20051117 Ver 2_Report_20090108

ILISSARA PARTNERS, LLC
1210 Forest Wood Drive
Lewisville, NC 27023
January 6, 2009
North Carolina Department of Environment and Natural Resources
Division of Water Quality
1650 Mail Service Center
Raleigh, NC 27699-1650
Cyndi Karoly, Supervisor
401 Oversight/Express Review Permitting Unit
Subject: Lissara Development
Ut to Yadkin River [030702, 12-(86.7), WSIV, C]
401 Water Quality Certification No. 3742 with Additional Conditions
Reference: DWQ Project #05-1117, Ver.2, Forsyth County
DWQ certified letter dated November 4, 2008
Lissara Partners letter dated November 15, 2008
Dear Ms. Karoly,
Pursuant to your request please find attached "Geotechnical Report of
Subsurface Exploration, Bottomless Culvert Locations, Lissara Development,
Lewisville, Forsyth County, NC" dated January 5, 2009; by Engineering
Tectonics, P.A.
I hope you will find this extensive study confirms all earlier findings, provides you
with the level of comfort your were searching for, and fully satisfies Condition 10
of the above referenced 401 Water Quality Certification.
Very truly yours,
ealngilcox
Lissara Partners, LLC
ply/ [
JAN 8 2009
cc: Brant Godfrey, Esquire DENR-WATER QIJALi„
C.J. Ramey WETLANDS AND STORMATER BRANCH
Beau Dancy
James W. Armentrout, Esquire
Steve Tedder, NCDENR-DWQ -Winston-Salem, NC
GEOTECHNICAL REPORT OF SUBSURFACE EXPLORATION
BOTTOMLESS CULVERT LOCATIONS
LISSARA DEVELOPMENT
LEWISVILLE
FORSYTH COUNTY, NC
PREPARED FOR:
Lissara Partners LLC
PO Box 10
Bethania, NC 27010
BY:
ENGINEERING TECTONICS, P.A.
ENGINEERS • GEOLOGISTS • HYDROLOGISTS
1720 Vargrave Street Winston-Salem, NC 27107
[phone]
JANUARY 5, 2009
ETPA Project no. 20 - 08 - 103
JAN 8 2009
DENR - WATER QUA'JTY
%jETLP,NDS AND STORLAwATER 5 I?
CONTENTS
Page
Title Page
Contents
Figures
Appendices
1.0 INTRODUCTION
1.1 LOCATION
1.2 PURPOSE OF THE INVESTIGATION
2.0 SUBSURFACE EXPLORATION
2.1 INTRODUCTION
2.2 BORING INFORMATION
2.3 SOIL SAMPLING
2.4 CORING
3.0 SOIL CLASSIFICATIONS AND CONDITIONS
3.1 SOIL CLASSIFICATION
3.2 SOIL CONDITIONS
4.0 CORE CLASSIFICATIONS AND CONDITIONS
4.1 CORE CLASSIFICATION
4.2 CORE CONDITIONS
4.3 ROCK QUALITY
5.0 WATER TABLE CONDITIONS
6.0 STRUCTURAL INFORMATION
7.0 SUMMARY AND RECOMMENDATIONS
8.0 GENERAL QUALIFICATIONS
1
2
3
3
4
4
4
4
4
5
5
5
6
6
7
7
7
7
7
8
8
9
9
Lissara Stream Crossings, Forsyth Co. Page 2
Geotechnical Report January 5, 2009
FIGURES
Figure 1 Site map
Figure 2 Locations Stream Crossing
Figure 3 Culvert Layout (ConTech)
APPENDICES
Appendix A
Appendix B
Boring Logs
General Qualifications
PLAN SHEETS
Sheet 1
Sheet 2
Western Stream Crossing, boring results and cross-sections
Eastern Stream Crossing, boring results and cross-sections
Lissara Stream Crossings, Forsyth Co. Page 3
Geotechnical Report January 5, 2009
GEOTECHNICAL REPORT OF SUBSURFACE EXPLORATION
STREAM CROSSINGS - LISSARA DEVELOPMENT
LEWISVILLE, FORSYTH COUNTY, NC
1.0 INTRODUCTION
1.1 LOCATION
Engineering Tectonics P.A. (ETPA) was retained by Lissara Partners LLC to investigate the
subsurface conditions at two stream crossings where bottomless culverts will be installed as bridges
that form part of the road system at a new housing development that is planned by Lissara Partners
LLC just north of Shallowford Road located some two miles west of Lewisville. The results of our
investigations and recommendations are provided herein.
The site can be reached by ways of Shallowford Road; from the intersection with Williams Road
continue west for two miles and turn right onto the new entrance road into the development (see
Figure 1). The two sites are located approximately 1,500 feet from the entrance.
1.2 PURPOSE OF THE INVESTIGATION
The lay-out of the road system within the housing development will require two stream crossings in the
upper reaches of the valley along which the housing development has been planned. The third side
road from the entrance will cross the main first order stream flowing from south to north, while about
500 feet further, the main road crosses a first order tributary flowing from the southeast (see Figure 2).
Owing to the fact that the developers proposed the installation of bottomless culverts at these crossings,
and the project requires a DWQ 401 Certification, the conditions for the approval include the
requirement for a geotechnical investigation of the subsurface soils. This has to comply with the
"Division of Highways - Guidelines for Drainage Studies and Hydraulic Designs", prepared by A.L.
Hankins Jr., P.E. State Hydraulics Engineer - 1999. This report states: "When a shallow (3-5 foot
maximum depth) non-erosive rock foundation is found throughout the proposed site, the structure can
be built on footings without a bottom allowing retention of the natural channel bed."
2.0 SUBSURFACE EXPLORATION
2.1 INTRODUCTION
Lissara Partners LLC are planning to construct a bottomless crossing at each of the two stream
crossings consisting of circumferential 12-gage plate which shows lapping as designed by ConTech
(see Figure 3). As each culvert is 40 ft long and has a span of 12 feet, the locations of the test borings
were placed accordingly.
A total of eight (8) soil test borings, distributed over two stream crossings, were located in the field by
representatives of Engineering Tectonics P.A. (ETPA). Based on the culvert parameters, the four (4)
Lissara Stream Crossings, Forsyth Co. Page 4
Geotechnical Report January 5, 2009
borings at each crossing were staked at 6 ft from the center of the creek and 20 ft from the center of
the projected road (see attached Plan Sheets). The eight borings (B-1 through B-4 at stream
crossing # 1, and B-5 through B-8 at stream crossing # 2) were drilled using an all terrain vehicle
mounted Mobile B-57 Drill Rig.
2.2 BORING INFORMATION
Each soil test boring was drilled to the top of rock from which point 10 feet of rock were cored. The
coring was performed as follows:
Stream Crossina #1 Stream Crossina #2
Borin # Coring depth ft Boring # Coring depth ft
