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Phase II Investigation Report at Woods Pond Dam Lee, Massachusetts
General Electric Company Pittsfield, Massachusetts
FACILITY ID NO.l FILE LOG OTHER
Engineering Company
Chicago, Illinois
June 1988 SDMS DocID 000213363
ENGINEERING COMPANY CUARZA
13 June 1988
VIA FEDERAL EXPRESS R *C E | y
Mr. Ron Desgroseilliers Environmental Programs General Electric Company , 100 Woodlawn Avenue Pittsfield, MA 01201 n** t v £
Western Region
Subject: Woods Pond Dam (HECO Project No. 1349K) Phase II Investigation Report
Dear Mr. Degroseilliers:
Please find enclosed for your distribution eight copies of the Final subject report. Final design for the raceway closure structure is continuing and should be ready for General Electric review by July 1, 1988. Harza is continuing our support to Goldman Environmental Consultants in their preparation of permits for this project. We are also preparing a proposal for engineering services during construction of the closure structure to meet your DEQE Consent Order requirements.
Either myself or Mike Rogers would be pleased to discuss this report if you have any questions.
Very truly yours,
-David R. Baier, P.E., P.G, Project Manager
DRB/mr
Enclosure: As noted.
1 5C SCUTH A'ACKER DRIVE CHCAGO i_LINO!S BC606 -4S6"
I"EL 3' 2^8557000 CABLE HARZENG CH CAGO T E L E X 3 5 '
WOODS POND DAM
PHASE II INVESTIGATION REPORT
June 1988
TABLE OF CONTENTS
PACE COVER LETTER
TABLE OF CONTENTS 1
INTRODUCTION
General " Project Description 1
Background 5
Current Activities 3
PHASE II INVESTIGATIONS
Site Investigations Miscellaneous Field Worr^ t Darn Safety Program Results 8
RECOMMENDED REMEDIAL ACTION
Immediate 11 Short Term 11 Long Term 11 S unurar v' 13 Implementation Schedule 1 +
PHOTOGRAPHS
EXHIBITS 1 Borehole Location Plan 2 Geologic Profile - Proposed Dam Centerline, Section A A 3 Geologic Profile - Alternate Dam Centerline, Section A'-/\ 4 Geologic Profile - East Abutment, Section B-B 5 Geologic Profile - East Abutment-Upstream Wall, Section C-C
APPENDICES A Borehole Logs and Report B Test Pit Logs C Water Pressure Test Data D Proposed Stoplog Closure Structure
Preliminary Design Drawings and Specifications
INTRODUCTION
This report is part of an on-going investigation sponsored by Ge-r.eri
Electric Company to improve the reliability and safety of Woods Pond Dan
summary of field investigations and material testing conducted to deterinir
existing conditions at the dam is contained in the following sections
discussion is made of immediate, short term and long term remedial actior
necessary. Preliminary design for the new raceway closure structure ai
proposed replacement dam at the project is also discussed.
Project Description
Woods Pond Dam was constructed in 1864 on the Housatonic River ir. Lc-t.
Massachusetts . The project consists of a 9-foot high rock-filled t :••'•'-. r
crib overflow dam with a 500-foot long earthfill embankment (parallel to t:,r
river channel) as its left (east) abutment. The embankment forms a 30 t'i 1
foot wide raceway channel which, at one time, conveyed flow to a small M K i
Pond. The pond was once a forebay for a hydro-powered mill that has s i i •
been retired. The dam impounds the Woods Pond Reservoir which is par" ' !
the Housatonic River Valley Wildlife Management Area.
The raceway embankment is about 14 feet high and is confined by a con
crete and masonry wall on its upstream and downstream sides for a length of
about 60 feet beginning at the overflow dam. The embankment continues
downstream of this point parallel to the river for a length of 500 feet
forming the west side of the raceway channel. A sluice gate structure cor
taining two 5.5-foot wide by 4-foot high timber gates capable of dischargii..
550 cfs (at HWEL. 952.3) back to the river is located at the downstream er.c
of the embankment. The entrance to the raceway channel is formed by rousonr.
walls approximately 90 feet long on banks. Old deteriorated stoplog slotc
for controlling stages in the raceway channel are provided within thc
masonry wall section.
-2
Background
Harza was retained in 1982 by a New Haven attorney to inspect the darr
in response to a 1979 inspection by the Corps of Engineers (COE) , New
England Division. Harza was subsequently retained by Kimberly-Clark
Corporation, the dam owner at that time, to develop recommendations for
repair and rehabilitation of the dam. After further field explorations and
inspections, Harza prepared a report which recommended replacement of thi
existing timber planking and heavy gage sheet metal on the main overflow da::
with a reinforced 18 inch thick concrete cap. The study report also d i s
cussed the advisability of closing-off the raceway channel. Harza provided
detail design drawings and specifications for the concrete cap along wit"::
periodic site inspection services during construction in 1983. No work w,-:s
pursued relative to closing the raceway channel during the overflow da::
rehabilitation.
In 1985, General Electric proposed a study to investigate the irrpact of
modifying the hydraulics of the raceway on the transport of sedirrcr.t.s
through the Woods Pond Impoundment. This study included a proposal to con
struct a stoplog-baffle structure in the raceway channel similar to that
previously recommended by Harza. General Electric retained Harza to
evaluate potential effects of construction in the raceway channel or. the
existing dam. During a site visit prior to construction, seepage through
the east abutment embankment was discovered. As a result of this discovt-rv.
plans for construction were deferred and the United States Environirer.i a".
Protection Agency (EPA) requested that the Corps of Engineers. Omah-i
District, review General Electric's proposed stop-log baffle system ar.d
evaluate the need for any remedial work at Woods Pond Dam.
Current Activities
The COE conducted a Phase I Dam Inspection and submitted a report i:
September 1987. The Phase I report recommended that a Phase II investiga
tion program be made to determine actual foundation conditions at the dap.
-3
The report also recommended that the proposed stop-log structure be con
structed i : r r,e raceway channel. Subsequently, General Electric requested
that a scope of activities and preliminary cost estimate for the Phase II
investigation program be prepared consistent with the COE recommendations.
In March, 1988, Blasland & Bouck Engineers, P.C. and Harza Engineering
Company jointly submitted to General Electric and the Massachusetts
Department of Environmental Quality Engineering (DEQE) a scope and estimated
cost of the Phase II investigations.
General Electric then requested Harza to undertake the Phase II field
investigation program. On April 19 and 20, 1988 a visual inspection was
conducted of the west abutment and east abutment raceway embankrrent.
program of subsurface drilling was started on April 25 and was completed by
May 6, 1988. Testing of samples retrieved was completed by June 3, 1988. A
description of the Phase II field investigation and results obtained are
presented in the following text.
PHASE II INVESTIGATIONS
Site Investigation
The Phase II investigation program consisted of a visual project in
spection, subsurface exploration and testing, piezometer installation for
seepage monitoring, and surveying of necessary control elevations.
Dam Inspection. On April 19 and 20, 1988 a visual inspection was conducted
of the west abutment and east abutment raceway embankment by Mr. David R.
Baier of Harza Engineering. Mr. Baier is a Registered Professional Engineer
and a Certified Professional Geologist and has been involved in all of
Harza's Woods Pond work since 1982. Photographs of the general site condi
tions are attached to this report.
The seepage on the downstream wall of the raceway embankment previously
noted was observed. It was noted that the water was flowing clear without
suspended particles from the foundation or embankment, and that the volume
of seepage had not noticeably increased since it was first observed in 1985.
It was not possible to dewater the spillway to allow inspection due to
high river flows, however, the spillway was last inspected during Harza's
rehabilitation work in 1983 when a new 18-inch reinforced concrete cap over
flow slab was added to the structure. It is our opinion based on
observation of water flowing over the structure and downstream flow patterns
that there has been no significant deterioration of the concrete cap or tim
ber cribbing. The spillway should be inspected after completion of the
closure structure during the Fall of 1988 when lower river flows car. be
diverted through the new closure structure and downstream sluice4 gr.tcs
without the transport of sediments downstream.
Drilling Exploration. The drilling program conducted between April 25 and
May 6, 1988 consisted of 10 boreholes and 5 test pits located as shown on
Exhibit 1. Atlantic Testing Laboratories was retained for the drilling and
geotechnical testing. Their report is attached as Appendix A which contains
the borehole logs, laboratory test results and piezometer installation
documentation. The test pit logs, as recorded by Harza's resident engineer,
are attached as Appendix B. Three of the boreholes and two of the tests
pits were located on the raceway embankment section of the dam. These holes
were converted to permanent piezometers using 2 inch diameter PVC pipe and
locking steel pipe caps. The remaining seven holes and three test pits were
located along the two alternative cross channel alignments proposed for pos
sible dam replacement. The intent of these holes was to verify the top
elevation of rock and thickness of overburden deposits. All holes for the
most part were cored into rock to a depth between 5 and 10 feet.
Photographs of the recovered rock cores are attached to this report.
Field Testing. Standard Penetration Test (SPT, a measure of in-situ
material density) and split spoon samples were taken at 5 foot intervals in
the overburden deposits. The results of the SPT testing and visual descrip
tion of recovered split spoon samples are attached in Appendix A. Water
pressure tests in the bedrock were conducted in 7 of the 9 holes cored into
-5
rock. The results of these water pressures tests as computed by the Harza's
resident engineer are attached as Appendix C.
Laboratory Testing. Laboratory testing of materials included unconfined
compression tests of cored rock and gradation analysis using mechanical
sieve and hydrometer testing of soil. The results of these tests are shown
in Appendix A.
Surveying. Surveying work for the Phase II investigations was carried out
to establish accurate borehole and test pit control elevations. Sufficient
survey cross sections (including raceway and Housatonic River depth
measurements) were also made to define the existing topography of two
proposed replacement darn sites and the raceway embankment area. Water level
measurements were taken in the boreholes during drilling and at end of
drilling operations. Water levels in the piezometers installed were
measured daily during the drilling program. A discussion of recorded water
levels in the raceway embankment is made in the following section.
Miscellaneous Field Work
As discussed in the March, 1988 report by Blasland & Bouck and Harza,
there are several activities which the COE has recommended to improve cne
safety of the project. These activities are:
1. Removal of heavy vegetation and inspection of the right (west)
abutment.
An inspection was made of the west abutment as previously dis
cussed. This inspection was made in late April before full
vegetation outgrowth which allowed easy access and visual inspec
tion. The west abutment will be armored with riprap as part of
the upcoming closure structure construction. At that time a com
plete clear and grub operation will be made of the west abutment
prior to riprap placement.
