WEHRAN s.^as j.xi^ ^ ENGINEERS AND SCIENTISTS -6. C
SDMS DocID 46441 0
VOLUME III
REMEDIAL INVESTIGATION SOMERSWORTH MUNICIPAL LANDFILL SOMERSWORTH, NEW HAMPSHIRE
APPENDICES G - L
WEHRAN ENGINEERS AND SCIENTISTS GOLDBERG-ZOINO & ASSOCIATES. INC. WESTON GEOPHYSICAL CORPORATION ENVIRONMENTAL RESEARCH AND TECHNOLOGY, INC. CAMBRIDGE ANALYTICAL ASSOCIATES
c
(
VOLUME III
REMEDIAL INVESTIGATION
SOMERSWORTH MUNICIPAL LANDFILL
SOMERSWORTH, NEW HAMPSHIRE
APPENDICES G - L
Prepared for:
New Hampshire Department of Environmental Services
Waste Management Division
Concord, New Hampshire
Prepared by:
Goldberg-Zoino & Associates, Inc.
Manchester, New Hampshire
and
Wehran Engineers and Scientists
Methuen, Massachusetts
May 1989
GZA File No. D-5162
WE Project No. 05127
APPtNDJX G
;•(
APPENDIX G
(
LABORATORY SOIL TEST RESULTS
I I
( LABORATORY TEST PROCEDURES
I
SOMERSWORTH RI/FS
SOMERSWORTH, NEW HAMPSHIRE
D-5162
•
1. The following tests were performed in accordance with the
noted ASTM test designation:
Test ASTM Designation
Grain Size D-422-63 (sieve only)
Moisture Content D-2216-80
Liquid and Plastic Limits D-4318-84
\ 2 . Test Procedures for Combined Sieve and Hydrometer Analysis i . . .
When both sieve and hydrometer analysis are required, a
combined mechanical analysis is performed. This procedure
is, in part, similar to ASTM's 2217-66 (wet preparation of ! soil sample for grain size analysis and determination of
soil constants-B).
I | ( A representative portion of the minus No.4 material was
mixed with water so as to form a thin homogeneous slurry. The fines suspended in this slurry were then decanted into an empty hydrometer jar, and the mixing-decanting process repeated until most of the fines had been removed. Coarser
fractions remaining after the decantation were then oven
dried and sieved through a nest of screens (Nos. 10, 20, 40,
I I 60, 100, and 200). Any material passing the No. 200 screen
was added to the hydrometer jar containing the fine fraction. Hydrometer analysis of these fines was performed in the conventional manner.
SOMERf RI/FS
M, NEW HAMPSHIRE r ^
LABORATORY TESTING DATA SUMMARY Reviewed by Date
P r o j e c t Nft D5162. P r o j e c t F n q r MB Assigried B y J l ! Dote Assigned _ j i i l y _ 8 1 _ Required
i . o IDENTIFICATION TESTS STRENGTH TESTS | CONSOL.
c iB e
Z
• a,
M Z
Depth
f t .
O Z
5s
Wotar Conlant
%
L L %
PL %
Si«v« - 2 0 0
%
Hyd - 2 / 1
%
Gt Yd pcf
1
• »>
T *^ a. o
Torvqnt or
Typ« T««t
O i o r O i
or n r - i i i r \ i V ir _ ^ 9.%A
Reviewed Somerswo. .̂ H LABORATORY TEST. . DATA SUMMARY Date
Project No nsifi2 P r o j e c t g n g r . E . H a w k i n s A s s i g n e d B y E. H a w k i n s D a t e A s K l g n a d F e b . 87 Required.
t o IDENTIFICATION TESTS STRENGTH TESTS CONSOL.
9 C
i b a z
m 'a. Eo«
. o z
O tp th
f t .
o z
5s
Woltr Content
%
Moisture
%
ASH
% ORG.
%
Hyd
%
Gf Yd pcf
• Torvont or
Typt Tt«t
(Te or O i or
Q O U.S. STANDARD SIEVE SIZE m oO r m mO mX sz o
100
9 0
2 IN. I IN .V«M. I / 2 IN . r T 1 1 1 1
N0.4
1 1
N0. I0 N0.20 • 1
VI •̂1
I4a40 NOeO N0. i00 NO. 2 0 0
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1
1 1
1 t 1
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5-:
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70
6 0
1 1111 1 1111
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.
1 1 1 1 1 1
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X' GRAIN SIZE IN MILLIMETERS
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o r ̂V. 3D •n - i
MBBLES G R A V E L
C O A R S E 1 F I N E COARSE1
S A N O
MEDIUM 1 F I N E S I L T OR C L A Y
UNIFIED SOIL CLASSIFICATION SVSTEM
PI
0 2 H x»oni H CO m
r TEST
NO. SYM. M A T E R I A L SOURCE R E M A R K S
m H H
S I . 1 a B o r t r r a N o .S o n . ilfS O o p t t i
B I L 2 0 - 2 2
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ni
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S2. 1
SYM.
a MATERIAL SOURCE
B o r l n a No. B2L Brown
REMARKS
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COARSE 1 FINE COARSEI
SANO
MEDIUM 1 FINE SILT OR CLAY
UNIFIED SOIL CLASSIFICATION SVSTEM
-n
F 0 2 H
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NO. SYM. MATERIAL SOURCE REMARKS
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6 0
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1
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1.0 0.1 6RAIN SIZE IN MILLIMCTCRS
SAND
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UNIFIED SOIL CLASSIFICATION SYSTEM
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SS.1
SYM.
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MATERIAL SOURCE
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REMARKS
Oronga B r e « n f - a SANO. t r o c a ( - ) S i l t
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COBBLES SRAVEL
COARSE 1 FINE
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COARSCJ MEDIUM |
UNIFIED SOIL CLASSIFICATION
FINE
SYSTEM
SILT OR CLAY
m
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H ' CO m H
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m CO
H
TEST NO.
