Upload
others
View
7
Download
0
Embed Size (px)
Citation preview
Kenney Geotechnical Engineering Services, PLLC Office: 6901 Herman Road, Syracuse, NY 13209
Mail: P.O. Box 117, Warners, N.Y. 13164 Phone: (315) 638-2706 Fax: (315) 638-1544
June 13, 2019
Allen Homes <via email>
Attn: Tom Douglas
Re.: Subsurface Investigation Woodland Hills – Hoag Lane Subdivision Town of Manlius, NY
Dear Tom,
Pursuant to your request and authorization, Kenney Geotechnical Engineering Services, PLLC has performed additional subsurface investigation at the Woodland Hills project site. The purpose of the additional subsurface investigation was to provide data for road design and to provide a preliminary screening for karst features. The scope of the additional investigation included eight soil borings (designated as B-1 through B-8), a site reconnaissance, and a review of publically available mapping and geologic information.
No environmental services are included in this study. No conclusions have been drawn regarding environmental conditions of the site, potential contaminants, potential special treatment or disposal of site materials, or other environmental considerations.
Subsurface investigations were performed at the locations designated on mapping prepared by Keplinger Freeman Associates Landscape Architecture. The site was heavily vegetated at the time of this investigation. The investigation was performed using a track-mounted Geoprobe 7822DT drill rig. Hollow stem augering techniques were utilized to advance the test borings to a maximum depth of 10 feet or auger refusal. Standard penetration testing (ASTM D1586) was performed with an automatic hammer to obtain soil samples. Boreholes were back-filled with cuttings and sealed with a two foot lift of bentonite hole plug.
Subsurface Conditions Encountered- Road Borings Based on our review of the recovered samples, standard penetration testing, and drilling observations, the subsurface conditions encountered by the test borings generally consisted of:
0.5 to 2.0 feet of topsoil, overlying
Main Page 2 6/13/2019 Kenney Geotechnical Services
Soft to medium stiff silty clay with gravel to depths of approximately two to ten feet, overlying
Hard glacial till. Underlying the soft to medium silty clay in several borings (B-4 and B-6) was a layer of sandy silt with some gravel and possible weathered rock. “N” values in the sandy silt layer ranged from 9 bpf to greater than 100 bpf. Glacial till was encountered in half of the borings (B-1, B-2, B-5, B-8) and consisted of sandy silty clay with gravel. “N” values in the till were typically greater than 30 bpf. In general, it appears that after stripping topsoil the road subgrade will consist of silty clay ranging from stiff to hard in stiffness. The silty clay will be susceptible to strength loss due to saturation and excessive vibration if not properly managed during construction. The subgrade should be sealed with a pass of a smoothdrum roller at the end of each working day, and before rain events, to prevent unnecessary saturation during construction. The silty clay will generally have a low permeability, so proper drainage of the subgrade will be an important influence on roadway longevity. The subgrade should be sloped to drain, and perimeter under drains may be necessary. Given the conditions encountered, we would suggest a California Bearing Ratio of 5 is utilized for roadway design. However, the road subgrade should be thoroughly reviewed during construction for the presence of soft areas that may required undercutting and replacement with structural fill. Karstic Conditions Reconnaissance The Hoag Lane Subdivision lies within the Appalachian Plateau physiographic province. Major topographic and geologic features in this area were formed during the last glacial advance and retreat, which ended approximately 12,000 years ago. Regional surficial geologic mapping suggests that natural soils in the site vicinity generally consist of glacial till and kame moraine deposits. Bedrock mapping suggests that Manlius formation limestone underlies soil in the area. The term ‘karst’ has traditionally been used to refer solely to regions of exposed soluble bedrock having an abundance of surface landforms, such as sinkholes, sinking streams, and springs, that reflect the presence of subsurface voids or caves. The Town of Manlius has apparently identified areas in the vicinity of the project site as Critical Environmental Areas with “Sinkholes, sinking streams, and seasonal streams, which are indicative of karst topography” (Town of Manlius, 2009).
