RD-A155 493 NATIONAL PROGRRN FOR INSPECTION OF NON-FEDERAL DAMS 1/2SOMERSET RESERVOIR DR.. (U) CORPS OF ENGINEERS WRLTHANMR NEW ENGLAND DIV SEP 78
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MICROCOPY RESOLUTION TEST CHARTNATIONAL BUREAU OF STANDARDS 1963-A
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IINCI AZTFIrSECuRITY CL. ASSIFICATION OF -THIS PAGE tWhen L&IS knie,.d)
READ INSTRUCTIONSREPORT DOCUMENTATION PAGE BEFORE COMPLETING FORM .. .I. REPORT NUMBER _2, GOVI ACCESSION No 3. RECIPIENT$ CATALOG NUMBER
MA 00792 t4/ - L/I 3".4 TITLE (end Sbllle) S. TYPE OP REPORT A PERIOD COVENEo
Somerset Reservoir Dam INSPECTION REPORT
NATIONAL PROGRAM FOR INSPECTION OF NON-FEDERAL 6. PERFORMINOORG. REPORT NUMBER
DAMS7, AUTHOR(&) 8. CONTRACT OR GRANT NuMBER(e)
U.S. ARMY CORPS OF ENGINEERSNEW ENGLAND DIVISION
9. PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM ELEMENT. PROJECT. TASKAREA 4 WORK UNIT NUMBERS
I I. CONTROLLING OPICE NAME AND ADDRESS 12. REPORT DATE
DEPT. OF THE ARMY, CORPS OF ENGINEERS September 1978NEW ENGLAND DIVISION, NEDED 13. NUMBER Of PAGES424 TRAPELO ROAD, WALTHAM, MA. 02254 70
14. MONITORING AGENCY NAME 6 ADORIESS(I dlfferent 0905 ComiMIMlund OIl...) IS. SECURITY CLASS. (01 Chi@ upor()
UNCLASSIFIEDIts. DECL ASSI I CATION/DOWNORADIG "
SCHEDULE
16. DISTRIBUTION STATEMENT (of tise Report)
APPROVAL FOR PUBLIC RELEASE: DISTRIBUTION UNLIMITED
1. DISTRIBUTION STATEMENT (of he abot eaict eie lol In Block 20. It dlile o fhrm R~e"r')
IS. 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.
19. K EY WORDS (Cealenwe on lover** old* 10 noces*wr mind 10100110 by block n.m&el)
DAMS, INSPECTION, DAM SAFETY,
Massachusetts-Rhode Island Coastal BasinSom~eset MassachusettsLabor-in Vain Brook
20. ABSTRACT (CSIIdonwo an toles side It neoeseary and 1~141y by bleck nambe,)
The reservoir was formed by an intermediate size dam to create an offstreamwater supply for the town of Somerset. The dam consists of an earth embankmentabout 6700 ft. long with a maximum height of 45 ft. The earth embankment isgenerally in excellent to good condition. Recommendations for additionalinvestigations of the cause and extent of embankment seepage and the effect6f seepage on slope stability are included in the report.._-
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SOMERSET RESERVOfI DAMU MA 00792
MASSACHUSETTS-RHODE ISLAND COASTAL BASINE. SOMERSET, MASSACHUSE TTS 0
PHASE I INSPECTION REPORTNATIONAL DAM INSPECTION PROGRAM
Accession For
FANTIS GRA&I *\
DTIC TABUnannounced QJustification~
Distribution/ .
Availability Code
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PHASE I INVESTIGATION REPORTNATIONAL DAM INSPECTION PROGRAM
Identification No.: MA 00792NameofDam: Somerset ReservoirTown: SomersetCounty- BristolState: MassachusettsStream: Labor-In-Vain BrookDate of Site Visit: 19 July 1978
BRIEF ASSESSMENT
Somerset Reservoir was formed by an "intermediate" size dambuild in 196 5 to create an off stream water supply for the Town ofSomerset. The dam consists of an earth embankment approximately6700 ft. long with a maximum height of 45 ft. There is a small"emergency spillway" at the north end of the dam and two 20-in, out-let pipes from an intake tower in the reservoir. Somerset Reservoiris currently classified as having a "high" hazard potential in the Corpsof Engineers National Inventory of dams.
Based on visual examination, the earth embankment is generally 61-in excellent to good condition. While there was no evidence of settle-ment, lateral movement or other serious defects, there were indica-tions; that seepage is occurring in two areas on the downstream slope, ..
* . although no actual seepage flow, boils or erosion were observed.Riprap and screened gravel bedding have been eroded by wave actionin localized areas.
Hydraulic analyses indicate that the reservoir has the storagecapacity to contain entering runoff from the test flood, which isbased on the probable maximum flood, without overtopping the dam.
* . Recommendations for additional investigations of the cause andextent of embankment seepage and the effect of seepage on slope sta-bility are included in Section 7. 2.
t Finally, recommendations for remedial work including clear-
Lag and mowing the downstream slope and emergency spillway andchannel, repairing riprap in localized areas, replacing the abut-_ment foundation for the access bridge to the intake tower and pre-paring formal plans for operation and maintenance to the dam and
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and for action in the event of an emergency are described in Section-7.3.
HALEY & ALDRICH, INC.by: d
Harl Aldrich IPresident \ "STV' A;
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PREFA CE
This report is prepared under- guidance contained in the Reconm-mended Guidelines for Safety Inspection. of Dams,. for Phase I Investi-gations. Copies of these guidelines may be obtained from. the Officeof Chief of Engineers, Washington,. D.C. 20314. The purpose of a.Pbase I Investigation is to identify expeditiously- those dams whichmay pose hazards to human life or property. The assessment of the.general condition of the dam is based upon available- data. and visuaLinspections- Detailed. investigation. and analyses involving topograph-ic mapping, subsurface investigations, testing, and detailed computa-.tionat evaluations are. beyond the scope of a Phase I rnvestigation;
- however, the investigation is intended to identify any need for- suchstudies.
T, reviewing this report, it should be realized that the reportedcondition. of the dan is based on observations of field conditions at thetime of inspection along with data. available to the inspection team..' Incases where the reservoir was lowered or- drained prior- to inspection, .such action, while improving the stability and. safety of the dam, re-moves the normal load on the structure and may obscure certain con-ditions which might otherwise be detectable if inspected under the nor-
ml operating environment of the structure.
