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Geotechnical Engineering Report US-64 Bridge Over Cowskin Creek
Pawnee County, Oklahoma
Job Piece No. 28877(04)
September 16, 2013
Terracon Project No. 04135141
Prepared for:
Garver, LLC
Tulsa, Oklahoma
Prepared by:
Terracon Consultants, Inc.
Tulsa, Oklahoma
September 16, 2013
Garver, LLC 6450 South Lewis, Suite 300 Tulsa, Oklahoma 74136
Attn: Mr. Brad Thompson, P.E.
Re: Geotechnical Engineering Report US-64 Bridge Over Cowskin Creek Pawnee County, Oklahoma Job Piece No. 28877(04) Terracon Project Number: 04135141
Dear Mr. Thompson:
lrerracan
Terracon Consultants, Inc. (Terracon) has completed the geotechnical engineering services for the above referenced project. This study was performed in general accordance with our proposal number P04130363 dated June 12, 2013. This report presents the findings of the subsurface exploration and provides geotechnical recommendations for the design and construction of bridge foundations as related to the subsurface conditions encountered at the borings.
We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further service, please contact us.
Sincerely, Terracon Consultants, Inc. Cert. of Auth. #CA-4531 exp. 6/30/15
Vffl!l.r.E Oklahoma No. 25692
Enclosures Addressee (3 via US Mail and 1 via email)
Michael H. Homan, P.E. Regional Manager
Terracon Consultants, Inc. 9522 East 47th Place, Unit 0 Tulsa, Oklahoma 74145 P (918) 250 0461 F (918) 250 4570 terracon.com
Geotechnical • Env1ro11mental • Construction Materials • Facilities
TABLE OF CONTENTS
Responsive ■ Resourceful ■ Reliable
INTRODUCTION ............................................................................................................. 1 1.0
PROJECT INFORMATION ............................................................................................. 1 2.0
2.1 Project Description ............................................................................................... 1
2.2 Site Location and Description .............................................................................. 1
SUBSURFACE CONDITIONS ........................................................................................ 2 3.0
3.1 Geology ............................................................................................................... 2
3.2 Soil and Rock Conditions ..................................................................................... 2
3.3 Groundwater ........................................................................................................ 3
BRIDGE FOUNDATION CONSIDERATIONS ................................................................. 3 4.0
4.1 Driven Piles .......................................................................................................... 4
4.2 Drilled Piers ......................................................................................................... 4
4.3 Spread Footings .................................................................................................. 5
GENERAL COMMENTS ................................................................................................. 6 5.0
APPENDIX A – FIELD EXPLORATION
Exhibit A-1 Site Location Map
Exhibit A-2 Boring Location Plan
Exhibit A-3 Field Exploration Description
Exhibit A-4 to A-10 Boring Logs
Exhibit A-11 Subsurface Profile
APPENDIX B – SUPPORTING INFORMATION
Exhibit B-1 Laboratory Testing
APPENDIX C – SUPPORTING DOCUMENTS
Exhibit C-1 General Notes
Exhibit C-2 Unified Soil Classification System
Exhibit C-3 General Notes – Description of Rock Properties
Responsive ■ Resourceful ■ Reliable 1
GEOTECHNICAL ENGINEERING REPORT
US-64 BRIDGE OVER COWSKIN CREEK
PAWNEE COUNTY, OKLAHOMA
JOB PIECE NO. 28877(04)
Terracon Project No. 04135141
September 16, 2013
INTRODUCTION 1.0
This geotechnical engineering report has been completed for the proposed US-64 Bridge over
Cowskin Creek in Pawnee County, Oklahoma. Seven borings were extended to depths of
approximately 40 to 100 feet below existing ground surface. The boring logs and boring
location plan showing the approximate boring locations are found in Appendix A.
The purpose of these services is to provide information and geotechnical engineering
recommendations relative to:
subsurface soil and rock conditions bridge foundations
groundwater conditions
PROJECT INFORMATION 2.0
2.1 Project Description
Item Description
Site layout See Appendix A, Figure A-2 Boring Location Plan
Proposed Construction
Existing five-span bridge will be widened and rehabilitated. The
interior bent locations will be supported on drilled piers, and the
abutments will be supported on driven piles. Drilled shafts or spread
footings may be considered at the south abutment.
2.2 Site Location and Description
Item Description
Location US-64 at Cowskin Creek crossing in Pawnee County, Oklahoma
Geotechnical Engineering Report US-64 Bridge Over Cowskin Creek ■ Pawnee County, Oklahoma September 16, 2013 ■ Terracon Project No. 04135141
Responsive ■ Resourceful ■ Reliable 2
SUBSURFACE CONDITIONS 3.0
3.1 Geology
Based on the results of our borings and information published in the Oklahoma Department of
Transportation manual, “Engineering Classification of Geologic Materials: Division 8”, this
project is mapped within the Tallant Unit. The land surface of the unit is characterized by
escarpments and fairly steep sandstone-capped hills with narrow shale valleys. In Pawnee
County, The Tallant Unit consists of about 55 percent shale and 45 percent sandstone.
3.2 Soil and Rock Conditions
The subsurface conditions encountered in the borings are shown on the boring logs and are
briefly described below. The stratification lines shown on the boring logs represent the
approximate boundary between soil and rock types; in-situ, the transition between materials may
be gradual and indistinct. Classification of bedrock materials was made from disturbed samples
and rock cores. Petrographic analysis may reveal other rock types.
Description
Approximate Depth
to Bottom of
Stratum
Material Encountered Consistency/Density
Surface 1.5 to 2 feet at
Borings B-1 and B-6 Concrete, aggregate base, sand N/A
Stratum 1 48.5 and 8.5 feet at
Borings B-1 and B-6
Fill: Sand with varying amounts of
silt, silt with varying amounts of
sand, lean clay with varying
amounts of sand
N/A
---- 4 to 10 feet at
Borings B-2 to B-5 Water (Cowskin Creek) N/A
Stratum 2 8.5 to 66.5 feet
Lean clay with varying amounts of
sand, sand with varying amounts of
silt and gravel, highly weathered
sandstone, shaley fat clay
N/A
Stratum 3
Boring termination
depths of 40.1 to
100.1 feet
Sandstone, shale
Sandstone: poorly
cemented to cemented
Shale: Soft to moderately
hard
Geotechnical Engineering Report US-64 Bridge Over Cowskin Creek ■ Pawnee County, Oklahoma September 16, 2013 ■ Terracon Project No. 04135141
Responsive ■ Resourceful ■ Reliable 3
Laboratory tests were conducted on selected soil and rock core samples. The test results are
presented on the boring logs in Appendix A.
3.3 Groundwater
Below depths of about 10 feet, we advanced Borings B-1, B-6,and B-6A using wet rotary drilling
techniques. Borings B-2 through B-5 were drilled from a barge within Cowskin Creek. After
completion of the borings, water was bailed from boreholes B-1 and B-6. We observed
groundwater at the following depths and times:
Boring Water Level (feet)
While Drilling After Drilling
Depth (ft) Elevation Depth (ft) Elevation
B-1 None to 10 - 30 733
B-2 NA - NA -
B-3 NA - NA -
B-4 NA - NA -
B-5 NA - NA -
B-6 None to 10 - 22 746.5
B-6A None to 10 - NA -
Long-term monitoring with observation wells, sealed from the influence of surface water, would be
required to accurately define the potential range of groundwater conditions. Fluctuations in the
groundwater level should be expected due to seasonal variations in the amount of rainfall, runoff,
water level in the creek and other factors not apparent at the time the borings were drilled. The
possibility of groundwater level fluctuations and the presence of perched water should be
considered when designing and developing the construction plans for the project.
BRIDGE FOUNDATION CONSIDERATIONS 4.0
Driven pile foundations can be used to support the bridge abutments and drilled piers can be
used to support the interior bents. As an alternative, the south abutment could be supported on
drilled shafts or a spread foundation. Recommendations regarding the design and construction
of driven pile, drilled pier, and spread footing foundations are presented in the following
sections. Our analysis is based on AASHTO’s LRFD Bridge Design Specifications, 6th Edition,
2012.
The bedrock bearing materials were encountered at the following depths/elevations:
Geotechnical Engineering Report US-64 Bridge Over Cowskin Creek ■ Pawnee County, Oklahoma September 16, 2013 ■ Terracon Project No. 04135141
Responsive ■ Resourceful ■ Reliable 4
Boring Top of Bedrock Bearing Material (feet)
Depth Elevation
B-1 66.5 696.5
B-2 29 696
B-3 27 697.5
B-4 17.5 707
B-5 10.5 714.5
B-6 8.5 760
B-6A 8.5 760
4.1 Driven Piles
Driven steel HP piles driven to practical refusal in the bedrock can be used to support the north
abutment. According to AASHTO’s LRFD Bridge Design Specifications, the nominal resistance
of piles driven to bear on hard rock where pile penetration into the rock formation is minimal is
controlled by the structural limit state of the pile. Pile capacity will depend on the cross-section
and the steel grade. The piles could be designed using a maximum working stress in the pile of
25 percent of the steel’s yield strength.
Piles should be installed in accordance with Section 514 of ODOT’s Standard Specifications for
Highway Construction. All piles should be driven until satisfactory driving resistance is
developed for the design load bearing capacity using an appropriate pile driving formula
approved by ODOT. In the event sufficient driving resistance is encountered before reaching
the anticipated tip elevations, pile driving could be terminated provided it appears the pile has
penetrated at least 1 foot into the bedrock. Pre-drilling may be required to achieve minimum
pile lengths due to shallow rock at the proposed abutment locations. Variations can occur in
the density and strength of the soil and the depth and quality of the bedrock. Because of the
high driving resistance anticipated in the bedrock materials, we recommend that the piles be
equipped with driving tips that can endure high driving stresses.
Driven pile foundations designed and constructed as recommended above are expected to
experience total settlements less than 1 inch.