Main Page 3 6/13/2019 Kenney Geotechnical Services
We asked to see the mapping associated with this declaration, but the Town would not provide us with the mapping without a formal Freedom of Information Law (FOIL) request. We have submitted the FOIL request but have not received a response as of the date of this report. Karstic conditions are often revealed through a review of topography. Steep elevations changes, circular depressions, and sinkholes would be typical indicators. We performed a walking site reconnaissance of the site, and also utilized USGS topographic mapping and publically available aerial imagery to search for possible topographic indicators of karstic conditions. In general, the site slopes gently downward to the west, with elevations ranging between 670 and 770 feet above sea level (USGS National Map, Accessed 2019). No distinct karst topographic features (i.e. sinkholes, circular depressions, steep elevation changes, etc.) are apparent in the immediate project vicinity. Thank you for the opportunity to be of service, and please contact me at your convenience with any questions you may have. Respectfully submitted, Kenney Geotechnical Engineering Services PLLC Christopher M. Kenney, P.E. President Attachments, Figure 1: Boring Location Plan Figure 2: Soil Boring Logs Figure 3: USGS Topographic Mapping
References: Weary, D.J., and Doctor, D.H., 2014, Karst in the United States: A digital map
compilation and database: U.S. Geological Survey Open-File Report 2014–1156, 23 p., https://dx.doi.org/10.3133/ofr20141156.
USGS, National Geologic Map Database: Geolex – Unit Summary. Geologic Unit:
Manlius, Accessed 6/11/2019.
Main Page 4 6/13/2019 Kenney Geotechnical Services
https://ngmdb.usgs.gov/Geolex/UnitRefs/ManliusRefs_2619.html Town of Manlius, Town Code, 2009. Part II, Chapter 66, Appendix A: Geographic
Extent of Critical Environmental Areas. Accessed 6/11/2019. “Surficial Geologic Map of New York – Finger Lakes Sheet”, New York State Museum,
1970, Reprinted 1995.
USGS National Map, Accessed 6/11/2019, https://viewer.nationalmap.gov/advanced-viewer/
400 ft 200 ft 0 ft
B-1
B-2
B-3
B-4
B-5
B-6 B-7
B-8
HOAG LANE BORING LOCATION PLAN
CLIENT
PROJECT NUMBER 2019-089
PROJECT NAME WOODLAND HILLS - HOAG LANE SUBDIVISION
PROJECT LOCATION MANLIUS, NY
ABBREVIATIONSTV
PID
UC
ppm
-
-
-
-
TORVANE
PHOTOIONIZATION DETECTOR
UNCONFINED COMPRESSION
PARTS PER MILLION
LIQUID LIMIT (%)
PLASTIC INDEX (%)
MOISTURE CONTENT (%)
DRY DENSITY (PCF)
NON PLASTIC
PERCENT PASSING NO. 200 SIEVE
POCKET PENETROMETER (TSF)
LL
PI
W
DD
NP
-200
PP
-
-
-
-
-
-
-
Standard Penetration Test
SAMPLER SYMBOLSLITHOLOGIC SYMBOLS
(Unified Soil Classification System)
CL-ML: USCS Low Plasticity Silty Clay
MLS: USCS Sandy Silt
SM: USCS Silty Sand
TILL: Glacial Till
TOPSOIL: Topsoil
WELL CONSTRUCTION SYMBOLS
KEY TO SYMBOLS
Water Level at TimeDrilling, or as Shown
Water Level After 24Hours, or as Shown
Water Level at End ofDrilling, or as Shown
KE
Y T
O S
YM
BO
LS
- G
INT
ST
D U
S L
AB
.GD
T -
6/1
0/1
9 1
4:5
0 -
C:\
PR
OG
RA
M F
ILE
S (
X8
6)\
GIN
T\P
RO
JE
CT
S\2
01
9-0
89
_H
OA
G_
LA
NE
.GP
JKenney Geotechnical Engineering Services, PLLC6901 Herman RoadSyracuse, NY 13209315-638-2706
Project: WOODLAND HILLS - HOAG LANE SUBDIVISIONProject Location: MANLIUS, NYProject Number: 2019-089
< 44 to 1010 to 3030 to 50> 50
C =U
Atterberg limits above "A"line or P.I. greater than 7
Atterberg limits below "A"line or P.I. less than 4
Peat and other highly organic soils
Inorganic silts, micaceous or disto-maceous fine sandy or silty soils,organic silts
Organic clays of medium to highplasticity, organic silts
Silty sands, sand-silt mixtures Above "A" line with P.I.
between 4 and 7 are border-
line cases requiring use of
dual symbolsAtterberg limits above "A"line or P.I. greater than 7
Not meeting all gradation requirements for SW
Above "A" line with P.I.
between 4 and 7 are border-
line cases requiring use of
dual symbols
Not meeting all gradation requirements for GW
Le
ss t
ha
n 5
pe
rce
nt.
