AD-A106 506 BLACK AND VEATCH KANSAS CITY MO F/6 13/13NATIONAL DAM SAFETY PROGRAM. HELVELY PARK DAM (MO 10584), MISSO-ETC(U)MAR 79 P R ZAMAN, E R BURTON, H L CALLAHAN DACW43-79-C-0040

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LEVLI Q)MISSOURI-KANSAS CITY BASIN

HELVELY PARK DAM

CLAY COUNTY, MISSOURI

MO 10584

PHASE 1 INSPECTION REPORTNATIONAL DAM SAFETY INSPECTION

United States ArmyCop of Engineers

I1 . ..~~ Serving the Army~Servinq the Notion

St. Louis District DTICS ELECTEM&

NOV 2 1111

DPREPARED BY: U.S. ARMY ENGINEER DISTRICT, ST. LOUIS

FOR: STATE OF MISSOURI

MARCH 1979s~~o ,E ^ fR ! 0 2 6 054DISTRIBUTION STATEMENT Ao .e10'26Approved for public release;

Distribution Unlimited

UNCLASSIFIEDSECURITY CLASSIFICATION OF THIS PAGE (Whetn Doe. Entered)

REPORT DOCUMENTATION PAGE READ COSTRUCTIOSBEFORE" COMPLE'TING FORM

1. REPORT NUMBER 2. GOVT ACCESSION NO. 3. RECIPIENT'S CATALOG NUMBER

%114 f"'fIspection Report S. TYPE OF REPORT & PERIOD COVERED

National Dam Safety Program 7, Final ReportHelvely Park Dam (MO 10584) 6. PERFORMING OG. REPORT NUMBER

Clay County, Missouri

7. AUSTHOR(. B. CONTRACT OR GRANT NUMBER(*)Black & Veatch, Consulting Engineers /

DACW43-79-C-,0040

9. PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM ELEMENT. PROJECT, TASKU.S. Army Engineer District, St. Louis AREA & WORK UNIT NUMBERS

Dam Inventory and Inspection Section, LMSED-PD210 Tucker Blvd., North, St. Louis, Mo. 63101it *ONTROLLING OFFICE NAME AND ADDRESS

U. my ngineer District, St. Louis / M Marc.h 1979Dam Inventory and Inspection Section, LMSED-PD 13. NUMBER OF PAGES

210 Tucker Blvd., North, St. Louis, Mo. 63101 Approximately 35,4.O7 ING AGENCY NAME & ADDRESS(if different from Controllin Office) IS. SECURITY CLASS. (of thi. report)

(K, National Dam Safety Program. Helvely Park UNCLASSIFIED" Dam (MO 10584), Missouri - Kansas City ,Be. DECL ASSI FICATION/ DOWNGRADING

I Basin, Clay County, Missouri. Phase I SCHEDULE

Ia. DISTR U Inspection Report.

Approved for release; distribution unlimited.

17. DISTRIBUTION STATEMENT (of the hielract entered In Block 20, If dfiertent frem Report)

I0. SUPPLEMENTARY NOTES

I. KEY WORDS (Continue on reveree side If necesery and identify by block number)

Dam Safety, Lake, Dam Inspection, Private Dams

2MB AST"RACT (Comm, m , wMre ei m nin eey sed Idenflfy by block number)

This report was prepared under the National Program of Inspection ofNon-Federal Dams. This report assesses the general condition of the dam withrespect to safety, based on available data and on visual inspection, to

A determine if the dam poses hazards to human life or property.

OD II0 4/3 EDITION OF I NOV 6S IS OBSOLETE U S

EACRT LS.CO UNCLASSIFIED eedSECUR ITY CLASSIFICATION OF THIS PAGE (IftonDofe Entered)

SECURITY CLASSIFICATION OF THIS PAGE(Whm Doe Sntred)

S

SSCURITY CLASSIFICATION OF' THIS PAGCr(Whlen Date Bntsted)

MISSOURI-KANSAS CITY BASIN

t

HELVELY PARK DAM

CLAY COUNTY, MISSOURI

MO 10584

PHASE 1 INSPECTION REPORT

NATIONAL DAM SAFETY INSPECTION

United States ArmyCorps of Engineers

.. SrIng the Armyn... Iervnq the Notion

St. Louis District

PREPARED BY: U.S. ARMY ENGINEER DISTRICT, ST. LOUIS

FOR: STATE OF MISSOURI

MARCH 1979

DEPARTMENT OF THE ARMY/2 ST. LOUIS DISTRICT, CORPS OF ENGINEERS

210 NORTH 12TH STREETST. LOUIS, MISSOURI 63101

W~ "PLY 1rev.. TO

t.

SUBJECT: Helvely Park Dam Phase I Inspection Report

This report presents the results of field inspection and evaluation ofthe Helvely Park Dam:

It was prepared under the National Program of Inspection of Non-FederalDams.

