AP-,g55 70J NAT TONAL PROGRAM FOR INSPECtION OF NON-FEDERAL DAMS 1/2.CLAM L.AE DAM 'M " 0. 1W CORPS OF0 ENGINEERS WALTHAM

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InW CLAM LAKE DAMI MA 01052

PHASE I INSPECTION REPORT

INATIONAL DAM INSPECTION PROGRAM

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DEPARTMEN OF THE ARMYNEW VNGLAND 01VI1ON, COMPS OF ENGINEERS

WALTHAAAM 00154

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REPORT DOCUMENTATION PAGE READ INSTRUCTIONSBEFORE COMPLETING FORM

-REPORT NUMBER 2. GOVT ACCILEION NO. S. RIECIPIENT.S CATALOG nMUNSER

MA 01052 4 ,r____________4. TITLIE(and Subid~) * rPz oPRIEPORTGI ERDOoCOVEREDClam Lake Dan INSPECTION REPORT

NATIONAL PROGRAM FOR INSPECTION OF NON-FEDERAL S. PERFORMING ORG. REPORT NUMBER

7. AUTI4ORI.) 11- CONTRACT OR GR1ANT NUMNUEP4C)

U.S. ARMY CORPS OF ENGINEERSNEW ENGLAND DIVISION

9. PERFORMING ORGANIZATION NAMIE AND ADDRESS 10. PROGRAM ELEMENT. PROJECT. TASKAREA & WORIK UNIT NUMBERS

It. CON TROLLING OP FICE NAME AND ADDRESS 12. REPORT DATS

DEPT. OF THE ARMY, CORPS OF ENGINEERS February 1980NEW ENGLAND DIVISION, NEDED 13. "NDMER OF PAGES424 TRAPELO ROAD, WALTHAM, MA. 02254 95

14. MONITORING AGENCY NAME 6 AORELSSOit dUUttm er O aM *AU018 1.8t*) 15. SECURITY CLASS. (of &J@ ~pf

UNCLASSIFIEDIS&. DEICk SSI PIC ATION10010NGRAOING

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1S. DISTRIBUTION STATEMENT (of Wal A4000t)

APPROVAL FOR PUBLIC RELEASE: DISTRIBUTION UNLIMITED

17. DISTRIBUTION STATEMIENT I.E he 860N,088 OnOmEMA Sle A0tI @VwQIken*0M

IW SUPPLEMENTARY NOTES

Cover program reads: Phase I Inspection Report, National Dam Inspection Program;however, the official title of the program is: National Program for Inspection ofNon-Federal Dams; use cover date for date of report.

to. K EY WORDS (Ceuuwmu an o,,meto .ME 00008 .nWa leN"* or week einbeeI

DAMS, INSPECTION, DAN SAFETY,Connecticut River BAsinSandisfield, MassanhusettsClam River

so. AUsTiRACT (Cen~ aun re,,ie olds, of 0660e6"M siid Imu 1, .Aw e" eM

The dam is an earthfillT embankment about 950 ft. long and 94 ft. high. The damwas found to be in poor condition. It is intermediate in site with a hazardpotential of high A great deal of maintenance and major remedial work as listedIn section 7 must be undertaken by the owner.

DD 1AN73 too,' OTOS Pt Nov as to OSIOLE.vtE

y DEPARTMENT OF THE ARMYNEW ENGLAND DIVISION. CORPS OF ENGINEERS

424 TRAPELO ROAD

WALTHAM. MASSACHUSETTS 02284

O REPLY TOATTENTION OF:

NEDED~~JAN 0 6 J"

Honorable Edward J. King

Governor of the Commonwealth ofMassachusetts

State HouseBoston, Massachusetts 02133

Dear Governor King:

Inclosed Is a copy of the Clan Lake (MA-01052) Phase I Inspection Report,which was prepared under the National Program for Inspection of Non-FederalDams. This report is presented for your use and Is based upon a visualinspection, a review of the past performance and a brief hydrological studyof the dam.

The brief assessment Included at the beginning of the report contains adiscussion of two serious deficiencies relating to the condition of theprincipal spillway and to the emergency spillway side slopes. Because ofthis the dam has been rated in poor condition. Both the Commonwealth ofMassachusetts and the U.S. Department of Agriculture, Soil ConservationService are aware of these problems and design of corrective modificationsis currently underway.

I have approved the report and support the findings and recommendationsdescribed in Section 7 and ask that you keep me informed of the actionstaken to implement them. This follow-up action is a vitally important partof this program.

A copy of this report has been forwarded to the Department of Environ-mental Quality Engineering, the cooperating agency for the Commonwealthof Massachusetts.

Copies of this report will be made available to the public, upon request, bythis office under the Freedom of Information Act. In the case of thisreport the release date will be thirty days from the date of this letter.

I wish to take this opportunity to thank you and the Department of Environ-mental Quality Engineering for your cooperation in carrying out thisproSram.

Sincerely,Incl C. WIL HO R

As stated Colo * Corps of EngineersActin Division Engineer

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V DEPARTMENT OF THE ARMYNEW ENGLAND DIVISION. CORPS OF ENGINEERS

424 TRAPELO ROADWALTHAM. MASSACHUSETTS 02254

RtEPLY TO

NEDED JAN 06 1981

Governor of the Commonwealth ofMassachusetts

State RouseBoston, Msahets02133

Dear Governor King:

Inclosed Is a copy of the Clam Lake (MA-01052) Phase I Inspection Report,which was prepared under the National Program for Inspection of Non-FederalDams. This report is presented for your use and is based upon a visualinspection, a review of the past performance and a brief hydrological studyof the dam.

The brief assessment included at the beginning of the report contains adiscussion of two serious deficiencies relating to the condition of theprincipal spillway and to the emergency spillway side slopes. Because ofthis the dam has been rated In poor condition. Both the Commonwealth ofMassachusetts and the U.S. Department of Agriculture, Soil ConservationService are aware of these problem and design of corrective modificationsis currently underway.

I have approved the report and support the findings and recommendationsdescribed In Section 7 and ask that you keep me informed of the actionstaken to implement them. This follow-up action is a vitally Important partof this program.

A copy of this report has been forwarded to the Department of Environ-mental Quality Engineering, the cooperating agency for the Commonwealthof Massachusetts.

Copies of this report will be made available to the public, upon request, bythis office under the Freedom of Information Act. In the case of thisreport the release date will be thirty days from the date of this letter.

I wish to take this opportunity to thank you and the Department of Environ-mental Quality Engineering for your cooperation In carrying out thisprogram.

As stated Colo * Corps of EngineersActin Division Engineer

I

I

CLAM LAKE DAM

MA 01052

CONNECTICUT RIVER BASIN

SANDISFIELD, MASSACHUSETTS Aoession For,'

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Distribution/Availability Codes

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PHASE I INSPECTION REPORT

NATIONAL DAM INSPECTION PROGRAM

NATIONAL DAM INSPECTION PROGRAMPHASE I INSPECTION REPORT

Identification No.: MA 01052Mass. D.P.W. No: 1-2-260-11Name of Dam: Clam LakeTown: SandisfieldICounty and State: Berkshire County, MassachusettsStream: Clam RiverDate of Inspection: November 1, 1979 and November 7, 1979

BRIEF ASSESSMENT

The Clam Lake Dam, No. MA 01052, is located on the Clam River, atributary of the West Branch of the Farmington River, in the Town ofSandisfield, Massachusetts. The dam site is approximately three milesupstream of the Village of West New Boston and is located off of Mont-ville-Beech Plain Road. The dam is a multiple purpose recreation and

flood protection facility which is owned by the Massachusetts Division ofWater Resources. It was designed by the U.S. Department of Agricul-ture, Soil Conservation Service and construction was completed in 1977.

"The dam is an earthfill embankment about 950 feet in length, and 94feet in height, has a reinforced concrete principal spillway which isdesigned to maintain the recreation pool level and control the release ofstored floodwater, and a 385 foot wide earth fill and earth excavatedemergency spillway channel around the left abutment. No water ispresently impounded by the dam because of serious deficiencies relatedto the soundness of the principal spillway structure and emergencyspillway side slopes. Both of these deficiencies were noted by SCSprior to the completion of construction.

The dam and appurtenances were found to be in POOR condition. Thevisual inspection indicated that the emergency spillway side slopes areunstable, the downstream emergency spillway slopes have eroded, theI principal spillway structure is failing at the transition, the pond drainintake structure is defective and the upstream and downstream slopes ofthe dam show erosion. The defective pond drain structure, erosion ofthe dam embankment and the erosion of the emergency spillway channelwarrant additional investigations. The side slope instability and failureof the principal spillway has been investigated thoroughly by the SoilConservation Service. The summary, conclusions, and recommendations

of the SCS investigation reports are reproduced herein in Appendix B.The test flood for this dam has been determined to be the ProbableMaximum Flood (PMF), based on a classification of INTERMEDIATE sizeand HIGH hazard. The drainage area is 10.8 square miles and the testflood is 21,060 CFS. ' Routing the test flood through the reservoir, withthe initial pool level at to~e normal recreation stage, resulted in testI flood outflow of 14,960 CFS which does not exceed the capacity of thespillways. Total discharge capacity with water at top of dam is 16,150CFS.

Failure of the dam will pose a serious threat to approximately 25 houses* and buildings, one major road bridge, one secondary road bridge, 9000

feet of major road, and a cemetery in addition to damage caused by thePMF flow through the spillway and tributary drainage areas.

A great deal of maintenance and major remedial work as listed in Section7 must be undertaken by the Owner. Listed items include: repair ofriser structure, develop access to top of dam, determine cause of andcorrect slope failures and causes of erosion of slopes.

The recommendations for additional investigations and recommendedremedial measures as listed in Section 7 should be implemented withinone year of receipt of this report by the Owner.

OF f4S

SJOHN W.S POWERS --

No. 23106

4 C/STh?V~"IAL.

John W. PowersMassachusetts Registration 23106

This Phase I Inspection Report on Clam Lake Damhas been Tevieved by the undersigned Reviev Board members. In ouropinion, the reported findings, conclusions, and recommendations areconsistent with the Recommended Guidelines for Safety Inspection ofPas. and with good engineering judgment and practice, and Is herebysubmitted for approval.

04" "O

CARNEY M. TERZIA, MEMBERDesign BranchEngineering Division

RICHARD DI NO, EERWater Control BranchEngineering Division

ARAMAST MAHTESIAN, CHAIR.(ANGeotechnical Engineering BranchEngineering Division

APPROVAL UECOO(EfEDs

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PREFACE

This report is prepared under guidance contained in the RecommendedGuidelines for Safety Inspection of Dams for Phase I Investigations.Copies of these guidelines may be obtained from the Office of Chief ofEngineers, Washington, D.C. 20314. The purpose of a Phase I Investi-gation is to identify expeditiously those dams which may pose hazardsto human life or property. The assessment of the general condition ofthe dam is based upon available data and visual inspections. Detailedinvestigation, and analyses involving topographic mapping, subsurfaceinvestigations, testing, and detailed computational evaluations are be-yond the scope of a Phase I investigation: however, the investigation isintended to identify any need for such studies.

In reviewing this report, it should be realized that the reported condi-tion of the dam is based on observations of field conditions at the timeof inspection along with data available to the inspection team. In caseswhere the reservoir was lowered or drained prior to inspection, suchaction, while improving the stability and safety of the dam, removes thenormal load on the structure and may obscure certain conditions whichmight otherwise be detectable if inspected under the normal operatingenvironment of the structure.

It is important to note that the condition of a dam depends on numerousand constantly changing internal and external conditions, and is ev'olution-ary in nature. It would be incorrect to assume that the present condi-tion of the dam will continue to represent the condition of the dam atsome point in the future. Only through continued care and inspectioncan there be any chance that unsafe conditions be detected.

Phase I inspections are not intended to provide detailed hydrologic andhydraulic analyses. In accordance with the established Guidelines, theSpillway Test flood is based on the estimated "Probable Maximum Flood"for the region (greatest reasonably possible storm runoff), or fractionsthereof. Because of the magnitude and rarity of such a storm event, afinding that a spillway will not pass the test flood should not be inter-preted as necessarily posing a highly inadequate condition. The testflood provides a measure of relative spillway capacity and serves as anaide in determining the need for more detailed hydrologic and hydraulicstudies, considering the size of the dam, its general condition, and thedownstream damage potential.

The Phase I Investigation does not include an assessment of the needfor fences, gates, no-trespassing signs, repairs to existing fences andrailings and other items which may be needed to minimize trespass andprovide greater security for the facility and safety to the public. Anevaluation of the project for compliance with OSHA rules and regulationsis also excluded.

TABLE OF CONTENTS

Section Pape

LETTER OF TRANSMITTAL

BRIEF ASSESSMENT

REVIEW BOARD SIGNATURE SHEET

PREFACE

TABLE OF CONTENTS ii-iv

OVERVIEW PHOTO v

LOCUS PLAN 1 vi

LOCUS PLAN 2 vii

REPORT

1. PROJECT INFORMATION

1.1 General 1-1

a. Authority 1-1b. Purpose of Inspection 1-1C. Scope 1-1

1.2 Description of Project 1-1

a. Location 1-1b. Description of Dam and Appurtenances 1-2C. Size Classification 1-5d. Hazard Classification 1-5e. Ownership 1-5f. Operator 1-5g. Purpose of Dam 1-6h. Design and Construction History 1-6i. Normal Operational Procedure 1-6

1.3 Pertinent Data 1-6

2. ENGINEERING DATA 2-1

2.1 Design Data 2-1

2.2 Construction Data 2-1

2.3 Operation Data 2-1

2.4 Evaluation of Data 2-1

Section Page

3. VISUAL INSPECTION 3-1

3.1 Findings 3-1

a. General 3-1b. Dam 3-1C. Appurtenant Structures 3-3d. Reservoir Area 3-4e. Downstream Channel 3-4

3.2 Evaluation 3-4

4. OPERATIONAL AND MAINTENANCE PROCEDURES 4-1

4.1 Operational Procedures 4-1

a. General 4-1b. Description of any Warning System

in Effect 4-1

4.2 Maintenance Procedures 4-1

a. General 4-1b. Operating Facilities 4-1

4.3 Evaluation 4-1

5. EVALUATION OF HYDRAULIC/HYDROLOGIC FEATURES 5-1

5.1 General 5-1

5.2 Design Data 5-1

5.3 Experience Data 5-1

5.4 Test Flood Analysis 5-2

5.5 Dam Failure Analysis 5-2

6. EVALUATION OF STRUCTURAL STABILITY 6-1

6.1 Visual Observation 6-1

6.2 Design and Construction Data 6-1

6.3 Post- Construction Changes 6-1

6.4 Seismic Stability 6-1

Section Page

7. ASSESSMENT, RECOMMENDATIONS AND REMEDIAL 7-1MEASURES

7.1 Dam Assessment 7-1

a. Condition 7-1b. Adequacy of I nformation 7-1C. Urgency 7-1

7.2 Recommendations 7-1

7.3 Remedial Measures 7-1

7.4 Alternatives 7-2

APPENDICES

APPENDIX A - INSPECTION CHECKLIST

APPENDIX B - ENGINEERING DATA

APPENDIX C - PHOTOGRAPHS

APPENDIX D - HYDROLOGIC AND HYDRAULICCOMPUTATIONS

APPENDIX E - INFORMATION AS CONTAINED IN THENATIONAL INVENTORY OF DAMS

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I NATIONAL DAM INSPECTION PROGRAMPHASE I INSPECTION REPORT

1 CLAM LAKE DAM

I SECTION 1

PROJECT INFORMATION

j 1.1 General

(a) Authority

I Public Law 92-367, August 8, 1972, authorized the Secretaryof the Army, through the Corps of Engineers, to initiate a NationalProgram of Dam Inspection throughout the United States. TheNew England Division of the Corps of Engineers has been assignedthe responsibility of supervising the inspection of dams within theNew England Region. Tighe & Bond/SCI has been retained by theNew England Division to inspect and report on selected dams inMassachusetts. Authorization and notice to proceed were issued toTighe & Bond/SCI under a letter of October 24, 1979 from ColonelWilliam E. Hodgson, Jr., Corps of Engineers. Contract No. DACW-33-80-C-0005 has been assigned by the Corps of Engineers for this

I(b) Purpose

1) Perform technical inspection and evaluation of non-federaldams to identify conditions which threaten the public safetyand thus permit correction in a timely manner by non-federalinterests.

2) Encourage and prepare the states to initiate quicklyeffective dam safety programs for non -federal dams.

3) Update, verify, and complete the National Inventory ofDams.

I(c) ScopeThe program provides for the inspection of non-federal dams

in the high hazard potential category based upon location of thedams, and those dams in the significant hazard potential categorybelieved to represent an immediate danger based on condition ofthe dams.

1.2 Description of Project

(a) Location

The Clam Lake Dam is located within the Town of Sandisfield,Massachusetts, on the Clam River about three miles upstream fromWest New Boston. The Clam River is a tributary of the West

Branch of the Farmington River. The dam is accessible by way ofMontville-Beech Plain Road from West New Boston.

The dam is located on the U.S.G.S. Otis, Mass., quadrangleat longitude N 42*-O8'-18I and latitude W 730-061-24". Refer to

the location plan, and Appendix 8 for additional information.(b) Description of Dam & Appurtenances

The dam consists of an earthfill embankment, a principalI spillway consisting of a reinforced concrete drop inlet structurehaving a two stage riser section, a 60-inch diameter reinforcedconcrete outlet conduit, and a plunge pool excavated in ledge atthe conduit outlet. An emergency spillway is located on the leftabutment and consists of a grass covered, partly earth excavatedthrough natural ground and partly earth filled channel. The crestof the spillway is provided with a 12" wide concrete weir.

1) Embankment (See pages B-5, B-6, 8-7, B-9 and 8-10)

The following information has been taken from the Con-struction Drawings dated 1972.

The dam embankment is approximately 950 feet long andhas a maximum structural height of 94 feet. The upstreamslope is 3 horizontal on 1 vertical and has a 20 foot terrace(horizontal section) at elev. 1145.0, which is the approximatelevel of the normal recreation pool. The downstream slope is2.5 horizontal on 1 vertical, and the width of the top of damis 26 feet. The upper portion of the upstream slope surfaceis covered with dumped riprap from 5 feet below the normalpool elevation to the top of the dam.

The embankment material is sand, silty with gravel. A10' wide section of drain fill beginning 41' from the damcenterline, extends from about elevation 1156.0 on a slope of1.5 horizontal to 1 vertical to the foundation, which is bedrockand glacial till. The drain fill extends the full length of thedam and is provided with a foundation drain conduit whichoutlets at each side of the 60"1 conduit at the endwall. Acutoff trench consisting of the sand, silty with gravel islocated beneath the embankment along the centerline of the

daThe downstream embankment, and upper portion of theupstream embankment are covered with riprap.

2) Principal Spillway (See pages B-9, B-10, and B-12)

The principal spillway consists of a reinforced concretedrop inlet structure with a sluice gate controlled inlet pipe atinvert elevation 1100.00 for the pond drain, a sluice gatecontrolled orifice inlet at invert elevation 1141.3 for the lowlevel bottom release, an uncontrolled orifice at elevation

1-21

1143.3 for the high level bottom release, uncontrol weirs atelevation 1144.3 for the normal pool level and uncontrolledweirs at elevation 1153.0 for the high stage outlet.

The riser structure is 5912 feet high from the base of thefoundation to the top of the structure. The inside dimensionsare 5 feet x 15 feet.

The structure is provided with a gate well having dimen-sions of 2.5 feet x 5.5 feet which extends from elevation1097.0 to 1143.3. Provision for stop logs exist from 1143.3 to1144.3. The purpose of the gate well is to provide facilitiesfor gating the pond drain and to provide a bottom release ofwater when the impoundment level is below the normal poolelevation of 1144.3.

The walls of the riser normal to the centerline of thedam vary in thickness from 36" beginning at the base to aheight of 9 feet and decrease in thickness by 3"1 every 5 feetto a height of 44 feet above the base. From 44 feet abovethe base to the crest of the high stage weir the walls are 12"thick. The walls of the riser parallel to the centerline of thedam, including the gate well walls are 12" thick from top tobottom. (See Sheet B-12)

The top of the riser is provided with flared out walls,450 to the horizontal, parallel to the centerline of the dam,from 45.5 feet above the base to 55.5 feet. At 55.5 feetabove the base to 59.5 feet the walls are vertical.

Trash racks of galvanized steel angles are providedbetween the flared walls to prevent the clogging of the highstage weir. Also, a galvanized steel angle trash rack isformed over the top of the gate well to prevent debris fromclogging that opening.

The bottom of the riser is formed to make a transitionfrom the rectangular vertical section to a 60"1 diameter outletpipe.

The inside bottom elevation of the riser structure is1097.0. The low level and high level bottom release orificesare located on the upstream side of the riser inside the gatewell. The low level orifice is 17"1 x 12" and the high levelorifice is 4 feet x 12 inches. These orifices are at elevations1141.3 and 1143.3 respectively. The normal pool level orificeis located on the side faces of the riser and measures 53inches wide x 12 inches high with an invert elevation of1144.3. The high level overflow weirs are formed by the topsof the riser section walls and have a total length of 30 feetwith a crest elevation of 1153.0. The two flared walls of theriser act as anti-vortex walls perpendicular to and across thetop of the weir walls with a solid concrete platform bridgingthe two walls and acting as the support for the sluice gateoperator stands.

1-3

The sluice gate which controls the 48 inch diameter ponddrain is a 48 inch square gate mounted on a 12 inch deep wallthimble. The gate is operated by a rising stem, crank operated,gear assisted floor stand located on the top of the riserstructure.

The sluice gate which controls the low stage bottomrelease is a 12"1 x 17"1 gate which opens downward. The gateis operated by a rising stem, hand wheel operated, floorstand located on top of the riser.

The pond drain pipe consists of about 120 feet of 48inch diameter reinforced concrete water pipe conduit with aconcrete bedding and reinforced concrete inlet structure.This conduit enters the riser structure through the upstreamside of the gate well on the riser.

The principal spillway structure has a 60 inch diameteroutlet conduit which discharges to a plunge pool located atthe downstream toe of the dam. The 60 inch diameter conduitconsists of reinforced concrete water pipe with a continuousconcrete bedding and nine reinforced concrete anti-seepcollars. The pipe has an inlet invert elevation of 1097.0 andan outlet invert elevation of 1088.0 with an overall length of312 feet.

The plunge pool is constructed from excavated ledge andis approximately 50 feet long x 12 feet wide with a toe wallspanning across the downstream end of the flow path todissipate the energy from the high velocity outlet flow fromthe 60 inch diameter conduit during flood flows.

3) Emergency Spillway (See pages B-6 and B-li)

The emergency spillway consists of a grass coveredearth fill and earth excavated channel on the left abutment ofthe dam. The spillway channel has a control section approxi-mately at elevation 1172.0 which is 385 feet wide and 50 feetlong. A 12 inch wide buried concrete curb weir is located atthe downstream end of the flat crest of the spillway. Thespillway approach channel, along the centerline, slopes upwardat 4% from the impoundment area. The discharge channelslopes downward at 3% to the edge of a steeper dischargeslope. The spillway discharges down a 2 horizontal to 1vertical slope at the toe of which is original ground downstreamof the dam. The side slopes of the spillway channel are at 2horizontal to 1 vertical. The maximum depth of excavation isI just upstream of the control section and is about 32 feet.The control section is approximately 6 feet below the top ofthe dam.

'I The maximum depth of fill in the discharge channel ofthe emergency spillway is about 48 feet.

1-4

The toe of the emergency spillway left side slope isprovided with a drain composed of sand and gravel with a 6"'drainpipe discharging at both ends of the spillway. Thedrain is not continuous through the crest of the spillwaybeing interrupted by the emergency spillway weir controlsection.

4) Foundation and Embankment Drainage (See page B-)

A trench drain of clean sand and gravel extends into thefoundation at the toe of the drainfill. The trench drainextends from the principal spillway conduit left about 490 ft.and right about 240 ft., with a 4 inch diameter A.C. perforateddrain pipe extending 425 ft. left and 175 feet right of theprincipal spillway. Both 4 inch diameter trench drain outletpipes discharge into the plunge pool basin through the endwall at the outlet of the principal spillway. Also, a blanketdrain is provided at the valley floor section about 140' wideand extending horizontally from the toe of the drain fill tothe toe of the dam.

(c) Size Classification

The dam's maximum impoundment (computed to the top of thedam) of about 3800 acre-feet and structural height of 94 feet placeit in the INTERMEDIATE size classification.

(d) Hazard Classification

The hazard potential classification for this dam is HIGH be-cause of the significant potential for loss of human life and propertywhich may occur in the event of a failure. There is a high potentialfor damaging about 25 houses with attendant probable loss of morethan a few lives, as well as one major bridge, one secondarybridge, 9000 feet of major road and a cemetery.

(e) Ownership

The Clam Lake dam is owned by the Commonwealth of Massa-chusetts, Division of Water Resources. The address is as follows:

Commonwealth of MassachusettsDepartment of Environmental ManagementDivision of Water Resources100 Cambridge StreetBoston, Massachusetts 02202Telephone No.: 617-727-3170

(f) Operator

j The operation of the Clam Lake Dam is the responsibility ofthe Commonwealth of Massachusetts, Department of EnvironmentalManagement, Division of Forests and Parks. The regional officeresponsible for the dam is as follows:

1-5

Commonwealth of MassachusettsDepartment of Environmental ManagementDivision of Forests and ParksPittsfield State ForestCascade StreetPittsfield, Massachusetts 01201

Mr. Douglas G. Poland is the Regional Supervisor. Thetelephone number is 413-442-8992.

(g) Purpose of Dam

The Clam Lake Dam is a multi ple-pu rpose dam which is designedto maintain a low level recreation pool and provide flood waterstorage to reduce downstream flooding from the dam's drainagearea. Stored flood water would be gradually released through lowand high level inlets of the principal spillway.

(h) Design and Construction History

The Clam Lake Dam was designed by the U.S. Department ofAgriculture, Soil Conservation Service. It was completed in thefall of 1977 and has not been in operation since that time becauseof deficiencies in the emergency spillway slope stability and theprincipal spillway riser. The Owner, Commonwealth of Massachusetts,and the SCS are presently planning corrective measures deemednecessary by them as reported in investigations conducted in early1978. (See Page B-i)

(i) Normal Operation Procedure

The Clam Lake Dam would normally be self regulating with theonly controlled outlets being the pond drain and the low levelbottom release. These outlets are operated only as part of infre-quent maintenance checks.

1.3 Pertinent Data

(a) Drainage Area

The drainage area for the Clam Lake Dam covers approximately10.8 square miles. The upper portion of the drainage area hassome swamps and existing natural and manmade impoundments fromwhich the Clam River originates, and the surrounding perimeterareas are primarily mountainous woodland with some open areas.There is some development of farms and homes within the water-shed area.

(b) Discharge at Dam Site

Normal discharge at the site is via the low level and highIlevel inlets to the principal spillway and through the 60 inchdiameter outlet conduit to the downstream channel. If flood flowsoccur of sufficient magnitude and duration to fill the flood water

1-6

I

storage available, then excess flow will be discharged around thedam via the emergency spillway channel.

1) Outlet works (conduit) size 60 inch, Invert Elev. 1097.0and Discharge Capacity 950 cfs at Elevation 1178.

2) Maximum known flood at dam site - Unknown

3) Ungated spillway capacity, principal and emergency, attop of dam - 16,150 cfs at 1178 elev.

4) Ungated spillway capacity at test flood elevation - 14,960cfs at 1177.7 elev.

5) Gated spillway capacity at normal pool elevation: None

6) Gated spillway at test flood elevation: None

7) Total spillway capacity at test flood elevation - 14,960 cfsat 1177.7 elev. (Same as #4)

8) Total project discharge (principal and emergency spillways)at top of dam - 16,150 cfs at 1178.0 elev. (Same as #3)

9) Total project discharge at test flood elevation - 14,960 cfsat 1177.7 elev. (Same as #4)

(c) Elevation (ft. above MSL)

1) Streambed at toe of dam - 1084±

2) Bottom of cutoff - 1079±

3) Maximum tailwater - Unknown

4) Normal Recreation pool - 1144.3

5) Full flood control pool - 1172

6) Emergency spillway crest - crest elev. 1172 ungated

7) Design surcharge - 1173.68

8) Top of dam - 1178.0

9) Test flood surcharge - 1177.7

(d) Reservoir (Length in feet)

1) Normal pool - 3500 ft±

2) Flood Control pool - 6600 ft±

3) Emergency spillway crest pool - (Same as 2)

1-7

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4) Top of dam - 7000 ft±

5) Test flood pool - (Same as 4)

(e) Storage (acre-feet)

1) Normal pool - 750

2) Flood control pool - 3060

3) Spillway crest pool

a) Low stage crest - 750

b) High stage crest - 1310

c) Emergency spillway - 3060

4) Top of dam - 3840

5) Test flood pool - 3800

(f) Reservoir Surface (acres)

1) Normal pool - 47

2) Flood-control pool - 120.5

3) Spillway crest

a) Low stage crest - 47

b) High stage crest - 67

c) Emerg. spillway crest - 120.5

4) Test flood pool - 139

5) Top of dam - 140

(g) Dam

1) Type - Earth embankment

2) Length - 950 ft±

3) Height - 94 ft±

4) Top Width - 26 ft

5) Side Slopes - 3 hor. on 1 vert. on upstream face, with20 ft. terrace at elev. 1143.0 of upstream embankment.2.5 hor. on 1 vert. on downstream face.

II 1-8

6) Zoning - Homogeneous, semi-pervious sand, silty with

gravel

7) Impervious Core - None

8) Cutoff - Variable width and depth, sand, silty withgravel earthfill

9) Grout curtain - None

(h) Diversion and Regulating Tunnel

Not applicable

(i) Spillways

1) Type:

a) Principal spillway: Reinforced concrete dropinlet

b) Emergency spillway: Grass covered, earth filland excavated channelwith level control section.Buried concrete curb weirat downstream end of levelsection at same elevation

2) Length of weir:

a) Pond drain inlet: 48 inch diameter pipe

b) Low stage bottom Rectangular orifice 17 inchesrelease (gated): wide x 12 inches high

c) High stage bottom Rectangular orifice 4 feetrelease (ungated): wide x 1 foot high

d) Low stage inlet, Two rectangular orifices 4.4feet wide x 1 foot high

e) High stage inlet: Two weirs 15 ft. long30 ft.

f) Emergency spillway: 385 ft.