....
.. G
W,
GP
, S
W,
SP
Mo
re t
ha
n 1
2 p
erc
en
t...
....
GM
, G
C,
SM
, S
C6
to
12
pe
rce
nt.
....
.. B
ord
erl
ine
ca
se
4s r
eq
uir
ing
du
al sym
bo
ls**
De
term
ine
pe
rce
nta
ge
s o
f sa
nd
an
d g
rave
l fr
om
gra
in s
ize
cu
rve
,D
ep
en
din
g o
n p
erc
en
tag
e o
f fin
es (
fra
ctio
n s
ma
ller
tha
n N
o.
20
0sie
ve
) co
ars
e-g
rain
ed
so
ils a
re c
lassifie
d a
s f
ollo
ws:
Poorly-graded gravels, gravel-sandmixtures, little or no fines
Inorganic clays of high plasticity,fat clays
Organic silts and organic silty claysof low plasticity
Inorganic clays of low to mediumplasticity, gravelly clays, sandy clays,silty clays, lean clays
Inorganic silts and very fine sands,rock floor, silty or clayey fine sandsor clayey silts with slight plasticity
Clayey sands, sand-clay mixtures
Atterberg limits below "A"line or P.I. less than 4
Poorly-graded sands, gravelly sands,little or no fines
Well-graded sands, gravelly sands,little or no fines
Clayey gravels, gravel-sand-siltmixtures
Silty gravels, gravel-sand-siltmixtures
Well-graded gravels, gravel-sandmixtures, little or no fines
Typical Names
=C
C
d
u
d
#1
0 t
o #
4
#4
0 t
o #
10
#2
00
to
#4
0
2.0
0 t
o 4
.76
0.0
74
to
0.4
2
Sie
ve
siz
es
mm
Co
ars
e
Me
diu
m
Fin
e
SM*
Division of GM and SM groups into subdivisions of d and u are for roads and airfields only. Subdivision is based on Atterberg Limits:suffix d used when L.L. is 23 or less and the P.I. is 6 or less; the suffix is used when L.L. is greater than 26.Borderline classifications used for soils possessing characteristics of two groups are designated by combinations of groups symbols.For example; GW-GC, well-graded gravel-sand mixture with clay binder.
Sa
nd
#4
to
3/4
in
.
3/4
in
. to
3 in
.1
9.1
to
76
.2
Bo
uld
ers
Co
bb
le
Gra
ve
l
Co
ars
e
u
Fin
e
30
4.8
to
91
4.4
3 in
. to
12
in
.7
6.2
to
30
4.8
< #
200
Pt
OH
CH
MH
OL
CL
ML
SC
SP
SW
GC
GP
Major Divisions
GW
GroupSymbols
Cle
an
gra
ve
l(L
ittle
or
no
fin
es)
Sa
nd
s w
ith
fin
es
(Ap
pre
cia
ble
am
ou
nt
of
fin
es)
< 0
.074
0.4
2 t
o 2
.00
Sie
ve
mm
Mate
rial
Mate
rial
Silt
or
cla
y
12
in
. to
36
in
.
