Enhancing our community one project at a time. Duffield Associates, Inc. 5400 Limestone Road Wilmington, DE 19808 Phone: 302.239.6634 Fax: 302.239.8485 duffnet.com January 21, 2020 Jill Lavine, RA, LEED AP BD+C Principal Fifteen Architecture and Design 28 N 3 rd Street, 4R Philadelphia, PA19105 RE: Project No. 12214.GA Geotechnical Evaluation Wilson Hall Dance Program Expansion Rowan University Glassboro, NJ 08028 Dear Ms. Lavine: Duffield Associates, Inc. (Duffield) has completed our geotechnical evaluation for the proposed Wilson Hall Dance Program Expansion located at Rowan University in Glassboro, New Jersey. The evaluation is summarized in the appended report, which includes the data obtained in our field and laboratory programs, a summary of the subsurface conditions encountered, and comments related to the proposed building addition foundations and floor slab. These services were performed in general accordance with our agreement, dated March 4, 2019. We appreciate this opportunity to be of service to you and will remain available to assist you and your team as design progresses and into the construction phase of the building. Should you have any questions concerning this evaluation, we encourage you to contact us. Very truly yours, DUFFIELD ASSOCIATES, INC. Amy P. Cummings, P.E. Stacy B. Ziegler, P.E., LEED AP BD+C Geotechnical Engineer Senior Geotechnical Engineer APC/SBZ:cpt 12214GA.0120-WILSON HALL GEOTECH.RPT Enclosure: Report
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January 21, 2020 Jill Lavine, RA, LEED AP BD+C Principal ......Fifteen Architecture and Design 28 N 3rd Street, 4R Philadelphia, PA19105 RE: Project No. 12214.GA Geotechnical Evaluation
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Enhancing our community one project at a time.
Duffield Associates, Inc.
5400 Limestone Road
Wilmington, DE 19808
Phone: 302.239.6634
Fax: 302.239.8485
duffnet.com
January 21, 2020
Jill Lavine, RA, LEED AP BD+C
Principal
Fifteen Architecture and Design
28 N 3rd Street, 4R
Philadelphia, PA19105
RE: Project No. 12214.GA Geotechnical Evaluation Wilson Hall Dance Program Expansion Rowan University Glassboro, NJ 08028
Dear Ms. Lavine:
Duffield Associates, Inc. (Duffield) has completed our geotechnical evaluation for the proposed
Wilson Hall Dance Program Expansion located at Rowan University in Glassboro, New Jersey. The
evaluation is summarized in the appended report, which includes the data obtained in our field and
laboratory programs, a summary of the subsurface conditions encountered, and comments related to
the proposed building addition foundations and floor slab. These services were performed in general
accordance with our agreement, dated March 4, 2019.
We appreciate this opportunity to be of service to you and will remain available to assist you and
your team as design progresses and into the construction phase of the building. Should you have any
questions concerning this evaluation, we encourage you to contact us.
Very truly yours,
DUFFIELD ASSOCIATES, INC.
Amy P. Cummings, P.E. Stacy B. Ziegler, P.E., LEED AP BD+C
OFFICES IN DELAWARE, MARYLANDPENNSYLVANIA AND NEW JERSEY
CHECKED BY:
DRAWN BY:
FILE:
DESIGNED BY:
SHEET:
PROJECT. NO.
SCALE:
DATE:
ASSOCIATESDUFFIELDSoil, Water & the Environment
5400 LIMESTONE ROADWILMINGTON, DE 19808-1232TEL. 302.239.6634FAX 302.239.8485
SITE LOCATION SKETCH
WILSON HALL
DANCE PROGRAM EXPANSIONROWAN UNIVERSITY, GLASSBORO, NEW JERSEY
02 JANUARY 2020
1" = 2000'
12214.GA
1 OF 1
APC
APC
SBZ
A-12214GA-01
NOTE:
THIS SKETCH IS ADAPTED FROM A 7.5 MINUTE SERIES U.S.G.S TOPOGRAPHIC MAP TITLED
"PITMAN EAST, N.J., " DATED 2019.
