$95 NAT ONAL PROGRAM FOR INSPECTION OF NON-FEDERAL DAIS I/WHITMANS POND DAM (iA..lU) CORPS OF ENGINEERS WALTHAM

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I1 PHASE I INSPECTION REPORT

S1. NATIONAL DAM INSPECTION PROGRAM

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DTICELECTE

I JUN 2 4 985

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DEPARTMENT OF THE ARMY[ NEW ENGLAND DIVISION, CORPS OF ENGINEERS

WALTHAM, MASS. 02154

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" AUGUST "1980 1_App buomr w ad...... N

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REPRODUCED AT GOVERNMENT EE

DISCLAIMER NOTICE

THIS DOCUMENT IS BEST QUALITYPRACTICABLE. THE COPY FURNISHEDTO DTIC CONTAINED A SIGNIFICANTNUMBER OF PAGES WHICH DO NOT

t REPRODUCE LEGIBLY.

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tINCI A-_qTFTVDSECURITY CLASSIFICATION OF THIS PAGE (WIthn Dae Enferod)

REPORT DOCUMENTATION PAGE ' READ INSTRUCTIONSIBEFORE COMPLETING FORM

I. REPORT NUMME 2t . GOVT ACCESS~9 NO. S. RECIPIENT'S CATALOG NUMBER

MA 00775 k15_________.7"__

4. TITLE (and S..bsoe) 5. TYPE OF REPORT A PERIOD COVERED

INSPECTION REPORTWhitmans Pond Dam

NATIONAL PROGRAM FOR INSPECTION OF NON-FEDERAL 6. PERFORMiNG ORG. REPORT NUMBER

7. AUTHOR(S) S. CONTRACT OR GRANT NUMBE(.)

U.S. ARMY CORPS OF ENGINEERSNEW ENGLAND DIVISION

S. PERFORMING ORGANIZATION NAME AND ADRESS 10. PROGRAM EI-EMENTr PROJECT, TASKARCA 4 WORK UNIT NUMBERS

I. CONTROLLING OFFICE NAME AND ADDRESS I2. REPORT DATE

DEPT. OF THE ARMY, CORPS OF ENGINEERS August 1980NEW ENGLAND DIVISION, NEDED IS. NUMBER OF PAGES

424 TRAPELO ROAD, WALTHAM, MA. 02254 8014. MONITORING AGENCY NAME A AODREO9(if diffemen IC l mMA OfUice) IS. SECURITY CLASS. (of ShJi r.90,)

UNCLASSIFIEDIS. DC-ASSI FIC ATION/DOWNGRADIN G

SCN DULE

I6. DISTRIBUTION STATEMENT (of this eopodre)

APPROVAL FOR PUBLIC RELEASE: DISTRIBUTION UNLIMITED

17. DISTRIBUTION STATEMENT (of the hae iae onferd On 8100h 2B, It difeI *m Rept )

IS. SUPPLEMENTARY NOTES P

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.

it. KEY WORDS (Ceecmewen wwas, code of .or.eem ad Ekeiffr 6 6I,6hedA 0e)

DAMS, INSPECTION, DAM SAFETY,Weymouth River Basin

Weymouth, MassachusettsHerring Brook

20. ABSTRACT (Cem.t.m n sa Neoo side it 00604040F 4R d I0ht IF IO 016)

The dam is about 60 ft. long between abutments and the maximum height if thedam is about 16 ft. The pond is utilized as a recreational facility. Thedam and appurtennant works are judged to be in good physical condition,however, because the spillway can only pass 62 percent of the routed testflood outflow, the dam was given an overall rating of fair. The owner shouldimplement various operating and maintenance measures.

D O n 1473 Ik-,ow or Iov SSis OOLsT

DEPARTMENT OF THE ARMYNEW ENGLAND DIVISION. CORPS OF ENGINEERS

424 TRAPELO ROADWALTHAM. MASSACHUSETTS 02254

OREPLY TO

ATTENTION OF:

NEDED

DEC 9 u98

Honorable Edward J. KingGovernor of the Commonwealth ofMassachusetts

State HouseBoston, Massachusetts 02133

Dear Governor King:

Inclosed is a copy of the Whitmans Pond Dam (MA-00775) Phase IInspection Report, which was prepared under the National Program forInspection of Non-Federal Dam. This report Is presented for your useand is based upon a visual inspection, a review of the past performanceand a brief hydrological study of the dam. A brief assessment Isincluded at the beginning of the report. I have approved the report andsupport the findings and recommendations described in Section 7 and askthat you keep me informed of the actions taken to implement them. Thisfollow-up action is a vitally important part of 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. In addition, a copy of the report has also beenfurnished the owner, Town of Weymouth, Mass.Copies of this report will be made available to the public, upon

request, by this office under the Treedom of Information Act. In thecase of this report the release date will be thirty days from the dateof this letter.

I wish to take this opportunity to thank you and the Department ofEnvironmental Quality Engineering for your cooperation in carrying outthis program.

mloo

As stated Colon , Corps of ngineerst Divisionr gieActi Dii ngineer

oIe.'

WHITMANS POND DAM

MA 00775

I Aeoession ForNTTS Mt&III)'." C TABU-inounced 0ju. t if loatio ,-.

By

Distribution/

jAvailabilityCodes rilAvail and/or 0OpV

Dist j peolal

i WEYMOUTH RIVER BASINWEYMOUTH, MASSACHUSETTS

I

I PHASE I INSPECTION REPORTNATIONAL DAM INSPECTION PROGRAM

I!I

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I -

NATIONAL DAM INSPECTION PROGRAMI PHASE I INSPECTION REPORT

I Identification No: MA 00775Name of Dam: Whitmans Pond DamTown: WeymouthCty and State: Norfolk County, MassachusettsStream: Herring Brook' Date of Inspection: 18 April 1980

BRIEF ASSESSMENT

Whitmans Pond Dam is a concrete gravity structure consisting of three basiccmponents: a fish ladder at the left abutment; a 24 ft. long ogee shaped overflowsection located just to the right of the fish ladder; and a siphon spillway structureIlocated just right of the overflow section and extending to the right abutment.The siphon spillway structure contains four siphon units having throats measuring6 ft. by 5 ft. There is a 2.5 ft. square gated sluiceway located on the rightside and in the lower part of the overflow section. The dam is about 60 ft.long between abutments and the maximum height of the dam is about 1.6 ft. measuredfom downstream river channel bottom to the top of the siphon structure. The

crest of the overflow section is 5.8 ft. below the top of dam. The dam was

cosrce in 1970 as part of a flood control project for the Town of Weymouth,

Ihitmans Pond is utilized as a recreational facility. It is about 7,000 ft.long and has a surface area of about 191 acres at spillway crest level. The drainagearea is 12.11 sq. mi. (7,750 acres) and the maximum storage to top of dam is2,000 acre-f t.;the size classification is thus intermediate. Because a failurefof the structure would cause serious damage to the downstream community EastWeymouth, with the possibility of the loss of more than a few lives and the prob-ability of excessive economic losses, it has been classified as having a highI hazard potential.Based on the guidelines, the recommended test flood for such a facility is a fullI Probable Maximum Flood. The test flood inflow was calculated to be 6,850 cfs.4-The routed test flood outflow of 5,100 cfs overtops the dam by 2.7 ft. The spill-ways can pass 3,150 ef a or about 62 percent of the routed test flood outflowwithout overtopping the dame.

