Post on 14-Apr-2020
KENNEBUNK SERVICE PLAZAS NORTHBOUND AND SOUTHBOUND PARKING EXPANSION
Kennebunk, Maine
Final Geotechnical Design Report
May 14, 2019
PREPARED FOR
The Maine Turnpike
2360 Congress Street
Portland, ME 04102
PREPARED BY
HNTB Corporation
9 Entin Road, Suite 202
Parsippany, NJ 07054
Phone: (973) 434-3100
KENNEBUNK SERVICE PLAZAS Final Geotechnical Design Report
Maine Turnpike Authority May 14, 2019
1.0 PROJECT DESCRIPTION AND SCOPE
1.1 Introduction
1.2 Scope of Services
1.3 Proposed Improvements Necessitating Geotechnical Assessment
1.4 Survey Control
2.0 GEOLOGY AND SITE CONDITIONS
2.1 Site Geology
3.0 SUBSURFACE INVESTIGATION
3.1 General
3.2 Geotechnical Subsurface Exploration
4.0 LABORATORY TEST RESULTS
4.1 Soil Testing
5.0 SUBSURFACE CONDITIONS
5.1 Generalized Subsurface Stratification
5.2 Groundwater
6.0 PRELIMINARY GEOTECHNICAL ANALYSIS AND DISCUSSION
6.1 Discussion of Geotechnical Concerns
6.2 Preliminary Design Soil Properties
6.3 Global Stability
6.4 Settlement
7.0 LIMITATIONS OF REPORT
8.0 REFERENCES
KENNEBUNK SERVICE PLAZAS Final Geotechnical Design Report
Maine Turnpike Authority May 14, 2019
KENNEBUNK SERVICE PLAZAS Final Geotechnical Design Report
Maine Turnpike Authority May 14, 2019
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KENNEBUNK SERVICE PLAZAS Final Geotechnical Design Report
Maine Turnpike Authority May 14, 2019
KENNEBUNK SERVICE PLAZAS Final Geotechnical Design Report
Maine Turnpike Authority May 14, 2019
KENNEBUNK SERVICE PLAZAS Final Geotechnical Design Report
Maine Turnpike Authority May 14, 2019
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KENNEBUNK SERVICE PLAZAS Final Geotechnical Design Report
Maine Turnpike Authority May 14, 2019
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KENNEBUNK SERVICE PLAZAS Final Geotechnical Design Report
Maine Turnpike Authority May 14, 2019
KENNEBUNK SERVICE PLAZAS Final Geotechnical Design Report
Maine Turnpike Authority May 14, 2019
KENNEBUNK SERVICE PLAZAS Final Geotechnical Design Report
Maine Turnpike Authority May 14, 2019
KENNEBUNK SERVICE PLAZAS Final Geotechnical Design Report
Maine Turnpike Authority May 14, 2019
φ
KENNEBUNK SERVICE PLAZAS Final Geotechnical Design Report
Maine Turnpike Authority May 14, 2019
KENNEBUNK SERVICE PLAZAS Final Geotechnical Design Report
Maine Turnpike Authority May 14, 2019
KENNEBUNK SERVICE PLAZAS Final Geotechnical Design Report
Maine Turnpike Authority May 14, 2019
KENNEBUNK SERVICE PLAZAS Final Geotechnical Design Report
Maine Turnpike Authority May 14, 2019
KENNEBUNK SERVICE PLAZAS Final Geotechnical Design Report
Maine Turnpike Authority May 14, 2019
Surficial geology of the Kennebunk 7.5-minute quadrangle,
York County, Maine
Surficial geology of the Kennebunk quadrangle, Maine
KENNEBUNK SERVICE PLAZAS Final Geotechnical Design Report
Maine Turnpike Authority May 14, 2019
FIGURES
FIGURE 1
KENNEBUNK SERVICE PLAZA
KENNEBUNK, ME.
PROJECT SITE LOCATION
MAP
N
PROJECT SITE LOCATION
1000 0 1000 2000
FEET
3000
Basemap: U.S.G.S. Kennebunk Quadrangle, US Topo, 2014
FIGURE 2
KENNEBUNK SERVICE PLAZAS
KENNEBUNK, ME.
SURFICIAL GEOLOGY MAP
N
0 1000 20001000
FEET
PROJECT SITE LOCATION
Basemap: MGS Surficial Geology Map, Kennebunk Quadrangle, Maine, 1999
A'
D'
D
A
KENNEBUNK SERVICE PLAZAS
KENNEBUNK, ME.
MILES
BEDROCK GEOLOGY MAP
02
42
N
FIGURE 3
PROJECT SITE LOCATION
Basemap: MGS Bedrock Geologic Map of Maine, 1985
1+00
2+00
3+004+00
5+00
6+00
7+00
8+00
9+00
0+
00
1+
00
1+
64
1+
64
420+00421+00422+00
423+00
424+00
425+00
426+00
427+00
428+00
115+00 116+00 117+00 118+00 119+00 120+00 121+00 122+00 123+00
HB-KBUNK-106
HB-KBUNK-107
85
100
105
90
85
9090
90
95
95
G
100
105
KENNEBUNK SERVICE PLAZAS Final Geotechnical Design Report
Maine Turnpike Authority May 14, 2019
Appendix A: Geotechnical Data Report
■ www.SchonewaldEngineering.com ■
FIELD AND LABORATORY DATA REPORT GEOTECHNICAL PROGRAM KENNEBUNK SERVICE PLAZA PARKING EXPANSION MAINE TURNPIKE EXIT 25 KENNEBUNK, MAINE PREPARED FOR: HNTB Corporation Westbrook, Maine PREPARED BY: Isabel V. (Be) Schonewald, P.E. Schonewald Engineering Associates, Inc. (SchonewaldEA) 129 Middle Road Cumberland, Maine 04021 Be@SchonewaldEngineering.com October 2018 SchonewaldEA Project No. 18-018
■ www.SchonewaldEngineering.com ■
FIELD AND LABORATORY DATA REPORT GEOTECHNICAL PROGRAM
KENNEBUNK SERVICE PLAZA PARKING EXPANSION MAINE TURNPIKE EXIT 25
KENNEBUNK, MAINE
TABLE OF CONTENTS
DESCRIPTION PAGES
SUBSURFACE EXPLORATION LOCATION SKETCHES 2-3
LOGS OF SUBSURFACE EXPLORATIONS 5-23
RESULTS OF SOILS LABORATORY TESTS ON SOIL SAMPLES 25-37
■ www.SchonewaldEngineering.com ■
SUBSURFACE EXPLORATION LOCATION SKETCHES
Page 1
PHASE 1 PLAN 1
NB SERVICE PLAZA
Scale of Feet
PLAN0 100 200100
MTA PROJECT MANAGER:
CONSULTANT PROJECT MANAGER:
SLS
MEMORIAL HIGHWAY
THE GOLD STAR
Dale A. Mitchell, PE
PEM 12/1
12/1
RWH
RAL
12/1
12/1
HNTB CORPORATION
TEL (207) 774-5155
FAX (207) 228-0909
PARKING EXPANSION
KENNEBUNK SERVICE PLAZA
PHASE 1 KEY PLAN
------------ XXXX.XXX
340 County Road, Suite 6-C
Westbrook, ME 04092
Filena
me:
001_
Phase 1 Key.d
gn
Date:1
2/4/2017
CONTRACT:
SHEET NUMBER: ____
1OF7
Scale:
No. Revision By Date
Designed by:
By Date By Date
Checked
In Charge ofDrawn
Designed
T
S
T
S
1400' SIGHT LINE
1600' SIGHT LINE
PHASE 1 PLAN 2
NB SERVICE PLAZA
PHASE 1 PLAN 3
NB SERVICE PLAZA
PHASE 1 PLAN 1
SB SERVICE PLAZA
PHASE 1 PLAN 2
SB SERVICE PLAZA
PHASE 1 PLAN 3
SB SERVICE PLAZA
1200' SIGHT LINE
1100' SIGHT LINE
2000' PLUS SIGHT LINE
1600' SIGHT LINE
Page 2
Pre-Existing Borings
Proposed Borings
B6-1 - 20ft
B6-2 - 20ft
B6-3 - 25ft
B6-5 - 25ft
B6-10 - 25ft
B6-9 - 25ft
B6-8 - 25ft
B6-7 - 40ft
B6-6 - 40ft
B6-4 - 20ft
HB-KBUNK-101
HB-KBUNK-102
HB-KBUNK-103
HB-KBUNK-104
HB-KBUNK-105
HB-KBUNK-106
HB-KBUNK-107
HB-KBUNK-108
HB-KBUNK-109
HB-KBUNK-110
ELIMINATED DUE TO PROXIMITY TO WATER SERVICE
18" RCP
3"W
8"
DIP
8"
AC
P
12"
BCCMP
12"
RC
P
12"
RCP
12"
RC
P
10000 Gal. Fuel Oil Tank
2000
Gal.
GT
3000
Gal.
GT
F
SMH
Exist. PetroleumStorage Tanks
Exist. Diesel FuelStorage Tanks
Diesel FuelPump Island
BypassValve
12"
RCP
EXISTING ROW LINE
4 LP Storage Tanks
30"
RCP
SD
SD
SD
SD
SD
SD
12"
RC
P
12"
RCP
12" Type "C" UD
12"
RC
P
12" RCP
24"
RC
P
12"
BC
CM
P
18"
RC
P
15"
RC
P
12"
RC
P
18"
RC
P
30"
RC
P
15" Type "C" UD
12" Type "C" UD
12"
RC
P12"
RC
P
12"
RC
P
18" R
CP
18" RCP
18" RCP
12" RCP
18" RCP
12" TYPE "C" UD 15" TYPE "C" UD
18" RCP
12" RCP
12" RCP
12" CMP
12" Drain
12" TYPE "C" UD
18"
RCP
5"
C.I.
C.O.
4" C.O.
4"
C.I.
6"
C.I.
C.O.
C.O.
5" C.I.
12"
RCP
36"
RCP
CB
DMH
DMH
CB
CB
CB
CB
CB
CB
CB
CB
CB CBCBCB
CB
36"
RC
P
CB (Not Fnd.)
CB
12" CMP
DMH
DMH
36"
RCP
15" Drain
C.O.
4"
CI
4"
CI
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
E
E
RIM = 115.1
3C
AT
CH
BA
SIN
INV.
OU
T = 111.9
8
30" inv
87.3
7
89.17
No visable pad
Sig
n
concrete pad
"M
obil" Sig
n on
3/4" WATER MAIN
NON-METALLIC FLEXIBLE
2"
PV
C
Steel
Sheetin
g
Steel
Sheeting
Appr
ox.
Loc. Un
dergro
und
Concrete
Pad
Reflect
or
Post
Curb
Curb
Conc. Pad
Conc. Pad
Conc. Pad
Pump Island
Concrete Pad
Concrete
Pad
Pum
p Island
Steel Covers
Steel Covers
MTA-MW
EMH
Elec. Service
5-4" PVC
2-4" PVC
Conduit
1 1/4" PVC Conduit 1 1/4" PVC Conduit
PB
PB
8" ACP Force Main
4" C.I.PB
XFMR PAD
Sign
Fndn.
