Embed Size (px)
Citation preview
Geotechnical Engineering Report Pavement Subgrade Survey
State Highway 125 over Hudson Creek
Ottawa County, Oklahoma
September 23, 2010
Terracon Project No. 04105121
Prepared for:
Guy Engineering Services, Inc.
Tulsa, Oklahoma
Prepared by:
Terracon Consultants, Inc.
Tulsa, Oklahoma
Geotechnical Engineering Report Pavement Subgrade Survey–S.H. 125 over Hudson Creek ■
Ottawa County, Oklahoma ■ September 23, 2010 ■ Terracon Project No. 04105121
TABLE OF CONTENTS
Page
1.0 INTRODUCTION ............................................................................................................. 1
2.0 SUBGRADE TESTING ................................................................................................... 1
Pavement Cores .............................................................................................................. 1
Subgrade Testing ............................................................................................................ 1
3.0 GENERAL COMMENTS ................................................................................................. 2
Appendix A
Site Location Map
Boring Location Diagram
Boring Logs
Core Logs
Appendix B - Laboratory Testing
Sieve Analysis and Atterberg Limits Data
Appendix C
Dynamic Cone Penetrometer (DCP) Test Data
Appendix D
General Notes
Unified Soil Classification System
Reliable ■ Responsive ■ Convenient ■ Innovative 1
GEOTECHNICAL ENGINEERING REPORT
PAVEMENT SUBGRADE SURVEY
STATE HIGHWAY 125 OVER HUDSON CREEK
OTTAWA COUNTY, OKLAHOMA
Terracon Project No. 04105121
September 23, 2010
1.0 INTRODUCTION
The purpose of this project was to collect pavement layer thickness data and subgrade soil
information for the proposed pavement tie-in at the bridge approach embankments.
Pavement cores were collected from the roadway and subgrade soil samples were obtained
from the two pavement core locations. This report discusses the data collection methods and
presents the data collected.
2.0 SUBGRADE TESTING
Pavement Cores
Pavement cores were collected at two locations, designated B-1 and B-2, as shown on the
attached Boring Location Diagram in Appendix A. Cores were cut with a diamond bit, rotary
core drill.
We observed the pavement cores in the laboratory to evaluate the thickness of each pavement
layer. The cores were also observed for stripping and separation of asphaltic cement. These
observations are recorded on the core included in Appendix A.
Review of the field measurements show that the cores generally consist of approximately 9-1/4
to 9-3/4 inches of asphaltic concrete.
Subgrade Testing
After coring the pavement, the underlying subgrade was tested using the Dynamic Cone
Penetrometer (DCP) using procedures contained in ASTM D6951-03 “Use of the Dynamic Cone
Penetrometer in Shallow Pavement Applications.” This test procedure provides a direct
measurement of penetration rate versus depth, allowing an evaluation of the relative support
characteristics of the subgrade soils, as deep as about 30 inches below the pavement surface.
DCP results are presented on the Test Data forms in Appendix C.
Geotechnical Engineering Report Pavement Subgrade Survey–S.H. 125 over Hudson Creek ■
Ottawa County, Oklahoma ■ September 23, 2010 ■ Terracon Project No. 04105121
Reliable ■ Responsive ■ Convenient ■ Innovative 2
After completing the DCP testing, borings were advanced with a truck-mounted rotary drill rig.
Disturbed samples were obtained by the split-barrel procedure by driving a 2-inch O.D. split-
barrel sampling spoon into the soils using a 140-pound, automatic hammer falling 30 inches.
The number of blows required to advance the sampling spoon the final 12 inches or less of a
typical 18-inch sampling interval are shown on the boring logs as the standard penetration
resistance (N) value. The standard penetration resistance value indicates the in-place relative
density of granular soils and, to a lesser degree of accuracy, the consistency of cohesive soils.
The subsurface profiles are shown on the boring logs in Appendix A. The soil samples collected
from the borings were sealed and returned to the laboratory for testing.
In the laboratory, the samples were tested for soil index properties for use in classification. The
results are shown in the boring logs and in the attached appendices. A brief description of the
USCS classification system is included in Appendix D.
3.0 GENERAL COMMENTS
The scope of services of this project does not include either specifically or by implication any
environmental assessment of the site or identification of contaminated or hazardous materials or
conditions. If the owner is concerned about the potential of such contamination, 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.
We thank you for the opportunity to provide you with geotechnical exploration services for this
phase of the project. We look forward to assist you in your geotechnical engineering needs on
subsequent projects.
Please contact us if you have any questions concerning the contents of this report, or if we can
be of further service.