IThe dam and appurtenant works are judged to be in good physical condition, how-ever, because the spillway can only pass 62 percent of the routed test flood[outflow, the dam was given an overall rating of fair. The only problem with thephysical condition of the dam is the erosion downstream of each abutment.k

W ithin one year after receipt of this Phase I Inspection Report the ownershould engage a qualified registered engineer to: (1) perform a detailed

hydraulic and hydrologic study to further assess the need for and means toincrease the project discharge capacity; and, (2) perform a seismic investigationand analysis by conventional equivalent static load methods.

The owner should implement the following operating and maintenance measures:(1) repair erosion of the left abutment at the downstream end of the lefttraining wall of the fish ladder with compacted gravel fill and locally place

riprap in the vicinity of the downstream side of the end of the retaining wall;(2) repair the slope behind the right retaining wall on the right abutmentwith suitable compacted backfill; (3) develop a formal surveillance anddownstream emergency warning plan, including round-the-clock monitoring duringperiods of heavy precipitation; (4) institute procedures for a biennialtechnical inspection of the dam and its appurtenant structures; and (5) implementa regular periodic maintenance program.

I.

I[

~Peter.DysnProjec Manager

I ~~ DYSON ~No. 19452~ 0

[

IISIONl

I..........

This lhase I Inspection Report on Whitmans Pond Dam (MA-00775)bag been revleved by the enderutgned leviev Board members. In ouropinion, the reported findings, conclusions, and recoamendatious areconsltent with the Recomended Culdelines for SafeTy Inspection ofP.ys, and with good engineering judgment and practice, and to herebyaubmltted for approval.

ARAIA.T MATESIA, MBERGeotechnlcal Engineering BranchEngineering Division

CAINEY M. TEMZIAN, K3DERDesign Branch

nglineering Divi ion

* RWIAMD DID &Vater Control Branchalsneerint Division

AMflOAL RICWUUD

A0III I

PREFACE

This report is prepared under guidance contained in the Recommended Guidelinesfor Safety Inspection of Dams, for Phase I Investigations. Copies of theseguidelines may be obtained from the Office of Chief of Engineers, Washingto-n,D.C. 20314. The purpose of a Phase I Investigation Is to Identify expeditiouslythose dams which may pose hazards to human life or property. The assessment ofthe general condition of the dam is based upon available data and visual inspec-tions. Detailed investigation, and analyses involving topographic mapping, sub-surface investigations, testing, and detailed computational evaluations are be-yond the scope o ' a Phase I investigation; however, the Investigation is intendedto identify any nteed for such studies.

In reviewing this --port, it should be realized that the reported condition ofthe dam is based on observations of field conditions at the time of Inspectionalong with data available td the inspection team. In cases where the reservoirwas lowered or drained prior to inspection, such action, while Improving thestability and safety of the dam, removes the normal load on the structure andmay obscure certain conditions which might otherwise be detectable if inspectedunder the normal operating environment of the structure.

It is important to note that the condition of a dam depends on numerous and con-stantly changing internal and external conditions, and is evolutionary in nature.It would be incorrect to assume that the present condition of the dam will con-tinue to represent the condition of the dam at some point in the future. Onlythrough continued care and inspection can there be any chance that unsafe con-ditions be detected.

Phase I inspections are not intended to provide detailed hydrologic and hydraulicanalyses. In accordance with the established Guidelines, the Spillway Test Floodis based on the estimated "Probable Maximum Flood" for the region (greatestreasonably possible storm runoff), or fractions thereof. Because of the magni-tude and rarity of such a storm event, a finding that a spillway will not passthe test flood should not be interpreted as necessarily posing a highly inade-quate condition. The test flood provides a measure of relative spillway capa-city and serves as an aide in determining the need for more detailed hydrologicand hydraulic studies, considering the size of the dam, its general conditionand the downstream damage potential.

The Phase I Investigation does not include an assessment of the need for fences,gates, no-trespassing signs, repairs to existing fences and railings and otheritems which may be needed to minimize trespass and provide greater security forthe facility and safety to the public. An evaluation of the project for com-pliance with OSHA rules and regulations is also excluded.

TABLE OF CONTENTS

Section Page

Letter of Transmittal

Brief Assessment

Review Board Page

Preface i

Table of Contents jj

Overview Photo V

Location Map vi

REPORT

1. PROJECT INFORMATION

1.1 General1

a. Authority1b. Purpose of Inspection

1.2 Description Of Project1

a. Location1b. Description of Damn and AppurtenancesI

c. Size Classification 2

d. Hazard Classification 2

e. ownership 2

f. Operator 2

g. Purpose of Dam 2

h. Design and Construction History 3

i. Normal Operational Procedure 3

1.3 Pertinent Data 3

2. ENGINEERING DATA

2.1 Design Data 7

2.2 Construction Data 7

2.3 Operation Data 7

2.4 Evaluation of Data 7

Section Page

3. VISUAL INSPECTION

3.1 Findings 8

a. General 8b. Dam and Appurtenant Structures 8c. Reservoir Area 9d. Downstream Channel 9

3.2 Evaluation 10

4. OPERATIONAL AND MAINTENANCE PROCEDURES

4.1 Operational Procedures 11

a. General 11b. Description of any Warning System in Effect 11

4.2 Maintenance Procedures 11

a. General 11b. Operating Facilities 11

4.3 Evaluation 11

5. EVALUATION OF HYDRAULIC/HYDROLOGIC FEATURES

5.1 General 12

5.2 Design Data 12

5.3 Experience Data 12

5.4 Test Flood Analysis 13

5.5 Dam Failure Analysis 14

6. EVALUATION OF STRUCTURAL STABILITY

6.1 Visual Observation 15

6.2 Design and Construction Data 15

6.3 Post-Construction Changes 15

6.4 Seismic Stability 15

iii

Section Page

7. ASSESSMENT, RECOMMENDATIONS AND REMEDIAL MEASURES

7.1 Dam Assessment 16

a. Condition 16b. Adequacy of Information 16c. Urgency 16

7.2 Recommendations 16

7.3 Remedial Measures 16

a. Operation and Maintenance Procedures 16

7.4 Alternatives 17

APPENDIXES

APPENDIX A - INSPECTION CHECKLIST

APPENDIX B - ENGINEERING DATA

APPENDIX C - PHOTOGRAPHS

APPENDIX D - HYDROLOGIC AND HYDRAULIC COMPUTATIONS

APPENDIX E - INFORMATION AS CONTAINED IN THE NATIONAL

INVENTORY OF DAMS

iv

WHITMANS POND DAM

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LOUIS BERGER a ASSOC.,INC US ARMY ENGINEER DIV. NEW ENGLANOWELLESLEY MASS CORPS OF ENGINEERS

ARCHITECT ENGItli WALTHAAVAASS.

