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F AIOO 81 NEW JERSEY DEPT OF ENVIRONMENTAL PROTECTION TRENTON -ETC F/6 13/13NATIONAL DAM SAFETY PROGRAM. LAKE ASHROE DAM (NJOOC23)- DELAWAR--ETC(u)MAR 81 P K YU DACW61-g79-C-0011
NCLASSIFIED DAEN/NAP-53842/NJOO-023-81 NLEEEEEEEEEIIIJEEiEIIIIIIIIIIIIu
EELUikIIL
DELAWARE RIVER BASIN/BRANCH OF BIG FLAT BROOK
SUSSEX COUNTYNEW JERSEY
* 0
I LAKE ASH ROE DAMDT
t,4JUN2319
PHASE 1 INSPECTION REPORT E
NATIONAL DAM SAFETY PROGRAM
ROVED FOR PUBLIC REL ;TRIBUTION UNLIMITED.
'r ."me '. :,;T 13 R7,ST 0'1. T TYi PRACTICipT 1p"M 1"z"A
.W iRODtUCE ZEGIL Yjrk¥ - -----
DEPARTMENT OF THE ARMYPhiladelphia DistrictCorps oF Engineers
* Philadelphia, Pennsylvania
MARCH 1981-- - - - _--- _------: _-
6 1 6- 22 015.. .........-.. '- -, - - --. --,,-. ....
DISCLAIMER NOTICE
THIS DOCUMENT IS BEST QUALITYPRACTICABLE. THE COPY FURNISHEDTO DTIC CONTAINED A SIGNIFICANTNUMBER OF PAGES WHICH DO NOTREPRODUCE LEGIBLY.
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SECURITY CLASSIFICATION OF THIS PAGE (Whoi Date Entered)
REPORT DOCUMENTATION PAGE BREA ONUCTOSBEFORE COMPLETIG FORM
. REPORT NUMBER 2. GOVT ACCESSION NO 3. RECIPIENT'S CATALOG NUMBER
DAEN NAP-538421NJO0023-81103 -'lo 1 *t 1 >4. TITLE (and Subtile) S. TYPE OF REPORT & PER4O0 COVERED
Phase I Inspection ReportNational Dam Safety Program FINALLake Ashroe Dam w- .0 00 2 6 S. PERFORMING ORG. REPORT NUMBER
Sussex County, NJ
7. AUTHOR(s) S. CONTRACT OR GRANT NUMBEft(e)
DACW61-79-C-0011Yu, K. Peter
S. PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM ELEMENT, PROJECT. TASKAREA 6 WORK UNIT NUMBERS
Langan Engineering Assoc.990 Clifton Ave.Clifton, NJ
I 1. CONTROLLING OFFICEN AMI ANtU ADDRES 12. REPORT DATENJ Department o tEnvironmenta1 Protection March 1981Division of Water Resources March_1981
P.O. Box CN029 1s. NUMBER OF PAGESTrenton, NJ 08625 6014. MONITORINC AGENCY NAME & AOORESS('I dtiffert from Controllin Office) iS. SECURITY CLASS. (of thi report)SU.S. Army Engineer District, PhiladelphiaCustom House, 2d & Chestnut Streets UnclassifiedPhiladelphia, PA 19106 15a. DECLASSIFPICATION/ DOWNGRADING
SCHEOULE
16 DISTRIBUTION STATEMENT (of Ohio Rpowr)
Approved for public release; distribution unlimited.
17. DISTRIBUTION STATEMENT (of the abstract antee in Block 20, If dIfferent fom Report)
a 1 I& SUPPLEMENTARY NOTES
Copies are obtainable from National Technical Information Service,Springfield, Virginia 22151.
I. KEY WORDS (Contime ,n rovere ld If necoemy and Identify by block number)
Dams National Dam Safety Program
F~nbankments Lake Ashroe Dam, NJiual Inspection OuLlet worksructural Analysis
lAsi s Spillways
This rq7port cites results of a technical investigation as to the dam's adequacy.The inspection and evaluation of the dam is as prescribed by the National DamInspection Act, Public Law 92-367. The technical investigation includes visualinspection, review of available design and construction records, and preliminarystructural and hydraulic and hydrologic calculations, as applicable. Anassessment of the dam's general condition is included in the report.-
SECURITY CLASMFICATION OF THIS PAGE (When Data Entered)
NOT I CE
THIS DOCUMENT HAS BEEN REPRODUCED
FROM THE BEST COPY FURNISHED US BY
THE SPONSORING AGENCY. ALTHOUGH IT
IS RECOGNIZED THAT CERTAIN PORTIONS
ARE ILLEGIBLE, IT IS BEING RELEASED
IN THE INTEREST OF MAKING AVAILABLE
AS MUCH INFORMATION AS POSSIBLE.