(3) Crest Elevation

a) Pond drain inlet: 1100.0 inv.

b) Low stage bottom

release 1141.3

1-9

- 0V

I

c) High stage bottomrelease 1143.3

d) Low stage inlet: 1144.3

e) High stage inlet: 1153.0

f) Emergency spillway: 1172.0

(4) Gates: 48 inch square sluice gate on pond drain inletand 17 inch x 12 inch open down, low stagebottom release

(5) Upstream channel:

a) Principal Spillway: Stream bed (no impound-ment)

b) Emergency Spillway: Grass covered earth filland excavated channel.

(6) Downstream Channel:

a) Principal Spillway: Ledge excavated plungepool to natural streamchannel through narrowvalley

b) Emergency Spillway: Grass covered, earth filland excavated channel

(j) Regulating Outlets

The regulated outlets from the dam include the pond drainand the low stage bottom release. The pond drain is controlled bya manually operated 48 inch square sluice gate. This gate islocated on the outside face of the principal spillway riser insidethe gate well with its invert at elevation 1098. The floor standoperator is located on the top of the principal spillway riser. Thegate is a Rodney Hunt, seating type, with a rising stem gearassisted operator having the following identification:

43939-2S-5020A

The gate would normally be in the closed position, if the reservoirwas functional and would only be operated for maintenance checksand normal (permanent) pool dewatering purposes.

The low stage bottom release is controlled by a manuallyoperated rectangular 17 inch x 12 inch sluice gate. This gate islocated on the inside of the face of the principal spillway riserwith its invert at elevation 1141.3. The floor stand operator islocated on the top of the principal spillway riser. The gate is a

1-10

Rodney Hunt, non-seating type, open down and the operator hasthe following identification:

43939-2S -2600A

The gate is normally in the closed position and would only beoperated for maintenance checks and when the normal pool is belowthe high stage bottom release elevation.

SECTION 2 -ENGINEERING DATA

2.1 Design Data

The design data for the Clam Lake Dam provided by the Soil Con-servation Service includes hydrologic and hydraulic computations andsummaries, structural calculations, a geological report, soil laboratorytest data, a summary of embankment slope stability analysis, and otherdesign information all contained within a "Design Report" dated January1971. The design of the dam and appurtenances is based primarily ona number of Sail Conservation Service Publications which are listed inthe General Section of the Design Report.

2.2 Construction Data

Design drawings were available for the Clam Lake Dam. Thesedrawings have been reviewed and found to show good agreement withthe visual inspection. Since deficiencies have been noted by the Ownerand the Soil Conservation Service, "As Built" record drawings have notbeen issued pending the completion of remedial measures. Completedrecord drawings may be reviewed at the USDA Soil Conservation ServiceOffice, Cottage Street, Amherst, Massachusetts 01002.

Appendix B contains copies of the more important design drawings.These copies have been made from originals provided by the Soil Con-servation Service.

2.3 Operational Data

The dam has not been put into service due to a number of recognizeddeficiencies. Therefore, no operational data is available. Under normaloperating conditions, the hydraulics of the principal spillway wouldmaintain a low level recreation pool.

2.4 Evaluation of Data

(a) Availability

Sufficient data is available to permit an evaluation of the damwhen combined with findings of the visual inspection.

(b) Adequacy

There is sufficient design and construction data to permit anassessment of dam safety when combined with the visual inspection,past performance, and sound engineering judgment.

(c) Validity

Since the observations of the inspection team generally confirm

the available data, a satisfactory evaluation for validity is indicated.

2-1

I

SECTION 3 - VISUAL INSPECTION

3.1 Findings

(a) General

The Clam Lake Dam, No MA 01052 was in POOR condition atthe time of the inspection.

(b) Dam

1) Earth Embankment

There are many areas on the downstream slope of thedam where the riprap bedding has washed out. Many areasaround the outlet conduit headwall and the swale formed bythe intersection of the dam embankment and the emergencyspillway embankment showed signs of similar erosion of thebedding material.

The upstream slope near the top of the dam is notuniform due either to improper grading during construction orsubsequent settlement.

Some trespassing was noted on the upstream slope betweenthe base of the dam and the beginning of the riprap protectivecover. The trespassing appeared to be of the 4 wheel drivevehicle and motorcycle type. Unprotected earth slope areasof the upstream face of the embankment (below elevation1145.0) are exposed to surface water erosion. There weresigns that the reservoir pool has been as high as elevation1134; whether due to flood flows exceeding the capacity ofthe 48 inch drain or to unauthorized closing of the ponddrain sluice gate is unknown.

Flowing water was noted in the drainage channel at theright toe of the downstream face of the embankment. Sincethere was no water impounded at the time of the inspection,it can be concluded that the source of this water is groundwater from the right abutment area.

There was no discharge in either foundation drain outlet.The ends of the drain pipes have been damaged by vandals;the right drain pipe was broken off inside the sleeve throughthe headwall.

A serious condition exists relative to the accessibility ofthe top of the dam. Access is by way of Montville BeechPlain Road to the toe of the dam or across the emergencyspillway from Beech Plain Road; access by vehicle by eitherof these routes is difficult to impossible; neither route wouldbe available during flood conditions since these routes wouldbe blocked by impounded water in the reservoir.

3-1

IC

2) Emergency Spillway

The emergency spillway is in poor condition.

The left slope of the spillway channel is unstable due tothe existence of a stream diverted along the top of the slope.I The slope is saturated and slippage has occurred in manyareas. It is reported that this stream has overflowed thediversion channel eroding the side slope of the spillwayj channel.

Trespassing by four wheel drive vehicles and motorcycleshas aggravated the condition of the slope. During constructionof the dam and spillway, the unstable condition of the slopewas recognized and crushed stone was placed on the slope asa remedial measure. This has proven to be less than effective.

Erosion of the downstream face of the emergency spillwaytraining wall embankment was noted between the crest and thebeginning of the riprap. Small channels have been eroded byrunoff because of the lack of vegetation cover.

The spillway at the transition from the discharge channelto the riprap protected discharge slope is severely erodedand the riprap is being undercut by runoff. Failure of theslope at the transition due to local runoff indicates thatserious erosion problems will result when the emergencyspillway is in operation.

The right training dike embankment of the emergencyspillway, downstream of the spillway crest, is eroding underthe riprap cover.

The right downstream training dike does not have sufficientvegetative cover to prevent erosion when the spillway isoperating. Also, the right side of spillway floor downstreamof the spillway crest slopes about 6 inches in 100 feet towardthe training dike. This will result in an imbalanced flowagainst the training wall and erosion could cause the dike tofail.

The vegetative growth on the spillway floor and slopes isinadequate to prevent surface water erosion or erosion due tospillway flood flows.

The crest and weir wall are in good condition and thegrade along the centerline of the emergency spillway appears

to conform to the construction plans.

3-2

c) Appurtenant Structure

1) Drop Inlet Principal Spillway

The principal spillway riser to the top of the trans-ition section is in poor condition. Cracks, up to 1/16inch wide were found running continuous from the floorup the walls and running across the transition sectionceiling, indicating probable structural weakening of theintegrity of the transition section at the base of theriser. Some form ties have either not been cut off,have been poorly patched after being cut off, or havenot been patched at all.

The riser structure above the transition sectionappeared to be in good condition.

The stems and guides for the pond drain sluicegate have been damaged. Guides are broken and thestem is distorted. This damage appears to be the workof vandals.

The gate operators appear to be in good condition,but require some lubrication. Most of the nuts used tofasten the bottom release operator and the pond drainoperator are loose.

Vandals have removed the manhole cover at the topof the riser and dropped it into the riser structure.

2) Pond Drain Inlet Structure and Conduit

The pond drain inlet structure is in poor condition.The headwall and wing walls are cracked. Evidence ofvertical and horizontal movement of the wing walls suggestfoundation failure and shear or moment failure at theinterface joint between the head and wing walls. Thetrash rack bars on the pond drain inlet opening aredamaged and cannot function as intended.

The 48 inch diameter pond drain pipe appeared tobe in good condition with no visible misalignment ordefective joints.

3) Outlet Conduit

The 60 inch diameter conduit was found to be ingood condition. The first joint downstream of the riserstructure appears to have been grouted. All otherjoints were found to be evenly spaced and no evidence

of prior leakage was observed in the conduit.

3-3

4) Plunge Pool and End Wall

The plunge pool which as cut in ledge appears tobe in good condition and functioning as intended.

The end wall at the outlet of the 60 inch diameterconduit is in fair condition. There is vertical crackfrom the top of the outlet conduit to the top of the wall.Also, the right top corner of the endwall has beenfractured by vandals.

(d Reservoir Area

The shore of the reservoir is generally medium sloping wood-land. It appears stable and in good condition.

(e) Downstream Channel

The downstream channel is in good condition with no vegeta-tion encroachment. The channel immediately downstream of thedam is unobstructed. Riprap protection of the channel is in goodcondition and appears to be adequate.

3.2 Evaluation

The dam is in poor condition with areas for additional investigationand/or remedial work being as follows:

a) Bedding material is eroding from beneath the riprap slopeprotection on the downstream face of the embankment.

b) Unprotected earth surfaces on the upstream face of theembankment (submerged by normal pool under operatingconditions) are subject to surface water erosion as well aserosion due to fill and draw cycles during high runoff periods.

c) The upstream slope surface is not uniform.

d) There appears to be frequent trespassing on the embankmentand the emergency spillway channel side slopes.

e) The outlet ends of the foundation drain pipe are damaged.

f) There is no reasonable access to the top of the dam at anytime and no access at all in full flood time.

g) The left slope of the emergency spillway channel is unstable.

h) The transition from emergency spillway discharge channel tothe riprap protected discharge is severely eroded.

i) The right training wall of the emergency spillway dischargechannel is not protected against erosion.

3-4

j) The downstream end of the emergency spillway channel floorslopes toward the right training wall.

k) The inlet structure at the entrance to the pond drain conduitis structurally unsound.

I) The principal spillway transition section is structurally unsound.

m) The stem guides for the pond drain sluice gate have beendamaged.

n) Most of the nuts on the sluice gate operating stands areloose.

o) The first joint in the 60-inch outlet conduit downstream of theriser structure appears to have been grouted.

p) The end wall at the outlet of the 60 inch diameter conduit iscracked.

q) The emergency spillway pitches back towards the face ofdam. In the event of overtopping or erosion of emergencyspillway training dike erosion of the unprotected dam facecould occur.

r) The reservoir was not storing water and therefore otherpossible problems, such as leakage, could not be viewed.

3-5

SECTION 4 -OPERATIONAL ANDMAINTENANCE PROCEDURES

4.1 Operational Procedures

(a) General

No written operational procedures are available for this dam.The dam would be self regulating when in operation. The sluice1 gate on the pond drain and the low stage bottom release wouldnormally be closed and would not routinely be operated.

j (b) Description of Warning System In Effect

There is no written warning system in effect.

4.2 Maintenance Procedures

(a) General

An annual inspection is made by the Soil Conservation Serviceand recommendations resulting from this inspection would normallybe implemented by the Massachusetts Division of Forests and Parksif the dam was in service.

Typical maintenance items assigned to the Division of Forestsand Parks includes liming and fertilizing, mowing, clearing ofaccumulated debris, etc. At the time of this Phase I inspectionsome items of maintenance such as liming and fertilizing are notbeing carried out because of the proposed major modification workwhich is anticipated.

(b) Operational Facilities

Discussions with Division of Forests and Parks personnelindicated that the sluice gate for the pond drain is not operatedbut remains in the open position because they are aware of thepoor condition of the dam's emergency and principal spillways.Also, the low stage bottom release is not operated because there isno requirement to do so at this time. A visual inspection of thegate operators indicated that lubrication is required.

There are no other facilities which require operation.

4.3 Evaluation

Since the dam is not in service and will not be placed in serviceuntil such time as the spillway problems are resolved, a valid evaluationof the operation and maintenance procedures cannot be made. It mustbe pointed out, however, that if a major storm event occurs beforeremedial repairs are completed, in which the capacity of the low leveloutlet weir was exceeded, the dam would impound water up to theelevation of the high level outlet weir or possibly the emergency spillwaycrest level. If such an event should occur, it could, in turn, result in

4-1

a significant increase in the loading on the spillway riser, thus aggrevatingthe previously discussed evidence of structural instability of the risertransition section.

A formal, written downstream emergency flood warning systemshould be developed for this dam before it is placed in service.

4-2

SECTION 5 - EVALUATION OF HYDRAULIC!

HYDROLOGIC FEATURES

5.1 General

Clam Lake Dam, No. .k 01052, is a multiple-purpose recreationand floodwater storage facility which was designed by the Soil Conser-vation Service (SCS), as part of the overall Clam River flood protectionp roj ect.

The dam is located on the Clam River about 3 miles upstream ofthe Village of West New Boston in the Town of Sandisfield, Massachu-setts and is about 4.5 miles upstream from the confluence of the ClamRiver with the West Branch of the Farmington River.

The drainage area upstream of the dam is 10.8 square miles withgenerally mountainous topography.

Development within the watershed is very limited and consists ofonly a few structures which appear on the USGS quadrangle sheet.The area is mostly wooded with only a minor amount of open fields andponds.

The dam itself is about 950 feet long and 94 feet high, and is anearthfill embankment. The facility has a principal spillway which main-tains a low stage recreation pool and discharges all normal stream flowsvia a 60-inch diameter conduit through the dam. An emergency spillway,consisting of a 385 ft. wide earth fill and excavated channel with agrass cover, is designed to carry flood flows which exceed the storagecapacity, at elevation 1172, of the impoundment around the dam to thedownstream channel.

5.2 Design Data

The hydraulic features of the Clam Lake Dam have been designedby the S.C.S. to retard a 100 year frequency storm without dischargeoccurring in the emergency spillway. The calculations included in theSCS Design Report include storage vs. elevation, stage dischargecurves for the combined spillways, and routing of the 100 year frequencystorm through the reservoir. These calculations are dated 1971.

The SCS has established the elevation of the low stage outlet as1144.3 which provides 750 acre-feet of storage including 2 acre-feet ofsediment storage. The high stage storage was set at elevaton 1153.0providing an additional 560 acre-feet of storage, and the emergencyspillway crest set at elevation 1172 providing an additional 1750 acre-feetof storage above the 1153 level pool, resulting in a total flood storagepool of 2310 acre-feet.

5.3 Experience Data

No records of flow or stage are known to be available for the ClamLake Dam since it has just recently been completed and has not beenplaced in service.

5-1

5.4 Test Flood Analysis

The selection of the test flood is based on the Corps of Engineers,"Recommended Guidelines for Safety Inspection of Dams," dated November1976. These guidelines state that dams classified as "Intermediate" insize, and "High" in hazard potential be tested against the "ProbableMaximum Flood" for the region within which the dam is located.

The determination of the PMF for the Clam Lake Dam is based onthe Corps of Engineers "Preliminary Guidance for Estimating MaximumProbable Discharges in Phase I Dam Safety Investigations" dated March1978. The test flood was determined by reference to the mountainouscurve in this "Guidance" for a drainage area of 10.2 square miles.

The unit flow of 1,950 cfs per square mile which results in an PMFof 21,060 cfs for the Clam Lake Dam.

The purpose of this Phase I investigation is to assess the dam'sovertopping potential and its ability to store and/or discharge the testflood. This requires determing the storage characteristics of the im-poundment area and the stage vs. discharge characteristics of thespillway. The SCS design report tabulates all of this data, and ourreview has determined the information to be in accordance with standarddesign practices, therefore, as noted in the computations included inAppendix D, this information has been utilized in performing the testflood analysis.

The test flood has been routed through the reservoir using theiteration process as outlined in the Corps of Engineers, "PreliminaryGuidance for Estimating Probable Maximum Discharges in Phase I DamSafety Inspections." The results of routing the PMF through thereservoir indicate that the storage capacity of the impoundment area willreduce the PMF inflow of 21 ,060 cfs to a reservoir outflow of approximately14,960 cfs. This assumes that the level of the recreation pond is atelevation 1143.3 at the start of the storm, and the entire flood storagevolume is available. Elevation 1,153.0 is the crest elevation of the highstage overflow weirs.

The combined spillways have a discharge capacity with the waterlevel at the top of the dam of 16,150 cfs which is sufficient to pass thecalculated PMF outflow ot 14,960.

5.5 Dam Failure Analysis

A dam failure analysis using the procedures in the Corps of Engi-neers, "Rule of Thumb Guidance for Estimating Downstream FailureHydrographs" dated April, 1978, was performed for the Clam Lake Dam.The assumed conditions are as follows:

1. Water level prior to breach is at top of dam elevation.

2. Stream flow at time of breach is PMF test flood for the reachin question.

5-2

3. Stream flow at confluence, is PMF for tributary watershed.

Prior to dam failure the PMF outflow from the dam and the PMFf rom tributary drainage areas will cause significant damage downstreamand possibly the lose of a few lives. The damage that will resultincludes 11 houses, four bridges and 13,000 feet of roadway.

For an assumed breach equal to 40 percent of the dam widthcomputed at half height, the breached width is 236 ft. The resultingj dam failure flow using a water height of 94 ft. is 361,975 cfs.

The first area impacted by the dam failure is at a crossing ofMontville-Beech Plain Road. There is a steel beam-wood deck bridge atthe crossing. The roadway will be severely overtopped and the struc-ture inundated by about 34 feet of water. The structure can be expectedto fail and the roadway washed out.

The second and major area impacted by the dam failure is theVillage of West New Boston at the confluence of the Clam River and theBuck River. The failure of the dam would result in potential lose oflives, homes, out buildings, private property, major roadways and abridge. The area will be inundated with as much as 19 feet of water.

The third area to be impacted would be an area west of NewBoston near the intersection of Beech Plain Road and New Boston-NewHartford Road. The failure of the dam in this area will result in poten-tial loss of lives, homes, outbuildings, private property, major roadways,a cemetery and a major road bridge. The area would be inundated byas much as 11 feet of water.

The fourth area to be impacted by the dam failure would be theVillage of Roosterville, which is on the West Branch of the FarmingtonRiver. The failure of the dam in this area will result in potential loseof life, homes, outbuildings, private property, a major roadway and abridge. The area would be inundated by as much as 26 feet of water.

The fifth area to be impacted by the failure of the dam would bedownstream of Roosterville on the West Branch of the Farmington Riverwhere Rt. 8 and a secondary road crosses the River. This area wouldexperience damage to the secondary road and the secondary road bridge.Since Rt. 8 has recently been constructed, it would be expected thatthe bridge would adequately pass the flood due to failure of the dam.The area would be inundated with about 26 feet of water.

The sixth area to be impacted by the dam failure flood in theColebrook Reservoir. It is estimated that sufficient storage would beavailable to retard any additional flooding downstream. The surface*1 elevation is estimated to rise about 8 feet due to the volume of floodwater from the dam failure.

5-3

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SECTION 6 - EVALUATION OF STRUCTURAL STABILITY

6.1 Visual Observation

The visual inspection of the dam embankments identified irregularitiesin the grade of the upstream slope embankment which are cause forconcern. Erosion of sand and silt from beneath the riprap, protectivelayer on the downstream embankment slope was also noted.

The principal spillway structure was found to be unstable. Crackswere noted in the transition section and those cracks showed displacement.

The inlet structure wingwalls for the pond drain are cracked anddisplacement indicates differential movement of the sections.

The left slope of the emergency spillway is unstable due to adiversion ditch at the top of slope combined with the steep side slopes.The area of the emergency spillway at the transition from the grasssurface to the riprap slope is eroded and the riprap is undercut.

The poor condition of the vegetative cover on slopes and channelbottom of the emergency spillway indicates that soil erosion could occurif the structure was in service.

6.2 Design and Construction Data

Design data for the emergency spillway side slopes and the spillwaychannel is not included in the SCS Design Report. From the designplans, it appears that a slope design at 2 horizontal to 1 vertical wasutilized but under the field conditions at the site, this slope is toosteep.

6.3 Post Construction Changes

There have been no post construction modifications to the structurebut, due to the many embankment and structural problems recognized todate, extensive studies have been made by the Soil Conservation Serviceto determine the source of the problems and to recommend correctiveactions.

6.4 Seismic Stability

The Clam Lake Dam is located in seismic zone 1. According to therecommended Corps of Engineers Guidelines, a seismic analysis is notwarranted.

6-1

SECTION 7 - ASSESSMENT, RECOMMENDATIONSAND REMEDIAL MEASURES

7.1 Dam Assessment

(a) Condition

The dam and its appurtenances are in POOR condition due tothe recognized deficiencies in the emergency spillway and principalspillway as well as numerous other deficiencies noted during thisinspection.

(b) Adequacy of information

There is sufficient design and construction data to permit anassessment of dam safety when combined with visual inspection,past performance, and sound engineering judgment.

(c) Urec

The recommendations and remedial measures described hereinshould be implemented by the owner within one year upon receiptof this Phase I Inspection Report.

7.2 Recommendations

The recommendations of this Phase I investigation are that thefollowing additional studies be made, under the supervision of a qualifiedregistered engineer:

a) Determine the cause of erosion problems throughout theproject site including:

i. Erosion of soil from beneath rip rap on the downstreamembankment slopes.

ii. Surface erosion on the upstream face of the dam.

iii. Erosion of the left slope of the emergency spillway.

and determine what corrective measures are required andimplement those corrective measures.

b) Determine causes of the slope stability problems throughoutthe project site including:

i. Undercutting of the riprap slope at the transition sectionfrom the emergency spillway.

Ni. Left slope of emergency spillway.

and determine what corrective measures are required and

implement those corrective measures.

7-1

c) Determine the cause of the upstream embankment slope irregular-ities and what corrective measures are required and implementthose corrective measures.

d) Finalize and implement a suitable design for a new riser

structure or a suitable repair of the existing structure.e) Develop reliable means of access to the top of the dam at all

conditions of runoff.

f) Determine why grout was placed in the first joint of the 60"diameter pipe out of the riser structure, determine whatcorrective measures are required and implement them.

g) Determine what corrective measures are required to pitch sideslope of emergency spillway away from face of dam and implementthose corrective measures.

h) Develop and implement a method to routinely monitor seepagethrough the dam embankment.

7.3 Remedial Measures

The recommendation of this Phase I investigation is that the followingremedial and/or maintenance items be carried out:

a) Repair right foundation drain outlet pipe at the endwall.

b) Repair the right corner of the end wall.

c) After erosion and stability problems are solved by a qualifiedregistered engineer, place topsoil where necessary and seedall exposed earth surfaces on the dam embankment, spillwaychannel and spillway training dike embankment to preventerosion of soil.

d) Rebuild the inlet structure and trash racks.

e) Repair and replace the stem guides for the pond drain gate.

f) Lubricate and exercise the two gate operators on a regularbasis.

g) Prepare a formal written downstream emergency flood warningsystem.

h) Implement measures to ensure 48 inch gate on low level spill-I way is kept in a fully open position and the reservoir normallykept "dry" until all of the above recommendation and remedialmeasures can be implemented. A program of monitoring

during periods of intense rainfall should be initiated.

7-2

I 7.4 Alternatives

I There are no meaningful alternatives to the above recommenda-

tins1

:1

I

I

II!II

I 7-3

i l l II I i

- - - - --.... . • , ,,,,,n ---- ----n -

APPENDIX A

VISUAL CHECK LIST WITH COMMENTS

INSPECTION CHECK LISTI PANO= ORGAMNiT ION

I PROCJECT Clam Lake Dam DATE 11/1/79

j WEATTER Clear and cool

I W.S. rI~V._1100± U.S.108 4 -flN.s.

RATY:

J ±. J.W. Powers. P.E.- Project Manag~r 6

2. G.H. McDonnell, P.E., Hyrloy

I 3. D.M. Lenart, P.E., Civil- - 8.

4. E.A. Moe, P.E., Soils/Hydraulics 9.

5O.H.. Dumais, Civil 10.

PROJECT :zIUE-k0 fl'2SECXD BY ?pEMIRVKS

1. All features inspected by inspection party

21.

10.

Also present:

R.Curran, U.S.D.A., Soil Conservation Service

Iim

INSPECTION CHECK LIST

jPArTY ORgaUIATIO:

P JEC-CT Clam Lake Dam DATE 11/7/79*

T~.~fl_1:00 P.M.

,,,R Sunny and Cool

W.S. '\Ozv. 11°°0 uO8 D:;..

-. E.J. Harvey, P.E.. Structural 6.

2. O.H. Dumais, Civil 7.

3. . 8.

510.

PROJECT -- JEPECD BY REMPC"R

!. Interior of principal spillway structure Dumais & Harvey

7.

F

9.

.

* Special followup inspection with SCS personnel to inspect interior of

principal spillway; arrangements made to accompany SCS personnel on this

special inspection previously scheduled by SCS.

Inspection notes for this inspection are incorporated on the following pages

with comments for our 11/1/79 inspection.

Also present: C. Dodge S.C.S. Amherst, MA officeD. Wallin S.C.S. Penn. officeL. Thomas S.C.S. Penn. officeE. Alling S.C.S. Wash.*, D.C. office0. -Grenleaf 6 GC.C. FietafieLI, NA, effiee

C. Curran S.C.S. Amherst office

9

PRULCT' Clam Lake Dam ... DATE 11/I/79

PROJECT F .UR_ All Features NAME

1 DIS CIPLE______________ NAME___________

AREA EVALUATED CONDITIONS

7tm EM13A, hN"T No access to gates if flood condition

Crest Elevation 1178.0

Current Pool Elevation 1100 (Invert of drain inlet)

Maximum Impowdment to Date 1134 (Debris and wave scars)

Surface Cracks NonePavement Condition (Rip Rap Faces) Downstream slope good but some erosion

under rock. Upstream slope near crest

not uniform.Movement or Settlement of Crest None apparent

Lateral Movement None apparent

I Vertical Aligment Good

Hzcrizontal Alignment GoodIntersection of dam & spillway slopes

Condition at Abutment and at Concrete show erosion. Sand & silt washed fromStructures under rip rap at both abutments & around

discharge end wallIndications of Movement of Structural

Items on Slopes None apparent

None apparent on rock slope, but belowTrespassing on Slopes upstream face shows some vehicular traffic.Vegitation on Slopes Poor with add'l. vegetation required.Sloughing or Erosion of Slopes or Gravel washed out from under rip rap andAbutments rock has settled 396 ft. from right abut-

ment.Rock Slope Protection - Riprap Failures Sand & silt wash out from under rip rap

during rainfall.Unusual Movement or Cracking at or None apparent

near Toes

Unusual Embankment or Downstream Flow of water running right toe channelSeepage

Se.aping or No!s * None (No water impounded)

Foundation Drainage Features' Foundation drain outlet pipes dry & endsamaged by vandals.

-oNndTs- Drain end of pipes damaged and pipes dry

I :nstruentat!Tn System oneAccess to Crest In event of flood no access to riser

flSPECTIO1 CICK LISTIOJ-) Clam Lake Dam nT 11/1/79

PROJ-T FEATURE All Features _ _ _ _

DISCZ-L:, _______________ !a__________

AREA. EVALUATED CONDITION

^I DI S -R SPL:VAy WE , APRCAC1S

a. Approach Channel

General Condition Good condition, needs grass cover

Loose Rock Overhanging Channel None

Trees Overhanging Channel None

F.Loor of Approach Charnel Good condition but more grass required

Concrete crest flush with spillway floorNo erosion protection on training wallslope.

General Condition of Concrete Good with some chips

Rust or Staining None apparent

S.alling None

Any Visible Reinforcing None

Any Seepage or Efflorescence None

Drain Holes None

c. Discharge Channel Channel floor good until the transitionbetween soil floor and riprap. Under

General Condition cutting noted & sloped section showsfailure of rockfill.

Loose Rock Overhanging Channel None

Trees Overhanging Channel None

Flocr of Channel Good grade but requires more grass

Other Obstructions Left slopes of spillway failing due todrainage ditch diversion along crest.Vehicular traffic noted on slopes farleft. Slip outs & failures noted on leftside .

d. Other Training will right no erosion protectiotAlso, s.w. floor pitch 6" in 100' to wallto cause rapid erosion.

____ ____ ___ ____ ____ ___ ___,wal ,A

L:SPECTi0'N CHECK LIT

PROj-2. Clam Lake Dam DATE 11/1/79

.%R3J-zCT YZATUR All Features _ __v_

AIVA EVALUATED COYDITICN

OUT7ZT WORYS - OUT7..ET STUC:T'_E AND

General Condition of Concreze End wall cracked at centerline of pipe.Right corner cracked from vandals.

Rust or Stanr-. None

Spalling None

Erosion or Cavitation None

Visible Reinforcing None

Any Seenage or Efflorescence None

Condition at Joints Good

0 Drain holes None

Chanr.e I

Loose Rock or Trees Overhanging NoneChannel

Condition of Discharge Channel Good

Conduit Good condition.

Joints in good condition.

0.

I _ _ _ _ _ _ _ _____

rIsPECTIO: CHECK LIST

pi-rOJECT' Clam~ Lake Dam DATE 11/1/79

* PROJECT FEATUr, All Features _________________

DISCULLl___________ AJ:____________

AREA EVALUATED CONITIOI1

"UTI-'T '. OFRKS - TAIXS MION A:D CC:7D*JIAbove embankment good.

General Condition cf Concrete Cracks noted in transition section.

Rust or Staining on Concrete Extensive staining in transition.Form ties exposed.

Spalling No spalling noted in entire structure.

Erosion or Cavitation Concrete eroded at sluice gate at base ofriser.

Cracking Numerous cracks in transition area.

Alignment, of MonoliA*ths Good

Pipe joints are in good condition. FirstAlignmient. of Joints joint out of riser grouted on 60" pipe.

Nuzibering of M.onolit&hs N/A

iNSPECTIMN CHECK LMT

.. j CT Clam Lake Dam DATE 11/1/79

P -,-J-CT FEATUR All Features NA _ _ _ _ _

AR-A EVALUATED CONDITION

c-'2T lWORts - r7Ac CI.k7 : A

fk STRIX"I"'?:

a. Approach C:arJ-el Good condition

Slope Cond-ions Good

Bottom Conditions Good

Rock Slides or Falls None

Log Boom N/A

Debris None

Condition of Concrete Lining N/A

Drains or Weep Holes N/A

b. intake Structure

Condition of Concrete Wing walls are cracked

Stop Logs and Slots Trash racks are damaged and debris couldenter conduit.

