SW3200903_020.218 Project ETARC Calcs_20201006

STORMWATER MANAGEMENT REPORT
FOR
PROJECT ETARC
3707 W. NC HWY 10
CITY OF NEWTON/CATAWBA COUNTY, NC
BY
BURTON
ENGINEERING
ow mores,*
CARED if..
BURTON ENGINEERING ASSOCIATES ""'•o'es %
• ss �
5950 FAIRVIEW ROAD, SUITE 100 rq-O 7
CHARLOTTE, NC 28210 IQ. SEAL
[phone] 1257
09/24/2020
61,
r 7 • *may
#'sod r1.tIlt i,k

BURTON
ENGINEERING411)
TABLE OF CONTENTS
a. NARRATIVE
i. Introduction
ii. Existing Site Conditions
iii. Proposed Site Conditions
iv. Proposed BMP Design
v. Conclusions
b. MAPS AND FIGURES
i. HydroCAD Model Routing Diagram
ii. Drainage Area Maps
iii. NOAA Rainfall Data
iv. Soils Map
v. USGS Map
vi. FEMA FIRM Map
c. HYDROCAD MODEL OUTPUT
i. Hydrocad: 1-inch Storm Event
ii. Hydrocad: 1-yr 24-hr Storm Event
iii. Hydrocad: 10-yr 24-hr Storm Event
iv. Hydrocad: 50-yr 24-hr Storm Event
v. Hydrocad: 100-yr 24-hr Storm Event
d. WET POND DESIGN
e. EROSION CONTROL CALCULATIONS
i. Riprap Apron Design

BURTON
DENGINEERING
INTRODUCTION
TKC CCXLIX, LLC is proposing the construction of a 736,560 SF warehouse with truck ducks and automobile
parking on parcel # 361903418379; 361903312117 near the intersection of NC HWY 10 and Stover Court. The
purpose of this report is to show that the proposed Stormwater Management design associated with these
improvements will meet or exceed NCDENR's requirements.
EXISTING SITE CONDITIONS
The is predominantly grassed and undeveloped. The entire area drains towards an unnamed tributary by several
shallow concentrated flows to the south east of the property.
The site is grassed with relatively steep topography; slopes range from 9% to 15%. Soils on the site are Lloyd
foams (LcB and LdC2) (HSG-B).
See the Maps & Figures section of this report for Drainage Area and Soils Maps.
PROPOSED SITE CONDITIONS
The proposed improvements include the construction of a 736,560 SF warehouse with truck dock and 208 car
spaces. The warehouse is expandable by 133,920 SF in the future. These new improvements with drain to the
proposed Wet Pond south of the proposed building.
PROPOSED BMP DESIGN
The proposed wet pond is designed to treat 45.26 acres of drainage area. Per NC DEQ standards,the wet pond
will treat the first inch of runoff for water quality and detain the 10 year 24 hour peak storm event.
CONCLUSIONS
NC DEQ's minimum design requirements are met in the proposed design.

BURTON
DENGINEERING
MAPS & FIGURES
Drainage Area Maps
NOAA Rainfall Data
Soils Map
USGS Map
FEMA FIRM Map

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9/24/2020 Precipitation Frequency Data Server
° NOAA Atlas 14,Volume 2,Version 3
'`1 F`° , Location name: Newton,North Carolina,USA* -'"'
p Latitude:35.6309°, Longitude: -81.3063° none
t®- e. Elevation:904.64 ft**
e *source:ESRI Maps V
+Ra gt- **source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 4.50 5.33 6.29 7.02 7.91 8.57 9.22 9.84 10.6 11.2
(4.14-4.91) (4.90-5.81) (5.76-6.86) (6.41-7.64) (7.18-8.63) (7.72-9.36) (8.23-10.1) (8.70-10.8) (9.26-11.8) (9.66-12.5)
10-min 3.59 4.26 5.03 5.61 6.30 6.82 7.32 7.80 8.41 8.86
(3.31-3.92) (3.92-4.65) (4.61-5.50) (5.12-6.11) (5.72-6.88) (6.14-7.45) (6.55-8.02) (6.90-8.58) (7.33-9.32) (7.61-9.88)
15-min 3.00 3.57 4.25 4.73 5.32 5.76 6.17 I 6.56 7.06 I 7.41
(2.76-3.26) (3.28-3.90) (3.89-4.64) (4.32-5.16) (4.83-5.81) (5.19-6.29) (5.51-6.76) (5.80-7.22) (6.15-7.82) (6.37-8.26)
30-min 2.05 2.47 3.02 3.43 3.94 4.34 4.72 5.11 5.62 6.00
(1.89-2.24) (2.27-2.69) (2.76-3.29) (3.13-3.74) (3.58-4.30) (3.91-4.74) (4.22-5.17) (4.52-5.62) (4.89-6.22) (5.16-6.69)
60-min 1.28 1.55 1.93 2.23 2.63 2.94 3.25 3.58 4.03 4.38
(1.18-1.40) (1.42-1.69) (1.77-2.11) (2.04-2.43) (2.38-2.86) I (2.65-3.21) I (2.91-3.56) I (3.17-3.94) (3.51-4.46) I (3.76-4.89)
2-hr 0.744 0.902 1.14 1.32 1.58 1.78 1.99 1 2.22 1 2.52 I 2.77
(0.682-0.812) (0.827-0.988) (1.04-1.25) (1.20-1.45) (1.43-1.73) (1.60-1.95) (1.77-2.19) (1.95-2.45) (2.18-2.81) (2.37-3.11)
3-hr 0.530 0.642 0.810 0.945 1.14 1.29 1.46 1.63 1.88 2.09
(0.487-0.583) (0.588-0.706) (0.740-0.891) (0.859-1.04) (1.02-1.25) (1.16-1.42) (1.29-1.61) (1.43-1.81) (1.61-2.10) (1.76-2.35)
6-hr 0.328 0.395 0.497 1 0.578 0.694 1 0.789 0.889 0.995 1.15 1.27
(0.302-0.359) (0.364-0.433) (0.455-0.544)1(0.528-0.632)1(0.629-0.758)1(0.710-0.863) (0.791-0.975)1 (0.876-1.10) (0.991-1.27) (1.08-1.42)
12-hr 0.200 0.242 0.303 0.352 0.420 0.476 0.534 1 0.595 0.680 0.749
(0.185-0.218) (0.223-0.264) (0.279-0.330) (0.323-0.383) (0.383-0.458) (0.430-0.518) (0.477-0.581) (0.526-0.649)I(0.593-0.745)I(0.644-0.824)I
24-hr 0.124 0.150 0.190 0.222 0.265 0.299 0.334 0.371 0.421 0.461
(0.115-0.134) (0.140-0.162) (0.176-0.205) (0.205-0.239) (0.244-0.285) (0.275-0.322) (0.306-0.361) (0.338-0.401) (0.382-0.456) (0.416-0.500)
2-day 0.074 0.089 0.112 0.130 0.154 0.172 0.192 0.212 0.239 0.260
(0.068-0.080) (0.083-0.097) (0.104-0.121) (0.120-0.140) (0.142-0.166) (0.158-0.186)1(0.176-0.207)1(0.193-0.229)1(0.217-0.258) (0.235-0.282)
3-day 0.052 0.063 0.079 0.091 0.107 0.120 0.133 0.147 0.165 0.180
(0.049-0.056) (0.059-0.068) (0.073-0.085) (0.084-0.098) (0.099-0.115) (0.110-0.129) (0.122-0.144) (0.134-0.158) (0.150-0.179) (0.163-0.195)
4-day 0.042 0.050 0.062 0.071 0.084 0.094 0.104 I 0.114 0.129 0.140
(0.039-0.045) (0.046-0.054) (0.058-0.066) (0.066-0.076) (0.077-0.090) (0.086-0.101) (0.095-0.112) (0.105-0.123) (0.117-0.139),(0.127-0.151)
7-day 0.027 0.033 0.040 0.045 0.053 0.059 0.065 0.071 0.079 0.085
(0.026-0.029) (0.031-0.035) (0.037-0.043) (0.042-0.049) (0.049-0.057) (0.054-0.063) (0.060-0.069) (0.065-0.076) (0.072-0.084) (0.078-0.091)
10-day 0.022 0.026 0.031 0.035 0.041 0.045 0.049 0.053 0.059 0.063
(0.021-0.023) (0.025-0.028) (0.030-0.033) (0.033-0.038) (0.038-0.043) (0.042-0.048) (0.046-0.052)I(0.049-0.057) (0.054-0.063) (0.058-0.067)
20-day 0.015 0.017 0.020 0.023 0.026 0.029 0.031 0.034 0.037 0.040
(0.014-0.015) (0.016-0.018) (0.019-0.022) (0.022-0.024) (0.025-0.028) (0.027-0.030) (0.029-0.033) (0.031-0.036) (0.034-0.039) (0.037-0.042),
30-day 0.012 0.014 0.016 0.018 0.020 0.022 0.023 0.025 0.027 0.028
(0.011-0.013) (0.014-0.015) (0.016-0.017) (0.017-0.019) (0.019-0.021) (0.021-0.023) (0.022-0.024) (0.023-0.026) (0.025-0.028) (0.027-0.030)
45-day 0.010 0.012 0.013 0.015 0.016 0.017 0.018 0.019 0.021 0.022
(0.010-0.011) (0.011-0.012) (0.013-0.014) (0.014-0.015) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.018-0.020) (0.020-0.022) (0.021-0.023)
60-day 0.009 0.011 0.012 0.013 0.014 0.015 0.016 0.017 0.018 0.019
(0.009-0.009) (0.010-0.011) (0.011-0.012) (0.012-0.013) (0.013-0.015) (0.014-0.016) (0.015-0.017) (0.016-0.017) (0.017-0.019) (0.018-0.020)„
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a
given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.6309&Ion=-81.3063&data=intensity&units=english&series=pds 1/4

rya Soil Map—Catawba County, North Carolina
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m Map Scale:1:13,400 if printed on A landscape(11"x 8.5")sheet
Meters
. N 0 150 300 600 900 m
Feet
0 500 1000 2000 3000
Map projection:Web Map Corner coordinates:WGS84 Edge tics:UTM Zone 17N WG584
USDA Natural Resources Web Soil Survey 9/9/2020
rora Conservation Service National Cooperative Soil Survey Page 1 of 4

Soil Map—Catawba County,North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) g Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:15,800.
0 Stony Spot
Soils Please rely on the bar scale on each map sheet for map
Soil Map Unit Polygons
a Very Stony Spot measurements.
Wet Spot Source of Map: Natural Resources Conservation Service
P. 0 Soil Map Unit Lines
Other Web Soil Survey URL:
p Soil Map Unit Points Coordinate System: Web Mercator(EPSG:3857)
•� Special Line Features
Special Point Features Maps from the Web Soil Survey are based on the Web Mercator
Blowout Water Features projection,which preserves direction and shape but distorts
Streams and Canals distance and area.A projection that preserves area,such as the
Borrow Pit Albers equal-area conic projection,should be used if more
Transportation accurate calculations of distance or area are required.
Clay Spot 1-1-+ Rails
• Closed Depression This product is generated from the USDA-NRCS certified data as
Interstate Highways of the version date(s)listed below.
• Gravel Pit US Routes
Soil Survey Area: Catawba County,North Carolina
4 Gravelly Spot Major Roads Survey Area Data: Version 20,Jun 2,2020
O Landfill Local Roads Soil map units are labeled(as space allows)for map scales
oPt
Lava Flow 1:50,000 or larger.
Background
Marsh or swamp III Aerial Photography Date(s)aerial images were photographed: Apr 8,2015—Nov 28,
2017
• Mine or Quarry The orthophoto or other base map on which the soil lines were
▪ Miscellaneous Water compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
• Perennial Water shifting of map unit boundaries may be evident.
Rock Outcrop
▪ Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
oa Sodic Spot
USDA Natural Resources Web Soil Survey 9/9/2020
Conservation Service National Cooperative Soil Survey Page 2 of 4

Soil Map-Catawba County, North Carolina
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
BuB Buncombe loamy sand,0 to 5 21.7 2.3%
percent slopes,frequently
flooded
CaB Cecil sandy loam,2 to 6 11.7 1.3%
percent slopes
CaD Cecil sandy loam, 10 to 15 7.1 0.8%
percent slopes
CeC2 Cecil clay loam,6 to 10 14.3 1.5%
percent slopes,moderately
eroded
ChA Chewacla loam,0 to 2 percent 89.5 9.7%
slopes,frequently flooded
CoA Congaree loam,0 to 2 percent 63.2 6.8%
slopes,frequently flooded
CsA Codorus loam,0 to 2 percent 26.7 2.9%
slopes,frequently flooded
DaA Dan River loam,0 to 2 percent 7.6 0.8%
slopes,frequently flooded
FaE3 Fairview clay loam, 10 to 25 17.4 1.9%
percent slopes,severely
eroded
FdE2 Fairview soils, 10 to 25 percent 0.1 0.0%
slopes,moderately eroded
LcB Lloyd loam,2 to 6 percent 227.1 24.5%
slopes
LcC Lloyd loam,6 to 10 percent 50.9 5.5%
slopes
LcD Lloyd loam, 10 to 15 percent 15.3 1.7%
slopes
LcE Lloyd loam,15 to 25 percent 39.5 4.3%
slopes
LdB2 Lloyd clay loam,2 to 6 percent 1.0 0.1%
slopes,moderately eroded
LdC2 Lloyd clay loam,6 to 10 179.1 19.4%
percent slopes,moderately
eroded
MkF4 Madison-Udorthents complex, 20.1 2.2%
25 to 45 percent slopes,
gullied
PaE3 Pacolet clay loam, 10 to 25 71.3 7.7%
percent slopes,severely
eroded
PeE Pacolet soils, 10 to 25 percent 20.7 2.2%
slopes
PsF Pacolet-Saw complex,25 to 45 24.5 2.6%
percent slopes,stony
USDA Natural Resources Web Soil Survey 9/9/2020
Conservation Service National Cooperative Soil Survey Page 3 of 4

Soil Map—Catawba County, North Carolina
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
RnB Ronda loamy sand,0 to 5 0.7 0.1%
percent slopes,frequently
flooded
W Water 16.1 1.7%
Totals for Area of Interest 925.6 100.0%
USDA Natural Resources Web Soil Survey 9/9/2020
Conservation Service National Cooperative Soil Survey Page 4 of 4

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entering private lands. QUADRANGLE LOCATION N
1000 H 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000, tp X
Imagery NAIP, May 2016 - November 2016 FEET
Roads U.S. Census Bureau, 2016 UTM GRID AND 2019 MAGNETIC NORTH o(.7
Names GNIS,1980-2019 1 Granite Falls
DECLINATION AT CENTER OF SHEET =M(./)Hydrography National Hydrography Dataset, 1899 - 2018 1 2 3 2 Bethlehem
CONTOUR INTERVAL 20 FEET
Contours National Elevation Dataset, 2008 3 Millersville v
U,s,National Grid NORTH AMERICAN VERTICAL DATUM OF 1988 •
Boundaries Multiple sources; see metadata file 2017 2018 100,000-m Square ID 4 5 4 Longview cD 0
Wetlands FWS National Wetlands Inventory 1984map produced5 Newton Z
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My National Geospatial Program US Topo Product Standard,2011. 6 Banoak
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Grid Zone Designation ADJOINING QUADRANGLES Z Z
17S 2019

National Flood Hazard Layer FIRMette FEMA Legend
81°18'55"W 35°38'2"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
r •1 ,.p-1Ir Alpirliort .
• Without Base Flood Elevation(BFE)
Zone 4,V,A99
FLOOD WAY , With BFE or Depth Zone AE,AO,AR,VE,AR
• ' Zone AE x r SPECIAL FLOOD
Zane AE HAZARD AREAS Regulatory Floodway
+ ili •
0.2%Annual Chance Flood Hazard,Areas
lk. =r1Q of 1%annual chance flood with average
r � + depth less than one foot or with drainage
' areas of less than one square mile zone x
'� * Future Conditions 1%Annual
k
• r _ Chance Flood Hazard zone x
'.• �" Area with Reduced Flood Risk due to
OTHER AREAS OF Levee.See Notes.Zone X
: . OF E T{ h1 } + i• wr •
FLOOD HAZARD �� Area with Flood Risk due to Leveezone D
-# ra. q NO SCREEN Area of Minimal Flood Hazard zonex:Lii
• rt�# * Ar- Effective LOMRs
#—a i #- F d -. . ram, w•Y. ' ■ OTHER AREAS Area of Undetermined Flood Hazard ZoneD
--rii
--
y #s :f I • 4'. GENERALChannel,Culvert,or Storm Sewer
' ` 11
4'� { STRUCTURES I I I 1 1 1 1 Levee,Dike,or Floodwall
r
• . f } O 2os Cross Sections with 1%Annual Chance
v II WO( tZ•5 Water Surface Elevation
t - # o- Coastal Transect
+ . o. • _• _ -513..... Base Flood Elevation Line(BFE)
Limit of Study
11\ms
AREA c"•'F f'.11 11�'.1AL FLOOD HAZARD Jurisdiction Boundary
4 • .4 --- Coastal Transect Baseline
�� '� ��� • OTHER - — Profile Baseline
_ FEATURES Hydrographic Feature
,• - r /2007 @ATk BA C'@UNT
- 370050 - Digital Data Available N
• No Digital Data Available
__
T f MAP PANELS Unmapped
L • 9 The pin displayed on the map is an approximate
e point selected by the user and does not represent
r an authoritative property location.
F -41111Ex
4r` This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
•
• The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA.This map
was exported on 9/24/2020 at 2:33 PM and does not
+• reflect changes or amendments subsequent to this date and
' 6 time.The NFHL and effective information may change or
become superseded by new data over time.
t
USGS The National Map:Orthoimagery. Data refreshed April 2020 This map image is void if the one or more of the following map
elements do not appear:basemap imagery,flood zone labels,
n legend,scale bar,map creation date,community identifiers,
FIRM panel number,and FIRM effective date.Map images for
=Feet 81°18'18"W 35°37'33"N unmapped and unmodernized areas cannot be used for
0 250 500 1,000 1,500 2,000 1:6,000
regulatory purposes.