2. Removal and backfill of small trees on the raceway channel embank
ment in the vicinity of the concrete wall.
An inspection was made of the raceway channel embankment as pre
viously discussed. This inspection was made in late April before
full vegetation outgrowth which allowed easy access and visual
inspection. The raceway channel embankment between the existing
spillway and the new closure structure will be armored with riprap
as part of the upcoming closure structure construction. At that
time a complete clear and grub operation (except for two large
diameter trees) will be made of the upstream end of the racewav
embankment prior to riprap placement.
3. Seal the bottom and sides of the existing wooden outlet structure.
The sluice gate outlet structure was inspected and appears to be
sound. A bulkhead will need to be constructed to allow proper
rehabilitation measures on the gate seals. This work will be done
during the upcoming closure structure construction.
4. Replace eroded fill material behind the left downstream training
wall in the vicinity of the outlet structure (sluice gates).
The sluice gate outlet structure wall was inspected and does not
appear to be in immediate danger of failure. This backfilling
operation work will be done during the upcoming closure structure
construction.
5. Check the operability of the two manually-operated gate hoists.
Due to concerns over transport of sediments downstream from Woods
Pond, it was decided to defer testing of the sluice gates until
the closure structure has been completed and the gate seals have
been repaired.
-7
Dam Safety
A formal Operation and Maintenance (O&M) manual and Dam Safety
Inspection Program are under development at this time. The completion of
these documents, though, is dependent on the final project design. The
emergency action plan (EAP) referenced in these documents also depends on
final project composition, discharge capacity, and method of operation.
Considering that the closure structure design is currently being optimized
and detailed, and that the design of the replacement dam is at the planning
stage only, the development of the O&M Manual and Dam Safety Inspection
Program will be prepared and finalized after final design of both the
closure structure and replacement dam have been completed. The schedule for
this activity is shown on the attached Implementation Schedule.
Program Results
The results of the Phase II investigation program are as follows:
1. The left (east) side of the river channel from the raceway embankment
to the east side of Valley Street (the public access gravel road on the
east bank of the channel) appears to be a natural deposit of decomposed
siltstone overly consolidated possibly due to the influence of
glaciers or an ancient sea. This formation is composed of silt and
fine sand varying from 9 to 23 feet thick. The approximate location of
this layer is shown on Exhibit 1. This material is classified as a
medium dense to dense sandy silt and was encountered in six of the ten
holes drilled. SPT results (blow counts of a hammer driving the split-
spoon sampler per foot through the in-situ soil) recorded during
drilling varied from 22 to 142 blows per foot with an average of 67
blows per foot. The geologic profiles along the two proposed new dam
alignments shown on Exhibits 2 and 3 show this layer of silt as the
rock drops off to the east.
2. The raceway embankment appears stable at this time with no findings
which would cause immediate concern. It is noted that the upstream end
of the embankment adjacent to the overflow dam is unusually constructed
base i '>T subsurface materials encountered during drilling This is the
area where seepage has been noted on a downstream retaining wall, and
divers have detected deterioration of the timber crib support for a
portion of the upstream embankment retaining wall. Boreholes BH88-2P,
3P, and 10P all encountered either a mortar masonry wall structure (3P
and 10P) or timber cribbing (2P) at depths of 11.5', 6.0' and 7 5'
respectively. However, test pits 1 and 5 indicated that the center of
the upstream end of the raceway embankment is moist sand and gravel
fill material overlying the natural greenish-grey sandy-silt overburden
material The sand and gravel fill varies from 6.4' to 11 5' deep
based on test pit and borehole data The sand and gravel fill is not
saturated Water was encountered entering the pits at 8.9' and 10 0'
after excavating into the silt deposit
3. The interpretation of this data is that the perimeter of the upstrearr
end of the raceway embankment is founded on timber cribbing driven into
the silt layer (probably not to rock). Above the timbers is probably a
layer of loose stone which forms the foundation for either the concrete
retaining wall (upstream) or the masonry retaining walls (downstrearr
and raceway entrance) Our drilling located a large block of masonrv
in borehole BH88-10P This discovery indicates that there probably is
a connection between the downstream masonry wall (where it turns per
pendicular to the flow) and the raceway masonry wall This connection
forrrs the triangular "nose" shape of the upstream end of the racewav
embankment The interior of the abutment is composed of sand and
gravel fill overlying natural sandy silt deposits.
4 Piezometers installed in all three boreholes indicate that the water
table within the embankment is about 8' from top of ground or about El
945(+/-). The headwater elevation in Woods Pond Reservoir and raceway
channel is about El 948.3. Therefore the water table within the em
bankment is about 3 feet below the headwater level, yet there is
visible seepage from the downstream embankment retaining wall that
looks to be at about headwater level. The observed seepage through the
raceway embankment is located near the abutment contact with the
spillway on the downstream side of the downstream masonry retaining
wall Seepage is also observed near the bottom of this masonry wall
about 30 feet further downstream The visible seepage is probably lo
calized leakage through old deteriorated mortared joints in the stone
wall perimeter "short-circuiting" from the reservoir Leakage noted
near the wall base is probably similar seepage along the wall perpen
dicular to the flow which connects to the raceway channel No voids
were found in either of the test pits dug in the embankment which would
indicate the transport of fine materials Geologic profiles through
the left (east) abutment are shown on Exhibits 4 and 5
5 Underlying bedrock is a grey to white limestone marble It is
generally fine grained, hard, with variable medium to close joint spac
ing Recoverv of rock cores varied from 91 to 99 percent for the 72 8
feet of length drilled in the 9 core holes taken into rock Rock
quality designation (RQD) varied from 33 to 93 percent with an average
of 80 percent The top of rock varied from an average elevation of
942 3 on the west side of the river to ^n average elevation of 925 9 or
the east side The bedrock along the "proposed" replacement dam align
ment has higher RQD values than that of the "alternate" dam alignment
especially on the west sides where the RQD value of the proposed dam
alignment was higher (88.6% vs. 50.5%) than the alternate dam align
ment These replacement dam alignments are shown on Exhibit 1
6 Water pressure tests were run in seven of the nine holes cored to
determine the permeability of the bedrock below the proposed concrete
dam structure Generally the results indicated permeabilities less
than 1 lugeon unit Two holes along the proposed dam alignment indi
cated values of 11 and 17 in holes BH88-6 and 7 The higher value
noted in borehole BH88-6 may be due to the drop off of rock elevation
to the east This rock drop off could reduce rock cover over the side
A lugeon unit is equal to a flow of 1 liter per minute, per meter length of hole tested with a pressure of 10 atmospheres.
-10
1
of the test section and permit water pressure in the hole to short cut
to the overburden through jointing.
-11
RECOMMENDED REMEDIAL ACTION
Imrrediate
No immediate remedial action is necessary to stabilize the raceway em
bankment. However, the embankment should not be permitted to be overtopped
by flood waters in its present condition. The downstream sluice gates
should be operated to their fullest extent during significant floods which
threaten to overtop the raceway embankment.
Short-Term
The short-term action needed is to protect the raceway embankment frorr
being overtopped during significant floods (10 year flood event)
Construction of a stoplog closure structure in the raceway as recommended in
the Corps Phase I Report, with riprap placed over the abutments of the ex
isting overflow dam will protect the Woods Pond Dam for the short-tern
period of 1 to 3 years. The seal around the downstream sluice gates is in
need of repair to stop leakage. This will probably be done during construc
tion of the stoplog closure structure. The project structures constructed
for the short-term project improvement should be inspected on a semi-annual
basis until long-term project improvement is complete as described below
Long-Term
Harza has identified three alternative long-term remedial actions to
restore the existing dam and appurtenant structure to modern standards and
operating methods. The driving criteria for alternative consideration is
the fact that the embankment must not be allowed to overtop during floods
The possible remedial actions are:
-12
1. Modify the existing west abutment, raceway embankment and channel
to protect the embankment from erosion and failure during sig
nificant flood events.
2. Construct a new concrete dam downstream of the existing dam across
the Housatonic River including the existing raceway in a single
construction season.
3. A combination of 1 and 2 above.
The existing spillway was rehabilitated in 1983 and has performed well
since that date. The raceway embankment and west abutment, in their exist
ing condition, will not perform acceptably during significant flooding.
Overtopping the raceway embankment could produce severe erosion and sub
sequent loss of the Woods Pond Reservoir by erosion induced by overtopping
flows.
Construction of the new stoplog structure and long-term stabilization
of the dam abutments and raceway embankment would cost approximately
$750,000. Construction activities would include gabion protection for the
abutments and raceway embankment between the existing spillway and new
raceway closure structure, with a new steel sheetpile cutoff wall driven to
bedrock along the upstream edge of the raceway embankment between the
spillway and closure structure to control seepage and improve overall
stability of the abutment area. The final product would be a combination of
a 124 year old rock-filled timber crib dam covered by a concrete slab con
nected to an usually constructed abutment and earth dike. The resulting
structure, although stable and capable of passing record floods without
failure is still a 124 year old structure susceptible to continued aging and
deterioration. Even after these extensive Phase II investigations, there is
some question as to exactly how this project was constructed. Since the
design details are unknown, it is difficult to assess the performance of the
structure.
Harza believes that there are enough unknown questions about the exist
ing structures that warrant the construction of a new concrete dam founded
-13
on bedrock immediately downstream of the existing dam, connected to the new
raceway cl'.'-ure structure. The estimated cost for a new concrete dam in
cluding raceway closure structure is about $1.4 million. While there is
increased cost involved, construction of a new dam would increase the over
all reliability of the project and permit better informed evaluation of its
overall long-term performance.
Summary
The raceway channel and embankment are the major weak points in the
existing structure which, if not modified, could lead to a darn failure under
a variety of conditions. Therefore, it is imperative that the racewav chan
nel and embankment be rehabilitated in the short term. It is recommended
that the closure structure for the raceway channel, associated protection of
the east abutment (riprap) from the new structure to the spillway and
protection of the west abutment be constructed this year. A preliminary set
of plans and specifications for the stoplog closure structure are attached
to this report as Appendix D.
The long-term solution for Woods Pond Dam is to have as reliable a
structure as possible in place at the site offering the minimal amount of
maintenance and operation. The 124 year old timber crib spillway and
upstream end of the raceway embankment are outdated and may become unreli
able in the future. Harza recommends that a new concrete ogee spillway be
constructed across the Housatonic River at the location of the proposed
stoplog closure structure so that the existing dam can be retired. The new
structure should be built as soon as permitted by the appropriate government
agencies.