It is important to. note that the condition of a dar, depends on nu-merous and constantly changing internal and external conditions,, andL evolutionary in nature. It would be incorrect to assume that thepresent condition of the dam will continue to represent the conditionof the dam at some point in the future. Only through continued careand inspection can there be any chance that unsafe conditions be de-tected.
Phase I investigations are not intended to provide detailed by-drologic and hydraulic- analyses. In accordance with the established 0Guidelines, the test flood is based on the estimated "probable maxi--mum flood" for the region (greatest reasonably possible storm run-
off), or a fraction thereof. Because of the magnitude and rarity of "..-
such a storm event, a finding that a spillway will not pass the testflood should not be interpreted as aecessarily posing a highly Lade-quate condition. The test flood provides a measure of relative spill- .way capacity and serves as an aide in determining the need for moredetailed hydrologic and hydraulic studies, considering the size of the
- [ dam, Lts general condition and the downstream damage potential.
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TABLE OF CONTENTS
Page No.LETTER.OF TRANSMITTAL
2 ~ BRIEF ASSESSMENT L.REVIEW BOARD SIGNATURE SHEETiiPREFACE iTABLE OF CONTENTSOVERVm'W PHOTO vii.LOCATION MAP viii
SECTION I - PROJECT INFORMATION1.1 GENERAL 11. 2 PROJECT DESCRIPTION 21..3 PERTIN~ENT DATA 5
* - SECTION 2. - ENGINEERING~ DATA2.1 DESIGN RECORDS 82.2 CONSTRUCTION RECORDS 82.3 OPERATION RECORDS 82.4 EVALUATION 8
SECTION 3 - VISUAL EXAMINATION3. 1 FINDINGS93.2 EVALUATION 1
SECTION 4- - OPERA-TIONAL PROCEDURES
4.1 PROCEDURES 124.2 MAIN~TENANCE OF EMBANKMVENT 124.3 MAINTENANCE OF OPERATING 12-
FACILITES4.4 DESCRIPTION OF ANY WARNU\NG 12
SYSTEM IN EFFECT4.5 EVALUATION 12
SECTION 5 - HYDRAULIC/ HYDROLOGIC5.1 EVALUATION OF FEATUJRES 13
SECTION 6 -STRUCTURAL STABILITY6.1 EVALUATION OF STRUCTURAL 16
STABILITY
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TABL.E OF CONTENTS (Continued)
Page No.
* SECTION 7 - ASSESSMENT, RECOMMENDATIONSAND- REMEDIA LMEASTJRES
7.1 DAM ASSESSMENT 1? -
7. 2 RECOMMENDATIONS 17TO.3 REMEDIAL MEASURES .
APPENDIX A INSPECTION TEAM ORGANIZATION ANDCHECK LIST
- APPENDIX B -LIST OF AVAILABLE DOCUMENTS ANDPRIOR INSPECTION REPORTS
APPENDIX C -SELECTED PHOTOGRAPHS OF PROJECT
1 ~ APPENDIX D -OUTLINE OF DRAINAGE AREA ANDHYDRAULIC COMPUTATIONS 0
APPENDIX E INFORMATION CONTAINED IN THENATIONAL INVENTORY OF DAMS
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PHASE I INVESTIGATION REPORT
NATIONAL DAM INSPECTION PROGRAIVSOMSERSET RESERVOIR DAM
MA 00792 0 .
SECTION I-PROJECT NFORMATION
1.L GENERAL
A. Authority. Public Law 92-367. August 8, 1972, author-ized the Secretary of the Army, through the Corps of Engineers, toinitiate a National Program. of Dam Inspection throughout the TaitedStates. The New EngLand Division of the Corps of Engineers has beenassigned the responsibility- of supervising the inspection of dams with-in the New England Region.
Haley & Aldrich, Inc. has been retained by" the New England .. "Division to inspect and report on selected dams in the State of Massa-chusetts.. Authorization and notice to proceed were- issued to Haley &Aldrich,. Inc. under a. letter dated 26 April 1978 from. Colonel RalphT.. Garver, Corps of Engineers. Contract No. DACW33-78-C-0301bar been assigned by the Corps of Engineers for this work. Camp,Dresser & McKee, Inc. was retained as consultant to Haley & Aldrich,.nc. on the structural, mechanical/electrical, and hydraulic/hyrologicaspects of the investigation
B_ Purpose. The primary purposes of the National Dam In- .spection Program are to:
1- Perform technical inspection and evaluation of non-Federal dams to identify conditions which threaten the public safetyand thus permit correction in a tizmely manner by non-Federal inter- S Sests.. L .-- T- :
2. Encourage and prepare the states to inittate quickly ef-fective dam safety programs for non-Federal dams.
3. To update, verify and complete the National Inventoryof Dams.
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1.2 PROJECT DESCRIPTION
A. Location. The Somerset Reservoir dam is located on Labor-n-Vain Brook in the Town of Somerset in Bristol County, Massachu-
setts, as shown on the Location Map, page viii.
B. Dam and Appurtenances. The dam at Somerset Reservoirconsists of an earth embankment approximately 6500 ft. long, an in- -
take tower for water supply and an emergency spillway, as shown onthe "Site Plan Sketch" included In Appendix C-1.
-. The earth embankment is a homogeneous structure of "compac-ted glacial till and pervious fill" with a 15-in, concrete core wall set S Sat the centerline. The core wall bears on a 3 ft. -3 in. wide footing.
The maximum height of the embankment is about 45 ft. and thecrest is about 18 to 20 ft. wide. The upstream and downstream slopes'are 2 horizontal to 1 vertical. There is a 6 ft. wide berm at El. 25 .•on the downstream slope where the embankment is high. The upstreamslope is paved with dumped riprap on a screened gravel bedding. Thedownstream slope is covered by tall grass and weeds.
Internal drainage features Include a 10-in. drain placed immedi-ately downstream of the concrete core wall and 6-in. toe drains. Thedrain pipe are porous wall concrete and they discharge at two locations,Sta. 10+00 and 42+00.
The outlet works for water supply include a reinforced concreteintake tower on the reservoir side with a 44 ft. long access bridge atSta. 12+20 and two parallel 20-in. ductile iron discharge pipes. Wa-ter may enter the intake tower through a lower level intake in thereservoir at approximately El. 18. 5 or through two 16-in, by 16-in.intakes in the tower at El. 35.0 and El. 50.0.
From the intake tower, one 20-in. pipe acts as a reservoirdrain by discharging at the toe of the dam into a paved gutter leading ....
to Labor-tn-Vain Brook. The second 20-in. pipe feeds the treatment -.plant. This pipe is under full hydrostatic pressure.