Approx.
Loc.
Underground
PB
PB
2500 Gal.U/G Fuel Tank
Pump Island
Pump Island
Concrete Pad
Steel Covers
Conc. Pad
2 Phone Boothson Conc. Pad
T
T
T
Sewage
Lift Sta.
Service Boxw/ 1/2" Drain
2000 Gal. GT
3000 Gal. GT
10000 Gal. Fuel Oil Tank Gas
Sta.
Post (Typ.)
Gas
Sta.
Pump Island
Concrete Pad
Pump Island
Concrete Pad
Pump Island
Steel Covers
Conc.
(Typ.)
2 Phone Boothson Conc. Pad
T
T
SMH
SMH
SMH
SMH
SMH
SMH
SMH
SMH
SMH
SMH
SMH
SMH
SMH
SMH
SMH
SMH
SMH SMH
SMH
Power to T
unnel
T
T
T
T
2-4" PVC
1 - 2" PVC
3/4" WATER
S
NON-METALLIC FLEXIBLE
S
S
S
T
T
T
T T
T
SMH
SMH
T
T
PB
Pipe
Pipes
Boll.
Boll.
PB
PB
PB
(ABD.)
(ABD.)
(ABD.)
(A
BD.)
(A
BD.)
8" (A
BD.)
XFMRPad
FlagPole
FlagPole
E
E
E
E
E
SVE
As-S
outh
As-
North
3-FBR, 1-STL.
E
E
E
E
E
E
VR
VR
VR
VR
VR
E/T
E/T
E/T
E/T
E/T
E/T
E/
T
E/
T
LP
LP
CO
Isolation
Val
ve
Bypass
Valve
3-FBR, 1-STL.
CO
1.5 Square
Wells On Conc. Pad
Old Monitoring
COCO
V
PT
VV
V
V V
V
V
V
V
V
V
V
V
PT
PT
PT
PT
PT
PT
PT
PTPT
PT
PT
PT
V
V
V
V
V V
V
PT
TMH
SMH
8" ACP
Propane Tanks
JB
JB
JB
4" P
VC
T
TT
SMH
JB
VF
F
FF
2" PE
HH
1-4"
PV
C
S
(ABD)
8"
PV
C
T
T
T
T
T
2-5" PVC
T T
T
1-4" PVC
FV
LP
LP
2-5" PVC
1-4" PVC
1-4" PVC
6" S
TEEL
4" C.O.
4"
C.I.
SD
C.O.4" C.I.
5"
C.I.
6"
C.I.
CB
4"
C.I.
4" CI
8"
ACP SS (A
BD.)8" ACP W
4" C.I. (ABD.)
8" ACP W8" ACP SS
6" SS
5" C.I.
(ABD.)
(A
BD.)
(A
BD.)(
AB
D.)
8" PVC SS
8"
DIP
8"
PV
C
8" DIP 8" PVC
Extraction Well Piping
2-3" PVC Groundwater
A6
12"
RC
P
12"
RC
P
6"
UD
2" P
VC
(ABD.
)
(ABD.
)
(ABD.
)
(ABD.)
(A
BD.)
(A
BD.)
(A
BD.)
(A
BD.)
(A
BD.)
(ABD.)
(ABD.)(ABD.)
(ABD.)
(ABD.)
(ABD.)
(A
BD.)
(A
BD.)
(A
BD.)
(A
BD.)
(A
BD.)
(A
BD.)
(ABD.)
1-2" P
VC
CO
JB
1-4" P
VC
JB
2-5"
PV
C
?
FLR
FLR
FLR
FLR
FLR
FLR
FLR
FLR
FLR
FLR
FLR
FLR
FLR
FLR
WW
FLR
FLR
FLR
FLR
FLR
FLR
FLR
FLR
FLR
FLR
FLR
FLRFLR
FLR
FLR
FLR
FLR
FLR
FLR
FLR FLR
FLR
FLR
FLRFLR
FLR
FLR
FLR
FLR
FLRFLRFLR
BM
W
BM
Scale of Feet
PLAN0 100 200100
MTA PROJECT MANAGER:
CONSULTANT PROJECT MANAGER:
SLS
MEMORIAL HIGHWAY
THE GOLD STAR
Dale A. Mitchell, PE
PEM 12/1
12/1
RWH
RAL
12/1
12/1
HNTB CORPORATION
TEL (207) 774-5155
FAX (207) 228-0909
PARKING EXPANSION CONCEPT
KENNEBUNK SERVICE PLAZA
PHASE 1 KEY PLAN
------------ XXXX.XXX
340 County Road, Suite 6-C
Westbrook, ME 04092
Filena
me:
001_
Phase 1 Key.d
gn
Date:6/20/2018
CONTRACT:
SHEET NUMBER: ____
1OF7
Scale:
No. Revision By Date
Designed by:
By Date By Date
Checked
In Charge ofDrawn
Designed
B6-1 - 20FT
B6-2 - 20FT
B6-3 - 25FT
B6-4 - 20FT
B6-5 - 25FT
B6-10 - 25FT
B6-9 - 25FT
B6-8 - 25FTB6-7 - 40FT
B6-6 - 40FT
36"
R.C.P.
Existing
Service Plaza
2500 GAL. FUEL OILSTORAGE TANK
1 1/4" PVC
2" GRC
2" GRC
1 - 2" PVC
2-4" PVC
2 - 1/4" FUEL LINES
1 1/4" PVC
2" GRC
T
JB
JB JB
WE119.1
ROUTE 35
CB
C.O.
C.O.
C.O.
2-5" P.V.C. (ABD)
Existing
Service Plaza
(ABD)
MBMB
V F
F
FF
36"
RC
P
XFMR & Pad
225 KVA
Exist.
MAINE TURNPIKE AUTHORITY
MAINE TURNPIKE AUTHORITY
TURNPIKE MOTEL, INC.
Page 3
HB-KBUNK-101
HB-KBUNK-102
HB-KBUNK-103
HB-KBUNK-104
HB-KBUNK-105
HB-KBUNK-106
HB-KBUNK-107
HB-KBUNK-108
HB-KBUNK-109
HB-KBUNK-110
PLAN SHOWING PROMINENT SITE FEATURES BASE PLAN FROM 2006 APPEARS ACCURATE IN WORK AREAS
ELIMINATED DUE TO PROXIMITY TO WATER SERVICE
■ www.SchonewaldEngineering.com ■
LOGS OF SUBSURFACE EXPLORATIONS
Page 4
0
5
10
15
20
25
1D
2D
3D
4D
5D
24/12
24/15
24/11
24/16
24/18
2.0 - 4.0
5.0 - 7.0
10.0 - 12.0
15.0 - 17.0
20.0 - 22.0
3-4-7-11
6-6-7-7
6-7-10-14
3-5-5-4
1/18"-1
11
13
17
10
0
11
13
17
10
0
SSA
25
28
32
48
52
19
25
35
40
40
25
25
26
27
28
90.5
85.5
82.0
1D: Tan, dry to damp, m. dense, fine to medium SAND, trace Silt.SAND
2D: Tan to orange-tan, moist, m. dense, fine to medium SAND,trace Silt, trace coarse Sand.
3D: Tan, m. dense, fine to medium SAND, little to some Silt, tracecoarse Sand.
13.5
4D: Orange tan, m. dense, interbedded, Silty fine SAND; andClayey SILT, little very fine Sand. INTERBEDDED MARINE SILTAND SANDS
18.5
5D: Grey with occasional black, v. soft, Silty CLAY, trace veryfine Sand, with one 1-inch seam and few partings Silty fineSAND. MARINE SILT-CLAY
22.0Bottom of Exploration at 22.0 feet below ground surface.
No refusal.
PROJECT: Kennebunk Service Plaza ExpansionMaine Turnpike MM 25
Boring No.: HB-KBUNK-102
LOCATION: Kennebunk, MEProj. No.: 18-018
Driller: New England Boring Contractors Elevation (ft.) 104 ft (est'd) Core Barrel: N/A
Operator: Schaefer/ Titus Datum: NAVD88 Sampler: Standard Split-Spoon
Logged By: Schonewald Rig Type: Mobile Drill B-53 Hammer Wt./Fall: 140 lbs/ 30 in
Date Start/Finish: 7/12/18; 0745-0955 Drilling Method: cased wash boring Hammer Type: rope & cathead
Boring Location: per plan Casing ID/OD: HW to 20' Hammer Efficiency: 0.60
Auger ID/OD: SSA to 5' Water Level*: --
IN-SITU SAMPLING AND TESTING: ADDITIONAL DEFINITIONS: ADDITIONAL DEFINITIONS: LABORATORY TEST RESULTS:
D = Split Spoon Sample N-uncorrected = N value WOH = weight of 140lb. hammer AASHTO / USCS soil classifications
MD = Unsuccessful Split Spoon Sample attempt N60 = N value corrected for hammer efficiency WOR = weight of rods -#200 = percent fines WC = water content (%)
U = Thin Wall Tube Sample hammer efficiency = calculated hammer efficiency -- = not recorded CONSOL= 1-D consolidation test
MU = Unsuccessful Thin Wall Tube Sample attempt Su = Insitu Field Vane Shear Strength (psf) BOREHOLE ADVANCEMENT METHODS: UU=Unconsolidated undrained triaxial test
V = Insitu Vane Shear Test R = Rock Core Sample SSA/HSA=solid/hollow stem auger LL=Liquid Limit / PL=Plastic Limit / PI=Plasticity IndexMV = Unsuccessful Insitu Vane Shear Test attempt RQD = Rock Quality Designation (%) RC=roller cone/OPEN/PUSH=hydraulic push UCT qp = peak compressive strength of rock
Remarks:
Stratification lines represent approximate boundaries between soil types; transitions may be gradual.
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other than thosepresent at the time measurements were made. Boring No.: HB-KBUNK-102
De
pth
(ft
.)
Sa
mp
le N
o.
Sample Information
Pe
n./
Re
c.
(in
.)
Sa
mp
le D
ep
th(f
t.)
Blo
ws (
/6 in
.)S
he
ar
Str
en
gth
(psf)
or
RQ
D (
%)
N-u
nco
rre
cte
d
N-6
0
Ca
sin
g
Blo
ws
Ele
va
tio
n(f
t.)
Gra
ph
ic L
og
Visual Description and RemarksLab.
Testing Results
Page 1 of 1
Page 5
0
5
10
15
20
25
1D
2D
3D
4D
5D
24/15
24/17
24/11
24/24
24/22
2.0 - 4.0
5.0 - 7.0
10.0 - 12.0
15.0 - 17.0
20.0 - 22.0
3-2-2-2
5-4-3-3
3-4-6-8
1-1/12"-1
1-2-2-6
4
7
10
1
4
4
7
10
1
4
SSA
PUSH
16
26
26
PUSH
20
15
20
PUSH
PUSH
87.0
84.4
1D: Orange tan, damp to moist, v. loose, fine to medium SAND,trace to little Silt, trace coarse Sand. SAND
2D: Orange tan, wet, loose, fine to medium SAND, little Silt, tracecoarse Sand.