Cle
an
sa
nd
s(L
ittle
or
no
fin
es)
Gra
ve
ls(M
ore
th
an
ha
lf o
f co
ars
e f
ractio
nis
la
rge
r th
an
No
. 4
sie
ve
siz
e)
Sa
nd
s(M
ore
th
an
ha
lf o
f co
ars
e f
ractio
nis
sm
alle
r th
an
No
. 4
sie
ve
siz
e)
Silt
s a
nd
Cla
ys
(Liq
uid
lim
itg
rea
ter
tha
n 6
0)
Silt
s a
nd
Cla
ys
(Liq
uid
lim
itle
ss t
ha
n 6
0)
Hig
hly
Org
an
icS
oils
Co
ars
e-G
rain
ed
so
ils(M
ore
th
an
ha
lf t
he
ma
teri
al is
la
rge
r th
an
No
. 2
00
sie
ve
siz
e)
Laboratory Classification Criteria
Fin
e-G
rain
ed
so
ils(M
ore
th
an
ha
lf t
he
ma
teri
al is
sm
alle
r th
an
No
. 2
00
sie
ve
siz
e)
GENERAL NOTESTERMS DESCRIBING CONSISTENCY OR CONDITION
SPT Blow CountDescriptive Terms
< 22 to 44 to 88 to 1515 to 30> 30
< 2525 to 5050 to 100100 to 200200 to 400> 400
Very softSoftMedium stiffStiffVery stiffHard
Unconfined CompressiveStrength kPa
Relative Density SPT Blow CountDescriptive Terms
0 to 15 %15 to 35 %35 to 65 %65 to 85 %85 to 100 %
Very looseLooseMedium denseDenseVery dense
1. Classifications are based on the United Soil ClassificationSystem and include consistency, moisture, and color. Fielddescriptions have been modified to reflect results of laboratory testswhere deemed appropriate.
2. Surface elevations are based on topographic maps and estimatedlocations.
3. Descriptions on these boring logs apply only at the specificboring locations and at the time the borings were made. They arenot guaranteed to be representative of subsurface conditions at otherlocations or times.
Key to Soil Symbols and Terms
*
**
0 10 20 30 40 50 60 70 80 90 100 1100
10
20
30
40
50
60
70
80
Plasticity Chart
FOR CLARIFICATION OF FINE-GRAINED SOIL ANDFINE-GRAINED FRACTION OF COARSE-GRAINED SOILS
LIQUID LIMIT (LL)
16
4
7
PLA
ST
ICIT
Y I
ND
EX
(P
I)
between 1 and 3greater than 4;
10D x D60
D30
( )2
D60
10D
=U
greater than 6; between 1 and 3C =C
C10D x D60
D30
( )2
D60
10D
Part
icle
Siz
e
Gra
ve
l w
ith
fin
es
(Ap
pre
cia
ble
am
ou
nt
of
fin
es)
Part
icle
Siz
e
FINE-GRAINED SOILS (major portions passing on No. 200 sieve): includes (1) inorganic andorganic silts and clays, (2) gravelly, sandy, or silty clays, and (3) clayey silts. Consistency israted according to shearing strength, as indicated by penetrometer readings, SPT blow count,or unconfined compression tests.
GM*
4.7
6 t
o 1
9.1
COARSE-GRAINED SOILS (major portions retained on No. 200 sieve): includes (1) cleangravel and sands and (2) silty or clayey gravels and sands. Condition is rated according torelative density as determined by laboratory tests or standard penetration resistance tests.
OR
ORCL
OL
MH OH
OR
CL-ML
"A" L
INE"U
" LIN
E
CH
OH
ML OLOR
TOPSOIL
(CL-ML) SOFT BROWN SILTY CLAY WITH SAND, GRAVELAND ROOT FRAGMENTS, MOIST
(CL-ML) MEDIUM STIFF TO VERY STIFF BROWN SILTY CLAYWITH SAND AND GRAVEL, MOIST
(CL-ML) HARD RED-BROWN RED-BROWN SANDY SILTYCLAY WITH GRAVEL, MOIST
Bottom of borehole at 10.0 feet.
SPT1
SPT2
SPT3
SPT4
SPT5
70
75
80
55
30
1-1-2-2(3)
3-7-7-7(14)
7-11-12-15(23)
11-15-14-15
(29)
20-22-20-17
(42)
2.5
4
4.5
3.5
4.5
NOTES
GROUND ELEVATION
LOGGED BY NM
DRILLING METHOD 3.25" HSA
HOLE SIZE 6"
DRILLING CONTRACTOR KENNEY GEOTECHNICAL SERVICES GROUND WATER LEVELS:
CHECKED BY CC
DATE STARTED 5/16/19 COMPLETED 5/16/19
AT TIME OF DRILLING --- DRY
AT END OF DRILLING --- DRY
AFTER DRILLING --- DRY
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DE
PT
H(f
t)
0.0
2.5
5.0
7.5
10.0
GR
AP
HIC
LO
G
MATERIAL DESCRIPTION
SA
MP
LE
TY
PE
NU
MB
ER
RE
CO
VE
RY
%(R
QD
)
BLO
WC
OU
NT
S(N
VA
LU
E)
SPT N VALUE
20 40 60 80
VO
C(p
pm
)
PO
CK
ET
PE
N.