Details and sections at the outlet works are shown on a drawingby Whitman & Howard, Inc. in Appendix B-2. The location of the out-let works is shown n the "Site Sketch Plan", Appendix C-i.
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A water treatment plant has been constructed Immediately down-stream of the outlet works.
An "emergency spillway" leading into an overflow ditch provide dat the north end of the reservoir. The approach channel is basicallythe bed of Labor-tn-Vain Brook which normally flows into the reservoitr.When the water level rises, water backs up the channel through two 36-in.diameter concrete culvert pipes under relocated North St. Immediatelynorth of North St., on the east side of the brook channel, a short trape-zoidal "spillway" has been constructed throvgh a low earth embankment.The bottom width of the spillway is about 6 ft. Once water dischargesover the spillway, it flows in an easterly direction toward Broad Cove.
-- The elevation of the "spillway" is said to be approximately 58. 0.
C. Size Classification. Somerset Reservoir has an estimatedmaximum storage of 2700 acre-feet and the embankment has a maximumnheight of about 45 ft. Storage of from 1000 to 50, 000 acre-feet and aheight of from 40 to 100 ft. classifies the dam in the "intermediate"size category, according to guidelines established by the Corps of En- .
gineers.
D. Hazard Classification. Somerset Reservoir is currentlyclassified as having a 'high' hazard potential in the Corps of EngineersNational Inventory of Dams. Computations based on "Guidance for Es-timating Downstream Dam Failure Hydrograph", included in AppendixD, confirm this classification. A failure of the embankment, depend-ing on its location, would probably cause loss of life and extensiveproperty damage.
For example, if the southeasterly sector of the dam failed, thehouses south of St. Patrick's Cemetery and west of County Street wouldbe very susceptible to flooding. It is estimated that a total of ten homes,the water filtration plant, and a shopping center on County Street adja-cent to Whetstone Hil Road would be affected by a dam failure. In addi- 0tion to the aforementioned damage to surrounding structures, it is alsoprobable that Whetstone Hill Road and County Street culverts would bewashed out. Therefore, it is recommended that the current hazardpotential classification of "high" be retained.
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E. Ownership. The dam and reservoir are owned by the Townof Somerset. The address of the owner is Somerset Water Depart-ment, 3249 County St., Somerset, MA 02726 (phone 617/679-2731).Mr. Joseph Gosselin, Superintendent, acted as owner representative S 9during this investigation.
F. Operator. Mr. Joseph Gosselin, Superintendent of the Som-erset Water Department, is. responsible far operation and maintenanceof the facility.
G.. Purpose of Dam. Somerset Reservoir serves only as a waterstorage reservoir for the Town of Somerset. It impounds water from
-D Labor-In-Vain Brook and water pumped from the Segreganset River ata point some four miles north of the reservoir. p
H. Design and Construction History. Design of the Somerset . - -
Reservoir project was started in 1963 by the engineering fLrm ofWhitman & Howard, Inc., Wellesley, MA. The intent was to create
tan offstream water supply reservoir to furnish a safe yield of4, 000, 000 gallons per day for the Town of Somerset, MA. Details S .of the reservoir construction were published in the 31 January 1966 .-.- -
issue of New England Construction and summarized below.
Construction began about 1965 and was let in several contracts..One contract involved building a dam and a 15-MGD capacity low-lift Dpumping station on the banks of the Segreganset River. Under anothercontract, 19, 000 linear ft. of 30-in. pipe was laid to carry water fromthe river to the north end of the reservoir construction site.
The site of the reservoir consisted mainly of wet fields and- -
swamps underlain by glacial till. About 175 acres were cleared, .."... ..North Street and several houses were relocated, and some 30, 000 cu.yds. of soft topsoil were stripped from the area prior to constructionof the embankment.
Approximately 500, 000 cu. yds. of glacial till was excavated :.from the reservoir site and placed to form the embankment of the6700-ft. long crescent-shaped dam. The dam was built about a ver-tical core wall for which 8500 cu. yds. of concrete were placed.The 36, 000 cu. yds of riprap required for the upstream face was ob- -- =tamned from the old stone walls that abounded in the area. Salah &Pecci of Canton, MA was the contractor for construction of the dam.
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I. Normal Operating Procedures. Water is pumped to thereservoir through a 30-in. pipe from the Segreganset River primari-ly from fall to spring. Water is taken from the reservoir for water _____.___
supply by a 20-in. pipe. The reservoir can be controlled by a sec- ,. .Qond parallel 20-in. pipe which serves as a reservoir drain.
There are no formal operational and maintenance proceduresat Somerset Reservoir.
1.3 PERTINENT DATA
All record plans far Somerset Reservoir are on U. S. G. S. MeanSea Level Datum (MSL).
A. Drainage- Area. The- arainage area at the outlet from Sor-erset Reservoir is 922 acres (1.44 square miles). The lake surfacecomprises 165 acres (17. 9 percent) of this total. The topography ofthe watershed is coastal to rolling with an average slope of approxi- - .mately 1 percent. The majority of the watershed is wooded with smallsections of marshland and residential development.
B. Discharge at Damsite
1. Outlet works (conduits) ............ 20-in. with invert-UPEl. 14. 5 at toe ofdam
2. Maximum known flood at dam site.. No significant floodsin area since reser-voir constructed in1965 -
3. Ungated spillway capacity at topof dam........................ Not applicable
4. Ungated spillway capacity at testflood pool elevation .............. Not applicable
5. Gates spillway capacity at normalpool elevation................. Not applicable
6. Gated spillway capacity at test --..flood pool elevation ............. Not applicable .-.-. ,.- .
7. Total spillway capacity at testflood pool elevation ............. Not applicable .
8. Total project discharge at testflood pool elevation............ 56 cfs atEl. 59.2 "
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C. Elevation (ft. above MSL)
1. Top of dam .............. 5.5a etroroadway
2. Test flood pool-design surcharge... 59. 2. S
3. Design surcharge - original design.. Unknowin4. Full flood cotrol pool ..... ...... 56.05. Recreation pool ................... Not applicable6 . "Emergency Spillway" crest ....... 58 (Est.)7. Upstream portal invert diversion
tunnel............ . Not applicable
8. Streambed at centerline of dam... 18 (Est.)
-9. Maximum tailwater.. .............. Not applicable
D. Reserv-ir
1. Length ofmaximumpool ........... 0. 85 mi. (Est.)2. Length of recreation pool.......... Not applicable3. Length of flood control pool........ 0. 85 mi.. (Est.)
