RCRA RECORDS CENTER

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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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

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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

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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

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, ,.„. and -35-50% f " f i n e some- 20 -35% m - m e d i u m Irt ' le — 1 0 - 20 %

OF

S A M P L E

TY

PE

SAM

PLE S A M P L E R

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

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ST

AN

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PE

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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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+

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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

/

^

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• ^_ 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

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( -£*<)

/ 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-

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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 .

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!?S\2 «u ^- Q) Rate

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ng

th

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terv

al

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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

E-3680 06/13/88

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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