3D: Orange tan, loose, fine to medium SAND, some Silt;somewhat layered by silt content.
13.5
Olive brown, Clayey SILT, little very fine Sand, with severalpartings and layers Silty fine SAND. MARINE SILT-CLAYCRUST Changing at 16.1 ft to:
16.14D: Grey, Silty CLAY, little very fine SAND with one 1-inch seamSilty fine SAND at 16.1 ft. MARINE SILT-CLAY WITHINTERBEDDED SANDS
5D: Grey brown, loose, interbedded, Silty fine SAND; Silty CLAY,trace very fine Sand; and fine to medium SAND, little to someSilt; with one piece of gravel in bottom of sample.
PROJECT: Kennebunk Service Plaza ExpansionMaine Turnpike MM 25
Boring No.: HB-KBUNK-103
LOCATION: Kennebunk, MEProj. No.: 18-018
Driller: New England Boring Contractors Elevation (ft.) 100.5 ft (est'd) Core Barrel: N/A
Operator: Schaefer/ Titus Datum: NAVD88 Sampler: Standard Split-Spoon
Logged By: Schonewald Rig Type: Mobile Drill B-53 Hammer Wt./Fall: 140 lbs/ 30 in
Date Start/Finish: 7/11/18; 1140-1410 Drilling Method: cased wash boring Hammer Type: rope & cathead
Boring Location: per plan Casing ID/OD: HW to 25' Hammer Efficiency: 0.60
Auger ID/OD: SSA to 5' Water Level*: 6.1 ft (open)
IN-SITU SAMPLING AND TESTING: ADDITIONAL DEFINITIONS: ADDITIONAL DEFINITIONS: LABORATORY TEST RESULTS:
D = Split Spoon Sample N-uncorrected = N value WOH = weight of 140lb. hammer AASHTO / USCS soil classifications
MD = Unsuccessful Split Spoon Sample attempt N60 = N value corrected for hammer efficiency WOR = weight of rods -#200 = percent fines WC = water content (%)
U = Thin Wall Tube Sample hammer efficiency = calculated hammer efficiency -- = not recorded CONSOL= 1-D consolidation test
MU = Unsuccessful Thin Wall Tube Sample attempt Su = Insitu Field Vane Shear Strength (psf) BOREHOLE ADVANCEMENT METHODS: UU=Unconsolidated undrained triaxial test
V = Insitu Vane Shear Test R = Rock Core Sample SSA/HSA=solid/hollow stem auger LL=Liquid Limit / PL=Plastic Limit / PI=Plasticity IndexMV = Unsuccessful Insitu Vane Shear Test attempt RQD = Rock Quality Designation (%) RC=roller cone/OPEN/PUSH=hydraulic push UCT qp = peak compressive strength of rock
Remarks:
Stratification lines represent approximate boundaries between soil types; transitions may be gradual.
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other than thosepresent at the time measurements were made. Boring No.: HB-KBUNK-103
De
pth
(ft
.)
Sa
mp
le N
o.
Sample Information
Pe
n./
Re
c.
(in
.)
Sa
mp
le D
ep
th(f
t.)
Blo
ws (
/6 in
.)S
he
ar
Str
en
gth
(psf)
or
RQ
D (
%)
N-u
nco
rre
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d
N-6
0
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Testing Results
Page 1 of 2
Page 6
25
30
35
40
45
50
6D 24/24 25.0 - 27.0 2/18"-3 1 1
73.5
6D: Grey, v. soft, Silty CLAY, trace very fine Sand with three 1-inch seams and few partings Silty fine SAND.
27.0Bottom of Exploration at 27.0 feet below ground surface.
No refusal.
PROJECT: Kennebunk Service Plaza ExpansionMaine Turnpike MM 25
Boring No.: HB-KBUNK-103
LOCATION: Kennebunk, MEProj. No.: 18-018
Driller: New England Boring Contractors Elevation (ft.) 100.5 ft (est'd) Core Barrel: N/A
Operator: Schaefer/ Titus Datum: NAVD88 Sampler: Standard Split-Spoon
Logged By: Schonewald Rig Type: Mobile Drill B-53 Hammer Wt./Fall: 140 lbs/ 30 in
Date Start/Finish: 7/11/18; 1140-1410 Drilling Method: cased wash boring Hammer Type: rope & cathead
Boring Location: per plan Casing ID/OD: HW to 25' Hammer Efficiency: 0.60
Auger ID/OD: SSA to 5' Water Level*: 6.1 ft (open)
IN-SITU SAMPLING AND TESTING: ADDITIONAL DEFINITIONS: ADDITIONAL DEFINITIONS: LABORATORY TEST RESULTS:
D = Split Spoon Sample N-uncorrected = N value WOH = weight of 140lb. hammer AASHTO / USCS soil classifications
MD = Unsuccessful Split Spoon Sample attempt N60 = N value corrected for hammer efficiency WOR = weight of rods -#200 = percent fines WC = water content (%)
U = Thin Wall Tube Sample hammer efficiency = calculated hammer efficiency -- = not recorded CONSOL= 1-D consolidation test
MU = Unsuccessful Thin Wall Tube Sample attempt Su = Insitu Field Vane Shear Strength (psf) BOREHOLE ADVANCEMENT METHODS: UU=Unconsolidated undrained triaxial test
V = Insitu Vane Shear Test R = Rock Core Sample SSA/HSA=solid/hollow stem auger LL=Liquid Limit / PL=Plastic Limit / PI=Plasticity IndexMV = Unsuccessful Insitu Vane Shear Test attempt RQD = Rock Quality Designation (%) RC=roller cone/OPEN/PUSH=hydraulic push UCT qp = peak compressive strength of rock
Remarks:
Stratification lines represent approximate boundaries between soil types; transitions may be gradual.
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other than thosepresent at the time measurements were made. Boring No.: HB-KBUNK-103
De
pth
(ft
.)
Sa
mp
le N
o.
Sample Information
Pe
n./
Re
c.
(in
.)
Sa
mp
le D
ep
th(f
t.)
Blo
ws (
/6 in
.)S
he
ar
Str
en
gth
(psf)
or
RQ
D (
%)
N-u
nco
rre
cte
d
N-6
0
Ca
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Ele
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Visual Description and RemarksLab.
Testing Results
Page 2 of 2
Page 7
0
5
10
15
20
25
1D
2D
3D
4D
5DV1
MV
24/14
24/18
24/24
24/12
24/24
2.0 - 4.0
5.0 - 7.0
10.0 - 12.0
15.0 - 17.0
20.0 - 22.020.6 - 21.0
21.5 - 21.5
5-8-8-9
1-1-2-4
1-1-1-1
2-3-2-3
(VANE/18")-WORSu= 440/ 27 psf
16
3
2
5
--
16
3
2
5
SSA
3
6
12
22
24
PUSH
PUSH
87.5
78.0
74.5
1D: Tan, moist to wet, m. dense, fine to medium SAND, trace Silt,trace coarse Sand. SAND
2D: Tan, wet, v. loose, fine to coarse SAND, trace to little Silt.
9.09 ft: Silt-clay observed in wash water.
3D: Olive brown, soft, SILT & CLAY, little very fine Sand withnumerous seams, partings, and pockets of fine Sandy SILT;sandier material comprises approx. 40% of sample.INTERBEDDED MARINE SILT AND SANDS
Attempted vane at 15.6 ft; unable to push vane past 15.4 ft.4D: Olive brown, loose, interbedded, Silty fine SAND; CLAY &SILT, trace very fine Sand; and fine to medium SAND, little Silt.
18.5
5D: Grey with occasional black, Silty CLAY, trace very fine Sandwith few seams Silty fine SAND. MARINE SILT-CLAYV1: Tu=16 / Tr=1 ft-lbs (65 mm x 130 mm vane)
MV: Unable to push past 21.5 ft.22.0
Bottom of Exploration at 22.0 feet below ground surface.No refusal.
A-3SP-SM
-#200=5.8%WC=19.8%
A-4(0)ML
-#200=69.9%WC=27.7%
LL=NVPL=NPPI=NP
CLWC=35.9%
LL=26.1PL=15.6PI=10.5
PROJECT: Kennebunk Service Plaza ExpansionMaine Turnpike MM 25
Boring No.: HB-KBUNK-104
LOCATION: Kennebunk, MEProj. No.: 18-018
Driller: New England Boring Contractors Elevation (ft.) 96.5 ft (est'd) Core Barrel: N/A
Operator: Schaefer/ Titus Datum: NAVD88 Sampler: Standard Split-Spoon
Logged By: Schonewald Rig Type: Mobile Drill B-53 Hammer Wt./Fall: 140 lbs/ 30 in
Date Start/Finish: 7/11/18; 0855-1125 Drilling Method: cased wash boring Hammer Type: rope & cathead
Boring Location: per plan Casing ID/OD: HW to 20' Hammer Efficiency: 0.60
Auger ID/OD: SSA to 5' Water Level*: 4.1 ft (open)
IN-SITU SAMPLING AND TESTING: ADDITIONAL DEFINITIONS: ADDITIONAL DEFINITIONS: LABORATORY TEST RESULTS:
D = Split Spoon Sample N-uncorrected = N value WOH = weight of 140lb. hammer AASHTO / USCS soil classifications
MD = Unsuccessful Split Spoon Sample attempt N60 = N value corrected for hammer efficiency WOR = weight of rods -#200 = percent fines WC = water content (%)
U = Thin Wall Tube Sample hammer efficiency = calculated hammer efficiency -- = not recorded CONSOL= 1-D consolidation test
MU = Unsuccessful Thin Wall Tube Sample attempt Su = Insitu Field Vane Shear Strength (psf) BOREHOLE ADVANCEMENT METHODS: UU=Unconsolidated undrained triaxial test
V = Insitu Vane Shear Test R = Rock Core Sample SSA/HSA=solid/hollow stem auger LL=Liquid Limit / PL=Plastic Limit / PI=Plasticity IndexMV = Unsuccessful Insitu Vane Shear Test attempt RQD = Rock Quality Designation (%) RC=roller cone/OPEN/PUSH=hydraulic push UCT qp = peak compressive strength of rock
Remarks:
Stratification lines represent approximate boundaries between soil types; transitions may be gradual.
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other than thosepresent at the time measurements were made. Boring No.: HB-KBUNK-104
De
pth
(ft
.)
Sa
mp
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Sample Information
Pe
n./
Re
c.
(in
.)
Sa
mp
le D
ep
th(f
t.)
Blo
ws (
/6 in
.)S
he
ar
Str
en
gth
(psf)
or
RQ
D (
%)
N-u
nco
rre
cte
d
N-6
0
Ca
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Visual Description and RemarksLab.