U1I

fl-SPECTION Cr:CK LIST

PRCJsCT Clam Lake Dam I*I. T 11/1/79

PROJEC ' FEATURE All Features NAME.....

g DrS^Z'L-_______________ NA______________

AREA EVALUATED IC1~COU'L-7T <':ORKS - Co0.ROL TOWER

a. Concrete and Structural

General Condition Good

Condition of Joints Good

Spalling None

Visible Reinforcing None

Rusting or Staining of Concrete None

Ary Seepage or Efflorescence None

Joint PAign~ent Good

Unusual Seepage or Leaks in Gate Structure not in use.Chamber

Cracks None visible (no access to lower sectionsat time of first inspection) Second in-spection noted numerous cracks

Rusting or Corrosion of Steel None

b. Mechanical and Electrical

Air Vents N/A

Float Wells N/A

Crane Hoist N/A

Elevator N/A

Hydraulic Syszem N/A

Ser-,rice Gates Rodney Hunt 43939-2 S-2600AOne nut of 4 tight

Emereency Gates Rodney Hunt 43939-2 Gear AssistedS-5020A (2 of 4 nuts on) both gates open.

:ightning Protection Systen N/A.- r2ency power Systen. N/A

and Lighting System in N/A

_-ate C__.___r

I'S-BCTIO0; CHE2CK LIST

PROJECT Clam Lake Dam DaTE 11/1/79

|j) PRCJECT F-ATURE All Features i _ _ _ _ _

D IS M L E I:" .

A12A EVALUITED CO"DIL ION

C'tL:T WC.KS - SE-.-- BRDGE

. Super Structure

Bearirgs N/A

Anchor Bolts N/A

Bridge Seat N/A

Longi.tudinal .ezber. N/A

U.der Side of Deck N/A

Secondary Bracing N/A

Q Deck N/A

Drainage Zys-n N/A

Railings N/A

-:xfasion Joi'n-.s N/A

Pi mt N/A

Abt tment & Piers

GeneraJl Condition of Concrete N/A

Alignment of Abutment N/A

Approach to Bridge N/A

Condition of Z"ea & _achwaZ2. N/A

I

APPENDIX B

ENGINEERING DATA

APPENDIX B

ENGINEERING DATA

INDEX

List of Available Documents

1. Design and Construction Records

Design records include the following:

construction drawingsconstruction specificationsconstruction revisionsdesign criterialayouthydraulic designfoundation and embankment designgeology reportsoil testing reportstructural computationsquantity estimatesinspector's notesseeding schedule

Construction records include the following:

inspector's and engineer's diariessoil testing reportsconcrete testing reportsmaterial certificationsequipment guaranteescorrespondencequantitiespay estimates

2. Reports on problems with riser and emergency spillway slope

The following records are kept on file by the U.S. Department ofAgriculture, Soil Conservation Service, and may be obtained throughtheir office located on Cottage Street in Amherst, Massachusetts.

1/19/78 Final Report of the committee investigating potentialdeficiencies in the emergency spillway and associatedareas, Clam Lake Dam Site, Clam River Watershed,Mass.

3/24/78 Engineering Investigation Report Clam RiverI Watershed Project Clam Lake Site.A brief summary of these reports is appended hereto.

B-1 *

Construction Drawings

Copies of the following drawings are appended hereto:

3. Drawings Title Page No.

1 Cover sheet B-32 Plan of Storage Area B-45 Plan of dam site B-56 Plan of Emergency Spillway B-67 Fill Placement B-79 Foundation Drain Detail B-8

10 Principal Spillway plan and profile B-911 Principal Spillway details B-1013 Emergency Spillway Profiles B-1118 Riser Details B-12

25 & 26 Reservoir drain inlet detail B-13,1430, 31, 3233, 34 Logs of test holes B-15,16,17,18,19

B-2

From U.S.D.A. Soil Conservation Service, Amherst, Massachusetts,March 24, 1978, "Engineering Investigation Report Clam River WatershedProject Clam Lake Site."

CONCLUSIONS AND RECOMMENDATIONS

1. At the time this riser was designed (late 1971) the horizontalembankment loading used in design was assumed to be thatdeveloped by active earth pressures. Design Note No. 17,published on April 1977, shows that active pressure assumptionsunderestimate the embankment moment when used in thedesign of a riser with a monolithic transition elbow. Thevertical earth load imparted to the cantilevered transitionelbow causes a restraining force which results in highermoments. Design Note No. 17 recommends that "at rest"lateral pressures be used for the embankment loading assump-tions.

The Committee concludes that the effects of this loadingcondition, dealt with as item 3 on page 4 of Mr. Ailing'smemorandum, were the main cause of the cracking observed inthe transition elbow.

Although it seems reasonable to use the At Rest LateralPressure Theory in this case, the Committee neverthelessrecommends that future structures of this type be constructedin a manner that will allow movement of the vertically projectedstructural member. This will reduce the horizontal load to aminimum.

2. The November 23, 1977 memo by Ailing notes several problemareas, either within the design computations or not covered inthe design computations. Although the Committee has centeredon cantilever embankment loading as the main cause of structuralfailure, these other areas should be taken into considerationin any design work for repair or reconstruction of this riser,or on future designs of this type.

3. The Committee recommends a follow-up check of the riser bemade as soon as weather and terrain conditions permit.Sufficient additional measurements and photographs should bemade so that detailed drawings can be prepared showing thelocation and sizes of the cracks. These should be similar tothe drawings prepared as Exhibits 23 through 27 of theEngineering Investigation Report for Site 3A, Newton-HoffmanCreek Watershed, New York, September 15, 1976. This wouldinclude drawings showing any cracking that may have developedin the vertical ,ection of the riser, at elevations above thespecial elbow, subsequent to earlier checks (which found nocracking in that section).

It is recommended that a grid system be marked off on theaffected portions of the riser to assist in locating damage,preparing drawings, and providing a key to photographic

records. This would speed up subsequent checks also.

1 B-3 I

An attempt should also be made to measure any displacementof tersrthat may have taken place. Reports from earliermeetings indicate concern that displacement had taken place,but no measurements have been made.

The recommended documentation is needed to establish theseverity extent of the damage to the riser and to correlatestructure performance with that predicted from analysis of thedesign and with performance of other afflicted structures(e.g. Site 3A, Newton -Hoffman).

4. Concurrent with the Committees' work, studies of correctivemeasures for repair of the riser have been underway. Detailsof the current proposal for repair are contained in a March 2,1978 memo to Cletus J. Gillman from Benjamin Isgur. Inasmuchas this proposal is well-grounded and has reached an advancedstage of discussion, the Committee spent little time on recommenda-tions for repair and supports the proposal noted above.

B-4

From "Final Report of the Committee investigating potential deficienciesin the emergency spillway and associated areas, Clam Lake Site, ClamRiver Watershed, Massachusetts, January 10, 1978."1

FINAL REPORT

* "This is the final report of the committee investigating stabilityproblems of the emergency spillway side slopes at Clam Lake Sitein the Clam River Watershed, Berkshire County, Massachusetts.Construction was completed and the final inpection conducted onOctober 14, 1977. A copy of the memo from Dr. Isgur to Peter G.Waldo, October 7, 1977, which established this committee is inappendix C.

Nine problem areas were identified in a preliminary report (seememo from the committee to Cecil B. Currin, dated October 20,1977, included in appendix C). These problem areas are locatedin figure 1 which is a plan view of the emergency spillway area.These nine problems were divided into two groups with the moreserious labeled as primary problems. Table 1 presents the primaryproblems and lists apparent causes of these problems. Table 2 issimilar and presents the less serious, or secondary, problems.

The committee thinks that the basic cause of the stability problemsof the side slopes and the diversion channel was the design decisionto leave Beech Plain Road undisturbed. In order to keep awayfrom Beech Plain Road, the design called for 2:1 side slopes through-out a large portion of the outside edge of the spillway. Thesesteep side slopes have since proven to be inadequate consideringthe proximity of the diversion to the spillway and the severewinter conditions at the site. The extent and history of theseproblems are documented in appendices A and B.

It is apparent to the committee that any solution to the primaryproblems will call for relocation of the road or installation of expensiveretaining devices such as cribbing. The economics of installingsuch devices should be weighted against relocating portions of theroad. Additional surveying and subsurface investigations appearto be necessary before a final design can be prepared."

B-5

III PRODIUCF) AT GOVERNMENT FXPENSE

CLAM RIVER WATERSHECLAM LAKE MULTIPLE- PUF

RECREATION AND FLOOD PRE

DRAINAGE AREA

TOTAL STORAGEFLOODWATER RETARDING STORAGETO EMERGENCY SPILLWAY CREST

WATER SURFACE AREAAT PERMANENT POOL

HEIGHT OF DAMVOLUME OF FILL 52t

BUILT UNDER THE WATERSHED PR(FLOOD PREVENTION At

byMASSACHUSETTS DEPARTMENT of NATURi

andMASSACHUSETTS WATER RESOURCES

and0 BERKSHIRE CONSERVATION DIST

of theCOMMONWEALTH of MASSACHU .

with the assistance ofSOIL CONSERVATION SERVIC

of the

UNITED STATES DEPARTMENT of AGf1972

INDEX

SHEET I COVER SHEET SHET 14 - EME

SHEET 2 PLAN OF STORAGE AREA SHEET IS - EME

SHEET 3 " AERIAL PLAN SHEET I " PoCt

SHEET 4 - SITE LAYOUT DETAILS SHET I? - FAR

SHEET S - PLAN OF OANSITE S04EETS lto23 -

SHEET S - PLAN OF EMERGENCY SPILLWAY SHUET 24 4101

SHEET 7 - FILL PLACEMENT SIHEETS zSiS,2 -

SHEET S - PROFILE Of CUTOFF TRENCH SHEET 2? CON

SHEET II - FOUNDATION ORAIN DETAILS SH[T to MEA

SHEET 10 - PRINCIPAL SPILLWAY PLAN AND PROFILE SHEET 29 - CME

SHEET II - PRINCIPAL SPILLWAY CTAIILS SHEETS 3CO034-

SHEET It - PRINCIPAL SPILLWAY EXCAVATION 6 9 SFILL SECTION SHEET 35 STAI

SHEET I) EERGENCY SPILLWAY PROFILES SHEer 3 JUT

/dJ t

__ m ld mmmm mm m m l m I m mmm m l i im m --

IM~PRODUI'D AT GOVERNMENT FXPENSE

RSHED PROJECTE- PURPOSE DAM

ODPREVENTION ....

6900 ACRES3050 ACRE FEET/2300 ACRE FEET .

47 ACRES

88 FEET525,000 CUBIC YARDS

IED PROTECTION AND NFULTIPLE-PUARPOSE DAM r _1I,_

FION ACT

:f NATURAL RESOURCES

SOURCES COMMISSION

-ION DISTRICT 0

A'SSACH USETTS:nce of t.I(

\SERVICE

-_NT of AGRICULTURE2 3W.*

4-E 44- EMERGENCY SPILLWAY DRAIN

tET 15- EMERGENCY SPILLWAY DRAINAGE DETAILS CA iE

;-fEr IA ROCK TREATMENT DETAILS E AEREI

;.EE(T IT FARMS FIELD FENCE DETAILSLOCATION mAP

M4FETS Sfto2) - RISERno rEAILS9

;,EETr 24 HIGH4 0 LOW STAGE TRASH RACK DETAILS

'HEETS 25 8S26 - RESERVOIR DRAIN INLET Of TAILS3FS'MEET 2? CONDUIT DETAILS 4

'MEET 26 MEADWALI. DETAILS CLAM RIVER WATERSHED)KIEE t 29 - EMERGENCY SPILLWAY WEIR DETAILS CLAN LANI fILTIPLE-PU~PP

2114EE TS 30 to 34 -LOGS Of TEST HOLES A9CUSIEt 35 3TAOILIZArtIO OF STRucTuRES COVER SHEET

3ME ET 34 JUTE NETTING 6 Ct-AIM LINK FENCE DETAILS ..& DEPARTMENTOF AGRISOIL CONSERVAIOIN SE

41-* AAI M ..... %71)..

. .... .....Al

___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ __. ........

_ _ _ _ _ _ _ _ _ _ _ _ _ f r p n n i e r n A T r ) O V F R N M F N T F X P F , s

0~S 0

CLA RIVER

CLAM0 LAE WATErLED PROJECTISANOIEO.3 AOS A

COE dStdEj -

U.S D P R ME TOFjICUT R

SOI COSERATON F.RIC

Mu f'li(nIJCFr) AT GOVERNMENT FXPFNSE

I LINOiA4~

I -f -,'Now

C~g~inIn I-- - .RWV.C~A G £GI&.. Of~fr~,%w -~C

* ~ ~ ~ ~ ~ ~ ~ '5 w~~g1A*?1.&IAf'

KDCC

wd i~i'onlrI AT I imvi IiNmmN F XPf NSL

90-610,1, til . A E

DESIGN HIGH WATERIELEV it 73 e IPO A

PERMANENT POOL-~ ~ ELEV 11433 CL ASS

LE AJIR< 6

CLEARING l REQURMNT O

POOL COTU IELVAT3T 011A

CLLEARIT IN G REDIPOULIREEA S ANNITO TEST ES RA E O H B R O N

CLEAR NG ALOMNGTE POOL BEOW THEAN 4. E LENMTPO DEDT NURET JANDV INE ASIGHLY CO

*~EYN CLE4EI 1AM3 EM 3EC CONTUR 4ORO AREA LETAOSTEEPAERA SHANL BELET1

A~OO DIVERSION INLETAO B133 OULANHNEL N

GRABING ROCK DISPOSAL

* Tff I IEEEV 1210 561 TOP OF 2* BOULDER B0C U/S OfSTA 9.25

TAM 251 IlLE!V 1-77 72) TOP OF 211 A' BOULDER APPROX

90O WEST OF MEECH PLAIN ROAD.TBM 341 IIELEV l0gs TV) TOP OF 2'. S' ROCK WEST SIDE

CLAM RIVER, EAST SIDE LOOSING ROAD

sCA,( IA 1Ff

CLEAR IN AS CLAM RIVER WA~lR5 GRUBSI14 LIMITS CLAM LAKE AIMULIE-

SANDISIFIELD. RM

2 PLAN OF STORA

IL ~ ~ ~ ~ U - ~G.LuS. iiiPmviMwr OF/

SOIL CONShIVATI(BORROW AREA A)ITERSIOf . .... *-?I1?S

TYP CAL SECTIONlO. . ......nr To SCA.E

................

nFP80ntICFr AT rOVERNMFNT FXPFNSE

G Nc

-2-

NOTES

IOSG NAL TOFO SURVEYED By M NOYES -962

.-- ENT POOL 2 ADDED SURVEY (ABOVE ELEv 11601 By R BROWN IS ASSOC 19?0

C HOP ZONTALLY 3 LOCArioN OF BEAVER PONDS AS OF JULY 1970

4 NO WASTE MATERIAL SMALL BE LEFT BETAEEN THE PERMANENT

- POOL CONTOUR (ELEVATION 1143.3) AND ELEVATION (1000.

AND IITHIN THE 5~ THE SURFACE OF 751E BORROW AND DISPOSAL. AREAS SHALL

AT,% 40 BE LEFT NEAT AND IN A SIGHTLY CONDITION ANO SLOPED

TO PP( I DE POSITIVE DRAINAGE. SIDE SLOPE SHALL BE

(CAPORAREA.LEFT NO STEEPER THAN 2 1

HANNE LSAN

60 U/S OF

OLDER APPROs

:,CI( WEST SIDERO AD

5, 0 too

SCALE IN *EtY

CLEARING * CLAM RIVER WATERPEll P"JECTGRUBEIIG LIMITS CLAM LAKE MULTIPL-US OM

- SANDISFIELO, MASSACIETTS

ORONALPLAN OF STORAGE AREA

U. S. DEPARTME.NT OF AGRICUJLTURESOIL CONSERVATION SUVICK

i)* AREA DIVERSION .. A.......5

"Of tO SCALE ,..... -.........

....L IL .... . q. tor

~...f, I~B A157 Pjr.

m i-otIH AT(M NMINT FXPFNSE

COSRUTO NOTESl, R "-) NN

HUULLIFRS ~~~- ARE SCTTRE 7HOGHU Tl1ETR

ROBE~~~~~~~~ LN TE RIERCANE TL H PICIA

COSTRUTL NAOSY TEHS:SE OPEE N

TH RIVLERS ALOW SCASEEN DIVERHOTTE INTITE.

THE ENINER. (HL EXAVT f ro( --o OAAJ A RICIA

P RUN 6oLOojPN RAN \ - - _

CONPT RPIPEL SETONILE HNNL---- ---

ORIN ERvRCANE H RNIA

G IUN VY -EQUIPMENTIS S T~-

UNLES ~ ~ ~ ~ ~ ~ ~ .LAE RTEWSEAPOVDIRWIIGAPf ItE

TYPEIN ICALR SECTI ON!JL OUTLE C) -CAINNNKEL;

DIE TOIL SCALK9

ORIGINAL.~GROUNDIL TOE II U )------- --------

TYPICAL SECTION INLET CHANNEL O(S EREM UT OT TWOV SCE T Th34+

-. PLACED -----A-

__________ti nIIRODUM~f AT GOVERNMENT EXPENSL. ____________

LIMITS ~- -

\ NK~AMSA KMIN

HEADOAL S(DOEh

13.7 13.40-0

5--A~ 30 .0 ------ -

UO DRAINIT F L

SOIL DEUVANA 6YI?

L IS All I S-

I I-

EQI PLACED

___________________ IMMI)tCF() AT GOVERNMENT EXPENL.

@AShIAC

N 4 47

K ORpOW* AREA t_

"T0o

.14.

NDRAMD.AL O !- GE,"CyN-e

fk

41 0

V.-Asm-

\Av\ .

- v

O I S P O S A LI V' ?~X 'AREAV 1 / 3

I~~I tltC AS ~ -CI Ai4

- N 0 0-- '~ Ius

.1r

-. so, f

-____________________ M - II fI(fiff F AT 611V N11PLIPP-ew

..~~9 passD

IT N

R ~ ~ ~ ~ .1USAE j 1

4 'p

e/7

- IL "".i *e..v~..n

r.r

EL

RFPOOUCED AT GOVIERNMENT F\PENSr

ZONE 2-

3

,, ORIGINAL GROUND4

2 \ -~BOTTOMI OF . OUN ORTiONEXCAVATION IS OROCK)

TYPICAL SECTI(

ZOZ 2

EXCAVATION+

TYPICAL SECTIOI

EARTH FILLREQUIREMENTS CONSTRUCTION NOTES:

2ONE MATERIAL MAXIMUM MAXIMUM MINI41MUM*2 I EQUIPMENT PLACES RIPNAP SH0ALL KE WELL GRADEIROIlZ LIFT li MWRaNTENL DEINTO SIZE EQUAL TO THE DEPTH SHOWNt .0% TO 15%

1 SAND, SILTY WITH GRA VEL 1. 9" OPTIMUM A 100% MAX BE LARIGIR THA110 OF THE DEPTH SHOWN.

REPRESENTED BY TPO 15 - 0', DEN4SITY 2.SEDOINS SHALLKS WELL ORADED BETWEEN 14 AFOH 3 11.5-23). T P 656 (1.0-12), g To 7% PAws vG WH ieETP 256 13 .- 10), TP 154 (2.5-10'k ASTy 6I 1 REPRESENTATIVE MKCN SAMPLES FIRM THIS WATER!TPSSiI Il'-lOP METHO A ALL SAMPLES T98TED COINFOINM1 TO MATERIAL SPI

2 SILTY S&AIN BR SAVELY SANO 6. It* optimum C 4 PASSESREPRESE. BY TP 254 (3*-10'). PER LAYERTP 25643'-IO'l. TP 552 1QW-10%~ Of FILL W/TV 433 ( 1'- 101. TP 654 WI- 10'1 PNEUMATIC

DHS 10- IV). OH 1O 110-10) Tom LWEIGH"M

AT LEASTSO TONS

E AND, SILTY WITH GRAVEL 12. IS. OPTIMUM C EQIAEYNTI'LL SIMILAII TOTH4AT SHOWN IN APPROVED

zone I. BY THE

L MAXIMUM LIFT THICKNESS PRIOR TO COMPACTION11A pASES ON1 STANDRB POflCTORf

17 of

~r~t~ocroAT GOVERNMENT EXPENSE.