! I I I I tl J !! ! I I I
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DEPARTMENT OF THE ARMYPHILADELPHIA DISTRICT. CORPS OF ENGINEERS
CUSTOM HOUSE-2 D & CHESTNUT STREETS - -
PHILADELPHIA. PENNSYLVANIA 19106 strit t
..,,L,.,,.vo IIN REPLY REFER T0 List ISei'
NAPEN-N cK5
Hlonorable Brendan T. Byrne 2 9 MAY 1981Governor of New JerseyTrenton, New Jersey 06621
Dear Governor byrne:
Inclosed is the Phase I l!Isp,.ctLio ReporL for Lake A6hroe Dam in SussexCounty, New Jersey which ha,; been prepar(.o, under authorization of the DamInspection Act, Public Law' 92-3b7. A brief assessment ol the dam'scondition is given in thet iront O the rep.jrt.
Based on visual inspect ion, vvaiLable rec uru s, ¢alcuL ions and past
operational pr tormance, Lake Asitroe Dam, initially Listed as a high hazardpotential structure, but reduced to a signii-icant hazara potential structureas a result ot this inspection, is judged to be in fair overali condition.'iAe dam's spilway is considered i2aodequale because a flow equivalent to 15percent of the Probable Maximum Flood would cause the dam to be overtoppea.To ensure adequacy of tLe str!A ture, the following actions as a mninimum, arerecommended:
'flhe spiliway s adequacy should be determined by a qualifiedprotessional coisultant engaged by the owner using more sophisticatedmethods, procedurts and studies within six months from the date of approvalof this report. Within three months of the consultant's findings remedialmeasures to ensure spillway adequacy should be initiated.
b. With, in six tmonths from toe date of approval of this report tn,.ollowing remedi al actions should be initiated:
0) Investigate the operatting condition ol the low level outlet andrepair it necessary.
(2) Dcet.rmine the d rawdown capacity of the 12 inch uianieter pipeusin),g more precise procedures 'ind increase drawdown capability it necessary.
c . t'l i , I , Iowing remedial actions should be initiated withio twelvem,uths from thc date )i approval of this report:
(1) L tar vg etation downs tream of the urop out let pipe to provideaII 1n st ructoou aehrcha nnel,
(2) L V1U0t L 0 hydraUi e[ ci fect o LI Strubie Road causeway onLn1C kIII and mod ly the a nseway it tiucessary.
NAP EN-NtHCouorable Bre ndan i. bvtine
(3) Consider providing emergency spillway facilities.
(4) Perform audit ional investigation to deters~liiic tik engin-eringproperties of the dam and foundation and whether or not conventi iotnl safetymargins exist under more severe stress condLtiolm. than those obscrveu duringthe inspection, and what modifications may be requir,, to achieve suchsafety margins.
d. The owner should develop written optrating proccdur,-s and a periodicmaintenance plan to ensure the saIety o! the dam wittin one year from thedate of approval o tihi., report.
e. An emergency action plan should b,: developed wrticit outlines actionsto be taken by the owrcr to minimize the downstream Citectt; ot an emer;,encyat the dam within six months front Lhi. date of approval U1 th;- report.
A copy of the report is ,eing furnished to Mr. Dirk C. Hoifaan, New JerseyDepartment of Envi. onm-ental Protection, the designated State Office contacttor this program. Within five days of the date oi tnis letter, a copy willaL3o be sent to Congressman Coarter ot the Thirteenth District. Under the
provision of the Fieedom of Information Act, the inspection report will besubject to release by this office, upon request, five days att(-fr the date of
this letter.
Additional copies of this ieport may be obtained front the National Technicalinformation Survices (NTIS), Springfield, Virginia 22)6l at a reasonablecost. Please allow four to six weeks from the date of this letter for NiiSto have copies of the report available.
An important aspecL of the Darn lo-pection Program will be the implementationof the recoutscitdaLio',a made as a result of the inspection. We accordinglyrequest that w'e be advised of proposLd actions taken by the State toimplement our recommndations.