APPENDIX A
SS
DB
2
1
CL
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J T
ER
RA
CO
N.G
DT
9/2
3/10
1812
12
14
12
SC
UN
CO
NFI
NE
DC
OM
PR
ES
SIO
N,
psf
Page 1 of 1
between soil and rock types: in-situ, the transition may be gradual.
SS
GR
AP
HIC
LO
G
16
Approx. Surface Elev.: 772.2 ft
DESCRIPTION
TESTS
S-2LL=36PL=17PI=19
-#200=75%
BOTTOM OF BORING
LEAN CLAYwith sand, reddish-brown, very stiff
CLAYEY SANDwith gravel, dark brown and brown,medium dense
9¼" ASPHALT
0.83" AGGREGATE BASE
768.5
S-1LL=29PL=15PI=14
-#200=30%
770
771
771.5
3.8
2.3
1.1
TYP
E
WD 8-25-10
LOG OF BORING NO. B-1
RIG
NU
MB
ER
FOREMAN
Ottawa County, Oklahoma
SP
T-N
BLO
WS
/ ft.
WA
TER
CO
NTE
NT,
%
US
CS
SY
MB
OL
SAMPLES
AB
DR
Y U
NIT
WT
pcf
RE
CO
VE
RY
, in.
DE
PTH
, ft.
CME-75CSKAPPROVED
BORING COMPLETED8-25-10
WL
WL
WL
BORING STARTED
SITE
The stratification lines represent the approximate boundary lines
SH 125 over Hudson Creek
04105121JOB #
CLIENT
PROJECTGuy Engineering
NoneWATER LEVEL OBSERVATIONS, ft
None
Boring Location: Station 116+81, 8' RT
SS
DB
2
1
CL
BO
RE
HO
LE B
OR
ING
LO
GS
.GP
J T
ER
RA
CO
N.G
DT
9/2
3/10
1914
12
13
10
CL
UN
CO
NFI
NE
DC
OM
PR
ES
SIO
N,
psf
Page 1 of 1
between soil and rock types: in-situ, the transition may be gradual.
SS
GR
AP
HIC
LO
G
4
Approx. Surface Elev.: 764.7 ft
DESCRIPTION
TESTS
S-2LL=41PL=18PI=23
-#200=80%
BOTTOM OF BORING
LEAN CLAYwith sand, reddish-brown and gray, verystiff
SANDY LEAN CLAYreddish-brown, stiff
9¾" ASPHALT
0.82" AGGREGATE BASE
761
S-1LL=31PL=16PI=15
-#200=63%
762.5
763.5
764
3.8
2.3
1
TYP
E
WD 8-25-10
LOG OF BORING NO. B-2
RIG
NU
MB
ER
FOREMAN
Ottawa County, Oklahoma
SP
T-N
BLO
WS
/ ft.
WA
TER
CO
NTE
NT,
%
US
CS
SY
MB
OL
SAMPLES
AB
DR
Y U
NIT
WT
pcf
RE
CO
VE
RY
, in.
DE
PTH
, ft.
CME-75CSKAPPROVED
BORING COMPLETED8-25-10
WL
WL
WL
BORING STARTED
SITE
The stratification lines represent the approximate boundary lines
SH 125 over Hudson Creek
04105121JOB #
CLIENT
PROJECTGuy Engineering
NoneWATER LEVEL OBSERVATIONS, ft
None
Boring Location: Station 123+34, 10' LT
SH
125
ove
r Hud
son
Cre
ek
Cor
e P
hoto
Log
s Te
rrac
on P
roje
ct N
o. 0
4105
121
C
ore
Loca
tion
B-1
Dat
e C
ored
8/
25/2
010
Hig
hway
SH
-125
S
tatio
n
116+
81
Lane
Dire
ctio
n
Nor
thbo
und
Lane
Des
igna
tion
N
A (t
wo
lane
road
)
Cor
e D
ata
Sur
face
Mat
eria
l Typ
e
A.C
.
P.C
.C.
Con
tinuo
usly
Rei
nfor
ced
Con
cret
e
As
phal
t
P.C
.C.
Stri
ppin
g
Sep
arat
ion
Hon
eyco
mb
“
D” C
rack
ing
non
e
A.C
.
NA
NA
Cor
e La
yer D
ata
(from
top
to b
otto
m)
Laye
r Typ
e
Thic
knes
s (in
ches
) A
spha
lt
1¼
A
spha
lt
3¼
A
spha
lt
1¾
A
spha
lt
1½
A
spha
lt
1½
To
tal
9¼
SH
125
ove
r Hud
son
Cre
ek
Cor
e P
hoto
Log
s Te
rrac
on P
roje
ct N
o. 0
4105
121
C
ore
Loca
tion
B-2
Dat
e C
ored
8/
25/2
010
Hig
hway
SH
-125
S
tatio
n
123+
34
Lane
Dire
ctio
n
Sou
thbo
und
Lane
Des
igna
tion
N
A (t
wo
lane
road
)
Cor
e D
ata
Sur
face
Mat
eria
l Typ
e
A.C
.