-14
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ENF'
COE 404 Nationwide Permit
Wetlands Chap. 9:
Water Quality Certification
Notice of Intent
Dam Safety Permit
GE - PITTSFIELD WOODS POND DAM
TIMEFRAME FOR APPLICATION AND RECEIPT OF NECESSARY PERMITS
FOR PROPOSED RACEWAY CLOSURE STRUCTURE
o10 CO o8 to
03 J>, ^ en CO
OJ c
3
Published in End of 30 day Secretary's Environmental decision appeal period
Monitor
20 July 11 End of 30 day Public Haartrvg Conditions appeal period
Must publish a Notice of Intent to File an ENF in the local newspaper within the 30 day period prior to submfttal of the ENF.
GOLDMflN ENVIRONMENTAL
toI •n cu•o 3(A
Photographs
PHOTOGRAPHS
LIST OF PHOTOGRAPHS
Number Description
1 Core Photos BH88-1 and 8
2 Core Photos BH88-3P, 5, 10P
3 Core Photos BH88-9, 4
4 Core Photos BH88-6, 7
5 Test Pit No. 1; 0 to 6.4'
6 Test Pit No. 1; 6.4' to 8.9'
7 Test Pit No. 4; 0 to 8'
8 Timber Sheeting Below Upstream Wall
9 View of Upstream Wall
10 View of Seepage from East Abutment Wall
11 East Abutment of New Dam
12 Inspection of Raceway Embankment near Spillway
Inspection of West Abutment 13
May 1988
May 1988
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Appendices
13 <D
Q. O* (D
APPENDIX A
BOREHOLE LOGS AND REPORT
SUBSURFACE EXPLORATION REPORT
WDODSPOND DAM ON BOCSATONIC RIVER
PITTSFIELD, MASSACHUSETrS
PREPARED PCR: Harza Engineering Conpany 150 Wacker Drive Chicago, IL 60606-4176
PREPARED BY: Atlantic Testing Laboratories, Limited P.O. Box 29 Canton, NY 13617
Report No. CDS55-1-5-88
May 27, 1988
ATLANTIC TESTING LABORATORIES, Limited
SUBSURFACE EXPLORATION REPORT
WDCDSPCND DAM ON BOUSATCKIC RIVER
prrrsFiELD, MASSACHUSETTS
At the request of Mr. Michael Rogers of Harza Engineering, a subsurface
exploration program consisting of 10 soil borings ranging from 12.5 ft to 40.0 ft
in depth was performed during the period of April 26 through May 5, 1988.
The purpose of this investigation was to ascertain the nature of subsurface
conditions and groundwater characteristics present at the site of the proposed
project. Three piezometers constructed of 2" Dia. PVC pipe were installed to
assist in characterizing the groundwater elevation or hydrostatic pressures.
The soil borings were advanced using 4" (HW) casing and wet rotary techniques.
Soil samples were obtained and standard penetration testing was performed
utilizing a 2" O.D. split barrel sampler in accordance with ASTM D-1586. Rock
coring was performed using a double tube NX size core barrel in accordance with
ASTM D-2113.
Seven rock pressure tests were performed in the completed rock core holes to
assist with the determination of the rock hydraulic conductivity. The data was
tallied on Harza pressure test logs, copies of which are included in this report.
Boring locations and elevations were determined in the field by representa
tives of Harza Engineering.
All soil samples were visually classified in the laboratory by an Engineering
Technician using the Burmister Soil Classification System in accordance with ASTM
D-2448 (see "Classification of Material" on the boring logs). The soil classifi
cations are based on visual and manual observations. Laboratory testing was
performed on selected soil samples as specified by Harza Engineering.
Report No. CD855-1-5-88 2
Unconfirmed compression tests were performed on selected rock cores as
specified by Harza. The results of these tests are as follows:
Depth to Sample Sample Total Boring Number
Run No.
Top of Samole
Length (inch)
Diameter (inch) L/D
Load (Ibs)
Area (ir£)
B-l 1 8.7' 3.94 2.04 1.93 57,500 3.27
B-4 1 30.2' 3.99 2.03 1.97 66,500 3.23
B-5 1 25.7' 3.94 2.03 1.94 53,500 3.23
B-6 1 12.4' 3.98 2.03 1.96 77,500 3.23
B-7 1 6.6' 3.99 2.04 1.96 58,000 3.27
B-8 1 2.5' 4.00 2.04 1.96 39,000 3.27
B-9 1 8.3' 4.03 2.04 1.98 54.500 3.27
Included are 10 soil boring logs, 3 piezometer diagrams, 7 rock pressure test logs
and 9 Grain Size Curves.
Prepared by :
Thomas A. H. Pahler, P.E.
Compressi Strength
(psi)
17,580
20,580
16,560
23,990
17,730
11,920
16,660
ATLANTIC TESTING LABORATORIES. Limited
CD855-1-5-88 SUBSURFACE INVESTIGATION Report No
Harza Engineering .Location of Boring CLIENT. Chicago, I LI PROJECT Woodspond Dam, Housatonic River
Pittsfield, MA Dote, stort 5/4/88 Finish 5/4/SS
Boring No. BH.S8-1 Sheet 1 of Ground Water Observation*
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SAM
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P E H 6"
SAMPLER^ DE
PT
H
OF
CH
AN
GE
F R O M TO 0.0. Z"
\ -^
C
H-*
< U
*~^l L RUN
R ITNl
1 0.0 2 .0 ss 2 2
? -,
2 5.0 5.0 ss 50/bouncin g
3 7 . 3 7 .6 ss 100/2"
8.0
1 8.0 13.0 NX ( •ORE
2 13.0 17.6 NX ^ORE
1
i
Dark Brown cmf SAND; little SILT, trace fine GRAVEL; and ORGANIC MATERIAL (moist, non-plastic)
No Recovery
Brown cmf SAND; little S I T T , Pock Fragments, ORGANIC MATERIAL (saturated, non-plastic) Little Recove
White Marble, 15 pieces, chips ana fragments (vertical f rac ture) 55" or 92% Recovery RQD=36% Similar Rock, 15 pieces, chips and fragments 55" or 99% Recovery RQD-60*
Boring terminated at 17.6 ft.
r,r
=H
&s — S P L I T S P O O N SAMPLE
U — U N C I S SHELBY TUBE D R I L L E R S Tndd Rurnham. Tnm
f — o S T O N T T O J SAM!»L,E
ATLANTIC TESTING LABORATORIES, Limited
CD855-1-5-S8 SUBSURFACE INVESTIGATION Repor t No.
CLIENT Harza Engineering .Location of Boring Chicago, IL
PROJECT Woodspond Dam, Housatcnic River Pi t tsf ie ld , MA D o t e , stort s/c/88 F|msh 5/6/88
Ground Water Obiervation* Boring No RHSS-2P Sheet . .of L Oat* Time Depth Casing at
Gating Hammer Sampler Hammer 5/6/88 P . M . 10.9 ft 18.5' Wt _ Ibs Wt 140 ibs.
Fa l l _ in. Fall 10 in. Cosing HW 4" I .D.
9 5 2 . 3 Ground H. S Auger_
C L A S S I F I C A T I O N O F M A T E R I A L D E P T H B L O W S ON
STA
ND
AR
D
|
PE
NE
TR
AT
ION
NU
MB
ER |
DE
PT
H
CA
SIN
O
BL
OW
S/F
T.
SA
MP
LE
NO
.
x w , ,.. and -35-50% S A M P L E R f f i n ei- e" OF S A M P L E
TY
PE
SA
MP
LE
some-20-35% a. - zP E R 6" u ° < m - m e d i u m li t t le — 1 0 - 20% o zSAMPLER trace — 0 — 10% u c -coarseF R O M TO 0 Ff 2"
" H : 0 .0 2 .0 ss 2
2 2
3
^cr r i
2
T
9.0
13.0
9.8
15.0
ss
ss
20/100/3"
15 12
16 17
13.0
1\ i
4 15.0 17.0 ss 9 27
77
1 fi
1 *
i
1
1
Brown f ine SAND; and SILT, and ORGANIC MATERIAL (mois t , non-plastic)
Rock Fragments
Greyish Brown SILT; some ir.-f SANr , (wet, non-plastic) P= Similar Soils, Rock Fragments, (wet , non-plastic) •—
i
Boring terminated at 18.5 ft. t= Piezometer installed at 18.5'.
=
= S.S — SPLI T S P O O N SAMPLE
D R I L L E R S Todd Burnham, To« Stearns U — U N D I S SHELBY TUBE
P — P ' S T C N T T = £ SAMPLE
ATLANTIC TESTING LABORATORIES. Limited
Report NO. CD855-l-5-?3 SUBSURFACE INVESTIGATION
CLIENT Harza Engineering Location of Boring Chicaco, IL
PROJECT Wocdsoor.d Dan,
Pittsf ie Id, MA Housatonic River
Dote, start 4 /27/88 Finish 4 / 2 7 / S5
Boring No. BK88-3P Sheet 1 nf 2 Ground Water Observation*
Dott Time Depth Casing at
Gating Hammer Sampltr Hommer
wt Ibs wt 140 ih< 4 / 2 ^ / 8 8 A.M. 9 . 4 ' 18.0'
Fgii in. Poll 30 H 4 /27 /38 12 .5 ' 3 3 . 0 '
Ground Elev 9 5 3 . 7 Casing HW 4"
1 I.D. 4 /97/R3 11.3' 3 3 . 0 '
H «? Auner
STA
ND
AR
DPE
NE
TR
AT
ION
NU
MB
ER
|
C L A S S I F I C A T I O N O F M A T E R I A L D E P T H B L O W S ON
CA
SIN
8
BL
OW
S/F
T.
SAM
PLE
NO
.
X W , . „. and —35-5O% SAMPLER f f i n eOF SAMPL E
TY
PE
SAM
PLE
some- 20 -35% X >a. u a
~PF» e" 'fe2 IU ° < m - m e d i u m |jttie — 1 0 — 2 0 % 0 XSAMPLER 0 — 10% u c -coarse trace —
£ MF R O M TO
>>r^jj M
< •>.
R'TI i
1
2
1
1
0 .0 0 . 2
5.0
fi.O
RUN 2 10.0
1
RUN 3 12.0
3 18.0
0. 2 2 .0
5.8
10.0
12.0
18.0
20.0
ss
ss
NX
NX
NX
3 7
6 5
34/100/3"
~ORE
CORE
:ORE
Wash Sample
0 .2
6 .0
18.0
NOTE: Due to large number of voids drillers were only able to re cover small portion of run.