Sincerely,
I nc KENNIti'H R. MOSERAs stated Major, (orp, of Engineers
Act.ipg District Engitier
Copies furnished:Mr. Dirk C. iio~man, P.E., Del.tty D)rectorDivision of Water ResourcesN.J. Dept. of Environmental Protection
i 'P.O. Box CN029Trenton, NJ 08625
Mr. John O'Dowd, Acting ChiefBureau of Flood Plain Regul tionDivision of Water Resources
N.J. Dept. of Environiental ProtectionP.O. Box CN029Trenton, NJ 08625
Spy ~ ~ ~-ii~.i x-
i..Ut~i' oF- LNu. I NEERS ASSi. SSMFN i ()I- GENE'RAI. CON! I I)NS
Tnis (lam was inspec ted on h September ano iDciL I (i boetu 1u h\LariigatFlngineering Associates, [inc. , under contr1aCt. LO the StaLLt oi Net, Jersey.1lhe St ate, uitdc r ag r ve:entL with LtIuL L, . S3. A rmy t~i. t: I IstrictPI'll adelphia, had this inspect ion purtoriu lin accoro1iCt, with tilt Nat ieiiitiI,i. Inspect ion Act, Puol ic Law 92-31)7.
Laike AshroC bart, iitially listLO as a high hazaro pUuLt-itl SLIstuCture, butreduced to d S1611t III cntiazatd potent tit I stCruc turt 'IS If It, t lth LI iIn11SPect 10n, is judi~lnd Lv Ile in lair eCIl i CoitdiLil. 'ItI( klails ;p Illwayis cons ide rea I iiaueqoia Le beUe i a t I 11 w eq U i. I llnt Lo I) percet- LQ LticProbab Ie Max imum Fi ooa wati I A JU-Se took daml to be' 0VerI'j!)t d. lo elisuicuoit-qtiacy at [Ilk ,.Lructurk', t. iw Iil,- acL i:; I:, ai 1: I IIIin i, it Y,
rt. c ommninIdd:
a. 1he S i I) Jy I S aacq ac' kli (11CL , k iIt I, 'roi t Lu, i ic b (I ui I t
protess iona I conlsuiItlt t,1 eni(ed y Lilt Owt~ s Iot u s it 1101 SI IC tcatuL
meth od s, pr o ced ures aind stLud ic (.' ' Lh Ir! ,I ilox L Itns t roL) t L i:u date ot a 1p)r ()v.1ol nis report. Within llt iitht, cl hk. consuIt anl L L inulwgs trei'ld tciiml-'aStires to endirt z~I wzjv doi YSIn:LAl [It' In11t aicl.
b. Within s 1... it oiLh I t r , 1-4 OL' (;itt 4,1 ;i royal i 1. ,is r Ir L tIlt
t1 lOw int rrueu i;1 ,ct tIl(ls sh u Ic ik: I i -
2) lit. t e [riti tic the t1iWdo(wit up~tc LI.' y l i t I. I itch dijitt p p vt1 b nig me r. prec I st pro.) d(u rt-S alia intc I sc_ d rawdown c a pat' I t L it nkuc es s.ary.
C . Ie lv- II)i Lowin 1 re", v tiud i a ac t oi:: i lo I J he t: It. k wIth iIIt t-Il.It1 n11t si Uto t!, I tC Ott'-, a Iiro~val o I this rt S
( i) Cca~r vcgetart jn iowiist~-eam tt th urvip otitt ipej to proviaean otiobs tr uc Leo i chajrge c:1'aitne I
Z) EV.6 1tiat theL11( itya(Irau I ic k, i CC t nI thc Strut it, Roa u causeway ontnhe ialta a i MOO i y t 11 c C ns t wa i W1 I t I I ' ks Sa -r
(3 ) Cons ider provioltiq uiir t'z y , -p ii it) Lac i I i L es.
(4) Per lorm add it i ont I invet ii gat ion to dt terilte the engineeringpropert ies ut the udsm atu i touttuat iol ndwilt Lilt or not. convent tonal safetymargins exist under more severe -trebs conidit ions thanl L,-ou Observed duringthe i nspe c t ion, and wf if * 11oo 1 1 t L Oits may b kr cq i rucn( t o ach ieve s uco
A satety margins.
d . Thle owner sticuid aeve lop' wr i ttun cit our.,iL I ig proccutres and a period ic-ilain tenance plan to enso rk Lilt- bat eLy (it tie' daill W i thit oeie year i.root thedate ot appruval Ut L-ils n-plort.
e. An emergency actioni plon hout bt devCipked which outlines actions
to be taken by the owner to minimize thv uownstream eftects of an emergency
at the dam within six months from tch,- dat ot approval ut this report.