SO. 1
SYM.
n
MATERIAL SOURCE
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REMARKS
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1
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1 1.0
SIZE IN
1 ^ 11 • \ \
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MILLIMETERS
.
1
i.. 0.01 0.001
3 > H
o - I
COBBLES GRAVEL
COARSE 1 FINE COARSEJ
SANO
MCDIUM | FINC SILT OR CLAY
m
0 2 H > o m - i ' CO m H
S £ ^m «^ 2
O
m (/)H C/)
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X TCST
NO.
S7. 1
SYM.
a
UNIFIED SOIL CLASSIFICATION
MATCRIAL SOURCC
B o r i n g No. B7L ScM. «1 O a p t h 2 0 . 0 - 2 2 . 0
SYSTEM
RCMARKS
B r o « n f - a SANO,
o o U.S. STANDARD SIEVE SIZE m o
9S is
IS a O o n
is
s 5 § ••
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9 0
8 0
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2 IN. IIN.3/«IN.I/2M.
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1
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0.1 0.01 O.OOI m > U) GRAIN SIZC IN MILLIMCTCRS
H o if. GRAVCL SAND Q O r? COBBLCS COARSC 1 FINC COARSCI MCDIUM | FINC
SILT OR CLAY
=
m 0I
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8 0
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2IN.U.S. STANDARD SICVC SIZC
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TCST NO.
GS-3
SYM.
D
MATCRIAL SOURCC RCMARKS
Yal low browa f l n a t o Rnnrae SANO. t r a c e
S i l t .
01 ~S !5CO
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m H CO
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TCST NO.
C A - l
SYM.
a MATCRIAL SOURCC
T»»at B c f l r i g 11R
RCMARKS
B r o w n . f l n a t o c o o r a a SANO a n d C R A V E U l l t t l a
ra S i l t tyxJ C l a y . SB
iii 01 CO
If U.S. STANDARD SICVC SIZC
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UNIFICO SOIL CLASSIFICATION SYSTCM
TCST NO.
GS-1
SYM.
D
MATCRIAL SOURCC RCMARKS
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Nonoesiructive • Cn*micai • Pollution • IMctailurgical Amoid Greene Inspection • Evaluation • Analysis
Testing Laboratories Rasaarct) • Davalopmant t - # Braneti Laboratorisa: SpringtMd, Mass. 01100 Auburn, Mass. 01501 EaM NMick M u B t M Paik (413) 734-6548 (617)832-5500
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tUWMGMCnOM TMn 948450 OREENB>B NTIK Calilomia, Taxas, Illinois. Pannsytvania, Minnaaota, Ottio (
TO: SOLBBERG ZOINO I ASSOCIATES BATE: 2/20/87 HATERIALl SOIL AIRPARK BUSINESS CENTER
[ 380 HARVEY ROAO JOB NO. 91288-1 iOOKNO. 274-2^C0
RANCHESTER NH 03103 LAB NO. S768 SPECIFICATIONS:
1 *TTN: OROER NO. H 00212
.JANPLE IS: B SOIL SAMPLES BATE REC'D: 2/17/87
* Cation nchange capacity ( a l l r e t u l t f in leq/iOOga) Suple coaposition
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la D5I59: B-6L: S-19 1. 4.83
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Hethodology: Methods of Soil Analysis Part 2 - 2nd Edition Section 6-3.
IN WITNESS NHEREOF, I NAVE HEREUNTO SET NY HAND THIS DAY OF FEBRUARY 1987
mULJ) GREENE TESTING LABORATORIES DIVISION OF CONAFI INSPECTION
UNLESS STIPULATED IN WRITING BY YOU, ALL SKMPLES WILL BE RETAINED FOR 30 DAYS AND THEN DISPOSED OF.
THIS REPOR' ' i RENDERED UPON THE CONDITION THAT IT IS NOT TO BE REPRODUCED WHOLLY OR IN PART FOR ADVERTISING ANO/OR OTHER
PURPOSES OVER OUR SIGNATURE OR IN CONNECTION WITH OUR NAME WITHOUT OUR SPECIAL PERMISSION IN WRITING
APPENDIX H
1
1
APPENDIX H
WESTON GEOPHYSICAL INVESTIGATIONS REPORT
I.
v.-^ -y^ Wesbn Geophysical
June 18, 1987 WGC - 01594-03
VEHRAN ENGINEERING CORPORATION 467 Lafayette Road Hampton, NH 03842
Gentlemen:
I In accordance with your authorization, Ueston Geophysical has conducted Phase I and Phase II geophysical investigations at the Somersworth Municipal Landfill. Itl
I
The Phase I geophysical investigation report was submitted on March 21, 1985. A preliminary report presenting the results and findings of the combined Phase I and Phase II investigations was submitted on August 13, 1985. Ue are pleased to
submit this report presenting the results and findings of the combined Phase I and Phase II geophysical investigations.