Testing Results
Page 1 of 1
Page 8
0
5
10
15
20
25
1D
2D
3D
4D
5DV1
V2
24/19
24/17
24/11
24/24
24/17
2.0 - 4.0
5.0 - 7.0
10.0 - 12.0
15.0 - 17.0
20.0 - 22.020.6 - 21.0
21.6 - 22.0
3-3-3-3
5-7-9-8
2-3-3-4
2-1-1-1
VANE INTERVALSu= 343/ 14 psf
Su= 385/ 0 psf
6
16
6
2
6
16
6
2
SSA
22
19
34
30
32
12
16
21
31
38
PUSH
PUSH
82.0
80.5
1D: Red tan, damp, loose, fine to medium SAND, trace Silt.SAND
2D: Orange tan, moist to wet, m. dense, fine to medium SAND,trace Silt, trace coarse Sand.
3D: Orange tan, loose, fine to medium SAND, trace Silt, tracecoarse Sand.
14.014.0 ft: Olive brown silt-clay observed in wash water.
Olive brown, slightly mottled, Clayey SILT, some fine SAND aspartings and seams; changing at 15.5 ft to:
15.54D: Grey, soft, CLAY & SILT, trace very fine Sand with numerousseams and partings of Silty fine SAND and one 1-inch seamblack, fine to medium SAND, some Silt.
5D: Grey, Silty CLAY, trace very fine Sand with multiple seamsand partings Silty fine SAND.V1: Tu=12.5 / Tr=0.5 ft-lbs (65 mm x 130 mm vane)
V2: Tu=14 / Tr=0 ft-lbs (65 mm x 130 mm vane)
PROJECT: Kennebunk Service Plaza ExpansionMaine Turnpike MM 25
Boring No.: HB-KBUNK-105
LOCATION: Kennebunk, MEProj. No.: 18-018
Driller: New England Boring Contractors Elevation (ft.) 96 ft (est'd) Core Barrel: N/A
Operator: Schaefer/ Titus Datum: NAVD88 Sampler: Standard Split-Spoon
Logged By: Schonewald Rig Type: Mobile Drill B-53 Hammer Wt./Fall: 140 lbs/ 30 in
Date Start/Finish: 7/10/18; 1340-7/11/18; 0805 Drilling Method: cased wash boring Hammer Type: rope & cathead
Boring Location: per plan Casing ID/OD: HW to 25' Hammer Efficiency: 0.60
Auger ID/OD: SSA to 5' Water Level*: 5.8 ft (open)
IN-SITU SAMPLING AND TESTING: ADDITIONAL DEFINITIONS: ADDITIONAL DEFINITIONS: LABORATORY TEST RESULTS:
D = Split Spoon Sample N-uncorrected = N value WOH = weight of 140lb. hammer AASHTO / USCS soil classifications
MD = Unsuccessful Split Spoon Sample attempt N60 = N value corrected for hammer efficiency WOR = weight of rods -#200 = percent fines WC = water content (%)
U = Thin Wall Tube Sample hammer efficiency = calculated hammer efficiency -- = not recorded CONSOL= 1-D consolidation test
MU = Unsuccessful Thin Wall Tube Sample attempt Su = Insitu Field Vane Shear Strength (psf) BOREHOLE ADVANCEMENT METHODS: UU=Unconsolidated undrained triaxial test
V = Insitu Vane Shear Test R = Rock Core Sample SSA/HSA=solid/hollow stem auger LL=Liquid Limit / PL=Plastic Limit / PI=Plasticity IndexMV = Unsuccessful Insitu Vane Shear Test attempt RQD = Rock Quality Designation (%) RC=roller cone/OPEN/PUSH=hydraulic push UCT qp = peak compressive strength of rock
Remarks:
Stratification lines represent approximate boundaries between soil types; transitions may be gradual.
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other than thosepresent at the time measurements were made. Boring No.: HB-KBUNK-105
De
pth
(ft
.)
Sa
mp
le N
o.
Sample Information
Pe
n./
Re
c.
(in
.)
Sa
mp
le D
ep
th(f
t.)
Blo
ws (
/6 in
.)S
he
ar
Str
en
gth
(psf)
or
RQ
D (
%)
N-u
nco
rre
cte
d
N-6
0
Ca
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Visual Description and RemarksLab.
Testing Results
Page 1 of 2
Page 9
25
30
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50
6DV3
V4
24/24 25.0 - 27.025.6 - 26.0
26.6 - 27.0
VANE INTERVALSu= 563/ 82 psf
Su= 494/ 0 psf
69.0
6D: Grey, Silty CLAY with multiple seams fine SAND, some Silt.
V3: Tu=20.5 / Tr=3 ft-lbs (65 mm x 130 mm vane)
V4: Tu=18 / Tr=0 ft-lbs (65 mm x 130 mm vane)27.0
Bottom of Exploration at 27.0 feet below ground surface.No refusal.
PROJECT: Kennebunk Service Plaza ExpansionMaine Turnpike MM 25
Boring No.: HB-KBUNK-105
LOCATION: Kennebunk, MEProj. No.: 18-018
Driller: New England Boring Contractors Elevation (ft.) 96 ft (est'd) Core Barrel: N/A
Operator: Schaefer/ Titus Datum: NAVD88 Sampler: Standard Split-Spoon
Logged By: Schonewald Rig Type: Mobile Drill B-53 Hammer Wt./Fall: 140 lbs/ 30 in
Date Start/Finish: 7/10/18; 1340-7/11/18; 0805 Drilling Method: cased wash boring Hammer Type: rope & cathead
Boring Location: per plan Casing ID/OD: HW to 25' Hammer Efficiency: 0.60
Auger ID/OD: SSA to 5' Water Level*: 5.8 ft (open)
IN-SITU SAMPLING AND TESTING: ADDITIONAL DEFINITIONS: ADDITIONAL DEFINITIONS: LABORATORY TEST RESULTS:
D = Split Spoon Sample N-uncorrected = N value WOH = weight of 140lb. hammer AASHTO / USCS soil classifications
MD = Unsuccessful Split Spoon Sample attempt N60 = N value corrected for hammer efficiency WOR = weight of rods -#200 = percent fines WC = water content (%)
U = Thin Wall Tube Sample hammer efficiency = calculated hammer efficiency -- = not recorded CONSOL= 1-D consolidation test
MU = Unsuccessful Thin Wall Tube Sample attempt Su = Insitu Field Vane Shear Strength (psf) BOREHOLE ADVANCEMENT METHODS: UU=Unconsolidated undrained triaxial test
V = Insitu Vane Shear Test R = Rock Core Sample SSA/HSA=solid/hollow stem auger LL=Liquid Limit / PL=Plastic Limit / PI=Plasticity IndexMV = Unsuccessful Insitu Vane Shear Test attempt RQD = Rock Quality Designation (%) RC=roller cone/OPEN/PUSH=hydraulic push UCT qp = peak compressive strength of rock
Remarks:
Stratification lines represent approximate boundaries between soil types; transitions may be gradual.
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other than thosepresent at the time measurements were made. Boring No.: HB-KBUNK-105
De
pth
(ft
.)
Sa
mp
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o.
Sample Information
Pe
n./
Re
c.
(in
.)
Sa
mp
le D
ep
th(f
t.)
Blo
ws (
/6 in
.)S
he
ar
Str
en
gth
(psf)
or
RQ
D (
%)
N-u
nco
rre
cte
d
N-6
0
Ca
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Visual Description and RemarksLab.
Testing Results
Page 2 of 2
Page 10
0
5
10
15
20
25
1D
2D
2D-A
3D
4D
5D
6D
24/7
24/17
--/--
24/16
24/20
24/0
24/24
2.0 - 4.0
5.0 - 7.0
7.0 - 9.0
10.0 - 12.0
15.0 - 17.0
20.0 - 22.0
6-8-3-3
2-1/12"-3
1-3-8-8
2-6-8-7
7-8-11-7
WOR/18"-WOH
11
1
11
14
19
0
11
1
11
14
19
0
HSA
8
18
16
16
17
10
11
13
12
11
89.1
88.4
78.0
1D: Brown, dry to damp, Silty fine to medium SAND with twopieces gravel. FILL
2D: Tan brown grey, mottled, damp to wet, fine to mediumSAND, trace to little Silt, trace coarse Sand. FILL Changing at 6.9ft to:
6.92D-A: Dark brown, PEAT and ORGANIC SILT.Wet, dark brown, PEAT and ORGANIC SILT; changing at 7.6 ftto:
7.63D: Grey, fine SAND, little Silt; grading at 7.9 ft to tan, fine tomedium SAND, trace Silt. SAND
4D: Tan grading to grey, wet, m. dense, fine to coarse SAND,trace Silt.
5D: Split-spoon sampler locked in augers by blowing sand. Pullaugers; continue as cased wash boring. Unable to retrievesample.
18.018 ft: Olive brown silt-clay observed in wash water.
19.5 ft: Grey sandy silt-clay observed in wash water.6D: Dark, grey with black, v. soft, Silty CLAY, little to some fine tomedium Sand as multiple pockets and seams. INTERBEDDEDMARINE SILT AND SANDS
A-2-4(0)SM
-#200=21.3%WC=8.8%
A-3SP
-#200=1.8%WC=22.0%
A-4(5)CL
-#200=84.2%WC=32.1%
LL=24.6PL=16.7PI=7.9
PROJECT: Kennebunk Service Plaza ExpansionMaine Turnpike MM 25
Boring No.: HB-KBUNK-106
LOCATION: Kennebunk, MEProj. No.: 18-018
Driller: New England Boring Contractors Elevation (ft.) 96 ft (est'd) Core Barrel: N/A
Operator: Schaefer/ Titus Datum: NAVD88 Sampler: Standard Split-Spoon
Logged By: Schonewald Rig Type: Mobile Drill B-53 Hammer Wt./Fall: 140 lbs/ 30 in
Date Start/Finish: 6/27/18; 1015-1650 Drilling Method: cased wash boring Hammer Type: rope & cathead
Boring Location: per plan Casing ID/OD: HW to 40' Hammer Efficiency: 0.60
Auger ID/OD: HSA to 15' Water Level*: 6.3 ft (approx)
IN-SITU SAMPLING AND TESTING: ADDITIONAL DEFINITIONS: ADDITIONAL DEFINITIONS: LABORATORY TEST RESULTS:
D = Split Spoon Sample N-uncorrected = N value WOH = weight of 140lb. hammer AASHTO / USCS soil classifications
MD = Unsuccessful Split Spoon Sample attempt N60 = N value corrected for hammer efficiency WOR = weight of rods -#200 = percent fines WC = water content (%)
U = Thin Wall Tube Sample hammer efficiency = calculated hammer efficiency -- = not recorded CONSOL= 1-D consolidation test
MU = Unsuccessful Thin Wall Tube Sample attempt Su = Insitu Field Vane Shear Strength (psf) BOREHOLE ADVANCEMENT METHODS: UU=Unconsolidated undrained triaxial test
V = Insitu Vane Shear Test R = Rock Core Sample SSA/HSA=solid/hollow stem auger LL=Liquid Limit / PL=Plastic Limit / PI=Plasticity IndexMV = Unsuccessful Insitu Vane Shear Test attempt RQD = Rock Quality Designation (%) RC=roller cone/OPEN/PUSH=hydraulic push UCT qp = peak compressive strength of rock
Remarks:
Stratification lines represent approximate boundaries between soil types; transitions may be gradual.