4.2 Drilled Piers
We recommend drilled piers bear in the sandstone or shale bedrock. We understand a bridge
engineer will design drilled piers based on the Texas Cone penetrometer values provided on the
attached boring logs.
Geotechnical Engineering Report US-64 Bridge Over Cowskin Creek ■ Pawnee County, Oklahoma September 16, 2013 ■ Terracon Project No. 04135141
Responsive ■ Resourceful ■ Reliable 5
A heavy-duty drill rig equipped with a rock auger will be required to penetrate the bedrock.
Based on the results of the borings, casing will be required to maintain open pier excavations
and control water inflow. To facilitate pier construction, concrete should be on-site and ready for
placement as pier excavations are completed. A sufficient head of concrete should be
maintained in the casing as it is being pulled to prevent an influx of soft soil or water into the
excavations. Also, concrete having a slump of at least 5 inches should be used to prevent the
concrete from arching in the casing.
The following parameters could be used for the bedrock materials to input into the computer
program L-Pile for drilled shaft lateral load analysis:
Unit Weight (pcf) 1 Young’s Modulus (ksf)
2 K_rm
75 140,000 0.0005
1. Assumes water table at or above rock surface
2. Does not include factor of safety or LRFD resistance factor
4.3 Spread Footings
Spread footings used to support the south abutment (Borings B-6 and B-6A) should be
designed using the following parameters:
DESCRIPTION Design Resistance Factor1
Nominal Bearing 48 ksf 0.45
Allowable Bearing 16 ksf N/A
Bearing Material (depth) Sandstone (8.5 feet)
Estimated total settlement Less than ½ inch
1. From Table 10.5.5.2.2-1, AASHTO LRFD Bridge Design Specifications, 5th Ed, 2010.
Footing excavations should be free of loose and disturbed material, debris, and water when
concrete is placed. Concrete should be placed as soon as possible after excavation is
completed to reduce the potential for wetting, drying, or disturbance of the bearing materials.
We understand that you need a bearing pressure in the rock to analyze existing spread footings
at the interior bents. Footings at our boring locations could be analyzed using the following
parameters:
Geotechnical Engineering Report US-64 Bridge Over Cowskin Creek ■ Pawnee County, Oklahoma September 16, 2013 ■ Terracon Project No. 04135141
Responsive ■ Resourceful ■ Reliable 6
LOCATION DESCRIPTION Design Resistance Factor1
Boring B-2 Nominal Bearing 75 ksf 0.45
Allowable Bearing 25 ksf N/A
Boring B-3 Nominal Bearing 48 ksf 0.45
Allowable Bearing 16 ksf N/A
Boring B-4 Nominal Bearing 66 ksf 0.45
Allowable Bearing 22 ksf N/A
Boring B-5 Nominal Bearing 75 ksf 0.45
Allowable Bearing 25 ksf N/A
1. From Table 10.5.5.2.2-1, AASHTO LRFD Bridge Design Specifications, 5th Ed, 2010.
GENERAL COMMENTS 5.0
Terracon should be retained to review the final design plans and specifications so comments
can be made regarding interpretation and implementation of our geotechnical recommendations
in the design and specifications. Terracon also should be retained to provide observation and
testing services during grading, excavation, foundation construction and other earth-related
construction phases of the project.
The analysis and recommendations presented in this report are based upon the data obtained
from the borings performed at the indicated locations and from other information discussed in
this report. This report does not reflect variations that may occur between borings, across the
site, or due to the modifying effects of construction or weather. The nature and extent of such
variations may not become evident until during or after construction. If variations appear, we
should be immediately notified so that further evaluation and supplemental recommendations
can be provided.
The scope of services for this project does not include either specifically or by implication any
environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or
prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the
potential for such contamination or pollution, other studies should be undertaken.
This report has been prepared for the exclusive use of our client for specific application to the
project discussed and has been prepared in accordance with generally accepted geotechnical
engineering practices. No warranties, either express or implied, are intended or made. Site
safety, excavation support, and dewatering requirements are the responsibility of others. In the
event that changes in the nature, design, or location of the project as outlined in this report are
planned, the conclusions and recommendations contained in this report shall not be considered
valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this
report in writing.
APPENDIX A
FIELD EXPLORATION
Project Mngr:
Approved By:
Checked By:
Drawn By:
Project No.
Scale:
Date:
File No.Consulting Engineers and Scientists
EXHIBIT NO.
9522 EAST 47TH PLACE, UNIT D TULSA, OKLAHOMA 74146FAX. (918) 250-4570PH. (918) 250-0461
VER
DC
VER
MHH
04135141
SEE BAR SCALE
04135141
SEPTEMBER 2013
SITE LOCATION MAP
A-1GEOTECHNICAL EXPLORATION
U.S. 64 OVER COWSKIN CREEKPAWNEE COUNTY, OKLAHOMA
APPROXIMATE SITE LOCATION
© 2013 GOOGLE
N
APPROXIMATE SCALE IN FEET
1600 0 800 1600
Project Mngr:
Approved By:
Checked By:
Drawn By:
Project No.
Scale:
Date:
File No.Consulting Engineers and Scientists
EXHIBIT NO.
9522 EAST 47TH PLACE, UNIT D TULSA, OKLAHOMA 74146FAX. (918) 250-4570PH. (918) 250-0461
VER
DC
VER
MHH
04135141
SEE BAR SCALE
04135141
SEPTEMBER 2013
BORING LOCATION PLAN
A-2GEOTECHNICAL EXPLORATION
U.S. 64 OVER COWSKIN CREEKPAWNEE COUNTY, OKLAHOMA
BORI
NGST
ATIO
NOF
FSET
**EL
EV. (
FT)
B-1
24+8
011
' LT
763.1
B-2
25+8
632
' RT
725.0
B-3
26+4
425
' LT
724.6
B-4
27+2
026
' RT
724.6
B-5
27+6
516
' LT
725.0
B-6 &
B-6
A28
+80
11' R
T76
8.5
**OFF
SETS
BAS
ED O
N US
64 ℄
APP
ROXI
MATE
SCA
LE IN
FEE
T
600
3060
BENC
HMAR
K: C
HISL
ED "X
"EL
EVAT
ION
764.8
4 FEE
T
B-1
B-2
B-3
B-4
B-5
B-6 &
B-6
A
25+00
26+00
27+00
28+00
29+00
U.S.
64 ℄
COW
SKIN
CRE
EK C
HANN
EL ℄
EXIS
TING
BRI
DGE
PROP
OSED
PIE
R W
IDEN
ING
(TYP
.)
PROP
OSED
ABU
TMEN
T W
IDEN
ING
(TYP
.)
Geotechnical Engineering Report US-64 Bridge Over Cowskin Creek ■ Pawnee County, Oklahoma September 16, 2013 ■ Terracon Project No. 04135141
Responsive ■ Resourceful ■ Reliable Exhibit A-3
Field Exploration Description
The borings were performed at the approximate locations shown on the Boring Location Plan in
this Appendix. Terracon’s drill crew laid out the borings by measuring horizontal distances with a
cloth tape and estimating right angles. Surface elevations at the boring locations were
referenced to a chiseled “X” at the west side of the existing north abutment, which has a
reported elevation of 764.84 feet. The locations and elevations of the borings should be
considered accurate only to the degree implied by the means and methods used to define them.
The borings were advanced with an all-terrain rotary drill rig using wash boring techniques.
Temporary casing was used to support the side walls of the upper portion of the bore holes.
Representative samples were obtained by the split-barrel sampling procedure in which a
standard 2-inch, O.D. split-barrel sampling spoon that is driven into the bottom of the boring with
a 140-pound drive hammer falling 30 inches. The number of blows required to advance the
sampling spoon the last 12 inches, or less, of an 18-inch sampling interval or portion thereof, is
recorded as the standard penetration resistance value, N. The N value is used to estimate the
in-situ relative density of granular soils and, to a lesser degree of accuracy, the consistency of
cohesive soils and the hardness of weathered bedrock. The sampling depths, penetration
distances, and N values are reported on the boring logs. The samples were tagged for
identification, sealed to reduce moisture loss and returned to the laboratory for further
examination, testing and classification.
An automatic drive hammer was used to advance the split-barrel. A greater efficiency is
achieved with the automatic drive hammer compared to the conventional safety drive hammer
operated with a cathead and rope.
The drilling operation was supervised by a field engineer, who prepared field logs. The boring
logs include visual classifications of the materials encountered during drilling and the engineer’s
interpretation of subsurface conditions between samples. Based on the material’s texture, the
soil samples were described according to the attached General Notes and classified in
accordance with the Unified Soil Classification System. A brief description of the Unified
System is included in Appendix C. Rock descriptions are in general accordance with the
General Notes for Sedimentary Rock. Core samples and petrographic analysis may reveal
other rock types.
Core samples of bedrock materials were obtained using an NX-size diamond-bit core barrel.
The percentages of rock core recovered (%REC) and Rock Quality Designation (RQD) per
length of core run are shown on the boring logs. The RQD is an index obtained by summing the
lengths of rock core pieces that are 4 inches in length or longer divided by the total length of
core run. The percent recovery and RQD values are shown on the boring logs in Appendix A.
As required by the Oklahoma Water Resources Board, any borings deeper than 20 feet, or
borings which encounter groundwater or contaminated materials must be grouted or plugged in
Geotechnical Engineering Report US-64 Bridge Over Cowskin Creek ■ Pawnee County, Oklahoma September 16, 2013 ■ Terracon Project No. 04135141
Responsive ■ Resourceful ■ Reliable Exhibit A-3
accordance with Oklahoma State statutes. One boring log must also be submitted to the
Oklahoma Water Resources Board for each 10 acres of project site area. Terracon backfilled
the borings to comply with the Oklahoma Water Resources Board requirements.