APP Rh ):KENNETH R. MOSERMajor, Corps of Engineers
Acting District Engineer
DATE:
tr,|
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PHASE I INSPECTION REPORT
NATIONAL DAM SAFETY PROGRAM
NAME OF DAM: LAKE ASHROE DAM
ID NUMBER: FED ID No NJ 00023
STATE LOCATED: NEW JERSEY
COUNTY LOCATED: SUSSEX
STREAM: BRANCH OF BIG PLAT BROOK
RIVER BASIN: DELAWARE
DATE OF INSPECTION: SEPTEMBER 1980
ASSESSMENT OF GENERAL CONDITIONS
Lake Ashroe Dam, classified as having significant hazard potential, is lessthan 9 years old and in fair overall condition. The dam appeared stable underconditions existing at the time of our inspection. However, inadequateengineering data is available to assess the actual degree of stability of the damand appurtenances. Additional investigation is necessary to adequately evaluatethe future performance of the dam.
The spillway capacity as determined by the Corps of Engineers Screeningcriteria is inadequate. The dam can adequately pass only 14% of the PMF.
The following are recommended to be done soon:
Investigate the operating condition of the low level outlet and repair ifnecessary. Determine the drawdown capacity of the 12-in diameter pipe usingmore precise procedures and increase drawdown capability if necessary. Developwritten operational procedures to ensure the safety of the dam.
The following are recommended to be done in the near future:
Clear vegetation downstream of the drop outlet pipe to provideunobstructed discharge channel. Evaluate the hydraulic effect of the StrubleRoad causeway on the dam; modify the causeway if necessary. Provideemergency spillway facilities. Perform additional in iestigation to determine theengineering properties of the dam and foundation; whether or not conventionalsafety margins exist under more severe stress conditions than those observedduring our inspection, and what modifications may be required to achieve such
4 safety margins.
~,ASE I K. Peter Yu, P.E.
.4' iA ~.O'V (N
II
PHASE I INSPECTION REPORT
NATIONAL DAM SAFETY PROGRAM& ,-".
NAME OF DAM: .U LAKE ASHROE DAM
ID NUMBER: N'e W 6 1 Pk FED ID No NJ 00023
STATE LOCATED:= T NEW JERSEY
COUNTY LOCATED: ) SUSSEX
STREAM: BRANCH OF BIG FLAT BROOK
RIVER BASIN: DELAWARE
DATE OF INSPECTION: SEPTEMBER 1980
i"I9
LANGAN ENGINEERING ASSOCIATES, INC.
Consulting Civil Engineers
990 CLIFTON AVENUECLI FTONNEW JERSEY
201 -472-9366
/ it
CONTENTS
NATIONAL DAM SAFETY REPORT
LAKE ASHROE DAM FED ID NO NJ 00023
PAGEPREFACE
SECTION I PROJECT INFORMATION
1.1 General 11.2 Project Description 11.3 Pertinent Data 3
SECTION 2 ENGINEERING DATA 5
SECTION 3 VISUAL INSPECTION 6
SECTION 4 OPERATIONAL PROCEDURES 6
SECTION 5 HYDRAULIC/HYDROLOGIC 6
SECTION 6 STRUCTURAL STABILITY 7
SECTION 7 ASSESSMENT, RECOMMENDATIONS/REMEDIAL MEASURES 8
7.1 Dam Assessment 87.2 Recommendations/Remedial Measures 8
FIGURES 1. Regional Vicinity Map
2. Damsite & Lake Area
3. Plan & Profile of Dam
4. Details
APPENDICES I. Check List - Hydrologic and Hydraulic DataCheck List - Visual InspectionCheck List - Engineering Data
2. Photographs
3. Hydrologic Computations
4. Pertinent Data
5. References
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PREFACE
This report is prepared under guidance contained in the Recommended Guidelinesfor Safety Inspection of Dams, for Phase I Investigations. Copies of these guidelinesmay be obtained from the Office of Chief of Engineers, Washington, D. C. 20314. Thepurpose of a Phase I Investigation is to identify expeditiously those dams which maypose hazards to human life or property. The assessment of the general condition ofthe dam is based upon available data and visual inspections. Detailed investigation,and analyses involving topographic mapping, subsurface investigations, testing, anddetailed computational evaluations are beyond the scope of a Phase I investigation;however, the investigation is intended to identify any need for such studies.
