-0
DENSE 31-50 STIFF 9-15 1.1-2.D
10 / VERY DENSE 51+ VERY STIFF 16-30 2 1-4-0
ML OL
HARD 31+ 4,0+
0
0 10 20 30 40 50 60 70 80 90 100 110 120 'NUMBER OF BLOWS OF 140 LB HAMMER FALLING 30 INCHES TO DRIVE A 2 INCH
O D (1-3/8 INCH I D)SPLIT-BARREL SAMPLER THE LAST 12 INCHES OF AN 18-INCH
LIQUID LIMIT(%) DRIVE(ASTM-1586 STANDARD PENETRATION TEST)-
LEGEND TO SOIL
A DESCRIPTIONS
(, S T E WA R T PROJECT NUAMER.F22009 00

APPENDIX C
SUMMARY OF LABORATORY TEST RESULTS
ATTERBERG LIMITS TEST RESULTS

SUMMARY OF LABORATORY TEST RESULTS
PAGE 1 OF 1
STEWART
PROJECT TIPPET ROAD DEVELOPMENT CLIENT DAN RYAN BUILDERS-NORTH CAROLINA,LLC
LOCATION ANGIER.NC PROJECT NO. -F22009 00
Liquid Plastic Plasticity %<#200 Class- Water Max Dry Opt.Water
Borehole Depth Content Density Content Comments
Limit Limit Index Sieve ification (%) (po0
TP- 1 4.5 17.5
TP- 1 7.0 20.8
TP-2 2.5 20.9 _
TP- 3 2.0 74 18 56 E5O.31 CH 25.0 _
TP-4 2.5 20.1
TP-4 4.0 16.7
TP- 5 2.0 9•2
TP- 5 3.5 20.5
TP- 6 1.5 18.0
TP-6 4.5 23.2
TP-7 3.0 20.9
TP-7 6.0 13.2
TP- 8 2.5 14.9
TP- 8 4.5 11.9
TP- 9 1.5 26.3
TP- 9 7.0 20.0
TP-10 3.0 24.0
TP-11 2.0 13.8
TP-11 5.0 19.7
TP-12 1.5 21.4
TP-12 5.5 25.8
TP-13 2.5 22.0
TP-13 5.5 17.0
TP-14 3.0 20.5
TP-14 4.0 16.5
TP-15 3.0 18.1
TP-16 2.0 76 27 49 79.1 CH 28.3
TP-16 4.5 28.2
TP-17 3.0 25.9

Site Photographs
Photograph 1: Southern portion of the site with pond in view (near TP-14).
1
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Photograph 2: Typical site conditions.
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