13.5
18.5
23.5
28.5
12" Concrete6" Aggregate Base6" SandFILL - SANDY LEAN CLAY , with gravel, dark yellowish-brown(10YR 3/6) and gray (10YR 5/1)
(light olive-brown (2.5Y 5/6) below 8.5 feet)
FILL - LEAN CLAY , with sand, olive-brown (10YR 3/2) anddark grayish-brown (2.5Y 3/2)
FILL - SILT , with sand, very dark grayish-brown (2.5Y 3/2)
FILL - SILTY SAND , trace gravel, yellow (2.5Y 7/6)
FILL - LEAN CLAY , trace sand, yellowish-red (5YR 5/6)
(dark yellowish-brown (10YR 4/4) below 33.5 feet)
14
14
15
15
14
9
17
16
749.5
744.5
739.5
734.5
54
77
72
31
91
18
16
22
28
16
19
21
19
2-2-5N=72-2-3N=5
3-5-5N=10
2-2-3N=5
2-4-6N=10
6-4-3N=7
5-4-5N=9
2-2-5N=7
33-20-13
41-23-18
NP
NP
30-17-13
Hammer Type: Automatic+Classification estimated from disturbed or core samples.Petrographic analysis may reveal other rock types.
Stratification lines are approximate. In-situ, the transition may be gradual.
LOCATION
DEPTH
GR
AP
HIC
LO
G See Exhibit A-2
Station: 24+80 Offset: 11' LT
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
041
351
41.G
PJ
Pawnee County, OklahomaSITE:
WATER LEVEL OBSERVATIONS
Page 1 of 3
Advancement Method:Power Auger to 10 feetWash Bore below 10 feet
Abandonment Method:Backfilled with cuttings above 4’; grouted 4’ to 14’; backfilledwith cuttings from 14’ to termination depth.
,
Notes:
Project No.: 04135141
Drill Rig: ATV
Boring Started: 8/15/2013
BORING LOG NO. B-1GARVER, LLC.CLIENT:
Driller: SB
Boring Completed: 8/15/2013
A-4
30 ft 30 feet after drilling
See Appendix C for explanation of symbols andabbreviations.
See Appendix B for description of laboratoryprocedures and additional data (if any).
Exhibit:
See Exhibit A-3 for description of field procedures.
none to 10 feet while drilling
PROJECT: US-64 over Cowskin Creek
UN
CO
NF
INE
DC
OM
PR
ES
SIV
ES
TR
EN
GT
H (
psi)
RE
CO
VE
RY
(In
.)
ELEVATION (Ft.)
PE
RC
EN
T F
INE
S
WA
TE
RC
ON
TE
NT
(%
)
FIE
LD T
ES
TR
ES
ULT
S
DE
PT
H (
Ft.)
5
10
15
20
25
30
35
SA
MP
LE T
YP
E
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
Surface Elev.: 763.1 (Ft.)
ATTERBERGLIMITS
LL-PL-PI
38.5
43.5
48.5
66.5
FILL - LEAN CLAY , trace sand, yellowish-red (5YR 5/6)(continued)
FILL - SANDY SILT , dark yellowish-brown (10YR 3/6)
FILL - POORLY GRADED SAND , with sandstone fragments,gray (2.5Y 6/1)
SILTY SAND (SM), very dark grayish-brown (2.5Y 3/2), looseto medium dense
SHALE+, gray (2.5Y 6/1), soft to moderately hard
18
17
16
9
16
16
3
724.5
719.5
714.5
696.5
65
42
24
16
17
18
21
20
18
2-3-3N=6
15-21-10N=31
3-5-5N=10
8-12-8N=20
2-2-2N=4
3-3-3N=6
N=50/3"
50/7/8"50/9/16"
NP
NP
Hammer Type: Automatic+Classification estimated from disturbed or core samples.Petrographic analysis may reveal other rock types.
Stratification lines are approximate. In-situ, the transition may be gradual.
LOCATION
DEPTH
GR
AP
HIC
LO
G See Exhibit A-2
Station: 24+80 Offset: 11' LT
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
041
351
41.G
PJ
Pawnee County, OklahomaSITE:
WATER LEVEL OBSERVATIONS
Page 2 of 3
Advancement Method:Power Auger to 10 feetWash Bore below 10 feet
Abandonment Method:Backfilled with cuttings above 4’; grouted 4’ to 14’; backfilledwith cuttings from 14’ to termination depth.
,
Notes:
Project No.: 04135141
Drill Rig: ATV
Boring Started: 8/15/2013
BORING LOG NO. B-1GARVER, LLC.CLIENT:
Driller: SB
Boring Completed: 8/15/2013
A-4
30 ft 30 feet after drilling
See Appendix C for explanation of symbols andabbreviations.
See Appendix B for description of laboratoryprocedures and additional data (if any).
Exhibit:
See Exhibit A-3 for description of field procedures.
none to 10 feet while drilling
PROJECT: US-64 over Cowskin Creek
UN
CO
NF
INE
DC
OM
PR
ES
SIV
ES
TR
EN
GT
H (
psi)
RE
CO
VE
RY
(In
.)
ELEVATION (Ft.)
PE
RC
EN
T F
INE
S
WA
TE
RC
ON
TE
NT
(%
)
FIE
LD T
ES
TR
ES
ULT
S
DE
PT
H (
Ft.)
40
45
50
55
60
65
70
SA
MP
LE T
YP
E
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
Surface Elev.: 763.1 (Ft.)
ATTERBERGLIMITS
LL-PL-PI
100.1
SHALE+, gray (2.5Y 6/1), soft to moderately hard (continued)
Boring Terminated at 100.1 Feet663
50/2-7/8"50/2-5/8"
50/1/2"50/1/16"
50/9/16"50/3/16"
50/3/4"50/1/4"
50/3/8"50/1/8"
50/1/2"50/1/8"
Hammer Type: Automatic+Classification estimated from disturbed or core samples.Petrographic analysis may reveal other rock types.
Stratification lines are approximate. In-situ, the transition may be gradual.
LOCATION
DEPTH
GR
AP
HIC
LO
G See Exhibit A-2
Station: 24+80 Offset: 11' LT
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
041
351
41.G
PJ
Pawnee County, OklahomaSITE:
WATER LEVEL OBSERVATIONS
Page 3 of 3
Advancement Method:Power Auger to 10 feetWash Bore below 10 feet
Abandonment Method:Backfilled with cuttings above 4’; grouted 4’ to 14’; backfilledwith cuttings from 14’ to termination depth.
,
Notes:
Project No.: 04135141
Drill Rig: ATV
Boring Started: 8/15/2013
BORING LOG NO. B-1GARVER, LLC.CLIENT:
Driller: SB
Boring Completed: 8/15/2013
A-4
30 ft 30 feet after drilling
See Appendix C for explanation of symbols andabbreviations.
See Appendix B for description of laboratoryprocedures and additional data (if any).
Exhibit:
See Exhibit A-3 for description of field procedures.
none to 10 feet while drilling
PROJECT: US-64 over Cowskin Creek
UN
CO
NF
INE
DC
OM
PR
ES
SIV
ES
TR
EN
GT
H (
psi)
RE
CO
VE
RY
(In
.)
ELEVATION (Ft.)
PE
RC
EN
T F
INE
S
WA
TE
RC
ON
TE
NT
(%
)
FIE
LD T
ES
TR
ES
ULT
S
DE
PT
H (
Ft.)
75
80
85
90
95
100
SA
MP
LE T
YP
E
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
Surface Elev.: 763.1 (Ft.)
ATTERBERGLIMITS
LL-PL-PI
5.0
12.0
21.0
27.0
29.0
water (Cowskin Creek)
FINE SAND (SP), light yellowish-brown (2.5Y 6/4) andolive-yellow (2.5Y 6/8), dense
FINE SAND (SP), dark yellowish-brown (10YR 3/6) and gray(10YR 5/2), loose
SANDY LEAN CLAY (CL), with sand seams, very dark gray(2.5Y 3/1), very soft
FINE SAND (SP), with sandstone gravel, dark gray (2.5Y 4/1)
SANDSTONE+, trace shale seams, gray (2.5Y 5/1), poorlycemented to cemented
13
6
13
8
11
2
720
713
704
698
696
17
25
28
19
12
9-11-19N=30
1-2-1N=3
1-2-3N=5
0-0-0N=0
11-4-4N=8
N=50/2"50/9/16"50/5/16"
50/5/16"50/3/16"
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
LOCATION
DEPTH
GR
AP
HIC
LO
G See Exhibit A-2
Station: 25+86 Offset: 32' RT
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
041
351
41.G
PJ
Pawnee County, OklahomaSITE:
Boring located in Cowskin CreekWATER LEVEL OBSERVATIONS
Page 1 of 2
Advancement Method:Wash Bore
Abandonment Method:
,
Notes:
Project No.: 04135141
Drill Rig: ATV
Boring Started: 8/27/2013
BORING LOG NO. B-2GARVER, LLC.CLIENT:
Driller: SZ
Boring Completed: 8/27/2013
A-5
See Appendix C for explanation of symbols andabbreviations.
See Appendix B for description of laboratoryprocedures and additional data (if any).
Exhibit:
See Exhibit A-3 for description of field procedures.
PROJECT: US-64 over Cowskin Creek
UN
CO
NF
INE
DC
OM
PR
ES
SIV
ES
TR
EN
GT
H (
psi)
RE
CO
VE
RY
(In
.)
ELEVATION (Ft.)
PE
RC
EN
T F
INE
S
WA
TE
RC
ON
TE
NT
(%
)
FIE
LD T
ES
TR
ES
ULT
S
DE
PT
H (
Ft.)
5
10
15
20
25
30
35
SA
MP
LE T
YP
E
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
Surface Elev.: 725.0 (Ft.)