In reviewing this report, it should be realized that the reported condition of thedam is based on observations of field conditions at the time of inspection along withdata available to the inspection team. It is important to note that the condition of adam depends on numerous and constantly changing internal and external conditions,and is evolutionary in nature. It would be incorrect to assume that the presentcondition of the dam will continue to represent the condition of the dam at some pointin the future. Only through continued care and inspection can there be any chancethat unsafe conditions be detected.
Phase I inspections are not intended to provide detailed hydrologic and hydraulicanalyses. In accordance with the established Guidelines, the Spillway Test flood isbased on the estimated "Probable Maximum Flood" for the region (greatest reasonablypossible storm runoff), or fractions thereof. The test flood provides a measure ofrelative spillway capacity and serves as an aide in determining the need for moredetailed hydrologic and hydraulic studies, considering the size of the dam, its generalcondition and the downstream damage potential.
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SECTION I PROJECT INFORMATION
1.1 General
Authority to perform the Phase I Safety Inspection of Lake Ashroe Dam
was received from the State of New Jersey, Department of Environmental
Protection, Division of Water Resources by letter dated 12 August 1980. This
Authority was given pursuant to the National Dam Inspection Act, Public Law
92-367 and by agreement between the State and the US Army Engineers District,
Philadelphia.
The purpose of the Phase I Investigation is to develop an assessment of the
general conditions with respect to safety of Lake Ashroe Dam and appurtenances
based upon available data and visual inspection, and determine any need for
emergency measures and conclude if additional studies, investigations and
analyses are necessary and warranted. The assessment is made using screening
criteria established in Recommended Guidelines for Safety Inspection of Dams
prepared by the Department of Army, Office of the Chief of Engineers. It is not
the purpose of the inspection report to imply that a dam meeting or failing to
meet the screening criteria is, per se, certainly adequate or inadequate.
1.2 Project Description
a. Description of Dam and Appurtenances
Lake Ashroe Dam is a 220 ft long, 19 1/2 ft high earthfill dam with a top
width of 30 ft and upstream and downstream slopes of 3H:lV built in 1972.
It has a concrete drop inlet spillway with inside riser dimensions of 6 x 2 ft
and 24 inch dia RCP discharge. There is a 12 inch diameter valved CMP
low level outlet which discharges into the spillway riser. A toe drain
) system which involved 4-inch diameter perforated asbestos-cement pipes
and a rock fill toe blanket is reported to exist at the downstream toe of the
embankment. An old dam structure exists below normal lake level across
the stream channel approximately 1200 ft upstream of the present earth
dam. Struble Road lies across the lake between the old and the present
dam structures. A 48-inch corrugated metal pipe is reported to exist under
the causeway for Struble Road.
b. Location
Lake Ashroe Dam is located just east of Struble Road off Rt 206 in the
Sakawawin Boy Scout Camp in Stokes State Forest, Sussex County, New
Jersey. It is located at north latitude 41011.0' and west longitude 74048.7',
A regional vicinity map is given in Figure 1.
c. Size Classification
Lake Ashroe Dam is classified as "Small" on the basis of its maximum
height of 19 1/2 ft which is less than 40 feet. It is classified as "Small" on
the basis of its maximum storage capacity of 697 ac-ft which is more than
50 ac-ft but less than 1,000 ac ft. Accordingly the dam is classified as
"Small" in size.
d. Hazard Classification
In the National Inventory of Dams, Lake Ashroe has been classified as
having "High Hazard Potential". Visual inspection of the dam indicates no
residences or properties exist immediately downstream. Review of the
U.S.G.S. topographic map shows that a few scattered houses and a
secondary roadway exist more than a mile downstream. Therefore, it is
proposed to change the Hazard Potential Classification to "Significant".
e. Ownership
Ownership of Lake Ashroe Dam is by the Boy Scouts of America, Thomas
A. Edison Council, P. 0. Drawer L, Edison, New Jersey 08817.
f. Purpose of Dam
The purpose of the dam is recreation.
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g. Design and Construction History
Lake Ashroe Dam was designed by the U. S. Department of Agriculture,
Soil Conservation Service. The plans are dated 1969. Actual construction
appears to have been in 1972. Based on available information, the dam was
built to replace the upstream old deteriorated dam. This old dam appears
to have been built in 1921 and still exists at its original location just below
normal lake level.
h. Normal Operational Procedures
No operating procedures for the dam have been found.