P.C
.C.
Con
tinuo
usly
Rei
nfor
ced
Con
cret
e
As
phal
t
P.C
.C.
Stri
ppin
g
Sep
arat
ion
Hon
eyco
mb
“
D” C
rack
ing
non
e
A.C
.
NA
NA
Cor
e La
yer D
ata
(from
top
to b
otto
m)
Laye
r Typ
e
Thic
knes
s (in
ches
) A
spha
lt
1½
A
spha
lt
1¼
A
spha
lt
2½
A
spha
lt
1½
A
spha
lt
3
To
tal
9¾
APPENDIX B
LABORATORY TESTING
41 1/23/4 3/86
mediumcoarse
LL
PE
RC
EN
T FI
NE
R B
Y W
EIG
HT
GRAIN SIZE IN MILLIMETERS
PL
95
55
60
65
70
75
80
85
200
40
100
100 10 1 0.1 0.01 0.001
90
50
45
0
5
10
15
20
25
30
35
2.3ft
50
fine
D30
Cu
Classification
PI Cc0.8ft2.3ft
%Sand
3
280100
0.8ft363141
GRAIN SIZE DISTRIBUTION
0.8ft2.3ft
18
2.3ft
16
D10
Project: SH 125 over Hudson CreekSite: Ottawa County, OklahomaJob #: 04105121Date: 9-23-10
0.8ft
U.S. SIEVE OPENING IN INCHES
%Silt
Specimen Identification
Specimen Identification
fine
29
HYDROMETERU.S. SIEVE NUMBERS
14191523
1517
SILT OR CLAY
2
COBBLES
140
SAND
1004
B-1B-1B-2B-2
14
GRAVELcoarse
D100 D60
3
2.673
60
%Gravel %Clay
B-1B-1B-2B-2
CLAYEY SAND with GRAVEL(SC)
280100
3075
80
6
LEAN CLAY with SAND(CL)SANDY LEAN CLAY(CL)
LEAN CLAY with SAND(CL)
TC_G
RA
IN_S
IZE
BO
RIN
G L
OG
S.G
PJ
TE
RR
AC
ON
.GD
T 9
/23/
10
63
2016
194.7512.54.75
4225
10
20
8 30 401.5
27
APPENDIX C
DCP TEST DATA
Project: SH-125 over Hudson Creek Date: 25-Aug-10
Location: B-1 Soil Type(s): Lean Clay
No. of Accumulative Type of
Blows Penetration Hammer
(mm)
0 0
10 50
8 75
6 110
6 140
5 155
5 175
6 195
6 210
5 250
3 280
2 320
2 375
2 410
2 455
5 480
5 500
4 530
3 545
4 565
5 605
4 620
4 655
3 685
3 715
4 750
0
5
10
15
20
25
30
35
40
0.1 1.0 10.0 100.0
0
127
254
381
508
635
762
889
1016
0.1 1.0 10.0 100.0
DE
PT
H, in
.
CBR
DE
PT
H, m
m
0
127
254
381
508
635
762
889
1016
0 14 28 42 56 69 83
0
5
10
15
20
25
30
35
40
0 2000 4000 6000 8000 10000 12000
DE
PT
H, m
m
BEARING CAPACITY, psi
DE
PT
H, in
BEARING CAPACITY, psf
Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland Cement Association, page 8, 1955)
10.1 lbs.
17.6 lbs.
Both hammers used
Soil Type
CH
CL
All other soils
Hammer
DCP TEST DATA
Project: SH-125 over Hudson Creek Date: 25-Aug-10
Location: B-2 Soil Type(s): Lean Clay
No. of Accumulative Type of
Blows Penetration Hammer
(mm)
0 0
10 40
10 70
10 100
8 125
10 150
8 170
7 220
3 270
2 325
2 380
2 425
2 470
2 510
2 540
2 560
2 610
2 650
2 680
2 730
1 750
0
5
10
15
20
25
30
35
40
0.1 1.0 10.0 100.0
0
127
254
381
508
635
762
889
1016
0.1 1.0 10.0 100.0
DE
PT
H, in
.