tLV 117.0

10*N 0% TO75% O THE IPRAPSHAL

ACED RTWEEN 4~~ AD 3W WTH 30

~~~~~SDR I FRO THIS 2AESE AESE EYr . C - 4

,'AL TSETEI (VCIIALLEY)3 CAE N ~

CLEV 11VER 0AESESP4

.2'~~FL EPLUTET LAE

DRAINIWAUUF ILL ZONEk 2U

CTF TRENCH-(SEE DETA LS 3 4EE 10 EE $ EET FO

HF1iRODUCFD AT GOVERI'VO-NT FXPFNSE-

CONSTRUCTION NOTES Ils DI @Otis.MOUT 11 *&aSE

IASBESTOS CEMENT Pipe SMALL CONFORM TO ,LN

SPECIFICATION 545 AND SMALL SE 4* DIA.CL AS 994000

ZWEN PERFOTE ASESTOS MENT PIPE ONLt., PERFORATED WITH 'd H4OLES THE LOCA (TiON AN UESO THESE H4OLES SMALL 89SillILAR OMTHOSE0q* DIN TASSESTOS CEMENT pl OI M LUNOENDWAIN PIPE OF THE SAME DIAMETER. "AWL

3 THE EXCAVATION LIMITS ARE APPROXIMATE ANDWILL ME ADJUSTED SY THE ENGINEER IN ACCORD-ANICE WITH THE CONDITr0T'S ENCOUJNTERED. x

4 THE DEPTH of THE DRAIN TRENCH MAY SEINCREASED IN SOME AREAS IF UNSUITAMLIEOR PERVIOUS MATERIALS ARE ENCOUNTESEGAS DIRECTED MY THE ENGINEER &FUDTO4LORAINDAN

-11.00 I f-6-

13.40

PLAN VIEW

SCAL.E IN Feer

FLE I I9 -

o o2 __________ RtI6INL SOIJNO PO#4A

NO CAP_ -__________

10

IIOD

InUPR~ntJC~F0 AT GOVE-RNMENT FXPENSE

I,*' CIA DULT DIL'f 01* HOLtS.1 N UI a WAS-t6* LONO

,4*ARAI

A' 01* IEADWALL

SMALL ANIMAL GUARD DETAILSLz.2U 1NO0 TTO 9 CALE 60W P -I N CI PAL

SPIL LWAY

DRAIN FILL ftEOUIIIENTSSIEVE NO0 % paMIN6

bIl go-,"

40 '4 0Sn

10.000 * --- 000 17 00 v .0 ~ 6 0

000

1111,___ DaReAp 11* TAS~UCT

1"' 0" 04mNATIN RAN ETIL

IL CSOILIKCONSERVATNOTIT SERIC

_______~~~ RAIN_ PIPES!5 - 1.

_______________ _____________________________ _________FILL____

_____ ____ ____ -- - ---- ----- ----- - 9jrtIgA111 . . .

~A- w L----IYIAL CAN 1E WATRSE PROJECT

10940 - -NAA 4.w CLN LAK MITPE-iPSEI DAN t

f110DUCE~-"ATGWRU r-&fUUI11XPEW -

Nitta10,

DETAIL OF BERM SLOPES RISERNOT TO SCALE 0BR

toNORE COCRT I REINFORCED CONCRETE t0]

/RfSERVOIR DRAIN INLET ISEDTIS- 4-11

1811 SHEE j FO R ETAILS )

--

INLETf CH NNLS 4 POND DRAIN 60' PRICIPAL 50LLWY

ISEE ?TOICAL "Clio" SHY 2)

48" PIPE DATA 4W PIPE JOINTS

JOINT - ELNEAPLA

4S' REINFORCED CONCRETE WATER PIPEE ~ER PA

12) 4.0 SECTIONS 0 INLET 0 11000 1

16 .VSCTOS0 JA IS 09.3

16) 160' SECTIONS 960 JB 32 099 77

TOTAL - 1 20.0' *c 48 1099.20JD 64 1096 93

PRESSURE H4EAD -73.7 JE S0 09867LOAD -50,330 LOS PER LIN4EAR FOOT BASED F 9 094

ON OUTSIDf DIAMETER OF 60' jo 10 1098.27

MINIMUM 3-EDGE SEARING STRENGTH FOR 0.001" JI4 12 .096.13I

CRACK IPRESTRESSED) EQUALS 16,920 LOS J I I6 098.07

PER LINEAR FOOT IANWA C-301). OUTLET 120 1 09800

MINIMUM 3-EDGE SEARING STRENG6TH FOR 0.01"

CRACK (NON- PWESTRESSEO) EQUALS 25,163 LOS

PER LI NEAR *OT (AWWA C. 3001

REIC ED CN OCET6 E CONCON. REBINCE COCRT RISERC0sRESRVOR RAI INETCLASS 000 CONCRET

CLAS 0.0 ONRETASUED INDSIN1 (O C DETAILS SITS F TY 11ALL

ISLEO TE IPE FUNISHE 4S NOGREATER ~ ~ ~ ~ ~ TI THNASMELN030E E0a

STKNGTH~~~~ INTPLE ByT66RTIO

W IINOMILA WALLM AITIN DOV OT SNCUUD CREE

E OINSIOS O CONCRETE (IPEOECRET A E BEDDN NC-U k

(919~~~~~, ,, ,. DEAL SHYER to IP.2 MIIECLAS 400 CONRET 'F'TYPEWAL

t uU kvI IAv ItI I h

to61 Dla'g111 1 Of7(s -- MLND LAPI fIWI iNO SA I ANIMAL GUARD 11RO(

,Set CONSi I NOgtsfc11f LIIW6I -Olt It 9

ise~t T II ~ j fft CONCRETE .41ADWAt.LLASS 4000 COlIC

HEADWALL DRAIN DETAIL log COS i ON-.1 1so

STA .3.40 11) DAN -C~ w2-

2 1

[LEV 1O79 0

26A TOP WIDTH U4L

ANTI-SEEP COLLASS'PP ONS6 IE DTIDI~rANCE F 010EINER

ANTINWAL OF PIPE ___TRMOITIYI WALL ELEvArtoI 60* REINiFORCED CONCRETE WATER PIPE

Q 33 109665 t1 033 1097.00 01 6.0* SECTION 0.0'109 363 96 42 033 109677 119160.0' SECTIONS 309.0

0 3 09927 .J3 2433 CIO631 1) WALL FITTING

N 43 109456 J4 4033 $005, 8 TOI AL. Sit0'

5 03 109388 is 5633 0% 36 PRESSURE HEA - 3 2

in 32 33 '093 19 J6 72 33 C0492 LOAD - 164.742 LOS PER LINEAR FOOT BASED OnIm 15.3 1092.50 J? 6633 1os44e OUJTSIDE DIAMETER OF 8*

3= 10033 109161 is IG 433 101400 MINIMfUM 3- EDGE SEARING STRENGTH FOR 0 001'

It 2.33 lost 12 is 12033 109194 CRACK kPRESTPESSEO) EQUALS 37?672 aOs410 '36 33 109100 PER LINEAR FOOT IAWWA C-30t)

411 233 M06 MINIMUM 3- EDGE SEARING STRENGTH FOR 0, o012 16033 109219 1

4 13 '6433 109160 CRACK (NON-PRESTRESSED) EQUALS 50O 369

F 14 200.33 109.2 3 LBS PEI? LINEAR FOOT IAWWA C-3001

TOO Of DAM ELEV 1170. 0 its 216 33 109077 PIPE SUPPLIER'S -NOTE

iPPA i 2643 ift 3 CCRETEIVE WTEIPESEIO NOits 260-33 lCLAN LAO.O UULTIPIE-USg@%O MJ20 ~fi SAU06 4 POPIEL UASC*IEOA

I' BEDDIG JTLET 1Z 33 10404)CPALA~ atom LwA

SOIL omSA C VKR %fo*I H

I'M. FUMUMi OA - 1 L1 ~

2THE 6-?mTHE

__________________ RonucFD ATGOVERNMENT FX~cNSE _________________

WHENME RO0.IT BVETECNELF

WHENh ROCK EXISTS ABOVE THlE CENTERLINE W HEN PIP XSAOE THE EOIGSALENTENO~O F THE PI PE. THE CRADLE SHALL EXTEND TO THE PIE H* CDNGII LETNTHE ROCK LINE BUT SHALL NOT BE HIGHER ROCK LINE OUT SHALL NOTBSE HIGHERT HAN IA BOVE CENTERLINE. ABOVE CENTESLIRIE

PAY LINE FOR EXCAVATIONt PAY LINE FOR EPAND CONCRE

4000 LB CONCRETE 15,

PRINCIPAL SPILLWAY WITH CRADLE PRIN AREAS REQUIRING ROCK EXCAVATION IN A

-4000 L B CONCRETE

-NON0 REINFORCED

NOTE. CONCRETE SUBCRAOLE WILL ONLY BE

D, REQUIRED WHEN ROCK SURFACE ISDD GREATER THAN 4 BELOW THE INVERT

3 CONCRETE SUBCRADLE3

ASSUMD RMKLINE4000O LB CONICRETE-NON REINFORCED

PRINCIPAL SPILLWAY WITH CRADLE PFIN AREAS NOT REQUIRING ROCK EXCAVATION IN AR

ROT TO SCALE

400011L9 REINFORCED CONCRETE

DETAIL OF RISER BASENOT TO SCALE

____________ hLRODUCLU AT GOViRW4U .ZXP"SE- -_______

9 SLOPEOP

.y LINE FOR EXCAYATION 2500 1.19 CONCRETE

PRINCIPAL SPILLWAY WITH BEDDINGIN AREAS REQUIRING ROCK EXCAVATION

iso? TO 6CasLt

APOQ0x 6

a' NOTE CONCRETE SUSCm&0D.E VLt. ONILV SE

REQUIRED WHIEN ROCK *UFACIE IsMiEATER THAN 40 651.03 THE INVERT

C~f4!RtT SUSRAOLE I ASSUMED PCK LINE

IS00 L9 CONCRETE-NO" WE INFORCIED

PRINCIPAL SPILLWAY WITH BEDDINGIN AREAS NOT REQUIRING ROCK EXCAVATION

NOT TO SC CLI

CLAN RIVER INATIENOW PROJECTCLAN LA119 IIULTMIPIR *AN

SANDISFIELO. UAMA81MS(W

PRINCIPAL SPILLRAV DETAILS

U. &. DWAERIMIM 01C9TSOI 003VAIO @Mrf=

4~~~ &A -asTV 0~i

~~Old

fit PROnUCFn AT GOVFPUMENT FXPENSE

07,

ut OcIHI a-CU w 16 L

It.At

lp rL

+ -

-A LE

+ 4_1__ A -4T- T040P I L 1 591,0WTA 19 F.CM _j

4- , I . 1 1 -A -i

+ J-P 4t 4- i

Ti -f- -T-T 3 T_ _J j

I T

J.4-tT 41- 4_I A

T_ i /0._T 77T -T opio.

7.4-4

p "T

lil A.0

7 4-

-01NgTiEl: i ------ ke-L i FOR LOSS K)F;TUST:MOL SEE _d,4E!ET. -T-2li6,;* IAE4T PLACED iRi R4P 'AND GRAVE31t. PEJ)-j

I OING SHALL: 9N OqM T( CqWpD-f#jp5TIFftUJ TFPMj 1c 44 P I E IS O OX

-T-t

J 4--*A_ -4 f

L

L4-4.T T

-4-

T___4_

4-

i -A Tj R IGMT tott 0 no F'AT

T_ t I

4!t

_14

Tt -j- -IT -It

-wtt,

[it PI40DUCED AT GO, FANMENT EXPENSE

EIEIC rPL ' r!

~'1~~l IL L I

4 fa4_ {jfiE+lP liil~!~ ~ I*I.

41 1 - i T

t185O4 t4 t

1Gi-I EIsi VI 0

If 6

111 PHO(MM AT COVERNWN~T FXPFNSE

- ----------- / -0__

Al,'ho114 har3

CIL TA.6.' .ilW' 21

iii i,'pnttcrr) AT (GOV(-RNMENT FXPENSE

- - -- --- --- - -- -----

"14

\ITCOS J-P 101AIFv

7)~~/' s4'e Ole 'a 0/ , )e /

-IT

fh,27

C LAM OE AERS@PWCCONSFED.MSP MdO/NP

N - ISEN_ DETAILS

% If/0O /#~c,,/

P-93-0 30 ;o /. ! .t" s'. / bIPRT O OF'~ Aaaid=SOIL fNMdf,- 6B- /bf

-''TF -I-- 'W/ t w

fi PRooDcE!) AT GOVERNMENT EXPENSE _________________

3C

h.,..

f ..

30*c. O* I95*

v/0

30./ 15 o1

Le L-6-0 0

SECTIN CIEC SECTIO ALON CETRLN

4 0 ~ ~ / 12 917 2 e1

-cro c- - p~ro -

____________________- iLI"Rll~nICrFf AT GfnvERK11,EXTL"pE4U,

accordanlce w.ith Spec 502

NOTE

-~Fo r iw., im detailsIfl4.01 see ,shissiQ. -

/.2UPSTREAM ELEVATION IBAR TYPES

AICII D oll BILL OF MATERIALRESERVOIR DRAWN TRASH RACX

ITEM SIZE LENG6TH £5717

/ Snchrlo Doll 121

-~RESERVOIR BRAIN STEEL SCHEDULEtz st' 'so MARK QUAISIZEI LENOTII TYPE I C 10 1TOTAL I. 714

I 6 14 1 6- 1 2 4-7 2-1 40112 6 14 10-So __ Is 7-0 S-St-I0 SIm3 4 14 1 2- 1 1I4 2 14 5- 0__aD5 4 4 S- _ 1 14.00.

TRASH RACK 7 2 4 4 - S 5* 2 4 4- S I GO

. -*j10 6- 4 - 21 5-4- 3 - 40 s

1 4 s0 -a. 41 2151ls od, I P 3 46 is so

RESERVOI DRAIN ItoE 2DETAILS

SOLL COSRVTONT SERICE 00No4 o,32 F -26-? b, Codi, 1 TISET 4' 3,1 C. "*

CLAM IVER ATERHEO P,.ECCIII LAKE0 MI PE-PII SKDA

U.ME~i S. DEATETOFARCLU

'I.., 0-1.31

RFppoOfE AT GOVERNMENT FXPENSE

STOP LOD RE TAINER a O

fell OTI") 12 10 STO GAILV

STPLOG RETAINER

stop or, GUIDES $o V -L

P1 ?1300 IY'I, A .4

NU(NA0 FORY OR IT A Z 4"

OR APPROVED0 EQUAL

12 S CiR EYES YE REGO

IPU T SCREEW E YE S iN (2 ) O F

ISOMERIC VEW -STOP LOG SMALLI RILL 2" DIA HOLE 1'12 O P SAS 4". 4"m A'

IN GOTTOM OF STOP LOGS ON (3 EQOD)THE SA mE ALIG NMENT AS ;T , T

SCREW EYE 5 DRILL ALL STOPLOGS)

STOP LOG DETAIL

noT To scAII

OrRESERVOIRDRIILE

IO~L ~~ I ISLOPE ELIV 1100.00

0fl

'-9.!

MEVN

IL

Caoit o in t ec56 Support Block

______________________l MinnSTE jointR ESLOCKbltySmlro

Sh Suustve Bell llle

u

__ _ _ _ __ _ _ _ __ _ _ _ __ _ _ _ __ _ _ _ __ _ _ _ __ _ _ _ nu brmd_20 V(IAbek

lif 1RODUCF0 AT GOVERNMENT EXPENSE

ANCHOR SOLTsa.* Stool (CI,.' 3'03, 303 Sq

of 304, Con"dition A)Sopply .1th *omo'sII and type 2 uats

LOG SHMALL 8!

(3 PEOQ,0

WATER STOP AND

STIFFEER RING

CATE ELL W LL -_STEEL BELL RINGSWATER CONTROL. GATELL RING WALL FtTTSNG

(SEE DETAILS IS 92~ STE

WELLDE

'F' TYPE WALL INIAMLE

WELDED FAINICOR WIRE MESH

0.~ WISIER FLOOR

ALL SURFACES BETWEEN *ISE* AND BEDDINGSHALL!C.0N lAIN '2LArgE LI U(OgggJ01

FILLER TYPED flsPEc.63aj '12/rr/NfjJINBEDDING SMALL ExrEND To OP 0P RISER FOT,4 BELL e RIN GA

'-.pport Block

-J grd

CLAN IVIVER WArERt~(O pftJIECTfool~ng

CLA N LAKE M U LTI PL It-P ugp fg *A*STOP Los & RtESERVOIR DIRAII II 1LIET Slg

-- I -ol~ ME

fitPRODUJCED AT GOVERNMENT FXPENSE

6/4/0 34.0 6888. bard. -. shared. feel $-Joe, co.403,.33 1 2.0

1.301 43.0- Shoot. .413 4.03 ....4...3e .61.5 426 :A.. wit 3 0 ..3.. . A- 30 is.... 0.34 Iss31.W

. a,- "" .41. 4-. .. aole to.. 3 2.0 22.0

42.0 VI.0 5400.. ohItY .A a. .. *4 101 It.... 201 22.0* !!LCL*~...... *3 .. 3. 6~~IS%3 cast.. -A.. 15%. 974303

4%C 1 13. 4"* 3~403.d..i .3433 2. 3.3 - 2.1 10617Jo10. 5.33:'b0wS *Iep I&S

1timmm. .,.1 & .-- t*. -I 9117 .$9.0 a.,toe.(.old

3o. It.0-4.5r

2 . 3 .1. 1 a . l / . 3 . 1 . 0 0

1. 300 .'305 51 3)i~. 1

NOTE 28 1 .- 43. .3o 28 6/1/. 6034.d Depth 4.a.440 : 00 - :13143 8.3. fast 6.3 406 lo

403.. ~ .I 30T 06. 403J0/

006/1: trp 12.1 134. lef2/ . C .1tI. .. NOTEI3. 08. Vetd .. 4. I 13 at o. I. fast*.ol.

00...... 23 661.0034.331oo~30 334.301013.. 13.p 17 111 04~.. ao....78..11

.3. ~ /2/ *3'3o 44 .3 3. * ... I 401U.4 .'b Ilk33 gravel 43 o 4oo0. 0~0-1 3 0 00 .I0.*0 41' 4.0.. ..- bk.y ti..033. -tow.t~4... 6.43. .

-,It It 3 11 17. pe bi , :1 .. . 0.1.337320 000 m3~.01 17.03 :7.t1 301 N1.J..1134

143.. 10.0 03 sit*:tb rve. 3.ho 304 :. 301 (Its.3 6.4 .we 5.43. 0.333 .... ...0 a. lack. car833.3.e3.

bute. d.p W3*0. 0407 4-4~. g34c333 Li1l. 1. 5.00. 1300

52.0 59.0 ISOCK0, hard. .. %::,ad30 ?o..C."rt0.. C.. .. 2. 4.t.o0 0I000. spaced 143013 344 38to 3U Inche0 3. 13.0 .317.5 300

400.11.10411,L14 about 4S 49....1.59.0* So3.0 *. Pleasure 1.1 8.

So. Z40. A1o.33 .. 4 2. 33.0 .17.0 3 134. 23 0.$

3. 0. .3 3 72. 3.1 MO wa.0 leve at61, 40 30 0.3 fast on 7/13403

6./ 3.0 1% 4.3I .3.7

4. 22.0 .2). 372 14 .3 9.0 SAND5. si31y with g..o.I. about M0 03.... 251 So2. 27. ,21 10 177 flat goo4. I31 _34.0334 30L Sters ..ad. 7%8: 32:0'.335. 323/9 300 S, set, 2% a.443... 1 betde.... t.3 o tub.4

0. 4.0.2. 017 r4o33o4*4. meatuse also 4' 1 *.4. t3 34b -13 t t.0. 4'7.3 .496.1 9003/11 0 m0433 persora433317. 40.0. a .33 13.

9.0 23.0 hard3.3.0. troy, b333 ol. .30404

d 1" -9 .4441 40 d... a,ltct 33341. 10 to 1No.33u434t3Part. 1oliation 4303138l about 45 4050003.

00 5.34 1oo0*0 23.0 "i3300000*..

2. 3.0 -39.0 300 Stmad.rA 00303043340, Test

1c 3 Just .o704/65.. Deph _______ I-ve

1: 1:. : 3.0 34 77ON. 3. ELEV. 3124.4 6/14.21/65 0.C.L. 2. 3. . 4. 3 9 06.0 03.1EH

0.*0 1. 5 0OPSOIL 3. 1.0 . 6.3 3341.5 1 3.0 SANDO. silly itb3 8 owt3 44 1 6% 13.... 231 f1t- 30

...4 3' 0% mo13s .. 4. 151 . *.....d 321 It ... I . 5.4 Car.33841IS,. hard It .130 a d....p.. a 304301 30.4.303..

d.p , I-. P..;-041331, 4o.4.3 very 4o.... .. 11omeo. 00. Soalk. 12...i3.0 10.

13.0 23.0 34330, .S1IT -141 :-0 1. 14.t21 01343. 'A'!: SAW 0

104430.. 301 boulders. hard.. 40. *4.0am of" 12". 2. 32.0 -,3.0 10

3047 4..p. 3.iniroble. ve07 d.n.., glacial till. 3. 330 38073.0 39.0 SIOSOCK, So y. bard. quarts, biotic.. tld..o . 3434too.36.0 1.. 30030.

*1 %.tiwa 43.,3.8 about3 41 4o..... . ... 41 10 4443dy70.OtloWed.. 0,4.10,44 Spaced I to S 3344... motl 4am.03.431. .0.... 1.03

9.0 0.0.1 I Pat. the Pa1

!t..4.e4 ftesiotlim 'tst230

VILL N0TE: 0434r level at 0.3 fast us 7/13313.

2. 1 00 3'0 1

3. 17.0 .14.0 100/3 95

1.33..4.0

33. .9.0 3 04. 3 0

3 00 G13.01o

3 31 1 .- 2

IFPRODUCED AT GOVERNMFNT EXPENSE

-si I, 00. *)lO 141 0..N I

0.0 1. 19SItlL 08 FOP?1.3gAAI silty with. It".. 011 . I 1,-o so1 TV, ~1 ? MLOP 0I00yl0. " .9"

*.I. in3 &i ..4 *.. in .. . .1.11 II...n~ 0.003.. 1 basis .... ..~ it. 41 hi%, Cocerti-.. *0 it-.

-I- * 0~n ".", I-O p00.000bll.1 ba,-. Af... .1t"

12.0 22.0 91"SOCK, darb 6-7,. b11. * ** Co,... I.4 .1 trt... re.)390to 30 I..6. l -..ll 0.yl ...1l Lo .lli 1 1.ipig .I at Sam**M 0.3 .a M.0l saw3

22.0 bell- of *00.. 603-"9

00.0,11 NI.. 01.799

2. :.a, . 2) 73. 3.0 -. 53 7 SIWISlS SILU CLASIZICATIC SYSTfE SVKDOLS

.. Depth. I a., ... I Cii silty ptous 1. Sravei.Gnd"&ii .t.vr

1 :2.0 :14.0 90 CC C. 7 76 *ol.2. 1. .9 .0 10 "0 0.1 I .8. 1 OIM **8 . I I1

T: 19.0 .22.0 923T . d ... ~ a.17CI Cl7y .1= h h..i.if "I ,~y

OL 11 0.I. lily; ...8..0fl #7ill,. ... . I.. layy Sits1

Pa.4 EI17 1134.31 CL1/0 Clays 0'p Iof low. to ea1111n p. Mtioiy silly eailiy

t1.... 1312 .0i 25.8 l3. 0" .1.1033

3.0P OIL0 51/10/M5 hord.. N0 £o,,ni clay&1 or.l. mi t. of.o1.. o ig p oo i

1...5N1 200 S p$tywi.h gavl ab.out 0o% 1 ip~ .01.plg . .0 ... M . ..... .*o.. 3M 8MM

StootPo to.-"- 'AS.0 AlASell..i I-1 i.t t.1.tt.. - .. I... os-edt- -

Mo ... tovry.... t4= by~'E 9, 5.0.. O1 801.00 th1f.005117 . 01 otr1.0

5. 0. .1..04

an m at to/1/8 , al holes001 wav 10.1. ce by, d o ntesi rv

goy degees :r.. 0lalt108 S.ip. .e wt .ISe

Stadar 00.40rtts Tes Lamis0e ofo Tes. No tes shoo wn o Pylan Vibtew 0000gno0ii

Mo. De.0 alwl/t 9. 10(1T NOTE Veto n s 1ml. doo assi . ine o . . .tSc t.- rtan .

2. 90 .1.0 I3. E:.0 -30. Pa .d a "0.Ic tPo l

*r*.3.0 0 1.0 5 2125(Iv usniy. t,1 .ala a & t

2.ft da 12. -10.0ab I0 it "1et0e

0011: C..o l..iS.1 -. r Disur,0aui)

6. 2 0 , 0 M . 0 1 0010 10 0 w hich10 .000 30 S 0110#o0Ws.Ch s

p .... . ,l est...~.0.4.0004t8

72.0 30. FMO2 . 42.0. -1.0 2~7 0.0 to l. .dr01

NeOTE: d wat leve .. .... evt . Tischr. .. ... loi~tiplo.. lu ...,. .17hr.M~.i ipn

361.06 5

o11 .0 .1.

IN . DEN , wth 1 me 32 1...I. weU2. n100 . ., *

22. 1 deep. high0 ISO abli

12. 2..30.0 BER00 mm

e the'M lc... m

bot: 1r %o . WPcdl a;h, rI

U.. S.ItRhN O GIUTRIOI COIRVTO SERVICE5

S:.0. 25 11: 00P r e s s e d S CIaI S ItP I

lit PRO')OCF' AT GOVERNMENT FXPENSE

0u.0U. or . .lo0/s U.G0,o-.40 I . I.0L

......... 4.., %.G '..e I~p 4... 1.3p TOPSOI. I.4 , " .. b 00.0 I t f in es 7% .5 10 .0 SM N D . I kt y W ith 9 o4 r e el I S I50 s , ) n i t on 8

I0t.00 U~4. end. . 4 sodia a. 5% ... 0 .. p ... 4 1:-. 2% -Of- *.d, 15 .a-." ... A. n 2*. V.fl~o se.400. reeds d ... *• 41 ..4 1. 0.. to

'04 o. I 7 We. i .* .. 0

.,o8 0/ 4 04 ,I.D Dow.p.o step.0 s0o4.

0.0 20.0 4EI M . II.0 y h , . 4 .... , biotite feldspar 10.0 42.0 SAND. silty ith . -I..ab out 4 9 0ite.s 2% It40

. ::d42.0sa..d, .o o .. ad .1 e t - 6 .. d Is- a.... .

S. fe.0 1. 0000

Iolive tr 9oblv

.. 10 o ola. 20.0 10 . de.0 24 7dense. #II is!till.

lock C~piro42.0 'asq of bg

PO. DO he L!- Stsvor do1rd redslOtae Test

2. 2 42..0 4. 0

1 . .0 -. 0 14. . 0

l.. -10.0 .O04

S.... ? ,. o. 71t, 4. s50o4~ 42

oT l .O 0.0 10'j 7 20 .0 .0 219 0

. 16. - 4.5 94 39

Prssr Testis •B 1, d0* '. S.O 1

2. 04.1 -20.0 1 Inch.. 2 4.20 *. 0.0 -1.5 %3 D.30230 - 73 34 00

OT Water level ot 11 tet so 7/14/63 10. 35.0 3.$ 40 34

u0 202s 4 lev t 3 f ..t O /24/45, ot. level 0.0D11_ ELI. 1214. 6118-24/65 DIK.

D0 0 TO1i O0j 40 0.5 l*ot o 7/04/41.I.5 40.0 1440. slit7 OOAO *oro.0. *bot 20T fi.l., 221. 0t.. 51*.nd, 201 .d41 ..nd, 01 .. aste snd 020 40.v4. 44202a DLIV. 01102. 6/25.24/43 1.C..

47 .141.L.. 1% b.od .... anlo to *,b.".oJn4ed,. ot1/.

D.o *i0. 42, ollv.-ba., demo, I.l permeaihlit,. 0.0 4.0 TOPSOIL 00.0444 40 er d.n d0,. al.c0.l till. 4.0 1... SAND, silty th grave0 , abo t 15.1 loss, 201 If" 8I

40.0 send4e 0.0.. .d, 25% sodium .. d. 20% .- ro. send,. n Sr.I.St-654 .4r4. tt0 .Test bard, -b- 00 6'. .c e. i

Draw, 6&D", leW prueobt Sy tol Ii •s b ed -iu

o.. Depth. 0.o. Ramse 12.0 42.0 02N0, .:1I a 4 1 1|08. 25a% .iI I.1. 0.0- 1.5 02 772. 0.5 - 2.0 05 ..ed, 20% edium sed., in% s..o. d, 1s 98.na.13. 2.0 - 4.5 202 02 It.0to4.is.e 1 boulders, b 0rd0e . 8e IV.

4. 4.5 . 1.2 09i/S 32 o o -Lpm bl. We s t. l4: '.0'6/ 33till.

1. 00.0 .10. 5 11 I 42.0 1tt o Net..6. 05.0 -16. 074 4.7. 20.0 -40.0 100/0 00. 20.0 -30.9 194/9 0 4Standard Penetration Test

9. 35.0 .30.5 154 41

10. 32.. -40.0 .76 33 De.0Dpth . .0mD#30

*07 0t 3.5 i. 47/04/41. 4.40... 0444 I5.0.30.1 last. 4. 4.5. 4.0 5 70: . 10.0 -0.5 2 70.-

Do.102o. gLo. 1160.0 P121-24/15 O.I.. . 15.0 .16.3 130/8 670.0 1.5 TOPSOIL ad 0M 7. 20.0 -21.5 96 77 9.01.5 30.0 SAND, siy .04 W 9 4,0 0% te.. 251 ft.. s4 0. 25.0 -24.5 100 100

slty 30 4i.t .44d. 021. oarse ... 4, 15% groal. 4% 9. 20.0 .21.5 121 67cobb.es 00 4o4t,0d40 44000.0 04 444.0.,. 4400 00. 2o.0 .2l.e 004 77 0.04424'e" oliv-.bron, d4p., 0.. prmabili7 t top.0.44b00, 0t. 40.3 -42.0 12 244e0y 4 *-. 6-.4c.0 till.

30.0 60.0 DeOCI. gray b0otite 4ess. hard, fracture. spaced 8 1OT1 Water level at 12 feet 40 7/14/65to 10 0.K4.. apart. ostly horizontl. som dipping 4bout70 4d.O$,. oiation dorpo.,. 440 70 deree.

40.0 D.044 .0 4.04. E1o201 DLEV. 1163. 6/24/45 D.E.H.

Standard Pametration Test 0.0 1.5 TOPSOIL

1.5 40.5 SAND. silt7 vit gravel. about 0 .ines., 25% 0l. Sp... O ..o* j B~fo ! % , . 201 ed. send, in5 44er4 ..ed. 12% gravel,.00O - 0.5 70 72 70.4co40.es. 21 4oulders, .0l.. hard. -- Is 416% 04",

2. 1.* 3.0 045 67 Draws. 4, 04. to 4dium paeobilty. 0 o* to 4ry

3. 2.0 3 4.1 71 77 do.e..4. 4.2. 4.0 74 94 41.5 tt44 0f %.0..5. 10.0 -11.5 53 776. 05.0 .16.0 497 94 Standard Penetration Test7. 20.0 .21.5 683 40

Rck Care 0 *.2. 1.5 - O 2 67

!O. oe 3. 3.0.4 2 10 671 0. .o 0 4. 4.5 N. 40 I___0

5. 50. .2. 1002. 34.0 -40.0 0o o. 05.0 .04.2 04 72 0.56. 20.0 :21. 36 77 0.37. 22.0 .26.5 42 50NOT E iWte level t feet on 61221 , r0e: 00040 0. 20.0 -. 5 14 72

4t8 feet 4/24/45, an1 0eve0 4 7.5t s. e. 35.0 -34.5 001 44o. 7/14/65. 00. 00.0 .41,. I'7 77

13.0

4OTE Water level at 13 ast 04 ?/14/45.

22.0

l/a i

I, , -' n mm u mllllUiI I

1t-IiHOOUCED AT GOVERNMENT EXPENSE

6.,. . ./2I.2 /6$ K.G.L. _! - 1 1 21

u.0 7.0 GRAVE11 0L1.2 *.d 0.08.. .I22 l. 7.y .. 7dA. n.151 rLEV. 1114,? 0/124/1 Rt.G.,L,

la. I, a 4- Tor OIL

an ..080000 00 1172 --.~221.o2oo

7.0 17.0 Rr772(7c0 q.. to .ll .tite 1.1d.p., C .a.S0 *.d- .0 0. 0 .. .42, ilh l. rabbi.. -d 2d..I& . w

&a 01yh~ r oI he llol mI i

• 2* 22. 2+. Io002, ipplop 06.0l 80 8.0r.... 200 . 8, 273. 0 aO.,0. 270 cob276200 5

Joint& L7la-llol op...' 2 ta, 24 104bl. 022h 0 0" 6odlll, *.2., herd. . .i *I. i0. 7.0

17.0 0.02. .I m..- "Blss .05-. .1 222.0.. , - ".. 0 I

sa.. 7lit8. h

i 7'h 6

7t2.• I Reasll. _r kn1t, Water 1.0 pipe.

2. 22.0. ELIV. 1160.0 6124/6S 0.C.L.. 1.0 0.0 0.0 TOPSOIL

L- %k PF Ir ...... t 3.0 10.0 |A . .l 2l2 t .h .l8l 1 I

, 4 Sal

.. .... #le il .,_ J..2. 5 .....2" l.7.. I ,uo...... e h0 00.,..

2. Co-1d ot. plc pch.t 27.. 22.0 los0. p.rose.bllly, dn... Sta ti.02.20.0 Bot"o. of Pit.

,Ttl We.r t.o." It 3.5 2.st ta 7/141635 2.S. 152.1 1.0 to 10.0 O large, then 2" discarded.

M-301 '. 5002.8 b/21142 .oll, 02712 S3.op at 2.5 fast ..ti d II. I...

0.0 A.0 GRAVEL. C00RLS ad BOULDERS Itb silty send 0. li

0 , 2he. . spa. Water I...l dry 00 7114/65..n herd, *o.2 e l1se 14", -a:- io 62le

p.0..b271It •1,v,.2 TP1.532 t2.V. 2170.0 6124/65 X.C.L.

8.0 12.0 EDOCK. dark 62y020. qosao. .s .2d.F.7 I..10i. 0.0 0.0 SOULDOWO .08 CO.LS . . .,oal. 2ilty 00-W... 8.r.tel7 6.7d 1o 0.78 6.2.. 22.0 20e1. 1.22.02,. 00710., obese 30 fi2., 30 22.. .0,8. 30 idle

dIppng .0out 03 8

.a , I$5 l.p...d 1 20 2 8. p. ... d., 0. t.021 2u7 .o.cbbi.I20•.0 gorally hroI-t.I tth 22 f. dipplo4 so.60 30 6olde.•. ub-souled to No..a 2.. ss, 0l230 d.. 30', black, st. blh p.0..blitt, lo.... 0Intei22.

20.0 oo t. 0.. 5.0 10.0 U87. .ilty With . r.. a t1 2 i2e. 220 01.0622.. .Rock 102. I. z 58 s0.0, 01. . , I. I8r0e22 o bo lb Co..l e

nultIbrd II

. ..... 3 . .. .e" 67, o.78e do0.0We. Depth.,s ILec. g2 p0ll till.

T 8.0 . 9.0 2 0.0 6.20tom .2 700 .2. 9.0 .so.r 00

10 3. 7.00 .'60 a8 0.S. 133.1. 5.0-0.0 6 lager than " discarded.6. 16.0 -18.0 100

I0'. NOTLI Water entering it .t o.0. 2i7t0.d | aRock Pr.ssure T2.t .. 62. Wter level t 5 2. oat 7/14/S.

to. tephho Me* 0ln. P.OI Ri

-1. 9.5 .0.0 3 2n .. 2 3.7 t-134. ELEV. 1208. 6/24/65 /.C.L.0.0 2.3 6011J)L. T1.OIL

R0TE, vot0 level 00 Surface an 7/2/43 2. 1 20.0 S0. .I10y .21th tra00, e.. 15 line.. 30 s1

fI2. 0.08. 230 .0820000.08d 00 00070e *lid. a0s00.303. 02.1, 10017 6/15-16/65 D.E.2* l2.0.2, 3I C0.bi2! . 00 6id1.i. *or,

2

07, 6.78.

0.0 9.0 SAWD 0 E 'I 0 h bet in6 23I-s. I20 so o I si 26", 11tbreast. d.mp, lou. 02'

12.n 0.08. 300 mod.c. .0.8. 23% 2o..e.8, d00I0.....il. 1 :_ 7.2.

Sr;,.4. 10 cobbles. 2* bo2.o.!Il 0n* o 10b- 10.0 se02. .2 Pit.a ngulof. hord. .0.1... .2.0 20 1.06... 000broo,

tt., high p,7L.blIty,vetr7 I... 6.S. 1$4.1. 1.-20.0 60 large. th. b" dis.008.

oeet0y 19.000002 *D M dlpplot 60 8..R- , spoed NOT Wat. level dry ow 7/14/45.

0 to 20 20Ch-l start. folition dIpping bout 80 deorees.

20.0 5otf Hole. MI-SS3. 912L. 214.6 6/24/61 0.C.L.0.0 0.0 BOULDERS AND 60OPLES. 1.n organit .ilty

Stndrd Penetration 1.00 st27l. Te02t 30 tI22.. 20 1ol 6 20 mdies,0.0d. 20 0o..0o l.081, 1o2 00 .06620.. 730

I Alcove bohuld~e tnUl o ...IU~. dahard. m

1. 0.0 2 2o/ 3 0200 4". 62027. 000. . 082. 2...., olloolo.

2. 0.0 0 7.5 161 55 4.3 10.0 Sa00. .1227 0210 070002. a6oO 200 210. 230 S

1200 !I 0 23 - sedn. 30 c .....o... .seek Core Irve, I5 ¢bbl. IIIudrs anll Wosb-

. 0a6rd. 20.i lol 14" br06, . 12sm N., Depth. , proolob.I2ty. very 2

I7 7-.; .

-T. 0.0 .265 . O0 10.0 sot- 0. Pit.

0" 2. 24.0 .29.0 1000.S. 15.1, 4.1.10.0 100 larger than 6" discarded.

Pressure Tles

llOT~i Water entertag pit ".o*4S IIE•lNo. Deth Pat I... thn I Sies. le ee813 oY/l +1 9. 19.0 -5 i

2. 14.0 -9.0 23 007.22 61 0200. 2224.2 6/276/27 K*...

OTt U ...r level t aurfono, 7/14/60 0.0 2.S 1013021.

2.5 10.0 0D0. si227ltI r . .2. .bt III 1.. 230 SI0

0.3041 0lv. 1090.6 6/11/65 D.L.N. ft-e .. d. 53 8 Wa.s. .. , 00 0.7.. 0.,. 300

0.0 2.) TOPSOIL ond 0U7 gravel. 5% 0o2blN, 2% bld..o, .n0,2... he,.

1.5 23.0 SAND, 1i2Oy 0120.3, 06. 21 220000 2 20 it 02.. 23". 02*-It"02, daNNp. lam perieebtlity.

grlv.2, ohnpo20t 00 oc.b.ooo.8o, .002002 0200 2",* 20.0 6.01.. of P0t.000.-.0o., 20. 00 3.82.. p.00.0622227, 01.u 22.20007 8.00.. v022.7 1222. 0.5. 206.2, 2.0.20.0 00 lotm., 02.00 6" 8200008o.

12.1)

23.0 8100.001 (.., 80027. I8r.7 bt2010 1.te o ne0206 9t0700r

.i, r.., I..,ouno o.0r227 hO.20.lon, .i7.7.8 0 to 20 0010: 60207 2evel toy 7 /24/60.

2076.0 027002, 12202t0e dipI O .6.2 8 degreel,

23.0 6.02.. of 0020.

me eth tcer

-0. 000- 1.2 70

2. .3 - .0 4 7 --

3. 3.0.- 4.3 34 67 CLAM RIVER WATERSHED PROJECT. 3.0. 4.0 S 233 7 CLAM LAKE

= MULTIPLE-pURpDSE DAM

8-bro.06__ o: SANOIStIltLv, MASSACHUSETTS

2tA T.0 L!m LOGS OF TEST HOLES

. 2,.0 .25.0 ,00., .. .20.0 ,l U. S. DEPARTMENT OF AGRICULTURE2. 20.0 .22.0 200 SOIL CONSERVATION SERVICE

t.Sot 2.0 NOTE:0 Wae lee dr ouoo4b

23.0q b...fNo.

Deth $IO /fttWOv

1. 29.0 .23.0 20 .. 0. "."

5.71/0 6.5o~ 11 CLAM1 LAK MUT PL A PUROS DA

Pa. LOGS OF TEST HOL3S

,bennoul .u'', .. .t . ...

1,4m a q,- - . ..- - mm m m m. .... . ---------- m m

I Pt11OnhIMc ) AT GOVERNMENT FXPENSE

11411 R198. p pee 1212.2 /i . /1j

0.0 2.0 l ts. 0.0__________. 1/4? to /3/7U PAIWDIM :.o 26.0 506a 1 tul b' *trve), beot fines, 1.0(.0 7. , D meaqpSd bd-id.o,..1. 155% f ft mo-, 159 me i m d, 356T-n b--t. olly Ior p.maftility, dns, .~-wl a" I,% 1", "W"Ir, ao¢'5J*d * l- ucmmm.,

3h-b hig~hly de-ad -- k hit.. Jlgt

It, I"t be pe m1a tf, *em9 6me,.-0.0 SOD, *Uty with graeel, 4eot 209 fln-. GlACIAL TILL. .O10% fl." mod,0W% sodlus *and, 35% comr.

.c, 15% g ee., ea r, df p,..d am 26.0 46.5 SmiD ,, ,.t o s rlax., 25% Sia.reck bits, )/1-i.h -malma l.., Er. seed, 2' mdl- eww' 7% mmar.s .mnd, A.'.t, lo "y 3mbiltf.

ers dmn**, -o1:-gre, eist, IaeLACIaL TILL.

Y'.0 )2.5 lad.. 34.0 35.0 awl'ser.

Ot, Of N.J.. .6.5 Ott of .1..

2. 1.5-3.0: 101 78 2 16-3 OF 18 673.0-.53 1. 7 . -5.5, 91/6- rf. 67L. 9.5-10.0, 113/6' ref. 0 1.. 1Goo-ii. 5 , 92 565. 15.0 16.5' 105 67 5. 15.0-15.5' 50/6- _f. 0 1.06. 20.0-21.5 67 34 6. 16.5.17.5- 125/6 -fn. s07. 25.0-25.3 100/3" ref. 0 7. 20.0-21.51 126 618. 30.0-31.5. 70 50 8. 25.0-26.5- 135 619. 32.5-33.0' 10o/6' -.f. 100 9. 30.0-31.5, 140 5610. 35.0' 100/0 ret. 0NOTE, Water l.-i at U1 feet 8 lath.. 11. AO.-39.0' 160/12- ret. 87- 8/3/70. 12. .0.0-40.

100/U. rWf. 93

13. 45.0-6.5- 130 100M-605 11.- 1194.9 8/10 t. 8/11/70 DI t 15.0C.0 1.0 TOP2fl. m-d SILT. ~Be Isshill ORd IM*d1.0 12.5 SAID, l iW -lth greel, abo t 15% fl. . 2. 10' 2. 3' 1 mwmd 3miht15% tMl. d, 20% .. dl- m..d, 40% .. *. 3. 11.5' 2- 6 18. 4omi Slighteman 10% re-1, ea-ot gU, 3/4-i'd.

4. 15' 3' bm'd Failed 18.0.md as Il-, v-y j, dep wdl pomo-l- S. 20' 3. Smand Failedl1V, 1-*se to dense, 007TWAM. a Need . Pipe mbeew V.d.12.5 U1.5 wi, lty

w htb sgV l, a hot .0% Sfi.., 2OT3 mmte- levl at 17.5 ft " 8/k/0.15 feaso. 5%sa w,20% SMw em e* Ae , 10% gr ve l. mvaularw xr,3/1-Iacblet), e meu t. mic, r , 6-P, I-

2/6.0I=.. 0.0 3.0 IDPWID, md - PDMMI.

41.5 Bt..s of H.1.. ).0 36.5 SAND, sility with gr.'.i, am 209 time.,15% fi. m4d, 2O N-dim md, NOare !=ofCam. mamd, 15% ares.el tamqw1.j', a

--nr- at 6 feet, dwer -a saw4m ebility,2. . -. 01 16 100 das tO dm m., ULJAX TALJ.L %t

*.3. 3.o-1..5i 12 100 decrease la team mad ha gre at4.. 5.0-5 .3' 100"/3 re. 0 22 feet.5. 10.0-.5' 23 70 36.5

6. 15.0-15.1, loi ref. 0 BOO of i.7. 20.0-20.5' 1031/6' f. 608. 25.0-25.5- 1001%' We. 1.09. 30.0-30.4.' 10/4" ref. 0

s f10. 35.0-35.8, 131/1o 60u2. 1.-3.0- 19 723. 3.0-1..5' 3A so

ru-6o7 in... 1213.0 8/5 to 8/1/70 Do . 4.5-6.0-' 4 70C.0 1.0 TOPSIL. 5. 20 706. 15.0-16.5' 22 67i.0 51.5 SAND, mlii, dt.1 g-1, bcwt 209 filem, 7. 20.0-21.5' 73 9015% fine mamd, 1.5% ma ee md, 30% coum. S. 25.o-26.s' 66 so0.0m"Ad. W% grevel. eaa,%1mo, 2.1m) M3 9- 30.0-31.5- 59 67mmm sem ." to t. gfrq-reem mt 6 feet, 10. 35.0-)6.5' so 00 2.0d . low psamabilti

r . den., bathed i871Zto 6 feet, aCIWU. IL. K-61..r.i.__. O/u u O/nO M U.0

51.5 Btt. of Ile. 0.0 1.0 IPSl .LDr efw f1.0 5.0 SM30 With) p'tei. mbmet 8% tisei, 12%

2. 1.5-3.0- 26 95 ZZ.~i, i -. de p. -tL- 80113)3. 3.0-4.5- 88 80 Maw %'laetdoe TI .1. 5.0-6.5, 102 605. 10.0-11.51 10 70 5.0 30.0 smD mlii with graeom, @am m I. .6. 15.0-16.5' 71. 67 15% oMe,.tmmd 15 me I 1 - m 208 m"r.7. 20.0-20.9' 12947 ref. 60 mmd, lr% grm'l smube mr, w.v- m. h a6. 15.0-25.1. I00/1' ref. 0 Mam a at".. alive be Vreee. " . 15.09. 30.0-30.91 1AW- ref. 100 law~ PQ4UtOi, OuMMO, UAZ.A ?IL.10. 35.0-35.1' 100/1 f. 0U. L0.0-1.1 68 30.0 1bo0. oRl.12. 1.0-45.5' 10016' ref. 6713. 50.0-50.5' 102/6, ref. 100 W .i.e 20.0

!%swft. 2I1. 0.0 . 1.5' 1. 1002. 1.S 3.0' kh1 703. 5.0 - 6.5' 33 70h. 10.0 -11.6' 72 675. 15.0-16.5' 61 676. 20.0 -21.51 98 677. 25.0 -26-.' 96 67

g....

. 1

IffPRODUCED AT UIV ERNMENT EXPENSE

0 A~' -Alt8'. .. I/15/70 PADg. .G.5 I.U 3*SIL. 0.0 30 UFJl

1.0 28.0. SAND. s.11*. with~rooo1. aouot 49% f'&m.. 3.0 16.0 oi*.o io.o.,~o10% flo sendd, I mod -, %a~ Sol' I It ,gh eff"8 about.nisea," ~4a. 5% are.1 Subeagl.,. fl * -O 4 25 "a.00.1. 0O..0 M.

11.9 15% 16.0l doaII@bPea

2. 1.5 -- .0. 6. 100~ve gml... PaLi..t1 8 ' 1k 03.o .0v Fomblt. 2.1 to O wry8.1 a--,.d- oao .

15.. 10.0s -11ol.5 30 80. BD0Lbaa8..I 1 ~6. 15.0 -1.6 16.o6 IDUf. 67

82.. 2-.0 .25.5s 100/sho. 6

0.. 1.0 :1.0 2. 9.5 - 02 78I oca or o

6. l0.0 '- 115 71 66,V Ta- 61.03. 20 f.0 U. , IPA- t 02.1a t oWo .

0.0 2.0l. 2~~.d *1 .- k.: 3 0 - 28.0' 100smt 3

1.0 1.0 SM1. 4117 l t h C1rpaw.1 ao u~t 25% fl.., Nock1 ro.. hum7 81 . /1/7 ~15% fin. sod, 10% s.61.. *ind, 40% K-WG

oook P a- tlel.. @10-- giq. 2i t 16.0 0.00 100pmot o ul~ ... 1 4.0.0t , ". C M dom e . 3. 003D.01 2.0, 100l . tt 15 i .

15UoAD.lhty with.a gro, ab0u 25 rims M0' .. ,15t01

21 1-, 29 t7 vary - , OLCA TILL...~ly 'yi o. .AII

18. 1, gr. tt.10e. .0 26.0 1 -14 sith b-10t, k.bftt.15 p.1.,

18 to21 fe%, hihly rocta~d. 0...adt -d-qoa -10a.k hi~ ot ;X to

3. 10. -"1. A 71ou a II . . 26.0 83.18. of3..

Ui"5. -16pl. 10.06 26.o 66U -ZV il-bgalef m

2. 4. 545-1012. 1 .5 -mm 2.ort 101.1 krot. 762. 1 0 -26.'.9