BURTON
DENGINEERING
HYDROCAD OUTPUT
1.0-inch Storm Event

ETARC Type II 24-hr 1"Rainfall=1.00"
Prepared by {enter your company name here} Printed 9/10/2020
HydroCAD® 10.00-18 s/n 03513 ©2016 HydroCAD Software Solutions LLC Page 3
Summary for Pond 3P: Wet Pond
Inflow Area = 45.261 ac, 89.58% Impervious, Inflow Depth = 0.63" for 1" event
Inflow = 51.60 cfs @ 11.96 hrs, Volume= 2.377 af
Outflow = 1.17 cfs @ 15.17 hrs, Volume= 2.312 af, Atten= 98%, Lag= 192.8 min
Primary = 1.17 cfs @ 15.17 hrs, Volume= 2.312 af
Secondary= 0.00 cfs @ 1.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 1.00-148.00 hrs, dt= 0.01 hrs
Peak Elev= 831.14'@ 15.17 hrs Surf.Area= 110,646 sf Storage= 69,070 cf
Plug-Flow detention time= 1,128.9 min calculated for 2.312 of(97% of inflow)
Center-of-Mass det. time= 1,112.4 min ( 1,922.6 - 810.1 )
Volume _ Invert Avail.Storage Storage Description
#1 830.50' 930,449 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
830.50 830.50 105,905 0 0
831.00 110,069 53,994 53,994
832.00 114,290 112,180 166,173
833.00 118,566 116,428 282,601
834.00 122,900 120,733 403,334
835.00 127,290 125,095 528,429
836.00 131,736 129,513 657,942
837.00 136,239 133,988 791,930
838.00 140,799 138,519 930,449
Device Routing Invert Outlet Devices
#1 Primary 826.33' 36.0" Round Culvert
L= 30.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 826.33'/826.18' S= 0.0050 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight& clean, Flow Area= 7.07 sf
#2 Device 1 830.50' 6.0" Vert. Orifice/Grate X 2.00 C= 0.600
#3 Device 1 833.00' 48.0" W x 8.0" H Vert. Weir X 2.00 C= 0.600
#4 Device 1 836.00' 48.0" x 48.0" Horiz. Top of Box C= 0.600
Limited to weir flow at low heads
#5 Secondary 836.00' 30.0' long Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00
Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31
3.30 3.31 3.32

ETARC Type 1124-hr 1"Rainfall=1.00"
Prepared by {enter your company name here} Printed 9/10/2020
HydroCAD® 10.00-18 s/n 03513 ©2016 HydroCAD Software Solutions LLC Page 4
Primary OutFlow Max=1.18 cfs @ 15.17 hrs HW=831.14' (Free Discharge)
Lam=Culvert (Passes 1.18 cfs of 61.66 cfs potential flow)
—2=Orifice/Grate (Orifice Controls 1.18 cfs @ 2.99 fps)
—3=Weir ( Controls 0.00 cfs)
—4=Top of Box ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=830.50' (Free Discharge)
L5=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Pond 3P: Wet Pond
Hydrograph
I I I •Inflow
I Outflow
51.60jfs Inf ov (Area= 5.21 �c Primary
Secondary
55J Pe'ak EIei=831.14'
50� / _ _ _ _ _ _ _I I I I I Storage=69,0170 cf
45� I I I
/
40 -/ / / / t t H
I I I I I I
351 / I I I I I
N /
/
30 / /� t —
c
LL 25J 1
20J / rt rt
15 -/ / i
10L? 1 17 cfs
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)

BURTON
DENGINEERING
HYDROCAD OUTPUT
lyr-24hr Storm Event

11
Pre
3P
Wet and
5R
Analysis Pont
SubCat Reach on. It Routing Diagram for ETARC
Prepared by{enter your company name here}, Printed 9/10/2020
HydroCAD®10.00-18 s/n 03513 ©2016 HydroCAD Software Solutions LLC

ETARC Type II 24-hr lyr 24hr Rainfall=2.98"
Prepared by {enter your company name here} Printed 9/10/2020
HydroCAD® 10.00-18 s/n 03513 ©2016 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1S: Pre
Runoff = 7.97 cfs @ 12.44 hrs, Volume= 1.530 af, Depth= 0.36"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-148.00 hrs, dt= 0.01 hrs
Type II 24-hr 1yr 24hr Rainfall=2.98"
Area (ac) CN Description
51.360 61 Pasture/grassland/range, Good, HSG B
51.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.9 300 0.0530 0.23 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.61"
14.8 1,320 0.0454 1.49 Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
36.7 1,620 Total
Subcatchment 1S: Pre
Hydrograph
1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I I
I 1 1 I 1 1 1 1 1 1 1 1 I I I I I I I I I I I ■Runoff
—17.97cfs IT 1 T T T -I- 1- T T 71 71 717 17 T T 7 I I I F T T 71 -
$= j -I -11- 11- + + + -11 -1- 1- + + + -1 - - 1- + Type II24-hr�
1 1 1 1 1 1 1 1 '�y1r 4,hr1 I ►a!n aiI=2.9 3 I
: ,_ 1_ 4- _1 _1_ 1_ 4- - _Runoff Area=5-1'-360 ac' -
6: I � I I I I I I I I I I I I I I I I I 1n 1 rrI
1 1 1 1 1 Runoff1 Volume='L53DJ_LI -
w 5� Iu14fl aep 070130
4� �_ FlOW L'erhgth=1,620'�
3:v 1 1 1 1 1 1 Tc31/ M
6. i rI1
I I I I I I I I I I I 1.4 I I
2- — I- - '7 -r 1 -I -I- 1- 1- -1 -1- i =Y�I
II I
- — I- � 1 1 1 - 4 + 4 -1 -1- 1- 1- + 4 -1 -1- 1- 1- + 4 -I -
1
) 1 1 1 1
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130135 140 145
Time (hours)

ETARC Type 1124-hr 1 yr 24hr Rainfall=2.98"
Prepared by {enter your company name here} Printed 9/10/2020
HydroCAD® 10.00-18 s/n 03513 ©2016 HydroCAD Software Solutions LLC Page 8
Summary for Reach 5R: Analysis Pont
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 61.361 ac, 66.08% Impervious, Inflow Depth > 1.94" for 1yr 24hr event
Inflow = 5.25 cfs @ 12.44 hrs, Volume= 9.925 af
Outflow = 5.25 cfs @ 12.44 hrs, Volume= 9.925 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-148.00 hrs, dt= 0.01 hrs
Reach 5R: Analysis Pont
Hydrograph
/ ❑Inflow
15.25 cfs I ❑Outflow
I 5.25 cfs Inflow Area=61 .361 ac
5
4
I
ir
3
2
4
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)

ETARC Type 1124-hr 1 yr 24hr Rainfall=2.98"
Prepared by {enter your company name here} Printed 9/10/2020
HydroCAD® 10.00-18 s/n 03513 ©2016 HydroCAD Software Solutions LLC Page 9
Summary for Pond 3P: Wet Pond
Inflow Area = 45.261 ac, 89.58% Impervious, Inflow Depth = 2.53" for 1yr 24hr event
Inflow = 189.90 cfs @ 11.96 hrs, Volume= 9.552 af
Outflow = 4.07 cfs @ 15.00 hrs, Volume= 9.445 af, Atten= 98%, Lag= 182.6 min
Primary = 4.07 cfs @ 15.00 hrs, Volume= 9.445 af
Secondary= 0.00 cfs @ 1.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 1.00-148.00 hrs, dt= 0.01 hrs
Peak Elev= 833.13'@ 15.00 hrs Surf.Area= 119,112 sf Storage= 297,580 cf
Plug-Flow detention time= 1,299.2 min calculated for 9.445 af(99% of inflow)
Center-of-Mass det. time= 1,291.9 min ( 2,063.6 - 771.7 )
Volume _ Invert Avail.Storage Storage Description
#1 830.50' 930,449 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
830.50 830.50 105,905 0 0
831.00 110,069 53,994 53,994
832.00 114,290 112,180 166,173
833.00 118,566 116,428 282,601
834.00 122,900 120,733 403,334
835.00 127,290 125,095 528,429
836.00 131,736 129,513 657,942
837.00 136,239 133,988 791,930
838.00 140,799 138,519 930,449
Device Routing Invert Outlet Devices
#1 Primary 826.33' 36.0" Round Culvert
L= 30.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 826.33'/826.18' S= 0.0050 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight& clean, Flow Area= 7.07 sf
#2 Device 1 830.50' 6.0" Vert. Orifice/Grate X 2.00 C= 0.600
#3 Device 1 833.00' 48.0" W x 8.0" H Vert. Weir X 2.00 C= 0.600
#4 Device 1 836.00' 48.0" x 48.0" Horiz. Top of Box C= 0.600
Limited to weir flow at low heads
#5 Secondary 836.00' 30.0' long Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00
Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31
3.30 3.31 3.32

ETARC Type II 24-hr lyr 24hr Rainfall=2.98"
Prepared by {enter your company name here} Printed 9/10/2020
HydroCAD® 10.00-18 s/n 03513 ©2016 HydroCAD Software Solutions LLC Page 10
Primary OutFlow Max=4.06 cfs @ 15.00 hrs HW=833.13' (Free Discharge)
Lam=Culvert (Passes 4.06 cfs of 78.33 cfs potential flow)
—2=Orifice/Grate (Orifice Controls 2.91 cfs @ 7.42 fps)
—3=Weir (Orifice Controls 1.15 cfs @ 1.14 fps)
—4=Top of Box ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=830.50' (Free Discharge)
4-5=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Pond 3P: Wet Pond
Hydrograph
- - I- - I- - I- - H - - 7 - 7 - 7 - H —
, I 7 T T 7 7 7 7 ❑Inflow
/1 189.90 cfs I pI�_ Outflow
210� i / / H H 1_ L 1n#Ipw 4rea=45 i 4c- O Se ondary
200-✓ , ; ; - - 1- - 1- - H - H - I- - 1 1- - +F}eakEIe 8331r3'
190 -' / , - 7 7 1- T T T T 7 7 7 7
180 , , 1 1 I I I Storlra9e=297 58O d
160 -' / i , /- L 1- 1- L L _L 1 7 7 4
150' i / , / - H - H -- H -- H -- H -- t - t - + - + - 7 - 7 - 7 - -
140� i , , /- 7 7 1- T T T T 7 7 7
Iv
1111111111
u 120-;-' ii , ,-
110� i , L L L I 1 7 7 7 L
0 100� i , / '- - 1- - 1- - - - I— - I- '- - 7 - 7 - 4 - - -
u_ 90-i/ i , i ,- 7 7 - -r - 7 - 7 - 7 -
800j-Vi — 1 1 I 1 1
60� , / z '- L - I _L -
50 / : i 1 H - - - -
404-/ i ,
30-✓ , , 4-07 cfs
20 ,7 z/ �����,,,--�������A'b"��'"
0t������������������������� /
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)

BURTON
DENGINEERING
HYDROCAD OUTPUT
10-year, 24-hour Storm Event

11
Pre
3P
Wet and
5R
Analysis Point
SubCat Reach on. It Routing Diagram for ETARC
Prepared by{enter your company name here}, Printed 9/10/2020
HydroCAD®10.00-18 s/n 03513 ©2016 HydroCAD Software Solutions LLC

ETARC Type II 24-hr 10yr 24hr Rainfall=5.33"
Prepared by {enter your company name here} Printed 9/10/2020
HydroCAD® 10.00-18 s/n 03513 ©2016 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1S: Pre
Runoff = 55.33 cfs @ 12.36 hrs, Volume= 6.726 af, Depth= 1.57"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-148.00 hrs, dt= 0.01 hrs
Type II 24-hr 10yr 24hr Rainfall=5.33"
Area (ac) CN Description
51.360 61 Pasture/grassland/range, Good, HSG B
51.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.9 300 0.0530 0.23 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.61"
14.8 1,320 0.0454 1.49 Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
36.7 1,620 Total
Subcatchment 1 S: Pre
Hydrograph
1 1 1 I I I I I I I I I I 1 1 I I 1 1 I I 1 1 I
60-' I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ■Runoff
'-I55s3cfs It -[ -I -I- I- t t -I I I- I- t fi - -I - I- I- L -F -I I I 1- t I 1-
551 1 1 1 1 1 1 1 1 I I 1 1 I 1 Type 11124-hr1
50 -' L ,�
1- 1- � 4 � -1 -1- 4 4 4 � ���/rhe�n,f �1� 5 -1
45L/ 1 / I 1 1 I I 1 1 I I 1 1 I I RU LVff�e 51.3_6_0 4cl
40 / 1 1 1 1 1 1 1 1 1 1 1r 1 1 1 1 1 1 1 '11 11 1
_1 _1_ _ L 1 _l _1 _ 1_ l_ L L L Ru o f lVo $=6.726_a 1-
w 351-/ I I I I I I I I I I I I I I ���In I {� I„}illi Ig.JviI
- T 7 7 71717 1 T 7 7 7171�F�F'Q^I �el�` 1-ro -1-
3 30 0
a 25' •••••°
t 1 1 1- t I 1 1 I I fi -1 _ 1_Fi�YY �e JtiF�7. 1 1 1
20 151/ I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 11/1I �1
: — 1- %4 4 -1 -1- I- L 4 -1 1 1- 4 4 -1 - 1- 4 L 4 -1 -1- 1- 1- 4 4 1 1-
10 I �I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
5� 1- % 1 1 1 1 1 1 1
o
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100105110115120125130135140145
Time (hours)

ETARC Type II 24-hr 10yr 24hr Rainfall=5.33"
Prepared by {enter your company name here} Printed 9/10/2020
HydroCAD® 10.00-18 s/n 03513 ©2016 HydroCAD Software Solutions LLC Page 8
Summary for Reach 5R: Analysis Point
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 61.361 ac, 66.08% Impervious, Inflow Depth > 3.98" for 10yr 24hr event
Inflow = 49.66 cfs @ 12.36 hrs, Volume= 20.331 af
Outflow = 49.66 cfs @ 12.36 hrs, Volume= 20.331 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-148.00 hrs, dt= 0.01 hrs
Reach 5R: Analysis Point
Hydrograph
I I Inflow
55-4 49.66 cfs I 1 „ /�`w, rp II AM AS^M 'I ❑Outflow
501 1 49.66 cfs� - I
i'n f SIR YX Area'6 1.3 6 t a�
45_ - 1 - -1 - - I- - -H - H -
40- - -I
35_ - -I
0 1
3 30- % I
i° 25-
20_ g I
15- - I i- 4
-
- / I I 1
10-' % 1
0 ���� ..___
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)

ETARC Type II 24-hr 10yr 24hr Rainfall=5.33"
Prepared by {enter your company name here} Printed 9/10/2020
HydroCAD® 10.00-18 s/n 03513 ©2016 HydroCAD Software Solutions LLC Page 9
Summary for Pond 3P: Wet Pond
Inflow Area = 45.261 ac, 89.58% Impervious, Inflow Depth = 4.86" for 10yr 24hr event
Inflow = 350.15 cfs @ 11.96 hrs, Volume= 18.333 of
Outflow = 32.31 cfs @ 12.37 hrs, Volume= 18.223 af, Atten= 91%, Lag= 24.8 min
Primary = 32.31 cfs @ 12.37 hrs, Volume= 18.223 af
Secondary= 0.00 cfs @ 1.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 1.00-148.00 hrs, dt= 0.01 hrs
Peak Elev= 834.58'@ 12.37 hrs Surf.Area= 125,458 sf Storage= 475,681 cf
Plug-Flow detention time=790.2 min calculated for 18.222 af(99% of inflow)
Center-of-Mass det. time= 786.6 min ( 1,542.7 - 756.2 )
Volume _ Invert Avail.Storage Storage Description
#1 830.50' 930,449 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
830.50 830.50 105,905 0 0
831.00 110,069 53,994 53,994
832.00 114,290 112,180 166,173
833.00 118,566 116,428 282,601
834.00 122,900 120,733 403,334
835.00 127,290 125,095 528,429
836.00 131,736 129,513 657,942
837.00 136,239 133,988 791,930
838.00 140,799 138,519 930,449
Device Routing Invert Outlet Devices
#1 Primary 826.33' 36.0" Round Culvert
L= 30.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 826.33'/826.18' S= 0.0050 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight& clean, Flow Area= 7.07 sf
#2 Device 1 830.50' 6.0" Vert. Orifice/Grate X 2.00 C= 0.600
#3 Device 1 833.00' 48.0" W x 8.0" H Vert. Weir X 2.00 C= 0.600
#4 Device 1 836.00' 48.0" x 48.0" Horiz. Top of Box C= 0.600
Limited to weir flow at low heads
#5 Secondary 836.00' 30.0' long Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00
Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31
3.30 3.31 3.32

ETARC Type II 24-hr 10yr 24hr Rainfall=5.33"
Prepared by {enter your company name here} Printed 9/10/2020
HydroCAD® 10.00-18 s/n 03513 ©2016 HydroCAD Software Solutions LLC Page 10
Primary OutFlow Max=32.32 cfs @ 12.37 hrs HW=834.58' (Free Discharge)
Lam=Culvert (Passes 32.32 cfs of 88.44 cfs potential flow)
—2=Orifice/Grate (Orifice Controls 3.70 cfs @ 9.43 fps)
—3=Weir (Orifice Controls 28.62 cfs @ 5.37 fps)
—4=Top of Box ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=830.50' (Free Discharge)
4-5=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Pond 3P: Wet Pond
Hydrograph
r❑Inflow
/ / 350.15 cfs I ❑Outflow
/ / - I- - I- - Inflow Area=45.2Q1 ac ❑Primary
/ / - I I- - ❑Secondary
3804'-' / / /
360- / / / /- I- I- 7 Peak Elev 834.58'
3404v / / / I I I I
320 / / / / _ I I I = Storage=475,6181 cf
300 -- / / / /_ _ i _ - I- - L - L - L _ - 1 - _L - I
280 .7 / / / / I- I H H - —k 4 4 42607
4
2607 / / / /- I - - I- - H - +- - I- - -L - + - + - -F - -F - 4 - I
2407 / / /
' / I - - I- - I- - I- - I- - t - rt - rt - rt - 1
220 / / / I I I I I I I I I I I
200. / /
0 180� / / / / I I I I I I I I I I
" 160� / / / / I I I I
140� / / / /- I - I- - I_ _ L - 1 - 1 - _L
120- / / / / - I- - I- 4 '
1007 / / - - F
80 -' / / / 32.31 cfs
6O ' / 132.31 cfs
/
40 /
I 0.0- 'cfs/
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)