NATIONAL PROGRAM OF INSPECTION OF NON-FED. DAMS

WHITMANS POND DAM AJrWEYMOUTH QUADRANGLE

STATE-MA--

SCALE 1*25000-L- IOATE

vi

PHASE I INSPECTION REPORT

WHITMANS POND DAM MA 00755

SECTION 1 - PROJECT INFORMATION

1.1 General

a. Authority. Public Law 92-367, August 8, 1972, authorized the Secretaryof the Army, through the Corps of Engineers, to initiate a national program ofdam inspection throughout the United States. The New England Division of theCorps of Engineers has been assigned the responsibility of supervising the in-spection of dams within the New England Region. Louis Berger & Associates, Inc.has been retained by the New England Division to inspect and report on selecteddams in the State of Massachusetts. Authorization and notice to proceed wasissued to Louis Berger & Associates, Inc. under a letter of 28 March 1980 fromWilliam E. Hodgson, Jr., Colonel, Corps of Engineers. Contract No. DACW33-80-C-0043, has been assigned by the Corps of Engineers for this work.

b. Purpose of Inseection.

(1) Perform technical inspection and evaluation of non-Federal dams toidentify conditions which threaten the public safety and thus permit correctionin a timely manner by non-Federal interests.

(2) Encourage and assist the States to initiate quickly effective damsafety programs for non-Federal interests.

12(3) Update, verify and complete the National Inventory of Dams.

12Description of Project

a. Location. Whitmans Pond Dam is located in Norfolk County in the Townof Weymouth in eastern Massachusetts. The dam is situated about 850 ft. upstreamof Iron Hill Dam and the headwaters of Herring Brook and about 1.3 mi. upstreamof the confluence of Herring Brook and the Weymouth Back River. The dam can berached via a side Street off Lake Street or via Iron Hill Street. The dam is

sh own on U.S.G.S. Quadrangle, Weymouth, Massachusetts with coordinates approximatelyat N 420 12 ' 39", W 700 55' 49".

b. Description of Dam and Appurtenances. The Whitmans Pond Dam is a60 ft. long and 16 ft. high concrete gravity dam consisting of three majorelements; a fish ladder, an overflow section, and a siphon spillway structurecontaining four siphon units. A pedestrian bridge spans the approach channel

just upstream of the spillway structures.

At the left side of the dam there is a concrete fish ladder with a clear openingof 3 ft. and a length of approximately 75 ft. The ladder consists basically oftwo reinforced concrete training walls founded on bedrock. There are slots in theconcrete walls to accomodate wooden baffles set at approximately two foot intervals.FThe elevation of the base slab between the walls varies from 56.9 at the downstreamend to 64.6 at the upstream end. The top of the retaining walls are at elevation 72.4.

Just to the right of the fish ladder is a concrete ogee overflow section which hasan overall width of 25 ft. and net width of 24 ft. The crest of the overflowsection is at elevation 66.6. The training walls on either side of the spillwayare 5.8 ft. high. On the right side of the overflow section, at the channel bottomis a sluiceway through the base of the ogee section. The sluiceway is 2.5 ft.square and has an invert elevation of 58.6 ft. The control for the sluiceway isa 2.5. ft. square sluice gate which is hand operated from a small bridge overthe right side of the overflow section.

To the right of the overflow section is the siphon spillway structure which extendsto the right abutment of the dam. This structure is 29 ft. wide and has foursiphon units. Each unit is 6 ft. wide by 5 ft. high at its throat. The interiorcrest elevations are 66.8 for unit one, 66.6 for unit two, 66.7 for unit three,and 66.9 for unit four as shown in the design drawings in Appendix B. The topof the siphon spillway structure is at elevation 72.4. Both the siphon spillwaystructure and the ogee spillway section are founded on bedrock.

There is an 80 f t. long reinf orced concrete girder f oot bridge spanning the damstructure immediately upstream of the crest of the spillway. The bridge is supportedon each end by reinforced concrete abutments and by a central pier of reinforcedconcrete founded on bedrock in the stream channel upstream of the dam. Thebridge deck varies from elevation 80 on the left abutment to elevation 77.5 on theright abutment.

c. Size Classification. Whitmans Pond Dam has a hydraulic height of about16 ft. above downstream river level, and impounds a normal storage of about 550*acre-f t. to spiliiiy -crest level and a maximuim of about 2,000 acre-ft. to topof dam. In accordance with the size and capacity criteria given in RecommendedGuidelines for Safety Inspection of Dams, the project falls into the intermediatectegory on the basis of capacity and is therefore classified accordingly.

D. Hazard Classification. A breach failure of Whitmans Pond Dam wouldrelease water into Iron Hill Reservoir, down Herring Brook and through the heavilybuilt-up community of East Weymouth to the Weymouth Back River. It is estimatedthat a breach of the dam's abutment area would flood a school building, fourindustrial buildings, about twenty-three commercial buildings and about sevenhouses to depths ranging from 1 to 7 ft., all within a distance of about 4,000ft. from the dam. In addition several local streets would be flooded. No significantflooding is estimated due to the spillway discharge alone. In accordance with theRecommended Guidelines for Safety Inspection of Dams, Whitmans Pond Dam has there-fore been classified as having a high hazard potential, since failure may causedamage to more than a small number of habitable structures and excessive economiclosses, with the potential .for the -loss of more than a few lives.

e. Ownership. Whitmans Pond Dam is owned by the Town of Weymnouth, Massachusetts.

f. Operator. The operator of the dam is Mr. Frank Lagrotteria, Town Engineer,Town of Weymouth, Department of Public Works, 120 Winter Street, Weymouth, Massachusetts02188. Telephone: 617-337-5100.

g. Purpose of Dam. Whitmans Pond Dam impounds a body of water used forrecreational purposes. The dam together with the Iron Hill Darn and the HerringBrook Flood Control Conduit serves to provide flood control protection to theTown of Weymouth. I

2 Il

h. Design and Construction History. The Whituans Pond Dam was designedby Metcalf and Eddy, Engineers, Boston, Massachusetts and was constructed in1970. It replaced a concrete structure which was built in 1935, a few feet down-stream from the site at which another dam had been located for more than 120years. The present dam was constructed together with the Iron Hill Dam andthe Herring Brook Flood Control Conduit as a means of reducing flood damage in theTown of Weymouth.

i. Normal Operating Procedures. There are no written operating proceduresfor the facility. The only operating devices are the controls for the lowlevel sluice way, stoplogs in the upstream entrance to the fish ladder, andemergency air vents for each of the siphon units. These air vents consist ofcast-iron pipes which are normally sealed wi_h a bolted, gasketed, blind flangecover and are used for venting the siphons should the automatic air vents forthe siphons not function.