E. Storage (acre-feet)
1. Top of dam..... .*.....~............. 2700 A
2. Test flood pool ....... . .... . . ... . .. 26503. Flood control Pool ................. 20904. Recreation pool ................... Not applicable5. Spillway crest............. Not applicable .-
F. Reservoir Surface (acres)
1. Top of dam ....... ....... ......... 182.7 (Est.)2. Test flood pool ....... .. .. . .. ... . .. 181. 3 (Est.)3. Flood-control pool ................. 165.0 (Est.)4. Recreation pool ................... Not applicable5. Spillway crest ..................... Not applicable V
G . Dam
1. Type. ... .. .. . ... .. . .. .. .. .. .. .. ... Earth (hoznogeneaus)2. Length............... ..... ... ... 6500 feet3. He ight ............. ......... ...... 45 feet ma.4. Top Width..*. ... .. ..... 20 feet
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5. Side Slopes ............. ........ 21I U/S and D/S6. Zoning ........................... Probably none
7. Impervious Core .................. 15-in. concrete wall-
8. Cutoff ............................ None
9. Grout curtain ..................... None10. Other .................................. Core wall drain and
toe drains -
H. Diversion and Regulating Facilities. Not applicable.
,. "Emergency Spilway" (to overflow ditch)
1. Type ............................. Vegetated- trapezo id-al overflow channellocated northof Il br-M Street
2. Length ............................ About 6 feet3. Crest elevation ................... Invert of overflow *.-- "
channel at Labor-tn- .
Vain Brook is El.58 (Est.)
4. Gates .................-..-........ None5. U/S Channel ...................... 2 percent (Est.) .. .:. :
6. D/S Channel ...................... 2 percent (Est.)
J. Regulating Outlets. Two 20-in. Class 250 mechanical joint ,
ductile iron pipes serve as the dam's regulating outlets. One pipe acts --...-
as the reservoir drain and has an invert at El. 14. 5 at the toe of thedam. The other pipe carries flow to the water treatment plant. Two
- sluice gates serve as the Lnlet control for the pipe leading to the water . .treatment plant and one sluice gate controls the drain. In addition,.. . -
there is a gate valve at the head end of each pipe and a butterfly valveis located at the downstream end of the line to the water treatment . -
' plant.* 0
During an impending emergency, and assuming that the reservoir'swater surface elevation is at its normal level of El. 56 i-n!, the open-ing of the 20- inch drain would cause the elevation of the reservoir to fallan estimated 2 ft. (approximately 5 percent of the total water depth of'41. 5 feet) in the first 24 hours. However, it should be noted that as the I . _water surface elevation drops, the drain's capacity also decreases.Therefore, a 2 ft. drop in 24 hours is the maximum rate that could safelybe expected to occur. An analysis of the brook channel downstream ofthe drain outlet demonstrated that it can handle this flow out of the drain.
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SECTION 2 - ENGINEERITG DATA
2.1 DESIGN RECORDS , .
The contract drawings and specifications by Whitman & Howard,Inc. of Wellesley, MA are available and listed in Appendix B-i. How-ever, no design calculations could be located by Whitman & Howard. -..
Inc.
2.2 CONSTRUCTION RECORDS
The original construction contract documents are listed in Ap-pendix B-i. Whitman & Howard, Inc. supervised construction oper-ations, but no inspection reports or records of those operations wereavailable.
2.3 OPERATION RECORDS
Operational records in the form of water level readings, waterpumped to the reservoir and water taken for water supply are available.
There are no records of flow from the core wall drain in the dam -
and from embankment toe drains.
2.4 EVALUATION
A. Availability. Design and construction records are availableat Whitman & Howard, Inc., 45 William Street, Wellesley, MA 02181.Operation records are available at the Somerset Water Department, .3249 County Street, Somerset, MA 02726.
B. Validity. No reason was found to question the validity of --.
the available information.
C. Adequacy. The available data, in combination with the visu-al examination described in the following section, are adequate for the , -
purpose of the Phase I investigation.
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SECTION 3- VISUAL EXAMINATION
3.1 FINDINGS
A. General. The Phase I visual examination of the SomersetReservoir Dam was conducted on 19 July 1978.
In general, the project was found to be in excellent to good con-dition. A few deficiencies which require correction were noted.
A visual inspection check list is included in Appendix A and se-lected photographs of the project are given in Appendix C.
B. Dam. The earth embankment is generally in excellent togood condition. There was no evidence of settlement, lateral move-ment or other serious defects. The upstream slope which is pavedwith dumped cobble-boulder riprap is in good condition except for lo-calized areas. The usual condition is shown in Photo No. 2. Ex-cept for two areas in which seepage is occurring, the downstreamslope is also in good condition.
The following deficiencies were noted:
1. Riprap and screened gravel bedding have been eroded by wave S Saction in localized areas, Photo No. 4. While repairs to theriprap are common in the vicinity of Sta. 35+00 to Sta. 50+00,Photo No. 3, other areas need attention to prevent progres. .sive erosion.
2. Two areas of seepage on the downstream slope were noted.The first, and most important, is located in the vicinity ofSta. 9+00, Photos No. 5 and 6. The top of the wet area, inwhich cattails are growing, is approximately 8 ft. verticallyabove the berm. Water is ponded on the berm and the wetarea extends to the toe of the embankm ent and beyond. Noactual seepage flow, boils or erosion were observed.
The second area of seepage, and the only other locationwhere the toe of the 6500 ft. embankment was wet, occursabout Sta. 14+50. Again, no flow was observed.
3. Knee-high to waist-high grass, weeds, brush and occasional - .
saplings cover the downstream slope, Photo No. 7. Grass
9
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is mowed on the dam crest only, Photo No. 1. Because ofthe grass, the slope was very difficult to examine carefully.
4. Numerous animal holes, probably woodchuck, were observedon the downstream slope. Since the dam has a concrete core -. .
wall, the presence of these holes is not considered signifi-
cant.
The core wall drains and toe drains discharge at two locations 0beyond the downstream toe of the dam, Sta. 10+00 and Sta. 42+00.