ATTERBERGLIMITS
LL-PL-PI
46.0
59.0
SANDSTONE+, trace shale seams, gray (2.5Y 5/1), poorlycemented to cemented (continued)
SHALE+, with sandstone seams, gray (2.5Y 5/1), soft tomoderately hard
Boring Terminated at 59.1 Feet
679
666
50/1/2"50/3/16"
50/5/16"50/0"
50/5/8"50/1/4"
50/5/16"50/3/16"
50/1/2"50/1/4"
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
LOCATION
DEPTH
GR
AP
HIC
LO
G See Exhibit A-2
Station: 25+86 Offset: 32' RT
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
041
351
41.G
PJ
Pawnee County, OklahomaSITE:
Boring located in Cowskin CreekWATER LEVEL OBSERVATIONS
Page 2 of 2
Advancement Method:Wash Bore
Abandonment Method:
,
Notes:
Project No.: 04135141
Drill Rig: ATV
Boring Started: 8/27/2013
BORING LOG NO. B-2GARVER, LLC.CLIENT:
Driller: SZ
Boring Completed: 8/27/2013
A-5
See Appendix C for explanation of symbols andabbreviations.
See Appendix B for description of laboratoryprocedures and additional data (if any).
Exhibit:
See Exhibit A-3 for description of field procedures.
PROJECT: US-64 over Cowskin Creek
UN
CO
NF
INE
DC
OM
PR
ES
SIV
ES
TR
EN
GT
H (
psi)
RE
CO
VE
RY
(In
.)
ELEVATION (Ft.)
PE
RC
EN
T F
INE
S
WA
TE
RC
ON
TE
NT
(%
)
FIE
LD T
ES
TR
ES
ULT
S
DE
PT
H (
Ft.)
40
45
50
55
SA
MP
LE T
YP
E
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
Surface Elev.: 725.0 (Ft.)
ATTERBERGLIMITS
LL-PL-PI
10.0
21.0
27.0
36.5
water (Cowskin Creek)
LEAN CLAY (CL), black (10YR 2/1), very soft
FINE SAND (SP), light olive-brown (2.5Y 5/4), loose
SANDSTONE+, light olive-brown (2.5Y 5/4), poorly cementedto cemented
18
6
3
714.5
703.5
697.5
688
18
17
0-0-0N=0
4-5-2N=7
N=50/3"50/13/16"50/3/8"
50/1/2"50/1/8"
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
LOCATION
DEPTH
GR
AP
HIC
LO
G See Exhibit A-2
Station: 26+44 Offset: 25' LT
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
041
351
41.G
PJ
Pawnee County, OklahomaSITE:
Boring located in Cowskin CreekWATER LEVEL OBSERVATIONS
Page 1 of 2
Advancement Method:Wash Bore
Abandonment Method:
,
Notes:
Project No.: 04135141
Drill Rig: ATV
Boring Started: 8/28/2013
BORING LOG NO. B-3GARVER, LLC.CLIENT:
Driller: SZ
Boring Completed: 8/28/2013
A-6
See Appendix C for explanation of symbols andabbreviations.
See Appendix B for description of laboratoryprocedures and additional data (if any).
Exhibit:
See Exhibit A-3 for description of field procedures.
PROJECT: US-64 over Cowskin Creek
UN
CO
NF
INE
DC
OM
PR
ES
SIV
ES
TR
EN
GT
H (
psi)
RE
CO
VE
RY
(In
.)
ELEVATION (Ft.)
PE
RC
EN
T F
INE
S
WA
TE
RC
ON
TE
NT
(%
)
FIE
LD T
ES
TR
ES
ULT
S
DE
PT
H (
Ft.)
5
10
15
20
25
30
35
SA
MP
LE T
YP
E
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
Surface Elev.: 724.6 (Ft.)
ATTERBERGLIMITS
LL-PL-PI
41.5
46.5
51.0
57.1
SHALE+, light olive-brown (2.5Y 5/4), soft
SANDSTONE+, light olive-brown (2.5Y 5/4), poorly cemented
SANDSTONE+, with interbedded shale seams, lightolive-brown (2.5Y 5/4), poorly cemented
SANDSTONE+, light olive-brown (2.5Y 5/4), poorly cemented
Boring Terminated at 57.1 Feet
683
678
673.5
667.5
50/2-3/4"50/1-1/8"
50/9/16"50/3/16"
50/9/16"50/1/8"
50/15/16"50/1/4"
50/5/8"50/5/16"
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
LOCATION
DEPTH
GR
AP
HIC
LO
G See Exhibit A-2
Station: 26+44 Offset: 25' LT
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
041
351
41.G
PJ
Pawnee County, OklahomaSITE:
Boring located in Cowskin CreekWATER LEVEL OBSERVATIONS
Page 2 of 2
Advancement Method:Wash Bore
Abandonment Method:
,
Notes:
Project No.: 04135141
Drill Rig: ATV
Boring Started: 8/28/2013
BORING LOG NO. B-3GARVER, LLC.CLIENT:
Driller: SZ
Boring Completed: 8/28/2013
A-6
See Appendix C for explanation of symbols andabbreviations.
See Appendix B for description of laboratoryprocedures and additional data (if any).
Exhibit:
See Exhibit A-3 for description of field procedures.
PROJECT: US-64 over Cowskin Creek
UN
CO
NF
INE
DC
OM
PR
ES
SIV
ES
TR
EN
GT
H (
psi)
RE
CO
VE
RY
(In
.)
ELEVATION (Ft.)
PE
RC
EN
T F
INE
S
WA
TE
RC
ON
TE
NT
(%
)
FIE
LD T
ES
TR
ES
ULT
S
DE
PT
H (
Ft.)
40
45
50
55
SA
MP
LE T
YP
E
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
Surface Elev.: 724.6 (Ft.)
ATTERBERGLIMITS
LL-PL-PI
9.0
15.0
17.5
21.5
33.0
water (Cowskin Creek)
LEAN CLAY (CL), black (10YR 2/1), very soft
CLAYEY GRAVEL WITH SAND (GC), black (10YR 2/1),medium dense
SANDSTONE+, light yellowish-brown (2.5Y 6/4), poorlycemented
SHALE+, light yellowish-brown (2.5Y 6/4), soft
SANDSTONE+, light yellowish-brown (2.5Y 6/4), cemented
18
8
715.5
709.5
707
703
691.5
67
15
0-0-0N=0
19-50/6"N=50/6"
50/2"50/1-3/8"
50/1-1/4"50/7/16"
50/1-1/4"50/1/8"
50/1-5/16"50/1/2"
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
LOCATION
DEPTH
GR
AP
HIC
LO
G See Exhibit A-2
Station: 27+20 Offset: 26' RT
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
041
351
41.G
PJ
Pawnee County, OklahomaSITE:
Boring located in Cowskin CreekWATER LEVEL OBSERVATIONS
Page 1 of 2
Advancement Method:Wash Bore
Abandonment Method:
,
Notes:
Project No.: 04135141
Drill Rig: ATV
Boring Started: 8/28/2013
BORING LOG NO. B-4GARVER, LLC.CLIENT:
Driller: SZ
Boring Completed: 8/28/2013
A-7
See Appendix C for explanation of symbols andabbreviations.
See Appendix B for description of laboratoryprocedures and additional data (if any).
Exhibit:
See Exhibit A-3 for description of field procedures.
PROJECT: US-64 over Cowskin Creek
UN
CO
NF
INE
DC
OM
PR
ES
SIV
ES
TR
EN
GT
H (
psi)
RE
CO
VE
RY
(In
.)
ELEVATION (Ft.)
PE
RC
EN
T F
INE
S
WA
TE
RC
ON
TE
NT
(%
)
FIE
LD T
ES
TR
ES
ULT
S
DE
PT
H (
Ft.)
5
10
15
20
25
30
35
SA
MP
LE T
YP
E
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
Surface Elev.: 724.6 (Ft.)
ATTERBERGLIMITS
LL-PL-PI
38.0
44.0
47.1
SANDSTONE+, light yellowish-brown (2.5Y 6/4), cemented(continued)SHALE+, with interbedded sandstone seams, lightyellowish-brown (2.5Y 6/4), moderately hard
SANDSTONE+, light yellowish-brown (2.5Y 6/4), cemented
Boring Terminated at 47.1 Feet
686.5
680.5
677.5
50/7/8"50/1/4"
50/1/2"50/1/8"
50/9/16"50/5/16"
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
LOCATION
DEPTH
GR
AP
HIC
LO
G See Exhibit A-2
Station: 27+20 Offset: 26' RT
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
041
351
41.G
PJ
Pawnee County, OklahomaSITE:
Boring located in Cowskin CreekWATER LEVEL OBSERVATIONS
Page 2 of 2
Advancement Method:Wash Bore
Abandonment Method:
,
Notes:
Project No.: 04135141
Drill Rig: ATV
Boring Started: 8/28/2013
BORING LOG NO. B-4GARVER, LLC.CLIENT:
Driller: SZ
Boring Completed: 8/28/2013
A-7
See Appendix C for explanation of symbols andabbreviations.
See Appendix B for description of laboratoryprocedures and additional data (if any).
Exhibit:
See Exhibit A-3 for description of field procedures.
PROJECT: US-64 over Cowskin Creek
UN
CO
NF
INE
DC
OM
PR
ES
SIV
ES
TR
EN
GT
H (
psi)
RE
CO
VE
RY
(In
.)
ELEVATION (Ft.)
PE
RC
EN
T F
INE
S
WA
TE
RC
ON
TE
NT
(%
)
FIE
LD T
ES
TR
ES
ULT
S
DE
PT
H (
Ft.)
40
45
SA
MP
LE T
YP
E
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
Surface Elev.: 724.6 (Ft.)