TB-01
TB-02TB-03
TB-04
TB-05
ASS
OCI
ATE
SD
UFF
IELD
Soil,
Wat
er &
the
Envi
ronm
ent
PE
NN
SY
LV
AN
IA A
ND
NE
W J
ER
SE
YO
FF
ICE
S I
N D
EL
AW
AR
E, M
AR
YL
AN
D
E-M
AIL
: DU
FF
IEL
D@
DU
FF
NE
T.C
OM
DR
AW
N B
Y:
DE
SIG
NE
D B
Y:
CH
EC
KE
D B
Y:
FIL
E:
DATE:
SCALE:
SHEET:
PROJECT NO.
5400
LIM
ES
TO
NE
RO
AD
WIL
MIN
GT
ON
, DE
198
08-1
232
TE
L. 3
02.2
39.6
634
FA
X 3
02.2
39.8
485
TE
ST B
OR
ING
LO
CA
TIO
N S
KE
TC
H
WIL
SON
HA
LL
DA
NC
E P
RO
GR
AM
EX
PAN
SIO
NR
OW
AN
UN
IVE
RSI
TY
, GL
ASS
BO
RO
, NE
W J
ER
SEY
02 JANUARY 2020
1" = 15'
12214.GA
1 OF 1
AD
B
APC
SBZ
B-1
2214
GA
-02
LEGEND:
APPROX. TEST BORING LOCATION
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
11.2
17.8
30.9
22.4
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
5-4-10-9
10-21-13-23
13-15-16-16
13-12-14-14
7-6-7-5
4-3-3-2
3-6-8-10
11-11-19-23
TOPSOIL (± 0.7 feet)Tan fine SAND, some silt, little subangular coarse sandand fine gravel (moist)
Gray fine to medium SAND and Silt, little coarse sandand fine gravel (moist)
Gray fine SAND, some silt (moist)
Gray fine SAND, some silt (moist)
Gray fine SAND, some silt (moist)
Gray fine SAND, little medium sand, some silt (wet)
Gray medium SAND, some silt, little rounded coarsesand to fine gravel (wet)
Gray medium SAND, little coarse sand and fine gravel,trace silt (wet)
1.6
1.8
1.9
1.6
1.2
2.0
1.7
1.6
SM
5-4-10-9
10-21-13-23
13-15-16-16
13-12-14-14
7-6-7-5
4-3-3-2
3-6-8-10
11-11-19-23
TOPSOIL (± 0.7 feet)Tan fine SAND, some silt, little subangular coarse sandand fine gravel (moist)
Gray fine to medium SAND and Silt, little coarse sandand fine gravel (moist)
Gray fine SAND, some silt (moist)
Gray fine SAND, some silt (moist)
Gray fine SAND, some silt (moist)
Gray fine SAND, little medium sand, some silt (wet)
Gray medium SAND, some silt, little rounded coarsesand to fine gravel (wet)
Gray medium SAND, little coarse sand and fine gravel,trace silt (wet)
1.6
1.8
1.9
1.6
1.2
2.0
1.7
1.6
SM
11.2
17.8
30.9
22.4
Depthin
feet
Blows per6 inches
0
5
10
15
20
25
Recovery(ft)
Water Levels
Surf.Elev.122 ft
PercentPassing
200 Sieve
SampleNumber
WA
TE
R L
EV
EL
GR
AP
HIC
(Page 1 of 1)
Recovery(ft)
Water Levels
Surf.Elev.122 ft
PercentPassing
200 Sieve
SampleNumber
WA
TE
R L
EV
EL
MoistureContent
(%)
Sample Condition
US
CS
SA
MP
LE
S
0
5
10
15
20
25
TEST BORING TB-01
DESCRIPTION
120
115
110
105
100
95
Remolded
: December 20, 2019
: December 20, 2019
: ADB
: 19° Clear
: J. Blemmings/CGC Geoservices LLC
Date Started
Date Completed
Logged by
Weather
Driller/Agency
GR
AP
HIC
NOTES:1. Test boring terminated at ± 25.0 feet below existing ground surface (b.e.g.s.).2. Wet-on-spoon conditions observed at ± 18.0 ft b.e.g.s.3. Water level through augers during drilling at ± 13.0 ft b.e.g.s.4. Water level through augers at completion of drilling at ± 11.5 ft b.e.g.s.5. Boring elevation estimated from site plan prepared by CME Associates, dated