BURTON
DENGINEERING
HYDROCAD OUTPUT
50yr-24hr Storm Event

11
Pre
3P
Wet and
5R
Analysis Point
SubCat Reach on. It Routing Diagram for ETARC
Prepared by{enter your company name here}, Printed 9/10/2020
HydroCAD®10.00-18 s/n 03513 ©2016 HydroCAD Software Solutions LLC

ETARC Type II 24-hr 50yr 24hr Rainfall=7.19"
Prepared by {enter your company name here} Printed 9/10/2020
HydroCAD® 10.00-18 s/n 03513 ©2016 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1S: Pre
Runoff = 106.68 cfs @ 12.35 hrs, Volume= 12.155 af, Depth= 2.84"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-148.00 hrs, dt= 0.01 hrs
Type II 24-hr 50yr 24hr Rainfall=7.19"
Area (ac) CN Description
51.360 61 Pasture/grassland/range, Good, HSG B
51.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.9 300 0.0530 0.23 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.61"
14.8 1,320 0.0454 1.49 Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
36.7 1,620 Total
Subcatchment 1S: Pre
Hydrograph
1 I I 1 1 1 I I 1 1 1 I I I I I I I I I I I I I I I I
115_ ❑Runoff`
110 -/ A 106.68 cfs I I I I 4 7 1 I 7 4 7 1 1 1 1- 7 7 1 1 1
105 - I- ® + -1 -1- I- + + H -1- 1- I- + + H -1 -1- I- f- + Type-III-24-hr
1004/ - 1 T T 1 L T T T T T ni I T T.TI T
95H - -.I' 2 hr � i.1falN 7T1 .,
90� 1 1 1 1 1 1 1 1 1 1 1 1 1 1
85 - I_ L -I -I- I- L _L 1 J -I- I- L L -- �Runff Atea=5-160-36A ac
80-' 1- F 11 1-1 I- + rt H 1 11 11 7 lwrio gi eT4l�1r 5 tau
75 � 1
Iun�Af d@pflr4c$
_0 55� - I- + H -I -I- 1- + 4 7 1- I- - 7 4 7 1 Flow Length -
50- t 1 1 I f t H I I I- t 7 I I I- fi' 1 1 1 1 1 01 1 ��
45 1- 1 1 t617 1"'fin
40;/
35� — I_
304-/ I- 7 I I 1 1_ 77H 11 74 _I I I I 1_ 77 I I 1 LH
25� - I- + + -1 -1- 1- H + + H -I- I- I- + + H -1 -1- 1- f- + + -1 -1- 1- + + -
20� - TT 1 71717 LTTT 71717 17 TTT 71717 17 TTT 71 717 1 TT
104 I I I I I I I I I I I I I I I I I I I I I I I I I
5 4> ���������//� �������/�
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100105110115120125130135'140145
Time (hours)

ETARC Type II 24-hr 50yr 24hr Rainfall=7.19"
Prepared by {enter your company name here} Printed 9/10/2020
HydroCAD® 10.00-18 s/n 03513 ©2016 HydroCAD Software Solutions LLC Page 8
Summary for Reach 5R: Analysis Point
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 61.361 ac, 66.08% Impervious, Inflow Depth > 5.68" for 50yr 24hr event
Inflow = 79.17 cfs @ 12.35 hrs, Volume= 29.019 af
Outflow = 79.17 cfs @ 12.35 hrs, Volume= 29.019 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-148.00 hrs, dt= 0.01 hrs
Reach 5R: Analysis Point
Hydrograph
/ — — — 1 1 1
■Inflow
851-' / /1 79.17 cfs I 1 1 I I I I I q I I ■Outflow
J 1 7&17cfs
80. I I I I Inflow Area=6�.36t ac
75� �% 1 I I I 1
70y z 1 I I I I
65 -/ 1 1— 7 1 1 T 7 I T -
60 1— — 1 1 t -t I - t -
0 50- I % I 1 t t -1 t - 1
3 40 t 1 1— 4 1 I 4 I 4 — -
LI : — - 1— - 1— - 4 — — — 4 I -- ---+
1— — _L - J — ---1 I L _I
30 -
25 - — 1 I — _1 L
20-
15L/ , I ji I I I I
I
10 I 1 1
//..4,- �������//////////////////////////////////////////////////
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)

ETARC Type II 24-hr 50yr 24hr Rainfall=7.19"
Prepared by {enter your company name here} Printed 9/10/2020
HydroCAD® 10.00-18 s/n 03513 ©2016 HydroCAD Software Solutions LLC Page 9
Summary for Pond 3P: Wet Pond
Inflow Area = 45.261 ac, 89.58% Impervious, Inflow Depth = 6.71" for 50yr 24hr event
Inflow = 475.79 cfs @ 11.96 hrs, Volume= 25.320 af
Outflow = 45.73 cfs @ 12.34 hrs, Volume= 25.209 af, Atten= 90%, Lag= 23.3 min
Primary = 45.73 cfs @ 12.34 hrs, Volume= 25.209 af
Secondary= 0.00 cfs @ 1.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 1.00-148.00 hrs, dt= 0.01 hrs
Peak Elev= 835.94'@ 12.34 hrs Surf.Area= 131,464 sf Storage= 649,891 cf
Plug-Flow detention time=630.6 min calculated for 25.209 af(100% of inflow)
Center-of-Mass det. time=627.5 min ( 1,377.1 - 749.6 )
Volume _ Invert Avail.Storage Storage Descrtion
#1 830.50' 930,449 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
830.50 830.50 105,905 0 0
831.00 110,069 53,994 53,994
832.00 114,290 112,180 166,173
833.00 118,566 116,428 282,601
834.00 122,900 120,733 403,334
835.00 127,290 125,095 528,429
836.00 131,736 129,513 657,942
837.00 136,239 133,988 791,930
838.00 140,799 138,519 930,449
Device Routing Invert Outlet Devices
#1 Primary 826.33' 36.0" Round Culvert
L= 30.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 826.33'/826.18' S= 0.0050 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight& clean, Flow Area= 7.07 sf
#2 Device 1 830.50' 6.0" Vert. Orifice/Grate X 2.00 C= 0.600
#3 Device 1 833.00' 48.0" W x 8.0" H Vert. Weir X 2.00 C= 0.600
#4 Device 1 836.00' 48.0" x 48.0" Horiz. Top of Box C= 0.600
Limited to weir flow at low heads
#5 Secondary 836.00' 30.0' long Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00
Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31
3.30 3.31 3.32

ETARC Type II 24-hr 50yr 24hr Rainfall=7.19"
Prepared by {enter your company name here} Printed 9/10/2020
HydroCAD® 10.00-18 s/n 03513 ©2016 HydroCAD Software Solutions LLC Page 10
Primary OutFlow Max=45.73 cfs @ 12.34 hrs HW=835.94' (Free Discharge)
Lam=Culvert (Passes 45.73 cfs of 96.92 cfs potential flow)
—2=Orifice/Grate (Orifice Controls 4.31 cfs @ 10.97 fps)
—3=Weir (Orifice Controls 41.42 cfs @ 7.77 fps)
—4=Top of Box ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=830.50' (Free Discharge)
4-5=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Pond 3P: Wet Pond
Hydrograph
I ip I r❑Inflow
475.79 cfs 1 ❑Outflow
p - Inflow Area=45.261 ac la se oa ary
500= / — I— — I— — I—
Peak Elev=835.94
450= d - Storage=649,891 cf
:::'!
IP
_ I— r
T2 300_ `
a 250_'
u 200_"
150 I /
45.73 cfs /
100_ 45.73 cfs
of /�/ ///POr
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)

BURTON
DENGINEERING
HYDROCAD OUTPUT
100yr-24hr Storm Event

11
Pre
3P
Wet and
5R
Analysis Point
SubCat Reach on. It Routing Diagram for ETARC
Prepared by{enter your company name here}, Printed 9/10/2020
HydroCAD®10.00-18 s/n 03513 ©2016 HydroCAD Software Solutions LLC

ETARC Type II 24-hr 100yr 24hr Rainfall=8.04"
Prepared by {enter your company name here} Printed 9/10/2020
HydroCAD® 10.00-18 s/n 03513 ©2016 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1S: Pre
Runoff = 132.25 cfs @ 12.35 hrs, Volume= 14.874 af, Depth= 3.48"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-148.00 hrs, dt= 0.01 hrs
Type II 24-hr 100yr 24hr Rainfall=8.04"
Area (ac) CN Description
51.360 61 Pasture/grassland/range, Good, HSG B
51.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.9 300 0.0530 0.23 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.61"
14.8 1,320 0.0454 1.49 Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
36.7 1,620 Total
Subcatchment 1S: Pre
Hydrograph
y 1 I I 1 1 1 I I 1 1 I 1 1 I I I I I I I I I I I I I
1 r T 1 -1 -1 I rt -i- T -1- 1- 1 r 1 -I -1 -1- 1- r T 1 -1 1 I r -r II Runoff`
140
: 132.25 cfs
130� 1 1 I I I I I I I I I I I I I I I I I Type III 24-hr
120- ' - T 7 -1 -1 I 1- T 7 7 I 1 1- T T1TQ7 1 I''1r1 O i'011-i- F"4••
110� T -[ -I -1- I- i- + - 4 -I- I- 1- 1 4 -I Runou'A-rea=J1 360 ac-
100� 1 1 1 I I I I I I 1 1 ICI 1 1 1
90� 1 1 I I I I I I I I IRUnOtrVolume-71 074 of
80� % Runbf Delpthy3148"
0 70- - + + -1 -I- I- 1 + + - -I- I- 1- + + -I -1 -1- I- 1 + + -1 -1- I- + +/�-
3 3 1 1 1 1 I I 1 1 I I 1 1 1 Flow Length=rl,62O7
E 60 1 1 I I I I I I I I I I 1 1 I I 1 S 1c 1� 1�1.
T n
503-'
40_ — 1- + - 1 -1 -I- I- 1- + H- H -I- 1- 1- -- - H -1 -1- I- 1- + -1 -1 -I-C-IJ=6j-
1J _1 _ _ I_ L11J _I_ 1- - L1J _1 L 1J _I -I- I_ I
f -1 -1- 1- 1- t ± H -1- 1- I- t rt H - 1 1 1 1
10� I
������������ ��������������� �����������������
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100105110115120125'130135'�r 140145
Time (hours)

ETARC Type II 24-hr 100yr 24hr Rainfall=8.04"
Prepared by {enter your company name here} Printed 9/10/2020
HydroCAD® 10.00-18 s/n 03513 ©2016 HydroCAD Software Solutions LLC Page 8
Summary for Reach 5R: Analysis Point
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 61.361 ac, 66.08% Impervious, Inflow Depth > 6.47" for 100yr 24hr event
Inflow = 116.60 cfs @ 12.24 hrs, Volume= 33.068 af
Outflow = 116.60 cfs @ 12.24 hrs, Volume= 33.068 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 1.00-148.00 hrs, dt= 0.01 hrs
Reach 5R: Analysis Point
Hydrograph
� i � I I -I rt I �
❑Inflow
130-/-
30_ 1116.60 cfs I I I ❑Outflow
120 / I116.60cfs - Inflow Area=61 .361 ac
110 -/ / /-�
/
90 -/
80-?'
60� /—•LT.
50�
30:
20_ % �i`
0
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)

ETARC Type II 24-hr 100yr 24hr Rainfall=8.04"
Prepared by {enter your company name here} Printed 9/10/2020
HydroCAD® 10.00-18 s/n 03513 ©2016 HydroCAD Software Solutions LLC Page 9
Summary for Pond 3P: Wet Pond
Inflow Area = 45.261 ac, 89.58% Impervious, Inflow Depth = 7.56" for 100yr 24hr event
Inflow = 533.03 cfs @ 11.96 hrs, Volume= 28.517 af
Outflow = 83.75 cfs @ 12.13 hrs, Volume= 28.405 af, Atten= 84%, Lag= 10.5 min
Primary = 62.85 cfs @ 12.13 hrs, Volume= 27.709 af
Secondary= 20.89 cfs @ 12.13 hrs, Volume= 0.696 af
Routing by Stor-Ind method, Time Span= 1.00-148.00 hrs, dt= 0.01 hrs
Peak Elev= 836.40'@ 12.13 hrs Surf.Area= 133,548 sf Storage= 711,316 cf
Plug-Flow detention time=577.4 min calculated for 28.403 af(100% of inflow)
Center-of-Mass det. time= 575.1 min ( 1,322.5 - 747.3 )
Volume _ Invert Avail.Storage Storage Description
#1 830.50' 930,449 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
830.50 830.50 105,905 0 0
831.00 110,069 53,994 53,994
832.00 114,290 112,180 166,173
833.00 118,566 116,428 282,601
834.00 122,900 120,733 403,334
835.00 127,290 125,095 528,429
836.00 131,736 129,513 657,942
837.00 136,239 133,988 791,930
838.00 140,799 138,519 930,449
Device Routing Invert Outlet Devices
#1 Primary 826.33' 36.0" Round Culvert
L= 30.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 826.33'/826.18' S= 0.0050 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight& clean, Flow Area= 7.07 sf
#2 Device 1 830.50' 6.0" Vert. Orifice/Grate X 2.00 C= 0.600
#3 Device 1 833.00' 48.0" W x 8.0" H Vert. Weir X 2.00 C= 0.600
#4 Device 1 836.00' 48.0" x 48.0" Horiz. Top of Box C= 0.600
Limited to weir flow at low heads
#5 Secondary 836.00' 30.0' long Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00
Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31
3.30 3.31 3.32

ETARC Type II 24-hr 100yr 24hr Rainfall=8.04"
Prepared by {enter your company name here} Printed 9/10/2020
HydroCAD® 10.00-18 s/n 03513 ©2016 HydroCAD Software Solutions LLC Page 10
Primary OutFlow Max=62.81 cfs @ 12.13 hrs HW=836.40' (Free Discharge)
L1=Culvert (Passes 62.81 cfs of 99.65 cfs potential flow)
—2=Orifice/Grate (Orifice Controls 4.50 cfs @ 11.45 fps)
—3=Weir (Orifice Controls 44.97 cfs @ 8.43 fps)
—4=Top of Box (Weir Controls 13.35 cfs @ 2.07 fps)
Secondary OutFlow Max=20.83 cfs @ 12.13 hrs HW=836.40' (Free Discharge)
L5=Broad-Crested Rectangular Weir(Weir Controls 20.83 cfs @ 1.73 fps)
Pond 3P: Wet Pond
Hydrograph
I I 1 1 r❑Inflow
1151921 1 1 1 ❑Outflow
1 rt'f loW 741.ea= 1 ❑Primary
�V /"l ''FJ. � ❑Secondary
550 • Peak Elev=836.40'
500 / L 'r Storage1 , 16 tf
450
400
y 350 r I 1 1
300 - - - - - - —
3 /o /
Li 250 I—
200 1
83.75 cfs
150MEM
I '/
100
50 20 89 cfs 4116: ��///////////////////////////////////////////////////////////////////////////////�
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)

BURTON
. ENGINEERING
WET POND DESIGN

Wet Pond NCDENR 2007 SHOPTON RIDGE BUSINESS PARK 9/9/2020
CHARLOTTE,NC
WATER QUALITY BASIN DESIGN
Pond Volume Linked to Worksheet: Wet Pond Volume
85% Total Suspended Soilds
25% Total Nitrogen
40%total Phosphate
Mountain&Piedmont Regions
Table 10-1
SURFACE AREA REQ'D Design TSS%Removal Rate SA/DA RATIO CHART(for 85%TSS removal)
Drainage Area=dilac 85 % %imp cover avg.permanent pool depth(ft) i Average depth should be a minimum
3 4 5 6 7 8 9 of 3 feet.
%Impervious= % 10 0.51 0.49 0.43 0.35 0.31 0.29 0.26
20 0.84 0.79 0.70 0.59 0.51 0.46 0.44 Average depth,day may be computed
Try Perm.Pool Depth= 30 1.17 1.08 0.97 0.83 0.70 0.64 0.62 by:
40 1.51 1.43 1.25 1.05 0.90 0.82 0.77 Option 1: d,n,= Vol Perm.pool
SA/DA= 50 1.79 1.73 1.50 1.30 1.09 1.00 0.92 Area perm.pool
60 2.09 2.03 1.71 1.51 1.29 1.18 1.10 Option 2: (see NCDENR Manual)
Surface Area Req'd= ac sf 70 2.51 2.40 2.07 1.79 1.54 1.35 1.26
Area Provided= 2.43 ac sf 80 2.92 2.78 2.38 2.10 1.86 1.60 1.42
at Elev= 830.50 90 3.25 3.10 2.66 2.34 2.11 1.83 1.67
VOL prov'd perm pool= 9.56 ac-ft (includes Fore-bay)
Avg Depth= ill
ft
Actual Ratio= 3.11 Perm.pool elevation should be Mountain&Piedmont Regions
Actual Area Req'd= 1.408 ac within 6"+/-of the SHWT Table 10-3
(Seasonal High Water Table) SA/DA RATIO CHART(for 90%TSS removal)
TEMP.DRAWDOWN J %imp cover avg.permanent pool depth(ft)
DETERMINE 1"STORM VOLUME 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 9.0
10 0.9 0.8 0.8 0.7 0.6 0.6 0.5 0.5 0.5 0.5 0.4 0.4 0.4
USE SIMPLE METHOD Rv=0.05+0.009(I) 20 1.5 1.3 1.1 1.0 1.0 0.9 0.9 0.9 0.8 0.8 0.8 0.7 0.7
Rv=-IN/IN 30 1.9 1.8 1.7 1.5 1.4 1.4 1.3 1.1 1.0 1.0 1.0 0.9 0.9
P= IN 40 2.5 2.3 2.0 1.9 1.8 1.7 1.6 1.6 1.5 1.4 1.3 1.2 1.1
VOLUME=DESIGN RAINFALL(Rv)DA 50 3.0 2.8 2.5 2.3 2.0 1.9 1.9 1.8 1.7 1.6 1.6 1.5 1.5
60 3.5 3.2 2.8 2.7 2.5 2.4 2.2 2.1 1.9 1.9 1.8 1.8 1.7
VOLUME=-AC-FT 141,293 CF 70 4.0 3.7 3.3 3.1 2.8 2.7 2.5 2.4 2.2 2.1 2.0 2.0 1.9
VOLprov= AC-FT at elevation r 831.14 80 4.5 4.1 3.8 3.5 3.3 3.0 2.8 2.7 2.6 2.4 2.3 2.1 2.0
90 5.0 4.5 4.0 3.8 3.5 3.3 3.0 2.9 2.8 2.7 2.6 2.5 2.4
FORE-BAY SIZE
1
PRE-BAY VOL=20%OF PERM POOL VOLUME
Includes Forebay&
PRE-BAY VOLregd= r1.911 lac-ft Main Pond
PRE-BAY VOLprov.= 1.845 ac-ft
Actual%Used= 19.3 %
ORIFICE SIZING ORIFICE CALCULATIONS
orifice formula Q=cA(2gh)^.5 w/c=.6
2 DAY DRAWDOWN Q2= -cfs
DIA(in)
5 DAY DRAWDOWN= Q5= cfs Inv=
(cfs)
FROM ORIFICE CALC'S:USE IN DIA ORIFICE Elev Q
Top 1"Stor= 831.14 Driving Head=H/3
Approx Draw Down Time= days Perm.Pool= 830.50 See Figure 3-3 NCDENR BMP
8 hours Head= 0.21 Manual
J
Avg Q= 1.01 cfs
P:\DWG\1 Preliminary\P-017 TKC Newton 800K(OLD Rawhide)\6.Calcs\SWM\Wet Pond-ETARC Page 1 of 2