ATTERBERGLIMITS
LL-PL-PI
4.0
5.0
8.0
10.5
19.5
31.5
34.5
water (Cowskin Creek)
LEAN CLAY (CL), with sandstone fragments, olive-brown(2.5Y 4/4), very softWEATHERED SANDSTONE+, olive-brown (2.5Y 4/4), poorlycemented
SHALEY FAT CLAY (CH), strong brown (7.5YR 4/6) and darkgray (7.5YR 4/1), very stiff
SHALE+, with interbedded sandstone seams, light olive-brown(2.5Y 5/4) and dark gray (2.5Y 4/1), soft to moderately hard
SANDSTONE+, with shale seams, light olive-brown (2.5Y 5/4)and dark gray (2.5Y 4/1), cemented
SHALE+, with sandstone seams, light olive-brown (2.5Y 5/4)and dark gray (2.5Y 4/1), moderately hard
SANDSTONE+, with shale seams, light olive-brown (2.5Y 5/4)and dark gray (2.5Y 4/1), cemented
5
9
3
721
720
717
714.5
705.5
693.5
690.5
14
19
24
0-0-8N=8
14-10-10N=20
N=50/3"50/1-1/16"50/3/16"
50/7/8"50/3/8"
50/3/4"50/1/4"
50/1/2"50/1/8"
50/3/4"50/1/8"
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
LOCATION
DEPTH
GR
AP
HIC
LO
G See Exhibit A-2
Station: 27+65 Offset: 16' LT
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
041
351
41.G
PJ
Pawnee County, OklahomaSITE:
Boring located in Cowskin CreekWATER LEVEL OBSERVATIONS
Page 1 of 2
Advancement Method:Wash Bore
Abandonment Method:
,
Notes:
Project No.: 04135141
Drill Rig: ATV
Boring Started: 8/27/2013
BORING LOG NO. B-5GARVER, LLC.CLIENT:
Driller: SZ
Boring Completed: 8/27/2013
A-8
See Appendix C for explanation of symbols andabbreviations.
See Appendix B for description of laboratoryprocedures and additional data (if any).
Exhibit:
See Exhibit A-3 for description of field procedures.
PROJECT: US-64 over Cowskin Creek
UN
CO
NF
INE
DC
OM
PR
ES
SIV
ES
TR
EN
GT
H (
psi)
RE
CO
VE
RY
(In
.)
ELEVATION (Ft.)
PE
RC
EN
T F
INE
S
WA
TE
RC
ON
TE
NT
(%
)
FIE
LD T
ES
TR
ES
ULT
S
DE
PT
H (
Ft.)
5
10
15
20
25
30
35
SA
MP
LE T
YP
E
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
Surface Elev.: 725.0 (Ft.)
ATTERBERGLIMITS
LL-PL-PI
42.1
SANDSTONE+, with shale seams, light olive-brown (2.5Y 5/4)and dark gray (2.5Y 4/1), cemented (continued)
Boring Terminated at 42.1 Feet683
50/5/16"50/1/8"
50/1/8"50/1/8"
Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.
LOCATION
DEPTH
GR
AP
HIC
LO
G See Exhibit A-2
Station: 27+65 Offset: 16' LT
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
041
351
41.G
PJ
Pawnee County, OklahomaSITE:
Boring located in Cowskin CreekWATER LEVEL OBSERVATIONS
Page 2 of 2
Advancement Method:Wash Bore
Abandonment Method:
,
Notes:
Project No.: 04135141
Drill Rig: ATV
Boring Started: 8/27/2013
BORING LOG NO. B-5GARVER, LLC.CLIENT:
Driller: SZ
Boring Completed: 8/27/2013
A-8
See Appendix C for explanation of symbols andabbreviations.
See Appendix B for description of laboratoryprocedures and additional data (if any).
Exhibit:
See Exhibit A-3 for description of field procedures.
PROJECT: US-64 over Cowskin Creek
UN
CO
NF
INE
DC
OM
PR
ES
SIV
ES
TR
EN
GT
H (
psi)
RE
CO
VE
RY
(In
.)
ELEVATION (Ft.)
PE
RC
EN
T F
INE
S
WA
TE
RC
ON
TE
NT
(%
)
FIE
LD T
ES
TR
ES
ULT
S
DE
PT
H (
Ft.)
40
SA
MP
LE T
YP
E
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
Surface Elev.: 725.0 (Ft.)
ATTERBERGLIMITS
LL-PL-PI
8.5
10.0
12.0
17.0
22.0
12" Concrete6" Aggregate BaseFILL - SILTY SAND , brownish-yellow (10YR 6/8)
SANDSTONE+, pale brown (2.5Y 8/4), poorly cemented
SANDSTONE+, olive-yellow (2.5Y 6/6), poorly cemented
(cemented below 11.5 feet)
SANDSTONE+, with interbedded shale seams, sandy lean clayseams, and roots, olive-yellow (2.5Y 6/6) and gray (2.5Y 6/1),cemented
SHALE+, with sandstone seams, olive-brown (2.5Y 4/3) andolive-yellow (2.5Y 6/6), soft to moderately hard
SHALE+, dark gray (2.5Y 4/1), soft to moderately hard
100
110
150
200
120
11
14
12760
758.5
756.5
751.5
746.5
30
13
12
9
4-4-4N=8
5-3-15N=18
46-50/6"N=50/6"
REC=71%RQD=21%
REC=70%RQD=35%
REC=100%RQD=93%
REC=100%RQD=98%
REC=80%RQD=77%
REC=100%RQD=98%
NP
Hammer Type: Automatic+Classification estimated from disturbed or core samples.Petrographic analysis may reveal other rock types.
Stratification lines are approximate. In-situ, the transition may be gradual.
LOCATION
DEPTH
GR
AP
HIC
LO
G See Exhibit A-2
Station: 28+80 Offset: 11' RT
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
041
351
41.G
PJ
Pawnee County, OklahomaSITE:
WATER LEVEL OBSERVATIONS
Page 1 of 2
Advancement Method:Power Auger to 10 feetWash Bore below 10 feet
Abandonment Method:Backfilled with cuttings above 4’; grouted 4’ to 14’; backfilledwith cuttings from 14’ to termination depth.
,
Notes:
Project No.: 04135141
Drill Rig: ATV
Boring Started: 8/15/2013
BORING LOG NO. B-6GARVER, LLC.CLIENT:
Driller: SB
Boring Completed: 8/15/2013
A-9
22 ft 22 feet after drilling
See Appendix C for explanation of symbols andabbreviations.
See Appendix B for description of laboratoryprocedures and additional data (if any).
Exhibit:
See Exhibit A-3 for description of field procedures.
none to 10 feet while drilling
PROJECT: US-64 over Cowskin Creek
UN
CO
NF
INE
DC
OM
PR
ES
SIV
ES
TR
EN
GT
H (
psi)
RE
CO
VE
RY
(In
.)
ELEVATION (Ft.)
PE
RC
EN
T F
INE
S
WA
TE
RC
ON
TE
NT
(%
)
FIE
LD T
ES
TR
ES
ULT
S
DE
PT
H (
Ft.)
5
10
15
20
25
30
35
SA
MP
LE T
YP
E
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
Surface Elev.: 768.5 (Ft.)
ATTERBERGLIMITS
LL-PL-PI
42.0
SHALE+, dark gray (2.5Y 4/1), soft to moderately hard(continued)
Boring Terminated at 42 Feet
140
726.5
REC=100%RQD=95%
Hammer Type: Automatic+Classification estimated from disturbed or core samples.Petrographic analysis may reveal other rock types.
Stratification lines are approximate. In-situ, the transition may be gradual.
LOCATION
DEPTH
GR
AP
HIC
LO
G See Exhibit A-2
Station: 28+80 Offset: 11' RT
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
041
351
41.G
PJ
Pawnee County, OklahomaSITE:
WATER LEVEL OBSERVATIONS
Page 2 of 2
Advancement Method:Power Auger to 10 feetWash Bore below 10 feet
Abandonment Method:Backfilled with cuttings above 4’; grouted 4’ to 14’; backfilledwith cuttings from 14’ to termination depth.
,
Notes:
Project No.: 04135141
Drill Rig: ATV
Boring Started: 8/15/2013
BORING LOG NO. B-6GARVER, LLC.CLIENT:
Driller: SB
Boring Completed: 8/15/2013
A-9
22 ft 22 feet after drilling
See Appendix C for explanation of symbols andabbreviations.
See Appendix B for description of laboratoryprocedures and additional data (if any).
Exhibit:
See Exhibit A-3 for description of field procedures.
none to 10 feet while drilling
PROJECT: US-64 over Cowskin Creek
UN
CO
NF
INE
DC
OM
PR
ES
SIV
ES
TR
EN
GT
H (
psi)
RE
CO
VE
RY
(In
.)
ELEVATION (Ft.)
PE
RC
EN
T F
INE
S
WA
TE
RC
ON
TE
NT
(%
)
FIE
LD T
ES
TR
ES
ULT
S
DE
PT
H (
Ft.)
40
SA
MP
LE T
YP
E
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
Surface Elev.: 768.5 (Ft.)
ATTERBERGLIMITS
LL-PL-PI
8.5
17.0
Not sampled see log of boring B-6
SANDSTONE+, poorly cemented to cemented
SHALE+, soft to moderately hard
760
751.5
50/1/4"50/5/16"
50/2-1/2"50/1-15/16"
50/1-1/4"50/3/4"
50/3/4"50/1-1/2"
50/1-7/8"50/1-1/16"
50/2-3/16"50/2-3/8"
Hammer Type: Automatic+Classification estimated from disturbed or core samples.Petrographic analysis may reveal other rock types.
Stratification lines are approximate. In-situ, the transition may be gradual.
LOCATION
DEPTH
GR
AP
HIC
LO
G See Exhibit A-2
Station: 28+80 Offset: 11' RT
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
041
351
41.G
PJ
Pawnee County, OklahomaSITE:
WATER LEVEL OBSERVATIONS
Page 1 of 2
Advancement Method:Power Auger to 10 feetWash Bore below 10 feet
Abandonment Method:Backfilled with cuttings above 4’; grouted 4’ to 14’; backfilledwith cuttings from 14’ to termination depth.