Very truly yours,
WESTON GEOPHYSICAL CORPORATION
Paul S. Fisk
PSF:taz-0077J Enclosures
Lyons Street • Post Office Box 5?;o • Wesfboro. Massachusetts 01581 Te! fe^Ti 36'"-
1 I
GEOPHYSICAL INVESTIGATIONS
{ SOMERSWORTH MUNICIPAL LANDFILL
SOMERSWORTH, NEW HAMPSHIRE
Prepared For
WEHRAN ENGINEERING CORPORATION
JUNE 1987
Wesbn Geophysical CORPORATION
TABLE OF CONTENTS
Page
LIST OF FIGURES i
1.0 INTRODUCTION S. PURPOSE 1
2.0 LOCATION & SURVEY CONTROL 2
3.0 METHODS OF INVESTIGATION 2
3.1 Seismic Refraction 2
3.2 Electrical Resistivity 3
3.3 Electromagnetic Terrain Conductivity 4
3.4 Magnetics 4
4.0 DISCUSSION OF RESULTS 5
i 4.1 Seismic Refraction Data 5
^ 4.1.1 Phase I 5
4.1.2 Phase II 7
I 4.2 Electrical Resistivity Data 8
i 4.3 Electromagnetic Terrain Conductivity 8
4.3.1 Phase I 8
( 4.3.2 Phase II 9
I ' 4.3.3 Combined Results of Phase I and Phase II 9
4.4 Magnetics 10
4.5 Summary of Results 11
I FIGURES
! APPENDICES
i A SEISMIC REFRACTION SURVEY
METHOD OF INVESTIGATION
B ELECTRICAL RESISTIVITY SURVEY
METHOD OF INVESTIGATION
t
I C ELECTROMAGNETIC TERRAIN CONDUCTIVITY SURVEY
METHOD OF INVESTIGATION
^ D MAGNETOMETER [TOTAL FIELD] MEASUREMENTS
FOR DETECTION OF BURIED METAL OBJECTS
METHOD OF INVESTIGATION
0077J
Wesfon GeophysicC'
I (
FIGURE 1
FIGURE 2
FIGURE 3
FIGURE 4
FIGURE 5
FIGURE 6
FIGURE 7
LIST OF FIGURES
AREA OF INVESTIGATION
PLAN MAP
SEISMIC PROFILE LINES 1, 2, 3, 4 & 6
SEISMIC PROFILE LINES 5, 7, 8, 12, 14, 15 & 16
CONTOUR MAP, TERRAIN CONDUCTIVITY VALUES, EM-31
CONTOUR MAP, TERRAIN CONDUCTIVITY VALUES, EM-34
HORIZONTAL MODE, 20-METER CABLE
MAGNETIC CONTOUR MAP
0077J • i • Weston Geophysical
1.0
(
INTRODUCTION & PURPOSE
A t%#o-phased geophysical investigation was conducted at the Somersworth
Municipal Landfill for Wehran Engineering Corporation. The Phase I
geophysical investigations conducted during December. 1984, utilized
seismic refraction, electrical resistivity, electromagnetic terrain
conductivity and magnetic survey methods. The Phase II geophysical
investigations conducted during Hay. 1985 and August, 1986 utilized
seismic refraction and electromagnetic terrain conductivity survey
methods. The purpose of these investigations were to define the
hydrogeologic regime in and around the Somersworth Municipal Landfill
and to characterize the nature and extent of contamination migration.
The specific objectives of the seismic refraction portion of the
investigation were to determine depths to various geological
interfaces, the general classifications of overburden materials based
on seismic velocities, and the presence and extent of fracture zones in
the bedrock. This information will be useful in assessing bedrock and
marine clay influences on contamination migration.
The specific objective of the electrical resistivity soundings was to
characterize the stratigraphic arrangement of overburden materials.
Sounding data will supplement the seismic refraction and
electromagnetic conductivity data by providing depths and thicknesses
of conductive and resistive layering.
The specific objective of the electromagnetic terrain conductivity [EM]
survey was to locate highly conductive subsurface areas surrounding the
landfill. Conductive areas may be indicative of highly contaminated
ground-waters and the extent of the contamination plume.
The specific objective of the magnetometer survey was to develop a
magnetic intensity contour map of the landfill. Magnetic anomalies
indicate locations where drummed wastes may have been buried.
Weston Geophysical
I
I
I I ,
[ 2.0 LOCATION & SURVEY CONTROL
The geophysical surveys were conducted in the vicinity of the
Somersworth Landfill and Municipal supply well t3. The area of
investigation is shown on Figure 1, ccxnposed from segments of the Dover
and Berwick, New Hampshire-Maine 15-minute United states Geological
Survey Topographic Quadrangle Haps. Survey lines, and resistivity
sounding locations are shown on Figure 2. Plan maps and survey control
[line locations and ground surface elevations] were provided by Wehran
Engineering.
3.0 METHOD OF INVESTIGATION
The Phase I geophysical investigation utilized seismic refraction,
electrical resistivity, electromagnetic terrain conductivity and
magnetic survey methods. The Phase II geophysical investigations
utilized seismic refraction and electromagnetic terrain conductivity
survey methods. Each of the survey methods responds to different
physical characteristics of earth materials. The correlation of data
from multiple survey methods plus borehole information provides the
most complete evaluation of site conditions.
3.1 Seismic Refraction
Seismic refraction data were obtained utilizing 400-foot spread lengths
with 10- and 20-foot geophone spacings, 60C'-foot spread lengths with
15- and 30-foot geophone spacings and 800-foot spread lengths with 20
and 40-foot geophone spacings. Travel time measurements made at each
geophone location were used to determine the compressional [P] wave
velocities and evaluate subsurface layering in terms of depths and
velocities. A discussion of the basic seismic refraction technique and
equipment is included as Appendix A to this report.
0077J • 2 • .. ^
Weston Geophysical
I 3.2 Electrical Resistivitv i
Electrical resistivity measurements were made utilizing vertical
electrical sounding procedures. Vertical electrical sounding
measurements called point tests, are made by expanding the electrode
array away from a central point. The measured resistivity values are
apparent since they represent the average resistivity of the various
layers within a half-space whose dimensions are defined by the
electrode separation. As the electrode or "a" spacing increases, the
effective depth of penetration increases. The resulting plot of
apparent resistivity valuer versus electrode spacing therefore
indicates the variation of resistivity with depth. The Lee
modification of the Wenner electrode configuration was used for point
test measurements. A discussion of the electrical resistivity
technique is included as Appendix B to this report.
The electrical resistivity measurements were made using electrode "a"
spacings of 1, 2, 3, 5. 7. 10, 15, 20, 30, 50, 70, 100, 150 and 200
feet. The Wenner configuration has a depth penetration of
approximately 1/2 to 1/3 the "a" spacings, however, depths of
penetration are greatly affected by the resistances of the layers being
measured, i.e., a near surface low resistivity [high conductivity]
layer will greatly reduce the depth of penetration.