B-1 0.5-10.5 B-5 7-17
B-2 2-12 B-6 9-19
B-3 3-13 B-7 2-12
B-4 0-10 B-8 3-13
A description of the methods and procedures used to perform soil sampling, rock coring, soil and
core classification is presented below.
2.3 SOIL SAMPLING
A six-inch diameter hollow stem auger was used to advance the borehole at all eight borings unless
rock was encountered within one foot from the surface. Representative soil samples from the borings
were obtained by means of the split-barrel sampling procedure in general accordance with ASTM
Specification D-1586. In this procedure, a 2-inch OD, 13/8 inch ID, split-barrel sampler is driven into the
soil a distance of 18 inches by means of a 140-pound hammer falling 30 inches. The Standard
Penetration Resistance (SPT) Value is the number of blows per foot of penetration for the final 12
inches of driving. This value can be used to provide a qualitative indication of the in-place relative
density of cohesionless soils. This indication is qualitative since many factors can significantly affect the
Standard Penetration Resistance Value and prevent direct correlation between drill crews, drill rigs,
drilling procedures, and hammer-rod-spoon assemblies.
The drill crew prepared a field log of the soils encountered in the borings. All soil samples obtained
from the drilling operations were sealed immediately in the field and brought to our laboratory for further
examination and testing.
2.4 CORING
As soon as the top of rock was encountered, drilling methods were changed to rock coring and the
borehole advanced to obtain NX size (2-inch diameter) core samples to a minimum depth of 10 ft into
the rock, unless the Rock Quality Designation (RQD) was so poor (< 65%) that more coring would be
required. The termination depth (TD) ranged from 10 to 13 ft in the borings at stream crossing #1
and from 12 to 19 ft in the borings at stream crossing #2.
Lissara Stream Crossings, Forsyth Co. Page 5
Geotechnical Report January 5, 2009
3.0 SOIL CLASSIFICATION AND CONDITIONS
3.1 SOIL CLASSIFICATION
An experienced engineering geologist classified each soil sample on the basis of texture and plasticity in
accordance with the Unified Soil Classification System (USCS). The group symbols for each soil type
are indicated in the parentheses following the soil descriptions on the boring logs. A brief explanation of
the Unified Soil Classification System is included with this report. The geologist grouped the various soil
types into the major zones noted on the boring logs. The stratification lines designating the interfaces
between earth materials on the boring logs and profiles are approximate; in-situ, the contact between
material types may be transitional.
The soil samples will be retained in our laboratory for a period of sixty (60) days after the date of this
report. They will then be discarded unless alternate instructions as to their disposition are received.
3.2 SOIL CONDITIONS
For soil descriptions and general stratification at a particular boring location, the respective Soil
Boring Record should be reviewed. Logs of the exploratory borings are appended to this report.
Subsurface conditions between boring locations may vary, and subsurface anomalies may exist
which were not detected.
Residual soils at the sites are consistent with earthen materials that have undergone physical and
chemical weathering of the underlying parent rock materials. In this part of Forsyth County, the samples
appear to be typical stream deposits originating from the indigenous schistose rocks.
Soil Conditions at Stream Crossing # 1
While the overlying soil at stream crossing # 1 was generally very thin (0 to 3 ft), the soil conditions
are characterized by greenish gray, sandy, silt with varying amounts of clay. .
Blow counts, (blows per foot, bpf) in the thin soils overlaying the rock at stream crossing # 1 ranged
from 3 to 7 bpf.
Soil Conditions at Stream Crossing # 2
The overlying soils at stream crossing # 2 are generally thicker and vary in thickness from 2 to 9 ft.
The soils are characterized by sandy silt ranging from gray-brown and reddish brown, altering to
dark-brown with depth.
The blow counts in the thicker soils at stream crossing # 2 varied from 3 and 50/1 bpf in borings B-5
through B-7, and from 3 and 16 bpf in B-8.
Lissara Stream Crossings, Forsyth Co. Page 6
Geotechnical Report January 5, 2009
4.0. CORE CLASSIFICATION AND CONDITIONS
4.1 CORE CLASSIFICATION
The core obtained from the borings was identified as a light-gray schistose rock in which, despite the
metamorphism, the original sedimentary rock structure can often still be discerned. Generally, the rock
contains little mica, and only occasionally includes micaceous bands. Hardly any vertical to sub-vertical
joints were encountered in the core borings. In most cases when the core was broken, it had occurred
along the inclined bedding planes. The general dip of bedding planes encountered during field
reconnaissance was confirmed in the core samples where the bedding planes vary from 20 to 35
degrees, with an average of 25 degrees.
4.2 CORE CONDITIONS
Conditions at Stream Crossing # 1
Despite the shallow depth of the core in the borings at stream crossing # 1, the core was generally
fresh. In Borings B-1 and B-4, the top of rock was fresh, while in Boring B-1 only a slightly weathered
zone was encountered from 6 - 7 below ground surface (bgs) due to some fracturing. The top 1.2 ft of
rock in Boring B-2 was moderately weathered, while in Boring B-3 only the top 2 inches showed some
slight weathering.
Conditions at Stream Crossing # 2
In contrast to the core conditions at Stream Crossing # 1, the core in the four borings at stream crossing
# 2 was all fresh from top to bottom.
4.3 ROCK QUALITY
The Rock Quality Designation (RQD) was calculated for the cores in order to ascertain that the rock
quality is acceptable. The RQD of the core was as follows:
Stream Crossina #1 Stream Crossina #2
Boring # RQD % Boring # RQD
B-1 73 B-5 65
B-2 81 B-6 83