3.2: 240 2 . 5.0 - 6.5' 129 663. 20.0 -21 .0 10

N. 21. -2 .1 90 . 10th1 L...ho

12 Z1. ft..d T~nt 2. 13.8 1' 1003. 3185 -23.5 0

boad~6 -23. bw rvid4 5 -26.01 100

M-66 V- 15CO 61 to8/67o LO 0L ate 31., ovl at 6.92 feet s.00-66 I.,. 19603 85 I 8/620 ~lb/11/70.

0.0 2.0 3. dUilgf - Rodv 80.14.. by han.d.

2.0 4.0 210OL.

4.0 8.0 S=lI, NI15% with growli, about 25% 1rime,25%8M fand0, 20% -- di" sand, 15%cOoare 2-' 5% growol, subo,a.Io, 31

a=bco ad ro00 portiol.., itfimh-Aa.0 .100. o.1.-b-a, moot, laop-ra*"11t, dome0. Weather" Til.

8.0 15.0 IL., so4 .h about 55% flo.., 22%fim mod. 15% meodlu a . 5% c~o,... av, 3% growl, 1/2-inok assists .0, MLall1. broon, -ot, Ise perabillty,madome4.., GlACIAL T32L.

15.0 28.0 91MMI, gray blotit. hookigod. goal.,folitatlios 429,001 ekt 70 . hco.ara about 12 to 1

8-0mjb.. ajet ._ matl,

boplmoteol a oihght.

28.0 Nathan of Hul..

on. Sm .6CLAM RI-VER WATERSHED PROJECTft. CLAM LAKE MULTIPLE.PUPO DAMd

2. 3.5'- 5.0' 58 4 SANDISPIELO, MASSACHMT#TS3. 10.01-11.5, 29 IA.

1"k-r k.LOGS OF TEST HOLES

e j %..9"U. & DEPARTAM OF AGICULTUDE2. 15.9 - 20.0' 953. 10.0 - 250. 100 SOIL CONSERATIoN SERVICE

6. 25.0 -28.0' 100 3,

..IA .... ............

q~.ga....... .......... I......... ................ .. .... . . .

_____________________________________CO~m P8~&9.............:i A3?KA-310 IAMILI/'0

7RFPRODUCED AT GVFRMfNTEXNS

tI~o. wbi 8/,zh PA k

/ 8W/12/7V Isa3.0fLO umb. arsi .1 . qu% 15 t..

. 6.5 SUCIta smil& a00.bout U fine -ii

~VAW6..,g,18U.O~~I ~~.og

0.03/kLIh ~aamaa t"569 0Oa~v sand, mU g- ... , I w

GLACIAL ML.L. Li

6Or, do*e

edim pem£ e.,i v.

6 to 10' RWILD,.

d-.a.. rLOUSM.10.5 11.5' MWiLDS,.

6.5 26.5 19C,9W 19t obef1.1.5 MO bj .grey, blet.t huonblano

d4...t,, bh.t 60 A~... .70 . ftgu f-:d ?re..c 16.

-p"od About I to 8 Ius~o apr.

10.0sofM..25.0

btt.. f Ao..

1. 0. 15' 1 10 5__

2.1.7 30 82 700..5.0 - 5.:3: 1020A-~ f 100u.1.

97 -5. 66

%-on Core Runs.ft..5

1.~2 1..T~o 0.5 -16.5' ?

2. 11.5 16.5' $1

NOM7% Water 1.,.1 at 2.75 on 8/12/70.

3. 16.5 -21.5' 1(00

Z.. 21.5 25:0' 100 132 Lle, 1 8.l 8

/u1 -o 6

113170 F&D01600 1*. 1158.73 /112 to 6/12/70 ?ASl0.

0.0 2.0topsn.

3..55.0 MULDER.

fl.% o2oi% ft..a. 06 % med.ium Coboooo e

5 .0 9 5SAN l, sil ty , wi th g ravel, & 6 to oi

- b u - di 0.0 C,1.409% fl--.. 15% ft'.. sand. 2,% .odlu.i ,sDeo.L.

.

m~a, 30% ftr. send, 10% #"1. .

9.5e1e.5 13MMO1 ",~, bli.,1

h-bo 7. "--d eb...t I to S inhm. V.',

0

1A1ghl, fl-otomd with sand e.ao. 14-

ito. of Rol.P~oruuuo -P-r6 1/2-loot to 6 Inches

S S 10417.5 llott, of Hol1..

2. . 3.:0' 2,6 83Nr~ o po.

0.05: 10 -5.5' 601- ra. 0

5

_ _2

. 8 .5 - U -5 1 1 0 0~ tot % )%Ao

OU51 wate (1... .. 41 4l.54 fast02. 12.5 - 17.51 6

.53~v 1 9~ 8/13 t 51070'J

MOMi Wtert lee at 9.5 feet o0b112170. 0.0

TOPOI an MDg Hit 15.%Ln.11 1.2 5/13 to B/1370 Dal 1. 15%i ('1,. gae,5 01ot ceo% 3i0% f

1 . 57 . I5 % i t h - s d . 3 % . 1 O h o ti T P -6 55,

0.01.5 msn

ooore ."d. 15% gr.ael oro~g S

1.5 9.0 QMNLLS and OUL~ols, with -- iit d.rq, high poet-ohIII t, don.o,I/I--lo

t-tt & Man.,

id-b'o..,, amos 0.0

9.0 21.0 R08.,t d9-tl. i11 m.od. frc.0. Ito.0o 21RCo trV, *tehnbo

frwoto,. 40991,04 aout 70 dogress, folatir03 ~Po..oot'e~

2t 8loo ~,i otf~o.AV. horbsoot~j &11 tight.21.0C

B0tft of S... 70Ht.

fA"__ __ __ fr1 o Etw, . s

12.0

2. 0.5 - 2.2 11/7" r.f. 40

2. .1.23. 3.1.5 , 98 3J.0' 2

___;~r ft,.4

5.0 -5.51 100/6' rof. 331. 90 .11.0' t 7

on .,

2. 11.0 -16.0' 100

1.?.0 -12.0' 100

3. 16 .0 -21.0' 9.)

2. 12.0 .17.0' 100NOM% Wte.tr level at 9 feet on 8/13/70.

18-62in ..179 18113 to 81lW~o om

2.

0.0 1..0 038K618 Cod BMR2LpuS, with am. alitand grav1e~lo i. le to Obita

0n11.0 20.0 D8Ucg, IeM. bl*otet borabl..,g gft.*.,).

MOdsrtok ftacbma'd. ?,eFrackes m,.rc12 "~ Is troes $wt.. Mbet fra.cture*&P11 swat 70 . Sme torloot*

mottm ofR.I.

III I"'lROCEfl AT GOVERNMENT EXPENSE

ILA" LA1i, LLAA Itiopo WArtjt:*tt,

*ntftrl,% ' It

1.U- 3D *lltt .th 4 ....1. &beat 7.0 ort0.tn.y ;.I'l and, 30%% on.. aand 2,4 -rol

io -MG I .a. lb1-4tot -1 1..' :11 0.0 1.0 7"IeI'l. -1 16) PA r.d-ty d'",, I~ pat,11~y . 3.0 .U4] m~ t oi, grond COWI..Va7 n A., GLACIAlLl.*t 0 vo .. 1t ri,0 . . ISret.ad,26-lootI ,t.. a-1 i--,7,W01b. d 3aa;4.. i U, 9 foot,

.~t O,, S a -od' 11% :91t- o pit. ,l-c al.-

13.0 SND and Gravel, Mo silt, a&bmt 10% 1.0 1~ Sth d gl .... I1* and. Col.a,fin.., 10% fIn,. *ad, IS% _ad1_ *. 11no 5 I,. 1%fn ad 07%Cn a nd, 301% _ra1,ab- 0%~ l.*Ci , O oe attd. 10%t_d.4, 24-1-1,

1nb, 36aa ta. r-ao-.I i-,

doaa. lee Cwntwt &Atd and -r.1 WP Ann.t I*d LAIAL TILLn." o2 nbbla. -4 b-14t.1. to P 61 5.0 aVVD( nd 1t)T1'. 0F P1T.*t. 1 cybbi.. and bold... thatn

-1-1, 25% - 6-1-oh l... t.". okfr. o highly ... th.r.. rP-dl 3/7132 nt o Pit. 0.0 1.0 MI'0L aod W020 HAT.

TP-653 6/e t- 6/8/71 Dffi 1.0 11.0 S111, a1150 ait, travel, and ct~bblts,ton to /8/71 01 at1ot 25% floce 1

%fe*ad, U0.0 1.0 IDPSfL. and 10001340. ;,OCI '._a-1lar 22-db

1.0 10.0 SAND and (.UV9I .~ anit. Oh.t 10% *l22ll.botdnin p.xjaof"n., 10% ftn. -4nd 15% jdiu M, blly, -crY GLACIAL 7=~tj .35X no-.. .and, 3U%, ga.. ,- 0% Ss 1.1.0 I0tb. of tILro-dad, 18.1-h maia.. , tan. Pi

brw mdltohg, Gan., In Op-aCato and Mnd grawal, at. 25%

6-Uob al..So k o fr~gaet.highy .oath aad.

Dtetwb-d Somn$., 2 to 9 foot.11ttm Of Pit.

6/8 to 6/8/71 001

1.0 7DPS00L and 1t07340.1.C 100.0 5- and GRAVEL, with . lUt, J,_,o

10% flto.. I0% fine."aad, 15% .adlo.anod, 35% -.ar. Mad, 3u% tral, (P-SK.. b-nodd 20-1-ht ma j,ntl, tan_ obi, d-p, owdimm-hig pa..billy, (Paldan., Iaotaot Madad gowl,1.at. 25% - 0-lent a.o. Sa. mak fragmonto highly. oastharo

lllatora, Soopi 3 to 10 foat.Bbto.. of Pit.

.P65 -6/10/71 notI

1.0 1007091 and t(101SAT.

1.. 14.3 SANDS, alIt7 with grav.l and Cobble.,

ot 2s% ft.o., I 1 ft.. Mad, 20%-- dl- Mad. 30% roarer aod, 10%gr .. al,.e-b-.nWgto. 15-lanl .ano. 'p..al.a, oII-~b-n t. 7 foot thtan blu-trqy. d"P to -ot, I-o pntm.lty,nary data.., GLACIAL I.LL.. otedt7 foot Wi1 th . . FPat 7 fot.l'ttad Sonpin 7 to ii too..

13.3 hbtto of Pit.

,P.656 6/10/71 f2.3 1.0 ?ttPSIL. and 1*001340.

1 .0 12.0 SAND, aIltY oito gran and nobblas,.boot 25% fin.a., 15% fbna Mad, 20%'oadoos aad, )0% cor d, InA.1% 1

aoal, ab-angulr -ht a.Xooala, olv-brooo, danp, lee p.-..

b illt i ry - eoaa GLACIAL TILL.DIOatobatt Sonpia 2 to 12 foo..bhttM of pit.

10-576/10/70 CLAM RIVER WATERSHED PROJECT0.5, 3.0 "3011, and W07MAT and FILL. CLAM LAKE MULTIPLE.-PURPOSE DAM3."10.0 flat, alloY With1 gral and nobblea, SAPEDISFIELO. MASSACHUSETTSGbaat 259 fin.., 15% f in. wad, 040adims aad, 3t7 no...aaao, 10% sp, LOOS OF TEST HOLESvrnSeb-anga.1ar, 14-loot .aximalS

j'yq.y.C~~tqp I"n~bnm daq, f"&'o~a U. S. DEPARTMENT OF A RC L M0taibad Sfiflwl.t 3 t. 9 foot. SOIL CONSERVATION SERVICE:htta. of Pit.

.. 1at

Iota. ........at

Nt 1( t313 (APRIL IV&))

_________________ f PRODOCFD AT GOVERWA, MT EXPENSE.

t~m - mU

6.0w .0 0 . "o.40. -W, "311. .

31 ~1I*. 1 .W41 too"l.. -&~. 191 *.1..I50 0bk.20 .% hatte .1 430 pit..

2.. ..4111. 11 " he'd, -2.I -Iow S

7.1.. 2.0.10.0641 L.. 6. B 41-4.l.4. 0.0 1.0 101002.1.0 5.0 SAI, wilt,. B..ei. ..641.* ama b-3Id.

3013. 3.1r ... 1 at ?..w 7/16410 p.1. ALL&IYAL VALJZ1 FILL.

5.0 bette af pil. 03.tak. wate 3m at 5.0.

I. .0 IS 0.11

**~~~~* .I 341 *34 2 1 * . 201 $-11. 10 50SAM. .It,, 4prve, tobtl.8 and bet14123.

S01.b4.. 20 1,..Ii.cs. AUAM 1,111.

M3.I*1 .4 1 l*2.*I...4.. 5.0 Wit-. .1 pit. 3.ok6t.*W71* 50

20. 6*s~.1 pit.

to. .3. 211.1. 3.0.10.0 n1 i.. the., 6- i.1.".0.0 1.5 1073011.

30rt, wa1*16 at .. 11.- wo /165 1.5 2..0 AND,. -1.3y. 41,4k. hALAL 2*2.5 FIL.

4.0 la41.ck .t bett1 30 pit.

17.232, arv. !1111. 6/22/45 I.1.2..

2.1 S0. SA30. *revelly t1 .21 wa. 101 I-.. I'll I-* 303

.. 42*.21.15. n 3 .:.. eb.; M .

*21: 24". 41333. t to3 wat. low to mediu pre..41111,.

10.0 N.w .' Pit.

D.3. 252.1 (2 bas.) 2.5.10.0 0% I-ie ch.. 6" 1.4.

"7.233, Ktv. 245.3 6/21/65 Z.G.L.1 SM SAMPLE FROM TP 651, 3' TO

0:.0 0'.0 1011 I'l-I ha 3%1 lw s

1.b I.. . 21 4.14W.... .63. 414. h'd toal1a.. 1".-

*2l1, -1 4ea. &.-bl*. -17 4.3l*, 3144212 1221.

10.0 3.t fit. 5 2 - - __ -

it - - - _

307054 311.1 1199.3 drj. /2641

0

2:.0 1200 5Wem. *1217 with $-I3. beat 1921 12..*. 221 11-. 13.62t

... d S0M .. Swa ... 4, 101 c ... w ... 4. 321n 01.31 co.442.. 21 4..141... we.2 4.1 .he'd, -I- .. 14". 4 1 0 2

boave A. Iwo ,.-ability. _7. 4..... *r... .3111 a 0 i04 0 s 2

10.0 of1.. P . . meamorf C060130. PowNT or 307 01101

3.0. 256.1. 3.0.10.0 41 2.r.154. 4" J2.c314.4.

3071.1.1 ister 417a dr 7/24/65.

10001. 131 226.44/2/624.11..SP-SM SAMPLE FROM TP 652, 3' TOIC____________ 130 - - -

'00 0 SAM 1073011. 10,42 hetn id-2 GFG

2.0~~~ -004.*1317.1- 1.... 18%. -- 1.... 201 12Q

313.,II 1 21.. 2% 4.14... -.b-..--4 ce

cmmom.1a. 22-, 4...., 4. hb 2- - - -

-ability7, d1o., hom 131141. 0

20.0 "it- of pit. 1

II.0. 211.1 (2 be.) 3.0.10.0. them3. 0. 6- di-r.1..

30m. Sister 4.7 we 7/16/42. I to - - - - - - - -

U.-22. MATl. 174.4 6/33/63 1.C..

311..i. 2%4-#. 09.1 374.. b -I- 1. 1111.

200 .S1. M.S 3t.0-003 .- tmeG

3.0. 30.2 2.-10.t 21.40- em 714,/330414. 13 SM SAMPLE FROM TP 684. 3' TO 10'

0 4 - a- t W t s t

JI

Ii 1ROMUCFD AT GOVERN(AEIT FXPENSE

SM SAMPLE FROM TP 660, 7 TOI I'

Ito -*IZO

I

o~' ' O t 4 'afl 20 22

MOT.I9 I YONTaNT, W"I1 OT OW Iorl T

30 SM SAMPLE FROM TP 656, 2- TO 12'

o '012120 ity_ __ __ _

. 4I 10

3 TO 9'- 4 6 8 10 12 14 I6 Is 20 22 24

00 1 USE COT.T, PE11CENT OF Of" WCHIT

j1pSM SAMPLE FROM TP 657. 3'TO9'

...... • , - - ,- -1 0

2F 22 24

3' TO 10'

3 O 0 4 6 8 ' 12 14 16 Is 20 22 24

-MOSTURE CONTENT. PERCtNT OF DR VIONT

20 22 Z4

3' TO 10'

.....4--- CLAM RIVER WATERSHED PROJECTCLAA LAKE lULTIPLE[-lu*mSE mAU

IANOISFIELO, MASSACWHEITTS

LOGS OF TIET HOLES

U. S. DPARTUM T OF AvI.NCULT M,20 22 24 0L C)N? VATION 8RVIC

Yw f~' 4 9 A .~ TJ b . . .

" "+'..... ...."i"....------ ---- --- ---- --- - - - - -- - - -- - -- - - -- - -- - -

r

AO-AISS 143 NAIOAL PROGRAM FOR INSPECTION OF NON-FEDERAL OAS i -

CLAM LAKE DAM (MA 010..(U) CORPS OF ENGINEERS WALTHAMSSIFltO MA NEW ENGLANO DIV FEB 80

IIIIEEEMhhhhhhhhhhh

EM3 .2

1.25 1 I

NATKIEAL." SUJOf S!AMfl-l9§-A

APPENDIX C

SELECTED PHOTOGRAPHSOF

PROJECT

SII

iIYF7

'I LE

BER

AEROSIO C4o LOCATION ADOlNA O

OF RPHOTOS

LAM LAK DAM/ (MA 01052 SmWMDA 9 ANDL

BERKSHIRE COUNTY MASSACHUSETT*caai: Hsea,

S.T .ERR ........

Photo I

Overview of downstreamchannel looking southfrom top of dam.

Photo 2

Overview of reservoir

area, upstream embankment

and principal spillway

structure looking north-

westerly from embankment.

Overview of emergency spillway

crest, weir wall and dam crestlooking west from top of left

.. slope of emergency spillway.

f,,rvjI2W Of emergency spillwayq)proaei channel looking

N4,.rLhvrly from toe of spillway

&:-charge channel.

CVprvi.±w of downstream embankment4 soking westerly from training wall

emergency spillway.

Jr,

Photo 6

Overview of emergency spillwaytraining wall slope lookingsoutherly from dam crest.Note: Erosion of slope.

A-E]

Photo 7

Overview of downstream embankment,

spillway discharge channel andleft slope of emergency spillway.Note: The sloughing of leftspillway slope.

, q ,Photo 8

60-inch outlet conduit and endwall. Note the crack above pipeand missing foundation drain piptoutlet to the left of the 60-inclconduit.

Photo 9

Pond drain inlet structure. Note

damaged trash racks.

me .. .. " 4' z

REPR4O UCFD AT QVI

%0910

Pond drain inlet structure wing

wit I L. Note craicks in coiw rete.

Photo 11

Gate well of principalspillway structure. Notethe lower two §tem guidesare damaged.

Photo 12

Crack on right wall ofriser transition.

4hW

-~'-- - -. --- d -

Cracks and efflorescenceon transition of principalspillway riser.

Photo 14

Crack in transition nearthe vertical downstreamface of the principalspillway riser.

Photo 15

Closeup of silt from beneathrip rap on downstream sideof embankment.

- - - --7 I

m innI'Oucrf AT r,.nvr '?IMENT FXPENSE

r)! q) of left s;lope toe ofIrii rw -; ~i I 1'AIv ZtILc~t

~r I III , r see~page f rom

I

'hoto 17

iLcft slope of emergency spillway.

.:ote slope failure and erosion.

q1

Al.i

RFPROOUXC~Fn AT GOVERNMENT EXPENSE

Photo 18

Left slope of emeorgency spillway.Note erosion.

Photo 19

Transition of grass coveredchannel to riprap slope ofemergency spillway. Noteerosion and undercutting ofrip rap by runoff.

IIIII

APPENDIX D

OUTLINE OF DRAINAGE AREAAND COMPUTATIONS

I

i

jII

iN1

TCONSULTN PROGRAM F INPCORP or NON-FED. DAMS

L -M 1 40 0000

FEET

FROM: U.s&o s. MONTEREY, AND DRAINAGE AREA MAPIOTISi MASS. QUADRANGLE

MS.CLAM LAKE DAM I MAO01052) SANDISFIELDIBERKSHIRE COUNTY MASSACHUSETTSI I CALE: frtuAfty let

o0j*00AkGLI LOCATION JaII i: AS mOTgo

LAKE,

SAN\ \4 F

I2 .......J

i __ _ 7L~ __ ___b_

NEWK 'N

(D CLAM 5'

2,00 LAKE MOTVLL BEC PAI________ .SAN ROAD-

14,000v-I-.- D.WS NWBSO

18,00' D.. WET OFNEW OSTO25,500'~I~ D..ROTRIL

1. V'T"" ASO.

BERKHIR COUNT

0:A DAMDM(M 15)SADSIL0: 2,000KSHS.REONOULLY BEECHAPLAINTTS

®:~~SCLE 25,00 NOSRTEDRVL

0:~~~DT 36,000'Y D1.COEBRORSRVI

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I1II

II-s

i I , . .

IIIII

APPENDIX E

INFORMATION AS CONTAINED INTHE NATIONAL INVENTORY OF DAMS

IIIIIIIIII i

4

111_ _ C L

pm .-

z 0* U

af C

w C2

'M 0 ID D

E)

Z.- c. E

0I 3

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01 4D I- *WoI. 14'

191 on~I 'cc c 2b

U, a~2I = IA 0 ZGD C a

w It v

> I- - - )3 5 a' 4D

no r *0 . 6

- aE1

, a a

ro . - . UfMAh

IIIIIIIII

I

t

CLAM RIVER WATERSHED PROJECTCLAM LAKE MULTIPLE- PURPOSE DAM

RECREATION AND FLOOD PREVENTION

DRAINAGE AREA 6900 ACRESTOTAL STORAGE 3050 ACRE FEETFLOODWATER RETARDING STORAGE 2300 ACRE FEETTO EMERGENCY SPILLWAY CREST

WATER SURFACE AREA 47 ACRESAT PERMANENT POOL

HEIGHT OF DAM 88 FEETVOLUME OF FILL 525,000 CUBIC YARDS

BUILT UNDER THE WATERSHED PROTECTION AND [.,FLOOD PREVENTION ACT

byMASSACHUSETTS DEPARTMENT of NATURAL RESOURCES

andMASSACHUSETTS WATER RESOURCES COMMISSION

andBERKSHIRE CONSERVATION DISTRICT

of theCOMMONWEALTH of MASSACHUSETTS

with the assistance ofSOIL CONSERVATION SERVICE

of theUNITED STATES DEPARTMENT of AGRICULTURE

1972

INDEXSHEET I COVeR SHIEET SHEET I4 - EMERGENCY SPILLWAY DRAIN

SHEET 2 PLAN OF STORAGE AREA SHEET IS - EMERGENCY SPILLWAY DRAINAGE DETAILS

SHEET 3 AERIAL PLAN SHEET 16 ROCK TREATMENT DETAILS

SHEET 4 SITE LAYOUT DETAILS SHEET 17 FARM FIELD FENCE DETAILS

SHEET S PLAN OF DAMSITE SHEETS IS1o 23-RISER DETAILS

SHEET S PLAN OF EMERGENCY SPILLWAY SHEET 24 HIGH G LOW STAGE TRASH RACK DETAILS

SHEET 7 FILL PLACEMENT SHEETS 25 52- RESERVOIR DRAIN INLET DETAILS

SHEET S PROFILE OF CUTOFF TRENCH SHEET 2? CONDUIT DETAILS

SHEET 9 - -OUNDATION DRAIN DETAILS SHEET to HEADWALL DETAILS

SHEET 10 PRINCIPAL SPILLWAY PLAN AND PROFILE SHEET It - EMERGE1NCY SPILLWAY WEIR DETAILS

SHEET II PRINCIPAL SPILLWAY DETAILS SHEETS 30 u-4LOsS OF TEST HOLES

SHEET I PRINCIPAL SPILLWAY EXCAVATION S E S FILL SECTOR SHEET 35 STASI.IZATION OF STRUCTURES

SHEET 13 -EMERGENCY SPILLWAY PROFILES SHEET 34 JUTE NETTING S C"AIN LINK FE1NCE DETAILS

-q-- J .'

D PROJECTPOSE DAM

0 *,IION

,900 ACRES A-I

0O50 ACRE FEET300 ACRE FEET

47 ACRES

88 FEET000 CUBIC YARDS

T ECTION AND IMULIPLE-PURPO0SE DAM r -,IIr

L RESOURCES

COMMISSION

RICT

ETTS

0 30A....

ICULTU RE

GENCY SPILLWAY DRAIN

GENCY SPILLWAY DRAINAGE DETAILS CA iE

TREATMENT DETAILS

FIELD FENCE DETAILS LCTO A

SER DETAILS

III LOW STAGE TRASH4 RACK DETAILS

ESERVOIRt DRAIN INILET DETAILS

lUll DETAILS___________________________

WALL DETAILS CLAM RIVER WATERSHED PROJECTGENCY SPILLWAY WEIR DETAILS CLAMNLAKE MULTIPLE -PURPOSE DAN

SANOISFIELD, MASSACHUSETTS

005 OF TEST HOLESCOE SH T

ILIZAtION Of STRUCTURES

NETTING 8 CIA-N LINK FIENCE DETAILS U. S. DEPARTMENT OF AGRICULTURESOIL CONSERVATION SERVICE

... .. ... . .. . . . .

a~ a ~ - W A-.95? 0

8-3

c. ' -OA, ---- *r .01

'OWO WALL TEST PITwof FENCE MoCA OUTCROP

-- Ap9o" IMS OF *Oft AREA -- E INE

CLARINGW LIMITYsE * ft DkESIGN HIGH WATER-CiE&GS. =11110 DISIONG ELEV 117389

fOUOAT $OF, CPA - SI A OARS

"5c ~PERMANENT 10POOL

ELEV 1143 3

N - '~BEAVER -.

1/6

DESIGN HIGH WATER CLEARING

CLEAR I G ALONGO TME E-CLASSIC" PRON To( .4i

Sf11 ONTE

CLIFAMIN 6,014,11 THE D'CL ASS PERMANENT P Cp

,GONI DAM. EMERGE-.

ISAN DIVERSION, '4

- GeLSINOROCit DiqPOSA.

A 7910 1 IELEV 12056) 001-

So& t.25"'0 OSM 251 IELEV Q??? ?t I T,

90* WEST OF *Etc

Y111 S41 i[LEV Ott ?91

CLAM ROVER, EAST

DESIGN HIGH WATER ;

ELEV 117386DSPSA

ERMANENT POOLELIEV 11433 C LAS 'B"

L EA R G -* --

SS .c DAN -M

''9&0

CLEARING REOUIREMENTSNO SIORIGINAL TOPD SURVEYED BY N NOVES 0962

CLEARING ALONG THE EDGE OF THE PERMANENT POOL 2 ADDED SURVEY (ABOVE ELEV 11601 By P BROWN B ASSOC 1970CLASS 'C" FROM THlE 1140 3 CONTOUR TO 10 HORI ZONTALLY 3 LOCATION OF BEAVER PONDS AS OF JULY 1970

SEfTOND THE ii433 CON4TOURW 4 NO WASTE MATERIAL SHALL BE LEFT BETREEN T4E PERMANENT

POOL CONTOUR (ELEVATION 1143.3) AND ELEVATION 1100 0.CLEARING WITN THE DISPOSAL AREAS AND WITHIN THE S THE SURFACE OF THE BORROW AND DISPOSAL AREAS SMALLCLASSW' PERMANENT POOL BELOW ELEVATION 110.3 BE LEFT MEAT AND IN A SIGHTLY CORDI TION AND0 SLOPED

To PROV IDE POSITIVE DRAINAGE. SIDE SLOPE SHALL BE

CLEARING DAM. EMERGENCY SPILLWAY, BORROW AREA, LEFT NO STEEPER THAN 2:I

A DIVERSION. INL,-ET & OUTLET CHANNELS ANDOM:SIG ROCK DISPOSAL

TOM (ELEV 1210 56) TOP OF 2' BOULDER 60' UfS OF

STA 9025

TOM 251 )ELEV 12T? ?21 TOP Of 2 . 4' BOULDER APPROX

S0 WEST OF BDEECH PLAIN ROAD

TBM I., (ELEV 1099 . TOP Of 2 . 3' ROCK WEST SIDE

CLAM RIVER, EAST SIDE LOGGING ROAD

0200

CLEARING SCLAMA RIVER WATEROME PROJECT5 GRUBBING LIMITS CLAM LAKE MULTIPE-PWINSE OM

SAND ISFIELD. MASWAETTS1L. 'lt>- OIGINAL PLAN OF STORAGE AREA

GROJNDU. S. DEPARTMNT OF AGRICULTURE

SOIL CONSERVATION SER VICE

ORO AREA DIVERSION .... .......-D

ROT TO SCALE -

c- 0 A 1.36~ M -S

CLEARING S GRUDGING ft,,ISs

j -'i

"AO5

SONSRUCON NOTES: CLAR one -

ISOUJLDERS ARE SCATTERED THROUGHOUT TI4E ENTIRE -

WORK AREA----------

2. THE CONTRACTOR SMALL EXCAVATE ENTIREPRINCIPAL SPILLWAY PRIOR TO PLACING ANY INLET tSE DETAIN.JOiOf 1 0' PRINIPA MPLLA"

CONCRETE ORPIPE. CANLlc-caL

3THE CONTRACTOR WILL NO0T SE PERMITTED TO '&tawJ

SPILLWAY SYSTEM HAS SEEN# COMPLETED AND0 RISERI-~A134QTHE RI VER FLOW HAS SEEN DIVERTED INTO IT, -- - -EALSSTP 11-9

UNLESS OTHERWISE APPROVED IN WRITING0 SY IL P S~ ~.SA 3000ESERVOI... CHAINNLE'_

THE ENGINEER. -! DETIL 9m ~CHASINK NE- it LINK i Fl

ORIGINAL I,~

GRUN ILME 11-.)--

TYPICAL SECTION INLET CHANNEL 10

NIOT To SCALE 5--,~----------

ORIGINAL"SPOF A

ELEV--

vII SIDE SLOMEASSUMED .

KDROCK ". . -S-9

TYPICAL SECTION OULT CHN0'I, OCrg E CHANNENOT TO SCALE!

CLEARIN

ORIGINALLIMTS

PEPRM. POOL CLASS *C:.:::.

TYPICALE 1ETO.OT[ CHA4N.L "\

(SE~~~~~~~~~~ ETU RMEOARC iT T o~s

EWE EQIPEN BEDDING

TPAE ICA ETON OIUoldW ANNEST WO

0 1S0

~ - Ito--- - A P-LE- -- -. -

,o 8

C7,

V, PRINCIPAL SPILLWAY--LMT

t P STA 300i.00 ---

.CHILIKFEflCL~- LE

-al-

rOp OF DAM4

LUSF ILS M IagtT

*slil WLIDTHAUII

CLEARIU. EMIA DKENPANIMENT GUTTER IUR

DOWNSMAN ~M i-59? To12

t3? O 00

#do 02-,

SA MADE*

4%- 4. - - -

-

- -- -- - - -

0-

-. - s

< ~ '1 -

INAl IT A

axi .00OS

Vr D. MCC.0

EITICNGC

PAN

32DI

-OLE TUNE

INV2

' II.M0

-_-/ \ If

L ITS

(SE DAT 1) S IAIJN

0..-- ~ -- RlRyEy - -01

- ~ ELE,))E, ,'

I....

23 EUPETPAEIELI

1, BEDDING

ELEV 1156A

ELEV 1143.0 ELEV 11450 4

ELEV 1138.0

ZONE 2

3

ORIGINAL GROUND

BOTMOF FOUNDATIONEXCAVATION IBEOROCIII

TYPICAL SECTION (

3

r EQUIPMENT PLACED ~ ~RIPRAP

C BEDDINGELEV 115

ELEV 1143.0 0 ZO NE I

ELEV 1138D0 ELEV 1145 0

ORIGINAL GROUND,.

ZONE 2 V-'BOTTOM OF* FOUN.OONEXCAVATI ON 5

TYPICAL SECTION (AE

EARTH FILL REQUIREMENTS CONSTRUCTION NOTESMAXIMUM rAIU MNM I EQUIPMENT PLACED RIPRAP SHALL BE WELL GRADED AND tIAv

ZONE MATERIAL ROCK SIZE LIFT1I NT CLAS OIRI SZE EQUAL TO THE DEPTH SHOWN 60% TO 75% OF THEP,

1 SAND, SILTY WITH GRAVEL 6 9 -. OPTIMUM A 100% MAX ELRRTA %OTHDPHSOW

RERSNE y TIG25- DENSITY 2.8EDOING SHALL BE WELL GRADED BETWEEN 34i AND 3 V5 1

OH RS ITED BY TP 156 (25-.0-1, TYO TO % PASSING TH4E II.C SIEVE

TP 256 3-. TPA4I.-O ~STM 0696 3 REPRESEN4TATIVE R0CK SAMPLES FROM THIS WATERSHED HAVI

TP 651 1-10') METHOO A AU. SAMPLES TESTED CON4FORM TO MATERIAL SPECIFICATiC

Z SILTY SAND AND GRAVELY SAND 6" 12, OPTIMUM C 4 PASSES

REPRESENTED BY TP 254 (3-ID0'). PERA LAYER

Tp feBB (-oo0, TP 6521lOS-id). OF FILL -/

TP ASS (1'-101. TP 654 W-10) PNEUMATIC

0148 10-12'). OH to 10-10) ROED OLIWEIGHINGAT LEAST5O TONIS

_________________ ___ - OR AN

. B BARD. SILTY WITH GRAVEL 12 is' OPTIMUM C EIALEN

FILL SIMILAR TO THAT SHOWN IN APPROVEDZOOE 1. y THE

ENOINEER

,6 MAXIMUM LIFT THICKNESS PRIOR TO COMPACTION,$tgSoR STANDARD PROCTOR,

ELEVII6-2* EOUIPMENT PLACED

RIPRAP

ZONE I CBDI4

4.

DRAINAGE DETAILS

'ICAL SECTION (VALLEY)

ELEV 1178.0

-Lk-1 2' EOIJIPMENT PLACEDE1EV 1156 0- Ri PRAP

ZO E I I'BEDDING

1.5

DRAIN0FILL ZONE 2

SEE SHEET A FORDRAIN AGE DETAILS

ICAL SEC ION (ABU MEN S) OTE FOUNDATION DRAIN ABOVE ELEV 1143.0

$MALL SE WELL GRADED AN4D "AVE A MAXIMUM4

SHOWN 60%. TO 759. OF THE RIPRAP SM4ALLHE DEPTH SHOWN.

GOADED BETWEEN 34i AND 3 V WITH 30%SIEVE

WLES FROM THIS WATERSHED HAVE SEEN TESTED to 0 to 40

NFORM TO MATERIAL SPECIFICATION 523. SCALE IN FEET

CLAM RIVER WAYERIW PROJECTCLAM LAKE MULTgPLE- PURPOSE OA

SANOIWSILLO. UASACWMrtI

FILL E-LACCOEWU

U. &. DEPAXIUDI OW ~CJT3SOIL COIUUVA'II VKZ~

-87

CONSTRUCTION NOTES:S*oA OT

LASBESTOS CEMENT PIPE SMALL CONFORM TO DIAU DOLTSE

SPECIFICATION 545 AND SHIALL SE 4D01A. Ir LONGCLASS .4000.

Z WHEN PERWORATED ASBESTOS CEMENT PIPE ISREQUIRED6 THE ASBESTOS CEMENT PIPE SMALLSE PERFORATED WITH W~ HOLES, T14E LOCA-TION AND NUMBER OF THESE HOLES SH4ALL KESIMILAR TO THOSE IN ASBESTOS CEMENT 4DIAUNOERORAIN PIPE OF THE SAME DIAMETER. "EN CONC

3& THE EXCAVATION LIMITS ARE APPROXI MATE AND HEADWALL SMALL_________WILL BE ADJUSTED BY THE ENGINEER IN ACCORD- NoANC" WITH THE CO*OIT4OiIS ENCOUNTERED. x- X

4 THE DEPTH OF THE DRAIN TRENCH MAY BEINCREASED IN SOME AREAS IF UNSUITABLEOR PERVIOUS MATERIALS ARE ENCOUNTEREDAS DIRECTED SY THE ENGINEERFONAINFY

AiNDRN

DRAIN

13.40

PLAN VIEW

60 0 90 100SCALE ON FEET

113)

Fig) _________ _ ORIGINAL GROUND FOUIEOATIO1

It D

IR C___ I.

:. 1094

- II

FOUND )N -DRAILAIVEPRORAIN

DOM SUL DO 0 100CRa

/r* IvBO- DRILL 14 DIA HOLES S

.INUT II WASHERI

PIE IIPE

4' DIA t EADWALLSMALL ANIMAL GUARD DETAILS

NOT TO SCALE SwPILL AL

SECTION X-XNOT TO SCALE

D)INOATION DRAIN

I DRAIN FILL REQUIREMENTS

SI EVE No % PASSING

316 40TO.75~ ~ 5-255O~ICj

IEW

TYPCA C SPTIOK~~~N -LI 113CLO_____

.C ECHOJ. MONEY CLAN. N TOVE KWAESDPREC

SCL NoI I ii. T ~

I- LICAE_"_9

CLAM iqE WAESE PROJECT

CLA LAKE MUT -PUPS ANO OAlPNIFED ASCUET

LEVL0I i END CAP-___,

DETAIL OF BERM SLOPES ® RISERcoaCROT TO SCALE20BEM3

,REINFORCED CONCRETE -REINFORCED CONCRETE 50 TA 13*RESERVOIR DRAIN INLET STA 30ISIE 9"9EET U FOR DETAILS) AL MI0-3 A3

INLET8 CPANNE DRAIN 6 0" PRINCIPAL SPILLWAYISEE TYPICAL SECTION SHY 31 26' TOP WIC

48* PIPE DATA 4a8 PIPE JOINTS4S' REINFORCED CONCRETE WATER PIPE JOINT STANE- IET PA

___ ILE ELEVAT PLAN121 4.0' SECTIONS &.0 INLET 0 100.0121 6.0' SECTIONS 16.0- JA 16 1099.73 4161 160 SECTIONS 96.0' is 32 1099.47 SCALE IN FEET

TOTAL -120.0' iC 48 1099.20PRESSURE HEAD - 73,7 JD 64 1096 93LOAD - 50.330 LBS PER LINEAR FOOT BASED JE so 109667

ON4 OUTSIDE DIAMETER OF 60' JF 96 109840JG 104 1096.27* MINIMUM 3-EDGE BEARING STRENGTH FOR 0.001' H 12"11 1

CRACK (PRESTRESSED) EQUALS 18,920 LBS ill 116 1090.07PER LINEAR FOOT iAWWA C-3011. OUTLET] 1!O 109800

MINIMUM 3-EDGE BEARING STRENGTH FOR 0.01"CRACK INON- PRESTRESSED) EQUALS 25,163 LBSPER LI NEAR FOOT IAWWA C-300).

PIPE SUPPLIERS NOTE; TOP OF DAN

CAST INSIDE OF BELL RING JOINT WITHCONCRETE ON ONE JOS) PIPE SECTION. REINFORCED CONCRETE RISER

CLASS 4000 ONC -THE D.C. OF PIPE ASSUMED INOS M DIES is R.. (FOR COFISTS DETAILS SEE SET 14-2WHERE THE PIPE FURNISHED H4AS AN 0.0.GREATER THAN ASSUMED IN DESIGN THETHIIEE-EGEDBEKISSG STRENGTH dfTHE RISER CREST EL 1153.0-52 4jDAMrP j4j T NOT KE WISTHANISTRENGTH RETIPLIED By THE RATIO OF ELEV 1144.3-

THE 0.0. OF THE PIPE FURNISHED TO THE - .-0.0 ASSUMEDINDESIGN. ELEV 1136 0

ZO E 2ZONE INOTE:

ELEV 100.0USE OF EXPLOSIVEBLWALFTIGSPIGOT RING WALL FITTING WILL NOT BE ALLC

EE RV I DRI INLE CLASSL 215004 CONCRETE CNS ETIL

CLASSO400D CONCRETE SEENCETE L BEDDING CON 51 CREIFCNC651-EPCOLR. LS

OEDEAL "2(SEE DETAILS S.T1) *F YE ALTISi)IEM CSMI-EPC

TOUSLE

3,

I A DIMENSIONS 0OP CONRETE PIPE LENGTHS ARE SAS(0 001NOMINAL LINOTHSl AND 00 NOT INCLUDE CREEP

SEE~~01I FILLS KET SI

FOUNDATION DRAINS#

END CAP P1 p N\ CAP :k* SMALL ANIMAL GUARD5 -144)1E0. .. i DO-A I SO P , "16__ 4SEE DETAILS SKY 9I

4,PAEADWALL DRAIN * pipEISLE COROT IOS p et COROT NOTE 1 S aSKEESI a 'EE REIN CONCRETE HIEADWALL

CLASS 4000 CONIC

HEADWALL DRAIN DETAIL 891CNT ffAL IT0

?0" STA 13.40 It DAM -FO O CL -1STA 300.00 ;_ P S. 2 I1I 1.2

iL ELEV 1075 0

25' TOP WIDTH

ANTI-SEEP COLLARS 60" PIPE JOINTS 60" PIPE DATA

PLN ~TRANSITIONWAL OF PIPE JON DISTNCEFROMI LEATO 60' REINFORCED CONCRETE WATER PIPESCAI.E ~ ~ ~ ~ ~ ~ TRNITO IAL EETL03E0V2AT3I4O3N6.1IWLLFTTN

1 12.33 I1096.65 .11 033 109700 41) 0.0' SECTION 8.0'40 3A 3 195402 8.3 19 119116.0' SECTIONS 304.0

3z 106 33 109360 .1 563 10953 PRESSURE HEAD - 6312m 132 33 1093.19 .16 753 109492t LOAD" 164,142 LBS PER LINEAR FOOT BASED ON

rM 1 56.33 1092.50 .17 16.113 1094.46 OUJTSIDE DIAMETER OF 60'MIX .S033 1091,0I J: 10433 109400 MINIMUM 3-EDGE BEARING STRENGTH FOR 0.001'

I. 204.33 109112 19 120.33 1093,54 CRACK IPRESTRESSED) EQUALS 37.672 LOSSL .110 136. B3 1016 PER LINEAR FOOT IAWWA C-301),

.111 526.33 10912 MINIMUM 3- EDGE BEARING STRENGTH FOR 0. 01'

J113 104.33 1091.69 CRACK I NON- PRESTRESSED) EQUALS 50.369

J114 20033 109123 LR5 PER LINEAR FOOT IAWWA C-30TOP OF CAM ELEV I16 .115 2OS 16.33 1090.77 PIPE SUPPLIER'S NOTE

J116 232.33 109O31 CAST OUTSIDE OF SPIGOT JOIN4T RING6 Wit"

2' EQUIPMENT PLACED JOT7 246.33 109%65 CNRT NOEPP ETORiPRAP JIG6 26433 09,36 CNRT NOEPP ETO

jig9 260.33 106692 THE 0. 0. OF PIPE ASLMEDaSG i N'".J120 296L33 1066 46 WHERE THE PIPE FIINWUED KIM1 ASO o.

IREDDING flT 31233 1061100 GRAT13 TIMOR Assima a atom TOOK'Ahl PUTLET I__ THREE1 EDGED KAMMmiarmT 6; THE

PIP FINISIED MUST NOT SE LESS THNTIE SPECIFIED TIMES EVDUB KAROO

2.5 ST'RoISm amrsot~Jo by THE RATI oIOF THE OD. OF THlE POPE FIMSME To

TIE 0 D. ASSUMI IN EINS.

REIN COKIC HEADWALL

IN 6 CLASS 4000 CONCRETE

A! ml 3Z SEE 0ORSTS DETAILS SART0

17 y/INV1 109.0EL 1084.0

CONCRETE BEDDING ICOCANTI- EP COLRSCLS 400 QN 24' CCCLASS 2500 CONCRETE eIVE 0 L1?

2 13. 00'

ZOO. 53'

312.00'

CLAM RIVER WATErSNEO PROJECTCLAM LAKE MULTIPLE-PURPOK 0M

SANDISFIELO. MAINIACMUETTS

PR OFILE PRINCIPAL SPOILLWAY

U.S.DEPATNIIT( -m AGXLIUISIL C0OVAIO UWJK

-- - - - - - - - - - - - --...------ -------- - -- - -

6~~& -SE p-~ ~ d

'6-?

I; 1 SLOPE

WHEN ROCK EXISTS ABOVE THE CENTERLI NE *WHEN ROCK EXISTS ABOVE THE CENTERLINE OFOF THE PI PE, THE CRADLE SHALL EXTEND TO *THE PIPE, THE BEDOING SHALL EXTEND To THE

eXTE'D TOROCK LINE BUT SHALL NOT BE HIGHER THAN 1ITHE ROCK LINE BUT SHALL NOT SE IGH.E R ABOVE CENTERLINE.

THAN ABOV CETERLNE.PAY LINE FOR EXCAVATION

PAY LINE FOR EXCAVATION -* .... AND CONCRETE

4000 LB CONCRETE I

PRINCIPAL SPILLWAY WITH CRADLE PRINCIPALIN AREAS REWUIRING ROCK EXCAVATION IN AREAS RE

ROT TO SCALE

4000 Lb CONCRETE - NON REINFORCED

NOTE: CONCRETE SUSCRADLE WILL ONLY BE SOEIREQUIRED WHEN ROCK SURFACE is S

r ~GREATER THAN 4' BELOW THE INVERT

ASSUMED ROCK L INESCOOLS ~ C CRT-NON REINFORCED

PRINCIPAL SPILLWAY WITH CRADLE PRINCIPALIN AREAS NOT REQUIRING ROCK EXCAVATION IN AREAS NOT

NOT TO SCALE

* . .. . . 7. 7, ASSUMED ROCK LIRE

4000 LB RIFINFORCIED CONCRETE

DETAIL OF RISER BASEFNOT TO SCALE

SYS ABOVE THE CENTERLINE Of _ASSUMED ROCK LINEBEDDING sM4ALL E XT END TO THE

rSALL NOT BE IIHR HN I.LINE.

PAY LINE FOR EXCAVATION 20 BCNRT

PRINCIPAL SPILLWAY WITH BEDDINGIN AREAS REQUIRING ROCK EXCAVATION

NOT TO SCALE

APPROX. G"

* *NOTE CONCRETE SUINCRADLE WILL ONLY BE* REQUIRIED WHEN ROCK SURFACE ISSLOPE 1:6 :N.* - *-EATER THAN 40 'SIFLOW THE INVENT

6.0, .0

3CbNCIETE SUCAL

:' . IBIASSUMIED ROCK LINE

2500 LO CONCRETE-NON REINFORCED

PRINCIPAL SPILLWAy WITH BEDDINGIN AREAS NOT REQUIRING ROCK EXCAVATIONI

NOT TO SCALE

CLAM RIVER WATIERSHEO PROJECTt LINE CLAM LAKE MULTIPEPSRK SAN

SANDISV IELO. *AlSACR.jffrTS

PRINCIPAL SPILLWAY OCTAILS

U. &. D3PARIUM Op AGU L'!t=SO0L OCIVMATM~ gokV=

~.aiAII ~ lip,

_______________________________________NA tSf p i35

aftt

41 H

+ -1

I Li

PC.~~J Ir9 L 11 rlsl%.I

-4

___A___________

fT7t I: aj.