October 17, 2019. (Datum: NAVD 88)6. Soil descriptions performed in general accordance with ASTM D 2488, the
Practice for Description and Indentification of Soils (Visual - Manual Procedure)
MoistureContent
(%)
Sample Condition
US
CS
SA
MP
LE
S
DESCRIPTION
120
115
110
105
100
95
Remolded
: December 20, 2019
: December 20, 2019
: ADB
: 19° Clear
: J. Blemmings/CGC Geoservices LLC
Date Started
Date Completed
Logged by
Weather
Driller/Agency
Drilling Equipment
Drilling Methods
Surface Elevation
: CME 55 Truck Mount
: SPT, ASTM D 1586
: 122 feet
Geotechnical EvaluationWilson Hall Dance Program Expansion
Rowan University, Glassboro, New JerseyProject No. 12214.GA
Depthin
feet
Blows per6 inches
NOTES:1. Test boring terminated at ± 25.0 feet below existing ground surface (b.e.g.s.).2. Wet-on-spoon conditions observed at ± 18.0 ft b.e.g.s.3. Water level through augers during drilling at ± 13.0 ft b.e.g.s.4. Water level through augers at completion of drilling at ± 11.5 ft b.e.g.s.5. Boring elevation estimated from site plan prepared by CME Associates, dated
October 17, 2019. (Datum: NAVD 88)6. Soil descriptions performed in general accordance with ASTM D 2488, the
Practice for Description and Indentification of Soils (Visual - Manual Procedure)
(Page 1 of 1)
After Completion
During Drilling
Wet-on-Spoon
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
15.5 27.7
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
3-2-5-6
7-16-11-13
11-8-7-7
11-14-27-29
7-8-9-9
2-2-2-2
3-6-10-13
7-9-8-8
TOPSOIL (± 0.75 feet)
Brown fine SAND, some silt (moist)
Brown and black fine SAND, some silt (moist)
Brown and black fine SAND, trace coarse sand, somesilt (moist)
Brown fine to medium SAND, some silt and quartz gravel(moist)
Homogenous gray and brown fine SAND, some silt(moist)
Homogenous gray and brown fine SAND, some silt(wet)
Homogenous gray and brown fine SAND, some silt (wet)
Brown fine SAND, some medium sand and silt (wet)
0.4
1.7
1.3
0.5
1.8
1.9
1.8
1.4
SM
3-2-5-6
7-16-11-13
11-8-7-7
11-14-27-29
7-8-9-9
2-2-2-2
3-6-10-13
7-9-8-8
TOPSOIL (± 0.75 feet)
Brown fine SAND, some silt (moist)
Brown and black fine SAND, some silt (moist)
Brown and black fine SAND, trace coarse sand, somesilt (moist)
Brown fine to medium SAND, some silt and quartz gravel(moist)
Homogenous gray and brown fine SAND, some silt(moist)
Homogenous gray and brown fine SAND, some silt(wet)
Homogenous gray and brown fine SAND, some silt (wet)
Brown fine SAND, some medium sand and silt (wet)
0.4
1.7
1.3
0.5
1.8
1.9
1.8
1.4
SM
15.5 27.7
Depthin
feet
Blows per6 inches
0
5
10
15
20
25
Recovery(ft)
Water Levels
Surf.Elev.
123.7 ft
PercentPassing
200 Sieve
SampleNumber
WA
TE
R L
EV
EL
GR
AP
HIC
(Page 1 of 1)
Recovery(ft)
Water Levels
Surf.Elev.