B-3 87 B-7 84
B-4 82 B-8 70
Lissara Stream Crossings, Forsyth Co. Page 7
Geotechnical Report January 5, 2009
5.0 WATER TABLE CONDITIONS
Water level observations were made after completion of drilling operations. In power auguring
operations, water is not introduced into the boreholes during drilling. Groundwater elevations can often
be ascertained by observing water seepage into the boreholes after drilling and the moisture content of
recovered samples. The water level observations are noted on the respective boring logs.
At stream crossing # 1, the groundwater level was recorded as 1.5 ft bgs for all borings except boring 13-
2 for which no groundwater was recorded.
At stream crossing # 2, the groundwater levels below ground surface were recorded as follows: 13-5: 7
ft; B-6: 8 ft; 13-7: 5 ft; B-8: 4.5 ft.
It should be noted that dependent on the permeability of the in-place soils, it could take several days
for the groundwater level to stabilize within the borehole. Fluctuations in the location of the long-term
groundwater table may occur seasonally and are also dependent upon variations in precipitation,
evaporation, and surface run-off.
6.0 STRUCTURAL INFORMATION
According to information obtained from the supplier of the ConTech product, the bottomless culverts
measure 40 ft in length, have a span of 12 ft, and an arch height of 4 ft - 1 in. It was further disclosed
that the horizontal component of such a structure is 2,735 lb per footer, while with a 6-ft soil cover
across the culvert, the total vertical weight component at each of the four footers will 6,908 lb. The
minimum soil cover across this size culvert was given as 18 inches, while the recommended maximum
cover was 19 feet.
The elevations of the borings were obtained based on a temporary benchmark (#499) located along the
entrance road some 200 ft to the south of stream crossing #1. The assigned elevation is 845.39 ft. As
the roads and culverts have been plotted on the Forsyth County GIS map, the map contours at these
sites have been estimated and therefore show a discrepancy with the surveyed boring elevations.
The table below shows surveyed boring elevations and the base depth of the proposed footings.
Recommended excavation depths to base of footing are to top of rock or to competent soil' with high
blow count:
Stream Crossina #1
Boring # Boring Elev.
(ft) Depth to footing
ft Elev. Base of Footing
(ft) Depth to Groundwater
(ft)
B-1 801.6 0.5 801.1 1.5
B-2 800.1 2 798.1 ---
B-3 799.4 3
-4 796.4 1.5
B-4 801.7 0 801.7 1.5
Lissara Stream Crossings, Forsyth Co. Page 8
Geotechnical Report January 5, 2009
Stream Crossina #2
Boring # Boring Elev.
(ft) Depth to footing
ft) Elev. Base of Footing
ft Depth to Groundwater
ft
B-5 806.3 6* 800.3 7.0
B-6 807.4 6* 801.4 8.0
B-7 806.0 1.5* 804.5 5.0
B-8 804.0 3 801.0 4.5
(* depth to competent soil)
Based on the conditions encountered, we recommend that the proposed construction be supported on
conventional spread footing foundations bearing on the fresh rock surface. The spread footings may be
designed for an allowable bearing pressure of 5,000 psf, subject to field inspection and verification as
detailed below. The maximum estimated settlement is expected to be less than 0.25 inches.
7.0 SUMMARY AND RECOMMENDATIONS
ETPA has completed the subsurface investigations at the site of two planned stream crossings in the
Lissara Development. It was found that competent rock was located close to the ground surface at a
depth of 0 ft to 3 ft bgs at stream crossing # 1 and at a depth of 2 ft to 9 feet bgs at stream crossing # 2.
Except for some weathering at the top of the rock in two borings (B-2 and B-3), and at a depth of 6 to 7
ft in Boring B-1 at stream crossing # 1, the core recovered at that site was found to be fresh and solid.
In addition, all the rock cores drilled at stream crossing # 2 were also fresh and solid.
Based on these results, we conclude that at all four corners at each stream crossing there is a sound
base that fulfills the requirements for the foundation of the culvert as designed by ConTech.
Once the boring information was plotted on the site map of each stream crossing that shows the
projected location of the culvert arch, it became apparent that the top of rock is not level across the site
(see attached Plan Sheets). At stream crossing # 1 (western crossing), the top of rock was found to be
dipping from the upstream to the downstream end of the project culvert with the lowest elevation
encountered in B-3. At stream crossing # 2 (eastern crossing), the top of rock was found to be
considerably higher on the north side of the projected culvert arch, while also dipping towards the
downstream end of the culvert.
8.0 GENERAL QUALIFICATIONS
This report has been prepared for the purpose of evaluating the existing subsurface conditions and
determining design criteria for bottomless culverts as designed by Contech and requested by Lissara
Partners LLC. The information and recommendations reported herein are presented to assist in the
design of the culverts.
There is a possibility that variations in soil and rock conditions will be encountered during construction.
In order to permit correlation between the preliminary data and the actual soil and rock conditions
encountered during construction and to ensure conformance with plans and specifications as originally
Lissara Stream Crossings, Forsyth Co. Page 9
Geotechnical Report January 5, 2009
contemplated, it is recommended that this firm be retained to perform full time on-site construction
review during the foundation phase of this project.
If there are any questions with regards to the information and recommendations contained in this report,
or if we may be of further service to you in any way, please do not hesitate to contact us.
Very'kWY,WV,?d
CTONICS, P.A.
SEAW4
?• •
•? digdya?I.P' Bert Meijboom
%
Senior Geologist
''?????Iflltlt??
Lissara Stream Crossings, Forsyth Co.
10
Geotechnical Report
Page
January 5, 2009
FIGURES