1.3 Pertinent Data
a. Drainage Areas 1.2 sq. mi.
b. Discharge at Damsite
Maximum known flood at damsite unknown
Drop inlet spillway capacity at max. pool elevation 62.4 cfs
Total spillway capacity at maximum pool elevation 62.4 cfs
c. Elevation (ft. above MSL, adopted from original design drawings)
Top Dam 798.0
Original design high water 795.9
Recreation pool 794.0 (Assumedto be spillway crest)
Spillway crest 794.0
Streambed at centerline of dam Approx el 778.5
Maximum tailwater Unknown
d. Reservoir
4)' Length of maximum pool Approx 4,130 ft
Length of recreation pool Approx 3,930 ft
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e. Storage (acre-feet)
Recreation pool 469 ac ft (Assumed tobe spillway crest)
Top of dam 697 ac ft
f. Reservoir Surface (acres)
Top dam 60.8
Maximum pool 60.8 (Assumes topof dam)
Recreation pool 48.2 (Assumed to bespillway crest)
Spillway crest 48.2
g. Dam
Type Earthfill
Length 220'
Height 19.5'
Top Width 30'
Side Slopes Downstream 3H: IVUpstream 3H:1IV
zoning None I.,dicatedon plans
Impervious Core None indicatedon plans
Cutoff Cutoff trench, 10 ftbelow base of dam or toBedrock whichever ishigher
Grout curtain None indicatedon plans
h. Spillway
Type Reinforced concretedrop inlet with 24"1 diaRCP discharge
...
Length of weir N/A, inside rise dimen-
sion 6' x 2'
Crest elevation 794.0
Gates None
U/S Channel N/A
D/S Channel 24" dia RCP dis-charge invert 778.5
i. Regulating Outlets 12" dia valved low leveloutlet discharges intodrop inlet riser.
SECTION 2 ENGINEERING DATA
The available information concerning the design of the dam consist of plans
prepared by the U. S. Department of Agriculture, Soil Conservation Service for
Sakawawin Scout Reservation, Middlesex Council, Boy Scouts of America, Sussex
County, New Jersey, Drawing No. NJ-01-726, dated 1969.
Very little information is available concerning the construction of the dam.
Harold E. Pellow & Associates, Inc., Consulting Engineers of 100 Main Street,
Sussex, New Jersey 07461 signed the completion report for the Lake Ashroe Dam
and described the foundation and dam material in a letter dated 24 April 1973.
No construction records for the dam have been found, therefore the
validity of the above drawings cannot be ascertained.
No engineering data concerning the material properties of the dam and
;r foundation could be located as informed by the office of the Soil Conservation
Service. The available information is not adequate to perform a thorough
evaluation of the dam.
SECTION 3 VISUAL INSPECTION
Lake Ashroe Dam appears to be in fair overall condition. There is minor
surface sloughing and erosion of the downstream embankment. Much of the
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surface erosion has been maintained by filling with cobbles and boulders. No
seepage was observed on the downstream face or toe during our inspection. The
embankments are sparsely covered with grass. No trees or brush are growing on
the dam proper. The toe blanket was not found to exist and no outlet of the toe
drain was located. There were no observable movements of the dam alignment.
The drop inlet spillway was unobstructed at the time of our inspection. The
reservoir shoreline is gently sloping and forested.
There is a wooden grate at the discharge of the outlet pipe of the drop
inlet. Downstream of the grate, the discharge channel is lined with boulders and
then flows into densely vegetated forest. No residences are visible immediately
downstream of the dam.
SECTION 4 OPERATIONAL PROCEDURES
There is no available information concerning operational procedures for
Lake Ashroe Dam. The surface of the dam appears to be reasonably maintained
as no brush or trees were growing on the dam embankments and areas of
substantial erosion have been repaired by the placement of cobbles and boulders.
There appeared to be no warning system in effect.
SECTION 5 HYDRAULIC/HYDROLOGIC
Available information indicates the dam was designed to have about 2 ft of
freeboard for a storm equivalent to 4.1 inches of rainfall with a peak inflow of
758 cfs. The pertinent design data is included in Appendix 4.
The hydraulic/hydrologic evaluation is based on a Spillway Design Flood
(SDF) equal to one-half of the Probable Maximum Flood chosen in accordance
with the evaluation guidelines for dams classified as significant hazard and small
* in size. The PMF has been determined by developing a synthetic hydrograph
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based on the probable maximum precipitation of 22.0 inches (200 sq. mi. - 24
hour). The Corps of Engineers has recommended the use of the SCS triangular
unit hydrograph with the curvilinear transformation. Hydrologic computations
are presented in Appendix 3. The 1/2 PMF peak inflow determined for the
subject watershed is 2,558 cfs.