123.7 ft
PercentPassing
200 Sieve
SampleNumber
WA
TE
R L
EV
EL
MoistureContent
(%)
Sample Condition
US
CS
SA
MP
LE
S
0
5
10
15
20
25
TEST BORING TB-02
DESCRIPTION
120
115
110
105
100
Remolded
: December 20, 2019
: December 20, 2019
: ADB
: 19° Clear
: J. Blemmings/CGC Geoservices LLC
Date Started
Date Completed
Logged by
Weather
Driller/Agency
GR
AP
HIC
NOTES:1. Test boring terminated at ± 25.0 feet below existing ground surface (b.e.g.s.).2. Wet-on-spoon conditions observed at ± 18.0 ft b.e.g.s.3. Water level through augers during drilling at ± 13.0 ft b.e.g.s.4. Water level through augers at completion of drilling at ± 12.0 ft b.e.g.s.5. Boring elevation estimated from site plan prepared by CME Associates, dated
October 17, 2019. (Datum: NAVD 88)6. Soil descriptions performed in general accordance with ASTM D 2488, the
Practice for Description and Indentification of Soils (Visual - Manual Procedure)
MoistureContent
(%)
Sample Condition
US
CS
SA
MP
LE
S
DESCRIPTION
120
115
110
105
100
Remolded
: December 20, 2019
: December 20, 2019
: ADB
: 19° Clear
: J. Blemmings/CGC Geoservices LLC
Date Started
Date Completed
Logged by
Weather
Driller/Agency
Drilling Equipment
Drilling Methods
Surface Elevation
: CME 55 Truck Mount
: SPT, ASTM D 1586
: 123.7 feet
Geotechnical EvaluationWilson Hall Dance Program Expansion
Rowan University, Glassboro, New JerseyProject No. 12214.GA
Depthin
feet
Blows per6 inches
NOTES:1. Test boring terminated at ± 25.0 feet below existing ground surface (b.e.g.s.).2. Wet-on-spoon conditions observed at ± 18.0 ft b.e.g.s.3. Water level through augers during drilling at ± 13.0 ft b.e.g.s.4. Water level through augers at completion of drilling at ± 12.0 ft b.e.g.s.5. Boring elevation estimated from site plan prepared by CME Associates, dated
October 17, 2019. (Datum: NAVD 88)6. Soil descriptions performed in general accordance with ASTM D 2488, the
Practice for Description and Indentification of Soils (Visual - Manual Procedure)
(Page 1 of 1)
After Completion
During Drilling
Wet-on-Spoon
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
9.0
11.9
18.9
9.1
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
2-4-6-3
4-9-22-23
9-14-14-15
10-6-9-8
2-2-4-5
1-1-3-3
9-8-8-7
7-12-13-13
TOPSOIL (± 1.2 feet)
Dark brown fine SAND, some silt
Brown fine SAND, little rounded to subangular finegravel, little silt
Homogenous light brown fine SAND, trace silt
Homogenous brown fine SAND, some silt (wet)
Bedded brown and gray fine SAND, some silt
Bedded brown and gray fine SAND, some silt
Brown fine SAND, some silt and medium sand, littlecoarse SAND
Brown medium SAND, some silt, trace coarse sand
1.4
0.9
1.2
1.6
0.8
1.0
2.0
2.0
SM
2-4-6-3
4-9-22-23
9-14-14-15
10-6-9-8
2-2-4-5
1-1-3-3
9-8-8-7
7-12-13-13
TOPSOIL (± 1.2 feet)
Dark brown fine SAND, some silt
Brown fine SAND, little rounded to subangular finegravel, little silt
Homogenous light brown fine SAND, trace silt
Homogenous brown fine SAND, some silt (wet)
Bedded brown and gray fine SAND, some silt
Bedded brown and gray fine SAND, some silt
Brown fine SAND, some silt and medium sand, littlecoarse SAND
Brown medium SAND, some silt, trace coarse sand
1.4
0.9
1.2
1.6
0.8
1.0
2.0
2.0
SM
9.0
11.9
18.9
9.1
Depthin
feet
Blows per6 inches
0
5
10
15
20
25
Recovery(ft)
Water Levels
Surf.Elev.
123.5 ft
PercentPassing
200 Sieve
SampleNumber
WA
TE
R L
EV
EL
GR
AP
HIC
(Page 1 of 2)
Recovery(ft)
Water Levels
Surf.Elev.