;T

t ? 1 -
?_?_-\\\\, ? \\\\ .-11111
600 0 300 60 i'
?I

a
R

SITE
PLAN
D

I
ENGINEERING
?
TECTON
DRAINAGE Owed BY: 1720 V.,g- Std

AREA LISSARA PARTNERS WOdarvS.k. NC277W
33B
7242394
LISSARA DAM T.I.
.
-

SCALE: V=600'

WINSTON-SALEM, NORTH CAROLINA

FIGURE 1 Fex 336 .7085
.7147irnetln TacroNCa.cOm !
'-'
-
h
t
?M
i
ETPA PROJECT#20-08-110 ...,
,,.:..,...
"
I
...,. ...,.....:., .,. . .:. _.., ,..::,::.:. _
. ,„
.
..
.
wA
.
...
:
.:
.:.... ,,.,... wumn:.,:, .. w.xn:,, ... , x .:,: u,. a ..x... .,,?:.n?
fttFM
Nune k
.en/u/m km PY \7mm pJ b\po 07 A* m P.Wod \d* m M Yee \Z m 110 .46,
0007
,
i
7-1 WATEF, LINE',
3 -7
4 •155'._
158,
/r
SS RA
'EC, L(, . ` 140' 7",
PRES RF SS 0 r.
OP EN
SPAU
tt '
Rc,AD
Tam
TOWNLANDS EAST ` y* L
x:
PATIO HOMES FEE: } I ?z: k J
F5i-G , i Y f :° R 7
LAKE F RONTAGE (Tl'P) y
9
I
r
ul)
V t f y
?? ?i 1 , ? 5+J' UNDISTU EDP ,
?T
sn' TFF r+ SuFF? v
t lei.- •`,: A•14 _' - J. - - ,
i f
U r E N
E I' _? d CFO a' _ ?U UAmE (E -
I
49
S01'2&'23"?; jX5.55' -_ t WATER INE
FIGURE 2 w -*Z °
STREAM CROSSINGS - P? PP ?Er, I '
WA TkP UNE
+p
SCALE V =100' m i
tit f: ?;JAL.
• z

; I N U t.l
v +
?
I
l .
- d
O ?-•r
S •r

{ O W
..1
?
.C

-I
l
G
? M.C
o L2
V p a P
'?
=N- X41. zN• r ? ,
r 1?

1 II I 1 ~~ P © Q "Q

I

7C
O 1-

V1
1
'
'?' '
°
II I
W
°- I
°
LJ ...
I Ix

f [?
I A. -
I I
I i I ?
tJ I t
I C2 Er-

I
I I
I'
" .-. I
1 I I
?' 0
+ I j
L I i II
:
TI
i Z
I I
' 1

I II co

l is I
- - -?' - ' -

LLI
,....1. 1 ' i .--•1 Q ,
• 1 l I 1?

1
• ;I
II
I;
I
I°

LA
Q
. 1
`?' F?i? u•re

E
ra _
4 w? fit

e l'
k
M
X
1 a
4 `
te

' r
t?
4•
° C
APPENDIX A
BORING LOGS
Page 1 of
OWNER BORING NUMBER
RAMEY INC. B-1 STREAM CROSSING #1
PROJECT NAME ARCHITECT-ENGINEER
LISSARA ENGINEERING TECTONICS PA
SITE LOCATION JOB NO. O Unconfined compressive strength Tons/FT
LEWISVILLE, NORTH CAROLINA 20-08-110 2 3 4 s
w =
Plastic water Liquid
a-
ENGINEERING TECTONICS, P. A. Limit % Contents % Limit %

DEPTH
w p X ® X
_j LU
j
J
ENGINEERS- GEOLOGISTS- HYDROLOGISTS
10 20 30 40 50
IN FEET a _
d O
Q LL DESCRIPTION OF MATERIAL
Standard
enetration Blows/ft.
41 P
fA Surface Elevation 10 20 30 40 50
1 UGE .0 6" OF TOPSOIL
2 CORE U-5
0.5 LIGHT GRAY SCHISTOSE ROCK. VERY
1 10.5 BROKEN FROM 6-7 FT, AND SLIGHTLY
WEATHERED. OCCASIONAL OPEN
BEDDINGS TO 8 FT FROM 8-10.5 FT.
SOLID CORE, WITH ONLY 3 OPEN
BEDDING PLANES.
CORE RECOVERY 9.67 FT AT 97% AND
RQD 7.33 FT AT 73%.
5
10
BORING TERMINATED AT 10.5 FEET
15

The stratification lines represent the approximate boundary lines between soil types: In-situ, the transition may be gradual

WATER TABLE DATA-DEPTH BELOW SURFACE BORING STARTED 12!4/08 BORING COMPLETED 1214108
1
5 @ 0 HRS
.
.
1
5 @
5 RIG FOREMAN APPROVED BY AUGER
.
.
HRS. B_57 D.B. A F.M. CORE
Paae 1 of
OWNER BORING NUMBER
RAMEY INC. B-2 STREAM CROSSING #1
PROJECT NAME ARCHITECT-ENGINEE R
LISSARA ENGINEER ING TECTONICS PA
SITE LOCATION JOB NO. O Unconfined compressive strength Tons/F.
LEWISVILLE, NORTH CAROLINA 20-08-110 1 2 3 a 5

• w =

0-
Plastic Water Liquid
d
z d
w ENGINEERING TECTONICS, P. A. Limit % Contents % Limit %
DEPTH W D F? X ..................®..................X
ENGINEERS- GEOLOGISTS- HYDROLOGISTS 10 20 30 40 50
IN FEET a. J
d J O
<
Q W DESCRIPTION OF MATERIAL 0 Standard Blows/ft.
Penetration
U Q
co Surface Elevation 10 20 30 40 50
1 SS 0.0
1.5 GRAYISH-GREEN SANDY CLAYEY SILT
MINOR ROCK FRAGMENTS, MINOR

2 UGE 5 MICA, SOFT (ML)
.
3 ORE .5

2.0
LIGHT GRAY SCHISTOSE ROCK

12.0
LIGHT GRAY SCHISTOSE ROCK.
MODERATELY WEATHERED AT TOP 2
TO 3.2 FT DUE TO MICACEOUS BAND.
REMAINDER OF CORE IS FRESH; ONLY
5 OPEN BEDDING PLANES AT 10 TO 10.2
FT.
CORE RECOVERY 9.5 FT AT 95% AND
RQD 8.1 FT AT 8.1 %.
10
BORING TERMINATED AT 12.0 FEET
15

The stratification lines represent the approximate boundary lines between soil types: In-situ, the transition may be gradual

WATER TABLE DATA-DEPTH BELOW SURFACE BORING STARTED 1214108 BORING COMPLETED 1214/08
DRY
@ 0 HRS.