BOUYANCY CALCULATIONS
Weight of Structure Type Box Pipe Deductions
Inside Width 5.0 FT per NCDOT 840.02
Inside Length 5.0 Dia. I CY
Wall Thickness 0.5 12 0.032
Concrete CY/FT of Height 0.41 15 _ 0.036
Structure Height 10.00 FT 18 0.049
Total Structure 4.07 24 0.085
Pipe Deduction 0.178 30 0.127
Total Vol.of Concrete 3.90 36 0.178
Concrete LB/CY 145 42 0.243
Weight of Structure(Wstructure) 8,500 48 0.317
54 0.401
ANCHOR DIM'S
L= 8.0
W= 8.0 Bouyancy Calculations
Wstructure+Wencher
Wreq Treqd= 1.93 ft BF=VolRser x DensityH2o 15,600.00 LBS
23.19 in
Tprov'd= 36 in
Wt.Anchor Prov'd= 15859.20 lbs Wt.Conc.=145-62.4(LB/C LB/CF
Total Wt.of Outlet= 24358.88 lbs
SFprovided= 1.30 SFreq=-
Total Wt.Required(Wreq)= LBS
VOL OF ANCH REQ'D= CF (Wreq Wstructure)/82.6
N:\Excel Templates\WaterQuality\NCDENRWgcalcs.xls Page 2 of 2

Wet Pond Volume
Linked to Worksheet: Wet Pond NCDENR 2007
Elev Perm.Pool= 830.50
Vol Perm Pool= 9.555 ac-ft
Surface Area Perm.Pool 2.431 ac
1"Vol Storage Req'd=` 3.257 ilac-ft
Elev Include 1.0 Ft for Sediment Storage
Total Storage Req'd=� 12.812 lac-ft #VALUE!
1"Vol Storage Prov'd= 6.490 ac-ft
Total Storage Prov'd= 16.045 833.00
Prebay Vol.Prov'd=m1p45 ac-ft
PreBay Main Pond Total
Inc. Total
Contour Area Avg.Area Volume Volume Area Avg.Area Inc.Volume Total Volume Cum.Volume
Elev (ac) (ac) (ac-ft) (ac-ft) (ac) (ac) (ac-ft) (ac-ft) (ac-ft)
825 0.132 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
826 0.358 0.000 0.000 0.000 1.562 0.000 0.000 0.000 0.000
827 0.392 0.380 0.380 0.380 1.612 1.590 1.590 1.590 1.970
828 0.428 0.410 0.410 0.790 1.662 1.640 1.640 3.230 4.020
829 0.465 0.450 0.450 1.240 1.713 1.690 1.690 4.920 6.160
830 0.503 0.480 0.480 1.720 1.765 1.740 1.740 6.660 8.380
830.5 0.000 0.250 0.125 1.845 2.431 2.100 1.050 7.710 9.555
831 0.000 0.000 0.000 1.845 2.527 2.480 1.240 8.950 10.795
832 0.000 0.000 0.000 1.845 2.624 2.580 2.580 11.530 13.375
833 0.000 0.000 0.000 1.845 2.722 2.670 2.670 14.200 16.045
834 0.000 0.000 0.000 1.845 2.821 2.770 2.770 16.970 18.815
835 0.000 0.000 0.000 1.845 2.922 2.870 2.870 19.840 21.685
836 0.000 0.000 0.000 1.845 3.024 2.970 2.970 22.810 24.655
837 0.000 0.000 0.000 1.845 3.128 3.080 3.080 25.890 27.735
838 0.000 0.000 0.000 1.845 3.232 3.180 3.180 29.070 30.915
STAGE / STORAGE
834
833
832
831
830
a)
RS 829
CO 828
827
826
825
0.0 5.0 10.0 15.0 20.0
Volume
(ac-ft)

BURTON
DENGINEERIN
EROSION CONTROL DESIGN
Rip Rap Apron Design

Rip Rap Apron Design
Project Name:
Drainage Specialist: Date:
Checked By: Date:
Step 1. Determine the tailwater depth from the channel characteristics below the pipe outlet for the
design capacity of the pipe. If the tailwater depth is less than half the outlet pipe diameter,it is
classifies as minimum tailwater conditions. If the tailwater is greater than half the pipe
diameter,it is classified as maximum tailwater conditions. Pipes that outlet onto wide flat
areas with no defined channel are assumed to have a minimum tailwater condition unless
reliable flood stage elevations show otherwise.
Rational Method for Flow
Total Drainage Area(Acres): 15.6
Outlet pipe diameter,Do(in.) 54
Tailwater depth(Feet) 0.7
Tailwater Method To Be Used Min TW(Fig.8.06a)
Discharge(cfs) 101.9
Velocity(ft./s) 8.8
Step 2. Based on the tailwater conditions determined in Step 1,enter Figure 8.06a or Figure 8.06b and
determine the d50 rip rap size and minimum apron length(La). The d50 size is the median
stone size in a well-graded rip rap apron.
Step 3. Determine the apron width at the pipe outlet,the apron shape,and the apron width at the outlet
end from the same figure used in Step 2.
Minimum TW Maximum TW
Riprap d50, (ft.) 0.9
Minimum apron length, La(ft.) ** 26 10
Apron width at pipe outlet(ft.) 14 14
Apron shape W=Do+La
Apron width at outlet end(ft.) 31
**-Minimum Apron Length Is 10 Feet per CLDS 20.23
Step 4. Determine the maximum Stone Diameter.D = 1.5 X d50
Determine the Apron Thickness,Ta= 1.5 X dmax
Minimum TW Maximum TW
Max Stone Diameter, dmax (Inches): 16
Apron Thickness (Inches): 24 LA
**-Minimum Apron Thickness Is 10 Inches per CLDS 20.23
Step 5. Fit the rip rap apron to the site by making it level for the minimum length La. Extend the
apron farther downstream and along the channel banks until stability is assured. Keep apron
as straight as possible and align it with the flow of the receiving stream. Make any necessary
alignment bends near the pipe outlet so that the entrance into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure stability. It
may be necessary to increase the size of the rip rap where protection of the channel side slopes
is necessary. Where overfalls exist at pipe outlets or flows are excessive,a plunge pool should
be considered.

Rip Rap Apron Design
Project Name:
Drainage Specialist: Date:
Checked By: Date:
Step 1. Determine the tailwater depth from the channel characteristics below the pipe outlet for the
design capacity of the pipe. If the tailwater depth is less than half the outlet pipe diameter,it is
classifies as minimum tailwater conditions. If the tailwater is greater than half the pipe
diameter,it is classified as maximum tailwater conditions. Pipes that outlet onto wide flat
areas with no defined channel are assumed to have a minimum tailwater condition unless
reliable flood stage elevations show otherwise.
Rational Method for Flow
Total Drainage Area(Acres): 16.1
Outlet pipe diameter,Do(in.) 54
Tailwater depth(Feet) 1.5
Tailwater Method To Be Used Min TW(Fig.8.06a)
Discharge(cfs) 105.5
Velocity(ft./s) 8.9
Step 2. Based on the tailwater conditions determined in Step 1,enter Figure 8.06a or Figure 8.06b and
determine the d50 rip rap size and minimum apron length(La). The d50 size is the median
stone size in a well-graded rip rap apron.
Step 3. Determine the apron width at the pipe outlet,the apron shape,and the apron width at the outlet
end from the same figure used in Step 2.
Minimum TW Maximum TW
Riprap d50, (ft.) 0.9
Minimum apron length, La(ft.) ** 26 10
Apron width at pipe outlet(ft.) 14 14
Apron shape W=Do+La
Apron width at outlet end(ft.) 31
**-Minimum Apron Length Is 10 Feet per CLDS 20.23
Step 4. Determine the maximum Stone Diameter.D = 1.5 X d50
Determine the Apron Thickness,Ta= 1.5 X dmax
Minimum TW Maximum TW
Max Stone Diameter, dmax (Inches): 16
Apron Thickness (Inches): 24 LA
**-Minimum Apron Thickness Is 10 Inches per CLDS 20.23
Step 5. Fit the rip rap apron to the site by making it level for the minimum length La. Extend the
apron farther downstream and along the channel banks until stability is assured. Keep apron
as straight as possible and align it with the flow of the receiving stream. Make any necessary
alignment bends near the pipe outlet so that the entrance into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure stability. It
may be necessary to increase the size of the rip rap where protection of the channel side slopes
is necessary. Where overfalls exist at pipe outlets or flows are excessive,a plunge pool should
be considered.

Rip Rap Apron Design
Project Name:
Drainage Specialist: Date:
Checked By: Date:
Step 1. Determine the tailwater depth from the channel characteristics below the pipe outlet for the
design capacity of the pipe. If the tailwater depth is less than half the outlet pipe diameter,it is
classifies as minimum tailwater conditions. If the tailwater is greater than half the pipe
diameter,it is classified as maximum tailwater conditions. Pipes that outlet onto wide flat
areas with no defined channel are assumed to have a minimum tailwater condition unless
reliable flood stage elevations show otherwise.
Rational Method for Flow
Total Drainage Area(Acres): pond
Outlet pipe diameter,Do(in.) 36
Tailwater depth(Feet) 0.2
Tailwater Method To Be Used Min TW(Fig.8.06a)
Discharge(cfs) 51.1
Velocity(ft./s) 7.2
Step 2. Based on the tailwater conditions determined in Step 1,enter Figure 8.06a or Figure 8.06b and
determine the d50 rip rap size and minimum apron length(La). The d50 size is the median
stone size in a well-graded rip rap apron.
Step 3. Determine the apron width at the pipe outlet,the apron shape,and the apron width at the outlet
end from the same figure used in Step 2.
Minimum TW Maximum TW
Riprap d50, (ft.) 0.6
Minimum apron length, La(ft.) ** 20 10
Apron width at pipe outlet(ft.) 9 9
Apron shape W=Do+La
Apron width at outlet end(ft.) 23
**-Minimum Apron Length Is 10 Feet per CLDS 20.23
Step 4. Determine the maximum Stone Diameter.D = 1.5 X d50
Determine the Apron Thickness,Ta= 1.5 X dmax
Minimum TW Maximum TW
Max Stone Diameter, dmax (Inches): 1 1
Apron Thickness (Inches): 16 LA
**-Minimum Apron Thickness Is 10 Inches per CLDS 20.23
Step 5. Fit the rip rap apron to the site by making it level for the minimum length La. Extend the
apron farther downstream and along the channel banks until stability is assured. Keep apron
as straight as possible and align it with the flow of the receiving stream. Make any necessary
alignment bends near the pipe outlet so that the entrance into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure stability. It
may be necessary to increase the size of the rip rap where protection of the channel side slopes
is necessary. Where overfalls exist at pipe outlets or flows are excessive,a plunge pool should
be considered.

I
' )
Nst
T.Vi
REPORT OF PRELIMINARY SUBSURFACE EXPLORATION AND
GEOTECHNICAL ENGINEERING ANALYSIS
NEWTON CORPORATE CENTER
NEWTON, NORTH CAROLINA
ECS CAROLINAS, LLP
PROJECT NUMBER 09.24080
PREPARED FOR
THE KEITH CORPORATION
CHARLOTTE, NORTH CAROLINA
APRIL 2, 2014

ffs
ECS CAROLINAS, LLP "Setting the Standard for Service"
�.M Geotechnical • Construction Materials • Environmental • Facilities NC Registered Engineering Firm F-1078
April 2, 2014
Mr. Derek Salfia
The Keith Corporation
5395 Carnegie Blvd., Suite 200
Charlotte, NC 28209
ECS Project No. 09.24080
Reference: Report of Preliminary Subsurface Exploration and Geotechnical
Engineering Analysis
Newton Corporate Center
Newton, North Carolina
Dear Mr. Salfia:
ECS Carolinas, LLP (ECS) has completed a preliminary subsurface exploration for the
subject site as authorized by acceptance of our Proposal No. 09.21648-P, dated March
24, 2014. The purposes of this exploration were to explore the subsurface conditions at
the site and to develop geotechnical recommendations to guide design and construction of
the project. This report presents our evaluations and recommendations, the results of
our exploration, our scope of work, and our understanding of the project information.
This report is provided for the use of The Keith Corporation. This report is not intended
to be used or relied upon in connection with other projects or by other unidentified third
parties without the written permission of ECS. The unauthorized use of this report by
any undesignated third party or parties will be at such party's sole risk and ECS
disclaims liability for any such unauthorized third party use or reliance.
ECS appreciates the opportunity to provide our professional services during this phase
of your project. Please contact us if you have questions concerning the following report.
Respectfully, ,,,,,,,,,,,,,,,
CRRQ'
ECS CAROLINAS LLP
',! SEAL
022089 •
r •
Matthew D. Hartley,
, E. y Reviewed b : ••r P,c.
Project Manager I i p •flgt .
LicS641; 42089
Attachments
4811 Koger Boulevard, Greensboro, NC 27407• T: 336-856-7150 • F:336-856-7160 • www.ecslimited.com
ECS Carolinas,LLP • ECS Florida, LLC • ECS Midwest, LLC • ECS Mid-Atlantic,LLC • ECS Southeast, LLC • ECS Texas, LLP

Newton Corporate Center
Newton, North Carolina
ECS Project No. 09.24080
April 2, 2014
EXECUTIVE SUMMARY
We request you read the entire contents of this report. Recommendations and
clarifications are contained in the body that are not in the report summary.
Protect Information
We understand that the project is in the planning stage. The current preliminary site plan
indicates that construction will consist of a 769,500 square foot warehouse and
associated drives and parking. Structural loads were not available at this time. A grading
plan was also not available at this time, but we understand that cuts of up to 25 to 30
feet will be necessary along Highway 10. The proposed construction will cover portions
of Tract 1 (61.01 acres) and Tract 2 (7.75 acres). ECS was also requested to perform
borings across Tract 3 (41.91) to explore the subsurface conditions for possible future
construction.
Subsurface Conditions
The borings typically encountered 1 to 3.5 inches of organic-laden material (topsoil)
underlain by undisturbed and disturbed residual soils. The disturbed residual soils are
considered plow zone soils which are typically loose soil as a result of regular plowing.
Consequently, plow zone soils are often wetter than the more compact undisturbed
residual soils beneath them.
The encountered conditions are summarized on the Generalized Subsurface Profile in
Appendix A. Additional information is provided on the soil boring logs in Appendix A.
The undisturbed and disturbed residual soils generally consisted of silty clays, clayey
silts, sandy silts and silty sands. The residual soils typically had SPT resistance values
ranging from 6 to 18 blows per foot.
Partially weathered rock was encountered by borings B-2 and B-15 at depths of 23.5
and 19 feet below existing grades, respectively. Auger refusal materials were not
encountered by the borings.