(tsf)
PAGE 1 OF 1
BORING NUMBER B-1
CLIENT ALLEN HOMES
PROJECT NUMBER 2019-089
PROJECT NAME WOODLAND HILLS - HOAG LANE SUBDIVISION
PROJECT LOCATION MANLIUS, NY
GE
OT
EC
H B
H P
LO
TS
- G
INT
ST
D U
S L
AB
.GD
T -
6/1
3/1
9 1
3:4
8 -
C:\
PR
OG
RA
M F
ILE
S (
X8
6)\
GIN
T\P
RO
JE
CT
S\2
01
9-0
89
_H
OA
G_
LA
NE
.GP
JKenney Geotechnical Engineering Services, PLLC6901 Herman RoadSyracuse, NY 13209315-638-2706
TOPSOIL
(CL-ML) SOFT TO STIFF BROWN-RED SANDY SILTY CLAYWITH ROOT FRAGMENTS AND GRAVEL, MOIST
(CL-ML) STIFF BROWN-RED SANDY SILTY CLAY WITHGRAVEL, MOIST
(CL-ML) HARD RED-BROWN SANDY SILTY CLAY WITHGRAVEL, MOIST
Bottom of borehole at 10.0 feet.
SPT1
SPT2
SPT3
SPT4
SPT5
60
55
70
75
65
1-2-1-2(3)
3-3-5-6(8)
4-10-16-16(26)
19-27-25-25
(52)
23-25-25-24
(50)
1
.5
4.5
4.5
4.5
NOTES
GROUND ELEVATION
LOGGED BY NM
DRILLING METHOD 3.25" HSA
HOLE SIZE 6"
DRILLING CONTRACTOR KENNEY GEOTECHNICAL SERVICES GROUND WATER LEVELS:
CHECKED BY CC
DATE STARTED 5/16/19 COMPLETED 5/16/19
AT TIME OF DRILLING --- DRY
AT END OF DRILLING --- DRY
AFTER DRILLING --- DRY
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DE
PT
H(f
t)
0.0
2.5
5.0
7.5
10.0
GR
AP
HIC
LO
G
MATERIAL DESCRIPTION
SA
MP
LE
TY
PE
NU
MB
ER
RE
CO
VE
RY
%(R
QD
)
BLO
WC
OU
NT
S(N
VA
LU
E)
SPT N VALUE
20 40 60 80
VO
C(p
pm
)
PO
CK
ET
PE
N.
(tsf)
PAGE 1 OF 1
BORING NUMBER B-2
CLIENT ALLEN HOMES
PROJECT NUMBER 2019-089
PROJECT NAME WOODLAND HILLS - HOAG LANE SUBDIVISION
PROJECT LOCATION MANLIUS, NY
GE
OT
EC
H B
H P
LO
TS
- G
INT
ST
D U
S L
AB
.GD
T -
6/1
3/1
9 1
3:4
8 -
C:\
PR
OG
RA
M F
ILE
S (
X8
6)\
GIN
T\P
RO
JE
CT
S\2
01
9-0
89
_H
OA
G_
LA
NE
.GP
JKenney Geotechnical Engineering Services, PLLC6901 Herman RoadSyracuse, NY 13209315-638-2706
TOPSOIL
(CL-ML) SOFT TO STIFF BROWN SANDY SILTY CLAY WITHGRAVEL AND ROOT FRAGMENTS, MOIST
(CL-ML) VERY STIFF BROWN SANDY SILTY CLAY WITHGRAVEL, MOIST
Bottom of borehole at 10.0 feet.
SPT1
SPT2
SPT3
SPT4
SPT5
55
90
45
35
65
1-2-2-2(4)
2-2-3-4(5)
3-5-9-12(14)
9-11-11-12(22)
10-8-8-10(16)
1
1.75
NOTES
GROUND ELEVATION
LOGGED BY NM
DRILLING METHOD 3.25" HSA
HOLE SIZE 6"
DRILLING CONTRACTOR KENNEY GEOTECHNICAL SERVICES GROUND WATER LEVELS:
CHECKED BY CC
DATE STARTED 5/16/19 COMPLETED 5/16/19
AT TIME OF DRILLING --- DRY
AT END OF DRILLING --- DRY
AFTER DRILLING --- DRY
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DE
PT
H(f
t)
0.0
2.5
5.0
7.5
10.0
GR
AP
HIC
LO
G
MATERIAL DESCRIPTION
SA
MP
LE
TY
PE
NU
MB
ER
RE
CO
VE
RY
%(R
QD
)
BLO
WC
OU
NT
S(N
VA
LU
E)
SPT N VALUE
20 40 60 80
VO
C(p
pm
)
PO
CK
ET
PE
N.