°O RIG FOREMAN APPROVED BY AUGER
HRS. B-57 D.B. A.F.M. CORE
Paae 1 of
OWNER BORING NUMBER
RAMEY INC. B-3 STREAM CROSSING #1
PROJECT NAME ARCHITECT-ENGINEER
LISSARA ENGINEERING TECTONICS PA
SITE LOCATION JOB NO. O Unconfined compressive strength Tons/F .
LEWISVILLE, NORTH CAROLINA 20-08-110 1 2 3 a s

O w Plastic Water Liquid
tl
ENGINEERING TECTONICS, P. A. Limit % Contents % Limit %
DEPTH w p 1.7
X (D X
w w 2 ENGINEERS- GEOLOGISTS, HYDROLOGISTS 10 20 30 ao 50
IN FEET a a O 6? ir

U)
<
Q DESCRIPTION OF MATERIAL Standard
Penetration Blows/ft.
U) Surface Elevation 10 20 30 40 50
1 SS 0.0
1.5 GREENISH-GRAY SANDY SILT MINOR
CLAY, SOME MICA, SOFT (ML)
1
2 SS 1.5
3.0 GREENISH-GRAY SANDY SILT MINOR
CLAY, SOME RF GRADING TO SILTY

3 OR 3
0 SAND, SOFT (ML)
.
13.0
LIGHT GRAY SCHISTOSE ROCK. ONLY
TOP 2 INCHES SLIGHTY WEATHERED.
OTHERWISE, SOLID FRESH CORE.
5 MICACEOUS BEDDING PLANES AT 7.5
AND 8 FT.
CORE RECOVERY 9.75 FT AT 98% AND
RQD 8.67 FT AT 87%.
10
BORING TERMINATED AT 13.0 FEET
15

The stratification lines represent the approximate boundary lines between soil types: In-situ, the transition may be gradual

WATER TABLE DATA-DEPTH BELOW SURFACE BORING STARTED 1214108 BORING COMPLETED 1214108
1
5 @
.
0 HRS.
1
5 @
5 RIG MAN
F APPROVED BY AUGER

.
.
HRS.
6.57
.
DB
A.F
.M.

CORE
Paae 1 of
OWNER BORING NUMBER
RAMEY INC. B4 STREAM CROSSING #1
PROJECT NAME ARCHITECT-ENGINEER
LISSARA ENGINEERING TECTONICS PA
SITE LOCATION JOB NO. O Unconfined compressive strength Tons/F7
LEWISVILLE, NORTH CAROLINA 20-08-110 1 2 3 4 s
W H Plastic Water Liquid

z
w G
AQA ENGINEERING TECTONICS, P. A. %
Limit % Contents % Limit
DEPTH W
W
J
W ENGINEERS- GEOLOGISTS HYDROLOGISTS 10 20 30 40 50
IN FEET a
W
Q
< U_ DESCRIPTION OF MATERIAL 0 Standard Blows/ft.
Penetration
t Q
U) Surface Elevation
so
10 20 30 40
1 OR 0.0
10.0 LIGHT GRAY SCHISTOSE ROCK.
FRESH SOLID ROCK. FRESH TOP.
SOME WEATHERING AROUND OPEN
MICACEOUS BEDDING PLANES AT
DEPTH OF 4 FT (DARK GRAY ROCK).
CORE RECOVERY 9.83 FT AT 98% AND
RQD 8.17 FT AT 82%.
5

10 BORING TERMINATED AT 10.0 FEET
15

The stratification lines represent the approximate boundary lines between soil types: In-situ, the transition may be gradual

WATER TABLE DATA-DEPTH BELOW SURFACE BORING STARTED 1214/08 BORING COMPLETED 1214108
1
5 @
.
0 HRS.
1
5 @
5 RIG FOREMAN APPROVED BY AUGER
.
.
HRS. B-57 D.B. A.F.M. CORE
Paae 1 of
OWNER BORING NUMBER
RAMEY INC. B-5 STREAM CROSSING #2
PROJECT NAME ARCHITECT-ENGINEER
LISSARA ENGINEERING TECTONICS PA
SITE LOCATION JOB NO. O Unconfined compressive strength Tons/F.
LEWISVILLE, NORTH CAROLINA 20-08-110 2 3 a s

z W
w O
ENGINEERING TECTONICS, P. A. Plastic Water Liquid
Limit % Contents % Limit %
DEPTH W wo H
l X ..................(D ..................X
W 2
J ENGINEERS- GEOLOGISTS- HYDROLOGISTS 10 20 30 40 50
IN FEET D_ d O y
U)
Q
< u_
Q DESCRIPTION OF MATERIAL 0 Penetration Standard Blows/ft.
CO fA Surface Elevation 10 20 30 40 50
1 SS 0.0
1.5 BROWN TOPSOIL

2 SS 1.5 Xx?
3.0 GRAY-BROWN SANDY SILT W/ CLAY,
SOFT (ML) 14
3 SS 3.0
4.5 GRAY-BROWN SANDY SILT W/ CLAY
AND ORGANICS, SOFT (ML) 1
4 SS 4.5
5 6.0 DARK-GRAY MICACEOUS SANDY SILT
W/ ROCK LAMINAE STURCTURE, V.
STIFF
ML
5 SS 6
0 (
) 501
.
7.5
DARK-GRAY MICACEOUS SANDY SILT
_ 6 OR 7.0 W/ ROCK LAMINAE STRUCTURE, (ML)
17.0 NOTE: TOP OF ROCK
LIGHT-GRAY SCHISTOSE ROCK; OPEN
BEDDING PLANES FROM 7-9 FT.
SUB-VERTICAL FROM 13-15 FT.
10
CORE RECOVERY 9.6 FT AT 96% AND
RQD 6.5 FT AT 65%.
15
BORING TERMINATED AT 17.0 FEET

The stratification lines represent the approximate boundary lines between soil types: In-situ, the transition may be gradual