Newton Corporate Center
Newton, North Carolina
ECS Project No. 09.24080
April 2, 2014
Recommendation Summary
• The site is generally suitable for construction of the anticipated facility.
• We recommend the proposed structures be supported on shallow foundations
bearing on undisturbed residual soils and new compacted controlled fill. Site soils are
typically suitable for foundations sized for bearing pressures up to 3,000 psf.
Depending upon final grades, it may be necessary to extend footing excavations
through high plasticity soils to help mitigate shrink/swell issues with seasonal
moisture variations.
• Based on final elevations, there is potential for undercutting of high plasticity surf icial
soils based on the borings. The necessity for undercut in proposed parking and drive
areas will be determined based on the performance of proof rolling.
• Plow zones were encountered across Tract 3. Plow zone soils are typically loose as
a result of regular plowing and consequently they are often wetter than the more
compact undisturbed soils beneath them. It is important to note that plow zone soils
are sometimes considered "topsoil" by contractors because they contain organic
materials as a result of their agricultural use. Our experience suggests these soils
usually do not contain an objectionable amount of fibrous organics and therefore we
believe they should generally be classified and utilized as any other inorganic soils.
• Partially weathered rock was encountered by borings B-2 and B-15 at depths of 23.5
and 19 feet below existing grades, respectively. It should be possible to excavate soils
above partially weathered rock using conventional equipment (scrapers, loaders and
bulldozers).
• Based on the borings, it does not appear that permanent groundwater control will be
necessary for this project.
• The encountered CH soils are not suitable for use as controlled fill. The encountered
surficial MH soils are generally suitable for use as controlled fill; however, we
recommend only placing MH soils at depths of at least 4 feet below finished grades.
The CH soils should be used for landscaping purposes outside of structure footprints
and concrete and pavement areas.
• Use of a base reinforcement/separation fabric beneath the stone base should be
considered to extend pavement lives if high plasticity soils are present at subgrade
elevations.
• We recommend a Seismic Site Classification D in accordance with the North
Carolina Building Code based on the encountered conditions.
ii

Newton Corporate Center
Newton, North Carolina
ECS Project No. 09.24080
April 2, 2014
Exploration Procedures
Sixteen soil test borings, denoted B-1 through B-16, were performed on March 27, March 28
and March 29, 2014 at the approximate locations shown on the Boring Location Plans in
Appendix A. The boring locations were selected by ECS and were staked in the field by use
of hand-held GPS equipment. Boring elevations were interpolated from topographic
contours shown on the site sketch provided.
Drilling was performed by a Simco 2400 ATV drill rig using continuous-flight hollow stem
augers. Soil samples were obtained by means of the split-barrel sampling procedures in
accordance with ASTM Specification D-1586. In the split-barrel sampling procedure, a 2-
inch O.D., split-barrel sampler is driven into the soil a distance of 18 inches by means of a
140-pound hammer falling 30 inches. The number of blows required to drive the sampler
through a 12-inch interval is termed the Standard Penetration Test (SPT) value and is
indicated for each sample on the boring logs. This value can be used to provide a
qualitative indication of the in-place relative density of cohesionless soils. In a less reliable
way, it also indicates the consistency of cohesive soils. This indication is qualitative, since
many factors can significantly affect the SPT value and prevent a direct correlation between
drill crews, drill rigs, drilling procedures, and hammer-rod-sampler assemblies.
Representative portions of each SPT sample were sealed in airtight containers and returned to
our laboratory for classification, testing, and storage. The soil samples were visually classified
in general accordance with the Unified Soil Classification System (USCS). The basic elements
of the USCS are described on a legend sheet attached in Appendix E and in ASTM D2487.
Additional information from each soil boring is provided on the individual soil test boring logs in
Appendix E.
Regional Geology
The site is located in the Piedmont Physiographic province of North Carolina. The Piedmont
extends generally from Alabama to southern Pennsylvania and extends from the Valley and
Ridge province in the west to the Coastal Plain province to the east. The soils in the
Piedmont were formed by in-place weathering of parent rock and are termed residual soils
(or saprolite). The typical residual profile consists of a clayey near surface horizon, where
weathering is most severe, transitioning to silts and sands with increasing depth. The
materials transition to partially weathered rock (PWR), which is designated for geotechnical
engineering purposes as residual material with a Standard Penetration Test resistance in
excess of 100 blows per foot. The degree of weathering typically decreases with depth until
solid bedrock is encountered. Due to differential weathering along seams and less resistant
materials, it is not uncommon to encounter seams and layers of harder materials within
partially weathered rock.
A review of the Geologic Map of North Carolina (1985) indicates the site is underlain by
amphibolite and biotite gneiss of the Inner Piedmont Belt.
Alluvial (water-deposited) soils are typically encountered at the ground surface along
streams and their floodplains and near existing ponds or lakes. These soils can vary in
composition from sands to silts and clays depending on the surrounding soils types and the
proximity to the source of water that deposited the alluvial soil. Alluvial soils are typically wet
1

Newton Corporate Center
Newton, North Carolina
ECS Project No. 09.24080
April 2, 2014
to saturated and are generally loose, soft, and compressible because they have not been
subjected to pressures greater than their own self-weight.
Plow zone soils are typically loose as a result of regular plowing and consequently they are
often wetter than the more compact undisturbed soils beneath them. It is important to note
that plow zone soils are sometimes considered "topsoil" by contractors because they contain
organic materials as a result of their agricultural use. Our experience suggests these soils
usually do not contain an objectionable amount of fibrous organics and therefore we believe
they should generally be classified and utilized as any other inorganic soils.
Soil Conditions
The borings typically encountered 1 to 3.5 inches of organic-laden material (topsoil)
underlain by undisturbed and disturbed residual soils. The disturbed residual soils are
considered plow zone soils which are typically loose soil as a result of regular plowing.
Consequently, plow zone soils are often wetter than the more compact undisturbed residual
soils beneath them.
The encountered conditions are summarized on the Generalized Subsurface Profile in
Appendix A. Additional information is provided on the soil boring logs in Appendix A.
The undisturbed and disturbed residual soils generally consisted of silty clays, clayey silts,
sandy silts and silty sands. The residual soils typically had SPT resistance values ranging
from 6 to 18 blows per foot.
Partially weathered rock was encountered by borings B-2 and B-15. Partially weathered rock
was encountered in borings B-2 and B-15 at depths of 23.5 and 19 feet below existing
grades, respectively. Auger refusal materials were not encountered by the borings.
Groundwater Conditions
Groundwater control is not expected to be necessary for this project.
Water was encountered in borings B-4, B-6, B-7 and B-15. The depth to water was recorded
at 38 feet below existing grade in boring B-4, at 19.7 feet below existing grade in boring B-6,
at 15.7 feet below existing grade in boring B-7 and at 15.0 feet below existing grade in
boring B-15 after the completion of boring each hole. The borings caved-in at depths of 15.7
to 42.0 feet below existing grades. In this geology, the cave-in depth of a boring is often an
indication of the stabilized water level although the water level may be a few feet below the
cave-in depth and therefore cannot be directly observed.
In general, shallow unconfined groundwater movement within the soils overlying bedrock is
controlled largely by topographic gradients. Movement in this water table is generally from
higher to lower elevations. Recharge occurs primarily by infiltration along higher elevations and
typically discharges into streams or other surface water bodies. The elevation of the shallow
water table is transient and can vary greatly with seasonal fluctuations in precipitation, surface
water runoff, and other factors. Normally, the highest groundwater levels occur in the late
winter and spring and the lowest groundwater levels occur in the late summer and fall.
2

Newton Corporate Center
Newton, North Carolina
ECS Project No. 09.24080
April 2, 2014
Subgrade Preparation
Site preparation should begin with stripping all vegetation, root-zone, and all other soft or
unsuitable material from the proposed building and pavement areas. We expect a stripping
depth of at least 3 inches based on the borings, however, deeper stripping depths are
typically required in wooded areas. Stripping depths will vary depending on the time of the
year. During the wet seasons stripping may be deeper due to saturated soils on the surface.
Portions of the site may be unstable due to the presence of surface CH and MH material.
Due to the nature of CH and MH soils, the site will likely rut easily during proofrolls. Limiting
construction vehicles to tracked equipment should limit the disturbance of surf icial soils.
Following stripping and rough excavation, but prior to placing controlled fill, the exposed
subgrades should be proofrolled. Unstable areas identified by proofrolling should be
undercut to firm materials. If firm soils are not encountered within 3 feet below subgrade
elevation in grade slab and pavement areas, the deeper unstable materials should be
evaluated by the project geotechnical engineer to determine if these materials may remain
in place. Any undercut areas should be backfilled with controlled fill.
Appropriate proof rolling equipment typically consists of a dump truck having a single rear
axle with axle weight of at least 10 tons, or a dump truck having a tandem rear axle with axle
weight of at least 20 tons. Alternate equipment, such as a fully loaded pan scraper, may be
utilized with approval of the geotechnical engineer responsible for evaluating the subgrade
during construction.
Proofrolling consists of driving the appropriate equipment over the subgrade at a walking
pace. The proof rolling equipment should make overlapping passes across the subgrade in
the same direction, with the overlap not exceeding 1/2 the width of the equipment. A second
set of overlapping passes should then be made in a direction perpendicular to the first set of
passes.
Once fill placement has been completed and prior to stone base placement, the proposed
parking and drive areas should be proofrolled. Unstable areas should be remedied as
previously noted in this section. Areas observed to be stable but contain CH and MH soils
at the surface should be modified by placing a base reinforcing fabric prior to stone base
placement. The project geotechnical engineer will determine the type of reinforcing fabric at
the time of evaluation.
3

Newton Corporate Center
Newton, North Carolina
ECS Project No. 09.24080
April 2, 2014
Earthwork
We do anticipate potential undercutting of high plasticity site soils based on the borings. The
necessity of undercut for proposed parking and drive areas will be determined based on the
performance of proof rolling.
If earthwork is performed during winter or after appreciable rainfall then subgrades may be
unstable due to wet soil conditions, which could increase the amount of undercutting
required.
We anticipate that the ML and SM site soils can be adequately compacted without need for
special drying measures. Drying of wet soils, if encountered, may be accomplished by
spreading and discing or by other mechanical or chemical means. The ability to dry wet soils,
and therefore the ability to use them for fill, will be reduced if earthwork is performed during late
winter or spring.
When dry, the majority of the site soils should provide adequate subgrade support for fill
placement and construction operations. When wet, the soil may degrade quickly with
disturbance from construction traffic. Good site drainage should be maintained during
earthwork operations to prevent ponding water on exposed subgrades. Soil subgrades should
be protected from rain by "sealing" the subgrades prior to forecast precipitation. Sealing
subgrades can be performed by rolling with rubber-tired equipment, but ruts should not be
created, or by rolling with a smooth steel-drum roller without vibration. Subgrades that have
been sealed should be scarified prior to receiving additional fill.
If site soils are initially placed at planned subgrade elevations and are left exposed over a
period of time, the exposed soils may become soft and wet and may become holding areas
for trapped water. Even compacted fill soils left exposed for long periods of time will
degrade due to exposure. The lack of confinement at the surface and cycles of wetting and
drying through the seasons will soften and loosen the compacted fill, or in the case of cut
subgrades the removal of overburden pressure promotes rebound and can allow the
surf icial soils to relax over time. The disturbance can extend as deep as 1 foot, or possibly
more depending on soil types and exposure conditions. Leaving site grades high allows for
a sacrificial layer of soil that can then be removed from the final subgrade at the time of
future construction to reduce the need for undercutting and replacement below planned
grades.
Placement of significant thickness of structural fill can produce elastic deformation
(settlement) of underlying residual soils. Additionally, measurable subsidence of compacted
fill material can take place when fill thickness exceeds 10 to 15 feet. The latter can be
mitigated to some degree by increasing the compaction specification from 95% to 98% or
100% of the standard Proctor maximum dry density. We also recommend installation of
surveyed settlement hubs in deep fill sections. The hubs should be monitored and
construction of buildings and structures with rigid connections, e.g. storm drains, should be
delayed until measurable movement of the hubs has ceased.
Controlled Fill
The encountered CH soils are not suitable for use as controlled fill. The encountered
surficial MH soils are generally suitable for use as controlled fill; however, we recommend
4

Newton Corporate Center
Newton, North Carolina
ECS Project No. 09.24080
April 2, 2014
only placing MH soils at depths of at least 4 feet below finished grades. The CH soils
should be used for landscaping purposes outside of structure footprints and concrete and
pavement areas. Alternatively, CH soils can be chemically stabilized with lime. Depending
upon the quantity of high plasticity soils encountered and their impact on balancing the site,
chemical stabilization may or may not be economically feasible.
Controlled fill should be compacted to at least 95 percent of the maximum dry density
obtained in accordance with ASTM Specification D-698, Standard Proctor Method.
Aggregate base course (ABC) stone should be compacted to 95 percent of standard Proctor
maximum dry density under building slabs and to at least 100 percent density under
pavements.
The maximum loose lift thickness depends upon the type of compaction equipment used:
EQUIPMENT MAXIMUM LOOSE LIFT
THICKNESS, IN.
Large, Self-Propelled Equipment (CAT 815, etc.) 8
Small, Self-Propelled or Remote Controlled 6
(Rammax, etc.)
Hand Operated (Plate Tamps, Jumping Jacks, 4
Wacker-Packers) _
Trackhoe Mounted rollers/Smooth Drum rollers 6
The moisture content at the time of compaction should be within 5 percent of the optimum
moisture content determined by ASTM D698. Some soils will require a moisture content
closer to optimum to facilitate compaction, while other soils can be adequately compacted at
moisture contents even more than 5 percent away from optimum. For this reason, the
moisture content of the fill should not be the sole reason for failing a field density test. If the
density test indicates the fill is adequately compacted but the moisture content is more than
5 percent away from the optimum moisture content, the density results should be reviewed
by the geotechnical engineer who should then recommend whether the fill should be
accepted or rejected.
Controlled fill should be soil that has less than 5 percent fibrous organic content and a liquid
limit and plasticity index less than 50 and 30, respectively. Soils with Unified Soil
Classification System group symbols of SP, SW, SM, SC, and ML are suitable for use as
controlled fill. Soils with USCS group symbol of CL which meet the restrictions for liquid limit
and plasticity index are also suitable for use as controlled fill. Soils with a liquid limit less
than 70 and a plasticity index less than 35 can be used as fill deeper than 4 feet below final
grade, but only if the soil can be adequately compacted. Soils with a higher liquid limit or
plasticity index should not be used as controlled fill.
Controlled fill should be benched into the sides of slopes steeper than 4:1 (H:V) to improve
the bond between the fill and the undisturbed soils. Each bench cut into a slope should be
at least 12 inches but not more than 60 inches high. The benches should be wide enough
to allow operation of the compaction equipment within the benched area so that fill can be
placed on the bench and over the rest of the fill in continuous layers.
5

Newton Corporate Center
Newton, North Carolina
ECS Project No. 09.24080
April 2, 2014
We recommend that all fill operations be observed and tested by an engineering technician
to determine if compaction requirements are being met. The testing agency should perform
a sufficient number of tests to confirm that compaction is being achieved. For mass grading
operations we recommend a minimum of one density per 500 cubic yards of fill placed or
per 1 foot of fill thickness, whichever results in more tests. We recommend at least one test
per 1 foot thickness of fill for every 100 linear feet of utility trench backfill.
Density tests in the field should be performed using the Drive Tube Method (ASTM D2937),
the Sand Cone Method (ASTM D1556), or the Nuclear Method (ASTM D2922). If the
Nuclear Method is used, the moisture content determined by the nuclear density equipment
should be verified by performing one moisture content test per ASTM D2216 for every five
nuclear density tests.
Excavation Conditions
Partially weathered was encountered by borings B-2 and B-15 at depths of 23.5 and 19 feet
below existing grades, respectively. Auger refusal materials were not encountered by the
borings. It should be possible to excavate soils above partially weathered rock using
conventional equipment (scrapers, loaders and bulldozers).
Partially weathered rock with SPT values of 50/6" to 50/3" can often be excavated from open-
cut excavations by ripping with a Caterpillar D-8 bulldozer equipped with a single tooth ripper.
Although it may be possible to rip the top few feet of PWR with SPT values stronger than 50/3",
or even auger refusal materials, we recommend the contractor should be prepared to use
pneumatic hammers or blasting to excavate these materials. We recommend using pneumatic
hammers or blasting to make confined excavations (footings or utility trenches) in any PWR.
The site soils are OSHA Type B and C soils for the purpose of excavation support.
Excavations should be constructed in compliance with current OSHA standards for
excavation and trenching safety. Excavations should be observed by a "competent person",
as defined by OSHA, who should evaluate the specific soil type and other conditions, which
may control the excavation side slopes or the need for shoring or bracing.
Building Foundations
We recommend the proposed building be supported on shallow foundations bearing on
undisturbed residual soils and new compacted controlled fill. Shallow foundations may be
designed for an allowable net bearing pressure of up to 3,000 pounds per square foot. The
allowable net soil bearing pressure refers to that pressure which may be transmitted to the
foundation bearing soils in excess of the surrounding overburden pressure.
Seismic Conditions
We recommend a Seismic Site Classification D in accordance with the North Carolina
Building Code based on the encountered conditions. If this causes the design of the
structures to be controlled by seismic loads, it may be possible to reduce seismic design
loads by performing a site-specific analysis of ground motions in conjunction with additional
field exploration. Please contact us to discuss this further if the design of the buildings is
controlled by seismic loading as a result of the site class D.
6

Newton Corporate Center
Newton, North Carolina
ECS Project No. 09.24080
April 2, 2014
Pavement Construction
High plasticity site soils are generally not desirable at pavement subgrade duration because
of their loss of shear strength at elevated moisture contents. These soils can be chemically
stabilized using lime, or a base reinforcement/separation fabric such as Mirafi HP 270 can
be used between the stone base and soil subgrade to increase the service life of the
pavement.
Pavements for the project are likely to consist of light duty parking areas and heavy duty
pavements in driveway areas. Based on our experience with soils similar to those
encountered at the site, we recommend the following minimum pavement sections for the
project provided the subgrade can be successfully proofrolled during construction. Please
note that these sections are considered minimum sections.
Asphalt Pavements
Pavement Asphalt Surface Asphalt Binder Aggregate Base
Type Course, in. Course, in. Course, in.
NCDOT SF9.5A NCDOT 119.0B NCDOT ABC Stone
Heavy Duty 1 2.5 8
Light Duty 2 -- 6
Pavements
Pavement Concrete Aggregate Base
Type (4,500 psi @ 28 days) Course, in.
NCDOT ABC Stone
Heavy Duty 6 4
Once anticipated traffic is known, along with subgrade strength values, design pavement
sections can be provided. If applicable, local or state regulations may specify thicker
sections. The materials should be in accordance with NCDOT Standard Specifications for
Roads and Structures.
Site Drainage
Positive drainage should be provided around the perimeter of the building structure to
minimize the potential for moisture infiltration into the foundation and/or subgrade soils. We
recommend that landscaped areas adjacent to the structures be sloped away from the
construction and maintain a fall of at least 6 inches for the first 10 feet outward from the
structures. Similarly, all roof drains should drain a sufficient distance from the building
perimeter or discharge directly into below grade stormwater piping. The parking lots,
sidewalks and any other paved areas should also be sloped to divert surface water away
from the proposed building. These activities are particularly important since the on-site soils
consist of moisture-sensitive soils. Edge drains should be considered in landscape islands
and at the toes of cut slopes adjacent paved areas to help prevent surface infiltration from
reaching the stone base and affecting subgrade soils.