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other than thosepresent at the time measurements were made. Boring No.: HB-KBUNK-106
De
pth
(ft
.)
Sa
mp
le N
o.
Sample Information
Pe
n./
Re
c.
(in
.)
Sa
mp
le D
ep
th(f
t.)
Blo
ws (
/6 in
.)S
he
ar
Str
en
gth
(psf)
or
RQ
D (
%)
N-u
nco
rre
cte
d
N-6
0
Ca
sin
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Blo
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Ele
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Visual Description and RemarksLab.
Testing Results
Page 1 of 3
Page 11
25
30
35
40
45
50
7D
8D
9D
10D
24/23
24/20
24/19
24/18
25.0 - 27.0
30.0 - 32.0
35.0 - 37.0
40.0 - 42.0
2/12"-2-2
2-2-4-2
1/24"
WOR/24"
2
6
0
0
2
6
0
0
21
22
26
20
24
27
24
26
24
28
25
23
20
23
24
60.0
54.0
7D: Dark grey, v. loose, interbedded, Silty fine SAND; Silty CLAY,little very fine Sand; and fine to medium SAND, little to some Silt.
8D: Dark grey, loose, interbedded, fine SAND, little Silt; Silty fineSAND; and fine to medium SAND, little to some Silt; with two 1-inch seams Silty CLAY.
9D: Top 10 inches sample: Dark grey, interbedded, fine SAND,little Silt; and Silty fine SAND.
36.09D (cont'd): Bottom 9 inches of sample: Dark grey, Silty CLAY.MARINE SILT-CLAY
10D: Olive grey, v. soft, Silty CLAY, with one 1-1/2-inch seamSilty fine SAND.
42.042.0 ft: Hydraulic push rods as probe to estimate bottom of softsoil.
A-4(0)ML
-#200=82.3%WC=28.5%
LL=NVPL=NPPI=NP
CLWC=41.1%
LL=36.7PL=23.4PI=13.3
PROJECT: Kennebunk Service Plaza ExpansionMaine Turnpike MM 25
Boring No.: HB-KBUNK-106
LOCATION: Kennebunk, MEProj. No.: 18-018
Driller: New England Boring Contractors Elevation (ft.) 96 ft (est'd) Core Barrel: N/A
Operator: Schaefer/ Titus Datum: NAVD88 Sampler: Standard Split-Spoon
Logged By: Schonewald Rig Type: Mobile Drill B-53 Hammer Wt./Fall: 140 lbs/ 30 in
Date Start/Finish: 6/27/18; 1015-1650 Drilling Method: cased wash boring Hammer Type: rope & cathead
Boring Location: per plan Casing ID/OD: HW to 40' Hammer Efficiency: 0.60
Auger ID/OD: HSA to 15' Water Level*: 6.3 ft (approx)
IN-SITU SAMPLING AND TESTING: ADDITIONAL DEFINITIONS: ADDITIONAL DEFINITIONS: LABORATORY TEST RESULTS:
D = Split Spoon Sample N-uncorrected = N value WOH = weight of 140lb. hammer AASHTO / USCS soil classifications
MD = Unsuccessful Split Spoon Sample attempt N60 = N value corrected for hammer efficiency WOR = weight of rods -#200 = percent fines WC = water content (%)
U = Thin Wall Tube Sample hammer efficiency = calculated hammer efficiency -- = not recorded CONSOL= 1-D consolidation test
MU = Unsuccessful Thin Wall Tube Sample attempt Su = Insitu Field Vane Shear Strength (psf) BOREHOLE ADVANCEMENT METHODS: UU=Unconsolidated undrained triaxial test
V = Insitu Vane Shear Test R = Rock Core Sample SSA/HSA=solid/hollow stem auger LL=Liquid Limit / PL=Plastic Limit / PI=Plasticity IndexMV = Unsuccessful Insitu Vane Shear Test attempt RQD = Rock Quality Designation (%) RC=roller cone/OPEN/PUSH=hydraulic push UCT qp = peak compressive strength of rock
Remarks:
Stratification lines represent approximate boundaries between soil types; transitions may be gradual.
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other than thosepresent at the time measurements were made. Boring No.: HB-KBUNK-106
De
pth
(ft
.)
Sa
mp
le N
o.
Sample Information
Pe
n./
Re
c.
(in
.)
Sa
mp
le D
ep
th(f
t.)
Blo
ws (
/6 in
.)S
he
ar
Str
en
gth
(psf)
or
RQ
D (
%)
N-u
nco
rre
cte
d
N-6
0
Ca
sin
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Blo
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Ele
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t.)
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Visual Description and RemarksLab.
Testing Results
Page 2 of 3
Page 12
50
55
60
65
70
75
22.0 74.0Bottom of Exploration at 74.0 feet below ground surface.
Rod probe fetches up; probable bottom of soft soil; no refusal.
PROJECT: Kennebunk Service Plaza ExpansionMaine Turnpike MM 25
Boring No.: HB-KBUNK-106
LOCATION: Kennebunk, MEProj. No.: 18-018
Driller: New England Boring Contractors Elevation (ft.) 96 ft (est'd) Core Barrel: N/A
Operator: Schaefer/ Titus Datum: NAVD88 Sampler: Standard Split-Spoon
Logged By: Schonewald Rig Type: Mobile Drill B-53 Hammer Wt./Fall: 140 lbs/ 30 in
Date Start/Finish: 6/27/18; 1015-1650 Drilling Method: cased wash boring Hammer Type: rope & cathead
Boring Location: per plan Casing ID/OD: HW to 40' Hammer Efficiency: 0.60
Auger ID/OD: HSA to 15' Water Level*: 6.3 ft (approx)
IN-SITU SAMPLING AND TESTING: ADDITIONAL DEFINITIONS: ADDITIONAL DEFINITIONS: LABORATORY TEST RESULTS:
D = Split Spoon Sample N-uncorrected = N value WOH = weight of 140lb. hammer AASHTO / USCS soil classifications
MD = Unsuccessful Split Spoon Sample attempt N60 = N value corrected for hammer efficiency WOR = weight of rods -#200 = percent fines WC = water content (%)
U = Thin Wall Tube Sample hammer efficiency = calculated hammer efficiency -- = not recorded CONSOL= 1-D consolidation test
MU = Unsuccessful Thin Wall Tube Sample attempt Su = Insitu Field Vane Shear Strength (psf) BOREHOLE ADVANCEMENT METHODS: UU=Unconsolidated undrained triaxial test
V = Insitu Vane Shear Test R = Rock Core Sample SSA/HSA=solid/hollow stem auger LL=Liquid Limit / PL=Plastic Limit / PI=Plasticity IndexMV = Unsuccessful Insitu Vane Shear Test attempt RQD = Rock Quality Designation (%) RC=roller cone/OPEN/PUSH=hydraulic push UCT qp = peak compressive strength of rock
Remarks:
Stratification lines represent approximate boundaries between soil types; transitions may be gradual.
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other than thosepresent at the time measurements were made. Boring No.: HB-KBUNK-106
De
pth
(ft
.)
Sa
mp
le N
o.
Sample Information
Pe
n./
Re
c.
(in
.)
Sa
mp
le D
ep
th(f
t.)
Blo
ws (
/6 in
.)S
he
ar
Str
en
gth
(psf)
or
RQ
D (
%)
N-u
nco
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N-6
0
Ca
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t.)
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Visual Description and RemarksLab.
Testing Results
Page 3 of 3
Page 13
0
5
10
15
20
25
1D
2D
3D
4DV1
V2
24/22
24/18
24/24
24/16
5.0 - 7.0
10.0 - 12.0
15.0 - 17.0
20.0 - 22.020.6 - 21.0
21.6 - 22.0
1-1-2-3
4-6-5-4
WOR/12"-WOH-1
VANE INTERVALSu= 371/ 27 psf
Su= 316/ 14 psf
3
11
0
3
11
0
SSA
PUSH
35
67
58
32
28
25
25
23
PUSH
PUSH
81.5
79.5
74.7
2.0 ft: Unable to drive spoon past 2.5 ft; spoon and augerswalking; fill material, including asphalt in spoon. FILL
5.01D: Dark brown, damp to moist, v. loose, fine Sandy ORGANICSILT with one tree root. ORIGINAL GROUND
7.0
2D: Olive brown, damp to moist, stiff, Clayey SILT, little to somefine to medium Sand as seams, partings, and pockets. MARINESILT-CLAY CRUST Grading at 11.8 ft to:
11.82D (cont'd): Grey, Silty CLAY, trace very fine Sand. MARINESILT-CLAY
3D: Dark grey with few black streaks, v. soft, Silty CLAY withnumerous seams fine to medium SAND, some Silt.
4D: Dark grey with occasional black, Silty CLAY with one seamfine to medium SAND, some Silt.V1: Tu=13.5 / Tr=1 ft-lbs (65 mm x 130 mm vane)
V2: Tu=11.5 / Tr=0.5 ft-lbs (65 mm x 130 mm vane)
PROJECT: Kennebunk Service Plaza ExpansionMaine Turnpike MM 25
Boring No.: HB-KBUNK-107
LOCATION: Kennebunk, MEProj. No.: 18-018
Driller: New England Boring Contractors Elevation (ft.) 86.5 ft (est'd) Core Barrel: N/A
Operator: Schaefer/ Titus Datum: NAVD88 Sampler: Standard Split-Spoon
Logged By: Schonewald Rig Type: Mobile Drill B-53 Hammer Wt./Fall: 140 lbs/ 30 in
Date Start/Finish: 6/27/18; 1720-6/28/18; 1300 Drilling Method: cased wash boring Hammer Type: rope & cathead
Boring Location: per plan Casing ID/OD: HW to 40' Hammer Efficiency: 0.60
Auger ID/OD: SSA to 5' Water Level*: --
IN-SITU SAMPLING AND TESTING: ADDITIONAL DEFINITIONS: ADDITIONAL DEFINITIONS: LABORATORY TEST RESULTS:
D = Split Spoon Sample N-uncorrected = N value WOH = weight of 140lb. hammer AASHTO / USCS soil classifications
MD = Unsuccessful Split Spoon Sample attempt N60 = N value corrected for hammer efficiency WOR = weight of rods -#200 = percent fines WC = water content (%)
U = Thin Wall Tube Sample hammer efficiency = calculated hammer efficiency -- = not recorded CONSOL= 1-D consolidation test
MU = Unsuccessful Thin Wall Tube Sample attempt Su = Insitu Field Vane Shear Strength (psf) BOREHOLE ADVANCEMENT METHODS: UU=Unconsolidated undrained triaxial test
V = Insitu Vane Shear Test R = Rock Core Sample SSA/HSA=solid/hollow stem auger LL=Liquid Limit / PL=Plastic Limit / PI=Plasticity IndexMV = Unsuccessful Insitu Vane Shear Test attempt RQD = Rock Quality Designation (%) RC=roller cone/OPEN/PUSH=hydraulic push UCT qp = peak compressive strength of rock
Remarks:
Stratification lines represent approximate boundaries between soil types; transitions may be gradual.