123.5 ft
PercentPassing
200 Sieve
SampleNumber
WA
TE
R L
EV
EL
MoistureContent
(%)
Sample Condition
US
CS
SA
MP
LE
S
0
5
10
15
20
25
TEST BORING TB-03
DESCRIPTION
120
115
110
105
100
Remolded
: December 20, 2019
: December 20, 2019
: ADB
: 19° Clear
: J. Blemmings/CGC Geoservices LLC
Date Started
Date Completed
Logged by
Weather
Driller/Agency
GR
AP
HIC
NOTES:1. Test boring terminated at ± 50.0 feet below existing ground surface (b.e.g.s.).2. Groundwater levels not recorded due to the introduction of drilling water into the
borehole to prevent heaving sands.3. Boring elevation estimated from site plan prepared by CME Associates, dated
October 17, 2019. (Datum: NAVD 88)
4. Soil descriptions performed in general accordance with ASTM D 2488, thePractice for Description and Indentification of Soils (Visual - Manual Procedure)
MoistureContent
(%)
Sample Condition
US
CS
SA
MP
LE
S
DESCRIPTION
120
115
110
105
100
Remolded
: December 20, 2019
: December 20, 2019
: ADB
: 19° Clear
: J. Blemmings/CGC Geoservices LLC
Date Started
Date Completed
Logged by
Weather
Driller/Agency
Drilling Equipment
Drilling Methods
Surface Elevation
: CME 55 Truck Mount
: SPT, ASTM D 1586
: 123.5 feet
Geotechnical EvaluationWilson Hall Dance Program Expansion
Rowan University, Glassboro, New JerseyProject No. 12214.GA
Depthin
feet
Blows per6 inches
NOTES:1. Test boring terminated at ± 50.0 feet below existing ground surface (b.e.g.s.).2. Groundwater levels not recorded due to the introduction of drilling water into the
borehole to prevent heaving sands.3. Boring elevation estimated from site plan prepared by CME Associates, dated
October 17, 2019. (Datum: NAVD 88)
4. Soil descriptions performed in general accordance with ASTM D 2488, thePractice for Description and Indentification of Soils (Visual - Manual Procedure)
(Page 1 of 2)
S-9
S-10
S-11
S-12
S-13
S-9
S-10
S-11
S-12
S-13
10-16-20-22
17-20-26-31
6-8-11-11
7-10-13-14
13-12-13-11
Brown medium SAND, some silt, trace coarse sand
Brown fine SAND, some medium sand, some silt
Red fine SAND, some medium SAND, little silt
Dark gray/Black fine SAND, some silt
Dark gray/Black fine SAND, some silt
1.8
1.9
1.4
1.6
0.8
SM
10-16-20-22
17-20-26-31
6-8-11-11
7-10-13-14
13-12-13-11
Brown medium SAND, some silt, trace coarse sand
Brown fine SAND, some medium sand, some silt
Red fine SAND, some medium SAND, little silt
Dark gray/Black fine SAND, some silt
Dark gray/Black fine SAND, some silt
1.8
1.9
1.4
1.6
0.8
SM
Depthin
feet
Blows per6 inches
30
35
40
45
50
Recovery(ft)
Water Levels
Surf.Elev.
123.5 ft
PercentPassing
200 Sieve
SampleNumber
WA
TE
R L
EV
EL
GR
AP
HIC
(Page 2 of 2)
Recovery(ft)
Water Levels
Surf.Elev.