The capacity of the spillway at maximum pool elevation 798 is 62.4 cfs
which is significantly less than the SDF. Flood routing for the 1/2 PMF indicates
the dam will overtop by 1.99 ft. Therefore the spillway is inadequate. We
estimate the dam can adequately pass only 14% of the PMF.
The present drawdown structure consists of a valved 12-inch diameter
corrugated metal pipe which discharges into the riser of the drop inlet spillway
at approximately invert elevation 784. Its operating condition is unknown.
Drawdown of the reservoir has been evaluated assuming that the drawdown
structure is operable. Our calculations indicate that the lake level could be
lowered 2 ft in about 10 days.
Computations by the Soil Conservation Service indicated that the flood
level from a 25 year storm event would not overtop the causeway for Struble
Road at elevation 797. The hydraulic effect of the causeway on the dam should
be further studied in future investigation.
SECTION 6 STRUCTURAL STABILITY
Based on visual observations, Lake Ashroe Dam appears stable under
conditions at the time of our inspection. Based on available information, the
dam appears to have been constructed in accordance with the engineering
specifications. However, no construction records nor information concerning the
engineering properties of the foundation and dam materials have been located
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during our inspection. Consequently, analysis of the degree of stability of the
dam cannot be made without gross assumptions concerning the properties of the
materials.
No post construction changes were observed during our visual inspection.
Lake Ashroe Dam is located in Seismic Zone I of the Seismic Zone Map of
Contiguous States. As inadequate engineering data is available, the actual
degree of stability of the dam and appurtenances under stress conditions more
severe than those observed during our inspection and its future performance
cannot be evaluated without additional investigation.
SECTION 7 ASSESSMENT, RECOMMENDATIONS/REMEDIAL MEASURES
7.1 Dam Assessment
Lake Ashroe Dam is less than 9 years old and in fair overall condition. The
dam appeared stable under conditions existing at the time of our inspection.
However, inadequate engineering data is available to assess the actual degree of
stability of the dam and appurtenances. Additional investigation is necessary to
adequately evaluate the future performance of the dam.
The spillway capacity as determined by the Corps of Engineers Screening
criteria is inadequate. The dam can adequately pass only 14% of the PMF.
7.2 Recommendations/Remedial Measures
The following are recommended to be done soon:
;*Y, I. Investigate the operating condition of the low level outlet and repair if
necessary.
2. Determine the drawdown capacity of the 12-in diameter pipe using more
precise procedures and increase drawdown capability if necessary.
3. Develop written operational procedures to ensure the safety of the dam.
)i
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The following are recommended to be done in the near future:
1. Clear vegetation downstream of the drop outlet pipe to provide
unobstructed discharge channel.
2. Evaluate the hydraulic effect of the Struble Road causeway on the dam;
modify the causeway if necessary.
3. Provide emergency spillway facilities.
4. Perform additional investigation to determine the engineering properties of
the dam and foundation; whether or not conventional safety margins exist
under more severe stress conditions than those observed during our
inspection, and what modifications may be required to achieve such safety
margins.
-9-
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APPENDIX 1
CHECK LIST - HYDROLOGIC AND HYDRAULIC DATA
CHECK LIST - VISUAL INSPECTION
CHECK LIST - ENGINEERING DATA
A!
CHECK LISTHYDROLOGIC AND IUYDRAULIC DATA
ENGINEERING DATA
DRAINAGE AREA CUARACTERISTICS: 1.20 s.. mi.. avq. slope 5% wood & fores land
ELEVATION TOP INORMAL POOL (STORAGE CAPACITY): 794.0 (469 ac-ft.)OF DAM
ELEVATION TOP Z" =MpD)W (STORAGE CAPACITY): 798 (697 ac-ft)
ELEVATION MAXIMUM DESIGN POOL: 795.9 (original design high water)
ELEVATION TOP DAM: 798
CREST: Spillway
a. Elevation 794b. Type concrete drop inletc. Width 2' x 6' Drop inlet with 24" RCP outlet Pipe (120 ft-)d. lengtl N/Ae. Location Spillover Right abutment of damf. Number and Type of Gates None
OUTLET WORKS-:
a. Type 12" CMP intake pipe (34 1f) thru drop inlet to 24" RCP outlet pipeb. Location in drop inlet spillwayc. Entrance inverts 784 ±d. Exit inverts 778.5e. Emergency draindown facilities Same
HYDROMETEOROLOGICAL GAGES: None Observeda. Typeb. Location "_c. Records __
'AZDaX M NON-DAAGING DISCHARGE- 62.4 cfs (water at top of dam) _
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APPENDIX 2PHOTOGRAPH]S
~t
View of downstream embankment 26 September 1980
• f
Repair of eroded area by placement 26 September 1980of cobbles and boulders on down-
stream embankment.