Greyish Brown fine SAND; little SILT, ORGANIC MATERIAL (saturated ,
Topsail Brown cmf SAND, trace SILT, trace mf GRAVEL; ORGANIC MATERIAL (mcis non-plastic)
Brown cinf SAND' a"d m^ G R A / " ^ ; trace SILT, Rock Fragments (saturated, non-clastic) \<hite Marble, 5 pieces and f ragments 43" or 90% Recovery RQD-77%
NOTE: Small void at 7 . 5 '
Similar Rock with Concrete frorr. 10.0 to 10.2' and 11.8 to 12 .0 ' 6 pieces and seme fragments 18" or 95% Recovery RQD=41%
NOTE: Run contained several voids Drillers lost water at 10. C ' Run contained a vertical fracture
1" Recovery
zEi
•— i
— 1—
- non-plastic)
S.S — S P L I T SPOON SAMPLE
U — J S C 1 S SHE-BY TUBE D R i L L E R S P — P ' S T O S T Y P E S A M P L E
I
ATLANTIC TESTING LABORATORIES, Limited BORJNG BH88-3P REPORT No CD855-1-5-? SHEET. .OF
z 5^ 0. « * w < 00 0 -1•
z CO
o
~-— L^ R"M
n(i *T H M IU _l C F 1u r». • SAI «M.I a z< M
FItOM TO
4 20 .0 2 2 . 0 ss
5 2 5 . 0 27 .0 <; =
fV 4 •?« n "> "> n
• LOWS OM SAMKXR •" •M.*.O; *
: SAM^tCH Q.Q o 5
10 Q
26 ?q
?q 7^
48 4S
27.5
rnpt-
C L A S S I F I C A T I O N O F M A T E R I A L 1- f iM ond 33- 50% m-m«d iuM tom«-2O*35% C-COVM B t l k - I O - 2 0 %
trec« 0- 1 0%
Greyish Brown SILT, some cmf+ SAND trace mf GRAVEL (wet, non-plastic)
Similar Soils, No GRAVEL; (wet , non-plastic)
Rock similar to Sample #1 60" or 100% Recovery RQD=100%
— — _
Boring terminated at 33 0 ft
NOTE' Afte*" soi1 s samcle #5 dri1!'
Piezometer installed at 23. C
z o o * £
<ma° Cuf. K a £K
w a *• u Z 3
*
0-2
ATLANTIC TESTING LABORATORIES. Limited
SUBSURFACE INVESTIGATION Report NO EDS^-I-S-S'
" 1 nppn r.g Locotion of Bonng CLIENT Chicacc, i:
PROJECT k'codspond Dam, Housatonic River P i t t s f i e ld , MA Date , start 5/5/88 Finish
Ground Water Observation* Boring No RHF.P.-4 Sheet . .of. Date Time Depth Caung at
Caung Hammer Sampler Hammer 5/6/88 7 . 5 ' 40 .0 ' wt ibs. Wt 140 IBs
Fall in Fall 3Q=- m
Cosing HW 4" I .D . Ground Elev 9 5 3 . 8
H S Auger. CLASSIFICATION OF M A T E R I A L | g
DEPTH BLOWS ON
DE
PT
H
CA
SIN
O
BL
OW
S/F
T
SA
MP
LE
NO
, , „. and -35-50% £ 5 <r f fine
TY
PE
SAM
PLE SAMPLER
et* 8
SAMPLED DE
PT
H
OF
CH
AN
OE
OF SAMPLE
20 -35% 2 « »~ some-m-medium Irt'le — 1 0- 20 % < ^ ^
FROM TO
1V1 Brown cmf SAND; little SILT, trace 0.0 2.0 ss 10
2 5.0 7.0 ss
3 10.0 12.0 ss
14 16
13
fine GRAVEL; and Cinders; OPGANIC MATERIAL (moist, non-plastic)
7 7
36 12
70 35
32 •).•)
8.5
Reddish Brown SILT, little mf SAND; trace fine GRAVEL; trace CLAY, ORGANIC MATERIAL (noist, |
very slightly plastic) (
!
Brown cmf SAND; and cmf GRAVEL; i some SILT (wet, non-plastic) |
J 1
1
o ZCO
o
4
5
15.0
20.0
1
17.0
22.0
ss
ss
33 23
33 •??
18 29
37 43
18.5
Greyish Brown fine SAND; little SILT (wet, non-plastic)
r Greyish Brown SILT; little cmf+ SAND, trace CLAY; (wet, very sliqhtly plastic)
6 25.0 27.0 ss JU 40
50
Similar Soils; little CLAY; tracefine GRAVEL (wet, slightly plastic^
;
-J
RUN ; 30.0 35.0 NX CORE
57 30.0
White Marble, 6 pieces, chips and ' fragments 54" or 90% Recovery " ' -ROD=67%
f i
ss — S P L I T
U — JNCIS
SPOON
SHEJY
SAMPLE
TUBE D R I L L E R S Todd Burnham, Tom Stearns
o - i P — P S T C V T r P t S A M = _ E
X
ATLANTIC TESTING LABORATORIES, Limited BH38-4 CD855-1-5-88 BORSNG No. R E P O R T No. SHEET. .OF
•LOWS ON C L A S S I F I C A T I O N OF M A T E R I A L DEPTH
SAMPLER f - firw cod 35- 5O% m-m«diuM torn* -20* 35% C-COVM littl« -10-20%
or •«• t& SAMPII w
CA
SIN
eL
OW
S/F
T
•
AM
PL
E
•
|
""
I
TY
PE
|
AM
PL
E•
H
SAMPLZK n Q D
EP
TH
or
|
CH
AN
CE
1
o troca- 0- 10% FROM TO
RI'\ ~i T^ n 4n n MY TORF Similar Rock, 5 pieces
59" or 98% Recovery ROD~91%
-Boring terminated 40 .0 ft.
ST
AN
DA
RD
PE
NE
TR
AT
ION
NU
MB
ER
0-2
ATLANTIC TESTING LABORATORIES. Limited
CD855-1-5-8J SUBSURFACE INVESTIGATION Repor t No.
CLIENT. Harza Engineering Chicago, IL,
.Location of Boring
Woodspond Dam, Housatcnic River Pittsfield, MA Dote, stort 4/28/88 Finish 4 /2S /88
Boring No. 3HS8-5 Sheet. Ground Water Observation*
Dote Time Depth Casing at
wt Casing Hammer
Ibs.
Sampler
wt Hammer
14° .h«. 4/28/88 P . M . ' . 5 ' 3 4 . 6 '
Fall in. Fall in.
Cosing HW 4" I.D. Ground Fl«« 952 .6
H S Auger.
CLASSIFICATION OF M A T E R I A L iBLOWS ON DEPTH
STA
ND
AR
DPE
NET
RA
TIO
N
NU
MB
ER
DE
PTH
CASI
NGB
LO
WS
/FT
.
SA
MP
LE
NO
. OF SAMPLE
TY
PE
SAM
PLE SAMPLER
PER_4l_ SAMPLER
, f. and -35-50% f ~fine some- 20 -35% m -medium Irrie — 1 0 - 20% D
EP
TH
OF
CH
AN
GE
FROM TO an —ll— "•>p 1A 0.0 1.5 SS 4
3 P
IB 1.5 2.0 ss 10
I
_L
z :w ! «: u
2
3
4
1 1
1
5.0
10.0
15.0
7.0
12.0
17.0
SS
ss i
ss
16 11 fi 4
11 11
in 9
14 23 28
29
8.5
5 20.0 22.0 ss 34 44 67
27 25.5
6 25.0 25.5 ss 100/6"
_
Dark Brown cmf SAND; some SILT, some mf GRAVEL; ORGANIC MATERIAL, trace Debris (moist, non-plastic;
Brown cmf+ SAND; and SILT; trace
fine GRAVEL (moist, non-plastic)
Brown cmf SAND; and cmf GRAVEL; some SILT; trace ORGANIC MATERIAL (saturated, non-plastic)
Greyish-Brown SILT; little cr?if+ SAND; trace fine GRAVEL (saturated non-plastic)
Similar Soils; little cmf SAND; trace mf GRAVEL (saturated, non-plastic)
Similar Soils; little mf GRAVEL; trace CLAY, (wet, very slightly plastic)
Brown cmf SAND; and SILT; Rock Fragments, (saturated, non-plastic
•
'
'
SS — S P L I T S P O O N SAMPLE Todd Burnham, Tom Stearns U — JN3IS SHELBY TUBE D R I L L E R S
f j - 1 P — P ' S T C N T T = £ SAM3..E
ATLANTIC TESTING LABORATORIES, Limited BORNG BH38-5 R E P O R T Kin CD855-1-S-88 SHEET. .OF
•LOW* OH C L A S S I F I C A T I O N O F M A T E R I A L r
X
a. w a
5^•9< o o -<•
M _J
i;< a
iAi
rnoM
f «tl
TO
fe W ?*
M SAMPLE* •••
SAMPUUI O.O
i : iS§0 5
f- fin*m-m«diu»c-coarM
and 35- 50% iom«'2O~ 35 %
Bt1l«-IO-20% trac« 0- 1 0%
2 2 5 h «J w a £ *3WIU Jt
1.
RUM
RUN
T_
2
2 5 . 5
30. 5
30.5
34.6
N
N
CORE
CORE
White Marble, 6 pieces 50.0" or 83% Recovery RQD=77% Similar Rock 3 pieces, 46 .5" or 95% Recovery RQD=80%
Borincr terminated at 34 6 ft
0-2
ATLANTIC TESTING LABORATORIES. Limited
CD855-1-5-S2 SUBSURFACE INVESTIGATION Repo' t No
CLIENT Harza Engineering .Locotion of Boring Chicaco, IL
PRQ.IFr.T Wccdspond Da:n, Housatcnic River Pittsfield, MA Dote, stort 5/2/88 Finish 5 / 2 / S 3
Ground Water Obtervations Boring No. PH^--^ Shea t 1 of 1_ Oatt Time Depth Gating at
Gating Hammer Sampler Hammer
Wt Ibs. Wt 140 |bs. 5/2/88 P.M. 2 2 . 3 '
Fall in. Fall Id 'in.
Casing KVJ 4 " I. D. G r o u n d Fl»» 944 .9
H. S. Auger_
C L A S S I F I C A T I O N O F M A T E R I A L * D E P T H B L O W S O N
CA
SIN
G
BL
OW
S/F
T.