Interpretation of the resistivity data is accomplished by computer
comparison of field resistivity curves with theoretical resistivity
models, resulting in a resistivity profile [thickiiess and values of
different resistivity layers] at the center of the electrode array.
Copies of the resistivity computer models for data obtained at the
Somersworth site are included in Appendix 6 as Figures B-1 through
B-4. Resistivity values can be used for a general material
identification such as saturated sand and gravel as opposed to
unsaturated sand and gravel. A number of theoretical models may
correlate with the measured data. Through a comparison process, the
model which best fits the measured data is selected.
jf 0077J • 3 •
) Weston Geophysical
(
L I 3.3 Electromagnetic Terrain Conductivity r The electromagnetic terrain conductivity [EM] survey was conducted with
EM 31 and EM 34 non-contacting terrain conductivity meters. The
/ conductivity meter has a self-contained dipole transmitter which
generates an electrical magnetic source field in the earth. A
I, self-contained dipole receiver detects a secondary magnetic field which
is linearly related to the terrain conductivity. EM-31 conductivity
measurements are continuous and recorded on a chart recorder. EM-34 I
conductivity measurements were made in the horizontal mode with a
I 20-meter coil spacing and 25- to 50-foot station spacings. An expanded
* discussion of the BH survey technique is included in Appendix C.
I Conductivity [EM] measurements are used to identify zones of high
conductivity [low resistivity], possibly indicative of contaminated
ground-water. Depth of penetration for the conductivity [EM] survey
depends on the conductivity of the materials and the distance between
the sending and receiving coils on the [EM] instrumentation.
Approximate exploration depths of the EM-31 and EM-34 for the various
coil spacings and configurations are presented below:
APPROXIMATE EXPLORATION DEPTH TFEETI TYPE INTERCOIL SPACINGS HORIZONTAL VERTICAL [METERS] DIPOLE MODES DIPOLE HODES
8 - 1 8 EM-31 3. ,7 4 0 - 5 0 EH-34-3 20
3.4 Hagnetics
The magnetic survey utilized a G-816 proton procession land
magnetometer. Magnetic readings were obtained at 10 foot station
spacings along parallel survey lines spaced 100 feet apart. A
discussion of the general principals and applications of the magnetic
survey method are included as Appendix D.
( 0077J • 4 • ^ Weston Geophysical
DISCUSSION OF RESULTS
4.1 Seismic Refraction Data
Using seismic data alone, materials can be placed into broad
classifications based on the velocity of the seismic wave transmitted
through them. Each velocity value does not correlate uniquely with a
single type of material, but most bedrock as well as overburden types
fall within particular velocity ranges.
The following table of velocity values and material identifications is
based on numerous measurements and correlations with geologic sequences
similar to those occurring at this site.
Seismic Velocities
fft/secl Material Identification
1.000 - 1300 Unconsolidated and unsaturated soils
or fill materials
4,800 - 5,200 Water-saturated alluvial or fluvial
materials.
6,000 - 7,000 Dense, compact overburden materials,
glacial till or possibly weathered
bedrock.
10,000+ Bedrock, slightly weathered to
unweathered.
4.1.1 Phase I
In Phase I, a total of 6,600 feet of seismic refraction profiling data
was obtained on 7 lines encircling the Somersworth landfill and
extending toward the municipal water well «3 north of the landfill [see
Figure 2 for line locations]. The results of the Phase I seismic
refraction survey are presented in profile form on Figures 3 and 4.
Seismic refraction lines 1. 2, 3, 4, and 6 encircle the active landfill
area. Portions of Lines 1 [4+0 to 12+0] and 6 [0+0 to 8+50] are within
0077J • 5 . Weston Geophysical
I the landfill areas where lower velocity refuse and fill exist.
Landfill refuse generally contains air pockets and small voids
resulting in poor energy transmission. Consequently, data within the
f landfill [portions of Lines 1 and 6] show more "scatter" than data
I acquired over natural earth materials. The "scatter" may Introduce a
slightly greater margin of error into depth computation; accordingly,
the interpreted profile sections have been dashed.
I Depths to bedrock along Lines 1, 2, 3, 4 and 6 range from 10 to 80 feet. The deepest bedrock [approximately 80 feet deep - elevation 125
I HSL] is located at the southeast side of the landfill. The shallowest bedrock [approximately 10 feet deep - elevation 182 MSL] is located on
Line 3 between Stations 3+0 to 4+0. Bedi^ock velocities ranged from ( 14.000 to 19,000 ft/sec. Seismic velocities in this range are
indicative of sound, unweathered bedrock.
( The seismic data indicate that a 6,000 to 7,000 ft/sec. velocity
^ ' material is present at the northeastern end of Line 3 and the western
end of Line 4. This 6,000 to 7,000 ft/sec. material is identified as a
'i dense overburden material by Boring B-2. The shallow bedrock on Line 3
may form an impermeable barrier to ground-water flow from the landfill
towards municipal water well #3.
The seismic data indicates thick, water saturated materials, evidenced
by the 5.000 ft/sec. velocity which exists along Lines 1, 2 and 6, the
southwestern end of Line 3, and the eastern end of Line 4.
i
Seismic Line 5 extends north of the landfill to approximately 300 feet
I east of municipal well t 2 . Seismic data along this line indicate
shallow bedrock [15 to 20 feet deep] from Station 0+0 to 7+50. Bedrock
I deepens to approximately 100 feet [elevation 105] at the north end of
Line 5 [in the vicinity of the municipal well]. The south end of Line
I 5 [0+0] intersects Lines 3 and 4; the previously discussed 6,000 to
I 7,000 ft/sec. material extends from Stations 0+0 to 1+0 on Line 5.