At each location, a 10-in. porous wall concrete pipe flanked by two*6-in. porous wall pipes discharge at a stone headwall. All six pipes
were flowing. Photo No. 8 shows the three pipes at Sta. 10+00 afterweeds and grass were cleared. Photos No. 9 and 10 show the sub- 0
" merged drain pipes at Sta. 42+00 and a wet swampy area which oc-curs downstream of the point of discharge. Water discharging fromthe pipes was clear and cold except for floating flecks of rust-brown
* organic matter. This material has stained the invert of the pipe andthe stream beds as shown on the photographs. •
C. Appurtenant Structures. Concrete for the intake tower wasfound to be in excellent condition. The access bridge to the intake,Photo No. 11, was found to have substantial compressive stresseslocked into the top and bottom chords of the steel trusses. This has PSresulted in a small but noticeable bow to the structure. The abut-ment has moved downward and outward since the original construc-tion. The abutment received a concrete mortar facing, the front andsides of which have further cracked and moved downward and out-ward, Photo No. 12. This mortar facing, when installed, locked the
*i .bridge to the abutment, resulting in the aforementioned compressive -force.
The hand-operated valve to the 20-in, reservoir drain, locatedat the intake tower, was operated and appears to be in satisfactory
* .condition.
Photo No. 13 shows the outlet of the 30-n. diameter intake pipe,.- located at the north end of the reservoir, which delivers water to
Somerset Reservoir from the Segreganset River.
" The only outlet from the reservoir, other than the reservoir' . drain and intake pipe to the water treatment plant, is the emergency
spillway described in Section 1. 2B. While the approach channel and ..-....-..
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culverts were in satisfactory condition. Photos No. 14 and 15, thespillway and discharge channel are overgrown with brush and smalltrees. In fact, the spillway is totally obscured by vegetation, Photo -"No. 16. Debris in the form of discarded pipes was found in the chan- .nel below the "spillway".
D. Reservoir Area. The area around the west side of SomersetReservoir is generally wooded with relatively flat slopes. There are -
no conditions which would lead to a significant increase in sediment Sload to the reservoir or landslides which would cause waves to over-top the dam.
E. Downstream Channel. With construction of Somerset Reser-voir, Labor-in-Vain Brook carries discharge from the reservoir drain 0 •when opened, and flow from underdrains at Sta. 10+00. The channelis more than adequate to carry these flows.
The channel below the emergency spillway has been discussed inSection 3. IC. S
3.2 EVALUATION
While the Somerset Reservoir dam :and appurtenant structuresare generally well maintained and in excellent to good condition, there S 0are a few deficiencies which require correction. Nevertheless, thereappears to be no significant potential for failure of the dam. -"
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SECTION 4 - OPERATIONAL PROCEDURES
4. 1 PROCEDURES 0.
In general, there are no formal operation and maintenance pro-cedures for Somerset Reservoir except for regulation of water levels. -
Water level in the reservoir ts recorded. When the level approachesnormal pool level or just above, the reservoLr drain is opened to main- 0 0tain the water .evel at this elevation. Since the structure. is primarilypump storage, the water level can be controlled by the amount of pump-ing to the reservoir and by the control exercised through the use of thereservoir drain.
4.2 MAIN TENANCE OF DAM 5 0
There are no known procedures to require inspection and routinemaintenance of the dam and emergency spillway. Except for occasion-.al mowing of grass which covers the embankment crest and repairs to "riprap when and where localized erosion occurs, the dam does not re- .ceive regular maintenance.
4.3 MArNTENANCE OF OPERATING FACILITIES
The visual inspection indicated that the gates and other operating Pfacilities are well maintained.
4.4 DESCRIPTION OF ANY WARNING SYSTM IN EFFECT
A There is no emergency preparedness plan or warning system in Ieffect for this dam.
4.5 EVALUATION
The emergency spillway requires maintenance to insure its oper- _ _ation as previously mentioned in Section 3. Other areas appear to bewell maintained including the operating facilities. A warning systemsbould be formalized for the structure.
For a high hazard structure of this importance, operation and 1 ,maintenance procedures for Somerset Reservoir should be formalizedto assure periodic inspection and continued good maintenance and sat-isfactory operation. An emergency preparedness plan should also beadopted.
12
P _ W V 4' 0 -a 0 -0 0 0
SECTION 5 - HYDRAULIC/HYDROLOGIC
5.1 EVALUA ION OF FEATURES
A. Design Data. A set of plans entitled "Proposed Surface Wa-ter Supply ReservoLr - Somerset, Mass." bearing the date of Septem- . -"
ber 1964 were the basis for the construction of this facility. Thisreservoir was constructed in order to solve the water supply problemfor the town. It was designed for a safe yield of 4, 000, 000 gallons ofwater per day. However, no hydraulic design data were found forSomerset Reservoir Dam.
The recommended test flood for the size (intermediate) andhazard potential classification (high) of this dam is the probable maxi-mum flood (PMF).
B. Experience Data. Because of the small magnitude of thedrainage area, the "SCS.-TP-149, Method for Estimating Volume andRate of Runoff in Small Watersheds" was used as a guide for deter-
mining the inflow hydrograph into Somerset Reservoir for the PMF.The PMF was based on a 25-in. rainfall in 6 hours. The peak in-flow rate generated from the entire watershed was 5160 cfs.
However, since the volume of runoff entering the reservoir efrom the northern section of the watershed, upstream of North Street,
is controlled by the twin 36-in. culverts, the majority of the flow fromthe northern portion of the watershed follows the course of the over-flow ditch and eventually empties into Broad Cove. At the time of the , -
peak of the storm, only approximately 11 percent (440 cfs) of the flow .from the northern drainage area m uld enter the reservoir via thetwin 36-n. R. C. pipes and an estimated 89 percent (3690 cfs) would
exit via the overflow ditch.The peak inflow rate generated from the portion of the water-
shed which drains immediately into Somerset Reservoir, approxi-mately 362 acres, was approximately 2980 cfs. (This value includes * '. "the effect of rainfall directly on the reservoir. ) When routed throughthe reservoir, the value of 2980 cfs was reduced to d mere 56 cfs(capacity for the 20-in. drain pipe) as the major portion of the inflowwas stored, resulting in maximum reservoir level ofEl. 59.2, only0. 3 ft. below the crown elevation of the access road along the entiredam.