(tsf)
PAGE 1 OF 1
BORING NUMBER B-3
CLIENT ALLEN HOMES
PROJECT NUMBER 2019-089
PROJECT NAME WOODLAND HILLS - HOAG LANE SUBDIVISION
PROJECT LOCATION MANLIUS, NY
GE
OT
EC
H B
H P
LO
TS
- G
INT
ST
D U
S L
AB
.GD
T -
6/1
3/1
9 1
3:4
8 -
C:\
PR
OG
RA
M F
ILE
S (
X8
6)\
GIN
T\P
RO
JE
CT
S\2
01
9-0
89
_H
OA
G_
LA
NE
.GP
JKenney Geotechnical Engineering Services, PLLC6901 Herman RoadSyracuse, NY 13209315-638-2706
TOPSOIL
(CL-ML) SOFT RED-BROWN SANDY SILTY CLAY WITHGRAVEL AND ROOT FRAGMENTS, MOIST
(ML) MEDIUM DENSE TO DENSE RED-BROWN SANDY SILT,MOIST
Bottom of borehole at 10.0 feet.
SPT1
SPT2
SPT3
SPT4
SPT5
65
55
75
45
10
1-1-2-2(3)
4-4-5-7(9)
9-7-8-9(15)
12-15-12-15
(27)
10-12-14-14
(26)
1.25
2.25
3
4.5
NOTES
GROUND ELEVATION
LOGGED BY NM
DRILLING METHOD 3.25" HSA
HOLE SIZE 6"
DRILLING CONTRACTOR KENNEY GEOTECHNICAL SERVICES GROUND WATER LEVELS:
CHECKED BY CC
DATE STARTED 5/16/19 COMPLETED 5/16/19
AT TIME OF DRILLING --- DRY
AT END OF DRILLING --- DRY
AFTER DRILLING --- DRY
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DE
PT
H(f
t)
0.0
2.5
5.0
7.5
10.0
GR
AP
HIC
LO
G
MATERIAL DESCRIPTION
SA
MP
LE
TY
PE
NU
MB
ER
RE
CO
VE
RY
%(R
QD
)
BLO
WC
OU
NT
S(N
VA
LU
E)
SPT N VALUE
20 40 60 80
VO
C(p
pm
)
PO
CK
ET
PE
N.
(tsf)
PAGE 1 OF 1
BORING NUMBER B-4
CLIENT ALLEN HOMES
PROJECT NUMBER 2019-089
PROJECT NAME WOODLAND HILLS - HOAG LANE SUBDIVISION
PROJECT LOCATION MANLIUS, NY
GE
OT
EC
H B
H P
LO
TS
- G
INT
ST
D U
S L
AB
.GD
T -
6/1
3/1
9 1
3:4
8 -
C:\
PR
OG
RA
M F
ILE
S (
X8
6)\
GIN
T\P
RO
JE
CT
S\2
01
9-0
89
_H
OA
G_
LA
NE
.GP
JKenney Geotechnical Engineering Services, PLLC6901 Herman RoadSyracuse, NY 13209315-638-2706
TOPSOIL
(CL-ML) SOFT TO VERY STIFF RED-BROWN SANDY SILTYCLAY, MOIST
(CL-ML) HARD RED-BROWN SANDY SILTY CLAY WITHGRAVEL, MOIST
Bottom of borehole at 10.0 feet.