~~~~1~- -- .-- -- --

i-t Ys -i W y-

[aE -%P4

ILE ~ ~ ~ Y 11 7, - ES -

- 41-4 1

7-t ii-t PL-t

ii 4-4!1

a., , L .- -

L44

SADIFELD MASACUSTT

U. S. DEPARTMIENT OF AGRICULTURESOLCONSERVATION SERVICE

-a-, - ---- --- ---- --- ---. . ..

-!" PdA-5Q7 P0. .... .-----

0,0

Mrodh/ fhl,,

'a er coa',,r 4'd''es

.3-0 -

PZI4A/ -70P FZ49 ff~1 ~

- - - - - - - - --- ---- ----

rl*- at,~ 1144J0;0a,J / 2?4 1/44 3 ____

Ca/F

X41~

S.

'3

.5% N

I' -~~-- X/--

55I Y

Sre .5N CF loe

I2/ 0

- . /' .,o,',

1 z.

3t'C T.A YcT .':

4

a- CO/ST dOIT

2- 0a a -4 .s

r .'~r.

a1"€" * s lr3ft/p i' [ 0/a ,t a cOnofrm

/0 .0 /1 J-0 -/4 /0 -0// b#d '/ /

aoa,'e f/ 4,or/ j,,.Ol

aP A

5#,// he/,, Pa._ wea_/

s6 a a a , m

a,. a .. j j.

ALAT,I

SAOSFED MUSACMSEs

,.' S. El (MiT/OO ,,. RON. N "

..........-----__ __ __ .- - --------

j~f 1% X/ - "0 ,

3 LOY-$a s o 0ool_ fee., asphalt froofed. .. I5516 so, p.'4 ,Oaf.ng fail

-TI

0

-EPTIN cIEc SEC CTOON ALNGCNTRLN

.011 .,*.led ...4 1e.-1 fell CONSTRUCT 1171 NOILS

%halel fln.I I sicv'' o: t1 o

2 Tr01h IOCk 10 be 5Ovnzdincc rrdonce. .f, Spec 582

NOTE

a ror construction details see0 sh~eet..i0

112L§c _ o

RLINE b iUPSTREAM ELEVATION

7 q.j 5/8e- 2 Slot1

BAR TYPES

h BoltBILL OF MATERIALRESERVOIR DRAIN TRASH RACK

I ITEM I SIZE I LE NGTH IQUANT11TAnii ig 1/2 r,/ 01 -ll 6 9,

,1Anchor 8olt 1/2-.0 2". 9' 6

t~SIo2 Slot RSRORDANSELSHDL

MARK1 CUANISIZEI LENGTH TYPEJ B C 10 TOTAL LENGETH

10 6 4 6- 9 21 S -T2-S1 40 50S2 10 4 3 1 7-0 - 3 - 10 IS so

4I 2 4 7. 0 4-31IS 4 4 3- 6 1 .3-

TRASH RA4 2 4 I- 9 1 .t.-soIS 2 4 4-3 19 a-5-2 so.a6 2 4 - 9 19 0- O * .50

AN2O 2OL I 1 4 ?-5 9 21469- 1 0_ _ _ _ _3__I 2 1 4 0 1 . 3 3 1 5. 0

-1MA-7,/2 "~ dieo 4Oo 0.1 2 4 IoS.3 S IS .3 s-c -A 2450W1lt T2.. Cot on *9oker.-_ _1 5

QUANTITIES (this shesit only)

STEEL CONCRETE (Clam 4000)No 4 Bot 32L7i Ft - 21,T lbs Conduit .0 4* 3,La C. Ya

CLAN RIVER WATERSHED PROJECTCLAN LAKE MULTI PLE-PURPOSE DAN

SANOISFtEL06 MASSACNtWTTS

RE SERVOIR DRAIN INLET DETAILSU. S. DEPARTMENT OF AGRICULTURE

SOIL CONSERVATION SERVICEJ A TI1BS(T?5 /7r,~

. . . . . . . . . .. . . . . .. F J WILDA IS

ISOMETRIC E 04 s ~ M-St" DODGE 1tteP"lMA-337 P

03-43

STOP LOG RETAINERet OETAL II SLOT~

1 $99 DT A L)12 Li 207T GALV

STOP LOG RETAINERSTOP OG GUDES- OT TO SCALE

R-7500 TYPE A C

Supply Ii

Y 4" Z 4"OR APPROVED EQUIAL

IN ~ ~ ~ ~ EE BOTO OFSTPLOS N(3RE

SCREW EYESR" EYESL ALL S2)OO

LOGS(3).OPL G

STOP LOG DETAILB

IN BOTOM F STPLOSO O 3 RC*LE4

GATE WELL WALL-~

SELL RING WALL FITTING,

RESERVOIR DANILT-

Id' I I SLOPE

4:3

_.__19 00 Sf CONC BEDOING (CLASS 2500 C01NCI

CONCRETE BEDDING L(48" POND DRAIN)

0 4 Im

SCAL.E IN FET

Seal with (Joint .1. 1suprBlcCom"pound ISeCC 536) (..F.. SPp'rt CSTCI

2 Min Jint E tePsrblatyt2

[T] Subgrade

Joint gap not to exceed 1/4" tor L Fooling

Steel Spigot Ring Stra.ight sections For camberedPipO of pipe On a Curved section,the joint Casthing at the CIoseSt

Rubber Gasket 1 point $hall not exceed 1/4 PLAN FRONT ELEVATION

REINFORCED CONCRETE WATER PIPE JOINT SUGGESTED SUPPORT BLOCK

The Contractor Mioll determine5 the,number Bid size ot the block$

ANCHOR BOLT

Stioni~sa SIO (CCIass 303. 303 Soo~30:4, Condlto a I

Supply wlith wash~ers and Type 2 nuts

EYES -4 REOfEYES IN (2) OFSTOP L OGS

_----STOP LOG SMALL BE- 4S 4-. 4., 4'-?7

( 3 R EO

WATERSO NSTI FFENER RING

STEEL BELL RING,

* WATER CONTROL GATEjWELDBELL ING ALL ITTIG (SE DITA.L SHTSt ISTEEL CYLINDER WL

"I" TYPE WALL THIMBLE

WELDED FABRIC q

OR WISE MESH

JL1_ RISER FLOOR

NO ICASS 2500 CONCI

7 ALL SURFACES BETWEEN RISER AND BEDDINGSHALL CONTAIN 2 LAYERS 1/2" PREFORMED JOINTFtLLER TYPE I ISPC_53S).

BEDDINDING SHALL EXTENDO TO TOP O RISES FOOTWING, ELRN TN

ass

Suspport BlockICPrec ast )

S. bubrde,

CLAM RIVER WATERSHED PROJECTCLAM LAKE MULTI PILE-PURPOSE DAM

foot.mg SANOISF I EL. MAIMACHUSET3STOP LOG II RESERVOIR DRAIN INLET OETALI

U. DEPARTMENT OF AGICULMh3ZIONT ELEVATION 9OIL CONSERVATION SERVICE

ORT BLOCK so--------------....