Newton Corporate Center
Newton, North Carolina
ECS Project No. 09.24080
April 2, 2014
Permanent Site Slopes
We recommend that permanent cut slopes less than 10 feet tall through undisturbed
residual soils be constructed at 2:1 (horizontal: vertical) or flatter. Permanent fill slopes less
than 20 feet tall may be constructed using controlled fill at a slope of 2.5:1 or flatter. A slope
of 3:1 or flatter may be desirable to permit establishment of vegetation, safe mowing, and
maintenance. The surface of all cut and fill slopes should be adequately compacted. All
permanent slopes should be protected using vegetation or other means to prevent erosion.
The outside face of building foundations and the edges of pavements placed near slopes
should be located an appropriate distance from the slope. The North Carolina Building Code
lists the following requirements:
• Buildings or pavements placed at the top of fill slopes should be placed at distance
equal to at least 1/3 of the height of the slope behind the crest of the slope, but that
distance need not be more than 40 feet.
• Buildings or pavements near the bottom of a slope should be located at least 1/2 of
the height of the slope from the toe of the slope, but the distance need not be more
than 15 feet.
• Slopes with structures located closer than these limits or slopes taller than the height
limits indicated, should be specifically evaluated by the geotechnical engineer and
may require approval from the building code official.
Fill slopes should be constructed by placing controlled fill in horizontal lifts which extend to
or slightly beyond the slope face. Each lift of fill should be compacted to the specified
minimum density before placing the subsequent lift. The compaction equipment should
travel parallel to the slope face to ensure that fill at the face of the slope is compacted to the
same level as the fill farther back from the face. If needed, tracked equipment or
compaction equipment can roll up and down the slope face to compact loose surf icial soils
to reduce erosion, but this method should not be used to construct the slope. In some
cases it may be advantageous to overbuild the fill slope (place fill beyond the limits of the
slope face) and then cut back into the fill to leave a clean, compacted slope face exposed.
Fill slopes and fill pads should not be constructed by placing fill against berms. If not
prohibited by plan and specification, the grading contractor will sometimes construct berms
out of site strippings or unsuitable soil along the limits of fill slopes and then will place
controlled fill in horizontal lifts against the berms. This practice will produce a slope
constructed of uncompacted materials adjacent to a zone of compacted fill with a nearly
vertical interface between the two zones of fill. Over time, sometimes after appreciable
rainfall, the uncompacted slope material will settle or slough away which removes the
confining pressure holding the compacted fill in place. Without the confining pressure from
the slope material, the compacted fill will become unstable and will slough, slide, or push out
laterally. This can create problems for pavements and structures located close to the crest
of the slope.
8

Newton Corporate Center
Newton, North Carolina
ECS Project No. 09.24080
April 2, 2014
Closing
This report has been prepared in order to aid in the evaluation of this site and to assist the
Owner and Engineer in the feasibility study of the project. The report scope is limited to the
specific project and location described, and the project description represents our
understanding of the significant aspects relevant to soil and foundation characteristics.
The recommendations in this report have been developed using generalized subsurface
conditions based on the soil test borings performed. Subsurface conditions can vary
laterally and with depth, and significantly different conditions may exist at locations between
the borings. Conditions different from those encountered by the borings and described in
this report may require modifications to the geotechnical recommendations for the project.
The recommendations in this report were developed based on assumptions made by ECS
regarding the likely foundation, floor slab, and pavement loads for the facility and the likely
site earthwork. While we believe our assumptions to be reasonable based on our
experience with similar projects, it is possible that specific project information may lead us to
alter or modify our recommendations. We strongly recommend that we be given an
opportunity to review design and construction information related to the project as soon as it
becomes available so we can assess whether additional exploration or analyses may be
warranted.
We recommend that the construction activities be monitored by a qualified geotechnical
engineering firm to provide the necessary overview and to check the suitability of the
subgrade soils for support of slabs, pavements, and footings. We would be pleased to
provide these services.
9

Newton Corporate Center
Newton, North Carolina
ECS Project No. 09.24080
April 2, 2014
APPENDICES
Appendix A— Illustrations
Site Location Map
Boring Location Plan
Generalized Subsurface Profile
Legend Sheet and Unified Soil Classification System
Soil Test Boring Logs
10

Newton Corporate Center
Newton, North Carolina
ECS Project No. 09.24080
April 2, 2014
APPENDIX A- ILLUSTRATIONS
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BY LLP TKC NEWTON CORPORATE CENTER
200 0 THE KEITH CORPORATION I I NEWTON, NORTH CAROLINA
CAROLINAS BRA"..MR,°4-°,_,4 NO.
1 I I

SOIL CLASSIFICATION LEGEND SURFACE MATERIALS ROCK TYPES SYMBOL LEGEND
ST-SHELRY TUBE RC-ROCK CORE PM-PRESSURE METER - - -
7,7 I } [ _ WATER LEVEL-MLRIN8 OPILLING/SAMPLING
FILL EPOSSIPROB) j S. 1 GP-POORLY DRADE8 GRAVEL I IIIII ML-LOW PLASTICITY SILT rI. ,'i 5M-SILTY SAND CH-HIGH PLASTICITY CLAY ®Pt-PEAT IT HWR•HIENLY WEATHERED ROCK !<':':1 TOPSOIL f' 1 WNCRE rE — . IGNEOUS
y �/�1E u Illrr , F 111V WATER LEVEL-BEFORE CASING REMOVAL
irra�C:tI GW•WELL GRADED GRAVEL IN SC-CLAYEY GRAVEL !!/i CL-LOW PLASTICITY CLAY �-,' 5P-POORLY GRADED SAND 0�-�-HESH PLAE toflY ORGANIC SILTS AND CLAYS WR-WEATHERED ROCK ICE_ oR-DECOMPOSEEi ROCK ■ASPHALT VOID . M£TAMODPFCC
LIII 'SETS ram! V WATER LEVEL-AFTER CASING REMOVAL
f. GM-SILTY&RAVEL m..:- SW-WELL GRADED SAND [ifilMH-HIGH PLASTICITY SILT _ ,' 5C-CLAYEY RAND 777
l CN.-LOW PLASTICITY ORGANIC SILTS AND CLAY ©PWR•PARTIALLY WEATHERED ROCK GRAVEL SEDIMENTARY
,__T• .. ....- 1 f —_
7. WATER LEVEL-AFTER 24 HOURS
900— —900
B
B-1 -3
10 MH -
10 MH
6 -
890 5 SM 890
8
7 -
9
29 ML -
B-2 -
9 MH 7
880— 7 —880
11
9
8 11
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SM 11 -
ML
N 11 (11
L) 870— 11 —870 <
11 D
•'' 10 _
C 16 SM 3
} END OF BORING 13 3
Q @ 30' 21 T
N _ A
W abo 50/3 l `, j WR END OF BORING —aeo -A+
@ 35'
END OF BORING
@ 25'
850— —850
840— 840
GENERALIZED SUBSURFACE SOIL PROFILE
NOTES:
1 SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION. 111
TKC Newton Corp Center
2 PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM D1586). The Keith Corporation
3 HORIZONTAL DISTANCES ARE NOT TO SCALE. Newton, NC
7 " PROJECT NO.: 24080 DATE: 4/2/2014 VERTICAL SCALE: 1"=10'

SOIL CLA55IFICATION LEGEND SURFACE MATERIALS ROCK TYPES SYMBOL LEGEND
ST-SHELRY Tv* RC-ROCK CORE PM-PRESSURE METER - - - -
7,— I } [ _ WATER LEVEL-WLRIN6 DRILLING/5AMPLYM6
FILL EPOSSIPRGR) i" 6P-POORLY 6RADE8 GRAVEL I IIIII ML-LOW PLASTICITY SILT 11. 15M-SILTY SAND CH-HIGH PLASTICITY CLAY ®Pt-PEAT IT HWR•HIENLY WEATHERED ROCK !<':': TOPSOIL f' 1 WNCRE rE _ IGNEOUS
oF Au. y �/�1E u Illrr , F 111 V WATER LEVEL-BEFORE CASING REMOVAL
�C:tI GW WELL GRADED GRAVEL !NI SC-CLAYEY GRAVEL !!/i CL-LOW PLASTICITY CLAY �- ' 5P-POORLY GRADED SAND 0�-�-HESH PLASiIGI7Y ORGANIC SILTS AND CLAYS WR-WEATHERED ROCK ICE_ Dix-DECOMPO5EEi ROCK ■ASPHALT VOID M£TAMODPF[IC
L?III 'SETS ram! V WATER LEVEL-AFTER CASING REMOVAL
f. 6M-SILTY GRAVEL •m..: SW-WELL GRADED SAND [ifilMI-1-HIGH PLASTICITY SILT _ ,' SC-CLAYEY SAND 77-1
l CH.-LOW PLASTICITY ORGANIC SILTS AND CLAY ©PWR•PARTIALLY WEATHERED ROCK GRAVEL - 5EDIM ENTARY
.-_....- 1 f -_
7' WATER LEVEL-AFTER 24 HouR5
890 - —890
B-5 -
9 MH
- B-4 -
9
12 MH ML
880, 8 -880
18
ML 7 -
11 -
10 -
7
870— SM —870
10
8 -
12 -
10
} m
LL 860— END OF BORING -860 <
10 @ 25' - D
C -+
._ -.
0
C 3
.2 9 SM -.
>
-n
0) 850— M
—850
al 8 -A+
1277
840— —840
13
13 -
END OF BORING
830— @ 50' 830
GENERALIZED SUBSURFACE SOIL PROFILE
NOTES:
1 SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION. TKC Newton Corp Center
2 PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM D1586). The Keith Corporation
3 HORIZONTAL DISTANCES ARE NOT TO SCALE. Newton, NC
7 " PROJECT NO.: 24080 DATE: 4/2/2014 VERTICAL SCALE: 1"=10'

SOIL CLASSIFICATION LEGEND SURFACE MATERIALS ROCK TYPES SYMBOL LEGEND
ST-SHELRY TUBE RC-ROCK CORE PM—PRESSURE METER - - - -
.�_ I } [ _ WATER LEVEL-DLRIN6 OFsILLIN6/5AMPLYM6
FILL EPOSSIPRGD) j GP-POORLY 6RADE8 GRAVEL I IIIII ML-LOW PLASTICITY SILT 11. 15M-SILTY SAND CH-HIGH PLASTICITY CLAY ®Pt-PEAT IT HWR•HIENLY WEATHEREI ROCK !: : TOPSOIL f' 1 WNCRE rE _ IGNEOUS Ti'
OF ALL y �/�11�11 Li
, F 11I s WATER LEVEL-BEFORE CASING REMOVAL
�C:tI GW WELL GRADED GRAVEL !NI SC-CLAYEY GRAVEL !!/i CL-LOW PLASTICITY CLAY �- ' 5P-POORLY GRADED SAND 0�-�-HESH PLASTICITY ORGANIC SILTS AND CLAYS WR-WEATHERED SOCK ICE_ oR-DECOMPOSEEi ROCK ■ASPHALT VOID M£TAMORPFCC
L?III 'SETS ramI- V WATER LEVEL-AFTER CASING REMOVAL
L• 77/
f. GM-SILTY&RAVEL •T••_•-• SW-WELL GRADED SAND MH-HIGH PLASTICITY SILT _ 5C-CLAYEY RAND l CN.-LOW PLASTICITY ORGANIC SILTS AND CLAY ©PWR•PARTIALLY WEATHERED ROCK GRAVEL SEDIMENTARY
,__T• .- 1 f -_
T WATER LEVEL-AFTER 24 HOURS
860— —860
B-6
6 ML
850- 13 j —850
/ CH
16
B-7
14 MH
12 MH
840- 10 10 ML -840
7
4
SM 6
} - m
IV
830- 10 4 .77
v. -830 <
SM — D
C END OF BORING '+
C @25' 3 3
0
} 3.
> -n
820- 6 -820 N
W END OF BORING {
@ 25'
810- 810
800- 800
Jic J GENERALIZED SUBSURFACE SOIL PROFILE
NOTES:
1 SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION. Illa IL1
TKC Newton Corp Center
2 PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM D1586). The Keith Corporation
3 HORIZONTAL DISTANCES ARE NOT TO SCALE. Newton, NC
7 " PROJECT NO.: 24080 DATE: 4/2/2014 VERTICAL SCALE: 1"=10'

SOIL CLASSIFICATION LEGEND SURFACE MATERIALS ROCK TYPES SYMBOL LEGEND
ST-SHELRY TUBE RC-ROCK CARE PM-PRESSURE METER - - - -
.�_ I } [ _ WATER LEVEL-DURING OPILLING/SAMPLING
FILL EPOSSIPROB) j S. 1 GP-POORLY 6RADE8 GRAVEL I IIIII ML-LOW PLASTICITY SILT 11. ,'i 5M-SILTY SAND CH-HIGH PLASTICITY CLAY ®Pt-PEAT IT HWR•HIENLY WEATHERED ROCK !<':': TOPSOIL f' 1 WNCRE rE — IGNEOUS
OF ALL y �/�1E u Illrr , F 111V WATER LEVEL-BEFORE CASING REMOVAL
e.ra�C:tI GW WELL GRADED GRAVEL IN SC-CLAYEY GRAVEL !!/i Cl--LOW PLASTICITY CLAY - ' • 5P-POORLY GRADED SAND 0�-�-HESH PLASiIGI7Y ORGANIC SILTS AND CLAYS WR-WEATHERED ROCK ICE_ oR-DECOMPOSEEi ROCK ■ASPHALT VOID M£TAMODPF-CC
LIII 'SETS ram! V WATER LEVEL-AFTER CASING REMOVAL
f. 6M-SILTY&RAVEL •" - SW-WELL GRADED SAND MH-HIGH PLASTICITY SILT _ SC-CLAYEY RAND l OL-LOW PLASTICITY ORGANIC SILTS AND CLAY ©PWR•PARTIALLY WEATHERED ROCK GRAVEL - SEDIMENTARY
�� .--... 1 f —_
'7 WATER LEVEL-AFTER 24 HOURS
900, —900
B-8
6 MH B-10z _
5 13 MH -
ML B-9
7 18
890 - 7 SM g ML —890
5
7
6
4
5
9 B-11
18
880— 9 7././ CH —880
14 SM
8 14
11 SM ML
9
10
} 9 6 - m
IV 6
U-
870— —870 11)
RIC 10 18 6 SM -+
C END OF BORING 7 3
O @ 30' END OF BORING
@ 25' END OF BORING - —.
@ 30' 4 - -n
N RI
860— END OF BORING —860 M
LJJ @ 20' -+
850— ,850
840— 840
GENERALIZED SUBSURFACE SOIL PROFILE
NOTES:
1 SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION. 11
TKC Newton Corp Center
2 PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM D1586). The Keith Corporation
3 HORIZONTAL DISTANCES ARE NOT TO SCALE. Newton, NC
7 " PROJECT NO.: 24080 DATE: 4/2/2014 VERTICAL SCALE: 1"=10'

SOIL CLASSIFICATION LEGEND SURFACE MATERIALS ROCK TYPES SYMBOL LEGEND
ST-SHELRY TUBE RC-ROCK CORE PM-PRESSURE METER - - -
.�_ I } [ _ WATER LEVEL-QLRIN6 OPILLING/SAMPLING
FILL EPOSSIPROR) elS. '
GP-POORLY 6RADE8 GRAVEL I IIIII ML-LOW PLASTICITY SILT 11. ,'i 5M-SILTY SAND CH-HIGH PLASTICITY CLAY ®Pt-PEAT IT HWR•HIENLY WEATHEREI ROCK !<':': TOPSOIL f' WNCRE rE - IGNEOUS
OF ALL y �/�11E11 Li
, F 111V WATER LEVEL-BEFORE CASING REMOVAL
�C:tI GW WELL GRADED GRAVEL IN SC-CLAYEY GRAVEL !!/i Cl--LOW PLASTICITY CLAY �- ' 5P-POORLY GRADED SAND 0�-�-HESH PLAE toflY ORGANIC SILTS AND CLAYS WR-WEATHERED SOCK ICE_ oR-DECQMPOSEEi ROCK ■ASPHALT VOID M£TAMORPF-CC
L?III 'SETS ram! V WATER LEVEL-AFTER CA SINS REMOVAL
f. GM-SILTY&RAVEL •m.•:-• SW-WELL GRADED SAND [ifilMH-HIGH PLASTICITY SILT _ SC-CLAYEY RAND l et-LOW PLASTICITY ORGANIC SILTS AND CLAY ©PWR•PARTIALLY WEATHERED ROCK GRAVEL - SEDIMENTARY
,__• ..--... 1 f —_
'7 WATER LEVEL-AFTER 24 HOURS
910 —910
B-13
.1-r.1- -1 SM
6 MH -
13 -
ML
9
900 - —900
11
B-12 6 -
MH -
5 B-14
890— ��� I '4 —890
15 9 SM 8 "'I MH -
14 ML 12
13 7 12
8 ML - al
LL 8eo- 11 10 1111111 -aso D
C - -+
C
SM END OF BORING 1 ,B"16 ML 3
0 E.
O @ 30' 1011 SM
10 6 MH - 5'
o
N 5 10 - T
ML CO
W 870_ 9 END OF BORING 8 —870 A
-+
@ 20' B-15 -
END OF BORING ' HI ML 10 -
@ 25' 9 MH
15
ML 10 SM -
860- 8 -860
9 -
9
SM END OF BORING -
7 v @ 20'
850- 850
50/4 2 WR
END OF BORING
@ 20' -
GENERALIZED SUBSURFACE SOIL PROFILE
NOTES:
1 SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION. IMLI
TKC Newton Corp Center
2 PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM D1586). The Keith Corporation
3 HORIZONTAL DISTANCES ARE NOT TO SCALE. Newton, NC
7 " PROJECT NO.: 24080 DATE: 4/2/2014 VERTICAL SCALE: 1"=10'