SPT1
SPT2
SPT3
SPT4
SPT5
50
70
60
50
20
1-1-1-1(2)
2-2-2-3(4)
2-2-6-5(8)
6-8-9-21(17)
16-19-21-20
(40)
1
1.5
2.5
NOTES
GROUND ELEVATION
LOGGED BY NM
DRILLING METHOD 3.25" HSA
HOLE SIZE 6"
DRILLING CONTRACTOR KENNEY GEOTECHNICAL SERVICES GROUND WATER LEVELS:
CHECKED BY CC
DATE STARTED 5/16/19 COMPLETED 5/16/19
AT TIME OF DRILLING --- DRY
AT END OF DRILLING --- DRY
AFTER DRILLING --- DRY
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DE
PT
H(f
t)
0.0
2.5
5.0
7.5
10.0
GR
AP
HIC
LO
G
MATERIAL DESCRIPTION
SA
MP
LE
TY
PE
NU
MB
ER
RE
CO
VE
RY
%(R
QD
)
BLO
WC
OU
NT
S(N
VA
LU
E)
SPT N VALUE
20 40 60 80
VO
C(p
pm
)
PO
CK
ET
PE
N.
(tsf)
PAGE 1 OF 1
BORING NUMBER B-5
CLIENT ALLEN HOMES
PROJECT NUMBER 2019-089
PROJECT NAME WOODLAND HILLS - HOAG LANE SUBDIVISION
PROJECT LOCATION MANLIUS, NY
GE
OT
EC
H B
H P
LO
TS
- G
INT
ST
D U
S L
AB
.GD
T -
6/1
3/1
9 1
3:4
9 -
C:\
PR
OG
RA
M F
ILE
S (
X8
6)\
GIN
T\P
RO
JE
CT
S\2
01
9-0
89
_H
OA
G_
LA
NE
.GP
JKenney Geotechnical Engineering Services, PLLC6901 Herman RoadSyracuse, NY 13209315-638-2706
TOPSOIL
(CL-ML) SOFT BROWN SANDY SILTY CLAY WITH ROOTFRAGMENTS, MOIST
(CL-ML) MEDIUM STIFF TAN SANDY SILTY CLAY WITHGRAVEL, MOIST
(ML) DENSE TO VERY DENSE TAN SANDY SILT WITHGRAVEL AND POSSIBLE WEATHERED ROCK, MOIST
Bottom of borehole at 9.9 feet.
SPT1
SPT2
SPT3
SPT4
SPT5
55
75
65
85
100
1-2-1-2(3)
2-3-4-8(7)
11-16-30-38
(46)
20-18-22-16
(40)
20-50/5"
0.5
1.25
NOTES
GROUND ELEVATION
LOGGED BY NM
DRILLING METHOD 3.25" HSA
HOLE SIZE 6"
DRILLING CONTRACTOR KENNEY GEOTECHNICAL SERVICES GROUND WATER LEVELS:
CHECKED BY CC
DATE STARTED 5/16/19 COMPLETED 5/16/19
AT TIME OF DRILLING --- DRY
AT END OF DRILLING --- DRY
AFTER DRILLING --- DRY
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DE
PT
H(f
t)
0.0
2.5
5.0
7.5
GR
AP
HIC
LO
G
MATERIAL DESCRIPTION
SA
MP
LE
TY
PE
NU
MB
ER
RE
CO
VE
RY
%(R
QD
)
BLO
WC
OU
NT
S(N
VA
LU
E)
SPT N VALUE
20 40 60 80
VO
C(p
pm
)
PO
CK
ET
PE
N.
(tsf)
PAGE 1 OF 1
BORING NUMBER B-6
CLIENT ALLEN HOMES
PROJECT NUMBER 2019-089
PROJECT NAME WOODLAND HILLS - HOAG LANE SUBDIVISION
PROJECT LOCATION MANLIUS, NY
GE
OT
EC
H B
H P
LO
TS
- G
INT
ST
D U
S L
AB
.GD
T -
6/1
3/1
9 1
3:4
9 -
C:\
PR
OG
RA
M F
ILE
S (
X8
6)\
GIN
T\P
RO
JE
CT
S\2
01
9-0
89
_H
OA
G_
LA
NE
.GP
JKenney Geotechnical Engineering Services, PLLC6901 Herman RoadSyracuse, NY 13209315-638-2706
>>
TOPSOIL
(CL-ML) SOFT BROWN-RED SANDY SILTY CLAY, MOIST
(CL-ML) STIFF TO HARD BROWN-RED SANDY SILTY CLAYWITH GRAVEL, MOIST
Bottom of borehole at 7.3 feet.