CBR
DE
PT
H, m
m
0
127
254
381
508
635
762
889
1016
0 14 28 42 56 69 83
0
5
10
15
20
25
30
35
40
0 2000 4000 6000 8000 10000 12000
DE
PT
H, m
m
BEARING CAPACITY, psi
DE
PT
H, in
BEARING CAPACITY, psf
Based on approximate interrelationshipsof CBR and Bearing values (Design ofConcrete Airport Pavement, Portland Cement Association, page 8, 1955)
10.1 lbs.
17.6 lbs.
Both hammers used
Soil Type
CH
CL
All other soils
Hammer
APPENDIX D
Exhibit D-1
GENERAL NOTES
DRILLING & SAMPLING SYMBOLS:
SS: Split Spoon - 1-3/8" I.D., 2" O.D., unless otherwise noted HS: Hollow Stem Auger
ST: Thin-Walled Tube – 2” O.D., 3" O.D., unless otherwise noted PA: Power Auger (Solid Stem)
RS: Ring Sampler - 2.42" I.D., 3" O.D., unless otherwise noted HA: Hand Auger
DB: Diamond Bit Coring - 4", N, B RB: Rock Bit
BS: Bulk Sample or Auger Sample WB Wash Boring or Mud Rotary
The number of blows required to advance a standard 2-inch O.D. split-spoon sampler (SS) the last 12 inches of the total 18-inch penetration with a 140-pound hammer falling 30 inches is considered the “Standard Penetration” or “N-value”.
WATER LEVEL MEASUREMENT SYMBOLS:
WL: Water Level WS: While Sampling BCR: Before Casing Removal
WCI: Wet Cave in WD: While Drilling ACR: After Casing Removal
DCI: Dry Cave in AB: After Boring N/E: Not Encountered
Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations. DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils
have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.
CONSISTENCY OF FINE-GRAINED SOILS RELATIVE DENSITY OF COARSE-GRAINED SOILS
Unconfined Compressive
Strength, Qu, psf
Standard Penetration or N-value (SS)
Blows/Ft. Consistency
Standard Penetration or N-value (SS)
Blows/Ft. Relative Density
< 500 0 - 1 Very Soft 0 – 3 Very Loose
500 – 1,000 2 - 4 Soft 4 – 9 Loose
1,000 – 2,000 4 - 8 Medium Stiff 10 – 29 Medium Dense
2,000 – 4,000 8 - 15 Stiff 30 – 50 Dense
4,000 – 8,000 15 - 30 Very Stiff > 50 Very Dense
8,000+ > 30 Hard
RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY
Descriptive Term(s) of other constituents
Percent of Dry Weight
Major Component of Sample
Particle Size
Trace < 15 Boulders Over 12 in. (300mm)
With 15 – 29 Cobbles 12 in. to 3 in. (300mm to 75mm)
Modifier ≥ 30 Gravel 3 in. to #4 sieve (75mm to 4.75mm)
Sand #4 to #200 sieve (4.75 to 0.075mm)
Silt or Clay Passing #200 Sieve (0.075mm)
RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION
Descriptive Term(s) of other constituents
Percent of Dry Weight
Term Plasticity
Index
Trace < 5 Non-plastic 0
With 5 – 12 Low 1-10
Modifier > 12 Medium 11-30
High > 30 Rev 04/10
Form 111—6/98
UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA Soil Classification
Group Symbol
Group NameB
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% finesC
Cu 4 and 1 Cc 3E GW Well-graded gravelF
Cu 4 and/or 1 Cc 3E GP Poorly graded gravelF
Gravels with Fines More than 12% finesC
Fines classify as ML or MH GM Silty gravelF,G, H
Fines classify as CL or CH GC Clayey gravelF,G,H
Sands 50% or more of coarse fraction passes No. 4 sieve
Clean Sands Less than 5% finesD
Cu 6 and 1 Cc 3E SW Well-graded sandI
Cu 6 and/or 1 Cc 3E SP Poorly graded sandI
Sands with Fines More than 12% finesD
Fines classify as ML or MH SM Silty sandG,H,I
Fines Classify as CL or CH SC Clayey sandG,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” lineJ CL Lean clayK,L,M
PI 4 or plots below “A” lineJ ML SiltK,L,M
organic Liquid limit - oven dried 0.75 OL
Organic clayK,L,M,N
Liquid limit - not dried Organic siltK,L,M,O
Silts and Clays Liquid limit 50 or more
inorganic PI plots on or above “A” line CH Fat clayK,L,M
PI plots below “A” line MH Elastic SiltK,L,M
organic Liquid limit - oven dried 0.75 OH
Organic clayK,L,M,P
Liquid limit - not dried Organic siltK,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.
HIf 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.