0077J • 6 • Weston Geophysical
r Seismic Line 7 was positioned to determine if shallow bedrock or the 6,000 to 7,000 ft/sec. material extends to west of Line 5, forming a
ground-water barrier or divide thereby limiting contamination migration
paths. The seismic data along this line indicate shallow bedrock [less
than 30 feet deep] and a thin water saturated layer, along the entire
length of the line. The water saturated materials are very thin [less
than 5 feet thick] at Station 2+50.
4.1.2 Phase II
In Phase II. a total of 2.420 feet of seismic refraction profiling was
obtained along 5 survey lines. The objective of Phase II seismic Lines
12. 14. and 15. north and northwest of the landfill, was to determine
if the shallow bedrock or the 6.000-7.000 ft/sec. materials detected in
Phase I extend to the east or west. The objective of Phase II seismic
Line 8 was to obtain data to correlate with Phase I. Line 1 which was
located partially on the landfill. The results of the Phase II seismic
refraction survey are presented in profile form on Figure 4.
The seismic data on Lines 12, [Stations 2+0 to 4+0] 14, and 15 indicate
relatively shallow bedrock [approximately 20 to 25 feet deep elevation,
165 to 170 MSL]. Along Line 12, Stations OiO to 1+25, the bedrock is
very shallow, less than 5 feet deep. Line 12 has a narrow deep bedrock
channel between Stations 1+25 and 2+0. The seismic profile of this
bedrock channel has been dashed to indicate that the depth and geometry
of the channel are approximate. The bedrock on Lines 12, 14, and 15 is
overlain by water-saturated alluvial or fluvial materials indicated by
I the 5,000 ft/sec. velocity.
Seismic Line 8, south of Blackwater Road, Indicates moderately shallow
I bedrock [approximately 20 to 45 feet deep, elevation 143 to 175 MSL]. The deeper bedrock [45 feet deep] is located on the westerly end of the line in the vicinity of Peter's Marsh Brook between Stations 0+0 and
2+50. The bedrock on Line 8 is overlain by water-saturated alluvial or
fluvial materials indicated by the 5,000 ft/sec. velocity.
0077J • 7 • Weston Geophysical
I
' ( j« \ Seismic Line 16 was located at the eastern side of the survey area near
i the fire station and the National Guard Armory. Bedrock is
approximately 40 to 70 feet deep along this line. Bedrock is
shallowest at the ends of the line and deepest [70 feet deep, elevation
140 MSL] at Station 2+0. Bedrock on Line 16 is overlain by 30 to 50
feet of water-saturated material and 20 to 30 feet of unsaturated soil
or fill material.
4.2 Electrical Resistivitv
I Four electrical resistivity point tests were performed west and north of the landfill. The results of these point tests in terms of layering
and resistivity values are shown on the seismic profiles and as Figures
B 1 thru B 4 in Appendix B. Depths to bedrock and the water table on
I Point Tests 1, 2 and 3 are in good agreement with seismic results.
* Point Test 4 is in general agreement with the refraction results,
f however, the resistivity data appears to have been affected by lateral
t resistivity variations, possibly due to changing overburden conditions.
Point test 1 and 2, located close to the perimeter of the landfill have
relatively low resistivity values [254 ohm ft. at Point Test 1 and 164
ohm ft. at Point Test 2] associated with the water saturated
materials. These low resistivity values may be the result of
contaminated ground-water or a clay layer. Point Test 3, which is
located on Line 5 north of the shallow bedrock and till/possible
I weathered bedrock zone, has a higher resistivity [1,400 ohm ft.]
* typical of xincontaminated water saturated materials.
4.3 Electromagnetic Terrain Conductivitv
4.3.1 Phase I
A total of 8,000 feet of electromagnetic terrain conductivity profiling
along nine survey lines was obtained in the Phase I EM survey. The
Phase I EM survey utilized an EM-34 conductivity meter in the
I
I 0077J • 8 • Weston Geophysical
I
If horizontal dipole mode with a 20-meter coil spacing. The results of the Phase 1 survey have been incorporated into the conductivity contour map. Figure 6.
I 4.3.2 Phase II I
I I
j
4.3.3
The Phase II EH survey obtained a total of 7,815 feet [4,775 feet of
EM-31 and 3,040 feet of EH-34] of electromagnetic terrain conductivity
profiling. The results of this survey have been incorporated into the
conductivity contour maps. Figures 5 and 6.
Combined Results Phases I and II
I Contoured EM data from Phases I and II are shown on Figures 5 and 6.
Figure 5 presents data from the EH-31 [depth of investigation
I approximately 8-18 feet] and Figure 6 presents data from the EM-34
^ horizontal mode [depth of investigation approximately 40-50 feet].
I . Conductivity values greater than 10 mmhos/meter are considered to be
anomalous and may be indicative of contaminated ground-water or other
i conductive materials [clays]. The base level of 10 mmhos/meter for
anomalous conductivity values was determined by a comparison of EM data
I throughout the survey area with measured conductivity values for ground
water samples obtained from on-site wells.
I The results of the EM-31 [Figure 5] and EM-34 [Figure 6] indicate high
conductivity values immediately northwest and west of the Somersworth
landfill. The highest conductivity values were detected northwest of
the landfill in the vicinity of Boring B 6 where the ground-water is
reportedly contaminated. The EM-31 survey results [Figure 5] indicate
high conductivity values west of the landfill. These results also show
higher conductivity values along the Peter's Marsh Brook to the
northwest. All of the EM conductivity anomalies appear to have their
sources within the Somersworth landfill.