C. Visual Observations. The inspection revealed that no sig-nLfficant modifications have been made to the inlet or outlet workssince the constructian of the dam. It was noted that a few of the
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stones from the downstream headwell of the twin 36-in. RC culvert be- '.-neath North Street had become loosened and fallen into the pipe outlet, . -.
thereby partially obstructing low flows. The stones would probably • 0
be carried through the culvert by high brook flows. It was alsonoted that the upstream end of this culvert was partially blocked by a -:..--; -
combination of stones and bags of cement, the remains of a small di-.version structure apparently used during recent sewer constructionto divert Labor-tn-Vain Brook flows down the overflow ditch. 0
The overflow ditch was noted to have a typical section in the up-stream reaches with a base width of 5 to 6 ft., a top width of 12 to 14. . -
ft. and side slopes of one vertical to one and one-half horizontal. Itwas also noted to be severely overgrown with weeds, brush and smallbushes. The slope of the overflow ditch is about 0. 012 from Labor-tn-
. Vain Brook to a point about 900 ft. to the east, where it increasessharply by dropping 30 ft. in the next 350 ft. before becoming obscuredin a swampy area.
Downstream of the dam, Labor-n-Vain Brook reforms with theinterception of flow from the toe drains of the dam, as well as runoff
* diverted away from the reservoir during dam construction from thearea immediately adjacent to, and north of, Whetstone Hill Road.
* Flows are conveyed past the water filtration plant site in a wellmaintained grass-lined ditch, after which they are conducted throughculverts beneath Whetstone Hill Road (4-ft. wide by 3-ft. high stone) :--. .and County Street (36-in. R. C. pipe). About 1, 000 ft. downstreamof County Street, Labor-tn-Vain Brook enters a vast tidal marsh over40 acres in extent before emptying into Taunton River tidewater atRiverside Avenue.
D. Overtopping Potential. A rating curve for the overflowditch and twin 36-in. culverts beneath North Street was developed,and the capacity of the 20-in. ductile iron reservoir drain was de-termined to vary from 53 cfs to 56 cfs for reservoir levels between S SEl. 56 and at the top of the dam, El. 59. 5. A study of ' Le inflowfr6m the watershed directly tributary to the reservoir downstream ...
of North Street showed that using a test flood equivalent to the PMFand routing same, results in a maximum reservoir level of El.59.2, 0.3 ft.. below crown of peripheral road, with the major I Sportion of the storm flow through the reservoir drain at a maxi-imum rate of 56 cfs. The reservoir level is also influencedby the admission of the excess storm flows from the upper portionof the watershed which cannot be adequately conveyed by the over-
1 4
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flow ditch. These flows enter the reservoir via the twin 36-in. culvertbeneath North Street, thus causing the reservoir levet to rise aboveEl. 59. 2, but only by an insignificant amount.
The events that would follow an overtopping of the dam would begreatly influenced by the location of the breach. The southeasterly -
'
sector of the dam is probably the most vulnerable because it has thegreatest fetch from a northwest wind. Although houses along the west- -
erly side of Country Street north of St. Patricks Cemetery would likely •avoid damage, houses south of the cemetery and west of County Street,particularly those - w houses built during the past 10 to 12 years inthe hollow adjacent to the dam, would be very susceptible to floodingfrom a dike failure. It is estimated that a total of ten homes plus thewater filtration plant and a shopping center on County Street adjacent Sto Whetstone Hill Road would be affected by a failure of the dam.
E. Evaluation. Passage of flood flows via the "emergency spill-way" to the swampy area north of North Street and eventually intoBroad Cove should cause little or no damage, as the area remains re- S Smote from development.
Passage of the estimated flows from a dam failure will, in addi-tion to the flooding described in the above Section D, probably cause
* minor and basement flooding to those homes around the periphery of pthe marsh near Riverside Avenue.
Because of the foregoing flood damage potential, a failure ofthis dam could result in extensive downstream damaze as well
-- as the potential for loss of life in some of the affected homes •and buildings. However, as shown by the calculations in Appendix -D, the dam can handle the test flood which is based on the PMIF. -
15
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- - - -•.. . r rV°
SECTION 6 - STRUCTURAL STABILITY
£ 6.1 EVALUATION OF STRUCTURAL STABILITY 0
A. Visual Observations. There was no visual evidence of em-' bankment structural instability during the site examination on 19 July
1978. No erosion or piping were observed where seepage occurs onthe downstream slope. Therefore, seepage is not considered to posean immediate hazard to slope stability.
There is no other structure at Somerset Reservoir whose fail-ure would endanger the dam, since there is no concrete or masonry
M spillway.1 0
B. Design and Construction Data. Drawings by Whitman &Howard, Inc. are available which show the design cross-sections forthe earth embankment, Appendix B-2. However, no design criteriafor embankment stability or calculations are available. Further-more, there are no construction records available which define soilproperties.
The embankment is believed to have been constructed primarilyof glacial til. With slopes of 2 horizontal and 1 vertical, and with .provision for a central core wall and drains, the downstream slope
can be expected to be adequately stable in the absence of significant.* seepage under static loading conditions.
C. Operating Records. There are no records of embankmentsettlement, lateral movement, pore water pressures or other Lfor- Smation from field instrumentation.
S"D. Post-Construction Changes. There have been no knownstructural changes to the earth embankment since its constructionin 1965. ,
E. Seismic Stability. Somerset Reservoir Dam is locatedin Seismic Zone 2, and in accordance with recommended PhaseI guidelines does not warrent seismic analyses.
16
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. .V V , S S -' -
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SECTION 7 -ASSESSMENT, RECOMMENDATIONSAND REMEDIAL MEASURES
UA a.7.1 DAM ASSESSMENT .
A. Condition. The visual examination of Somerset Reservo irDam revealed that the project was generally in good to excellent con-dition. There were no signs of failure or conditions which would war- - -
rant urgent remedial treatment. However, some maintenance is re-quired and an investigation of wet areas on the downstream slopeshould be undertaken.
- a Based on the results of computations included in Appendix D,and described.-in Section 5. IB, the reservoir has the storage capaci- .ty to contain runoff from the test flood, based on the probable maxi-mum flood, without overtopping the. dam.
B. Adequacyof Information. The data available concerning the'design and construction of the dam are adequate for a Phase I Eavesti- 0
gation when supplemented by field observations.
C. Urgency. The recommendattons for addittonal investiga-tions and remedial measures outlined in Sections 7. 2 and 7. 3 respec-
* tively, should be undertaken by the Town of Somerset within 24 monthsafter receipt of this Phase I Inspection Report.