_oil 4ses--1 "is N

I0.0 2.0 70OIL 0.0 1. 00"Po

80. ILIS. Ill.0 418/45 0.B.N. 2.0 14.0 DUNA=. .bad4. -.. theo-". 5'y *.14, 4.l q 1.5 12.0 :AND,- "*,41" .. 111..1 1."ir. 412 .I.4I

.10 41.baut 60 degrees. folltem.4 igpl h 8 a0ort d i @

o..44d.d .. i..u .111. 24". Ilk.br.... dem. baih 12 3.0 22.0 .012.0 290 @AAD. .ithy g1t4 . ..... *4 201 ab.... 100 11-6, In dfp.L.

f1 . said. 225 oiv ...A 4. 1 Sears. De a d. % 0. 2 .0 att1.

4%.bbles bl.., 21 so.ler 1*.o0-0..d,

0oo40l e1s. 4". *I1...-4.4.. damp 34. p.....hilty. Z. 1.3 - 2.3 104/7 100

.1.,100 20. 8.2 -1. 1. :0

3 I 04 4. 12.0 .2.0.0 94

3. I0.0 ... 3. 0 12 11.

1107. 0

Mier 1-,,* .4 4.2 2..t .. /13/. . .o. d,. 2.

'4 3 1.. feel /63. C..24l 11 fell. 1101e -r o3 ....0 -T 31_ 29 alo". 4 or/1/4. 4o1e 2.7 .40 1.41 04

4121143. lIpe 4. 40 felt. Could 441 let 40ppe 11T011 l. 1evel 01 2 1.t -u 7/13/43..e.o 33 f..e - 7/24/43. in..

011.2 42.1. 2099 .7 $/.111/45 k.0*L. 1.002 ILl. 2224.0 4/22/63 L*GL. 01 .4 Note.4l a.;& p'.vot no. sand. *09vl3r,

.1. ".O2 .413" 14po4.117 2.1.07

2.0 14.2 911130. l114y 4.144 3 11 04.04 197 £i.os, 21 S1 7.0 27.0 11D0. 1.07.16, 94444. 41.t14e. fe1d.p.4 lu.lso

£14.el 4.44 . 641. 4.44. 31H ... 4. 1104s. 101p fo,1104i411 4 pplq .4.~4 40 del.... .144o I to 1 0 01. 07E1 224.44 4 e1. 04 4.0,1... peo.b12147, dl1l o 4414 di4e1 4l14.11 2.2 2.0 1.0110.

81.413 4111. 27.0 4.ill .1 1o1.t.14.2 22.0 £I11D0 111247 0144 944441. .4004 301 11..s. 35 £1..e 213 l Ie

4.44 1obles 1104eleR, b14444 .. 4 101 j.l 0 lis 0.44 400* W * 40111.4I I pel

44.... doop, gpp.4.411. 4

1ery d..... I2.1111i ti23, 1 " "3.0 2,11l.0 114090

0.0 -1 .3 51 3.Tes

32.0 29.0 8I03O . 4ird. 0.00.44.044l 9reoC040r10n Col 2. 11.0 .33.0 200 Ih..4t1re. 444117 4044...4.1. 11p.'.

4 29 4O 30 1l444.4 3. 13.0 .17.0 100 spaced

11p044. f411i111.4 dtl9930a .40. 43 do..... 110 ftp39,0" N.44.e 41 11.1.. 14104 1. 8.0 40

R. 7.0 d 4ry40.

1. 0.0 o .3 37 47 162. 1.3. 3.0 £4 24 80T1 0441e4 lelIt .. 0.2 1.0400 7/23/43 2.3. 2.0 - 4.2 43 29 2.

4. 4.3 - 4.0 22 24 0ge.12.17. 2090.2 4/14/4t .1.at.3. 13.0 .23.0 340/1 47 /. 2042/21 NT e Ins Ca4. 22.0 .23.4 372 U4 2.3 9.0 Sog" , 43317 .144 8 04o0t 201 £1404. 231 24

7. 27.0 .-20.5 180 77 flee 4.44. 231 .444.. ... , 01Lcel i.iad1044 71 N1..0. 32.0 .33.0 323/9 200 *o..l, 27 4ol&1el, 21 4o.ldooo, 0494344 411114. I,

9. 42.0 4.3 007 94 T.o.4e54 .0t.1 4340 2". b -b404 004 3e44 .

20. 4+7.3 .40.2 903/10 200 004144 p040bil4ty. d.e4se. 403117 1321. 2.9.0 23.0 0114074. 4004. 0047. 41443Ite 11101. 0.40lterd.

3e44 444l 011% £40430446 44ost3y 4.1r1l.444 004 ttlh t 14 4.0

No" !~4~ 73.44.-1---34040 0104... , ,.31.1. 42-., 4.., 43 4.11..... 44-I. 320 .0 20 2.0 4.4044. 4.2No.. 3.2. 4.0 .10 2002

10.440,4 *.0044441o4 7.412.1 ith gevel abot is t, 3%1 £ 70 1. .. ...... w..

Lt a nedumsn.i or sd %:Ii sdp 1.5 * so ). 6 dere. L*e# near.l1y

.1 2 L DI. 1224.8 /1i22 as 3 .1*L. 2. 2.0 - 4.2 29 0 09. 1a.,1. 2 0

gla7.0 till 1..0 Da- 0. ".1.. . S

10.5 12.0 SAPD Silty lth IrOWi, SAPOW 10% flees. 35% find SM

4444. 10 4441. 141141 1 o....le 4 221d 9411411.t.43.

d:111r In eddies, S.A. 51 cast..l "cs I Back Car.

4rp. 10e. 4.44es1bll7. 41410 404r de it 1el4 1. 0r 44"44 1 3.0 30.0 = O213.0 3.0 3110. 61217 s . .40 .. sr400 207 le4 o.. 2: I1 0 3 t

11.4 23 1s414444 2l 0 10.4.6li e4d. 1 3 8I0nches 3. .0 .0 200 P..¢obb7.l! 1114ou1el31118. 404 4o*ird. Note..3 p3. ... .0 .T1e.0 20

23.0 29.0 112I091. 31147. 4044. 904414. 43041111. l .p.4 90140. . 0.1 2.0 300no113.1. Depth0 .4... 43 dbgea... 4444,114 41 y 11 4..2 30.0 4.448

114 4190: 14.04 43.94... waft, water I I - I t0 f a 1

3:d 3.0'la sho.5 MelrO e

39.0 9.4.. .0.. 1... 61/ .E."

3. 3.0 . 4.0 100/2 47 a.

4. 10.0 .11.2 2 1

3. 24.3 .2.0 -00/3 9 I,_n-

2. '2.0 .3.0 200 100

2. 29.0 .24.0 100

4. 42:.0 23. 200/79

2. 23.0 4.0 hargay 2 23.32. 25.0 .2.0 2 9.04.4 22 .02

8073, Va1.4 lneal at3 20.2 a £81 24/4. 4.1.loelIllahIit 13 l fa t 71165- Depth oet %/415 Nolo

4d, 44 £4 £s1 .4 4/23.. .1011 4415114, .4ll I 27.8 est £-

4+

0..5 0.T1. [ILS. t456.0 4i10-1olos 0.1.(i.

0.0 5.2 TOP505L 0.4 00Wt

fe. 4.-tstt1 .0 O 521 noth ::-.1 et 20 .fit- 3%nl- IN TEST HOLE NtiK jy.;Tw-'tipy b-'ovsotal, sd1'uol in ,A beseesand 13L -Ie1

tlre dipl, O abote obi , Itd.r, 1:,n bow y o.b.. led, C..tarl5a .1 dim I .90wmllm ri te, tm roi dlpllaw permusabil tYwasp~ll, ietoos o7dne it I. bor row Area 019

c. i~.....45 ..... Needs4.., glacial till. tre.Lo 0.9t. SOCO dOrk lrty, 45.010. dallasc yard. frtct.rel 4 .

rtot, Spillay 301.299. Co.tePlln0 of uvtlot Structure 30.39

to 30 5 .c 9 .. tp : w 't;l .401 W _01t 5. 1o1 1 .t 5 . St .. . C h owas. i 40 1.49

dippt4

rt so degree. Relief W.ells s 01.922.0 .it1. of ole. t01.699

Ui 701-799100 standard penetratio Test oorau o.50.

No. De the blo/l1. I t... TFi- lito. .5 3 33

2. 1. . 2.0 23 77

3. 3.0 - os s5 77 UJI0F5D SOIL C.ASSIPICATION SYSTEM S0I4OLS

Ito C.. CII mo1l goodod fraweol proawa-rad mixtur.CP Poorly graded travel.

No. Deth. . 1 Sli, or... silty ,tla.elg -.l f.t..52.0 -14S0 90CC Ciayty arl., . .t d-¢So.ltur.

2. 14.0 .59.0 100 SW Waoll dra... ttndol .nd-t.gr.e1 .1i.res

3. 19.0 .22.0 46 SP Poorly artded .. doSK Silty .lgod~tll statut51 ea.ro

Prollor t SC C"Iyoy toad. I .d-€c"l.altrl

X. SIll tlit '.oy l.. scados .. od -o clayey sit*ePs . a C CIty. of l" 1t . .. dlu pl-tiCltpl silty, .ndy

.a - " CU lay. :; graveliy city.

K.pi01i517 rel c...ay.l01517 sodtlurI.07,Ocr1~it .1tI75/2 00 5locsi lt.; *a..c.¢.. orl dlao.t,, ac

lilly, illel~m, ml las Il at 7 foot on 7114/65. M elastic $irtl Im_ r _ llll lt

f eldspar Sawtot. O. Oranic 11.t and organic sillty cliys of low plasticty

i.t.. l, =. 3. 1124.2 4,-,, 0 .E.. ... rol cys or silt. .f disto ,. 4 plas.,ticit

Oem P-a0.d I to 0 11 M "OPSOIL

1.o1 3.0 SAND, milty with gravel. boe 201 fi.n. 251 INt

Ii... land, 15I .dl. 004. 15b s te s. It 1it....

5 71 obblot. 31 booidtrt. .od ..

iwh-rednd. In

-U- Iss 1es.e . .I

%_ . av oa _dt_ LI Soi and luc 4.sewitine and Cla.lscatem ovre dAtomrton

peroebtlit.y dese to wary 811til till. by visual a tstio In the (t1ld.

2.0 15.0 BEDOCK0, "-r4. dark Iray bletie o...1t. fral.uret_it", .. rea.' e_ d~ppled about 60 dris When poollbl.. all bele. were saw ance by oentinmmoum drive

spod .:to 20 Inch.. *part. foliatlio 'ippl .a4ort oelpb to 4.0 fe.t. moles wereathen daned by N0 dimd

s0 ill.etl drlillig between drive 8sapi11. urive &-mpies taken itih a 3.i.mb

16.0 Dat- of ;.5.. 0.0. split epo sipler.

Standard Penetration Teot Lountle' . Test Holes shown on Plan ia

2 1 4.4 N. 0. c-onryNbt 0T Wator level do oot necessarily represent static water levels.

25 0."8 " 0.0 - 1.5 44

/,5 5. 1 3.20 2 777 Ps t poudl 1pr squar inch ¢water prolltrI

5. 3.0 - 4. 124/12 55 Otp - eventfly of "tor 1. gallons par li.le1/ft/day - Parinability to 1et per day

S.e.e. ... S. Disturbed Searle

-rf#, 2-L S. Mph.0 1 l-oP Th. U.,f ed So1l ClOSSof6cotOn SyS14h clouifo onhy lot. moterol

ll~dI

P S.0 -9.0 100 whaich Oo rhmllti then throe~ inches.

ub-.-..0 . 9.0 500t0.a 001 SOI 1 2. 90 .4.0 05

et. la5 to 3. 14.0 .10.0 70

; !c• h b~ s ~ r d P r e . . - . T e s tMd tltht b. 00 r.00 l

.. p~ced 10 to 18

t 42 de.ler.. 0. 0 ,.0 -l fe

1. 7.0 .D20ckep.r failed2. 12.0 .18.0 20 10

01: Vi

iter ls e.lo sablprownt. Packers stcck

70 .9 : Cv. 1136.0 /..65 0.E.K.

0 0.0 52.0 OILOiS. s10 e 1,nd 00,4 rIm, about 31 fines,4 7% fire send. .0d5l lind. n1 coar.. sad. 001

boulders. apolr to b..ngtl:r. unrd w ewathered,

5s. n 5ow 241, .ray. d ep: 'h ptoablity.den0a, slope was% find ral'i.

12.0 30.0 0lD00OC. he.d, dark gry. bloctlc. -odo.l oratly

weathered at top 2 fetoot. 04Separoto of 1,5t.1-0

pltnes. frcacre motly SorStontal. s~ dlppil

;bout 60 dogroto, spaced 10 to 20 inch.. spart.

loSI"IIfi dippins about 80 d.gre..

30.0 hototm of 005..

Each CoreI I00 poch 1 thlO

,1,, . i.0 .2.0 1007/13/63. 2. ~ 22 100

4. ,. .25.0 032. 25.0 .0.0 10

pe..-e Test

1.e 1,! the Pit RP

Va 54 ..

NOTE, Water 1o~1S at 2.2 fast On 7/14/65.

CLAM RIVER WATERSHED PROJECTCLAM LAKE MULTIPLE-PURPOSE DAM

SANDIS F It LO, MASSACHUSETTS

LOGS OF TEST HOLES

U. S. DEPARTMENT OF AGRICULTURESOIL CONSERVATION SERVICE

o.'0mlllltllllllll (i~ s une a r t ... .......... ...: : ::::: :::::::::::--- ----------------1-------.. .I ... . .---. -. ..------------------

........&L Udi .. - .. .. . . .. . .

Inn. .. ...... .

,+:.+ ..... 0. . . . . -.. .

ct~ot.. 935,1NA M-J57 P

4S-359

11 ~ C

11 ewn *- s. .i..... Mad. 2$1 441i. Dead, 152 Mae"4 6.4. P712-091. 11.Wwl 501 t444144. 30~ 4.45".. m.-o.k o .141- 1% 414444., 4.16. 6., a~mn at. IS.

14.41 10.0 good= play. Used. loart4. Wants1. toldopee 10.0 62.0 SAR0. silty .4 ft-I 446*1314.31 14 3a-Io. foiatin dii~sM..145 Jt.&44a. On1 "dim. 4444. I3n costo Send. 194 grave. 41

.III &.1.. I1... dint41Me III M'". .. 441.. It 4.434.... 44.4. 4444I*,. 149.441

20.0 most4 I~ unk .m o 40, oIl..4.. 4-0. 14m.4I.. '.

dealt ewe. 42.0 3.,... of solo.

.5.0.15.0 Ifl30frrl

2. 5.2643 3 77

PC4...... T.ot 4. 4. S 4.0 s0o4

3. 100 .16.3 44 449 611.3 ".:10 -. 3 44 2

2. 14.3 .10.0 JI lesson 21 4.20 a. 510 .26.5 94 19. 0.0 .. 1 72 340. 3.0 .23 4

3013., 911 3.9. at 11 feet on 7/54/4*1. 35 3: 1.3

Wil.l 144 W 1 or4 leve atIfstS/24/6S, water l.9.101. 191. 12142 6/18.2441 0.1.4. 91A1.1 f91-71/5

1.3 40.0 £4110. Silty -itb about3 M44 gives9.. 23n ft- 3

a1d4k. 11 4t444 .451.41 4-.444 n.gave. O3.202. 33.31. 1102.3 4/21-24/03 1.C.L.

4.,.. 14,41 M...*. 51-..i. till. 4.0 25.0 S480, 311ty with X1.9.1. 44441 inI it.. m0 11ne an40D.0 Dat- of *10 . .4 231 soatua Mod4. 20 '44w4 ... 1In frwee1.

Standard.41414 1ent .1io Tes $2 4414. .341,r bard. melon at.. 6-. It--4

a.. .AIZtbe *l..flt 14. &Mo. ily it 1447404.bt f-.I[g1. o. .15 * 1. 43. 1 0% "dim~ Mo1 , 319% 44a4es.0 .4. 21 gravel.

5. 3.0 .5 212 41.0!b41..n 1 44414.1. bard. 444454. 4.94443at 414 r.2121 ba.4.. do". wary..1. "Mo4.. 31.10.14. 4.3 S 3. 2 196/8 3 till.

5. 50.0.55 17 6 1 42.0 battn, f l1..4 150 .14.3 1746 50

9. 30.0 .30.) 134/ 1

10. 38.3 .40.0 276 32 i al "Lq2. 1:..3.0 4 70

110711941 5ate 5 41ea 22 1.et *4 6/24/65# Meet1 14vel 3. .0.43 47at 13.1 fast M 7/14145. boulders fr 31..31.1 41.4 .5 .vc 4.S 2 7

4. 50. . 0 7521.102. 3.9 1540.0 4/2,.24/65 0.1.15. b. 1.00 .. 3 130/6 47

00 .3 TOPSOIL and OW31 7. 20.0 .5 94 775.1 30.0 SAND:. .111, about 2..1.. 0% (lead. 51 ft-. Sol 5. 25.0 .24.5 110 1200

*..4.i 201- .41...,114...ad in.44 .. 1,13 4 1.2. 3. 131 471.44... IIul 4.41.. an &,1.1 14 .. =Imwntd 10- . 31. .3. 51'7414M 24" . I 4..k...., dee. Ise perve4411tt7 m4 1..44.1. 40.3 .42.0 163 34...17 Mot;. 5144 11

30.0 40.0 3IOIOC hard, S1pac1. 3418 4.14. I.41.4.pe.4 3i0d1 5. at,. 41 ast ow4 4 /14/6314 18 04444 apart. Molly borlea.441. Swep dippinge 4441470 degrees. foliation7311 dippin ase70 degrees.

40.0 3sort- .( P.10. 03.203. 53.11. 1542.1 6/24165 D.E.1.

Standard P4.41141144 Te41 0.0 1.3 TOPSOIL.1.3 45 1S1N0. slit? w114 gravel. about 201 l1444. 251 fine SK

044144 ~~~ ~.. 31d11 11....4. 201 -di14..44. 131 144144 need. 101 drove).!tL~~7 1.441 -bb... 3% bowline., angular. bard. met- *04. 16%

3. 3'. : 4.03 75 77 4...4. 4.T . 4 94 42.$ B411- 3.1 e..

3 0.0 .1 37

7. 20.0 .21.5 4S3 411

Rak2..1 1:.5.3.0 2 47

!44.ta .240 as52. 24.0 .0.0 S00 3. :. 16.1 14 f

4. 2. 21. 34 77

7. 533.0 .21. 34 SOat4 feel -624/45. water 14..l at 7.5 fast 9. 3300342

10.1113.4 4,0. .411 fl7 77

100721 Wte 54141 54t4 41 fee 1414 7/54/03.

site1. ease., 1. hard. -I- 1- 0. 20 POI

I~ ~ ~ ~ ~~. 39 .O41... qu18t blei.e felspa a11.11,~w 2.0 10.0 GRAVEL..8,16.t. .0I..80.8. 0

.*. .* t.1, ar 0.- 7m to 100 001har. ..- 7 fta n (M'1 17, 820116. ..7o R.n. 101 81.1 ,7 gravel . 8bls

b.~0 12 , 1al.tism. dipples ba.ss 80 npl00 0, l.* ,p had - 0*=I. . o-*x 8Jet:.. gos08101 op.4 I to 24 Inches. -114 6" 0os I-. probiiy ver 8... 30d .r

a-wathere poe at. Eis. 10.0 bo.of Pit. 1.02hp.11I.g 1.

r 20 .152. ELEV. 1100.0 0/24105 1.C.L.2. 12.0 - 17.0 1to.0o0 TOSI

ft, I- .8 1 rmo, .. ad4 3% - -,. .8d. 10177* 31,!-! 82. grael *.'.I chh.21... 52. booldoro. ongol.1. held.

77 T 7. - 2.0 he 1,00 11 traz, *1lO 24' 011.,10, . 8007 to s0101. 1..

44 2. C..18 set plac .. b.1 b.1-02. 11.0 fas1. p001.017 don.. till2 12.44 20.0 bt100. ofPit.

39 NMI! voter1 1eve1 at 2.1 fe.t on 7/14/1. B.S. 152.2 3.0 to 10.0 6% larger than 6" 814.rde80.

011 002. IL5EY. M092.8 0/21/43 1.0. . NIn, Seepage at 9.5 f.e1. estimated flow tons34 0. .0 GUAM., ...LI *04 800201 ..1.'11 all" .110 then .5 Sp. Water leve.l dry an 7/14/65.34 o.8ou... hard. ..ot I-. 24", modtm to bigh

- - -h11117. .11-ires7.13 0E. 1 27. 0/k/s .G.L.or level 0.0 19.0 111OC!. dark tro7. bt*1110 qmarl.. feldspar 15.0 ... ~0. .04 'A",0 0008501 1171

modrately hard to he .1..lo 12.0 fo.l. £11114100 matrix.0,1 bow 5l. time n .ties a 3d. 5%aslossdlpp 19 .. t , 88.... degrees . *p .. d I 10 Is.send.In ow, ... ..0. 2 in a:-1. 2U1 cabbis.,-he0 *...1.1y barterer"0 w1th f"to dippi'a boo =0 "021 .. .- deo0d to 0.. .1t -. I- 0

... 30 degrees. 30-1. hl... ,; 04 Leh *-ability. Io. .1.. Lom,10.0 Bt110 of ".1.. 2.0 10.0 SAND,170.1 *... 01, 8 .9.. 2'1 CIA-St

ElI- .. a. 10% ..4 a ... es, .A1~ 0. 32

r1 ft.. sm Back Cas.1 . 1.5%.1 c.0.., 3Z beatd... hard. 01. moot.

010. 3:a;7L 10.0 &.1001.1 't1.

in.81... 3.: 9.0 .11.1 100 31. f11

it1 El BE1 B.S 153.0 .10-1.0 688re b "dsadd

passe0 8000 law.01 .01s Water, enterng pit a1 3.0. 1.110.1.4 E1.Bork Test_____ 1.1 ap" .1 1.... w 01 3t fos o ,Islas.

I,!2 . 1.03100..114. EM11. 2208.7 6/24/61 p.C.L.

not., water. 1-1o ol .-,f... - 7/14/03 2.1 20. SilS,UIg .1117t #ravel00., *best 151 1100.. 351 soElr 0.. in1 e.810 .od. 5% as11 .. . .d 20%

"21 00.12E 1098.7 6/15.16/61 D..18. 311. 31 cobble.,. 11b-1o ..... o.Io. 0018.78 . . SANS. 01212 .... $r-I .0-t 1i1 ft-:. MIDI BN else.. 1 6-'20. liplit 01...,. domp. I.. vry1: Iav, .nd,4 30% -at1..a I04 211 lo-o and.014.. 300 011

75 8101.1. 41 e... -d ... , 00802a01ovub 10.0 0.0 bet00. 711.i

07 war. high permeability, B07doo .S. 134.1. 2.1.10.0 01 larger th0. 0" 20d.

77:.0 19.0 BE08CC! har8. 8ra7 02.111 8.;r100 NOEVeo.leeldr171465100 Orly1 horital10 some d1pp1ng 0 as10.ooo 87,0111o1 r 071/3

67 10t 20 inches &part. I .11011. dippingsb- .0.30 degrees.77 sort0 3.1. .I.. TP.173. 1V. 1109.0 6124101602

14 0.0 4.j BOUILDERS AND0 C01- . 1. an 010,1111t00301.04.dar Pobo.,10.1.., Test 01.t 000 Z1E.;%.21 ft1.. .. 04, 21 ead81,

8.. 00010. S2.../f1..aI 2%... 0. .r.. a110 .. 0104. 0018, o cbe, in1..

2. 0.0 - 2.1.. 36. b1ack, wet. rea81... lose., 011I.v.

.a.m. 2. 6.0 - 7.1 242 53 4.3 10.0 1100.004. II 01. 0.t 4 grvl ab1v 10.0 fleas. 211.

8.10 Car 31001 13% 1.00.., 21 00,18... . pIor t0.1wb-

10ft.1 . ~ .~1Up..ot!;, har.1 4...zz,.. 31. br.1-00. I

.T. M 10.0 10m.1.. .1 Pi1.10 20", 2. 14.0 -19.0 200

0 er 1 ..0..7 0et.S. 211.1, 4.1.10.0 101. 1018..1 0- di1car18.

Pa. ~~ ~ ~ ~ 101 0 he P.. 1101 atrenern pit 1.0.4.5. Estimated flowL~ i 1.8. then 1 agm. 00101 level at 3.1 00 7/14/65

2. 24.0 -19.0 21 088 7-Y0 2V. 1224.2 6/241 X.G.L.

67 22m I11. Water11 t ufato so 7/14/03 0.0' E.M TOPSOIL,

07 3.5 10.0 1000. 011t7 w112h gravel, 00.01 in1 110., 211 10

0.0 2.16/1/6 TOPS.iL 004 seot., .15 -at- send.00. 8%p cos... 1.011

10.101 2L. -..3.. p..nOOII17 a01 1I77 1:57 13.0 S 0. with0 f-all.Z - t.a. 230.2. 22210. IN -I,-. 100 0 81140 .

72. 23.0 "1IC . .,8 . 8'-lose7 -1.l -5..t.. 11. 10.0 Bat

77 ~ ~ ~ ~ ~ ~ ~ ~ 200 ver 7011. .w 1.7 1001. 81.S1. 156.01 80-1. Slageg...V..... .

230 23.0 1Mae=. fim2 dr,1020.tt ga., .. t

88.' _pr.flatndpIl a230Drt o "*. 1/l

No. 021. 3.0 24 07

1. .0. 4.1 61 CLAM PIVER WATERSHED PROJECT6. .0. 0 .1 152 72 CLAM LAKE MULTI PLE- PURPOSE DAM

SAt4DISFI ELD, MASSACHUSETTS

~7 2yT4.0~ IW~LOGS OF TEST HOLES1. 14.32.0 10U. S. DEPARTMENT OF AGRICULTURE:. 0 -1.23.0 .100 SOIL CONSERVAii1.N- SERVICE

It-00.1 t. .. Z9, 18. . . . . ..__...........

2. 29.0 .23.8 0 1100 .........----- - ----

m~lt, armso. Im asO f......~ t in *00

------------- 00 -- --- -- -i

C.18 III. m.'4o su.. 1212.2 %02 he /31/70 M3 .11U.

0.0 2.0.0.Lse 31.. 1201O .0 2/9e137 . 6.0 AW 611 0ihgol botn i".0 18.0.

0.0 acepooo beleargo15% flee sed. M5 esili .mE. 35%?Mbes r.low parmabillW d, -1 .e-d 15% r-.s mua n

1.5 9.5 Rindor. loaa se r" nh.am, 71 .1- a.

9.5 30.0 am31, SitI' with sa, about M feb", eeCIL. iU.ema21l " 20100 frum seow, 2%sdimea nd, 35% coursesend, 15% growli, msehnuir, ioonev..a an 26.0 116.5 SM3. 811W. sbeut A6% fnw, 25% fleerack bite, 3/1-leek elis ease, gsy. sed, 209 oum Osd. 7% sar..sen WAeclat, I"e PeremabllW. OOV7 AMA". 3% grow. olift-CtM. wo~at. Ie"MAL. RU.. porasshillty, vary dam.. Qlac 111.

30D.0 32.5 1"Isar. 31..0 35.0 Moulder.

32.5 Mot'.o 1 i. 3.6.5 10t'. Of FiD.

r.-~ 0.-111 0 M -615 RIOT. I2. 15-3.0- 101 74 2. 39-3.1, is 673.30.' 11 72 3. 3,0-5.51 91/6- We. 67 .