0077J • 9 •
Weston Geophysical
V_ Closed high conductivity contours [20 mmhos/meter or greater] most
likely represent higher levels or concentrations of contamination
within the ground water. As shown on Figure 5, these higher
conductivity areas are located on Line 2 at station 2+0 to Station
2+10, Line 10 at Stations 0+0 to 4+0, Line 3 at Stations 0+30 to 5+70,
and Line 11 at station 0+25 to 4+50. On Figure 8, these higher
conductivity areas are located on Line 6 at Stations 0+0 to 7+30 %fhich
is within the landfill and on Line 11 at Stations 4+0. In general, the
high conductivity contour trends indicative of contaminated
ground-water are present northwest and west of the landfil.. The
higher conductivity trends to the northwest appear to follow the
Peter's Marsh Brook. The higher conductivity trends to the north do
not extend beyond Line 7.
f
Electromagnetic terrain conductivity values obtained with these surveys
are listed by line and station number in Appendix C of this report.
4.4 Magnetics
Magnetic readings were obtained every 10 feet along 9 parallel survey
lines spaced 100 feet apart for a total of 5,380 feet of profiling.
Measured magnetic values in the landfill indicate metal objects are
buried throughout the area.
Contoured magnetic readings [Figure 7] indicate at least four areas
with high magnetic anomalies v^ere buried metals may be concentrated.
Anomalous areas are considered to be those locations where magnetic
values vary significantly [+1,000 gammas] from background values.
Background magnetic values in the Somersworth landfill area are
approximately 56,000 gammas. These anomalous areas are located on Lin'>
M14 [2+70 to 3+0], Line M9 [1+80 to 2+20], Line 8 [-0+20 to -1+0]
[baseball field area], and Line MlO [-0+80 to -2+0]. The anomaly on
Line 10 may be the result of a chainlink fence surrounding the baseball
field rather than buried metal objects. Several low magnetic anomalies
0077J • 10 • Weston Geophysicoi
L
[1,000 ganonas below background or 55,000 gammas or lower] were also
identified. These low anomalies are all near the outer boundary of the
landfill and may be edge effects due to metals within the landfill.
4.5 Summarv of Results
The combined results of the geophysical investigation show good
correlation between survey techniques. Depths to water table and
bedrock determined by seismic refraction and electrical resistivity
soundings are in good agreement. Areas of high conductivity [measured
with the electromagnetic survey] correlate with areas of low
resistivity.
The migration of ground-water from the Somersworth Municipal landfill
appears to be to the northwest along Peter's Marsh Brook and may be
limited or confined to the north by shallow bedrock. Electromagnetic
conductivity and electrical resistivity measurements indicate that high
conductivity/low resistivity is associated with the water saturated
materials west and northwest of the landfill area. The high
conductivity values most likely represent contaminated ground water
since the source of the high conductivity appears to be the landfill
and high conductivity correlate with borings vAiich encountered
contaminated ground-water.
Water saturated materials in the vicinity of Municipal well #3 have
relatively higher resistivity values [Point Test 43], and low
conductivity values [EM Line 9] indicating the absence of clays and/or
contaminated ground-water.
Evaluation of ground-water conditions east of the Somersworth landfill
cannot be made since only seismic data was obtained beyond the landfill
In this direction. Buildings, fences, power lines, etc. east of the
landfill limit locations where electrical or EM data can be acquired.
^ ^ ' J ' J J • 11 • Weston Geophysical
I (
( The geophysical data has apparently defined two separate ground-water
1 regimes, an uncontaminated saturated sand and gravel in the vicinity of
Municipal Well t3 to the north of the intersection of Lines 7 and 15
with Line 5 and a locally contaminated ground-water/clay zone to the
south of Lines 7 and 15. Shallow bedrock in the vicinity of Lines 7
and 15 probably forms a ground water barrier or divide limiting the
northward migration of contaminated ground-water.
I
I
I
I
I
I
!
^^"T^J • 12 • Weston Geophysical
. . , ' ^
F I G U R E S
I
GEOPHYSICAL INVESTIGATIONS AREA OF INVESTIGATION
S O M E R S W O R T H MUNICIPAL LANDPILL SOMERSWORTH. NEW HAMPSHIRE
WESTON GEOPHYSICAL CORPORATION p r e p a r e d for
WEHRAN ENGINEERINC CORPORAT-'ON JUNE 1987 FIGURE 1
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SOMERSWORTH MUNICIPAL LANDFILL SOMERSWORTH, NEW HAMPSHIRE
TERRAIN CONDUCTIVITYEM-34
VALUES .
pr«par«d for WESTON GEOPHYSICAL CORPORATION WVg'Vr tHWN [K;iNff»JG I — r--.:^ WEHRAN ENGIHEERING CORPORATION JUNE 1987 FIGURE 6
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^
APPENDIX A
SEISMIC REFRACTION SURVEY METHOD OF INVESTIGATION
c
c
GEWERAL COWSIDERATICTJS
The seismic refraction survey method is a means of determining the depths to a
refracting horizon and the thickness of major seismic discontinuities overlying
the high-velocity refracting horizon. The seismic velocities measured by this
technique can be used to calculate the mechanical properties of subsurface
materials [moduli values], as trail as for material identification and strati
graphic correlation.
Interpretations are made from travel time curves showing the measurement of the
time required for a compressional seismic wave to travel from the source
["shot"] point to each of a group of vibration sensitive devices [seismometers
or geophones]. The geophones are located at icnown intervals along the ground
surface, as shown in Diagram A. Various seismic sources may be used, including
a drop %feight, an air gun, and small explosive charges.
FIELD PROCEDURE FOR DATA ACX)UISITION
Veston Geophysical Corporation uses a seismic recording technique of continuous
profiling and overlapping spreads for engineering and ground water investiga
tions. The seismic refraction equipment consists of a Weston Geophysical trace
amplifier. Model USA780, with either a VesComp 11^ [a field computer system
developed by Weston], or a recording oscillograph.
Continuous profiling is accomplished by having the end shot-point of one spread
coincident with the end or intermediate position shot-point of the succeeding
spread. The spread length used in a refraction survey is determined by the
required depth of penetration to the refracting horizon. It is generally
possible to obtain adequate penetration trtien the depth to the refracting horizon
is approximately one-third to one-quarter of the spread length.