1.3 Pertinent Data.

a. Drainage Area. The drainage area contributing to Whitmans Pond islocated at the beginning of Herring Brook. The drainage area encompasses atotal of about 12.11 sq. mi., (7,750 acres), of which about 191 acres is occupiedby the pond. The longest circuitous stream course leading to the dam is about6.6 miles long with an elevation difference of about 104 ft., or at a slope ofabout 15.7 ft. per mile. The drainage area has a length of about 6 miles andan average width of about 2.8 miles. The topography in the basin is best describedas flat and coastal. The drainage basin consists of a mixture of forested areasand heavily builtup urban areas. Weymouth Great Pond having a drainage areaof about 2.89 sq. mi. is located in the upper reaches of the drainage area andshould have a substantial effect on the inflow to Whitmans Pond.

b. Discharge at Damsite.

(1) Outlet Works Conduit. There is a 2.5 ft. square sluice gate located in theoverflow section and to the left of the siphon spillway section of the dam.The bottom of the sluice gate is near the channel bottom and this facility couldbe used for lowering the pond. With the water surface level at top of dam,elevation 72.4 ft. it is estimated that the sluice gate would be capable of dis-charging about 95 cfs.

(2) Maximum Known Flood at Damsite. No records are available of flood flowsinto Whitmans Pond or of spillway releases and surcharge heads, since the existingdam was constructed. However, in the Preliminary Engineering Study for the dam, itwas estimated that the maximum discharge over the previous dam at Whitmans Pondwas 1,100 cfs during hurricane "Diana" in August of 1955. It was estimatedthat the surcharge during that storm peaked at elevation 71.5 ft.

(3) Ungated Spillway Capacity at Top of Dam. The ungated spillway capacityat top of dam, elevation 72.4, is 3,150 cfs.

(4) Ungated Spillway Capacity at Test Flood Elevation. The ungated spillwaycapacity at test flood elevation 75.1 ft. is about 4,550 cfs.

(5) Gated Spillway Capacity at Normal Pool. Not Applicable

(6) Gated Spillway Capacity at Test Flood Elevation. Not Applicable

a,, 3

(7) Total Spillway Capacity at Test Flood Elevation. The total spillwaycapacity at test flood elevation is the same as (4) above, 4,550 cfs at elevation75.1.

(8) Total Project Discharge at Top of Dam. Assuming the sluice gate to beopen, the total project discharge at top of dam, elevation 72.4 is about 3,245 cfs.

(9) Total Project Discharge at Test Flood Elevation. The total project

discharge at test flood elevation is 5,100 cfs at elevation 75.1.

c. Elevation (ft. N.G.V.D.)

(1) Streambed at toe of dam - 56.4 t

(2) Bottom of cutoff - 54.0

(3) Maximum tailwater - unknown

(4) Recreation pool - 66.6

(5) Full flood control pool - Top of dam - 72.4

(6) Spillway crest - 66.6

(7) Design surcharge (Original Design) - 70.6 (Approximate)

(8) Top of dam - 72.4

(9) Test flood surcharge - 75.1

d. Reservoir (Length in feet)

(1) Normal pool - 7,000

(2) Flood control pool - 8,000

(3) Spillway crest pool - 7,000

(4) Top of dam - 8,000

(5) Test flood pool - 8,300

e. Storage (acre-feet)

(1) Normal pool -550

(2) Flood control pool -2,000

(3) Spillway crest pool - 550

(4) Top of dam - 2,000

(5) Test flood pool - 2,925

4I

f. Reservoir-Surface (acres)

(1) Normal pool - 191

(2) Flood-control pool - 306

(3) Spillway crest - 191

(4) Top of dam - 306

(5) Test flood pooi - 362

g. Dam

(1) Type - Mass Concrete, Gravity

(2) Length - 60 ft.

(3) Height - 16 ft.

(4) Top Width - Varies - about 19 ft. at siphon section

(5) Side Slopes - Vertical sides at siphon structure

I(6) Zoning - Not Applicable

(7) Impervious Core - Not Applicable

(8) Cutoff - Concrete keys in ledge

1(9) Grout curtain - Unknown

i. Spillway

(1) Type - Combination: Concrete ogee overflow section, fish ladder and,I four unit siphon spillway section

(2) Length of Weir - Ogee Section: 24 ft.j Fish Ladder : 3 ft.

Siphons: Four with 6 ft. x 5 ft. throats each

j(3) Crest Elevation - Ogee Section: 66.6I Siphons: four at elevations 66.6, 66.7, 66.8 and 66.9

1(4) Gates - None

(5) U/S Channel - Natural channel with concrete walls in immediate vicinity

[ f dam.

(6) D/S Channel - Natural channel impounded by Iron Hill Dam located about850 ft. downstream.

(7) General - None

J. Regulating Outlets

(1) Invert - 58.6

(2) Size - 2.5 ft. x 2.5 ft.

(3) Description - Sluiceway opening through overflow section.

(4) Control Mechanism - Hand Operated Sluice Gate.

(5) Other - None

61

SECTION 2 -ENGINEERING DATA

2.1 Design Data

The present Whitmans Pond Dam replaced an earlier dam locatedithe same vicinity as the present dam. The present dam was

dsgne by Metcalf & Eddy, Engineers (now Metcalf & Eddy, Inc.)of Boston, Massachusetts. Copies of drawings which are pertinent toconsideration of dam safety are included in Appendix B. Hydrologic,hydraulic, and soils data relating to the design of the dam was locatedin the Town Engineer's Office in Weymouth, Massachusetts, and hasbeen reviewed by the inspection team.

2.2 Construction Data

The dam was built in 1970 as part of the Flood Control Conduit andSiphon Spillways, Herring Brook Project b'y the Commonwealth ofMassachusetts, Department of Public Works, Division of Waterways,but no construction records have been recovered.

2.3 Operation Data

No engineering operational data was disclosed for the dam.

2.4 Evaluation

a. Availability. The plans, hydrologic data, hydaulic data andborings logs located in the Town Engineer's Office supplemented bythe visual observations of the inspection team, form the basis forthe information presented in this report.

b. Adequacy. Sufficient engineering data was recovered toassess the structural stability of the concrete dam. No data wasavailable to assess the safety of the earth abutment zones. Theoverall adequacy of the dam was assessed on the basis of the datarecovered supplemented by visual inspection, past perfromancehistory and engineering judgement.

c. Validity. The validity of the engineering data acquired

covering the dam is considered acceptable and is not challenged.