,
Notes:
Project No.: 04135141
Drill Rig: ATV
Boring Started: 8/15/2013
BORING LOG NO. B-6AGARVER, LLC.CLIENT:
Driller: SB
Boring Completed: 8/15/2013
A-10
See Appendix C for explanation of symbols andabbreviations.
See Appendix B for description of laboratoryprocedures and additional data (if any).
Exhibit:
See Exhibit A-3 for description of field procedures.
none to 10 feet while drilling
PROJECT: US-64 over Cowskin Creek
UN
CO
NF
INE
DC
OM
PR
ES
SIV
ES
TR
EN
GT
H (
psi)
ELEVATION (Ft.)
PE
RC
EN
T F
INE
S
WA
TE
RC
ON
TE
NT
(%
)
FIE
LD T
ES
TR
ES
ULT
S
DE
PT
H (
Ft.)
5
10
15
20
25
30
35
SA
MP
LE T
YP
E
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
Surface Elev.: 768.5 (Ft.)
ATTERBERGLIMITS
LL-PL-PI
40.1
SHALE+, soft to moderately hard (continued)
Boring Terminated at 40.1 Feet728.5 50/1-1/8"
50/1/2"
Hammer Type: Automatic+Classification estimated from disturbed or core samples.Petrographic analysis may reveal other rock types.
Stratification lines are approximate. In-situ, the transition may be gradual.
LOCATION
DEPTH
GR
AP
HIC
LO
G See Exhibit A-2
Station: 28+80 Offset: 11' RT
TH
IS B
OR
ING
LO
G IS
NO
T V
ALI
D IF
SE
PA
RA
TE
D F
RO
M O
RIG
INA
L R
EP
OR
T.
GE
O S
MA
RT
LO
G-N
O W
ELL
041
351
41.G
PJ
Pawnee County, OklahomaSITE:
WATER LEVEL OBSERVATIONS
Page 2 of 2
Advancement Method:Power Auger to 10 feetWash Bore below 10 feet
Abandonment Method:Backfilled with cuttings above 4’; grouted 4’ to 14’; backfilledwith cuttings from 14’ to termination depth.
,
Notes:
Project No.: 04135141
Drill Rig: ATV
Boring Started: 8/15/2013
BORING LOG NO. B-6AGARVER, LLC.CLIENT:
Driller: SB
Boring Completed: 8/15/2013
A-10
See Appendix C for explanation of symbols andabbreviations.
See Appendix B for description of laboratoryprocedures and additional data (if any).
Exhibit:
See Exhibit A-3 for description of field procedures.
none to 10 feet while drilling
PROJECT: US-64 over Cowskin Creek
UN
CO
NF
INE
DC
OM
PR
ES
SIV
ES
TR
EN
GT
H (
psi)
ELEVATION (Ft.)
PE
RC
EN
T F
INE
S
WA
TE
RC
ON
TE
NT
(%
)
FIE
LD T
ES
TR
ES
ULT
S
DE
PT
H (
Ft.)
40
SA
MP
LE T
YP
E
WA
TE
R L
EV
EL
OB
SE
RV
AT
ION
S
Surface Elev.: 768.5 (Ft.)
ATTERBERGLIMITS
LL-PL-PI
Consulting Engineers and Scientists
9522 EAST 47TH PLACE, UNIT D TULSA, OKLAHOMA 74146FAX. (918) 250-4570PH. (918) 250-0461
2 ~ ; ~ ; C>
§ ~ c:: 0 "" "-
§ "" C>
i,; 0 "-... "' ~ :z §
"' 0 2 0 "" ... "' i f;
"' lo. 9
~ b z: !Q .,, g .,, z ii< g
]Z_ "' :;: ....
Boring No. B-1 Surface Elev. (Ft.): 763.1
Boring No. B-2 Surface Elev. (Ft.): 725.0
Boring No. B-3 Surface Elev. (Ft.): 724.6
0 SPT-1·N=7
;SOIL REC=14 °(1n.)-SPT-2;N=5 r-s
;SOIL REC=14 (In.) D01'1t---, LL= 33; PL= 20; Pl=13
SPT-3;N=10/10 ;SOIL REC=15 (In.)
SPT-4;N=5 ;SOIL REC=15 (In.)~
LL= 41; PL= 23; Pl=18 SPT-5;N=10
;SOIL REC=14 (In.)~ LL= NP; PL= NP; Pl=NP tool---...
SPT-6;N=7 ;SOIL REC=9 (In.)~
LL= NP; PL= NP; Pl=NP SPT-7;N=9
;SOIL REC=17 (In.)~ LL= 30; PL= 17; Pl=13
SPT-8;N=7 ;SOIL REC=16 (In.)~
SPT-9;N=6 ;SOIL REC=18 (ln.)--40-
ll= NP; PL= NP; Pl=NP
SPT-1 O;N=31 __ ;SOIL REC=17 (In.) 45
SPT-1 t;N=10 ;SOIL REC=16 (ln.)----so
LL= NP; PL= NP; Pl=NP
SPT-12;N=20 ;SOIL REC=9 (ln.)-----SS
SPT-13;N=4 ;SOIL REC=16 (ln.)--60-
SPT-14;N=6 __ ;SOIL REC=l 6 (In.) 65
SPT-15;SOIL REC=3 (ln.)-
TCP 50/7/8"~ 50/9/16"
TCP 50/2-7/8"~ 50/2-5/8"
TCP 50/1/2"~ 50/1/16"
TCP 50/9/16"~ 50/3/16"
TCP 50/3/4"~ 50/1/4"
TCP 50/3/8"~ 50/1/8"
TCP 50/1/2"~ 50/1/8"
6" Aggregate Base 6" Sand fill - SANDY I.UN CW , with gravel, dark yellowish-brawn (1 OYR 3/6) and gray (10YR 5/1) 12" Concrete (light olive-brawn (2.5Y 5/6) below 8.5 feet) fill - LEAN CW , with sand, ollve-brown ( 1 CYR 3/2) and dark grayish-brawn (2.5Y 3/2) Fill - SILT , with sand, very dark grayish-brawn (2.5Y 3/2) Fill - SILTY SAND , trace gravel, yellow (2.5Y 7 /6)
Fill - LEAN CLAY , trace sand, yellowlsh-red (5YR 5/6) (dark yellowish-brown (10YR 4/ 4) below 33.5 feet) fill - SANDY SILT , dark yellowish-brawn (1 OYR 3/6)
Fill - POORLY GRADED SAND , with sandstone fragments, gray (2.5Y 6/1)
SILTY SANO (SM). very dark grayish-brown (2.5Y 3/2), loose to medium dense
.511AL£±, gray (2.5Y 6/1 ), soft to moderately hard
LIGEND
5
SPT-1;N=30 __ ;SOIL REC=13 (In.) 10
SPT-2;N=3 ;SOIL REC=6 (ln.)--
15 . SPT-3;N=5 : :
;SOIL REC=13 (In.) __ _ 20
SPT-4;N=O ;SOIL REC=8 (ln.)--
25 SPT-5;N=8 __ _
;SOIL REC=11 (In.) SPT-6;SOIL REC=2 (ln.)7 30
TCP 50/9/16" 50/5/16" /35
TCP 50/5/16"/ 50/3/16" (40
TCP 50/1/2"/ 50/3/16" ~
TCP 50/5/15•/ 50/0" {50
TCP 50/5/8"/ 50/1/4" /55
TCP 50/5/16"/ 50/3/16" r---
TCP 50/1/2"/ 50/1/4"
Groundwater levels were obtained during the drilling operations, and may fluctuate throughout the year.
DB Diamond Drilling Bit MC = Moisture Content LL = Liquld LJmtt
Waler level +2.4 houn after drilling
SPT = Spill Spoon Sampler N Number of Blows for 12 inches TCP = Texas Cone Penelramaler REC = Recovery RQD = Rock Qual Desi nation
PL = Plastic Limit Pl = Plastlctty Index P200 = Passing #200 Sieve Size UCS = Unconfined Com ressive Siren th
water (Cowskln Creek)
nNE SANO (SP), light yell owl sh-brawn (2.5Y 6/ 4) and olive-yellow (2.5Y 6/8), dense
nNE SAND (SP), dark yellowish-brown (1 CYR 3/6) and gray (10YR 5/2), loose
SANDY LEAN CLAY (CL), with 1and seams, very dark gray (2.5Y 3/1 ), very soft nNE SAND (SP), with 1andslone gravel, dark gray (2.5Y 4/1)
SANDSTONE+, trace shale seams, gray (2.5Y 5/1 ), poorly cemented lo cemented
.stlAI.£±, with sandstone 1eams, gray (2.5Y 5/1 ), soft to moderately hard
0 724.6
5
10
15 SPT-1;N=O __ _
;SOIL REC=18 (In.) 20
SPT-2;N=7 ;SOIL REC=6 (ln.)--2-5
SPT-3;SOIL REC=3 (In.) ~
TCP 50/13/15•/ 30 50/3/8" ~
TCP 50/1/2"/ 35
50/1/B" ~
TCP 50/2-3/4"/ 40 50/1-1/B" ~.:
TCP 50/9/16"/ 45 : . 50/3/16" . :
TCP 50/9/16";;; :-:1----50/1/8" ~ ·-·+-----...
TCP 50/15/15•/ 55 : · 50/1/4" ~.