WATER TABLE DATA-DEPTH BELOW SURFACE BORING STARTED 1218108 BORING COMPLETED 1218/08
7
0 @ 0 HR
.
S.
7
0 @
5 RIG FOREMAN APPROVED BY AUGER
.
.
HRS. 8-57 D.B. A.F.M. CORE
Paae 1 of
OWNER BORING NUMBER
RAMEY INC. B-6 STREAM CROSSING #2
PROJECT NAME ARCHITECT-ENGINEER
LISSARA ENGINEERING TECTONICS PA
SITE LOCATION JOB NO. p Unconfined compressive strength Tons/F .
LEWISVILLE, NORTH CAROLINA 20-08-110 1 2 3 4 s
W =
F-
Plastic Water
d
z
w O ENGINEERING TECTONICS, P. A. %
Limit % Contents % it
..................®..................X
DEPTH W H
D X
_j J
LU ENGINEERS- GEOLOGISTS- HYDROLOGISTS 10 20 30 40 50
IN FEET a IL J O
a
a? ir
0) < .
LL DESCRIPTION OF MATERIAL 9 Standard Blows/ft.
Penetration
Q
U) Surface Elevation 10 20 30 40 50
1 SS 0.0
1.5 RED-BROWN SILTY CLAY W/
ORGANICS (CL)
E
I
L
2 SS 1
5 NOTE: FILL MAT
R
A
.
3.0
GREEN-BROWN SILTY CLAY, MINOR
SAND (CL)
3 SS 3.0 NOTE: FILL MATERIAL
4.5
MOTTLED REDDISH-BROWN TAN

4 SS 4.5 CLAYEY SILT, MINOR SAND, SOFT (ML)
5 6.0
DARK-BROWN CLAYEY SILT, MINOR RF
SOFT (ML)
W/ ROCK LAMINAE
,
5 SS 6.0 50/
7.0 DARK-BROWN CLAYEY SILT MINOR RF,
MINOR SAND W/ ROCK LAMINAE.
6 SS 7.5 50/
- 9.0 NO RECOVERY
7 OR 9.0
19.0 LIGHT-GRAY SCHISTOSE ROCK; OPEN
10 BEDDING PLANES FROM 9-11 FT.
CORE RECOVERY 9.67 FT AT 97% AND
RQD 8.33 FT AT 83%.
15
BORING TERMINATED AT 19.0 FEET

The stratification lines represent the approximate boundary lines between soil types: In-situ, the transition may be gradual

WATER TABLE DATA-DEPTH BELOW SURFACE BORING STARTED 1218/08 BORING COMPLETED 1218/08
8
0 @
.
0 HRS.
8
0 @
5 RIG FOREMAN APPROVED BY AUGER
.
.
HRS. B-57 D.B. A.F.M. CORE
Paae 1 of
OWNER BORING NUMBER
RAMEY INC. B-7 STREAM CROSSING #2
PROJECT NAME ARCHITECT-ENGINEER
LISSARA ENGINEERING TECTONICS PA
SITE LOCATION JOB NO. O Unconfined compressive strength Tons/F .
LEWISVILLE, NORTH CAROLINA 20-08-110 2 3 4 5

• w =
?
Plastic Water Liquid
d CL ENGINEERING TECTONICS, P. A. Limit % Contents % Limit
p 1-7 X .................. ® .................. X
DEPTH w
a J ENGINEERS- GEOLOGISTS- HYDROLOGISTS 10 20 30 40 50
IN FEET
J O
Q?
ir

< 2 w DESCRIPTION OF MATERIAL 0 Standard Blows/ft.
Penetration
Q
(n Surface Elevation 10 20 30 40 50
1 SS 0.0
1.5 '% DARK-BROWN TOPSOIL

2 SS 1.5 50/
3.0 DARK-BROWN TAN SANDY SILT W/
MINOR ORGANICS.
OC
3 OR 3
0 NOTE: TOP OF R
K
.
13.0
LIGHT-GRAY SCHISTOSE ROCK; OPEN
BEDDING PLANES FROM 3 TO 3.67 FT.
OPEN MICACEOUS BED AT 8.5 FT.
5
CORE RECOVERY 9.67 FT AT 97% AND
RQD 8.4 FT AT 84%.
10
BORING TERMINATED AT 13.0 FEET
15

The stratification lines represent the approximate boundary lines between soil types: In-situ, the transition may be gradual

WATER TABLE DATA-DEPTH BELOW SURFACE BORING STARTED 1218/08 BORING COMPLETED 1218108
5
0 @
.
0 HRS.
5
0 @
5 RIG MAN
7
O APPROVED BY AUGER
.
.
HRS. 8-57 .
D
. A.F .M. CORE
Paoe 1 of
OWNER BORING NUMBER
RAMEY INC. B-8 STREAM CROSSING #2
PROJECT NAME ARCHITECT-ENGINEER
LISSARA ENGINEERING TECTONICS PA
SITE LOCATION JOB NO. O Unconfined compressive strength Tons/FT
LEWISVILLE, NORTH CAROLINA 20-08-110 2 3 4 5
w =
Plastic Water Liquid
Ci w O ENGINEERING TECTONICS, P. A. Limit % Contents % Limit %
L ~ X .................. ® .................. X
DEPTH w
a J J O ENGINEERS- GEOLOGISTS- HYDROLOGISTS 10 20 30 40 50
IN FEET p-
U) < Q LL
DESCRIPTION OF MATERIAL Standard
Penetration Blows/ft.
(q Surface Elevation 10 20 30 40 50
1 SS 0.0
1.5 DARK-BROWN TOPSOIL

2 SS 1.5
3.0 BROWN MICACEOUS SILT, SOME ROCK
FRAGMENTS GRAY LAMINAE OF ROCK
STRUCTURE
3 OR 3
0 , FIRM (ML)
.
13.0
LIGHT-GRAY SCHISTOSE ROCK; FRESH
AND SOLID TO 7 FT. OCCASIONAL
OPEN BEDDING PLANES. BROKEN
5 CORE 7 TO 8 FT. WEATHERED JOINT
AT 11 TO 12 FT.
CORE RECOVERY 9.33 FT AT 93% AND
RQD 7.0 FT AT 70%.
10
15

The stratification lines represent the approximate boundary lines between soil types: In-situ, the transition may be gradual

WATER TABLE DATA-DEPTH BELOW SURFACE BORING STARTED 12/5/08 BORING COMPLETED 1215/08
4
5 @ o HRS
.
.