In general, "shots" are located at each end and at the center of the seismic
spread. Diagram B. The configuration of the geophone array and the shot point
positions are dependent upon the objectives of the seismic array.
2525M • 1 •
Weston Geophysical
As mentioned above, seismic energy can be generated by one or more of several
sources.
The seismometer or geophone is in direct contact with the earth and converts
the earth motion resulting from the shot energy into electric signals: a moving
coil electromagnetic geophone is generally used. This type of detector consists
of a magnet permanently attached to a spiked base which can be rigidly fixed to
the earth's surface. Suspended within the magnet is a coil wrapped mass.
Relative motion between the magnet and coil produces an electric current, with
a voltage proportional to the particle velocity of the ground motion.
The electric current is carried by cable to the recording device *rtiich provides
simultaneous monitoring of each of the individual geophones. The operator can
amplify and filter the seismic signals to minimize background interference.
For each shot the seismic signals detected by a series of geophones are
recorded on either photographic paper or magnetic tape, depending on job
requirements. Included on each shot record is a "time break" representing the
instant at which the shot was detonated.
INTERPRETATION THEORY
The elastic wave measured in the seismic refraction method, the "P" or compres
sional wave, is the first arrival of energy from the source at the detector.
This elastic wave travels from the energy source in a path causing adjacent
solid particles to oscillate in the direction of wave propagation. Diagram A
shows a hypothetical subsurface consisting of a lower velocity material above a
higher velocity material. At smaller distances between source and detector the
first arriving waves will be direct waves that travel near the ground surface
through the lower velocity material. At greater distance, the first -arrival at
the detector will be a refracted wave that has taken an indirect path through
the two layers. The refracted wave will arrive before the direct wave at a
greater distance along the spread because the time gained in travel through the
higher-speed Material compensates for the longer path. Depth computations are
2525M • 2 •
Weston Geophysical
"• i j i i II
based on the ratio of the layer velocities and the horizontal distance from the
( energy source to the point at tfhlch the refracted wave overtakes the direct
wave.
Generally the interpretation is by one or more of several methods [W.H. Telford,
et al, 1976] ray-tracing, wave front methods, delay times, critical distances,
etc. In addition, either a forward or Inverse interpretation can be performed
using Weston's computer. Since successful refraction interpretation is based
on experience, all interpretation of refraction data is performed or thoroughly
reviewed by a senior staff geophysicist.
Reference
Telford, W.H.; Geldart. L.P.: Sheriff, R.E. and Keys, D.A., 1976, Applied
Geophysics: Cambridge University Press.
2525M • 3 •
Weston Geophysical
. . 2 0 0 0 O * [ D ^ (
^
a —'Tl V>ZOOOOftptrHC ^
/ /
Plot of Wave Front Advance in Two Layered Problem
Linehan, Daniel, Seismology Applied to Shallow Zone Research, Symposium on Surface and Subsurface Reconnaissance, Special Technical Publication No. 122, American Society for Testing Materials, 1951.
Diaaram A
SPREAD LENGTH -24 TRACE
SPREAD LENGTH
12 TRACE
I... J \.^A K K y K K K K K K M M K A A A B B B B B B B A A B A A B B B B B B B A A A
SPREAD LENGTH GEOPHONE LOCATtON A
400' -24TRACE or 200'- 12 TRACE 10 20 600' - 24 TRACE or 300* -12 TRACE 15 30 lOOC - 24TRACE or 500* -12 TRACE 25 50
LEGEND
1 = GENERAL LOCATION T OF'SHOT" POINT
X = GEOPHONE LOCATION
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APPENDIX B
ELECTRICAL RESISTIVITY SURVEY ( METHOD OF INVESTIGATION
1 IMTRODUCTICTJ
• (
Electrical resistivity measurements obtained at ground surface may be used to
I evaluate subsurface materials. The resistivity of earth materials is inversely
I
proportional to their temperature, permeability, porosity, water content, and
I salinity or ion content. Dry sands, gravels, and massive unweathered rock
' exhibit relatively high resistivities trtiereas clays, water-saturated sediments
or weathered rock have lower resistivities. Therefore, resistivity surveying
is a good technique for mapping the water table, tracing ground water contami
nant plumes, delineating zones of weathered bedrock, fractures or solution
I cavities, determining depth to bedrock, and locating bedrock and sediment lithologic contacts [particularly mineralized zones].
I I
The "apparent" resistivity value of a particular material, as measured in the
field, is a function of the material's true resistivity, the thickness of the
unit, thicknesses and resistivities of adjacent layers, and the electrode
I spacing. Apparent resistivity values are calculated based on the configuration
I '̂ of current and potential [Figure 1] electrodes. Interpretation of electrical resistivity data is based upon either comparison of field derived apparent
I resistivity values with an appropriate theoretical case or inverse modeling performed by a computer.
I FIELD PROCEDURES
I ( Two field techniques, point tests [vertical sounding] and [lateral] profiling,
are conducted during most resistivity surveys. A resistivity point test is
analogous to drilling; the results of a point test consist of a vertical profile
of iinits defined by resistivity characteristics, similar to a lithologic
I sequence developed from drilling data. Resistivity profiling is used to trace the lateral extent of a particular condition, such as a contaminant plume, water
table, mineralized zone. etc.
Weston Geophysicoi
I
I
I
I
'
.
I
A point test is conducted by incrementally increasing the spacing between
electrodes, maintaining the chosen configuration about a single point [Figure
1]. Resistivity measurements obtained at greater electrode separations are
sampling deeper in the earth. Resistivity profiling requires moving a fixed
array of electrodes along a prearranged traverse. Three of the most commonly
used electrode configurations are described and discussed in the following
sections and shown on Figure 1.