D. Need for Additional Investigation. Additional investigationsare required, as outlined in Section 7. 2.
7.2 RECOMMENDATIONS
It is recommended that the Town of Somerset engage a regis-tered professional engineer experienced in dam design to undertakean investigation to determine the extent and cause of seepage noted onthe downstream slope of the embankment In the vicinity of Sta. 9+00and 14+50, especially the former. The effect of seepage on slope sta-bility should also be assessed.
It is further recommended that the Town of Somerset engage aregistered professional engineer to investigate and propose correctiveaction for the access bridge abutment foundation. The abutment has
-'7" moved downslope and introduced additional stresses into the access - .bridge.
17
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7.3 REMEDIAL MEASURES
* A. Alternatives. Not applicable.
B. Operating ai Maintenance Procedures. The following re-medial work should-be undermken by the T-own of-Somerset to cor-rect deficiencies noted during the visual examination.
* 0
1. Clear the downstream embankment slope by mowing tallgrass, weeds, brush and small saplings. Unless the em-bankment is mowed periodically, trees will become estab-
*n lished which are undesirable as they reach maturity.
2. Repair riprap in localized areas where failure has occurredby erosion from wave action.
3. Clear the emergency spillway and channel immediatelydownstream of all brush and trees, and mow the area toallow free flow of water should discharge occur. Clearboulders and other debris from concrete culvert pipes be-low North St.
In. order to provide for long-term operation and maintenanceof the dam and for action in the event of an emergency, the Townof Somerset should also:
1. Prepare a formal program to periodically inspect the pro- .ject and to provide for routine maintenance.
2. Develop a formal emergency preparedness plan and warn-ing system, in cooperation with local civil defense andpolice officials. This plan should include the provision thatthe 20-in. discharge conduit described in Section 1. 3J bemanned and operated when the reservoir reaches El. 57 MSL.
18
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APPENDIX AINSPECTION TEAM ORGANIZATION AND CHECK LIST
- Page No.
-VISUAL INSPECTION PARTY ORGANIZATION 1
VISUAL INSPECTION CHECK LIST
Darn Embankment 2
Outlet Works - Intake Channel and Intake Structure 3in
Outlet Works - Emergency Spillway, Approach and 4 0Discharge Channels
v~~~~~~ 0 l
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.. 7_7:1:.: .1-
VISUAL ISPECTON PARTY ORGANIZATION
NATIONAL DAM INSPECTION PROGRAM
Dam: Somerset Reservoir
Date: 19 July 1978
-Time: 0900-1445
W~ather: Clear and Hot
Water Surface Elevation Upstream: 52. 6 MSL
(41 in. below full pond)
Stream Flow: Not applicable
Inspection Party:Harl P. Aldrich, Jr. - Soils/Geology
Haley & Aldrich, Inc. SRoger H. Wood - Structural. -
Camp, Dresser & McKee, Inc.Charles E. Fuller Hydraul /Hydrologic
Camp, Dresser & McKee, Inc.Charles L. Loveridge -Mechanical/ Electrical
Camp, Dresser & McKee, Inc.
Present During Inspection:*Joseph Gosselin, Superintendent, Somerset WaterDepartment
00
. . . . . . . . . . .-.
VISUAL INSPECTION CHECK LIST
DAM: Somerset Reservoir DATE: 19 July 78
AREA EVALUATED CONDITION
DAM EMBANK.ENT
Crest Elevation 59. 5 (M. S. L. Datrum)Current Pool Elevation 52.6Maximum Impoundment El. 57.0 (25 March 1972)
to DateSurface Cracks None observed (but very difficult to see
- bare ground)Pavement Condition No pavement, mowed width of top of em-
bankment about 17 ft.Movement or Settlement No observed
of CrestLateral Movement None observedVertical Alignment GoodHorizontal Alignment Good
* Condition at Abutment and Satisfactory (no concrete structures exceptat Concrete Structures footing for bridge to intake structure,
see below)£ Indications of Movement of Pier and footing for bridge has moved (See
Structural Items on Photos). No other structural items on" -Slopes visible slopes.% Trespassing on Slopes Frequent, no restrictions
Animal Burrows in Embank- Numerous on downstream slopeAmment
Vegetation on Embankment Knee-high to waist-high grass, weeds,brush and occasional saplings. Grassmowed on dam crest only.
Sloughing or Erosion of None of any significance observed, but sur-Slopes or Abutments face difficult to examine.
Rock Slope Protection - Generally good, a few local failures near S
Riprap Failures top where crushed stone bedding has beenexposed. Riprap is dumped stone, typi-cally 2-man size stones and smaller, .- --minor weathering
Unusual Movement or Crack- None observed. Again, difficult to examineLng at or near Toes because of vegetation
Unusual Embankment or Seepage occurs from embankment at aboutDownstream Seepage Sta. 9+00, starting about 8 ft. vertically
above berm; cattails in area; area wet
'" with water ponded but no flowing waterobserved. At about Sta. 14+50, also wetwith cattails at berm. No other seepage
L MALEY AUMICH. INC. observed.CAMBRIOGE M4AWCHUS"
A-2 " "
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VISUAL INSPECTION CHECK LIST 0 -NATIONAL DAM INSPECTION PROGRAM
"DAM Somerset Reservoir DATE" 19 July 78
AREA EVALUATED CONDITION
Piping or Boils None observed.Foundation Drainage 6 to 10-inch drain downstream of core wall
Features and 6-inch toe drains, flowing. (See re-port and photos)
Toe Drains 6-inch porous wall concrete pipe to outletheadwalls at Sta. 10+00 and Sta. 42+00.
Instrumentation Systems None, no field measurements.
OUTLET WORKS - INTAKE .CHANNEL AND INTAKESTRUCTURE
a. Approach Channel Not applicableS 0
b. Intake Structure
Tower Concrete in excellent conditionAccess Bridge One dent in grating, entire bridge has bow
due to locked shore bearings; abutmentconcrete encases lower bracing
Bridge Abutment Original abutment appears to have settledand moved towards water; encased withmortar at later date locking abutment tobridge; sides and front have broken
AS loose, settled and moved towards water; 0(See photos)
c. Mechanical and Electrical (No electrical)
Service Gates Good condition; hand-operated gates oper-able p
d. Outlet Channel
Channel Bottom Rust in channel, probably due to dischargefrom internal drains in embankment;heavily grassed on sides
~j~ay a AL~i~cI. wc. ________ ___________..______________-__._.____
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VISUAL INSPECTION CHECK LISTNATIONAL DAM INSPECTION PROGRAM
DAM: Smerset Reservoir DATE: 19 July 78
AREA EVALUATED CONDITION
OUTLET WORKS - EMERGEN-CY SPILLWAY, APPROACHAND DISCHARGE CHANNELS
a. Approach Channel
S General Condition Satisfactory - channel is bed of brookwhich crosses relocated North St. at 0 Snorth end of dam
Loose Rock Overhanging None observedChannel
frees Overhanging None, brush onlyChannel
Floor of Approach Channel Heavy grass, some brush and debris
b. Weir and Training Walls Not applicable. (Emergency spillway is ashort trapezoidal depression in an earthfill placed east of the Labor-In-VainBrook channel, immediately north of SNorth St. Spillway opening is substan-tially blocked by tall grass, brush andsmall trees.)