4
5 @
5

RIG

FOREMAN

APPROVED BY
__j

AUGER
.
.
HRS. 8-57 D.B. A.F.M. CORE

APPENDIX B
General Qualifications
General Qualifications
This report has been prepared in order to aid in the evaluation of this propety and to as-
sist the architect and/or engineer in the design of this project. The scope is limited to
the specific project and location described herein, and our description of the project
represents our understanding of the significant aspects relevant to soil and foundation
characteristics. In the event that any changes in the design or location of the building(s)
as outlined in this report are planned, we should be informed so the changes can be
reviewed and the conclusions of this report modified or approved in writing by the soil
and foundation engineer.
It is recommended that all construction operations dealing with earthwork and foun-
dations be inspected by an experienced soil engineer to assure that the design require-
ments are fulfilled in the actual construction. If you wish, we would welcome the
opportunity to provide these inspection services for you during construction. In addi-
tion, we would welcome the opportunity to review the plans and specifications when
they have been prepared so that we may have the opportunity of commenting on the
effect of soil conditions on the design and specifications.
The analysis and recommendations submitted in this report are based upon the data ob-
tained from the soil borings performed at the locations indicated on the location dia-
gram and from any other information discussed in this report. This report does not
reflect any variations which may occur between these borings. In the performance of
subsurface investigations, specific information is obtained at specific locations at specif-
ic times. However, it is a well-known fact that variations in soil and rock conditions exist
on most sites between boring locations and also such situations as groundwater lev-
els vary from time to time. The nature and extent of variations may not become evident
until the course of construction. If variations then appear evident, it will be necessary
for a re-evaluation of the recommendations of this report after performing on-site
observations during the construction period and noting the characteristics of any
variations.
Because of the possibility of these unanticipated subsurface conditions occurring, we
recommend that a "changed condition" clause be provided in the contract both with
the general contractor and in contracts with sub-contractors involved in foundation and
earthwork construction. It is felt that the inclusion of this clause will permit contractors
to give lower prices because they will not need to provide as much in contingencies as
they normally would if equitable adjustment of changed conditions will minimize con-
flicts and litigation with the attendant delays and costs. Furthermore, by the immedi-
ate recognition and adjustment in contract price at the time the changed conditions are
encountered, the immense problem of trying to recreate facts when litigation develops
later is eliminated. A mediation /arbitration procedure is recommended in the event the
owner, contractor and professionals do not agree on the changed conditions at the
moment they are disclosed. If you wish, we would be pleased to furnish additional
information pertaining to this procedure.
PLAN SHEETS
o' s j; -

Ad 90:Z 600L/9II Pa}uud
q oil 90 OZ\OZ ldP\11-\sladad 0£ ld-P 0000 00 00\%*'d 900Z\:I awoN 4J
?? f` - *10-- W4% OA-1-4- ?%!I\?P
` • _d
•• • Y
40 C
c (n
Q F- Z
j
LLJ g
8 o Ir m Q
Q to
Q #dE r
*1
(L u
VNIIO?I` O H1bON IN3IVS-NOlSNIM _
0
z

g a

W N
W
W Z Z
INVO VJvSSll co Fn
w o
Z W
Zfn fn

°
W
? o vs a
s SONISSO210 NVd I?lS SNOT VOUS3nNI o (D ¢ z
_

Z^^-3.°GI E
I9
Z U w

H031O99 =10Slif1Sai

U EE O
~ ff

a m

CO
•J u
i v
Msvi C?
: .. m

?Om W ntpm?MN?
nm W ?t rrlN?O000 000
oooommmmmmmmmm ??.
......
WWWWmWWWWmWWnnnnnnnnnnnnn ,??r-?N?ornmnco ?nanN.-ornmn?o ?nanN?ommn?o
mmmmmm°m°m°MMMM°w°m°m °mnn°nmrnn?mm????n
+0
+0
+0
+0
+0
+0
+0
+0
?o
+0
+0
+0
+0
+0
+0
+o Q ?
+o a _il ?
10
+0 Z J
+0 0
+0 U?<
+0 W J U
+0 V) J
I ¢
+0 z
+0 OU
(n N
+0 0 0 w
+0 !L O >
U =
+o
+o
+0
+0
+0
+0
+0
+0
+0
+0
+0
+0
+0
+0
frJ -II N
II
Z J
Q J
? U
J N
V<
I Z U
O
N
O W
W' O>
U =
+0
L+o
+0
L+o
1+0
+0
l+0
n N O O m m n. ?? M N ? O m n m
O O 00 O m m m m m m m m m m W m W Q
W W m n n n n n n n n^ n n n n n
L+0
L+0
0+0
'0+0
0+0
+0
..,..-, .,..
mmmmmo? ?? ??. v?wi?wu -- -
mmm?^^mm^?WWm
m°mro °
°
°
°
ro°J °
° if1?"]N?Ommnco ill?MN?OmmntON7NN?OCnW ncO
mmWroW
m
°
°
°
°
'
m
m
W a
m
o
m wmwm
w
m
W mromrororo°O
m l?nn?n
??^
n
7
CTl a m
CY
Y Q d . .
O Z
•
J
O
I I
z Z
O
U.]
? S n N O m m n m W a n N O m m n m
W r r r r r m m m Wm
W O
Q

W r J
W O O U
=F

W L]
I

U
W

M N O m m n r? ry

£+0

N

ro
t
il o m C7 V oo L"? Z O Z m m m m m m n n ^ m^ m m Orn b£+p
FI¢ .r. io Z0?7 r ? I

W
m m
II
?Ua O
?
II

I £f+0
?
oo O W N a
Omt z _
w 7 LL
> I Z£+0
w m n ,l-,4 I r uj
a 1£+0
W of+o
U Q
W _
U C7 F 6Z+0
?
?
L-mmj
° KF O
c
Q oz+O
r
ZO
W O Zo
o o LL w z+o
Q
U
.I 9Z+0
[L r
¢ sz+a
Q > } i bz+0
m
U a
z