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other than thosepresent at the time measurements were made. Boring No.: HB-KBUNK-107
De
pth
(ft
.)
Sa
mp
le N
o.
Sample Information
Pe
n./
Re
c.
(in
.)
Sa
mp
le D
ep
th(f
t.)
Blo
ws (
/6 in
.)S
he
ar
Str
en
gth
(psf)
or
RQ
D (
%)
N-u
nco
rre
cte
d
N-6
0
Ca
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g
Blo
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Ele
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Visual Description and RemarksLab.
Testing Results
Page 1 of 3
Page 14
25
30
35
40
45
50
5DV3
V4
6DV5
V6
7DV7
V8
8DV9
V10
24/24
24/22
24/0
24/22
25.0 - 27.025.6 - 26.0
26.6 - 27.0
30.0 - 32.030.6 - 31.0
31.6 - 32.0
35.0 - 37.035.6 - 36.0
36.6 - 37.0
40.0 - 42.040.6 - 41.0
41.6 - 42.0
VANE INTERVALSu= 302/ 14 psf
Su= 288/ 14 psf
VANE INTERVALSu= 426/ 14 psf
Su= 412/ 14 psf
VANE INTERVALSu= 481/ 27 psf
Su= 385/ 27 psf
VANE INTERVALSu= 481/ 27 psf
Su= 453/ 14 psf
PUSH
PUSH
PUSH
44.5
5D: Dark grey, Silty CLAY, trace very fine Sand grading to olivegrey, Silty CLAY.V3: Tu=11 / Tr=0.5 ft-lbs (65 mm x 130 mm vane)
V4: Tu=10.5 / Tr=0.5 ft-lbs (65 mm x 130 mm vane)
6D: Olive grey, Silty CLAY.
V5: Tu=15.5 / Tr=0.5 ft-lbs (65 mm x 130 mm vane)
V6: Tu=15 / Tr=0.5 ft-lbs (65 mm x 130 mm vane)
7D: No recovery.
V7: Tu=17.5 / Tr=1 ft-lbs (65 mm x 130 mm vane)
V8: Tu=14 / Tr=1 ft-lbs (65 mm x 130 mm vane)
8D: Dark grey, Silty CLAY.
V9: Tu=17.5 / Tr=1 ft-lbs (65 mm x 130 mm vane)
V10: Tu=16.5 / Tr=0.5 ft-lbs (65 mm x 130 mm vane)42.0
42.0 ft: Hydraulic push rods as probe to estimate bottom of softsoil.
PROJECT: Kennebunk Service Plaza ExpansionMaine Turnpike MM 25
Boring No.: HB-KBUNK-107
LOCATION: Kennebunk, MEProj. No.: 18-018
Driller: New England Boring Contractors Elevation (ft.) 86.5 ft (est'd) Core Barrel: N/A
Operator: Schaefer/ Titus Datum: NAVD88 Sampler: Standard Split-Spoon
Logged By: Schonewald Rig Type: Mobile Drill B-53 Hammer Wt./Fall: 140 lbs/ 30 in
Date Start/Finish: 6/27/18; 1720-6/28/18; 1300 Drilling Method: cased wash boring Hammer Type: rope & cathead
Boring Location: per plan Casing ID/OD: HW to 40' Hammer Efficiency: 0.60
Auger ID/OD: SSA to 5' Water Level*: --
IN-SITU SAMPLING AND TESTING: ADDITIONAL DEFINITIONS: ADDITIONAL DEFINITIONS: LABORATORY TEST RESULTS:
D = Split Spoon Sample N-uncorrected = N value WOH = weight of 140lb. hammer AASHTO / USCS soil classifications
MD = Unsuccessful Split Spoon Sample attempt N60 = N value corrected for hammer efficiency WOR = weight of rods -#200 = percent fines WC = water content (%)
U = Thin Wall Tube Sample hammer efficiency = calculated hammer efficiency -- = not recorded CONSOL= 1-D consolidation test
MU = Unsuccessful Thin Wall Tube Sample attempt Su = Insitu Field Vane Shear Strength (psf) BOREHOLE ADVANCEMENT METHODS: UU=Unconsolidated undrained triaxial test
V = Insitu Vane Shear Test R = Rock Core Sample SSA/HSA=solid/hollow stem auger LL=Liquid Limit / PL=Plastic Limit / PI=Plasticity IndexMV = Unsuccessful Insitu Vane Shear Test attempt RQD = Rock Quality Designation (%) RC=roller cone/OPEN/PUSH=hydraulic push UCT qp = peak compressive strength of rock
Remarks:
Stratification lines represent approximate boundaries between soil types; transitions may be gradual.
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other than thosepresent at the time measurements were made. Boring No.: HB-KBUNK-107
De
pth
(ft
.)
Sa
mp
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Sample Information
Pe
n./
Re
c.
(in
.)
Sa
mp
le D
ep
th(f
t.)
Blo
ws (
/6 in
.)S
he
ar
Str
en
gth
(psf)
or
RQ
D (
%)
N-u
nco
rre
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d
N-6
0
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Testing Results
Page 2 of 3
Page 15
50
55
60
65
70
75
33.2 53.3Bottom of Exploration at 53.3 feet below ground surface.
Rod probe fetches up; probable bottom of soft soil; no refusal.
PROJECT: Kennebunk Service Plaza ExpansionMaine Turnpike MM 25
Boring No.: HB-KBUNK-107
LOCATION: Kennebunk, MEProj. No.: 18-018
Driller: New England Boring Contractors Elevation (ft.) 86.5 ft (est'd) Core Barrel: N/A
Operator: Schaefer/ Titus Datum: NAVD88 Sampler: Standard Split-Spoon
Logged By: Schonewald Rig Type: Mobile Drill B-53 Hammer Wt./Fall: 140 lbs/ 30 in
Date Start/Finish: 6/27/18; 1720-6/28/18; 1300 Drilling Method: cased wash boring Hammer Type: rope & cathead
Boring Location: per plan Casing ID/OD: HW to 40' Hammer Efficiency: 0.60
Auger ID/OD: SSA to 5' Water Level*: --
IN-SITU SAMPLING AND TESTING: ADDITIONAL DEFINITIONS: ADDITIONAL DEFINITIONS: LABORATORY TEST RESULTS:
D = Split Spoon Sample N-uncorrected = N value WOH = weight of 140lb. hammer AASHTO / USCS soil classifications
MD = Unsuccessful Split Spoon Sample attempt N60 = N value corrected for hammer efficiency WOR = weight of rods -#200 = percent fines WC = water content (%)
U = Thin Wall Tube Sample hammer efficiency = calculated hammer efficiency -- = not recorded CONSOL= 1-D consolidation test
MU = Unsuccessful Thin Wall Tube Sample attempt Su = Insitu Field Vane Shear Strength (psf) BOREHOLE ADVANCEMENT METHODS: UU=Unconsolidated undrained triaxial test
V = Insitu Vane Shear Test R = Rock Core Sample SSA/HSA=solid/hollow stem auger LL=Liquid Limit / PL=Plastic Limit / PI=Plasticity IndexMV = Unsuccessful Insitu Vane Shear Test attempt RQD = Rock Quality Designation (%) RC=roller cone/OPEN/PUSH=hydraulic push UCT qp = peak compressive strength of rock
Remarks:
Stratification lines represent approximate boundaries between soil types; transitions may be gradual.
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other than thosepresent at the time measurements were made. Boring No.: HB-KBUNK-107
De
pth
(ft
.)
Sa
mp
le N
o.
Sample Information
Pe
n./
Re
c.
(in
.)
Sa
mp
le D
ep
th(f
t.)
Blo
ws (
/6 in
.)S
he
ar
Str
en
gth
(psf)
or
RQ
D (
%)
N-u
nco
rre
cte
d
N-6
0
Ca
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Ele
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Testing Results
Page 3 of 3
Page 16
0
5
10
15
20
25
1D
2D
3D
4D
5D
24/15
24/13
24/14
24/24
24/24
2.0 - 4.0
5.0 - 7.0
10.0 - 12.0
15.0 - 17.0
20.0 - 22.0
1-3-5-5
1-1-7-10
3-6-5-8
1/12"-1-1
WOR/24"
8
8
11
1
0
8
8
11
1
0
SSA
PUSH
26
28
15
21
25
23
26
PUSH
PUSH
82.5
77.4
73.0
1D: Red brown, damp to moist, loose, fine to medium SAND, littleSilt. Roots and Organic Silt in upper part of sample. TOPSOIL/SUBSOIL
Red brown, wet, loose, interbedded, fine to medium SAND, traceto little Silt; and ORGANIC SILT. Changing at 6.5 ft to:
6.52D: Grey tan, wet, fine SAND, trace Silt. Strong petroleum odor.SAND
Grey tan, fine to medium SAND, little Silt, trace coarse Sand;changing at 11. 6 ft to:
11.63D: Olive brown, mottled, Clayey SILT, little to some fine tomedium Sand as seams and partings. MARINE SILT-CLAYCRUST
4D: Grey, v. soft, CLAY & SILT, little fine Sand as pockets,partings, and seams.
16.0
5D: Grey with occasional black, v. soft, Silty CLAY withoccasional partings of very fine SAND, some Silt. MARINE SILT-CLAY
PROJECT: Kennebunk Service Plaza ExpansionMaine Turnpike MM 25
Boring No.: HB-KBUNK-108
LOCATION: Kennebunk, MEProj. No.: 18-018
Driller: New England Boring Contractors Elevation (ft.) 89 ft (est'd) Core Barrel: N/A
Operator: Schaefer/ Titus Datum: NAVD88 Sampler: Standard Split-Spoon
Logged By: Schonewald Rig Type: Mobile Drill B-53 Hammer Wt./Fall: 140 lbs/ 30 in
Date Start/Finish: 7/9/18; 1005-1255 Drilling Method: cased wash boring Hammer Type: rope & cathead
Boring Location: per plan Casing ID/OD: HW to 25' Hammer Efficiency: 0.60
Auger ID/OD: SSA to 5' Water Level*: 3.4 ft (open)
IN-SITU SAMPLING AND TESTING: ADDITIONAL DEFINITIONS: ADDITIONAL DEFINITIONS: LABORATORY TEST RESULTS:
D = Split Spoon Sample N-uncorrected = N value WOH = weight of 140lb. hammer AASHTO / USCS soil classifications
MD = Unsuccessful Split Spoon Sample attempt N60 = N value corrected for hammer efficiency WOR = weight of rods -#200 = percent fines WC = water content (%)
U = Thin Wall Tube Sample hammer efficiency = calculated hammer efficiency -- = not recorded CONSOL= 1-D consolidation test
MU = Unsuccessful Thin Wall Tube Sample attempt Su = Insitu Field Vane Shear Strength (psf) BOREHOLE ADVANCEMENT METHODS: UU=Unconsolidated undrained triaxial test
V = Insitu Vane Shear Test R = Rock Core Sample SSA/HSA=solid/hollow stem auger LL=Liquid Limit / PL=Plastic Limit / PI=Plasticity IndexMV = Unsuccessful Insitu Vane Shear Test attempt RQD = Rock Quality Designation (%) RC=roller cone/OPEN/PUSH=hydraulic push UCT qp = peak compressive strength of rock
Remarks:
Located downgradient from former remediation system.