SECTION 3 - VISUAL INSPECTION

3.1 Findings

a. General. The visual inspection of Whitmans Pond Dam tookplace on 18 April 1980. On that date water was flowing over theogee crest spillway, through the fish ladder and through at leasttwo of the four siphon units. However, the rate of flow over the damwas relatively low. There was no evidence of any major problemswith the dam. The physical condition of the dam was judged to begood.

b. Dam and Appurtinant Structures. Whitmans Pond Dam is aconcrete gravity structure consisting of three basic components:a fish ladder on the left abutment; an ogee shaped overflow sectionlocated just tothe right of the fish ladder; and a siphon spillwaystructure containing four siphon uni-ts. The dam has a maximum heightof 16 ft. from channel bottom to the top of the siphon structureand the distance from the left abutment to the right abutment is about60 ft. The fish ladder has a clear opening of 3 ft. and is about75 ft. long. The ogee shaped overflow section has a total crest

* length of 25 ft. with a clear opening length of 24 ft. The crest* of the overflow section is 5.8 ft. below the top of the dam. On

the right side of the overflow section, at channel bottom is asluiceway which is controled by a 2.3 ft. square sluice gate. Thecontrol mechanism for the sluice gate is hand operated from a smallbridge which spans part of the overflow section. The siphon spillway

* structure located to the right of the overflow section is 29 ft.wide and has four siphon units. Each unit is 6 ft. wide by 5 ft.

* high at its throat and the interior crest elevations are 66.8 forunit one, 66.6 for unit two, 66.7 for unit three, and 66.9 for unitfour. Just upstream of the dam, a reinforced concrete girder foot bridgespans the approach channel.

[ Bedrock outcrops consisting of very massive and only slightly jointedgranite are located on the right abutment above the dam. It appearsthe dam is founded on bedrock since the design drawings contain logsof test borings cored into bedrock.

The downstream face of the dam as shown in Photo's #1,2,3 and 4is in good condition. Heavy stone revetment downstream of thetraining wall to the right of the outlet end of the siphon structurehas been displaced and their is minor erosion downstream of theright training wall (see Photo #5).

Photos 6 and 7 show the concrete fish structure on the left abutment.The concrete is in generally excellent condition. There is, however,Ee rosion of the downstream earth slope behind the left training wallof the fish ladder.

Photo #8 is a view of the right training wall of the approximately350 ft. long spillway approach channel. This rubble masonry wall

is part of the older dam which was replaced in 1935. The wall appears to bein good condition in spite of the fact that the joints are not mortared.

A bridge which is in fair condition spans the spillway approachchannel. The spillway approach channel training walls are in generallyexcellent condition with no evidence of movement or distress of anykind. The concrete is in excellent condition with only minor randomcracking observed and minor efflorescence (see Photo Nos. 9 & 10).The downstream face of the concrete ogee overflow section appears tobe in good condition (see Photo No. 11).

The outlet end of the siphon spillway structure appears to be in goodcondition. As shown on Photo 12, only two of the four siphons wereoperating at the time of the inspection.

There is a sluiceway under the ogee over flow section at the inter-section with the siphon structure as shown on Photo 13. Though thesluice gate was not operated during the time of inspection it wasreported to be in good working condition. There is an approximately2 ft. long by ;I in. to 1 in. wide crack in the concrete to the leftof the sluiceway on the siphon structure wall.

c. Reservoir Area. The pond's shoreline upstream of the dam

appears to be stable with no evidence of sliding. The area above

the easterly side of the pond is a densely developed residential

area. The north shore of the pond is occuppied in part by a

Federal housing project and the remainder by other residential

development. The land along the westerely shore of the pond is

densely developed. The shore along the southern portion of the

pond is bordered by extensive gravel pit areas.

d. Downstream Channel. The river slopes downstream of the dam

on both the left and right embankments were inspected and no seepage

was emanating from the slopes. Discharges from Whitmans Pond Dam

flow into Iron Hill Reservoir which is a small impoundment about 850

ft. long and about 100 ft. wide. Iron Hill Reservoir is impounded

by Iron Hill Dam which is also a concrete gravity structure with

siphon spillways. Herring Brook is located below the Iron Hill Dam

and extends downstream for a distance of about 3,000 ft. until it

reaches the Weymouth Back River just below the Penn Central Railroad.

At the toe of Iron Hill Dam there is a flood control conduit which

parallels Herring Brook for a distance of about 1,800 ft. and endsa short distance downstream of Broad Street. The flood control

conduit has a carrying capacity of about 2,500 cfs. It was

constructed as par't of the flood- control project aid-t-oether withIthe Whitmans Pond Dam arid the Iron Hill Dam protects the heavily

built-up community of East Weymouth. Part of the East Weymouth

community is located in the flood plain of Herring Brook. Below

Broad Street the old Herring Brook channel and the flood control conduit

join together and flow through a recently constructed open channel,

and then under the Penn Central Railroad, and into the Weymouth

Back River.1

9 __

3.2 Evaluation

The visual inspection has adequately revealed key characteristicsof the dam as they may relate to its stability and integrity. Thedam and appurtenant works were judged to be in good physical condition.Minor erosion of the right earth abutment was noted at the downstream endof the dam just beyond the riprap protection beyond the siphonspillway structure. There is also erosion of the left earth abutment atthe downstream end of the fish ladder. There is no regular periodicmaintenance program.

10

SECTION 4 - OPERATIONAL AND MAINTENANCE PROCEDURES

4.1 Operational Procedures

a. General. The dam is owned and operated by the Town ofWeymouth. It is operated in conjunction with the Iron Hill Damlocated about 850 ft. downstream as a means of flood protection forthe community located downstream and for maintaining water levelsin Whitmans Pond for recreational uses.

b. Description of any Warning System in Effect. No warning systemis in effect at Whitmans Pond Dam.

4.2 Maintenance Procedures

a. General. There is no documented periodic maintenanceprogram in effect at Whitmans Pond Damn. There are, however, a fewitems which require periodic maintenance, such as: the removal ofbrush growth from the abutments; the upkeep of the concrete in thespillway structures and training walls; keeping the overflow sectionspillway free of debris; keeping the trash racks at the entrance ofthe siphon spillways free from cebris; surveillance of the abutmentslopes with regards to erosion; and maintenance of the sluice gate.

b. Operating Facilities. The only operating facility for thedam is the sluice gate which appears to be well maintained and wasreported to be in operating condition.

4.3 Evaluation

Overall maintenance of the facility is good. Specific maintenanceitems are evaluated as follows; there was very little brush growthon the slopes of the abutments; there was only a small amount ofdebris on the trash racks at the entrance to the siphon spillways;the concrete appeared to be in good condition; there was a smallamount of erosion noted in the downstream channel embankment on theright side of the channel; and there was erosion of the abutment slopesat the lower end of the left training wall of the fish ladder.The owner should establish a formal downstream warning system for the damin the event of an emergency.

SECTION 5 :EVALUATION OF HYDRAULIC/HYDROLOGIC FEATURES

5.1 General.

Whitmans Pond Dam is a mass concrete dam consisting of three majorelements; a fish ladder, an overflow section, and a siphon spillwaystructure containing four siphon units. The dam impounds a normalstorage of about 550 acre-ft. with provisions for an additional1,450 acre-ft. of capacity in its surcharge space to the top of dam.It is basically a low surcharge - high spillage facility used toimpound water for recreational purposes and to provide floodcontrol protection for a downstream community. The spillways arecapable of discharging about 3,150 cfs with the surcharge to the topof dam. The general topographic characteristics of the 12.1 sq. mi.drainage basin is best described as flat and coastal, which rises fromelevation 66.6 at spillway crest to elevation 170. The drainage areacontains a mixture of forested areas and heavily developed urbanareas. Weymouth Great Pond which has a drainage area of about 2.9sq. mi. is located in the upper reaches of the drainage area. Because

of the substantial volume of storage available in Weymouth Great Pond,the drainage area above the outlet of the pond was not included incalculating the test flood for Whitmans Pond Dam. Thus the net area

used for calculating the test flood inflow was 9.2 sq. mi.