SPT1
SPT2
SPT3
SPT4
55
65
70
85
2-2-2-4(4)
4-5-5-6(10)
5-6-8-8(14)
8-8-50/4"
2
3.5
2.5
4.5
NOTES
GROUND ELEVATION
LOGGED BY NM
DRILLING METHOD 3.25" HSA
HOLE SIZE 6"
DRILLING CONTRACTOR KENNEY GEOTECHNICAL SERVICES GROUND WATER LEVELS:
CHECKED BY CC
DATE STARTED 5/16/19 COMPLETED 5/16/19
AT TIME OF DRILLING --- DRY
AT END OF DRILLING --- DRY
AFTER DRILLING --- DRY
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DE
PT
H(f
t)
0.0
2.5
5.0
GR
AP
HIC
LO
G
MATERIAL DESCRIPTION
SA
MP
LE
TY
PE
NU
MB
ER
RE
CO
VE
RY
%(R
QD
)
BLO
WC
OU
NT
S(N
VA
LU
E)
SPT N VALUE
20 40 60 80
VO
C(p
pm
)
PO
CK
ET
PE
N.
(tsf)
PAGE 1 OF 1
BORING NUMBER B-7
CLIENT ALLEN HOMES
PROJECT NUMBER 2019-089
PROJECT NAME WOODLAND HILLS - HOAG LANE SUBDIVISION
PROJECT LOCATION MANLIUS, NY
GE
OT
EC
H B
H P
LO
TS
- G
INT
ST
D U
S L
AB
.GD
T -
6/1
3/1
9 1
3:4
9 -
C:\
PR
OG
RA
M F
ILE
S (
X8
6)\
GIN
T\P
RO
JE
CT
S\2
01
9-0
89
_H
OA
G_
LA
NE
.GP
JKenney Geotechnical Engineering Services, PLLC6901 Herman RoadSyracuse, NY 13209315-638-2706
>>
TOPSOIL
(CL-ML) MEDIUM STIFF RED-BROWN SANDY SILTY CLAYWITH ROOT FRAGMENTS, MOIST
(CL-ML) MEDIUM STIFF TO STIFF RED-BROWN SANDY SILTYCLAY WITH GRAVEL, MOIST
(CL-ML) VERY STIFF RED-BROWN SANDY SILTY CLAY WITHGRAVEL, MOIST
Bottom of borehole at 10.0 feet.
SPT1
SPT2
SPT3
SPT4
SPT5
70
85
80
95
90
1-2-3-2(5)
2-3-3-6(6)
3-5-5-7(10)
9-14-15-15(29)
13-15-14-15
(29)
2
2.5
3.5
4.5
NOTES
GROUND ELEVATION
LOGGED BY NM
DRILLING METHOD 3.25" HSA
HOLE SIZE 6"
DRILLING CONTRACTOR KENNEY GEOTECHNICAL SERVICES GROUND WATER LEVELS:
CHECKED BY CC
DATE STARTED 5/16/19 COMPLETED 5/16/19
AT TIME OF DRILLING --- DRY
AT END OF DRILLING --- DRY
AFTER DRILLING --- DRY
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DE
PT
H(f
t)
0.0
2.5
5.0
7.5
10.0
GR
AP
HIC
LO
G
MATERIAL DESCRIPTION
SA
MP
LE
TY
PE
NU
MB
ER
RE
CO
VE
RY
%(R
QD
)
BLO
WC
OU
NT
S(N
VA
LU
E)
SPT N VALUE
20 40 60 80
VO
C(p
pm
)
PO
CK
ET
PE
N.
(tsf)
PAGE 1 OF 1
BORING NUMBER B-8
CLIENT ALLEN HOMES
PROJECT NUMBER 2019-089
PROJECT NAME WOODLAND HILLS - HOAG LANE SUBDIVISION
PROJECT LOCATION MANLIUS, NY
GE
OT
EC
H B
H P
LO
TS
- G
INT
ST
D U
S L
AB
.GD
T -
6/1
3/1
9 1
3:4
9 -
C:\
PR
OG
RA
M F
ILE
S (
X8
6)\
GIN
T\P
RO
JE
CT
S\2
01
9-0
89
_H
OA
G_
LA
NE
.GP
JKenney Geotechnical Engineering Services, PLLC6901 Herman RoadSyracuse, NY 13209315-638-2706
N
Area of Investigation
Figure 3: USGS Topographic Mapping