Stratification lines represent approximate boundaries between soil types; transitions may be gradual.
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other than thosepresent at the time measurements were made. Boring No.: HB-KBUNK-108
De
pth
(ft
.)
Sa
mp
le N
o.
Sample Information
Pe
n./
Re
c.
(in
.)
Sa
mp
le D
ep
th(f
t.)
Blo
ws (
/6 in
.)S
he
ar
Str
en
gth
(psf)
or
RQ
D (
%)
N-u
nco
rre
cte
d
N-6
0
Ca
sin
g
Blo
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Ele
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Visual Description and RemarksLab.
Testing Results
Page 1 of 2
Page 17
25
30
35
40
45
50
6D 24/24 25.0 - 27.0 WOR/24" 0 0
62.0
6D: Grey with occasional black, v. soft, Silty CLAY with multiplepartings and seams fine to medium SAND, little Silt.
27.0Bottom of Exploration at 27.0 feet below ground surface.
No refusal.
PROJECT: Kennebunk Service Plaza ExpansionMaine Turnpike MM 25
Boring No.: HB-KBUNK-108
LOCATION: Kennebunk, MEProj. No.: 18-018
Driller: New England Boring Contractors Elevation (ft.) 89 ft (est'd) Core Barrel: N/A
Operator: Schaefer/ Titus Datum: NAVD88 Sampler: Standard Split-Spoon
Logged By: Schonewald Rig Type: Mobile Drill B-53 Hammer Wt./Fall: 140 lbs/ 30 in
Date Start/Finish: 7/9/18; 1005-1255 Drilling Method: cased wash boring Hammer Type: rope & cathead
Boring Location: per plan Casing ID/OD: HW to 25' Hammer Efficiency: 0.60
Auger ID/OD: SSA to 5' Water Level*: 3.4 ft (open)
IN-SITU SAMPLING AND TESTING: ADDITIONAL DEFINITIONS: ADDITIONAL DEFINITIONS: LABORATORY TEST RESULTS:
D = Split Spoon Sample N-uncorrected = N value WOH = weight of 140lb. hammer AASHTO / USCS soil classifications
MD = Unsuccessful Split Spoon Sample attempt N60 = N value corrected for hammer efficiency WOR = weight of rods -#200 = percent fines WC = water content (%)
U = Thin Wall Tube Sample hammer efficiency = calculated hammer efficiency -- = not recorded CONSOL= 1-D consolidation test
MU = Unsuccessful Thin Wall Tube Sample attempt Su = Insitu Field Vane Shear Strength (psf) BOREHOLE ADVANCEMENT METHODS: UU=Unconsolidated undrained triaxial test
V = Insitu Vane Shear Test R = Rock Core Sample SSA/HSA=solid/hollow stem auger LL=Liquid Limit / PL=Plastic Limit / PI=Plasticity IndexMV = Unsuccessful Insitu Vane Shear Test attempt RQD = Rock Quality Designation (%) RC=roller cone/OPEN/PUSH=hydraulic push UCT qp = peak compressive strength of rock
Remarks:
Located downgradient from former remediation system.
Stratification lines represent approximate boundaries between soil types; transitions may be gradual.
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other than thosepresent at the time measurements were made. Boring No.: HB-KBUNK-108
De
pth
(ft
.)
Sa
mp
le N
o.
Sample Information
Pe
n./
Re
c.
(in
.)
Sa
mp
le D
ep
th(f
t.)
Blo
ws (
/6 in
.)S
he
ar
Str
en
gth
(psf)
or
RQ
D (
%)
N-u
nco
rre
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d
N-6
0
Ca
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Ele
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Visual Description and RemarksLab.
Testing Results
Page 2 of 2
Page 18
0
5
10
15
20
25
1D
2D
3D
4D
5D
24/14
24/19
24/24
24/17
24/24
2.0 - 4.0
5.0 - 7.0
10.0 - 12.0
15.0 - 17.0
20.0 - 22.0
3-7-6-9
2-5-4-6
WOH/24"
(VANE)-1/18"
VANE INTERVALSu= 302/ 14 psf
Su= 302/ 14 psf
13
9
0
1
13
9
0
1
SSA
3
5
7
8
8
PUSH
PUSH
PUSH
77.5
76.5
1D: Orange tan, wet, m. dense, fine to coarse SAND, trace Silt.SAND
2D: Orange tan, wet, loose, fine to medium SAND, trace to littleSilt, trace coarse Sand.
9.59.5 ft: Olive brown silt-clay observed in wash water.3D: Olive grey, v. soft, CLAY & SILT. MARINE SILT-CLAYCRUST Grading at 10.5 ft to:
10.53D (cont'd): Grey with occasional black pockets, v. soft, SiltyCLAY, trace to little fine to medium Sand as partings and seams.MARINE SILT-CLAY
15.0 ft: Attempted vane shear test at 15.6 feet; unable to pushpast 15.4 ft.4D: Grey, v. soft, Silty CLAY with one 2-inch pocket black SiltyCLAY and one 2-inch seam fine SAND, little Silt at 15.4 ft.
5D: Grey, Silty CLAY with occasional partings fine SAND, littleSilt.V1: Tu=11 / Tr=0.5 ft-lbs (65 mm x 130 mm vane)
V2: Tu=11 / Tr=0.5 ft-lbs (65 mm x 130 mm vane)
A-3SP
-#200=2.6%WC=22.2%
A-4(9)CL
-#200=96.8%WC=40.7%
LL=27.8PL=17.7PI=10.1
PROJECT: Kennebunk Service Plaza ExpansionMaine Turnpike MM 25
Boring No.: HB-KBUNK-109
LOCATION: Kennebunk, MEProj. No.: 18-018
Driller: New England Boring Contractors Elevation (ft.) 87 ft (est'd) Core Barrel: N/A
Operator: Schaefer/ Titus Datum: NAVD88 Sampler: Standard Split-Spoon
Logged By: Schonewald Rig Type: Mobile Drill B-53 Hammer Wt./Fall: 140 lbs/ 30 in
Date Start/Finish: 7/9/18; 1330 - 7/10/18; 0825 Drilling Method: cased wash boring Hammer Type: rope & cathead
Boring Location: per plan Casing ID/OD: HW to 25' Hammer Efficiency: 0.60
Auger ID/OD: SSA to 5' Water Level*: 1.7 ft (open)
IN-SITU SAMPLING AND TESTING: ADDITIONAL DEFINITIONS: ADDITIONAL DEFINITIONS: LABORATORY TEST RESULTS:
D = Split Spoon Sample N-uncorrected = N value WOH = weight of 140lb. hammer AASHTO / USCS soil classifications
MD = Unsuccessful Split Spoon Sample attempt N60 = N value corrected for hammer efficiency WOR = weight of rods -#200 = percent fines WC = water content (%)
U = Thin Wall Tube Sample hammer efficiency = calculated hammer efficiency -- = not recorded CONSOL= 1-D consolidation test
MU = Unsuccessful Thin Wall Tube Sample attempt Su = Insitu Field Vane Shear Strength (psf) BOREHOLE ADVANCEMENT METHODS: UU=Unconsolidated undrained triaxial test
V = Insitu Vane Shear Test R = Rock Core Sample SSA/HSA=solid/hollow stem auger LL=Liquid Limit / PL=Plastic Limit / PI=Plasticity IndexMV = Unsuccessful Insitu Vane Shear Test attempt RQD = Rock Quality Designation (%) RC=roller cone/OPEN/PUSH=hydraulic push UCT qp = peak compressive strength of rock
Remarks:
Stratification lines represent approximate boundaries between soil types; transitions may be gradual.
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other than thosepresent at the time measurements were made. Boring No.: HB-KBUNK-109
De
pth
(ft
.)
Sa
mp
le N
o.
Sample Information
Pe
n./
Re
c.
(in
.)
Sa
mp
le D
ep
th(f
t.)
Blo
ws (
/6 in
.)S
he
ar
Str
en
gth
(psf)
or
RQ
D (
%)
N-u
nco
rre
cte
d
N-6
0
Ca
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Blo
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Ele
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Visual Description and RemarksLab.
Testing Results
Page 1 of 3
Page 19
25
30
35
40
45
50
6D 24/24 25.0 - 27.0 VANE INTERVALSu= 440/ 27 psf
Su= 522/ 27 psf
60.0
6D: Olive grey, Silty CLAY.
V3: Tu=16 / Tr=1 ft-lbs (65 mm x 130 mm vane)
V4: Tu=19 / Tr=1 ft-lbs (65 mm x 130 mm vane)27.0
27.0 ft: Hydraulic push rods as probe to estimate bottom of softsoil.
CLWC=46.3%
LL=37.5PL=21.3PI=16.2
PROJECT: Kennebunk Service Plaza ExpansionMaine Turnpike MM 25
Boring No.: HB-KBUNK-109
LOCATION: Kennebunk, MEProj. No.: 18-018
Driller: New England Boring Contractors Elevation (ft.) 87 ft (est'd) Core Barrel: N/A
Operator: Schaefer/ Titus Datum: NAVD88 Sampler: Standard Split-Spoon
Logged By: Schonewald Rig Type: Mobile Drill B-53 Hammer Wt./Fall: 140 lbs/ 30 in
Date Start/Finish: 7/9/18; 1330 - 7/10/18; 0825 Drilling Method: cased wash boring Hammer Type: rope & cathead
Boring Location: per plan Casing ID/OD: HW to 25' Hammer Efficiency: 0.60
Auger ID/OD: SSA to 5' Water Level*: 1.7 ft (open)
IN-SITU SAMPLING AND TESTING: ADDITIONAL DEFINITIONS: ADDITIONAL DEFINITIONS: LABORATORY TEST RESULTS:
D = Split Spoon Sample N-uncorrected = N value WOH = weight of 140lb. hammer AASHTO / USCS soil classifications
MD = Unsuccessful Split Spoon Sample attempt N60 = N value corrected for hammer efficiency WOR = weight of rods -#200 = percent fines WC = water content (%)
U = Thin Wall Tube Sample hammer efficiency = calculated hammer efficiency -- = not recorded CONSOL= 1-D consolidation test
MU = Unsuccessful Thin Wall Tube Sample attempt Su = Insitu Field Vane Shear Strength (psf) BOREHOLE ADVANCEMENT METHODS: UU=Unconsolidated undrained triaxial test
V = Insitu Vane Shear Test R = Rock Core Sample SSA/HSA=solid/hollow stem auger LL=Liquid Limit / PL=Plastic Limit / PI=Plasticity IndexMV = Unsuccessful Insitu Vane Shear Test attempt RQD = Rock Quality Designation (%) RC=roller cone/OPEN/PUSH=hydraulic push UCT qp = peak compressive strength of rock
Remarks:
Stratification lines represent approximate boundaries between soil types; transitions may be gradual.
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other than thosepresent at the time measurements were made. Boring No.: HB-KBUNK-109
De
pth
(ft
.)