LAKE ASHROE DAM2-1
. - ' " 2 . , i ,, ' - l " .. .- 1 [ "
Crest of dam viewed from left 26 September 198
abutf~ft looking to right abutment.
Drop inlet spillway at right 26 September 198
abutment of damn.
LAKE ASHRO~E DAM2-
View of upstream face of dam. 26 Septemoer 1980
View of reservoir from center 26 September 1980of dam.
LAKE ASHROE DAM2-
- - -. ' -- .' ---- - .. - -~------------------2-3-
24" RCP spillway discharge with 26 September 1980
wooden grate at downstream toe.
" 24" RCP spillway discharge, 26 September 1980
wooden grate and downstream
channel.
LAKE ASHROE DAM2-4
7, ,,7--. ..' . . .. . - - -.. . - . . . . ... '. . . '--
APPENDIX 3
HYDROLOGICAL COMPUTATIONS
9.,
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APPENDIX 4
PERTINENT DATA
1. Letter from Harold E. Pellow & Associates, Inc. to the Department ofEnvironmental Protection, New Jersey.
2. Pertinent data from Dam Application File, NJ DEP.
3. Hydraulic/Hydrologic computations by Soil Conservation Service 1969.
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HAROLD E PELLOW & ASSOCIATS Y :
COSUIN.1Ik JV42 071 67-4
A4~~ Ar24, 1973
Mr. Dirk C. llofman. P. E.Cbie. Bureau of Water ControlDepartment of Enviornmntal. ProtectionDivision of Water ResouircesTrenton. New Jersey 08625
Re: Lake Ashroe Damn Application No. 612
Dear Mr. Hofrnan:
In reference to your letter dated March 26. 1473 relative to the* subject matter. I make the following comments-
1. The foundation of the darn wan not inspected by a representativeof your division due to an oversight on my part.
2. The embankment area was stripped of all topsoil and organicmaterial which ranged in depth from 6 Inches to 15 Inches.
3. The cutoff trench was excavated to bedrock an show, on theprom.o of the dam. AUl loose rock wasn removed from the bottom of th& H~f trenchbefore It was baclcfilfld with SM macerial from the Borrow Area "" L "
used the most Impermeable material from this Borrow Area No .4.Lt ba&L ULAgth, cutoff trench including some CL material.
4. The foundation for the embankment consisted mainly of SMmaterial with some CL and SP areas. This area was then compacted with avibratory compactor prior to placing of any fll.
S S. Th SS at"id consisted mainly of SM matfortWwat obtal.ed from Borrow Areao
sa qetlo you wniht hav Cam"04ncomedced by this aversighL.
~~ Tory "uy yours,
cc! Kenneth W. Davis
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APPENDIX 5
REFERENCES
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APPENDIX 5
REFERENCES
1. Brater, Ernest F. and Kings, Horace W., Handbook of Hydraulics 5th Edition,McGraw-Hill Book Company 1963.
2. United States Department of Agriculture, Soil Conservation Service, Somerset,N. 3. Urban Hydrology for Small Watersheds, Technical Release No. 55 January1975.
3. United States Department of Commerce Weather Bureau, April 1956,Hydrometeorological Report #33, Washington, D.C.
4. United States Department of Interior, Bureau of Reclamation Design of SmallDams, Second Edition 1973, Revised print 1977.
5. United States Department of Agriculture, Soil Conservation Service, Soil Surveyof Sussex and Morris County, August 1975.
6. United States Army Corps of Engineers, Flood Hydrograph Package (HEC-l),Davis, Calif. September 1978.
7. United States Department of Agriculture, SCS, A Method for Estimating Volumeand Rate of Runoff in Small Watersheds, SCS-TP-149, Revised April 1973.
8. United States Army Corps of Engineers, Recommended Guidelines for Safety
Inspection of Dams, Washington, D.C.
9. Sauls, G. A., Additional Hydrology and Hydraulics Guidance, 12 September 1978.
10. Dam Application File No. 612, Lake Ashroe, New Jersey Department ofEnvironmental Protection.
11. Plans: Pond and Dam Plans, Sakawawin Scout Reservation, Middlesex Council,Boy Scouts of America, Sussex County, New Jersey, Drawing No. NJ-01-726,United States Department of Agriculture, Soil Conservation Service, Dated 1969.
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