AM c. Discharge Channel p
General Condition Fair, but channel is ill-defined and diffi-cult to find and examine
Loose Rock Overhanging None observedChannel
Trees Overhanging Channel Heavy brush, small trees, tall grassFloor of Channel Tall grass, brush overground
0oI
-L- .ALLY A ALDRICH, INC.CAMBRIDGE. MASSACHUSET! A-
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APPENDIX BLIST OF AVAILABLE DOCUMENTS AND
PRIOR INSPECTION REPORTS
Page No.
LIST OF AVAILABLE DOCUMENTS 1
"Details of Dam", Sheet 6 of "Proposed Surface 2
Water Reservoir, Somerset, Massachusetts",Whitman & Howard, Inc., Engineers, Boston,MA, September 1964
PRIOR INSPECTION REPORTS
Date By
22 March 1968 Hayden, Harding & Buchanan, 3Inc., Boston, MA
27 July 1970 Universal Engineering Corp., 4I •Boston, MA
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BRISTOL COUNTY, MASS.______INSPECTION REPORT i CATA FOR AS3:>--
?RMPAF= FOR = B=ZTAZL COZ r,!z-cz~.-: ______________
is Address: Wat er DeDartmtnt ~ TO
Ca.tiOa & ACCCS*: S,r. :j y : _____
cou=,t it. (7,te J')-S'S Qit~d. tlta : .cq RZ=f.
S Are&: __ q.a.;2rc:___ ct~srectcr of D.A.: Mlaor: ______at sja Major: _______ishxg Rare: ______ cf3apacit~:__________ o
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BRISTOL COUNTY, MASS. NOa '40, - -- -
INSPECTION REPORT FOR DAMS ~~N o~rePREPARED ;OR THE BRISTOL COUNrY COMMISS;0NERSay UNIVERSAL ENGINEERING CORP, 9OS70N, MiASS.
INSPECTION REMARKS 5 RECOMMENDA710NS
7-27-70 The gate struct.Ire is =-' excellent condition. The level ofthe pond ts approxiately i :eet b'elow 'he carwalk. Theabutment -,or the carva1( hnas been seriously diamaged appar-ently due to therrial expansion. The abut-ent bacr-valIshould be repaired. and anchor bolts reset as a safaty pre-caution.
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A PPEND[X CSELECTED PHOTOGRAPHS OF PROJECT
Page No. 6
LOCATION PLAN
Site Plan Sketch 1
PHOTOGRAPHS 0
No. Title Roll Frame Page No.
1. Crest of Dam and Upstream Slope 17 4A 2Vicinity of Sta. 15+00 0
2. Typical Riprap on Upstream Slope 16 20A 2
3. Repaired Section of Riprap, Vicinity 17 15A 3of Sta. 50+00
4. Example of Eroded Section of Riprap 17 12A 3* 5. Downstream Slope Near Sta. 9+00, 17 11A 4
Where Seepage Occurs
6. Seepage Area on Downstream Slope 17 10A 4* 'Near Sta. 9+00
7. General View of Downstream Slope 17 9A 5of Embankment, Photographed FromNear Sta. 4+00
8. Outlet of Embankment Drain Pipes, 17 7A 5Sta. 10+00
9. Outlet Channel FromEmbankment 16 23A 6Drains at Sta. 42+00 and Wet Area
B •Downstream10. Outlet of Embankment Drain Pipes, 16 21A 6
Sta. 42+0011. Intake Tower and Access Bridge 17 3A 7 • -
12. Abutment for Access Bridge 17 OA 70 13. Outlet of 30-inchWater Intake 16 13A 8
from Segreganset River14. Approach Channel, Photographed 16 19A 8
From North St.15. South End of Twin 36-inch Concrete 16 16A 9
* I Culverts Under North St. 0
16. Emergency Spillway Immediately 16 18A 9North of North St., Labor- (n-VainBrook Bed on Left
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2. Typical riprap on upstream slope
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5. Downstream slope near Sta. 9+00, where seepage occurs
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6. Seepage area on downstream slope near Sta. 9+00
C-4
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9. Outlet Channel FromEmbankment Drainsat Sta. 42+00 andWet Area Downstream
10. utlt ofEmbnkmnt DainPips, Sa. 2+0
* C-6
11. Intake tower and access bridge S
12. Abutment for access bridge
C-7
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13. Outlet of 30-inch water intake from Segreganset River
14. Approach channel,- photographed from
North St.
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16 mrec plwyimditl ot fNrhS.Lao-nVanBokbe nlf
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APPENDIX DOUTLINE OF DRAINAGE AREA AND
HYDRAULIC COMPUTATIONSS . S 0
Page No.OUTLINE OF DRAINAGE AREA
Drainage Area Map I
COMPUTATIONS
100-Year Flow and PMF Flow Calculations 2Size and Hazard Classification 11Stage-Discharge Calculations for Somerset 18
ReservoirPMF Flow Calculations for Southern Drainage 24
AreaRouting Procedures 29Capacity Calculations of Overflow Ditch 38Capacity Calculations of Twin 36-in. R. C. P. 41Distribution of Northern Drainage Area Flow 44
Between the 36-in. R. C. P. and the OverflowDitch
Final Reservoir Outflow and Corresponding 51Water Surface Elevation 0
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AD-Ai55 493 NATIONAL PROGRAM FOR INSPECTION OF NON-FEDERAL DAMS 2/2SOMERSET RESERVOIR CA.. (U) CORPS OF ENGINEERS UALTNAMMA NEW ENGLAND DIV SEP ?8
UNCLASSIFIED F/G 13/13 NL7 hE.
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APPENDIX EINFORMATION CONTAINED IN
THE NATIONAL INVENTORY OF DAMS
FILMED
7-85
DTIC