WENMER CONFIGURATION
I I I I f
The Wenner Configuration, one of the most widely used electrode arrangements,
consists of four equally spaced electrodes [Figure la]. An electric current Is
applied across the outer electrodes and the change in voltage is measured
between the inner pair of potential electrodes. The Wenner Configuration has
less penetration than a Schlumberger or dipole-dipole array and is more
sensitive to lateral changes. It is a reasonable compromise between the
various electrode arrays for detecting both vertical and horizontal changes if
used with Lee Partitioning Configuration.
I • LEE PARTITIONING CONFIGURATION
I I
A third potential electrode is added to the center of the Wenner Configu
ration to create the Lee Partitioning Configuration [Figure lb]. Three
measurements of the change in voltage are taken at each positioning of the
array; readings are made between Pj'Pj- ^n"^! *"** ^o~^2'
I SCHLUMBERGER CONFIGURATION J
'
^
'
The Schlumberger Configuration is a four electrode array [Figure 1-Ii] in «*ich
the distance between the outer current electrodes is at least five times the
distance between the inner potential electrodes. A single measurement of
voltage change is taken between the potential electrodes, similar to the Uenner
method. Penetration is better than Uenner and the method is much less affected
by horizontal [lateral] changes. It is almost exclusively used for vertical
sounding.
2514M • 2 • Weston Geophysical
I
DIPOLE-DIPOLE
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i The dipole-dipole configuration of electrodes [Figure l-III] allows deep pene
tration with a distinct logistical advantage in that the current electrodes can
remain fixed %fhile only the potential electrodes need be moved.
I j
1
I
i o
The choice of configuration depends on the type of survey, point test and/or
profiling, as well as the projected target. The Venner Configuration is useful
for both point test and profiling surveys in a variety of settings. If local,
lateral variations in resistivity between potential electrodes are expected.
the Lee Partitioning Configuration should be used. The Schlumberger Configura
tion is employed for vertical soundings or in conjunction with Uenner soundings
r constant spacing to discriminate between lateral and vertical variations in
resistivity.
I
^
The dipole-dipole configuration is best adapted to detecting such anomalies as
ore bodies at depth.
! •
DATA INTERPRETATION
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I
I
I
The interpretation of resistivity sounding data by Ueston Geophysical is
accomplished by computer modeling of the field data curves. Uenner and
Schlumberger soundings are interpreted by a numerical inversion process which
models subsurface structure, in terms of resistivity variation with depth, by
varying an initial trial model until the theoretical resistivity values
accurately fit the field data. Ueston interprets dipole-dipole data by forward
modeling using a two-dimensional finite-element program; the two-dimensional
geo-electrlc model is varied by the interpreter to match the dipole-dipole
field data.
An example of Uenner field data and a computer-generated theoretical curve is
shown in Figure la.
2514M • 3 • Weston Geophysicoi
X ELECTRICAL RESISTIVITY ELECTRODE CONFIGURATIONS
I o WENNER
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APPENDIX C
ELECTROMAGNETIC TERRAIN CONDUCTIVITY
METHOD OF INVESTIGATION
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1
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The electromagnetic terrain conductivity [EM] survey is a method of obtaining
subsurface information through "remote seismic" inductive electric measurements
made at the surface of the earth. Although limited in application, the EM
method has significant advantage in speed and definition for certain problems.
The parameter measured with this technique is the apparent conductivity of the
subsurface. The conductivity meter consists of receiver coil and a separate
transmitter coil vihich induces an electrical source field [a circular eddy
current loop] in the earth [Figure 1]. Each current loop generates a magnetic
field proportional to the value of the current flowing within the loop. Part of
the magnetic field from each current loop is intercepted by the receiver coil
and converted to an output voltage which is linearly related to terrain
conductivity. EM instrument readings of are in millimhos per meter.
Geologic materials can be characterized by their electrical characteristics;
lateral variations in conductivity values generally indicate a change in
subsurface conditions. The relative conductivity of earth materials is
particularly sensitive to water content and dissolved salts or ions.
Accordingly, dry sands and gravels, and massive rock formations have low
conductivity values; conversely, most clays and materials with a high ion
content have high conductivity values.
FIELD PROCEDURE FOR DATA ACQUISITION
Ueston Geophysical generally uses two common terrain conductivity meters: the
Geonics EH31 and the EH34-3. The EH31 has a fixed intercoil spacing of 3.7
meters and an effective depth of penetration of approximtely 6 meters. The
EM34-3 has two coils which can be separated by 10. 20. or 40 meters-and can be
oriented in either the horizontal or vertical dipole modes. Inter-coil
separations increase the effective depth of investigation as shown in Table 1.
Intercoil Spacing Explanation Depth fmetersl
[meters] Horizontal Dipoles Vertical Dipoles
10 7.5 15
20 15 30
40 30 60
Weston Geophysical
The coll orientation [horizontal or vertical] allows the EM34-3 to respond to
( materials of different depths.
Conductivity measurements obtained with
obtained at any spacing along a survey
flexibility of being recorded on a
continuous data along a survey line.
DATA INTERPRETATION
the EH31 and/or the EM34-3 can be
line. EM31 readings have the added
continuous chart recorder providing
CM data interpretation is generally subjective, that is measured EM values are
contoured or profiled to Identify high or low conductivity locations.
Conductivity values obtained by an EM survey are relative values and depth
estimates to conductive surface or bodies are best accomplished with an onsite
calibration.
( V
The EH31 and EH34-3 measure terrain conductivity in millimhos/meter.
values can be converted to resistivity [ohmmeters] for comparison
resistivity results by dividing the conductivity values into 1000.
These
with
2531M • 2 • Weston Geophysicoi
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CURRENT LOOPS
T-TRANSMITTER COIL R-RECEIVER COIL
INDUCED CURRENT FLOW IN GROUND
Horizontal coplanar configuration (vertical dipole mode)
Figure
Weston Geophysical
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