TCP 50/5/8"/ 50/5/16"
water (Cowsktn Creek)
W.N CW (CL), black (10YR 2/1), very soft
flNE SAND SP , light olive-brown 2.5Y 5/ 4), loose
SANDSTONE+, light olive-brown (2.5Y 5/ 4), poorly cemented to cemented
.sHALE.±, llghl olive-brown (2.5Y 5/ .4), soft
SANDSTONE+, light olive-brown (2.5Y 5/ 4), poorly cemented SANDSTONE+, with inlerbeddad shals seams, Tight olive-brown (2.5Y 5/ 4), poorly cemented SANDSTONE+, light olive-brown (2.SY 5/ 4), poorly cemented
Project Manager: VER Praject No.: 04135141
llerracon Approved by: MHH
Checked by: VER Date: SEPTEMBER 2013
Boring No. B-4 Surface Elev. (Ft.): 724.6
0
5
10 SPT-1;N=O
;SOIL REC=18 (ln.)--15
SPT-2;N=50/6"
724.6
;SOIL REC=B (In.)~ : : 20 . ...+--~
TCP 50/2" . 50/1-3/B" ~
TCP 50/1-1/4"/ 25
50/7/16" r---
waler (Cowsktn Creek)
LEAN CLAY CL , black (1 CYR 2/1 , very soft CW['( GRAVEL WITH ~. black (10YR 2/1), medium dense SANDSTONE+, light yellowish-brown (2.5Y 6/ .4), poorty cemented
SHALE+, light yellowish-brown (2.5Y 6/ 4), soft
TCP 50/1-1/4"/ 30 50/1/8" r--- · · SANDSTONE+, light
TCP 50/1-5/16"/ 35 : : yellowish-brown (2.5Y 6/.4), 5011; 2·;;; · · cemented
SHALE+, with lnterbadded TCP 50/7 /8" .4Q t::=!---- sandstone seams, light
50/1/4";;; yellowish-brown (2.5Y 6/.4), moderately hard
TCP 50/1/2" 45 : : SANDSTONE+, light 50/1/8"/ yellowish-brown (2.5Y 6/.4),
cemented
TCP 50/9/16" 50/5/16"
SUBSURFACE PROFILE
US-64 OVER COWSKIN CREEK
PAWNEE COUNTY, OKLAHOMA
EXHIBIT
A-8
SHEET 1 or 2
Consulting Engineers and Scientists
9522 EAST 47TH PLACE, UNIT D TULSA, OKLAHOMA 74146FAX. (918) 250-4570PH. (918) 250-0461
~
"-"! :.; ~ :.; 0
§ :l c:: ii! a. .... 0
"' "" 0
l>i ~ ~ ~ 0
"' 0
"' ... "' i e. "' != 0 :::J ~ 15 :z: !!l
§ ~ :z
~ ~ "' !
Boring No. 8-5 Surface Elev. (Ft.): 725.0
Boring No. 8-6 Surface Elev. (rt.): 768.5
Sorin~ No. 8-6A urface Elev. (Ft.): 768.5
0
SPT-2;N=20 ___ . ;SOIL REC=9 (In.) 10 #+--
water (Cowskln Cr11k) LEAN CLAY (CL). with sandstone fragments, olive-brown (2.SY 4/4), wry soft WEAntERED
RQD=95"
SPT-J;SOIL REC=J (In.) ~
TCP 50/1-1/16"/ 15~+---.
SANDSTONE t, olive-brown (2.5Y 4/ 4), poorly cemented
685
Groundwater l1¥1ls wera obtained during the drilling operations, and may fluctuate throughout the year.
Wafer level +24 houn ofter drllllng
S0/3/16"
TCP 5D/7/8"r-;; : : 50/3/8" : :
TCP 50/3/4"r-;; : __,: f--~ 50/1/4" : :
SHALEY FAT CLAY CH , strong brown 7.SYR 4/6) and dark gray (7.SYR 4/1 ), very stiff .sJ::IALE±, with interbedded sandstone seams, llght olive-brown (2.5Y 5/4) and dark gray (2.5Y 4/1), soft to moderately hard TCP 50/1/2"r-;; : :
50/1/8"
TCP 5D/3/4"r-;; : 50/1/8" .
TCP S0/5/16";-;; : -,-1: --
50/1/8" .
SANDSTONE+, with shale seams, ll~ht ollw-brown (2.5Y 5/ 4 and dark gray (2.5Y 4/1 , cemented SHALE+, with 1andllon1 1eam1, li~ht oliw-brown (2.5Y 5/ 4 and dark gray (2.5Y 4/1 , moderately hard SANDSTQNEt, with shale seams, li~ht oliw-brown (2.5Y 5/ 4 and dark gray (2.5Y 4/1 , cemented
TCP 50/1/8"f 50/1/8"
DB SPT =
=
N TCP = REC = RQD =
LEGEND
Diamond Dr!lllng Bit MC = Moisture Content Split Spoon Sampler LL = Liquid Limit
Number of Blows for t2 lnchas PL = Piastre Umlt T1xas Cone P1nelrom1ter Pl = Plasliaily Index Rec0¥1ry P200 = Passing f200 Sieve Size
Rock Qual Desi nation UCS = Unconfined Com ressl\'e Siren th
SANDSTONE+, pale brown (2.5Y 8/ 4), poorty cemented SANPSTONE+, olive-yellow (2.5Y 6/6), poorty cemented
(C1mented below 11.5 fief) SANDSTONE+, with lnltrb1dd1d shal1 seams, sandy lean clay seams, and roots, ollva-yellow (2.SY 6/6) and gray (2.SY 6/1 ), cemented SHALE t, with sandstone 11ams, ollw-brown (2.5Y 4/3l and ollVl-yellow (2.5Y 6/6 , toft lo moderately hard .sJW.E±, dark gray (2.5Y 4/1 ), soft lo moderately hard
0 768.5
Not sampled 111 log of 5 boring B-6
TCP 50%1/4"------W- : : 50 5/16" : · SANDSTONE+, poorly
cemented lo cemented TCP 50/2-1/2"~::
S0/1-15/16" .
.sHAl.E±, soft to moderately hard
Pro]ect Manager: VER Project No.: 04135141
llerracon Checked by: VER Date: SEPTEMBER 2013
SUBSURFACE PROFILE EXHIBIT
US-64 OVER COWSKIN CREEK A-8
PAWNEE COUNTY, OKLAHOMA
APPENDIX B
SUPPORTING INFORMATION
Geotechnical Engineering Report US-64 Bridge Over Cowskin Creek ■ Pawnee County, Oklahoma September 16, 2013 ■ Terracon Project No. 04135141
Responsive ■ Resourceful ■ Reliable Exhibit B-1
Laboratory Testing
Samples retrieved during the field exploration were taken to the laboratory for further
observation by the project geotechnical engineer and were classified in accordance with the
Unified Soil Classification System (USCS) described in Appendix A. After the testing was
completed, the field descriptions were confirmed or modified as necessary.
Selected soil and bedrock samples obtained from the site were tested for the following
engineering properties:
Water content
Atterberg limits
Sieve analysis
Unconfined compressive strength of rock cores
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
6 16 20 30 40 501.5 2006 810
54.5
77.3
72.5
31.4
90.7
20.5
1.1
0.0
1.4
0.0
14
LL PL PI
%Clay%Silt
41 3/4 1/2 60
fine
HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS
20
23
NP
NP
17
13
18
NP
NP
13
D100
Cc Cu
SILT OR CLAY
4
%Sand%GravelD30 D10
B-1
B-1
B-1
B-1
B-1
SANDY LEAN CLAY with GRAVEL(CL)
LEAN CLAY with SAND(CL)
SILT with SAND(ML)
SILTY SAND(SM)
LEAN CLAY(CL)
33
41
NP
NP
30
0.125
0.159
25
9.5
0.425
12.5
4.75
B-1
B-1
B-1
B-1
B-1
3.5
13.5
18.5
23.5
28.5
GRAIN SIZE IN MILLIMETERS
PE
RC
EN
T F
INE
R B
Y W
EIG
HT
coarse fine
3/8 3 100 1403 2
COBBLESGRAVEL SAND
USCS Classification
25.0
21.6
27.2
67.1
9.3
D60
coarse medium
3.5
13.5
18.5
23.5
28.5
Boring ID Depth
Boring ID Depth
GRAIN SIZE DISTRIBUTIONASTM D422
,
PROJECT NUMBER: 04135141PROJECT: US-64 over Cowskin Creek
SITE: Pawnee County, Oklahoma
CLIENT: GARVER, LLC.
EXHIBIT: B-1
LAB
OR
AT
OR
Y T
ES
TS
AR
E N
OT
VA
LID
IF S
EP
AR
AT
ED
FR
OM
OR
IGIN
AL
RE
PO
RT
. G
RA
IN S
IZE
: US
CS
-2 0
4135
141
.GP
J T
ER
RA
CO
N20
12.G
DT
9/1
6/1
3
0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
0.0010.010.1110100
6 16 20 30 40 501.5 2006 810
65.4
41.7
30.1
4.9
0.0
1.0
14
LL PL PI
%Clay%Silt
41 3/4 1/2 60
fine
HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS
NP
NP
NP
NP
NP
NP
D100
Cc Cu
SILT OR CLAY
4
%Sand%GravelD30 D10
B-1
B-1
B-6
SANDY SILT(ML)
SILTY SAND(SM)
SILTY SAND(SM)
NP
NP
NP
0.131
0.168
19
2
9.5
B-1
B-1
B-6
38.5
48.5
3.5
GRAIN SIZE IN MILLIMETERS
PE
RC
EN
T F
INE
R B
Y W
EIG
HT
coarse fine
3/8 3 100 1403 2
COBBLESGRAVEL SAND
USCS Classification
29.7
58.3
69.0
D60
coarse medium
38.5
48.5
3.5
Boring ID Depth
Boring ID Depth
GRAIN SIZE DISTRIBUTIONASTM D422
,
PROJECT NUMBER: 04135141PROJECT: US-64 over Cowskin Creek
SITE: Pawnee County, Oklahoma
CLIENT: GARVER, LLC.
EXHIBIT: B-2
LAB
OR
AT
OR
Y T
ES
TS
AR
E N
OT
VA
LID
IF S
EP
AR
AT
ED
FR
OM
OR
IGIN
AL
RE
PO
RT
. G
RA
IN S
IZE
: US
CS
-2 0
4135
141
.GP
J T
ER
RA
CO
N20
12.G
DT
9/1
6/1
3
APPENDIX C
SUPPORTING DOCUMENTS
TraceWithModifier
Water Level Aftera Specified Period of Time
GRAIN SIZE TERMINOLOGYRELATIVE PROPORTIONS OF SAND AND GRAVEL
TraceWithModifier
Standard Penetration orN-Value
Blows/Ft.