5.2 Design Data.

Three reports were located which contain preliminary hydrologic andhydraulic design data for the dam. The titles of these reports areas follows: (1) Town of Weymouth, Massachusetts, Report to Drainage

Committee Upon Storm Water Drainage, dated March 11, 1957; (2) Townof Weymouth, Massachusetts, Appendix to Report to, Drainage CommitteeUpon Storm Water Drainage, dated March 11, 1957; and (3) 'Site Investi-gations for Flood Control Works at Herring Brook and Whitmans PondOult Weymouth, Massachusetts, dated June 20, 1969.

All three of the reports were prepared by Metcalf and Eddy,Engineers, Boston, Massachusetts. The reports were reviewed bythe inspection team and are on file at the Weymouth Town Engineer'sOffice. The following was extracted from the .1969 Report: "Accordingto the 1957 Report, the peak rate of runoff which could be expectedto Whitmans Pond was estimated at 5,100 cfs. This is about 75 percentof the "maximum" flood peak indicated by using the Kinnison-Colbyformula. Coefficients used in the formula are based on the areabeing developed to its estimated fullest extent, thus producing themaximum expected flows ......Using the storage available in WhitmansPond and the flood routing method of computation, the peak rate ofoutflow to be expected from the pond was estimated at approximately2,500 cfs".

5.3 Experience Data.

No records are available in regard to past operation of the reservoir,II nor of surcharge encroachments and flows through the spillway of thepresent dam. However, in the 1957 Reports mentioned above, it wasestimated that the maximum discharge over the dam which preceded the

12

present dam at Whitmans Pond was 1,100 cfs during hurricane "Diane"of Aug. 18-19, 1955. It was estimated that the surcharge elevationduring the storm peaked at about elevation 71.5 ft.

5.4 Test Flood Analysis.

Hydrologic and hydraulic characteristics of Whitmans Pond Dam anddrainage area were evaluated in accordance with the criteria givenin Recommended Guidelines for Safety Inspection of Dams. Asindicated in Section 1.2, paragraphs c and d, Whitmans Pond Dam isclassified as intermediate in size and has a high hazard potential.The recommended test flood for hydraulic evaluation of such adam is a full Probable Maximum Flood, (PMF).

Precipitation data were obtained from Hydrometerological Report No.33, which for this area of Massachusetts is about 23.5 in of 6 hourmaximum rainfall over a 10 square mile area. This value was thenreduced by 20 percent to allow for basin size, shapeand fit factors, and an additional 0.4 in. was deducted forinfiltration losses. The six hour rainfall was distributed intoone hour incremental periods as suggested in COE Publication EC1110-2-1411.

A triangular incremental unitgraph was assumed for the inflowhydrograph using a computed lag time of 13.2 hours to derive a time-to-peak for the triangular hydrograph of 11.23 hours (see computationson Sheets D-11 and D-12, Appendix D). The test flood hydrographis shown on Sheet D-13, Appendix D, indicating a peak inflow of about6,850 cfs or a CSM value of about 565 cfs. This value is in closeagreement with the peak inflow derived by the Kinnison-Colby formulain the 1957 Report and is also in close agreement with the envelopecurve value given in the March 1978 Preliminary Guidance forEstimating Maximum Probable Discharges for Flat and Coastal Areasfor a drainage area of 9.2 sq. mi.

Discharge tables and curves for the spillway facilities and forover the top of the dam are shown on Sheets D-6 thru D-10, AppendixD. The discharge through the 2.5 ft. square sluice has beenneglected.

Flood routings were performed for both the test flood and a 1PMF.Results of these routings are shown on Sheets D-13 and D-14, AppendixD, and are summarized as follows:

Routed Maximum Max. Head RoutedFlood Test Flood Res. El Over Test FloodMannitude Inflow (cfs) (ft. NGVD) Dam (ft.) Outflow (cfs)

PMF (Test 6,850 75.1 2.7 5,100Flood)

hPMF 3,425 70.5 None 2,480 -IFrom the above table it can be seen that the project will not passthe routed test flood outflow without overtopping the dam by 2.7 ft.The project, however, can handle about 62 percent of the routed testoutflow without overtopping the dam.

13

5.5 Dam Failure Analysis.

Whereas the damn is a relatively low massive concrete structure, it was assumedthat the most likely place for failure would be in the abutment area. For thisanalysis a 25 ft. wide section of the abutment was assumed to fail. With thewater surface level at top of dam and using an orifice formula, the dischargethrough the failed section was calculated to be 3,370 cfs. The spillway dis-charge at the time of failure would be about 3,150 cfs resulting in a totaldischarge of about 6,500 cfs.

The outflow from Whitman Pond Dam discharges into Iron HillReservoir, passes over Iron Hill Dam and thence along Herring Brookthrough the heavily built-up community of East Weymouth to theWeymouth Back River. Below Iron Hill Dam there is a flood controlconduit which carries flows from the Iron Hill Dam for a distance ofabout 1,800 ft. to an open channel about 1,400 ft. upstream fromthe Penn Central Railroad. The railroad is supported by a high

* embankment through which passes an 8 ft. wide by 11 ft. high boxculvert, and two 10 ft. dia. concrete pipes, which carry flows from

* Herring Brook to the Weymouth Back River. It is estimated that thebreach discharge would be about 5,800 cfs at the railroad crossingand that the stage in the brook would be about at elevation 27,which is a rise of about 12 ft. above that to be expected from thespillway discharge. Water would be pooled over more than 50percent of the reach between Iron Hill Dam and the Penn CentralRailroad causing flooding of the Pingree School up to a depth of 7 ft.,and flooding four industrial buildings, seven commercial buildingsand a few houses all located downstream of Broad Street to a depthranging between 1 and 5 ft. It is estimated that no significantflooding of structures would exist in this area due to the spillwaydischarge alone. Above Broad Street the flood control conduitwould carry about 2,500 cfs of the breach discharge and the remainingdischarge of 4,000 cfs would travel down the original Herring BrookChannel. It is estimated that about 16 commercial buildings andabout 6 houses would be flooded by the breach discharge to depthsranging from 1 to 5 ft. In addition to the flooding of structuresseveral streets would be flooded in the damage reach. Based uponthe carrying capacity of the flood control conduit and the originalHerring Brook channel it is estimated that only minor flooding of thearea between Broad Street and the Iron Hill Dam would occur due tothe maximum spillway discharge of 3,150 cfs.