123.5 ft
PercentPassing
200 Sieve
SampleNumber
WA
TE
R L
EV
EL
MoistureContent
(%)
Sample Condition
US
CS
SA
MP
LE
S
30
35
40
45
50
TEST BORING TB-03
DESCRIPTION
95
90
85
80
75
70
Remolded
: December 20, 2019
: December 20, 2019
: ADB
: 19° Clear
: J. Blemmings/CGC Geoservices LLC
Date Started
Date Completed
Logged by
Weather
Driller/Agency
GR
AP
HIC
NOTES:1. Test boring terminated at ± 50.0 feet below existing ground surface (b.e.g.s.).2. Groundwater levels not recorded due to the introduction of drilling water into the
borehole to prevent heaving sands.3. Boring elevation estimated from site plan prepared by CME Associates, dated
October 17, 2019. (Datum: NAVD 88)
4. Soil descriptions performed in general accordance with ASTM D 2488, thePractice for Description and Indentification of Soils (Visual - Manual Procedure)
MoistureContent
(%)
Sample Condition
US
CS
SA
MP
LE
S
DESCRIPTION
95
90
85
80
75
70
Remolded
: December 20, 2019
: December 20, 2019
: ADB
: 19° Clear
: J. Blemmings/CGC Geoservices LLC
Date Started
Date Completed
Logged by
Weather
Driller/Agency
Drilling Equipment
Drilling Methods
Surface Elevation
: CME 55 Truck Mount
: SPT, ASTM D 1586
: 123.5 feet
Geotechnical EvaluationWilson Hall Dance Program Expansion
Rowan University, Glassboro, New JerseyProject No. 12214.GA
Depthin
feet
Blows per6 inches
NOTES:1. Test boring terminated at ± 50.0 feet below existing ground surface (b.e.g.s.).2. Groundwater levels not recorded due to the introduction of drilling water into the
borehole to prevent heaving sands.3. Boring elevation estimated from site plan prepared by CME Associates, dated
October 17, 2019. (Datum: NAVD 88)
4. Soil descriptions performed in general accordance with ASTM D 2488, thePractice for Description and Indentification of Soils (Visual - Manual Procedure)
(Page 2 of 2)
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
18.2 18.0
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
1-3-5-3
7-10-10-8
4-5-6-5
5-4-3-3
2-2-2-2
1-2-1-3
3-13-30-50/5
50/4
TOPSOIL (± 1.1 feet)
Dark brown fine SAND, some silt, little rounded coarsesand (moist)
Tan fine SAND, little silt, course sand and fine gravel(moist)
Tan fine SAND, little silt, coarse sand and fine gravel(moist)
Tan fine SAND, little silt, coarse sand and fine gravel(moist)
Mottled gray and tan fine SAND, coarse sand and finegravel, some silt (wet)
Poorly sorted, tan fine SAND, some medium sand, littlecoarse sand, some silt (wet)
Red fine and medium SAND, some silt, trace coarsesand (wet)
Red fine and medium SAND, some silt, some coarsesand (wet)
1.0
1.6
0.2
1.1
1.3
1.4
2.0
0.4
SM
1-3-5-3
7-10-10-8
4-5-6-5
5-4-3-3
2-2-2-2
1-2-1-3
3-13-30-50/5
50/4
TOPSOIL (± 1.1 feet)
Dark brown fine SAND, some silt, little rounded coarsesand (moist)
Tan fine SAND, little silt, course sand and fine gravel(moist)
Tan fine SAND, little silt, coarse sand and fine gravel(moist)
Tan fine SAND, little silt, coarse sand and fine gravel(moist)
Mottled gray and tan fine SAND, coarse sand and finegravel, some silt (wet)
Poorly sorted, tan fine SAND, some medium sand, littlecoarse sand, some silt (wet)
Red fine and medium SAND, some silt, trace coarsesand (wet)
Red fine and medium SAND, some silt, some coarsesand (wet)
1.0
1.6
0.2
1.1
1.3
1.4
2.0
0.4
SM
18.2 18.0
Depthin
feet
Blows per6 inches
0
5
10
15
20
25
Recovery(ft)
Water Levels
Surf.Elev.
119.7 ft
PercentPassing
200 Sieve
SampleNumber
WA
TE
R L
EV
EL
GR
AP
HIC
(Page 1 of 1)
Recovery(ft)
Water Levels
Surf.Elev.