SAM
PLE
NO
.
,_, and -35-50% § 5 K ' f ' n e 2 2OF
S A M P L E
TY
PE
SAM
PLE S A M P L E R
PER 6*
SAMPLED F R O M T O on 2"
DE
PT
H
OF
CH
AN
GE x
H Q. UJ O
some-20-35% j < £ 3
um - m e d i u m Ir t t l e — 1 0 - 20 %c — c o a r s e trcce — 0 — 1 0 /o m ^ z&
]-->, 1 0 .0 2 . 0 SS 6 8
R
7 3.5
,.
Z
w0
2
7;
5.0
1 3 0
7.0
i •? o
S3
1 s s I
16 17
19 20
20 24
31 inn
"—1• ^ RUN
33
1
10.0
12.3
12.0
17.3
SS
NX
20 24
31 100
CORE
12.0
RUN 2 17.3 21.8 NX CORE
1
--
3ro-v.T. cmf SAND, little SILT, little ORGANIC MATERIAL, trace r,f GRAVEL (moist, ncn-plastic)
Greyish Brown SxLT, trace CLAi ,trace fine SAND, (wet, very slightly plastic) '
j
Grevish Brown SILT, little c~.f-SAND, trace rnf GRAVEL (satur = t ed , non-plastic)
i
:
Similar Soils
, . ^ _White Marble, 10 pieces ana c n ^ ^ ^ ,
49" or 82% RecoveryRQD=56%
Similar Rock, 4 pieces 60" or 100% RecoveryROD=99%(6" recovered from Run #1)
Boring terminated at 21.8 ft.
,
1
i|
', ,
i
!
f
,
1
1
S.S — S P L I T SPOON SAMPLE Todd Burnham, Tom Stesrns
U —UrOS SHELBY TU8E DRILLERS
P — P i S ' Q N T r < » £ SAMPLE
1
ATLANTIC TESTING LABORATORIES. Limited
SUBSURFACE INVESTIGATION Repor t NO. rnRss-i-^-^
CLIENT
PRQJFCT
-; ngChicago, II Woodspond Parr., Kousator.ic River
Pittsfield, MA
Locotion of Boring
Dote, stort 5/3/88
'
Finish 5 /3 /88"
Bor ing No. P.HRR-7 Shee t . Dot*
Ground WaterTime
Observation* Depth Casing at
Gating Hammtr Sampler Hammer 4.8 16.5' Wt Ibs. wt 110 IDS 5/3/88 P.M.
Fall in. Fall 10 in. 5/3/88 P.M. 5.0 16. 5 ' Casing HW 4" I .D.
Ground El«iv 947.7 H S Auger_
C L A S S I F I C A T I O N O F M A T E R I A L * B L O W S ON D E P T H
DE
PT
H
CA
SIN
G
BL
OW
S/F
T
SA
MP
LE
NO
. OF S A M P L E
TY
PE
SAM
PLE S A M P L E R
PER_4l_
SAMPLER F R O M TO aa z"
DE
PT
H
OF
CH
AN
OE . , and —35-50% S 5 xf f i n e- some- 20 -35% ;g < JM
m - m e d i u m \^\t — 1 0 - 20% < £ a
">
^
1 0.0 2.0 S3 2 2
4 6
C
r .r. <
2 5.0 .5.. 8 SS 17/100/5"
~~J
—RUN '
i
1 6.5 11.5
1 I 1
NX ( :ORE 6.0
RUN 2 |
11.5 16.5 NX CORE
i
Brown mf+ SAND, soir.e SILT, trace ORGANIC MATERIAL (moist, non-plastic) i
Brown cmfmf GRAVEL
SAND, some SILT, trace (moist, non-plastic)
| l
i
NOTE: 100 blows for las t 5" ,Roller bit a^vaT-e^ to 6 . 0 ' cpun ca^in^ to 6 4 ' r^ll^1" bit advanced to 6 .5 ' >
|
White Marble, 8 pieces, chips andfragments, (vertical fracture)57" or 97% RecoveryRQD=73%
, '
' \
I
Similar Rock 7 pieces,62" or 100% RecoveryRQD=79% (2" recovered f rom Run £1)
_ _
Boring terminated at 16.5 ft.
|
^
|
|j
1 '
b=
-S.S — S P L - T S P O O N SAMPLE
U — JNCIS SHELBY TUBE D R I L L E R S Tndd Burnham. Tom StKarns p — P l S ' C N T r ° £ SAM=>uE
ATLANTIC TESTING LABORATORIES, Limited
CD855-1-5-BS SUBSURFACE INVESTIGATION Report NO
Harza Engineering LocQf|0n Qf Bonng ^^^ CLIENT. Chicago, IL
PRQ.IFr.T Woodspond Dan, Housatonic River P i t t s f ie ld , MA _ _Do te , stort 5/4/88 Finish 5 /4 /dS
Ground Wotv Observotions Boring No R^flS-P. Sheat 1 of 1 Oatt Time Otpth Gating ot
Casing Hammtr Sampltr Hammtr
Wt Ibs Wt _ 140 ibs 5 /4 /88 2 . 2 12.5
Foil in Fall _ 10_ in
Casing HW 4" I .D. Ground Elev 9 4 4 . 4
DE
PT
H
CASI
N8
BLO
WS/
FT
SAM
PLE
NO
H S Auger. C L A S S I F I C A T I O N O F M A T E R I A L
D E P T H B L O W S ON Ul .. on<l -35-50% SAMPLER z w ff ff i n eOF 111 -1 ~ some-20-35% a. CL > * PE» «" t -1S A M P L E u ° < m - m » d i u m little — 1 0 - 20%
0 Z•- 2 SAMPLER^ o c -coarse troce — 0 — 10% F R O M TO
STAN
DARD
PEN
CTRA
TIO
NN
UM
BER
|
~cH t—<
<'•*j
RJN
1
1
0.0
1.0
1.8
1.5
ss
NX
12 45
17 100/1
;ORE
ii
^_ RUN 2 2.5 7 .5 NX :OR£
2.0
RUN 3 7 .5 12.5 NX :ORE
Dark Brown mf SAND, some SILT, little ORGANIC MATERIAL, trace Rock Fragments (moist, nc-i-plastic
6" Boulder White Marble, 13 pieces and f racrer t s 57" or 95% Recovery RQD=44% (vertical fractures)
White Marole, 13 pieces and fracnre rts 57" or 95% Recovery RQD=44% ZZZj(vertical f ractures) 1Similar Rock, 13 pieces — 61" or 100% Recovery RQD=74% = Boring terminated at 12.5 ft.
NOTES: 1) Spun casing to 2 . 2 ' , roller bit advanced to 2 . 5 1 (3 voids) .
2) Runs included voids a-^d mud seams.
3) Unable to perform pressure test due to voids in rock.
as — SP_ T SPOON
0 — JS: S SHEJY TUBE DRILLERS Todd Burr.ham, Tom Stearns
P — P S" T r s - S A M
ATLANTIC TESTING LABORATORIES. Limited
SUBSURFACE INVESTIGATION Repor t No CD855-1-5-88
Harza Encineerina Location of Bonnq CLIENT rhir.=>gn, TT,
PROJE( "-T Wnor?t;pnnrl nan, Housatonic River
Pittsfield, MA Dote, start 5/5/88 Finish 5 /5 /88
Boring r> Jo RPRP.-Q Sheet 1 of 1 Ground Water Observations
Date Time Depth Casing at
Co sing Hammer Sampler Hammer
Wt \ht Wt 140 ,„„ 5/5/88 — 0.7 17 .6'
Fall Fall 30
Ground ...F'ev 948 .2 Casing p\^ 4" I.D.
H S Auger
DE
PTH
CA
SIN
G ||
BL
OW
S/F
T
SAM
PLE
NO
C L A S S I F I C A T I O N O F M A T E R I A L B L O W S ON D E P T H
STA
ND
AR
DPE
NE
TR
AT
ION
NU
MB
ER ond -35-50% Id „.f ff
DE
PT
H
OF
CH
AN
OE SAMPLER f i n e~ some -20 -35% OF Ul -1
a. a. >- •* PER 6" S A M P L E m - m e d i u m Irt ' le — 1 0 — 20 °o " 5 SAMPLED
F R O M TO 0 P 2" v^ 1 0.0 2 .0 ss WOH 1 1
•z. 1 (/: 1 3 .5 < c ,
2 5.0 7.0 ss 16 14
6 8.0 6
•~^_ 1^ RUN 1 8.0 13.0 NX £ORE
RUN 2 13.0 17.6 NX (, :ORE
Dark Brown cmf SAND; little SILT, little ORGANIC MATERIAL, trace fine GRAVEL (moist, ncn-plastic )
Brown cmf- GRAVEL, sore crf+ SAND, little SILT (wet, non-plast ic)
White Marble, 7 pieces 42" or 70% Recovery I
RQD=59% '
Similar Rock, 6 pieces, chips and fragments 61" or 100% Recovery RQD=88% (5" recovered from Run *1) EE Boring terminated at 17.6 ft.
i
1
•
ss — S P L T SPOON SAMPLE
U — UNOIS SMEJT TUBE D R I L L E R S Todd Burnham, Tom Stearns
P — P S ' O N T T P £ SAM3L.E
1
ATLANTIC TESTING LABORATORIES. Limited
CD855-1-5-88 SUBSURFACE INVESTIGATION Report NO
Harza Engineering Loco(|0n flf Bonng ^ZZZ CLIENT
Chicago,IL PROJECTWo°dsccnd Dam,Housatonic River
Pittsfield, MA Dote, stort 4/29/88 Finish
Boring No BHS8-10P Sheet of Oat*
Ground Wottt Time
Obiervotlont Depth Gating at
Gating Hammer Sampler Hammer Wt Ibs Wt 140 |bs 5 /2 /88 A.M. 9.0 4 0 . 0 ' Fall m Fall 12- m .
Ground El«v 9 5 3 . 5 Casing HW 4" I .D.
H S Auger.
C L A S S I F I C A T I O N O F M A T E R I A L B L O W S ON D E P T H
PE
NE
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NU
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ST
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TY
PE
SA
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LE
. . .z wSAMPLER f f ' n e£III S° <
1 ~PF. «• m - m e d i u m little — I 0 - 20% SAMPLED 0 X
troce — 0 — 10% u c -coarseF R O M TO 0.0. El— v Brown cmf SAND; and Topsoil, sore 1 0.0 2 .0 S3 4
6 ORGANIC MATERIAL, trace SILT, trac e 6 fine GRAVEL (moist, non-plastic)
8 •z.