Sa
mp
le N
o.
Sample Information
Pe
n./
Re
c.
(in
.)
Sa
mp
le D
ep
th(f
t.)
Blo
ws (
/6 in
.)S
he
ar
Str
en
gth
(psf)
or
RQ
D (
%)
N-u
nco
rre
cte
d
N-6
0
Ca
sin
g
Blo
ws
Ele
va
tio
n(f
t.)
Gra
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Testing Results
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31.8 55.2Bottom of Exploration at 55.2 feet below ground surface.
Rod probe fetches up; probable bottom of soft soil; no refusal.
PROJECT: Kennebunk Service Plaza ExpansionMaine Turnpike MM 25
Boring No.: HB-KBUNK-109
LOCATION: Kennebunk, MEProj. No.: 18-018
Driller: New England Boring Contractors Elevation (ft.) 87 ft (est'd) Core Barrel: N/A
Operator: Schaefer/ Titus Datum: NAVD88 Sampler: Standard Split-Spoon
Logged By: Schonewald Rig Type: Mobile Drill B-53 Hammer Wt./Fall: 140 lbs/ 30 in
Date Start/Finish: 7/9/18; 1330 - 7/10/18; 0825 Drilling Method: cased wash boring Hammer Type: rope & cathead
Boring Location: per plan Casing ID/OD: HW to 25' Hammer Efficiency: 0.60
Auger ID/OD: SSA to 5' Water Level*: 1.7 ft (open)
IN-SITU SAMPLING AND TESTING: ADDITIONAL DEFINITIONS: ADDITIONAL DEFINITIONS: LABORATORY TEST RESULTS:
D = Split Spoon Sample N-uncorrected = N value WOH = weight of 140lb. hammer AASHTO / USCS soil classifications
MD = Unsuccessful Split Spoon Sample attempt N60 = N value corrected for hammer efficiency WOR = weight of rods -#200 = percent fines WC = water content (%)
U = Thin Wall Tube Sample hammer efficiency = calculated hammer efficiency -- = not recorded CONSOL= 1-D consolidation test
MU = Unsuccessful Thin Wall Tube Sample attempt Su = Insitu Field Vane Shear Strength (psf) BOREHOLE ADVANCEMENT METHODS: UU=Unconsolidated undrained triaxial test
V = Insitu Vane Shear Test R = Rock Core Sample SSA/HSA=solid/hollow stem auger LL=Liquid Limit / PL=Plastic Limit / PI=Plasticity IndexMV = Unsuccessful Insitu Vane Shear Test attempt RQD = Rock Quality Designation (%) RC=roller cone/OPEN/PUSH=hydraulic push UCT qp = peak compressive strength of rock
Remarks:
Stratification lines represent approximate boundaries between soil types; transitions may be gradual.
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other than thosepresent at the time measurements were made. Boring No.: HB-KBUNK-109
De
pth
(ft
.)
Sa
mp
le N
o.
Sample Information
Pe
n./
Re
c.
(in
.)
Sa
mp
le D
ep
th(f
t.)
Blo
ws (
/6 in
.)S
he
ar
Str
en
gth
(psf)
or
RQ
D (
%)
N-u
nco
rre
cte
d
N-6
0
Ca
sin
g
Blo
ws
Ele
va
tio
n(f
t.)
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Visual Description and RemarksLab.
Testing Results
Page 3 of 3
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0
5
10
15
20
25
1D
2D
3D
4DV1
V2
5D
24/9
24/19
24/0
24/24
24/10
2.0 - 4.0
5.0 - 7.0
10.0 - 12.0
15.0 - 17.015.6 - 16.0
16.6 - 17.0
20.0 - 22.0
1/12"-1-4
4-7-8-11
3-4-5-6
VANE INTERVALSu= 371/ 41 psf
Su= 398/ 41 psf
(VANE)-1/18"
1
15
9
1
1
15
9
1
SSA
5
13
22
28
28
19
19
16
17
18
PUSH
PUSH
1D: Dark brown, moist, v. loose, ORGANIC SILT AND PEAT,little fine Sand; sand content increases with depth. TOPSOIL/SUBSOIL
3.5
2D: Grey tan grading to orange tan, wet, m. dense, fine to coarseSAND, trace to little Silt. SAND
3D: No recovery.
12.0 ft: sample wash - Orange tan, fine to medium SAND, traceSilt.
13.013.0 ft: Olive brown silt-clay observed in wash water.
14.514.5 FT: Grey silt-clay observed in wash water.4D: Grey, Silty CLAY, trace very fine Sand with occasional layersand pockets black, Silty fine to medium SAND. MARINE SILT-CLAYV1: Tu=13.5 / Tr=1.5 ft-lbs (65 mm x 130 mm vane)V2: Tu=14.5 / Tr=1.5 ft-lbs (65 mm x 130 mm vane)
20.0 ft: Attempted vane shear test at 20.6 feet; unable to pushpast 20.4 ft.5D: Grey, Silty CLAY, trace very fine Sand with one 1-inch seamfine Sandy SILT in tip of spoon.
PROJECT: Kennebunk Service Plaza ExpansionMaine Turnpike MM 25
Boring No.: HB-KBUNK-110
LOCATION: Kennebunk, MEProj. No.: 18-018
Driller: New England Boring Contractors Elevation (ft.) no topo-unable to estimate Core Barrel: N/A
Operator: Schaefer/ Titus Datum: NAVD88 Sampler: Standard Split-Spoon
Logged By: Schonewald Rig Type: Mobile Drill B-53 Hammer Wt./Fall: 140 lbs/ 30 in
Date Start/Finish: 7/10/18; 0910-1225 Drilling Method: cased wash boring Hammer Type: rope & cathead
Boring Location: per plan Casing ID/OD: HW to 25' Hammer Efficiency: 0.60
Auger ID/OD: SSA to 5' Water Level*: 3.6 ft (open)
IN-SITU SAMPLING AND TESTING: ADDITIONAL DEFINITIONS: ADDITIONAL DEFINITIONS: LABORATORY TEST RESULTS:
D = Split Spoon Sample N-uncorrected = N value WOH = weight of 140lb. hammer AASHTO / USCS soil classifications
MD = Unsuccessful Split Spoon Sample attempt N60 = N value corrected for hammer efficiency WOR = weight of rods -#200 = percent fines WC = water content (%)
U = Thin Wall Tube Sample hammer efficiency = calculated hammer efficiency -- = not recorded CONSOL= 1-D consolidation test
MU = Unsuccessful Thin Wall Tube Sample attempt Su = Insitu Field Vane Shear Strength (psf) BOREHOLE ADVANCEMENT METHODS: UU=Unconsolidated undrained triaxial test
V = Insitu Vane Shear Test R = Rock Core Sample SSA/HSA=solid/hollow stem auger LL=Liquid Limit / PL=Plastic Limit / PI=Plasticity IndexMV = Unsuccessful Insitu Vane Shear Test attempt RQD = Rock Quality Designation (%) RC=roller cone/OPEN/PUSH=hydraulic push UCT qp = peak compressive strength of rock
Remarks:
Stratification lines represent approximate boundaries between soil types; transitions may be gradual.
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other than thosepresent at the time measurements were made. Boring No.: HB-KBUNK-110
De
pth
(ft
.)
Sa
mp
le N
o.
Sample Information
Pe
n./
Re
c.
(in
.)
Sa
mp
le D
ep
th(f
t.)
Blo
ws (
/6 in
.)S
he
ar
Str
en
gth
(psf)
or
RQ
D (
%)
N-u
nco
rre
cte
d
N-6
0
Ca
sin
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Blo
ws
Ele
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t.)
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Visual Description and RemarksLab.
Testing Results
Page 1 of 2
Page 22
25
30
35
40
45
50
6DV3
V4
24/24 25.0 - 27.025.6 - 26.0
26.6 - 27.0
VANE INTERVALSu= 481/ 0 psf
Su= 398/ 14 psf
6D: Grey, Silty CLAY, trace very fine Sand with seams andpartings of fine Sandy SILT throughout and one pocket black,Silty CLAY, some fine Sand.V3: Tu=17.5 / Tr=0 ft-lbs (65 mm x 130 mm vane)V4: Tu=14.5 / Tr=0.5 ft-lbs (65 mm x 130 mm vane)
27.0Bottom of Exploration at 27.0 feet below ground surface.
No refusal.
PROJECT: Kennebunk Service Plaza ExpansionMaine Turnpike MM 25
Boring No.: HB-KBUNK-110
LOCATION: Kennebunk, MEProj. No.: 18-018
Driller: New England Boring Contractors Elevation (ft.) no topo-unable to estimate Core Barrel: N/A
Operator: Schaefer/ Titus Datum: NAVD88 Sampler: Standard Split-Spoon
Logged By: Schonewald Rig Type: Mobile Drill B-53 Hammer Wt./Fall: 140 lbs/ 30 in
Date Start/Finish: 7/10/18; 0910-1225 Drilling Method: cased wash boring Hammer Type: rope & cathead
Boring Location: per plan Casing ID/OD: HW to 25' Hammer Efficiency: 0.60
Auger ID/OD: SSA to 5' Water Level*: 3.6 ft (open)
IN-SITU SAMPLING AND TESTING: ADDITIONAL DEFINITIONS: ADDITIONAL DEFINITIONS: LABORATORY TEST RESULTS:
D = Split Spoon Sample N-uncorrected = N value WOH = weight of 140lb. hammer AASHTO / USCS soil classifications
MD = Unsuccessful Split Spoon Sample attempt N60 = N value corrected for hammer efficiency WOR = weight of rods -#200 = percent fines WC = water content (%)
U = Thin Wall Tube Sample hammer efficiency = calculated hammer efficiency -- = not recorded CONSOL= 1-D consolidation test
MU = Unsuccessful Thin Wall Tube Sample attempt Su = Insitu Field Vane Shear Strength (psf) BOREHOLE ADVANCEMENT METHODS: UU=Unconsolidated undrained triaxial test
V = Insitu Vane Shear Test R = Rock Core Sample SSA/HSA=solid/hollow stem auger LL=Liquid Limit / PL=Plastic Limit / PI=Plasticity IndexMV = Unsuccessful Insitu Vane Shear Test attempt RQD = Rock Quality Designation (%) RC=roller cone/OPEN/PUSH=hydraulic push UCT qp = peak compressive strength of rock
Remarks:
Stratification lines represent approximate boundaries between soil types; transitions may be gradual.
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other than thosepresent at the time measurements were made. Boring No.: HB-KBUNK-110
De
pth
(ft
.)
Sa
mp
le N
o.
Sample Information
Pe
n./
Re
c.
(in
.)
Sa
mp
le D
ep
th(f
t.)
Blo
ws (
/6 in
.)S
he
ar
Str
en
gth
(psf)
or
RQ
D (
%)
N-u
nco
rre
cte
d
N-6
0
Ca
sin
g
Blo
ws
Ele
va
tio
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t.)
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Visual Description and RemarksLab.
Testing Results
Page 2 of 2
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RESULTS OF SOILS LABORATORY TESTS ON SOIL SAMPLES
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