119.7 ft
PercentPassing
200 Sieve
SampleNumber
WA
TE
R L
EV
EL
MoistureContent
(%)
Sample Condition
US
CS
SA
MP
LE
S
0
5
10
15
20
25
TEST BORING TB-04
DESCRIPTION
115
110
105
100
95
Remolded
: December 20, 2019
: December 20, 2019
: ADB
: 19° Clear
: J. Blemmings/CGC Geoservices LLC
Date Started
Date Completed
Logged by
Weather
Driller/Agency
GR
AP
HIC
NOTES:1. Test boring terminated at ± 23.4 feet below existing ground surface (b.e.g.s.).2. Wet-on-spoon conditions observed at ± 18.0 ft b.e.g.s.3. Water level through augers during drilling at ± 10.0 ft b.e.g.s.4. Water level through augers at completion of drilling at ± 12.0 ft b.e.g.s.5. Boring elevation estimated from site plan prepared by CME Associates, dated
October 17, 2019. (Datum: NAVD 88)6. Soil descriptions performed in general accordance with ASTM D 2488, the
Practice for Description and Indentification of Soils (Visual - Manual Procedure)
MoistureContent
(%)
Sample Condition
US
CS
SA
MP
LE
S
DESCRIPTION
115
110
105
100
95
Remolded
: December 20, 2019
: December 20, 2019
: ADB
: 19° Clear
: J. Blemmings/CGC Geoservices LLC
Date Started
Date Completed
Logged by
Weather
Driller/Agency
Drilling Equipment
Drilling Methods
Surface Elevation
: CME 55 Truck Mount
: SPT, ASTM D 1586
: 119.7 feet
Geotechnical EvaluationWilson Hall Dance Program Expansion
Rowan University, Glassboro, New JerseyProject No. 12214.GA
Depthin
feet
Blows per6 inches
NOTES:1. Test boring terminated at ± 23.4 feet below existing ground surface (b.e.g.s.).2. Wet-on-spoon conditions observed at ± 18.0 ft b.e.g.s.3. Water level through augers during drilling at ± 10.0 ft b.e.g.s.4. Water level through augers at completion of drilling at ± 12.0 ft b.e.g.s.5. Boring elevation estimated from site plan prepared by CME Associates, dated
October 17, 2019. (Datum: NAVD 88)6. Soil descriptions performed in general accordance with ASTM D 2488, the
Practice for Description and Indentification of Soils (Visual - Manual Procedure)
(Page 1 of 1)
After Completion
During Drilling
Wet-on-Spoon
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
9.4
8.6
15.0
18.7
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
2-5-7-5
4-5-8-11
7-13-17-5
11-24-8-4
6-5-9-13
4-4-4-4
22-33-48-50/3
50/5
TOPSOIL (± 0.8 feet)
Gray and brown fine SAND, some silt, little coarse sandand fine gravel (moist)
Red fine SAND, little silt, little coarse sand and finegravel (moist)
Bedded brown fine SAND, trace coarse sand, some silt(moist)
Bedded brown fine SAND, little coarse sand, some silt(moist)
Brown and gray fine SAND, little medium sand, little silt(moist)
Brown and gray fine SAND, some silt (wet)
Brown medium SAND, some silt (wet)
No Recovery
1.9
1.6
0.8
0.8
1.7
1.1
1.9
0.0
SM
2-5-7-5
4-5-8-11
7-13-17-5
11-24-8-4
6-5-9-13
4-4-4-4
22-33-48-50/3
50/5
TOPSOIL (± 0.8 feet)
Gray and brown fine SAND, some silt, little coarse sandand fine gravel (moist)
Red fine SAND, little silt, little coarse sand and finegravel (moist)
Bedded brown fine SAND, trace coarse sand, some silt(moist)
Bedded brown fine SAND, little coarse sand, some silt(moist)
Brown and gray fine SAND, little medium sand, little silt(moist)
Brown and gray fine SAND, some silt (wet)
Brown medium SAND, some silt (wet)
No Recovery
1.9
1.6
0.8
0.8
1.7
1.1
1.9
0.0
SM
9.4
8.6
15.0
18.7
Depthin
feet
Blows per6 inches
0
5
10
15
20
25
Recovery(ft)
Water Levels
Surf.Elev.
122.3 ft
PercentPassing
200 Sieve
SampleNumber
WA
TE
R L
EV
EL
GR
AP
HIC
(Page 1 of 1)
Recovery(ft)
Water Levels
Surf.Elev.