Brown cmf SAND, trace SILT, trace in 2 5 .0 7.0 SS 14 *^. mf GRAVEL, (wet, non-plastic^ u 11
11 9
7 .5 i— _ - -|
RUN 1 9.0 11.0 NX CORE White Marble, 3 pieces 19" or 79% Recovery RQD-73%
11.0 , Cfflasonry stoneworkl
3 15.0 17.0 SS 15 Greyish Brown SILT, little cmf+ 1
28 SAND (moist, non-plastic) , ?S
•z. 1 Q CD*-* U 4 20.0 2 2 . 0 SS 16 Greyish Brown SILT, trace fir.e
18 SAND (wet, non-plastic) 34
36
5 2 6 . 5 28.5 SS 28 Greyish Brown SILT, trace cnf SANH 1 35 (wet, non-plastic)
35 dT
S.S — S P L I T SPOON SAMPLE Todd Burnham, Tom Stearns
U — J N O ! S SHEJY TU8E D R I L L E R S
O-l p _ o S T ; N T Y P E SAMPLE
ATLANTIC TESTING LABORATORIES, Limited BQR1MG No. EH35-10P R E P O R T No CD855-1-5-88 a<EET 2 OP
X
•. w 0
1^• * < 0 0 J•
1
~^L_ F'JN
*TH M kc r -J w i' «. • 1AI <«.! a z < M
mot* TO
6 30.0 35.0 ss
2 35.0 40.0 NX
•LOW* ON SAMPLfft •«• «.«. ^ :« JAMW.M O. Q
s°5 50
66 66
73 35.0
CORE
C L A S S I F I C A T I O N O F M A T E R I A L f - f i i w ond 33- 50% m - m « d i y « iom«-2O-39% C-COVM litll* - 10-20%
troc« 0- 1 0%
Greyish Brown SILT, little mi SAND, (saturated, non-plastic)
White Marble, (vertical fracture) 59" or 98% Recovery, 6 pieces RQD=86%
Boring terminated at 40.0 ft
Piezorneter installed at 34 5'
z Q O
K £
0<f 2 K W5 H• < M a " &
Z u 3 a
—
0-2
ATLANTIC TESTING LABORATORIES, LIMITED
PIEZOMETER INSTALLATION DETAIL
PROJECT: Woodspond Dam PROJECT MO. Housatonic River CD855-1-5-8S A T L -Mo.
P I E Z O M E T E R M o . BH88-2P
• E l . 954.64
.th locking cap and Ice k \•" El 954 61
SURFiCE W .... ELEVATION 952.3 D£=7h SOIL STRATA j\\\///NSS ) VV,/\\\
Pn^/-fpfp - A\\ y Siltv Sand ^%
Dia. PVC Riser Pipe —
-
4.8 TOD of Seal
P°n finite _
Bottom of Seal 6.0 -
-^' ~*~ ' ~*
**- ^~ ^**" **•
**- «/-- — **~
***"
to. 3 lica Said
' 13.0
Top of Screen 14.0
Sandy Silt —
2" Dia. PVC 0.010" slot screen • j
Bottom of Screen 18.0
)/ Bottom of Boring J
^. 18.5
ATLANTIC TESTING LABORATORIES, LIMITED
PIEZOMETER INSTALLATION DETAIL
PROJECT:
" x 5' security casing •i th locking cap
2" ria. PVC Fiser Pipe
Sand-
Bentonite Pellets
No. 3 Silica Sand•
2" Dia. PVC 0.010" Slot screen.
Woodspond Dam PROJECT MO. 'Kousatonic River - A T L -HO. CD855-1-5-88
P I E Z O M E T E R M o . BH88-3P
El. 955.70
•El. 955.61
D£°TH | SOIL STRATA ELEVATION
Silty Sane
6.0
Rock
_Tgp_ of Seal
Bottom of Seal 9.0 10.0
18.0 Rock with concrete
Sandy Silt
124.0 TOP of Sc:reen_
127.5
Bottom of Screen 128.0 Rock
of Boring 33 .C
v
ATLANTIC TESTING LABORATORIES, LIMITED
PIEZOMETER INSTALLATION DETAIL
PROJECT: Wcodsonnd PROJECT NO. Housatonic River • A T L 4*0. CD855-1-5-88
BH88-10P P I E Z O M E T E R N o .
El. 955.48 , El. 955.37
'"" x 5' security casing th locking cap
SURFACE 953.5 DE°TH SOIL STRATA ELEVATION
" Dia. PVC Riser Pipe\
Silty Sand
Concrete/Sand
TOP of Seal 7.5
Bottom of Seal 9.0
Bentonite Seal • 11.0 Rock with Concrete
No. 3 Silica Sand
Top of Screen 30.5 Sandy Silt
2" Dia. PVC 3.10" slot screen
Bottom of Screen 34.5
35.0
Bottom of Boring 40.0 Rock
ATLANTIC TESTING LABORATORIES, LIMITED
June 8, 1988 Box 29
Canton. N.Y. 13617 (315)386-4578
Bm i5rt Harza Engineering Company2 . , _„ „ , „ . ^ * t icero N V 1.-HM9 150 Wacker Drive msiww.^M Chicago, IL 60606-4176
Attn: Mr. Michael Rogers
Re: Subsurface Exploration Woodspond Dam, Housatonic River Pitssfield, MA ATL Report CD855-88
Gentlemen:
Enclosed are nine (9) grain size distribution curves. Six of the curves present the results of grain size analysis with hydrometers as per your request.
Four of the grain size curves are presented with the results of a mechanical (sieve) analysis performed on one soil sample and the results of a hydrometer performed on a similar soil sample located above or below that sample in the boring. The reason for presenting the soil data in this manner was due to the shortage of soil volumes remaining after the mechanical analyses were performed on the selected samples (requested by Harza). The hydrometers were performed on similar soil samples and the results were drafted on the mechanical curves. The alignments were inspected and were felt to be appropriate.
Please do not hesitate to contact our office should you have any questions on the enclosed material.
Very truly yours,
Thomas A. H. Pahler, P.E.
TAHP/dh
encs.
TESTING • INSPECTION • SUBSURFACE E X P L O R A T I O N
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Appendix B
APPENDIX B
TEST PIT LOGS
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Appendix C
T3 T3 <D
Q.
APPENDIX C
WATER PRESSURE TEST DATA
Harza Engineering Company r.ee* Forn SG-Is
REPORT OF WATER PRESSURE TESTING , - _. 1,
PROJECT I jpjX"
Hole No. ' - ° J*-3P Angle(from Vertical) Ground Elevation
Location //. /-'ft r' Bearina Rock Elevation
Coordinates: N Date Started -/ Water depth during test // j
E Date Completed - -" Logged by /' f-\
Pressure Depth »J Meter Mf—
2.1
y(Li °
Ela
pse
d
Tim
e (m
m .
)
1u- Rate in. x
Len
qfh
o
Inte
rva
lT
est
ed
( f
e o -q wJ • rs C
J15 i* Ol 4-1
of Test cH E c E 0) • O IT in•
tj-i ^ —' s~ir \ IT No. From Loss Net Start Enc, To + —i d Jro 7 Hy>.
m. ft j<; — oc (psi) (gpm) o j M'' ? /J •ft ^A a- units
'
^
J ^ /*
5O ''
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Depth to groundwater _LLL feet X 0. 433=_£_17psi Gage + Column- Friction Loss=Net Pressure * Column pressure = (depth to middle of tested interval or depth to groundwater, whichever is smaller) X ( 0 . 4 3 3 ) . 2' i- ,L_
2 I '" «^ \Conversion factors: cu.ft.X 7.48=gallons kg/cm X 14.22=psi _^ ;—f 4—,
meters X 3.28=feet liters X C. 264=gallons ,rrl<--'^1 - " ""•'
' ^
Harza Engineering Company of Form SG-Is
REPORT OF WATER PRESSURE TESTING PROJECT
Hole No. Angle (from Vertical) Ground Elevation
Location '•'/ .J Bearing_ ]~~ Rock Elevation
Coordinates: N_ Date Started Water depth during test
E Date Completed -•/. Logged by p,,' ft*
Pressure it >4J Depth Meter ^ <0
U- . OJ
Ela
pse
d
Tim
e (m
in.)
in ^ Rate -
To
Le
ng
th
oIn
terv
al
Test
ed
(f
e
Start End
5 12 • rsj •H e c 0) JJ
of
(+)
*Col
umn
I
Test 0 E •-• ' 0) 0) • O O1 •fH 1-. —i S-d•u • ^ <" \
•From Loss (gpm)
Net No. £ 5i-j/^'^A
H3c; jc EP oa •H '* U
_(psi) ^ft.
m. uni ts
/
^
•• j
• ^_ i $
?•'
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C' • 27
A*ri ^3,4^
Depth to groundwater _3_2_ feet X 0.433= ULlL psi Gage + Column- Friction Loss=Net Pressure * Column pressure = (depth to middle of tested interval or depth to groundwater, whichever is
smaller) X (0.433)
Conversion factors: cu.ft.X 7.48=gallons kg/cm X 14.22=psi meters X 3.28=feet liters X 0.264=gallons
Harza Engineering Company Sheet of Form SG-Is i
REPORT OF WATER PRESSURE TESTING PROJECT
Hole No. P A7 Angle(from Vertical; Ground Elevation_
Location Bearing — Rock Elevation Z^
Coordinates: N_ Date Started Water depth during test
E Date Completed-; Logged by '' ' . /•'
Pressure Depth Meter i
1 Ela
pse
d
Tim
e (m
in .
)
<u iu Rate , n en _
Le
ng
th
oIn
terv
al
Test
ed
( f
e
cof •H^E cTest c E
^5 " E "0) • Otr w \ -•f~ »-(
3 iLoss (gpm)
End From Start No. 4 Net To £ xi iT3 • Cn o a >: u0 (ps i ) j^ft.
m . —
U- uni ts / j . ' /** •' 2 ?. " Zs / ' --• • -"^/ 5 , ecoz. /C> ; , -T
i COS"
_• ( • '•25° c"" 2 r~ ' -7<9/ r~ - -" :i ?r , ix?3
1 • co ^ JW -&& c. -; > -4; / r O-'T. - ^./ f~f , - 2£>l 1
^> •X"> r; •"' . ^=? 1 p| •< -" >- 7 " ^ , => z~ -> , • • i'' o^S"
o?2_.
t
£•-•/(''
Depth to groundwater .H«L feet X 0.433=3iZ£Tpsi Gage + Column- Friction Loss=Net Pressure * Column pressure = (depth to middle of tested interval or depth to groundwater, whichever is
smaller) X(0.433)
Conversion factors: cu.ft.X 7.48=gallons kg/cm X 14.22=psi {J •'-*" meters X 3.28=feet liters X 0.264=gallons
Harza Engineering Company br.ee- or Form SG-Is Cate
REPORT OF WATER PRESSURE TESTING PROJECT V/c^n >•,,. £. J,* •
Hole No . o Angle(from Vertical) Ground Elevatior.