EZ+O
a k
JO? r
?:a o U

VI N J va C7

.. • ?'
Li
7? zz+o

Lz+O
/

06
l 1 ? o
0 ? W

l
`f?O
l
l I
U 0 N F
>
!
l /
d i W x
o
Y U Z
W

m a O
}
U U ¢
F= 03 1,1

o
/2
0
- J¢

L'
U V
wi
/ z c" / a
o
I
/
o 6
g°/ /
`0/ U
W
N
e
/ / / Z
Q .
FOWo

10
i
x/
/
I
< N N O m W n? N? N ry
0 0 0° o m m m rn m m
m W m a0 m n r n n n n n n
6L+0
H1+0
c1+0
0L+o
sl+c
b1+0
E1+0
z1+0
11+0
O1+0
60+0
S0+0
co+o
90+0

KI
J
L
C
J
1.
II m
= II
¢ J
WO
J VI
¢ J
Za
Z
O F
- W?
O >
T
II m
_II
I ¢LJ
U Q
U U
H
Z U
NO ti
O >
?)'l w
I
?"J N O m m n W ?fl y r'] N O m m n m N O m m n t0 N< M N O m m I
0 0° O m m m m m m m Ol m W W m o° O m m m m m n m m m W m
m W W W n n h n n n n n^ n n n n n m m n n n n n n n n^ h n n n
J
n N O m m n? i ? M N O m m n <[)
0 0 o O m m m m rn m rn m rn m W m m m
m m m m n n n n n n n n n n n n n n
N O m m n c N< n N O m m n
O O O m m m m m m m m m m m m m
W W m n n n n n n n n n n n n n
6w Zo-- 1.41 Olt\11.0 -IMN.p
oroml oil 80 OZ\4Z 1?P\)lax\clNlad p{ 1d.P 0000 00 00\R*-A 9MZ\:I :awoN -U nd soz 6002/s/1:P-wl1d
,`? . ..... y,
..
?O e
L Z
Q o¢ Z N

N
¢
e p (,ai
z a
Z ;ri+'
N U ??, 6?i•
.P v>; • .• `dNI108VO H180NI1N31`dS-N0ISNIM

CZ N Z? j O

F-
I"_ Z g o N

y

¢ I--
C

L
t
W
H _ =
:o W VJVG VdvsSIl w
U W w U %I.-
#i,a4Ei
1$ SONISS020 Wd321S SNOldJIlS3nNl
o o a
m m
z W }`sI s liS's#

W 'gyp ;• H03103J 30 S11f1S38

'
?
ti
'
"
w Of
Z U)

$ m

N
1! •`
....••'
t
' Q m o o y
s.f W U

n ??nar7N.-ommn?o ?nanN?ommncD Ul<nN.-ornm
00000ooooommmmmmmmmmmm
mmmrommwwmmmmmmmmmmnnnnnnnnnnnn
0+0
0+0
0+0
0+0
o+a
0+0
0+0
0+0
0+0
t+0
+0
i+
t+oo
+0
+0
+0
+o
t+0
+0
z+0
Z+0
z+o
z+o
Z+o
Z+o -
Z+o Q
Z+a Q
Z+o
z+o Z
f+o O
+o
c+o O
c+o w
f+o
C+o
c+o cn
f+o N
c+o O
C+o ch
4+0
+o N
4+0
4+0
4+0
v+o Z w
b+o (n U
b+0 (n N
b+o O
>+o th
s+o O
+o
s+o Q
s+o
I+0
t+c
i+c
t+c
t+(

(V
II
w
U
U
I.
m p
o u
m
3
w_
m
Q II
W
(n U
~
m
Z
3
O
0
ICI o
I
ICI
rn m n cp m y N N O rn m n tp r7 N O m m
0 0 0 0 0 0 0 0 0 o m m m m m rn m m a' m m m
m m m m m m m m CO m n n n n n n n n^ n n n
+a
+0
+0
+0
+0
+0
+0
+0
+0
+0
+0
+0
+0
+C
m m n m 4 C n N O M M n tD N C 1 N ? O m m
0 0 0 0 0 0 0 0 m 0 0 m n m m m m m m m m m m
m m m m m m m m m n n n n n n n n n n n

^ 2 ?2 Y M N ?OmmntOm?r7N ?Ommn<ONaMN? Ornm
00 ... 000
O O m m m m m m m m m m m m
mmowwmrommmmmmmmmmmnnnnnn r-
n

00
zx I
\ \
u
0?
' I \ \
o
au \ \ \
=uu
J
\ \ \ I U X
I \ / ? w

I -
a) co
--?
O
Z

?

.n

w ?. O
Z o
F 4
LLJ

a
w w
Z 01 z
J Q o
m

/
I /
/ I I / I I I I I ; I \ /
rn m n. ? d n N O m m n.? µ n N O m
0 0 0 0 0 0 0 0 0 0 m m m rn m m rn m 6, m m
m m m m m m m m m m n n n n n n n n n n n
n
ml
4
J
til
it
FI
w
l
0
I
r
/

I
\
I

1

I
I \
I
\
-

o ?
O
.
i\
N \ O
w w

'

\ w
? 0
?Y
:w
I
IU
I

z

I
U
O
U
O
?
I
I
I
I
I
!r
n

00

n ?o ? a n N 0 m m n m .n n N o m
0 0 0 0 0 0° o 0, m m rn m m m rn m m
? m m m m m m °`? m n n n n n n n n n n
a

?I
II
I
\
I

/
1

OI
O
r
I
- 1
a
W_
Q .II
W
Cn
d
J
n?o ill?r7N?Ommnco u]at?N?OmmncO .f dnN"ornm
mmwrocommm°mom0m omro °m °m romro?l`?On'?IO1 Irn•°n'm??mm
n?0 u)yMN?_OmmnUJNy n Om mn4J??tMN?Ornm
mcowmmNmwmmmmmm Om mmmr?n?rrr?m?mmm