122.3 ft
PercentPassing
200 Sieve
SampleNumber
WA
TE
R L
EV
EL
MoistureContent
(%)
Sample Condition
US
CS
SA
MP
LE
S
0
5
10
15
20
25
TEST BORING TB-05
DESCRIPTION
120
115
110
105
100
Remolded
: December 20, 2019
: December 20, 2019
: ADB
: 19° Clear
: J. Blemmings/CGC Geoservices LLC
Date Started
Date Completed
Logged by
Weather
Driller/Agency
GR
AP
HIC
NOTES:1. Test boring terminated at ± 23.4 feet below existing ground surface (b.e.g.s.).2. Wet-on-spoon conditions observed at ± 15.0 ft b.e.g.s.3. Water level through augers during drilling at ± 18.0 ft b.e.g.s.4. Water level through augers at completion of drilling at ± 11.9 ft b.e.g.s.5. Boring elevation estimated from site plan prepared by CME Associates, dated
October 17, 2019. (Datum: NAVD 88)6. Soil descriptions performed in general accordance with ASTM D 2488, the
Practice for Description and Indentification of Soils (Visual - Manual Procedure)
MoistureContent
(%)
Sample Condition
US
CS
SA
MP
LE
S
DESCRIPTION
120
115
110
105
100
Remolded
: December 20, 2019
: December 20, 2019
: ADB
: 19° Clear
: J. Blemmings/CGC Geoservices LLC
Date Started
Date Completed
Logged by
Weather
Driller/Agency
Drilling Equipment
Drilling Methods
Surface Elevation
: CME 55 Truck Mount
: SPT, ASTM D 1586
: 122.3 feet
Geotechnical EvaluationWilson Hall Dance Program Expansion
Rowan University, Glassboro, New JerseyProject No. 12214.GA
Depthin
feet
Blows per6 inches
NOTES:1. Test boring terminated at ± 23.4 feet below existing ground surface (b.e.g.s.).2. Wet-on-spoon conditions observed at ± 15.0 ft b.e.g.s.3. Water level through augers during drilling at ± 18.0 ft b.e.g.s.4. Water level through augers at completion of drilling at ± 11.9 ft b.e.g.s.5. Boring elevation estimated from site plan prepared by CME Associates, dated
October 17, 2019. (Datum: NAVD 88)6. Soil descriptions performed in general accordance with ASTM D 2488, the
Practice for Description and Indentification of Soils (Visual - Manual Procedure)
(Page 1 of 1)
After Completion
During Drilling
Wet-on-Spoon
GENERAL NOTES
DUFFIELD ASSOCIATES uses the following definitions and terminology to classify and correlate the field and laboratory samples.
VISUAL UNIFIED CLASSIFICATIONS: The soil samples are described by color, major constituent, modifiers (by percentage), and density (or consistency). Coarse Grained or Granular Soils have more than 50% of their dry weight retained on a No. 200 sieve; they are described as: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a No. 200 sieve; they are described as: clays or clayey silts if they are cohesive and silts if they are noncohesive. In addition to gradation, granular soils are defined on the basis of their relative in-place density and fine grained soils on the basis of their strength or consistency and their plasticity.
The Unified Soil Classification symbols are:
COARSE GRAINED SOILS FINE GRAINED SOILS
GW - Well graded gravels ML - Silts of low plasticity GP - Poorly graded gravels CL - Clays of low to medium plasticity GM - Silty gravels OL - Organic silt clays of low plasticity GC - Clayey gravels MH - Silts of high plasticity SW - Well graded sands CH - Clays of high plasticity SP - Poorly graded sands OH - Organic silt clays of high plasticity SM - Silty sands PT - Peat and highly organic soils SC - Clayey sands
SIZE DESCRIPTION MODIFIERS (PERCENTAGE)
F - Fine Tr - Trace 1 - 10% M - Medium Ltl - Little 11 - 20% C - Coarse Some 21 - 35% G - Gravel & - And 36 - 50%
COLOR
Or - Orange Blk - Black Vc - Varicolored Yel - Yellow Gr - Gray Dk - Dark Br - Brown R - Red Lt - Light
DENSITY: COARSE GRAINED SOILS CONSISTENCY: FINE GRAINED SOILS
Very loose 4 blows/ft or less Very soft 2 blows/ft or less Loose 5 to 10 blows/ft Soft 3 to 4 blows/ft Medium 11 to 30 blows/ft Medium 5 to 8 blows/ft Dense 31 to 50 blows/ft Stiff 9 to 15 blows/ft Very Dense 51 blows/ft or more Very stiff 16 to 30 blows/ft
Hard 31 blows/ft or more
NOTE: The Standard Penetration Test "N" value is the number of blows per foot of a 140 pound hammer falling 30 inches on a 2 inch O.D. split spoon sampler, except where otherwise noted.