Location /'.- Bearing Rock Elevation '
Coordinates: N Date Started Water depth during test
E Date Completed_ Logged by '
Pressure Depth Meter u-i . 01 tn ^,
3<f|
Ela
pse
d
Tim
e (m
m .
)
Rate -o >
To
Le
ng
th
oIn
terv
al
Test
ed
( f e
Start End
c c E JTest of .^^e C E01 • 0
O1 1 5 H
No. Loss C "" Ld, J2
1/1 \ • CT1From Net (XI "o — —
(ps i ) •"ft. m.
(gpm) U «
CJL, un i t s
" ' - ^ ' ' 1 5 - o O • -
i
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r- ,37 =>.n r~
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fry d 'i ' '^ T
'"7T* :
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»• '| ^~. f /
( -£*<)
/ f /vVj^ i .j f r •
Depth to ground-water Ail- feet X 0.433=.L2 psi Gage + Column- Friction Loss=Net Pressure * Column pressure = (depth to middle of tested interval or depth to groundwater, whichever is
smaller) X (0.433)
Conversion factors: cu.ft.X 7.48=gallons kg/cm x 14.22=psi meters X 3.28=feet liters X 0.264=gallons
1
Harza Engineering Company Form SG-Is
REPORT OF WATER PRESSURE TESTING PROJECT Woo t; P-...V 1 ("• fVf
nole No. *3 lj ^ 7
Location Coordinates:: N
E
Angle (from Vertical)
Bearing Date Started •T
Date Completed ._
Ground Elevation
Rock Elevation 5".
Water depth during test^
Logged by^ •S **>
°
i-H
Ela
pse
dT
ime
(mm
. ) Pressure 4J Depth Meter w ^
^(
3 4s OJ Rate w«-
Le
nq
th
oIn
terv
al
Test
ed
(f
e t >* i •" • CM c
( +)
*Col
umn Test
No. From To -'ft.
m.
of o E -iH E 0) • O O1 ^4 -H
C ""* <" \Start End Net Loss
(gpm)
-I t(0 • CP o a, .* D. ^3
*s- H Ll U.
(ps i ) ^ y ^ - 'i units -^ f
5"
1
r~ ' ' *\' - r s ^ ~ • -o-> ;^^' 0 o^ - ^ 5 ^ Z ^^ pr —/ 7 J-
-;c ;•? ; i ^ y1
*~> '•.%' /i. -> / •> . /3O -9.<9 s^ ^ ^ ^j 1 '-,^_ ^
o 0 '--> j;/ 52. X "7 S 5 -„
-
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-£_-' x 0 /9.^
6 f2
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• •
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y • ^
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(
'•?/•" /•' r-~ Ji •^ / 7 <
• -/ /~ -'
c. • ~ /
Cf r* ^ ^
' fC , .'
t
Depth to groundwater jlx feet X 0.433=_^ikLpsi Gage + Column- Friction Loss=Net Pressure * Column pressure = (depth to middle of tested interval or depth to groundwater, whichever is
smaller) X (0.433)
Conversion factors- cu.ft.X 7.48=gallons kg/cm X 14.22=psi meters X 3.28=feet liters X 0. 264=gallons
1
Harza Engineering Company Forn SG-is
REPORT OF WATER PRESSURE TESTING PROJECT Vx f*
Hole No. Angle (from Vertical', Ground Elevation
Location ' '• ^a Bearing Rock Elevation -'
Coordinates: N_ Date Started Water depth during test
E Date Completed - Logged by L°"'M
Pressure Depth 4J Meter
Ela
pse
d
Tim
e (m
m .
)
!?S\2 «u ^- Q) Rate
Le
ng
th
oIn
terv
al
Te
ste
d
(fe T3 >•
• CN c Qj J-J o E -1
H U —i
(+>
* Col
umn of Test •H E
ss5 0) • O Start End Loss cra«3
w x. • cr No. From Net Oi ^
&. la To 1 \yf t .
m. (psi) (gpm) £ , .» -„ . ; ,
^" W
CJL. units / '" -, <j> ; '
3 : ~ l - -• — x :-*.?•? ^'^.^ ^> O _
- i ^ T! I £4.?7 < i',33 5 i"i ^ " *'*'. \ ) , ^="7 ' - f ^ T _; T •i t.' ,' yj _ •"* J J / ' 0': -> ^ 1 - 1,^3
^s /7
/ ,
_ / '57'f
Depth to ground-water 2 I feet X 0.433=^_2_psi Gage + Column - Friction Loss=Net Pressure * Colunn pressure = (depth to middle of tested interval or depth to groundwater, whicnever 1= smaller) X (0.43 3)
Conversion factors. cu.ft.X 7.48=gallons kg/cm X 14.22=psi meters X 3.28=feet liters X 0.264=gallons
- -
1
Harza Engineering Company reet Form SG-Is -ate -s .
REPORT OF WATER PRESSURE TESTING PROJECT
Hole No. Angle(from Vertical) Ground Elevation
Location £ ;./, '• / ~> • • '_ Bearing Rock Elevation^'
Coordinates: N Date Started Water depth during test
E Date Completed : ": -X Logged by /JjN
Ela
pse
d
Tim
e (m
m .
} Pressure Depth 4J Meter win O£1,«- , O Rate
Le
nq
th
oIn
terv
aT
est
ed
( fe (B >i
C, *J 3^2 • CM c
( + )
* C
olu
mn of Test H 6 0
ss5 —'0) • O H uNo. CT (0 \Loss (C • O1 u a .*
End Net Start From To £2 (psi) ft.
m. S3" (gpm) l'J?'~ 0in 1 d- units ^
• ' /.' '/ I -J ?' ^ -2Z. 3 •/ /y A •«:- -, - / 3j •*' ,» „ •» 7 ^
r.*»^ -S .0-? . /- c ~ ^ 1 r ,2 311* " ; i C v0,11 o 3i :- „'•/?
-. -ii -» ^ - " : " ' > . "" '"0JJJ.--Z- \ 3" - i ^, : -i t '3 r ^ :>—
- A,— II "7
c.
3epth tn ground*ater u feet X 0.433=_l_l_psi Gage + Column - Friction Loss=Net Pressure * Column pressure = (depth to middle of tested interval or depth to groundwater, whicnever is
smaller) X (0.433)
Conversion factors-. cu.ft.X 7.48=gallons kg/cm X 14.22=psi C, / ^ I ' meters X 3.28=feet liters X 0.264=gallons
Q. X*
O
Appendix D
APPENDIX D
PROPOSED STOPLOG CLOSURE STRUCTURE
PRELIMINARY DESIGN DRAWINGS AND SPECIFICATIONS
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GENERAL ELECTRIC COMPANY PITTSFIELD, MASSACHUSETTS
TECHNICAL SPECIFICATIONS FOR RACEWAY CLOSURE STRUCTURE
WOODS POND DAM
Harza Engineering Company
Chicago, Illinois
June, 1988
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1.0 GENERAL NOTES
1.1 The Contractor shall furnish all labor, materials, equipment, tools, transportation and supplies required to complete the work in accordance with these plans, specifications and other terms of the Contract.
1.2 Except as specified herein, all materials and workmanship shall be in accordance with the Standard Specifications for Highways and Bridges of the Commonwealth of Massachusetts, Department of Public Works, latest edition. Hereinafter references to specific sections shall be understood to be from the Standard Specifications .
1.3 All elevations shown are based on National Geodetic Datum of 1929.
1.4 Permanent benchmarks are shown on the drawings for use by the Contractor to lay out the work.
1.5 All work shall be performed during daylight hours, except as approved by the Engineer.
1.6 The Owner will make space available to the Contractor for use as a storage and work area for his construction operations. The Contractor will be responsible for maintaining security of this area during construction. The area shall be restored to its pre-construction condition upon completion of the work.
2.0 CLEARING, GRUBBING, AND STRIPPING
The Contractor shall perform clearing, grubbing, and stripping operations within the area of the new closure structure and on the right abutment of the existing spillway structure and to a limit of 10 feet beyond all permanent parts of the structure. Stripping will be required only in areas where excavation is not required. Clearing, grubbing, and stripping shall be in accordance with Section 1 0 1 . Payment will be made on a lump sum basis for the area to be cleared, grubbed, and stripped.
3.0 REMOVAL AND DISPOSAL OF DEBRIS AND MASONRY WALLS
The Contractor will be required to remove debris such as wood timbers in the bottom of the headrace canal, loose rock, cobbles or riprap, masonry, and/or concrete wall,
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sections of abandoned 10 and 12 inch diameter steel water pipe and the existing abandoned foot bridge prior to pile d riving operations. The water pipe will be cut upstream and downstream of the work at locations agreed upon between the Contractor and General Electric Company. The Contractor will be responsible for scheduling cutting of the water pipe with General Electric Company in Pittsfield, Massachusetts. Disposal of debris and abandoned water pipe will be the responsibility of the Contractor. Payment for removal and disposal of debris and masonry walls will be at the lump sum price bid for this item.
4.0 STEEL SHEET PILING
4.1 Scope. The work covered by this section consists of furnishing all plant, equipment, labor, and materials and performing all operations necessary for furnishing and installing steel sheetpiling as specified herein and as shown on the Drawings.
4.2 Submittals. A complete description of pile driving equipment including hammers, extractors, protecting caps, templates, methods for assuring plumbness and other appurtenances shall be submitted to the Engineer for approval prior to commencement of work.
4.3 Materials. Steel for sheet piling shall be new material and conform to the requirements of ASTM Designation A328/A328 M-85 or latest approved standard. Sheetpiling shall be of the type indicated on the drawings, and shall have a nominal web thickness of not less than 3/8 inch, and shall be of a design such that, when in place, adjoining pieces will be continuously interlocked throughout their entire length. All piling shall be provided with standard pulling holes located approximately 4 inches below the top of the pile unless otherwise shown or directed. Piling shall have the properties equivalent to those listed in the following table:
PROPERTIES OF SECTION
Section Modulus Weight Per Weight Per Nominal Web Per Lin. Ft. Sq. Ft. Lin. Ft.