Descriptive Term(Consistency)
Loose
Very Stiff
Exhibit C-1
Standard Penetration orN-Value
Blows/Ft.
Ring SamplerBlows/Ft.
Ring SamplerBlows/Ft.
Medium Dense
Dense
Very Dense
0 - 1 < 3
4 - 9 2 - 4 3 - 4
Medium-Stiff 5 - 9
30 - 50
WA
TE
R L
EV
EL
Auger
Shelby Tube
Ring Sampler
Grab Sample
8 - 15
Split Spoon
Macro Core
Rock Core
PLASTICITY DESCRIPTION
Term
< 1515 - 29> 30
Descriptive Term(s)of other constituents
Water InitiallyEncountered
Water Level After aSpecified Period of Time
Major Componentof Sample
Percent ofDry Weight
(More than 50% retained on No. 200 sieve.)Density determined by Standard Penetration Resistance
Includes gravels, sands and silts.
Hard
Very Loose 0 - 3 0 - 6 Very Soft
7 - 18 Soft
10 - 29 19 - 58
59 - 98 Stiff
less than 500
500 to 1,000
1,000 to 2,000
2,000 to 4,000
4,000 to 8,000> 99
LOCATION AND ELEVATION NOTES
SA
MP
LIN
G
FIE
LD
TE
ST
S
(HP)
(T)
(b/f)
(PID)
(OVA)
DESCRIPTION OF SYMBOLS AND ABBREVIATIONS
Descriptive Term(Density)
Non-plasticLowMediumHigh
BouldersCobblesGravelSandSilt or Clay
10 - 18
> 50 15 - 30 19 - 42
> 30 > 42
_
Hand Penetrometer
Torvane
Standard PenetrationTest (blows per foot)
Photo-Ionization Detector
Organic Vapor Analyzer
Water levels indicated on the soil boringlogs are the levels measured in theborehole at the times indicated.Groundwater level variations will occurover time. In low permeability soils,accurate determination of groundwaterlevels is not possible with short termwater level observations.
CONSISTENCY OF FINE-GRAINED SOILS
(50% or more passing the No. 200 sieve.)Consistency determined by laboratory shear strength testing, field
visual-manual procedures or standard penetration resistance
DESCRIPTIVE SOIL CLASSIFICATION
> 8,000
Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracyof such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey wasconducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographicmaps of the area.
Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dryweight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils haveless than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, andsilts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may beadded according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are definedon the basis of their in-place relative density and fine-grained soils on the basis of their consistency.
Plasticity Index
01 - 1011 - 30
> 30
RELATIVE PROPORTIONS OF FINES
Descriptive Term(s)of other constituents
Percent ofDry Weight
< 55 - 12> 12
No Recovery
RELATIVE DENSITY OF COARSE-GRAINED SOILS
Particle Size
Over 12 in. (300 mm)12 in. to 3 in. (300mm to 75mm)3 in. to #4 sieve (75mm to 4.75 mm)#4 to #200 sieve (4.75mm to 0.075mmPassing #200 sieve (0.075mm)
ST
RE
NG
TH
TE
RM
S Unconfined CompressiveStrength, Qu, psf
4 - 8
GENERAL NOTES
Exhibit C-2
UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A
Soil Classification
Group
Symbol Group Name
B
Coarse Grained Soils:
More than 50% retained
on No. 200 sieve
Gravels:
More than 50% of
coarse
fraction retained on
No. 4 sieve
Clean Gravels:
Less than 5% fines C
Cu 4 and 1 Cc 3 E
GW Well-graded gravel F
Cu 4 and/or 1 Cc 3 E
GP Poorly graded gravel F
Gravels with Fines:
More than 12% fines C
Fines classify as ML or MH GM Silty gravel F,G, H
Fines classify as CL or CH GC Clayey gravel F,G,H
Sands:
50% or more of coarse
fraction passes
No. 4 sieve
Clean Sands:
Less than 5% fines D
Cu 6 and 1 Cc 3 E
SW Well-graded sand I
Cu 6 and/or 1 Cc 3 E
SP Poorly graded sand I
Sands with Fines:
More than 12% fines D
Fines classify as ML or MH SM Silty sand G,H,I
Fines Classify as CL or CH SC Clayey sand G,H,I
Fine-Grained Soils:
50% or more passes the
No. 200 sieve
Silts and Clays:
Liquid limit less than 50
Inorganic: PI 7 and plots on or above “A” line
J CL Lean clay
K,L,M
PI 4 or plots below “A” line J ML Silt
K,L,M
Organic: Liquid limit - oven dried
0.75 OL Organic clay
K,L,M,N
Liquid limit - not dried Organic silt K,L,M,O
Silts and Clays:
Liquid limit 50 or more
Inorganic: PI plots on or above “A” line CH Fat clay
K,L,M
PI plots below “A” line MH Elastic Silt K,L,M
Organic: Liquid limit - oven dried
0.75 OH Organic clay
K,L,M,P
Liquid limit - not dried Organic silt K,L,M,Q
Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat
A Based on the material passing the 3-in. (75-mm) sieve
B If field sample contained cobbles or boulders, or both, add “with cobbles
or boulders, or both” to group name. C
Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded
gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly
graded gravel with silt, GP-GC poorly graded gravel with clay. D
Sands with 5 to 12% fines require dual symbols: SW-SM well-graded
sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded
sand with silt, SP-SC poorly graded sand with clay
E Cu = D60/D10 Cc =
6010
2
30
DxD
)(D
F If soil contains 15% sand, add “with sand” to group name.
G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.
H If fines are organic, add “with organic fines” to group name.
I If soil contains 15% gravel, add “with gravel” to group name.
J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.
K If soil contains 15 to 29% plus No. 200, add “with sand” or “with
gravel,” whichever is predominant. L
If soil contains 30% plus No. 200 predominantly sand, add “sandy”
to group name. M
If soil contains 30% plus No. 200, predominantly gravel, add
“gravelly” to group name. N
PI 4 and plots on or above “A” line. O
PI 4 or plots below “A” line. P
PI plots on or above “A” line. Q
PI plots below “A” line.
GENERAL NOTES Sedimentary Rock Classification
DESCRIPTIVE ROCK CLASSIFICATION:
LIMESTONE
DOLOMITE
CHERT
SHALE
SANDSTONE
CONGLOMERATE
Sedimentary rocks are composed of cemented clay, silt and sand sized particles. The most common minerals are clay, quartz and calcite. Rock composed primarily of calcite is called limestone; rock of sand size grains is called sandstone, and rock of clay and silt size grains is called mudstone or claystone, siltstone, or shale. Modifiers such as shaly, sandy, dolomitic, calcareous, carbonaceous, etc. are used to describe various constituents. Examples: sandy shale; calcareous sandstone.
Light to dark colored, crystalline to fine-grained texture, composed of CaCo,, reacts readily with HCI.
Light to dark colored, crystalline to fine-grained texture, composed of CaMg(CO,)., harder than limestone, reacts with HCI when powdered.
Light to dark colored, very fine-grained texture, composed of micro-crystalline quartz (Si02), brittle, breaks into angular fragments, will scratch glass.
Very fine-grained texture, composed of consolidated silt or clay, bedded in thin layers. The unlaminated equivalent is frequently referred to as siltstone, claystone or mudstone.
Usually light colored, coarse to fine texture, composed of cemented sand size grains of quartz, feldspar, etc. Cement usually is silica but may be such minerals as calcite, iron-oxide, or some other carbonate.
Rounded rock fragments of variable mineralogy varying in size from near sand to boulder size but usually pebble to cobble size (V2 inch to 6 inches). Cemented together with various cementing agents. Breccia is similar but composed of angular, fractured rock particles cemented together.
PHYSICAL PROPERTIES:
DEGREE OF WEATHERING
Slight
Moderate
High
Slight decomposition of parent material on joints. May be color change.
Some decomposition and color change throughout.
Rock highly decomposed, may be extremely broken.
HARDNESS AND DEGREE OF CEMENTATION
Limestone and Dolomite:
Hard Difficult to scratch with knife.
Moderately Hard
Soft
Can be scratched easily with knife, cannot be scratched with fingernail.
Can be scratched with fingernail.
Shale, Siltstone and Claystone
Hard
Moderately Hard
Soft
Can be scratched easily with knife, cannot be scratched with fingernail.
Can be scratched with fingernail.
Can be easily dented but not molded with fingers.
Sandstone and Conglomerate
Well Capable of scratching a knife blade. Cemented
Cemented
Poorly Cemented
Can be scratched with knife.
Can be broken apart easily with fingers.
BEDDING AND JOINT CHARACTERISTICS
Bed Thickness Very Thick
Thick Medium
Thin Very Thin Laminated
Joint Spacing Very Wide
Wide Moderately Close
Close Very Close
Dimensions >10'
3' . 10' 1' . 3' 2" - 1'
.4" . 2"
.1" - .4 "
Bedding Plane A plane dividing sedimentary rocks of the same or different lithology.
Joint
Seam
Fracture in rock, generally more or less vertical or transverse to bedding, along which no appreciable movement has occurred.
Generally applies to bedding plane with an unspecified degree of weathering.
SOLUTION AND VOID CONDITIONS
Solid
Vuggy (Pitted)
Porous
Cavernous
Contains no voids.
Rock having small solution pits or cavities \JP to V2 inch diameter, frequently with a mineral lining.
Containing numerous voids, pores, or other openings, which may or may not interconnect.
Containing cavities or caverns, sometimes quite large.
~~ ~~~~~~~~~l~rracon~ Form 110- 6·85