In summary, a school building, four industrial buildings, about 23commercial buildings, and about 7 houses, as well as several localstreets are within the area of potential flooding. Therefore, inaccordance with the Recommended Guidline for Safety Inspection ofDams the project is classified as having a high hazard potential.There is also the potential for the loss ofmore than a few lives.

The area of potential flooding is shown in Appendix D, page D-19.

K' I 14

SECTION 6 - EVALUATION OF STRUCTURAL STABILITY

6.1 Visual observations

There are no design calculations available for review of thestructural stability of the dam and appurtenant structures; how-ever, the relatively wide base slab for the ogee section withrespect to its height and the fact that it is founded on a soundgranite bedrock, plus the absence of any distress or displacements inthe structure indicate that the dam is stable in its present state.However, some minor repair of riprap and of eroded areas as describedin Section 7 should be undertaken.

6.2 Design and Construction Data

Design drawings for the dam and the Herring Brook Flood Control conduitconsisting of twenty-two sheets were available for review. Thesesheets show the details for the design of the structure as well asthe nature of the foundation soil and rock conditions beneath thestructure as revealed by approximately twenty-two (22) borings takenat this site and at the Iron Hill Dam site. Although calculationspertaining to the stability of the concrete gravity sections were notavailable for review, it may be concluded on the basis of the designdrawings and the visual inspection that the gravity ogee overflowsection and spillway siphon structure are presently in a stablecondition.

6.3 Post Construction Changes

There are no records of any major post construction changes made tothe dam over the course of its history. The dam was constructed in1970 and replaced an older dam which formerly existed at the site.one remnant of the older dam is a masonry rubble gravity trainingwall on the right abutment approach channel. This retaining wallappears to be in good condition even though the joints are not mortared.

6.4 Seismic Stability

The dam is located in Seismic Zone No. 3. Phase I Guidelines recommend,I as a minimum, that suitable analysis made by conventional equivalentstatic-load methods should be on record for dams in Zone No. 3. Asfar as can be determined, no such analysis has been made.

SECTION 7

ASSESSMENT, RECOMMENDATIONS AND REMEDIAL MEASURES

7.1 Dam Assessment

a. Condition. On the basis of the Phase I visual examination,Whitmans Pond Dam is Judged to be in good physical conditon; however,because the spillway will only pass 62 percent of the routed testflood outflow, the dam has been given an overall rating of fair.

b. Adequacy of Information. Though the lack of in-depth engineeringdata did not allow for a definitive review, the information that wasrecovered, together with the visual inspection, was consideredadequate for the purpose of making an assessment of the performanceof the dam.

C. Urgency. The recommendations and remedial measures enumeratedbelow should be implemented by the owner within one year after receiptof this Phase I Inspection Report.

7.2 Recommendations

It is recommended that the owner engage a qualified engineer tomake investigations and studies of the following.

(1) Perform a detailed hydraulic and hydrologic study to furtherassess the need for and means to increase the project discharge capacity.

(2) Make a seismic investigation of the dam and analysis byconventional equivalent static load methods.

7.3 Remedial Measures

a. Operating and Maintenance Procedures.

(1) Repair erosion at the downstream end of the left trainingwall of the fish ladder with compacted gravel fill and locallyplace riprap in the vicinity of the water surface on the downstreamside of the end of the retaining wall.

(2) Repair the slope behind the right retaining wall on theright abutment with suitable compacted earthfill.

(3) Develop an "Emergency Action Plan" that will include ane fective preplanned downstream warning system, locations of emergency

equipment, materials and manpower, authorities to contact and potentialareas that require evacuation. The plan will also include round-the-clock monitoring of the project during periods of heavy precipitation.

(4) Institute procedures for an biennial technical inspectionof the dam and its appurtenant structures.

16

(5) Implement a regular periodic maintenance program.

7.4 Alternatives

There are no feasible alternatives to the above recommendations.

17 ,

4 Appendix A

Inspection Checklist

VISUAL INSPECTION CHECKLIST

PARTY ORGANIZATION

PROJECT Whitmans Pond Dam DATE 18 April 1980

OWNER: Town of Weymouth, MA. TIME 1:30 PM

WEATHER Clear/Warm

W.S. ELEV. 70.0 U.S. DN.S.

PARTY:

1. Pat~r R- flynn 6. Rnharr Mfillpr

2. Pasquale R Corgeptt 7.

3. Roger F. Berry 8.

4. Carl J. Hoffman 9.

5. William S. Zoino 10.

PROJECT FEATURE INSPECTED BY REMARKS

I. Hydrologic Roger F. Berry LBA

2. Structures/Hydraulics Carl J. Hoffman LBA

3. Geothechnical William S. Zoino GZA

4. General Features Peter B. Dyson LBA

5. General Features Pasquale E. Corsetti LBA

6.

18.

9.

10.

LBA- Louis Berger & Associates, Inc.GZA- Goldberg-Zoino & Associates, Inc.