Type of Thickness of Wall of Wall of Pile Section ( Inches) (Cubic Inches) (Pounds) Pounds
PS-31 1/2 2.0 31 .0 50.9 PZ 27 3/8 30.2 27.0 40.5
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All sheet pile interlocks shall be filled with Pitch as manufactured by Celotex Corporation, 640 Pearson St., Des Plaines, IL or approved equal.
4.4 Placing. Piling shall be carefully located as shown on tne drawings. Piles shall be placed in a plumb position with each pile interlocked with adjoining piles for its entire length so as to form a continuous diaphragm throughout the length of each run of wall. Interlocks shall be properly engaged with the thumb of each pile griped by the thumb and finger of the adjacent pile. All piles shall be placed as true to line as possible. Suitable temporary wales or guide structures such as a template shall be provided to ensure that the piles are driven to correct alignment.
4.5 Driving. All piles shall be driven to the depth shown on the drawings and shall extend to the elevation indicated for the top of piles. A tolerance of 1/2 inch above the indicated top elevation will be permitted. Piles shall be driven by approved methods in such a manner as not to subject the piles to serious damage and to ensure proper interlocking throughout the length of the piles. Pile hammers shall be maintained in proper alignment during driving operations by use of suitable leads or by guides attached to the hammer. A protecting cap shall be employed in driving, when required, to prevent damage to the tops of piles. All piles shall be driven without the aid of a water jet unless otherwise authorized. Adequate precautions shall be taken to ensure that piles are driven plumb. If at any time the forward or leading edge of the piling wall is found to be out of plumb in the plane of the wall, the piles already assembled and partly driven shall be driven to full depth, and tapered piles shall be provided and driven to interlock with the out-ofplumb leading edge, or other corrective measures shall be taken to insure the plumbness of succeeding piles. The maximum permissible taper for any tapered pile will be 1/8 inch per foot of length. Each run of piling shall be driven to grade progressively from the start, and no pile shall be driven to a lower grade progressively from the start, and no pile shall be driven to a lower grade than those behind it in the same run except when the piles behind it cannot be driven deeper. If the pile next to the one being driven tends to follow below final grade, it may be pinned to the next adjacent pile. Should boulders or other obstructions render it impracticable to drive a pile to the specified penetration, such changes in design alignment of
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the pile structure as may be deemed necessary by the Engineer shall be made to ensure the adequacy and stability of the structure. Piles driven out of interlock with adjacent piles or otherwise damaged shall be removed and replaced by new piles.
4.6 Cutti ng and Splicing. Piles extending above grade in excess of the specified tolerance shall be cut off to required grade. Piles driven below the elevations indicated for the top of the pile and piles which, because, of damaged heads, have been cut off to permit further driving and are to short to reach the required top elevation shall be extended to the required top elevation by welding an additional length, when directed, without cost to the Owner. Should splicing of piles be necessary, the splice shall be made by an approved butt weld making full penetration of the web. Piles adjoining spliced piles shall be full length piles. The tops of piles excessively battered during driving shall be trimmed, when directed. Cutoffs shall become the property of the Contractor and shall be removed from the work. Holes may be cut in the piles for bolts, rods, drains, or utilities at locations and of sizes shown on the drawings or as directed. All cuttings shall be done in a neat and workmanlike manner. Bolt holes shall be drilled or may be burned and reamed in place by approved methods which will not damage the remaining metal. Holes, other than bolt holes, shall be reasonably smooth and the proper size for rods or other items to be inserted.
4.7 Pulling and Redriving. The Contractor may be required to pull certain selected piles after driving for test and inspection to determine the conditions of the piles. Every pile so pulled and found to be damaged to such extent as would impair its usefulness in the structure shall be removed from the work, and a new pile shall be furnished and driven to replace the damaged pile. Piles pulled and found to be in a satisfactory condition shall be redriven.
4.8 Payment. Payment for piles will be made based on the number of pounds of sheet piling installed by measurement of the lineal feet of sheet pile sections along the length of the pile section multiplied by the weight per lineal foot of the section. No payment will be made for sheetpile pulled and found to be damaged such that its usefulness to the structure is impaired unless such damage is determined by the Engineer to be the result of foundation conditions. Piles found to be
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damaged by Contractors operations shall be replaced and redriven at no cost to the Owner. Piles pulled and found to be in satisfactory condition shall be redriven and considered an additional pile for payment purposes. All costs of trimming the tops of battered piles, splicing, cutting holes for bolts or other purposes pulling piles for inspection, etc. shall be considered incidental to the work and no separate payment shall be made thereof.
5.0 CONCRETE WORK (CEMENT CONCRETE MASONRY)
5.1 General. The Contractor shall furnish all labor, materials tools, and equipment to manufacture, transport, place, test, finish, protect, repair and cure concrete, design and install additional bracing of the sheetpile structure for concrete placement, place steel reinforcement, install all construction, control, contraction and expansion joints and perform all work as indicated on the Contract Drawings and as specified. All work shall conform to the requirements of the Standard Specifications for Highways and Bridge Construction, Section 900, Structures.
5.2 Materials. All materials shall meet the requirements specified in Section 901.40, Materials of the Standard Specifications for Highways and Bridge Construction. Cement shall be Type II and low alkali requirements will apply to the kinds and types of aggregates supplied.
5.3 Forms. The Contractor will be responsible for design and installation of all bracing and support required to place concrete within the sheetpile structure. No additional payment shall be made for this work and the cost shall be included in the unit price bid for concrete work. All other forms including those required to construct the stoplog structure shall be in accordance with Section 901.60.
5.4 Reinforcement. Reinforcing steel shall be Grade 60, deformed bars conforming to the requirements of AASHTO M37 (ASTM A615), furnished and installed in accordance with the requirements of Section 901.
5.5 Placing Concrete. The entire interior of the sheetpile structure shall be filled with concrete Class A as specified in Section M4, Cement and Cement Concrete Materials of the Standard Specifications for Highways
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and Bridge Construction. Concrete may be placed underwater within the sheetpile cells except the cell containing the stoplog structure. All placement of concrete underwater will be made using the tremie method and in accordance with the Standard Specifications Section 901.65D, Placing Concrete Underwater. Concrete to be placed within the cell containing the stoplog structure shall be placed in the dry. The Contractor shall supply pumps and hoses and other equipment as may be required to maintain the foundation surface relatively dry prior to placement of concrete.
5.6 Joi nts , Protection , Curing and Finishing. All joints shall be as shown on the Contract Drawings or in accordance with the Standard Specifications. All exposed surfaces of concrete shall be cured by use of Impervious Liquid Membrane Curing compound specified in Section 901.68, Protection Curing and Finishing. Finishing for the top of the structure shall be as specified under Section 901.68, C. Finishing. 5. Sidewalks and Median Strips on Bridges except that the surface shall be sloped to drain to the upstream side of the structure. Finishing within the stoplog structure snail be in accordance with 901.68, C. Finishing. 2. Formed Surfaces Exposed to View.
5.7 Quality Control. The Contractor shall obtain 3 samples of concrete placed each day and engage the services of a qualified Testing Laboratory to test these samples, one at 7 days and 2 at 28 days in accordance with ASTM C31 and C39. The results of these tests shall be submitted to the Engineer.
5.8 Payment. Payment for concrete will be made based on the number of cubic yards placed as measured on site in accordance with the plans and in accordance with Section 901.80 and 81 except that reinforcing steel will be included as part of the unit price bid for concrete. Payment at the unit price bid will include all costs for manufacture, delivery, placement, curing, finishing repair, construction and removal of forms, and bracing purchase and installation of all reinforcement installation of joints, and all other costs to completely fill the sheet pile cells with concrete.
6.0 RIPRAP
Riprap shall consist of grouted riprap and dumped riprap. Riprap for grouted riprap shall conform to the Standard
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Specifications, Section M2.02.0, Riprap except that the gradation shall be as follows:
U.S. Standard Percent Passing Sieve Size by Weight
12" 100 10" 50-100 6" 0-35 4" 0-10
Grout shall be concrete conforming to the requirements of Section 5.0 except that the maximum size of course aggregate shall be 3/4 inch.
Riprap for placement below the stoplog structure underwater shall be as specified in Section M2.02.0 with the gradation as specified.
Payment will be made for the number of square yards of grouted riprap placed according to the limits shown on the drawings and for the number of tons of dumped riprap placed below the stoplog structure. No additional payment will be made for concrete grout used as the cost thereof shall be included in the price bid for grouted riprap.
7.0 EXCAVATION
Earth excavation is required on the top of the left abutment, on the right abutment and within the sheet pile structure to permit placement of grouted riprap and concrete. Excavation shall be made in accordance with Section 120, Excavation of the Standard Specifications. Payment for earth excavation will be made for the number of cubic yards of earth excavation made as shown on the Drawings or as approved and at the unit price bid for Earth Excavation.
8.0 FILTER FABRIC
Filter fabric shall be placed on a prepared excavated or stripped ground surface prior to riprap placement.
All trees, brush, and debris shall be cut, removed, and disposed in an approved area, prior to placing filter fabric.
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Filter fabric shall be either woven or non-woven, polypropylene cloth with: an equivalent opening size between #40#100 standard sieve; a minimum burst strength of 400 psi ASTM-D3786; and a minimum puncture strength of 120 Ibs. ASTM-D751, Contractor shall use Carthage Mills polyfilter GB, Fibretex 600, Exxon GTF-400E, Supac 8NP, Terrafex 600R or equal substitute as approved by Engineer.
Overlaps of filter fabric shall be a minimum of 2 feet. The Contractor shall take precautions so as not to puncture the filter fabric with equipment or excessive drop heights of riprap.
Payment for filter fabric will be made based on the number of square yards of fabric measured in place. Measurement will be made in the field based on the width and length of fabric placed within the excavated or stripped surface excluding overlaps.
9.0 BID SCHEDULE
Unit Item Description Quantity Unit Price Total
Lump 1. Clearing, grubbing and 1100 S.Y. Sum
stripping
Lump 2. Removal and disposal of All All Sum
debris and masonry walls
3A. Steel sheet piling PS31 35 tons supply, delivery, installation
3B. Steel sheet piling PZ 27 75 tons supply, delivery, installation
4. Concrete 350 C.Y.
5. Grouted riprap 1100 S.Y.
6. Riprap below stoplog 10 tons structure
7. Earth Excavation 800 C.Y.
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