1.. 9.5-10O.0' U13/6- raf. 0 1.. 1E0O-11.51 92 565. MD.0 16.5- 105 67 S. 15.0-15.51 WO/- ref. 0 1.0 3.06. 20.0-n1.5 87 31. 6. 2.6.5-17.5' 125/6 We. 507. 25.0-25.3 10D/3- raf. 0 ?. 2o.0-22.5, 126 61 3,0 18. 30.0-31.5' 70 50 G. 2S.0-26.51 1"5 619. 32.5-33.0' 100/6- rot. 100 t. 30.0-31.5' 11. 56

10. 35.0' 100/0- rot. 0021.~ water 1eoei at 11, fet 0 inch"e U. 36.0-39.0 i60/ir raf. 67

8 /3/70. 12. W..0-.0, 0 /1 sODI- fo. 9313. 1.5.-1.6.5' 130 100

W-605 M1... 1191..9 8/i0 to 8/21/20 M3 15odil o st od os.0 18.0

0.0 1.0 3092012 and 32Ml.. 50. W01 5al Q;;"- I..s les

1. L.S uAXZ6 w11 wilth growel. about 15% fies. SM 2. 10- 3. Ormond alight15% Vime .1.. 20% "~dim snd. 40% cors 3. U.5' R. x 18' arcaellogt

IGd.1S gravel, susengalas, 3/11-lsh &-. 15' P around Fatls4 16.0 29.0uesnit it., SM, dee, wilet parissahl- ~ ' 1 ~ . F~U.W. loose % t n e 001.61. N eed *. abov s ew"d

12.5 U..5 amD .Ilw with rural about )a0 tiese, N278 Water level at 17.5 feet M.S/70.W5 flee .e.d. 151 mole ed, W0% M4mar" send, 14% gravel, s"hengallss .M.610 Re',. "19.5 8/3 to S/d,'70 M 29.03/1.-look Ma0mae else, gw71eyp. Mo, ivo.pesuebillW. bees to wry7 iee,, WACULR 0.0 3.0 W09221 SeA "IAWN.2ILL.

411.5 Mett'an of Roi.. 3.0 36.5 2*32. silty withk growl, abouat M0% fifs,15% fine seed. 209 "dim' sand, 30%

roscoslee send. M5 greow,, weimroler.No.e hales M.It acor 2-lm a xIsle wise, bee'.i to bile-gro

31g/f. t,2 at 6 feet, duo, lma. permeability,Er ---1-1 1(X idoe" he Oar deuse, Emfihi. 7111 with2.1.5-3.0' 16 100 &*area"e In teeam send aod growel at3. 3.0.

6. St lezoo 22 toet.

1.. 5.0-5.3- 10013- set. 05. 10.0-11.5' 23 70 36.5 302'.m of Ibi.6. 15.0-ILS.1' 100A1 Mer. 01. 20.0-24.5' 103/6- set. 60 3~~aeS. 25.0-2S.5' 200/&- Msr. 1.0 Drv imls e./ft. Icvs9. 30.0-30.1. 101.1* ef

10. 35.0-3S.8' 1371? 60 2. 1.5-3.0' 19 723. 3.0-1.5, 36 so

3-do 1ov. 1213.0 t/ o he /70 D3m IL. h..5-6.0- 4i? 700.0 1.0 INSM2. 5. 10.0-11.41 20 70

6. 15.0-16.51 22 67 13416 Mo-.1.0 51.5 8*30, sI th asm gve1, about 2 flee., 1. 20.0-91.5' 73 90

15% flee send, 15% elo~n send, 309 c.win S. 25.0-26.5' 66 800.0 2.0see, 15grvel ekegeer,2-ea *9. 30.0-32.5' 59' 67

eail 20gee, en MVIT he w-se th 6 fet,1. 35.o-36.5' so 100 2.0 1'.0du e I&V esekiUW, imse W8eth5d at61 P1Ws- U82,. 8/U. he 6/11/7 MW 1'.0 6.0nu1 to 6 feet, 4L&= 1=m.

515Mts t' Valei. 0.0 1.0 IML

Iiv u es1.0 5.0 SM3. with grael, about 6% flooA. 129~~~~ rimj mo. le ed, 36% neil. sd, .0 nces..20D-sed 1ook lagrvel. suearalat, 2-leek SN-U

2.15-.' 26 95 6elaeep,~ eb .0 15.03. 3.0"1.5' is so ,sma.11. es ebee 1831.. 5.046.5. 3I2 40S. 10.0-11.5' 1.0 70 S.0 30.0 am3, salw with grae, about 1.S fe.,6. 15.0-2.6.5' 71. 67 15% ruee sad. 159 mate si M0 seerse7. 20.0-R0.9' 12W1S ref. 60 a~d 10 61110s. beeogelsf. A/1..les M3.62.a, 25:0-25.1' l1wl ref. 0 uabm 0ls 180 . e to eee40pei, dam..1. 2.

10. 35.0-35.1' l00/l. set. 01U. 1.0.0-11.5' 163 68 30.0 Bate a ble.12. 165.04.5.5' IM100 ref. 6713. 50.0-50.5' 102/5 ref. 100 RIL/fl AMAmM 26.0

1. 0.0. 1.5' 1U 1002. 1.5 -3.0' 1bb. 03. 5.0 -6.5' )3 ?01.. 10.0 -11.6' 72 67S. 15.0--16.5- 61 676. 20.0 -U..' 14 671. 15.0 *-86 26 67

M-613 a"e. U61.7 8/6 to 8/10/70 Do IF617 Iv. 1191.94 6/6 ts 8/7/70 ?J10.0 1.0 M20D.L. 0.0 3.0 lOP20u.

1 rne. 1.0 28.0, MlD. eui lt it ravel, about k.5% rime. 3.0 16.0 "0a. NUtY with grvel,1

about M0 ft..;% 10% rime send. 10 Md.& @Md. X111 25% ties NOW. 25% .- mand, 15% 10sca.enre and, 5% gravel. eebomaig..l aswm cae end. 15% grerel. decompoed rook,i-leek Saslowa elm, elive-brem. dop I-m aa% @to.e *Il1-brw,, e*a.,Low Permability, deme to very des"., -d1 ...Ab~IV voydn411.01 I=. GLACIAL. TXLL.denes. 26.0 Vou of Vale 8.5 to 10.0 lIOLU..o.

I.- EOP; L I L~!kZ 16.0 28.0 2231C, grM, bleto borndbl.ts

111. 2. 1.5 - 3.0' 6 100 g-*". oelte.6pping aest 70?3. 3.0 - k.5' 11 90 )Idert-LY fractiared '.eod aboutk. 4.5 - 6.0-' 29 12 t- 18 Leek. sqrt -esily5. 10.0 -U-5* 30 80 orsca l tight.6. 13.0 -15.81 16"/9 fef. 67 2.. 0t.e n,7. 20.0 -20.P 175D rel. 702.0 btwoVae8. 25.0 -25.5' 100/6- -ft. 601.

p-i ]Ms.. 1103.28 8/3 t-8/.M2 PAD o" ~ 0R*. .'an.',o 7o . n 2. 2.0 -3.0 A& "1.. 33.03. k.5 -6.0' 72 78

00 3.0 WMpIu. 4. 10.0 3 1.51 71 66

51 3.0 15,0 SAND, eilt with gravel. about 25% fi..., Amphfer Le&11%f. end. 10% mdl. sed, W.% .~'2. 11.0 -23.0' 0News peititles decomposd, eli,.-breo,, 3. 23.0 -28.0' 0

B3mlet. lee permeblity, bway denme. 000i~e I13.1 202.dter level at 5.5 teet eN 5/6/70.

2i.0 ~ 33.o 3AN, ddt with pram.i1,*about 25% ftna.. za..6x Rev. 1185.72 8/10 to 6/1,/70 PADLos15% fine end, 10% medi-. e0ed. 30% ONM.4 oca~rs send, 20% gravel, Decompoedreek Particles. @live..gray, Mist. lee 0.0 3.5 22f.

Sliht P e..el liW . very de n... GLACIAL TILL. 3.5 10.0 340 D. Ol~t With gravel, a ket 15% floss,

Fald18.0 22.0 210i.K gray, biotite kerep1ende gelee, NO fine -,d 25% miumto end, 25% ONFalled fouatiena dipping abou.t 70 . teele -60 M. 15% gvrvel saleee.18O to 21 fmet, highly freetord. Frscimwe with - doce~oeed rack bit. 3/1-lespaced about 1/2-led, to 2-iaed...epet. ~-40 a,.~ light ou -. mit

.0 M//70. 21 to 29 feot - moderately fr.tmred. IvP miiY 7 - LCAPreatare. qteced About 8 to U1 inches. TILL.

2. bu ofIi.6.0 8.0 Cobl~es mum Boulder.

10.0 26.0 ov - g21Y bletlt. horjked elfelltl-aa di~p1.e aboatT 70 . drte

8flee., % qm free~red. Fractures speceod ebo,.t 6 to0% 2. 4.0 - 545 IM6 141,lee.. sport, amourl heriseetal.Or. an 3. 10.0 -11.5' 71 441 26.0 Detto. of Able.

O_1.y . 15.0 -16.5' 132/6- ref. 66ity.

D

I.t Cer. Lee 502. 15 - 2.9' 102/U1' ref. 782. 19.0 -20.0" 90 3. 5.:0 6 65~ 129 66

3. 20.0 -24.0' 100Is. 24.0 -22.0' 90 Rock cam oes

72 no. ow Rlen oe 2.s 135 1.' 9570 .- 153T .. F tIP -1 3njht 3. 18.5 - 23.5' 10080 0 ad- JWabv .omd4 23.5 -26.0' 10070 0he i.ee.gee67 U-616 m... 1196.03 815 to 8/6/70 PAD NO /11/10. a 69 rstN90 /VO80 0.0 2.0 NO drilling - Removed boldere by hand.67

100 2.0 4.0 IDPXL.

6.0 8.0 320, egieth gravel. aboat 25% fixee,RNfAe me. 20% medium eend, 15%

asare 8end, IS% gravel, oekeeglar, ag12%modeecoom rook partdbles, 1

1..Lem

12 elfm , @ve8em .Olt. lecar" 9 C~miuw der, VftJtewed Till.

8.0 15.0 ILT, a*** .18. et 55% fine, 22%14AI. ftme end, 15% medl, send. 5% marge0 rift",egod, 3% gravel. 2/2-leek mzom miss, 3.I

0% oler. *live bm, . Wlet, Lae peemeabllty,-inchre media. dems. GLACIAL TILL.

a .15.0 26.0 11120. gSey bloetoe boeelge gmeleernj_ felltitlme diPPIg eheet 70 . Preetues

Oft ekeat 12 te 18-lmee apart - Neetlyharieetai eAi tight.

24.0 lbe. ef Ibis.

00 XA ftoCLAM RIVER WATERSHED PROJECT70 & M £Jmr CLAM LAKE MULTIPLE -PURPOSE DANTo 2. %3.5'- %.0' 18 46 MASSACHUSETTS

67 3.10.01-11.51 29 I67 " a.,L W* LOGS OF TEST MOLES

1!L . S.DEPARTFMEN4T OF AGRICULTURE1. 20.-11SO, CONSERVATION SERVICEh. 25.0 - 26.0w10 LOD~ ~ - - -

0ee... ro .... . . .__________________..- __-...........................

_ _ _ _ _ _ _ _ _ _ _ _.....................__ _ _ _ .............. 289 ..... 8 ... ......

P.Wi" ............. A-5

t-6o 1.,. 1272.67 8/21 to 8/12/70 PAN W-3 ge*. 11oz.8 8/12 1. 8/12/70 D

0.0 3.0 1011, ANDt 01VATM. 0.0 1.5 OPM1L and MOA?.

3.0 11.5 NlTT sWnD. gravell. about 15% ft-e, 1.5 6.5 MD, wUth gravel, about M% fines. V-6510% fine SAMd, 25% a."Im sawnd. 30% 9K 21% 11,. sand, 100 Imdi sods,0.coorm send. u201|rie1s, 5 abrp2 . 56 couora sand, 20% gravel, 803/1- - .': v u* aielmnbangular

, 2-inch mai e also, 2.0

moist, medlum-low pe.-mablity, V don"e, r.4-bromn, deep, madle peebility.

OLACIA I"L. done*, MDEOwux.

6 to 10' MXL3.. 6.5 16.5 JUMCK, grey, botit. borbleod.

10.5 tO 11.5' IDJL123. gmie, moderately fractured, freetooSd.pp1 l about 60 degrees. Soe

11.5 25.0 3RZI.MC, grey, bLolt hornblend. horisontl. All fractures t t. "Ew.g091s, foliations dipping aboutT0 . ighly fractured. Practures 16.5 Bottom of o0e. 1Z.0p*.od obot I to 8 inch*. apart.

Wretw*ws an not All tight. 2 5 hoDf. % Rco,.25.0 Mttmo of Mole. V-1.6 0. .1' W 100

2 1.5 3.01 82 70 0.0

Diefls3. 3.0J4.5- 21 80

Y"- j .0 , o ft. 5.0 - 5.31 100A".rf. 100 0.5

2. 4.0 - 5.5' 99 66 Bock Core Zoo.

Moch Cam Mooo U.o , 2 . 1 0 .5 1 6 .5 1 ? 0 o

2. U.5 -16.5t 97 IT Water level at 2.75 on 8/12/70.

3. 16.5 .21.5, 1001. 21.5 25.0' 100 R-352 Rev. 1098.4 8/13 to /131/70 ?AD

0.0 2.0 1T13111. 10.0

M.-620 Kev. 1158.73 8/12 to 8/12/70 ?AD

0.0 1.5 I01012., 3OTS. 2.0 3.5 HAND, -ilty with gravel, about 25% P-65fit, 20% fln. sand, 25% ma.lu end, SK

1.5 5.0 IUL2u. 20% oa.e sed, 10% gravel, wbanolar, 0.01.$ .O ) D- 3/4-An-h miss1., red-brow, deep,

5.0 9.5 SUD. M.lty, Vith gravel. about -db permeability, -di- do-. 1.020% fme. 5% fiem &and, 25% O-dite Floodplan Dtposits.

od. 30% coers end, 10% gravel, S-.obeal-lar, 1-boh madowt aito, 1' 14.5 MMCK, grey. bbotit. borto1.tde g tss,

olle-bron. mint, mdium-lov foliatios I 2bo u t 80 . Highly

ieombilp. dee.., GLACAL 111. fractured freel'6 to 8-- Fracture.".cod about 3 to 5 Inche. apart. Very

9.5 17.5 iNM . grey. biotit. horrledea,, sltly fractured from 86- to U6-.

ApMAS. Foliations 4p29g about of.

l fractured with s mo. 5. Bottm of 1.

Froclure. spaced 2/2-inch to 6 inches Mov samfles

T J"r.%' B11 -- w7r4g

17.5 ottom of Mole. 2. 1.5 - 3.C 26 833. 3.0 - 3.5' 200/6 met. 27 0.0

Ns1L&1 L-fswE Ik "o-Hon 1.02. 5.0 - 5.8' 60/100 ref. 78 r 3 .f% 5 '

2. 8.5 -1.4.5' 100Rock Core Moo.

§ [ %RM7o.5 z 1321, Water lsml at 1.58 feet oa• 125' 8/13/70.

2. 12.5 - 17.5' 83 -353 Rev. 1095.2 8/13 to 8/1/70 PAN M I o a er leel at 9.5 feet n 0.0 1.5 101O 2 L and 31O? FA.

8/AV7O. 10.01.5 7.0 2AAW, Vith gavls, about 5% ftmes.

Mi-621 eO,. 1171.82 8/13 to 8/13/70 DM 15% floe .- d,. 35% , eadi s.nd, 30%coarse send, 15% gravel, mbong"f , SP

0.0 1.5 IWS202.. 3/h-lu aximum else, rd-b . .t 0.0deep, high pouoabL.ll, deao.

1.5 9.0 D8NIn .0d MCI .M isth s Alt Irloodplan Depolts. 1.0&ad gravel atM'O. ZIAL SIT.

7.0 17.0 ind, gry., biotite horbleode9.0 21.0 wind, pet blotito horobloods gntss, moderately frec'.

go lse moderst ly fractured. fractures foliations dpping about 60 . MostwOeed 12 to 18 n--D s .pa, most froctur. ar ho asontal. All tight.frctrues dipping about 70 degrees, BiCn .poo borheoetal.

17.0 Mto of BRMo .21.0 Motten of ole.

1bv e 12.0

1 2. 1.5- 3.0 2 832. 1.5 -2.2 P 1/7" rot. 10 3. 3.0 -1.5' 9 83 0.0

Mok, car* I. 5.0 - 5.5' 100/6* ref. 33 1.0oNock Core M

2. Ll.0 - 16.0' 100 7 . 2.0 100

3. 16.0 - 21.0' 93 2. 12.0 - 17.0' 100

NMI Vater leovl at 9 feet on 8/13/70.12.0

2162 a". 1179.3 8/13 to 8/11170 DOt

0.0 11.0 O0U end 38. 2 , with soe sitand gravel MUU, mabe to obtln 0.0&i saples. =GLk=l MTm. 3.0

1U.0 21.0 MO g, r, botite hablOMe gNaisS,moderately fruohered. PRectues spaced12 to 18 lmeespor". st ftaotto'.0swim b ot 70 * . haolsoate.

21.0 Mtte of Ole.10.0

2. 16.0 - R1.0' 100

8/12/70 DIN .T PITS Test Pit (Coat'd) ZIM Inver WStor.-d -. Cl- Lak. Sitam N LAZECLAN lIVE TP-58 6/10/71 DIN

0.0 7.0 'OBBLE3 604 B,001105, .ith sand. h% ringm. __- _ _6/5 to 6/9m Do r Llx veat., *ntering pit1I -Md.

t met., 5; igAJ1' I P 0.0 1.0 TOPSOIL AND BOTNAT. 7.0 b d b of pit.

' p.=b.llty 1.0 10.0 SAND, s1lty th gravel, a bout25% rim,.. 15% fin. sand, 2U% dium 17-659 6/lu/i DERsand, 30% oar . sand , 10% r vel,

horblods b 18-loch *aM ** . 0.0 1.0 TSP7DIL and O? MAT.Ct,.rod. fractures oliRs-broan, deep. lor pormebillty, 1.0 3.0 SAND, silty with r,.o.l and cobbles,Som don-, 0LACIAL TLL set. 20% ) about 25% fines, 15% f,.. send, 20%riht. RiMi [. 6-inch sin.. madium *ad. 33 coarse sand, 10% SKEdeturbad Sample, 3 to 9 fst. graonl, sob-anrular, u-dm masl., rsd-broun. wit, edlum permes-10.0 Botto of Pit. bilit., 1o. WEATSNIED GlACIAL TILL.

V lOO '-652 6/8 to 6/8/71 DIN 6/10/71 DEN70 O.0 0.5 7 1 1801 an OO4k?. 0.0 1.0 TOPSOIL Md M HAT.80 1.0 5.0 SAD, silty witho gravl. and cobble.,raf. 100 0.5 10.0 SAND and gravl, some 1lt, about 10% about 25% ftn-. 15% fin. sand. 20%fines, 10% fn. sand, 15% Sdium sad, sodlu mand, 30% coars sand, 10%35% or. sand, )0% gravel, ub. 9-S" gr...1, a 36-Ih iPirunded, 24-Inch maxiu mlso, tan- or Sl., rad-btmn, ust, .eius p...-btown, dqp,, madlua-high permeability, G.P- blity, loo.e, WEATNKiDD GLACIAL T1LL.

de.., Ice Contact sand ad gra.vl. th Cabble.s and boulders to P 6' 5.0 BEDR2 and ITISI OF PIT.2.75 on 8/12/70. at. 4.0% obbles and boulders thens7aout 25% 6-inch a... d0- r TP- 6/10/71 0M

3/70r n~ rmt. hIhl stsred.plI 3 DO 10 f..t.10.0 Botto of Pit. 0.0 1.0 TOPSOIL nd RO? MAT.

1, about 25% i-65 6/8 t. 6/8/71 DIN 1.0 11.0 SAND, Silty wlth g-..1

, and Cobble.,25% sodium sand, S / t //7 abou~t 25% ft..., 15% ft.. sad, 20%.sl, ftbg 0.0 1.0 0VPSOU. aMd M)OmA. aedsod ium , . coars sand, 10% Smred-brown, dmp, gravdl, aub-Mnu'01, 22-inch wd

1.0 10.0 SAND nd RA , mss it, about 10% *n, oli-teb o. dap, o TpLr.-tIn., 10% fin. snd, 15% odium sand, blly, vnrI A.,.e, GLACIAL TIL.

bornklande gonaso, 35% coares sad, 30% gavel, sub- S-NI 11.0 bottoa of Pit.at 8C' Highly rounded, 18-rich -a s.1, ta,- or8-6". Praet . bo., deep, aadiua-hlgh, des., Ic OP-M,hma spart. V.ry co t d sand grav l, *at. 25%i 8'" to 1416.. 6-Inch also. Sa rck fragent.

highly wathered.Dit5hbd Sample, 2 to 9 ast.

%R1 .. v2" Bottom of Pit.83 7P-654 6/8 to 6/8/71 DEN

D/6- Mr . 2 0.0 1.0 OPMoIL and 3O2AT.

1.0 10.0 SAND ad (ItAVE2, tb amit s2lt, sot10% fioas, 10% fin, snd, 15% sodl.sand, 35% cose sand, 30% grael, 9-NILODb-nss, 0Ic aaad .. , tan- orbros, deep, adlm-high parIambUity, aP-M,.58 fat on dna I-Caetct sand and gravel,

st. 25% o 6-loot din.. Some rok frog-,/70 PB nets highly astahrad.

Dist'd Sampl., 3 tO 10 fast.10.0 Bottom of Pit.

mt 5% fl..,Los sand, 30% P-655 6/10/71 DINs, bar~a0 S?

rId-b , ' m .0 1.0 7OP2MIL and 11021*T.

1.0 12.0 SAND, Silty With gravel and cobble*,about 25% fines, 15% ft.. sand, 0S

Zrnblanld. madivi sand, 30% Coar- sand. 10%M g egravl, sub-angular, 15-inch maxiu SKt u. ost sit., oli -bonen to 7 foot thso blue.a1. All tight, grey, Aip to wat, I- perm bility,

very dans, IACIAL TL, usatherad to7 foot slith ater. Saoe at 7 foot.M0turbhd bSampl 7 to 11 feet

12.0 Sattom of Pit.7P-6!;6 611o/1 DIN

83 683 0.0 1.0 T0OSIL ad IND02o ?.

016" rf. 33 1.0 12.0 SAND, sillty with gra and Cobbles,about 25% frms. 15% fm sad, 20%udim sand, 30% Comrm snd. 10% SHFM gravli, sub-anglar, 9-loot, ath10 51.", olifI-browa, OW, low prm..-bl1103, vy dane.. MACLL TILL.Disturbed Sarple 2 t. 12 fet.

12.0 Botto of Pit.

v-667 6/1O/71 w CLAM RIVER WATERSHED PROJECT0.0 3.0 W1315L and ODI0 ? and riLL. CLAM LAKE MULTIPLE-PURPOSE DAM3.0 10.0 SAD, sI ty i with g avel and Oobbls, SANDISFIELD. MASSACHUSETTS

saot 25% thoas, IS% fine san, 20%medM send, 30% cane aod, 10% SK LOGS OP TEST HOLESP-4.l se-agalar. 11-ijach osamflt.oli1k-br.., deap, I" pm .... U. S. DEPARTMENT OF AGRICULTUREhiti d esy -da3t, 9C feet. SOIL CONSERVATION SERVICE

10.0 Battan af Pit. -

soeeUso0 -t, B ta j /Q~~ ------------------

,o o ._, , ..... ... ....... ..........m ... .. .. ......... ....... - -----... ............- - --

I. -. .. . . .. ... - ... ..- .

.. .. .... .. ....... .. .. . ... ...

O~~a,5.ft 31 At30% A 357-P

CC r

N

%Y. 61104,80Bad RIAM 41"

B.S. 17. .in. 1001 Wast. SaI 13 - 5imdd .0 1.0 5M~.* ats. .1pft1. 5.0le. SM. baaUtws g..3.'. mw-i. swiir mine

-.. Musss passat1ep swaxtk ieee. J*Wbwa til.0

W-3.0 ww 120. 6/2/6 ill.ff-2

0.5 230.:. avo 0-30.0t~ ga 1 s aa. weIn 0itom. tit" S 0.0 2.0 10110031.

S.W I Mi- ad 1% .r"-a. MO.al 1 1.0 5.0 A410D saty, graml. embblm me blsam,

5.0 ftt.s of pit. saameb1. Wta mti as 5.0.mr-3£. Mad. 4-0. any'0 MOW=.M.

64.0 Sw.0 *OSIft

3.0 S0.S SAD. 2.1 3.0-0. ft~ 1v.18.ii1 a .6- 1 dlW U0. io oin

- 0- m- 10 7/141.1. 1.5 b.0d:. SM. O23A3dark VULGMV =

h.00 INeet.a at bote a e.

0.5. 23WV.1 .31. 3. /153165r. ls.0 die~ic.L

0.0 1.5 lTflsfl.

2.3 10.0 SWI. Semally sit% Slit. bmet 101 31.*. 33n it". 36.06

scs. 131 -si-i -S1e. n1 e-stm -Ed. 301 $--1.. 101.-a.31 hs.i.e. sagela t. amb.:..ie". assli

* sI- up. I . MI.% a. m. lSt. as61W ps.h111t.isas. sce-i aau.

18.0 s.61. .1 te.

B.S. 2".1 (2 bag.) 2.5-410.0 nI3.. las. 6" ilsed.

am. valt .. - at 0.31 SO 7/10/63.

F=.2. SIZE. 143.3 6125/65 X.Q.L. SM SAMPLE FROM TIE 651, 3 TO 9'

.0 30.0 sAeilty 11eth a-,. abas 231 fas.. 31 elm. SM6

.£h..hls. n mIya -@t. b-4. dins.0 gat"a 13%i

£00ol-a Si I. I3. -nt4. -" SOE -l6 til

3.S. 233.3. 2.0-30.0 31 latp lbam a- discarded. 2

1102-S, be 1.5-1 dry S 7/30/63. its - -

0.0 2.to103 o6 --

3.0 30. Ur. *i3ty wthb ot.... Mme 301 timae, 2in 16.- cr."wae"11 4- 0. 101 cessm. .0-, in1 ga-.

ft asbbl.S. ft1 09de.. magelat. bald. E-1- a1- 14'. - - - 2. -W o.M , Iy.-r -m .a"-*" 4 0 0 60 It 14 if 60 20 22 2

£0.0 amee. Of Pit.BETE ormPgwO a ai

- - 3~.S. 234.3. 3.3-30.0 62 Uarst has 6- ij.isi.

W03 aler 1Wo.l 413 ms 1130/0.

W~s.UN.11440 033/0 3..1. - P-SM SAMPLE FROM TP 652, 3' TO 10'

3.0 21.4 ES arou "a, 131-is. 1m0 n eatas.0. 21 PI 20 - - - -

Is-taw, £in a.0am, madse in se OEM -Et..nIwIEst. i s. n ala .hm,~em to 51sa - -- - - - -

parilficip. AMS. hetee. .1It

38.0 klein .of Pat. U6

0.0. 233.1 (2 bans) 3.&.0.. INS -~ a largr i O ia~rd. lx

10113s Show dry as 7116103.

za.s DUD1110.1 41351" 1.G.L.

5. 30 .101. 4 0 a 10 13 1* D00 1

9.4 so! 20. 11 ottr tk. gam. 2 abot2 as. $31 IsgtaIRECNTNPEMT6F."wf

10.8 =astwsus ann a"@M.i Sai

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1"M. longw 1 as .. 'a 7/14/1. 330-----------------

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mm$n Saivism. vuiser r a mwasin..

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t So9M SAMPLE FROM TP 650. T' TO 11''130- - - - - - -$t N

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vlFtf f 5.0.

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SM SAMP LE FROM TP 6S, 2'TO12'•130

0

ITP 651, S TO 9'

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> SM SAMPLE FROMTP 657, 3TO9

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*M TP 652. 3 TO 10' L011- -- P1 4 6 6 10 It 14 is to 20 2124

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4 to .22 24EGcr CR WEGH

TP 684, 3' TO 10'

CLAN RIVER WATERSHED PROJECTp CLAMS LAKE SULTIPLE-PUpOSE DAN

SA5IOISFIELD. MASSACHUSETTS

LOGS OF TEST HOLES

--- -- U. &. DEPATI T OF AGRCULTME

I to*i o s 1490 Lsl.

I Photo 1

Overview of downstream11 channel looking southfrom top of dam.

Photo 2

Overview of reservoirarea, upstream embankment

-and principal spilwaystructure looking north-

westerly from embankment-

Photo 3

Overview of emergency spillwaycrest, weir wall and dan crestlooking wet from top of left[ slope of emergehcy spillway.

to"., 44m -

Ms 080v,,v

Photo 4

Overview of emergency spillwayapproach rhannel lookingnortherly from toe of spillwaydischarge channel.

Photo 5

Overview of downstream embankmentlIooking westerly from training walof emergency spillway.

Photo 6

Overview of emergency spiliwaytraining wall slope lookingsoutherly from dam crest.

Note: Erosion of slope.

Photo 7

Overview of downstream embankment,

spillway discharge channel andleft slope of emergency spillway.Note: The sloughing of left

spillway slope.

Photo 8

60-inch outlet conduit and end

wall. Note the crack above pipeand missing foundation drain pip(outlet to the left of the 60-inct

conduit.

I

Photo 9

Pond drain inlet structure. Note

damaged trash racks.

_ - ---------------- --

Photo 10

Pond drain inlet structure wing :

wall. Note cracks in concrete.* -

. . -.

Photo 11

Gate well of principal Aspillway structure. Note

the lower two stem guidesare damaged. -.

M1

I

Photo 12

Crack on right wall of Iriser transition.

I

a.

a,

-ClI IIII• ml m lln lllEIa U

*g" - - 7 *

Photo 13

Cracks and efflorescenceon transition of principal

J spillway riser.

Photo 14

Crack in transition nearthe vertical downstreamface of the principalspillway riser.

Photo 15

Closeup of silt from beneathrip rap on downstream side

of embankment.

Photo 16

Closeup of left slope toe ofemergency spillway at crest.Note groundwater seepage fromslope.

Photo 17

Left slope of emergency spillway.Note slope failure and erosion.

I A

-W Mai

II Photo 18

Left slope of emergency spillway.j Note erosion.

Phto1Trniino rs oee

erasion ofd gndrssin covee

rip rap by runoff.

IA