A-1

I PERIODIC INSPECTION CHECKLIST

PROJECT wh-t mang Pond Darm DATE 18 April 1980

PROJECT FEATURE Sluiceway (low level NAME

outlet)DISCIPLINE Hydraulics/Structures NAME Carl J. Hoffman

AREA EVALUATED CONDITIONS

OUTLET WORKS - TRANSITION AND CONDUIT

General Condition of Concrete Good

Rust or Staining on Concrete None

Spalling None

Erosion or Cavitation None

Cracking None

Alignment of Monoliths NA

Alignment of Joints NA

Numbering of Monoliths NA

A-

A- 2

.....I_.I L I .II I I I I I

- J - I

PERIODIC INSPECTION CHECKLIST

PROJECT WhttmQna Pnna n m DATEU8 Ap. 91 joo

PROJECT FEATURE ORee Shaped Spillway NAME

DISCIPLINEHydraulics/Structures NAME Carl J. Hoffman

AREA EVALUATED CONDITIONS

OUTLET WORKS - SPILLWAY WEIR, APPROACHAND DISCHARGE CHANNELS

a. Approach Channel

General Condition Good

Loose Rock Overhanging Channel None

Trees Overhanging Channel None

Floor of Approach Channel Not Visible

b. Weir and Training Walls

General Condition of Concrete Good

Rust or Staining Minor

Spalling None

Any Visible Reinforcing None

Any Seepage or Efflorescence None

Drain Holes NA

c. Discharge Channel

General Condition Good

Loose Rock Overhanging Channel None

Trees Overhanging Channel None

Floor of Channel Not Visible

Other Obstructions None

A-3

- i

PERIODIC INSPECTION CHECKLIST

PROJECT Whitmans Pond nam DATE 18 April 1990

PROJECT FEATURE- Siphon Spillways ____NAME_____________

DISCIPLINE Hydraulics/Structures NAME Carl J. Hoffman

AREA EVALUATED CONDITIONS

OUTLET WORKS - SPILLWAY WEIR. APPROACHAND DISCHARGE CHANNELS

a. Approach Channel

General Condition Go

Loose Rock Overhanging Channel Nn

NoneTrees Overhanging Channel

Not VisibleFloor of Approach Channel

b. Weir and Training Walls

GoodGeneral Condition of Concrete

MinorRust or Staining

NoneSpalling

Any Visible Reinforcing Nn

NoneAny Seepage or Efflorescence

NADrain Holes

c. Discharge Channel

General Condition Good

Loose Rock Overhanging Channel None

Trees Overhanging Channel None

Floor of Channel Not Visible

Other Obstructions None

Minor cracking of concrete

A- 4

PERIODIC INSPECTION CHECKLIST

PROJECT: Whitmans Pond Dam DATE: 18 April 1980

AREA EVALUATED CONDITIONS

Dam Embankment N/A

Dike Embankment N/A

Outlet Works - Intake Channel and N/AIntake Structure

Outlet Works - Control Tower N/A

Outlet Works - Outlet Structure N/Aand Outlet Channel

Outlet Works - Service Bridge N/A

A- 5

Appendix B

Engineering Data

COMMONWEALTH OF M~DEPARTMENT OF PU

DIVISION OF WA

PROPOSED FLOOD COjAND SIPHON SP

HERRING BR,WEYMOUTH, MASSA

1 iNEX TO Lkoil. INC S

SNUT n. TITLE

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It WITMANS POND -SECTIONS6 AND DETAILS104 NILL CAM PLAN

100 IRLL CAN SECTIONSII-Is INON VILL DAM SECTIONS 11

0 INN RILL OW -SECTIONS III L

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NOTION OfTSURIOF 2SV;M" I6 --

SOTES: NTS OTMCF91-

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2. Ow~S Roci CORE. t. I' NOCK CORE. 1. WATER LEVEL. AT 7- IFTEN HORS.

40 2. 2' RECK CCRE.

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2. LOST .ATER AT 4'

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lIT OF THE SIZES ISO0 CITED.

S. PREIOUS 1US '111" NOEtE 1MAE ALOG t-E CO ADU * AS Iq ANDT E I R N IP R O I A T E L O C IA T I N ' + M O N 'I 1 . 0 ' ( ' D " '

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

dot 1114 NO. 01- 11 GOUNIb LI.EV. ?2.5 DATE: 2,00

SAMPLER COME RATE SAMPLIDEPTH [mLaWS'll ... SOI 0II 1uriICA11oi No.

0 __ -- I _ _ _ - _ -_ _ - -_ _ -I,-,..'41 of FROST

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soRIO ORN 0-0IOO OF NECIE it'- 21 GRAY FINE TO lEDIUI SAIRICOIts 111111,11 SRAREL. TRACE

I 1-EI. lK100 LEVEL1 AT S' AFTER 0112 MOO. CORS SAN

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1"2"-22'SAND. LITTLE FINE ,20 -NEC 7" 1f~lC0ARSE GRAVEL. CODIIJ

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NOTION Of BRING 22'-2'NOTES: SO

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NO TES:

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J S*14LERICORE RATE SML

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!LSOIL LOOIRTIFICANO o DEP TH kOAhS FT it SOIL ICENTIFICATIOHI NO.

12-OfFHRST If OF O- 3 P ST -

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OR HTLITRE F.idTO 04AEL.ILL- EEC i4VU NALLH CODTE et 12*_ _ __

!LITL H GRVELFIL; A .- 1 F AMPEN NE ATESAMPLERE; P P C 1R5 E SLOWS FT It SOIL IDELI!IR3CATIOW No._-

OF FIRST10 , I t ll w I 5 *V. 3

MDIUMLA HART E 1"MDU PIAV L ELY EC IDI.2 A2 HfLTLI SILT A FIEE TO 95-. D- EC ir!UEDIU 6RAVEL. TRACE RUOF 1c wt s'-2..

ARS AE SN :toI

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A

APPEb~DIX C

PHOTOGRAPHS

*1IIIII

I ~ZZiLXIiiZiiLL2IiZLimx7

0 gee Cver.,opond

Lout S ERGERliil 1EN11,1E US ~WELLES . IAAS.1N fX eElCVN$EGA

%-" OF a IfWERAL toAWAFLT MAS.NAT~o~ ~ oo~ mOF iS ngcy OF NON-M o. OAMSWHITMANS POND DA M

SKTHPA HWIGLCTOORIETATIN O2HO!'

f WEITMANS POND DAM

Dontemfc fdmadrgtaumn

1 12. Downstream face of dam aid rigt abutment

C-

I WHITMANS POND DAM

3. Erosion at left downstream training vall

4.DwsraLaeo ihnsila tutran geoefo eto

C-

I WHITMANS POND DAM

5. Displaced riprap and erosion downstreamI of right training wall

6.Usra n o ihldeIc-

I WHITMANS POND DAM

7. Dwsra1ndo ihlde

I-

7. Dowhtstramnn e ald of i he pladdy

aprah hneI-

I

III WHITMANS POND DAM

III

1I

9. Downstream face of dam from left abutment

'IIIII -

III

g 10. View along crest of darn from left abutment

:1/ - - C-6

I WHITM'ANS POND DAM

1. Downstream face of concrete ogeeoverflow section

44

I WHITMANS POND DAM

13 oceeoe vefo eto. Ntsliea hog oe ih onro

1. Cnrt ogeoverflow section. Nt

I slicewy troug toer rghtcornr o

APPENDIX D

HYDROLOGIC AND HYDRAULIC COM4PUTAT IONS

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IRNHILL .

/ A LOUIS BERGE ASSOIC.,INC usAAMY GNILLt txv Ntw tN('.o4? WELLL, MAS Lsor AGIcAs~

DRAINAGE AREA NATIONAL PROGA Of INSPECTION Of NO*PED. DI

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APPENDIX EINFORMATION AS CONTAINEDIN THENATIONAL INVENTORY OF DAMS

INVENTORY OF DAMS IN THE UNITED STATES-r-----

cow StONC LATITUDE ILONGITUDE REPORT DATESTT r~t- sm AOLly10 NAME ~ORTH) (WEST) DAY IMOD YR

U7 -_S i- TMAhIS POND OA4 12 d 7OSS.7. 23PE9?9 I

POPULAR NAME NAME OF IMPOUNMENT

..IXTwANS POND WHTA$P-

RIE 0 TRA NEAREST DOWNSTREAM PP0MPPLTO*~?8M4RIE TRA CITY-TOWN -VILLAGEU~OA PUAITON

Ph N- ~mfluTm SACK RIVER WEY14OUTIn OG

YYEOFEM OIAR PURPOSES A~471. EONING CAPACITIES ON~O~PVE C

iQOO to -e t6hj too.) 5110 NED . N N N N

REMARKS

fms SPILLWAY' liA5CMAiS VOLUME POWER CAPACITY NAVIGATION LOCKSjLiCAC or DA -acsot Kwwio a

OW~NEREGNEIGB CONSTRUCTION OPRTONMIYEAC

INSPECTION BY ISPECTION DATE AUTHORITY FOR INSPECTION

REMARKS

-f 3St I" Ik 1

A21

lATE

LME