REFERENCE NOTES FOR BORING LOGS
I. Drilling Sampling Symbols
SS Split Spoon Sampler ST Shelby Tube Sampler
RC Rock Core, NX, BX, AX PM Pressuremeter
DC Dutch Cone Penetrometer RD Rock Bit Drilling
BS Bulk Sample of Cuttings PA Power Auger (no sample)
HSA Hollow Stem Auger WS Wash sample
REC Rock Sample Recovery% RQD Rock Quality Designation %
II. Correlation of Penetration Resistances to Soil Properties
Standard Penetration (blows/ft) refers to the blows per foot of a 140 lb. hammer falling 30
inches on a 2-inch OD split-spoon sampler, as specified in ASTM D 1586. The blow count is
commonly referred to as the N-value.
A. Non-Cohesive Soils(Silt, Sand, Gravel and Combinations)
Density Relative Properties
Under 4 blows/ft Very Loose Adjective Form 12%to 49%
5 to 10 blows/ft Loose With 5%to 12%
11 to 30 blows/ft Medium Dense
31 to 50 blows/ft Dense
Over 51 blows/ft Very Dense
Particle Size Identification
Boulders 8 inches or larger
Cobbles 3 to 8 inches
Gravel Coarse 1 to 3 inches
Medium '/z to 1 inch
Fine '/a to 1 inch
Sand Coarse 2.00 mm to 1/4 inch (dia. of lead pencil)
Medium 0.42 to 2.00 mm (dia. of broom straw)
Fine 0.074 to 0.42 mm (dia. of human hair)
Silt and Clay 0.0 to 0.074 mm (particles cannot be seen)
B. Cohesive Soils(Clay, Silt, and Combinations)
Unconfined Degree of Plasticity
Blows/ft Consistency Comp. Strength Plasticity Index
Qp (tsf)
Under 2 Very Soft Under 0.25 None to slight 0—4
3 to 4 Soft 0.25-0.49 Slight 5—7
5 to 8 Medium Stiff 0.50-0.99 Medium 8—22
9 to 15 Stiff 1.00-1.99 High to Very High Over 22
16 to 30 Very Stiff 2.00-3.00
31 to 50 Hard 4.00-8.00
Over 51 Very Hard Over 8.00
III. Water Level Measurement Symbols
WL Water Level BCR Before Casing Removal DCI Dry Cave-In
WS While Sampling ACR After Casing Removal WCI Wet Cave-In
WD While Drilling 0 Est. Groundwater Level 9 Est. Seasonal High GWT
The water levels are those levels actually measured in the borehole at the times indicated by the
symbol. The measurements are relatively reliable when augering, without adding fluids, in a granular
soil. In clay and plastic silts, the accurate determination of water levels may require several days for
the water level to stabilize. In such cases, additional methods of measurement are generally applied.
1

CLIENT JOB# BORING# SHEET
The Keith Corporation 24080 B-1 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
TKC Newton Corp Center
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT'
Newton, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD%a -—- REC%
2 DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w - Z w LL LIMIT% CONTENT% LIMIT%
F z a N > BOTTOM OF CASING M LOSS OF CIRCULATION>IOW w Z x •
W o W _, 0 6w w w w r
a § c § 8 SURFACE ELEVATION 895 w > 0 STANDARD PENETRATION
o v¢) ua) C w COBLOWSIFT
0 - Topsoil Depth[1"] / — 895
— I Residual:Clayey SILT,With Fine Sand, — 4
S-1 SS 18 16 Reddish Brown,Wet,Stiff (MH) = 4 1 I ►:�
6
Clayey SILT,With Fine to Medium Sand,Trace
—
Mica,Orangish Brown, Black and White,Wet, 2
S-2 SS 18 16 3 5 ►3
5 - Medium Stiff (MH) -890 2
3
_ S-3 SS 18 18 4_ ►:�
Fine Sandy SILT,Trace Mica, Dark Orangish 3 7
— Brown and White,Wet,Very Stiff(ML) —
9 29
_- S-4 SS 18 18 _ 13 ►D
10 —885 16
II
Silty Fine SAND, Mica,Orangish Brown to
Tannish Gray,Wet, Loose to Medium Dense
— (SM) _ 4
_ S-5 SS 18 16 3 7 ►:�
15 —880 4
_ 5
_ S-6 SS 18 16 5 • ►:�
20 —875 4
_ 4
S-7 SS 18 18 5 11 ►:�
25 —870 6
9
S-8 SS 18 16 6 16 ►D
10
_
30 865
END OF BORING @ 30.00' —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
g WL DRY WS❑ WD❑ BORING STARTED 03/27/14
III WL(BCR) 1 WL(ACR) DRY BORING COMPLETED 03/27/14 CAVE IN DEPTH @ 24.80'
• WL RIG SImCO 2400 FOREMAN Cody Presley DRILLING METHOD HSA

CLIENT JOB# BORING# SHEET 11
The Keith Corporation 24080 B-2 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
TKC Newton Corp Center Li,.
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT'
Newton, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD%a ——— REC%
2 DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w F Z w LL LIMIT% CONTENT% LIMIT%
F z a N > BOTTOM OF CASING M LOSS OF CIRCULATION>TO* w Z x •
W o W _, 0 6w w w w F
a § 1 1- 8 SURFACE ELEVATION 883 w > 0 STANDARD PENETRATION
o ¢v) ua) 3 w CO
0 - Topsoil Depth[3"] / i.x''"x-
— Residual: Clayey SILT,With Fine Sand, — 3
S-1 SS 18 14 Reddish Brown,Wet,Stiff (MH) = 4 • ►:�
5
—
Clayey SILT,With Fine to Medium Sand,Trace `880
—
S-2 SS 18 18 Mica,Orangish Brown,Wet, Stiff to Medium — 6 11 ►3
5 — Stiff (MH) = 5
3
S-3 SS 18 16 3 8 ►D
5
— Fine Sandy SILT,Trace Mica,Tannish Brown, -875
Wet, Stiff (ML) 4 •
S-4 SS 18 14 5 11 ►D
10 — 6
Silty Fine to Medium SAND,Trace Mica,
Orangish Brown,Tan and White, Moist to Wet, 870
—
Medium Dense (SM) 3
_ S-5 SS 18 16 5 11 ►:�
15' — 6
865
_ 7
_ S-6 SS 18 14 6 13 ►:�
20' 7
— —860
— S-7 SS 9 8 Partially Weathered Rock:Silty Fine to Medium y — 28
50/3 ►e
SAND,Trace Mica,Grayish Brown, Moist (WR) -„ ,�3— 50/3
25 END OF BORING @ 25.00' —
— —855
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
g WL DRY WS❑ WD❑ BORING STARTED 03/29/14
III WL(BCR) 1 WL(ACR) DRY BORING COMPLETED 03/29/14 CAVE IN DEPTH @ 21.00'
• WL RIG Simco 2400 FOREMAN Cody Presley DRILLING METHOD HSA

CLIENT JOB# BORING# SHEET
The Keith Corporation 24080 B-3 1 OF 2
PROJECT NAME ARCHITECT-ENGINEER
TKC Newton Corp Center
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
Newton, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD%a ——— REC%
2 DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w F Z w LL LIMIT% CONTENT% LIMIT%
R Si a g } BOTTOM OF CASING M LOSS OF CIRCULATION>IOW w Z x •
0
w w w w m
r
a SURFACE ELEVATION 896 w > STANDARD PENETRATION
o (/) o w COBLOWSIFT
0 ATopsoil Depth[21 / /-
— Residual: Clayey SILT,With Fine Sand, —895 s
S-1 SS 18 16 Reddish Brown,Wet,Stiff (MH) — 5 11 ►:�
5
Silty Fine SAND,Trace Mica,Orangish Brown,
Moist,Loose (SM) 5
_- S-2 SS 18 18 3 6 ►��
5 3
—890 3
_ S-3 SS 18 16 4 8
_ ►D
4
Silty Fine to Medium SAND,Orangish Brown,
_- S-4 SS 18 16 White, Black and Tan, Moist to Wet, Loose to — 4 • ►��
10 Medium Dense (SM) 5
— —885
_ _ 4
_ S-5 SS 18 14 3 7 ►:�
15-gig — 4
— —880
•
_ _ 6
_ S-6 SS 18 14 6 11
20 5
—875
_ 4
S-7 SS 18 16 5 11 ►:�
25 6
— 870
_ _ 4
S-8 SS 18 16 4 11 ►:�
30— — 6
CONTINUED ON NEXT PAGE.
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
• WL DRY WS❑ WD❑ BORING STARTED 03/27/14
1-11 WL(BCR) 1 WL(ACR) DRY BORING COMPLETED 03/27/14 CAVE IN DEPTH @ 28.30'
• WL RIG Simco 2400 FOREMAN Cody Presley DRILLING METHOD HSA

CLIENT JOB# BORING# SHEET 11
The Keith Corporation 24080 B-3 2 OF 2
PROJECT NAME ARCHITECT-ENGINEER
TKC Newton Corp Center
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT'
Newton, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD%a ——— REC%
DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
F z w LL LIMIT% CONTENT% LIMIT%
z ( } BOTTOM OF CASING M LOSS OF CIRCULATION>IOW w Z x •
w w O
w w w w
r
a 8 SURFACE ELEVATION 896 F > STANDARD PENETRATION
o v¢) w COBLOWSIFT
CI) Silty Fine to Medium SAND,Orangish Brown, —865
White,Black and Tan, Moist to Wet, Loose to
Medium Dense (SM)
8
S-9 SS 18 14 9 21
12
35' END OF BORING @ 35.00' -
-860
40— —855
45—
850
50— —- 845
55—
—- 840
60 —835
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
• WL DRY WS❑ WD❑ BORING STARTED 03/27/14
• WL(BCR) 1 WL(ACR) DRY BORING COMPLETED 03/27/14 CAVE IN DEPTH @ 28.30'
• WL RIG SImCO 2400 FOREMAN Cody Presley DRILLING METHOD HSA

CLIENT JOB# BORING# SHEET
The Keith Corporation 24080 B-4 1 OF 2
PROJECT NAME ARCHITECT-ENGINEER
TKC Newton Corp Center
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
Newton, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD%a -—- REC%
2 DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w F Z w LL LIMIT% CONTENT% LIMIT%
I Si a g } BOTTOM OF CASING M LOSS OF CIRCULATION>IOW L., Z x •
0
w w w w m
r
~a SURFACE ELEVATION 883 F > STANDARD PENETRATION
o v¢) o w COBLOWSIFT
0 Topsoil Depth[3"] / NY/AY
— Residual: Clayey SILT,With Fine Sand, 4
S-1 SS 18 12 Reddish Brown,Wet,Stiff (MH) _ 5 12
7
—
Fine Sandy SILT,Trace Mica, Dark Orangish -880
Brown,Wet,Very Stiff to Stiff (ML) 6
_- S-2 SS 18 18 8 18 ►:�
5 10
4
_ S-3 SS 18 14 _ 5 11 ►:�
6
— i [I 875
Silty Fine SAND,Trace Mica,Tan, Brown, —
S-4 SS 18 7 White,
and Gray,Wet, Loose to Medium — 7 1 i
Dense (SM) ►.�
10
870
_ _ 3
_ S-5 SS 18 12 4 1I ►3
15' 6
—865
_ 6
_- S-6 SS 18 16 5 12
20' - 7
— 860
_ _ 4
S-7 SS 18 14 5 1
25 5
—855
_ 3
S-8 SS 18 16 4 9-0
30— — 5
CONTINUED ON NEXT PAGE.
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
• WL 40.00 WS❑ WD❑ BORING STARTED 03/27/14
1-11 WL(BCR) 1 WL(ACR) 38.00 BORING COMPLETED 03/27/14 CAVE IN DEPTH p0 42.00'
• WL RIG Simco 2400 FOREMAN Cody Presley DRILLING METHOD HSA

CLIENT JOB# BORING# SHEET 11
The Keith Corporation 24080 B-4 2 OF 2
PROJECT NAME ARCHITECT-ENGINEER
TKC Newton Corp Center
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
Newton, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD%a ——— REC%
2 DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w F Z w LL LIMIT% CONTENT% LIMIT%
R Si a_ g } BOTTOM OF CASING M LOSS OF CIRCULATION>IOW w Z x •
w w w w
r
a § 8SURFACE ELEVATION 883 w > ® STANDARD PENETRATION
o v¢) o w COBLOWSIFT
— Silty Fine SAND,Trace Mica,Tan, Brown,
—
White, Black and Gray,Wet, Loose to Medium
Dense (SM)
— 850
_ _ 3
_ S-9 SS 18 18 4 8 ►:�
35 4
— —845
_ _ 3
_S-10 SS 18 18 5 12 ►:�
40' 7
— —840
_ 4
S-11 SS 18 14 5 13 ►D
45' — 8
— —835
_ 4
S-12 SS 18 14 5 13 ►3
50 — 8
END OF BORING @ 50.00' —
— —830
55— —
— —825
60 —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
• WL 40.00 WS❑ WD❑ BORING STARTED 03/27/14
11 WL(BCR) 1 WL(ACR) 38.00 BORING COMPLETED 03/27/14 CAVE IN DEPTH @ 42.00'
• WL RIG SImCO 2400 FOREMAN Cody Presley DRILLING METHOD HSA

CLIENT JOB# BORING# SHEET 11
The Keith Corporation 24080 B-5 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
TKC Newton Corp Center
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT'
Newton, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD%a ——— REC%
2 DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w — Z w LL LIMIT% CONTENT% LIMIT%
F z a N > BOTTOM OF CASING M LOSS OF CIRCULATION>IOW w Z x •
w o W _, 0 6w w w w F
a § c § U SURFACE ELEVATION 887 w > 0 STANDARD PENETRATION
o ¢v) ua) 3 w CO
0 - Topsoil Depth[3"] / i.x,,,,wv
— I Residual: Clayey SILT,With Fine Sand, — 3
S-1 SS 18 12 Reddish Brown,Wet,Stiff (MH) -885 3 9
6
Fine Sandy SILT,Trace Mica,Orangish Brown
- S-2 SS 18 18 to Dark Orangish Brown,Wet,Stiff to Medium 44 •
5 — Stiff (ML) 5
3
— S-3 SS 18 16 —880 3 8 �D
s
Silty Fine SAND, Mica, Dark Orangish Brown to
Orangish Brown, Moist to Wet, Loose (SM) 4
_- S-4 SS 18 16 4 7 �D
10 3
875
_ 2
_ S-5 SS 18 16 3 7
15' 4
— —870
_ 2
_ S-6 SS 18 16 3 8 �3
20' 5
— —865
_ _ 4
S-7 SS 18 16 5 1 1 D
25 5
END OF BORING @ 25.00' —
— —860
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
g WL DRY WS❑ WD❑ BORING STARTED 03/28/14
III WL(BCR) 1 WL(ACR) DRY BORING COMPLETED 03/28/14 CAVE IN DEPTH p@ 20.70'
• WL RIG Simco 2400 FOREMAN Cody Presley DRILLING METHOD HSA

CLIENT JOB# BORING# SHEET 11
The Keith Corporation 24080 B-6 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
TKC Newton Corp Center
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
Newton, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
ROD% -—- REC%
2 DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w F Z w LL LIMIT% CONTENT% LIMIT%
F z a N > BOTTOM OF CASING M LOSS OF CIRCULATION>TO* w Z x •
W o W _, O 6w w w w r
a § 1- 1- 8 SURFACE ELEVATION 854 w > 0 STANDARD PENETRATION
o ¢(/)) ua) w CO
0 - Topsoil Depth[3"] / \-v.,.x..
— Residual: Fine Sandy SILT,Trace Mica, — 2
S-1 SS 18 14 Reddish Brown,Wet, Medium Stiff (ML) — 3 6 ►:�
3
Silty CLAY,With Fine Sand, Red,Wet,Stiff to
_- S-2 SS 18 18 Very Stiff (CH) / 850 6 13 ►:�
5 7
_ / 4
_ S-3 SS 18 18 7 9 16 ►D
Clayey SILT,With Fine Sand, Reddish Brown, —
_- S-4 SS 18 18 Wet, Stiff (MH) —845 s 14 ►:�
10 — 8
Silty Fine SAND, Mica,Tannish Orange to
Orangish Brown, Moist to Wet, Loose (SM) —
_ 4
_ S-5 SS 18 18 —840 5 11 ►3
15' S
_ 2
S-6 SS 18 16 835 13 ►D 4
20'
_ 4
S-7 SS 18 18 —830 5 11 ►:
25 5
END OF BORING @ 25.00' —
—825
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
g WL 19.50 ws❑ WD❑ BORING STARTED 03/28/14
III WL(BCR) 1 WL(ACR) 19.70 BORING COMPLETED 03/28/14 CAVE IN DEPTH @ 20.80'
• WL RIG Slmco 2400 FOREMAN Cody Presley DRILLING METHOD HSA

CLIENT JOB# BORING# SHEET 11
The Keith Corporation 24080 B-7 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
TKC Newton Corp Center
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
Newton, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
ROD% -—- REC%
z DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w F Z w LL LIMIT% CONTENT% LIMIT%
F z a N > BOTTOM OF CASING M LOSS OF CIRCULATION>IOW w Z x •
w w w w r
a § c § 8 SURFACE ELEVATION 845 w > ® STANDARD PENETRATION
o (/) ua) 3 w COBLOWSIFT
0 - -\Topsoil Depth[31 / ` A\x/_ 845
— I Residual: Clayey SILT,With Fine Sand, — 3
S-1 SS 18 18 Orangish Brown,Wet, Stiff (MH) _ 5 12 ►e
7
Fine Sandy SILT,Trace Mica, Orangish Brown,
_- S-2 SS 18 18 Wet,Stiff to Medium Stiff (ML) 5 1 i ►.�
5 —840 5
3
_ S-3 SS 18 16 _ 3 7 C�
4
Silty Fine SAND,Mica,Orangish Brown, Black
— and White,Wet, Loose (SM) 2
_ S-4 SS 18 15 3 6 ►:�
10 835 3
_- S-5 SS 18 18 2 4
15 — 830 2
-v
_ 1
_ S-6 SS 18 0 1 ►D 3
20- —825 2
— _ 2
S-7 SS 18 14 2 6 ►D
25 END OF BORING @ 25.00' -
4
820
30— —815
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
g WL 15.00 WS❑ WD❑ BORING STARTED 03/28/14
III WL(BCR) 1 WL(ACR) 15.70 BORING COMPLETED 03/28/14 CAVE IN DEPTH @ 19.80'
• WL RIG Sinmco 2400 FOREMAN Cody Presley DRILLING METHOD HSA

CLIENT JOB# BORING# SHEET
The Keith Corporation 24080 B-8 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
TKC Newton Corp Center
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
Newton, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
ROD% -—- REC%
2 DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w F Z w LL LIMIT% CONTENT% LIMIT%
F Sia N > BOTTOM OF CASING M LOSS OF CIRCULATION>IOW w Z x •
w o W _, O 6w w w W
r
a § c § U SURFACE ELEVATION 898 w > ® STANDARD PENETRATION
o (/) ua) 3 w COBLOWSIFT
0 - Topsoil Depth[3"] / i.x''"v
— I Residual: Clayey SILT,With Fine Sand, — 2
S-1 SS 18 12 Reddish Brown,Wet, Medium Stiff (MH) — 3 6 ►:4
3
— Fine Sandy SILT,Trace Mica,Orangish Brown -895
and Black,Wet, Medium Stiff (ML) 2
S-2 SS 18 18 2 5 ►3
5 3
2
S-3 SS 18 14 _ 3 7 ►D
4
Silty Fine SAND,Mica,Orangish Brown,Tan `890
and White,Wet, Loose to Med. Dense (SM) 2
S-4 SS 18 18 3 5 ►D
10 2
885
_ 2
_ S-5 SS 18 18 2 5 ►:�
15' 3
880
_ 4
_ S-6 SS 18 16 7 14
20' 7
— —875
_ _ 6
S-7 SS 18 12 5 11 ►:�
25 5
— —870
_ 6
S-8 SS 18 18 5 10
30 5
END OF BORING @ 30.00' — .
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
g WL DRY WS❑ WD❑ BORING STARTED 03/28/14
III WL(BCR) 1 WL(ACR) DRY BORING COMPLETED 03/28/14 CAVE IN DEPTH @ 23.80'
• WL RIG Sinmco 2400 FOREMAN Cody Presley DRILLING METHOD HSA

CLIENT JOB# BORING# SHEET 11
The Keith Corporation 24080 B-9 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
TKC Newton Corp Center
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
Newton, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD%a ——— REC%
DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w F Z w LL LIMIT% CONTENT% LIMIT%
z a } BOTTOM OF CASING M LOSS OF CIRCULATION>IOW w Z x •
O
w w w m
a 8 SURFACE ELEVATION 892 F > STANDARD PENETRATION
o v¢) w COBUY/VS/FT
0 ATopsoil Depth[1"] /
Residual: Fine Sandy SILT,Trace Mica, 4
S-1 SS 18 12 Tannish Brown,Wet, Medium Stiff ML (SM) =890 3 7 ►:�
a
4
_- S-2 SS 18 6 3 7 ►:�
5 4
Silty Fine to Medium SAND, Dark Orangish
Brown to Dark Grayish Brown, Moist to Wet, 3
S-3 SS 18 10 Loose to Medium Dense (SM) 885 2 ►.� 4
2
3
S-4 SS 18 14 4 • ►:�
10 5
880
4
S-5 SS 18 16 4 8 ►:�
15- 4
—875
4
_- S-6 SS 18 16 4 • OD
20 — 5
�
—870
_ 8
S-7 SS 18 16 8 18 ►D
25 10
END OF BORING @ 25.00' —
—865
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
• WL DRY WS❑ WD❑ BORING STARTED 03/27/14
1-11 WL(BCR) 1 WL(ACR) DRY BORING COMPLETED 03/27/14 CAVE IN DEPTH @ 20.50'
• WL RIG Simco 2400 FOREMAN Cody Presley DRILLING METHOD HSA

Cusmr JOB# aomwo# SHEET
The Keith Corporation 24080 B-10 1 OF 1
PROJECT NAME ARCH ITsoT-swo/wssn
TKC Newton Corp Center
SITE LOCATION CALIBRATED PENETROMETER nnwu/pr`
Newton, NC
wonr*/wo s^or/mG STATION ROCK QUALITY osm/owxr/owmRECOVERY
noom ---- nsnm
DESCRIPTION o,MATERIAL sweuo*ow/ra pLxunu wmrse uuum
�
p uw/T» onw�swr� uw/r�
_ ��
� � - aorroworo^ /we��� LOSS oro/RoowTmw)�> � �� -)�' U�� -/\ -
� �
� � � � � SURFACE ELEVATION �90 � � STANDARD PENETRATION
� � � � � � aLo�o/pT
o m m m W
o
- -Jopeoi| Depth[3^]
-- � Clayey SILT,With Fine Sand, Reddish Brown, --»»s n
a'1 ao m 18 Wet,Stiff (MM) o 13 00
�
Fine Sandy SILT,Trace Mica, OrangiehBrown
u-2 aa 18 18
-- 0»Light Ono»Qieh Brown,Wet t«Moist,Very 8 18 �*
-s Stiff to Medium Stiff (mL) 10
o*o
»
a'o ae 18 18 * ` NW
� o
_
^
_ e-4 ee 18 16 _ o onn
m
� 0ny�nom Medium SAND,Tmo Mica, �
-- OrangishBrown to Grayish Brown, Moist m --me
� Wet, Medium Dense mLoose (8M) �
_
�
r
_ e's ee 18 12 � o 1804
�s m
— —mm
_
_
S-6 ao m 18 � o 11 0W
uo * '
mn
_
� S-7 ao m 1* � o 60
us »
— um
_
_
_
»
� S-u oa m 16 � o rwm
30 __-
� swoOpsOR|mG��3O0O' *-
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
wL DRY wmO woU BORING STARTED 03/28/14
w L(aun) IF wu*Cn> DRY BORING COMPLETED 03/28/14 CAVE/wDEPTH @248O'
�� wu n/a Gimon24OO FOREMAN Cody Presley DRILLING METHOD HSA

CLIENT JOB# BORING# SHEET 11
The Keith Corporation 24080 B-11 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
TKC Newton Corp Center
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
Newton, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD%a -—- REC%
2 DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w F Z w LL LIMIT% CONTENT% LIMIT%
p Si a N > BOTTOM OF CASING M LOSS OF CIRCULATION>TO* w Z x •
w o W _, O 6w w w w r
a § c § U SURFACE ELEVATION 882 w > 0 STANDARD PENETRATION
o (/) ua) 3 w CO
0 - Topsoil Depth[3"] / >�"�\j`
— I Residual: Silty CLAY,With Fine Sand, Reddish 3
S-1 SS 18 18 Brown,Wet,Stiff (CH)
�880 a • ►:�
— //�� 5
Fine Sandy SILT,Trace Mica,Tannish Brown,
Wet,Stiff (ML) 4
_- S-2 SS 18 18 7 14 A�
5 7
3
— S-3 SS 18 18 —875 4 • ►$
5
— —
Silty Fine SAND,Tan to Grayish Brown,Wet
— Loose (SM) 2
_ S-4 SS 18 16 3 6 ►:�
10 3
870
_ 3
_ S-5 SS 18 18 2 6 ►:�
15' 4
— —865
_ 2
S-6 SS 18 18 2 O 4
2
20' END OF BORING @ 20.00' -
— —860
25— —
— —855
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
g WL DRY WS❑ WD❑ BORING STARTED 03/28/14
III WL(BCR) 1 WL(ACR) DRY BORING COMPLETED 03/28/14 CAVE IN DEPTH @ 16.30'
• WL RIG SiMCO 2400 FOREMAN Cody Presley DRILLING METHOD HSA

CLIENT JOB# BORING# SHEET 11
The Keith Corporation 24080 B-12 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
TKC Newton Corp Center
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT'
Newton, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD%a -—- REC%
2 DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w F Z w LL LIMIT% CONTENT% LIMIT%
F z a N > BOTTOM OF CASING M LOSS OF CIRCULATION>IOW w Z x •
w w w w F
a § c § 8 SURFACE ELEVATION 893 w > 0 STANDARD PENETRATION
o ¢(/)) ua) 3 w CO
0 - Topsoil Depth[21 / ..�,,,,,—
Disturbed Residual:Clayey SILT, Reddish / — 2
S-1 SS 18 18 Brown (MH) — 2 ►:4
Residual:Clayey SILT With Fine Sand, Reddish 3
— Brown,Wet,Med.Stiff to Stiff (MH) —890
_ 6
_ S-2 SS 18 18 7 15
5 8
Fine Sandy SILT,Trace Mica,Orangish Brown,
Wet, Stiff (ML) — 5
S-3 SS 18 16 7 14 ►e
— 7
Silty Fine to Medium SAND,Trace Mica, `885
—
_ S-4 SS 18 12 Orangish Brown to Light Grayish Brown, Moist — 6 13 ►.4
10 to Wet, Medium Dense to Loose (SM) — 7
880
_ 4
_ S-5 SS 18 14 4 11 ►:4
15' 7
875
_ 3
_ S-6 SS 18 16 4 11 ►:4
20' 6
— —870
_ 4
S-7 SS 18 18 3 • ►:�
25 6
END OF BORING @ 25.00' —
— —865
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
g WL DRY w5❑ WD❑ BORING STARTED 03/28/14
III WL(BCR) 1 WL(ACR) DRY BORING COMPLETED 03/28/14 CAVE IN DEPTH @ 21.30'
• WL RIG SImCO 2400 FOREMAN Cody Presley DRILLING METHOD HSA

CLIENT JOB# BORING# SHEET Il
The Keith Corporation 24080 B-13 1 OF 1
MI
PROJECT NAME ARCHITECT-ENGINEER
TKC Newton Corp Center
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT'
Newton, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% -—- REC%
2 DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w F Z w LL LIMIT% CONTENT% LIMIT%
F z a N > BOTTOM OF CASING M LOSS OF CIRCULATION>IOW w Z x •
W o W _, O 4,,w w w wce r
63
a § c § 8 SURFACE ELEVATION 908 w > 0 STANDARD PENETRATION
o (/) ua) w 3 w COBLOWSIFT
0 - Topsoil Depth[1"] / 1..1..r_
Disturbed Residual:Silty SAND, Reddish Brow — 3
S-1 SS 18 18 (SM) 2 6 ►:�
Clayey SILT with Fine Sand,Reddish Brown, 4
— Wet, Med.Stiff (MH) / - 905
_ Fine Sandy SILT,Trace Mica,Orangish Brown 4
S-2 SS 18 18 to Reddish Brown,Moist,Stiff (ML) 5 13 ►:�
5 $
4
_ S-3 SS 18 18 — 4 • ►:�
5
—
Silty Fine to Medium SAND,Trace Mica, `900
_ S-4 SS 18 16 Orangish Brown to Light Red, Moist to Wet, — 5 11 ►.�
10 Med. Dense to Loose (SM) - 6
895
_ 2
_ S-5 SS 18 16 2 6 ►:�
15' 4
890
_ 3
_ S-6 SS 18 18 3 • ►:�
20' 6
— —885
_ 2
S-7 SS 18 18 3 7 ►D
25 4
— —880
_ 3
S-8 SS 18 18 4 1 1 ►:�
30 6
END OF BORING @ 30.00' -
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
g WL DRY WS❑ WD❑ BORING STARTED 03/26/14
III WL(BCR) 1 WL(ACR) DRY BORING COMPLETED 03/26/14 CAVE IN DEPTH @ 25.10'
• WL RIG SlmCo 2400 FOREMAN Cody Presley DRILLING METHOD HSA

CLIENT JOB# BORING# SHEET 11
The Keith Corporation 24080 B-14 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
TKC Newton Corp Center
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
Newton, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
ROD% -—- REC%
2 DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w F Z w LL LIMIT% CONTENT% LIMIT%
F z a N > BOTTOM OF CASING M LOSS OF CIRCULATION>TO* w Z x •
w w w w F
a § c § 8 SURFACE ELEVATION 891 w > ® STANDARD PENETRATION
o (/) ua) W w COBLOWSIFT
0 - Topsoil Depth[1"] / 1'.1. I.L
Disturbed Residual:Sandy SILT, Reddish I —890 2
S-1 SS 18 18 Brown (SM) — 3 8 ►3
Residual:Clayey SILT with Fine Sand, Reddish 5
— Brown,Wet,Med.Stiff (MH) —
_ _ 5
S-2 SS 18 18 Fine to Medium Sandy SILT,Trace Mica, 5 12
5 Reddish Brown to Orangish Brown,Wet,Stiff to 7
Med.Stiff (ML)
—885 4
S-3 SS 18 I 18 5 12 ►D
7
_ _ 3
_ S-4 SS 18 16 _ 3 8 ►:�
10 5
— —880
—Silty Fine SAND,Orangish Brown and Black,
Wet, Loose,(SM) —
_ _ 3
_ S-5 SS 18 14 4 1I ►3
15- 6
— —875
_ 2
_ S-6 SS 18 14 2 5 ►D
3
20' END OF BORING @ 20.00'
—870
25— -
- —865
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
g WL DRY WS❑ WD❑ BORING STARTED 03/29/14
III WL(BCR) 1 WL(ACR) DRY BORING COMPLETED 03/29/14 CAVE IN DEPTH @ 15.8'
• WL RIG Simco 2400 FOREMAN Cody Presley DRILLING METHOD HSA

CLIENT JOB# BORING# SHEET 11
The Keith Corporation 24080 B-15 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
TKC Newton Corp Center
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
Newton, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
RQD% -—- REC%
2 DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w F -- w LL LIMIT% CONTENT% LIMIT%
F z a N > BOTTOM OF CASING M LOSS OF CIRCULATION>10O9.� w Z x •
W o W _1 0 6w w w w r
65
a § c § 8 SURFACE ELEVATION 867 w ce > 0 STANDARD PENETRATION
o (/) ua) C w COBLOWSIFT
0 - Topsoil Depth[1"] / ) 1 [
ABrown
Disturbed Residual: Sandy SILT, Reddish 4
S-1 SS 18 18 (ML) 865 4 •
Residual:Clayey SILT with Fine Sand, Reddish 5
— -\Brown,Wet,Stiff (MH)
_ Fine Sandy SILT,Trace Mica,Orangish Brown, 5
S-2 SS 18 18 Moist,Stiff to Med.Stiff (ML) 7 15
5 8
4
— S-3 SS 18 16 860 4 8 �D
4
—
Silty Fine to Medium SAND,Mica, Dark
Orangish Brown,Wet, Loose (SM) 4
_ S-4 SS 18 16 4 •
10 5
855
_ 3
_ S-5 SS 18 18 3 7
15- 4
— 850
— -
18
— S-6 SS 16 11 PARTIALLY WEATHERED ROCK:Silty Fine to 1 a 28 �•�
20—' Medium SAND, Grey,Wet(WR) 50/4 Rn/4
END OF BORING @ 20.00'
— 845
25—
— 840
30—
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
g WL 18.50 WS❑ WD❑ BORING STARTED 03/29/14
III WL(BCR) 1 WL(ACR) 15.00 BORING COMPLETED 03/29/14 CAVE IN DEPTH @ 15.70'
• WL RIG Simco 2400 FOREMAN Cody Presley DRILLING METHOD HSA

CLIENT JOB# BORING# SHEET Il
The Keith Corporation 24080 B-16 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER
TKC Newton Corp Center
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
Newton, NC
NORTHING EASTING STATION ROCK QUALITY DESIGNATION&RECOVERY
ROD% ——— REC%
2 DESCRIPTION OF MATERIAL ENGLISH UNITS PLASTIC WATER LIQUID
w F Z w LL LIMIT% CONTENT% LIMIT%
F z a N > BOTTOM OF CASING M LOSS OF CIRCULATION>TO* w Z x •
w w w w r
a § c § 8 SURFACE ELEVATION 876 w ce > 0 STANDARD PENETRATION
o ¢v) ua) w CO
0 - To soil De th 2" /—r 'i`—
Disturbed Residual:Sandy SILT, Reddish / —875 2
S-1 SS 18 18 Brown (ML) — 3 6 ►..
Residual:Clayey SILT with Fine Sand,Trace 3
— Mica,Orangish Brown,Wet, Med.Stiff (MH)
_ Fine Sandy SILT,Trace Mica, Dark Orangish I 3
S-2 SS 18 12 Brown to Orangish Brown,Wet to Moist,Stiff to 4 11 ►.�
5 Med.Stiff (ML) 6
—870 3
_ S-3 SS 18 16 _ 4 8 ►:�
4
Silty Fine to Medium SAND, Mica,Tannish
Brown to Greyish Brown,Wet, Loose(SM) 4
_ S-4 SS 18 16 4 le
10 6
— —865
_ 3
_ S-5 SS 18 17 4 1 1 ►3
15- 6
— —860
_ 3
S-6 SS 18 18 4 • ►:�
5
20' END OF BORING @ 20.00'
—855
25— -
— —850
30— —
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES.IN-SITU THE TRANSITION MAY BE GRADUAL.
g WL DRY WS❑ WD❑ BORING STARTED 03/29/14
III WL(BCR) 1 WL(ACR) DRY BORING COMPLETED 03/29/14 CAVE IN DEPTH @ 15.80'
• WL RIG SImCo 2400 FOREMAN Cody Presley DRILLING METHOD HSA