This dam has been classified as unsafe, non-emergency by the St. LouisDistrict as a result of the application of the following criteria:

1) Spillway will not pass 50 percent of the Probable Maximum Flood2) Overtopping could result in dam failure3) Dam failure significantly increases the hazard to loss of life

downstream

SUBMITTED BY: SIGNED J-8 JUL 17Chief, Engineering Division Date

APPROVED BY: SIGNED 18 JL L 79Colonel, CE, District Engineer Date

LAcoession For

NTS GRA&IDTIC TAB FlUnannounced 1Justification__ D T IC

_ELECTFRABcy .... it Cude

Distribution/ NOV .2 1981_Av,,ilztb;'iity Cudes

Avil1 and/orDiSt I Special

HELVELY PARK

CLAY COUNTY, MISSOURI

MISSOURI INVENTORY NO. 10584

PHASE I INSPECTION REPORT

NATIONAL DAN SAFETY PROGRAM

PREPARED BY:

BLACK & VEATCHCONSULTING ENGINEERS

KANSAS CITY, MISSOURI

UNDER DIRECTION OF

ST. LOUIS DISTRICT CORPS OF ENGINEERS

FOR

GOVERNOR OF MISSOURI

MARCH 1979

PHASE I REPORT

NATIONAL DAM SAFETY PROGRAM

Name of Dam Helvely ParkState Located MissouriCounty Located Clay CountyStream Tributary to Wilkerson CreekDate of Inspection 20 March 1979

Helvely Park Dam was inspected by a team of engineers from Black &Veatch, Consulting Engineers for the St. Louis District, Corps of Engineers.The purpose of the inspection was to make an assessment of the generalcondition of the dam with respect to safety, based upon available dataand visual inspection, in order to determine if the dam poses hazards tohuman life or property.

The guidelines used in the assessment were furnished by the Departmentof the Army, Office of the Chief of Engineers and developed with thehelp of several Federal and state agencies, professional engineeringorganizations, and private engineers. Based on these guidelines, thisdam is classified as a small size dam with a high downstream hazardpotential. According to the St. Louis District, Corps of Engineers,failure would threaten the life and property of approximately six familiesdownstream of the dam and would potentially cause appreciable damage tothe bridges of two improved roads within the estimated damage zone whichextends one mile downstream of the dam.

Our inspection and evaluation indicates the spillway does not meetthe criteria set forth in the guidelines for a dam having the above sizeand hazard potential. The spillway will not pass either the probablemaximum flood or 50 percent of the probable maximum flood without over-topping but will pass 20 percent of the probable maximum flood, which isgreater than the estimated 100-year flood. The probable maximum floodis defined as the flood discharge which may be expected from the mostsevere combination of critical meteorologic and hydrologic conditionsthat are reasonably possible in the region. Based on the size of damand downstream hazard potential, the spillway should be capable ofpassing 50 percent of the probable maximum flood without overtopping thedam.

Overflow through the emergency spillway may cause flood damagesbelow the spillway.

Deficiencies visually observed by the inspection team were lack ofslope protection on the front face of the dam, growth of trees and brushon the embankment, seepage, and animal burrows in the embankment.

Immediate steps toward the remedy of the hydraulic inadequacy ofthe spillwa; are needed. There are no other observed deficiencies or

conditions existing at the time of the inspection which indicate animmediate safety hazard. Future corrective action and regular maintenancewill be required to correct or control the described deficiencies. Inaddition, detailed seepage and stability analyses of the existing dam,as required by the guidelines, should be performed. A detailed reportdiscussing each of these deficiencies is attached.

Paiul R. Vfn, PEIllinois 2-29261

Edwi R. Burton, PEs ouri E-10137

Ha y L. Callahan, tnerBlAck & Veatch

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PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM

HELVELY PARKTABLE OF CONTENTS

Paragraph No. Title Page No.

SECTION I - PROJECT INFORMATION

1.1 General 11.2 Description of Project 11.3 Pertinent Data 2

SECTION 2 - ENGINEERING DATA

2.1 Design 52.2 Construction 52.3 Operation 52.4 Geology 52.5 Evaluation 5

SECTION 3 - VISUAL INSPECTION

3.1 Findings 63.2 Evaluation 7

SECTION 4 - OPERATIONAL PROCEDURES

4.1 Procedures 84.2 Maintenance of Dam 84.3 Maintenance of Operating Facilities 84.4 Description of Any Warning System in Affect 84.5 Evaluation 8

SECTION 5 - HYDRAULIC/HYDROLOGIC

5.1 Evaluation of Features 9

SECTION 6 - STRUCTURAL STABILITY

6.1 Evaluation of Structural Stability 11

SECTION 7 - ASSESSMENT/REMEDIAL MEASURES

7.1 Dam Assessment 127.2 Remedial Measures 12

TABLE OF CONTENTS (Cont'd)

LIST OF PLATES

Plate No. Title

I Location Map

2 Vicinity Topography

3 Plan

4 Typical Sections

5 Emergency Spillway

6 Photo Index

LIST OF PHOTOGRAPHS

Photo No. Title

1 Upstream face of dam from southeast end

2 Crest of dam from southeast end

3 Downstream slope of dam from southeast end

4 Upstream face of dam from northwest end

5 Crest of dam from northwest end

6 Downstream slope of dam from northwest end

7 Primary spillway drop inlet

8 Primary spillway conduit outlet

9 Discharge channel below primary spillway outlet

10 Right bank of discharge channel

11 Highway DD bridge over Wilkerson Creek below dam

12 Emergency spillway

13 Emergency spillway channel crest

LIST OF PHOTOGRAPHS (Cont'd)

Photo No. Title

14 Emergency spillway approach channel

15 Valley below emergency spillway

16 Back slope of dam embankment

APPENDIX

Appendix A - Hydrologic Computations

, _I

SECTION 1 - PROJECT INFORMATION

1.1 GENERAL

a. Authority. The National Dam Inspection Act, Public Law 92-367,authorized the Secretary of the Army, through the Corps of Engineers, toinitiate a program of safety inspection of dams throughout the UnitedStates. Pursuant to the above, the District Engineer of the St. LouisDistrict, Corps of Engineers, directed that a safety inspection be madeof the Helvely Park Dam, listed in the 1973 Inventory of Missouri damsas No Name 169 Dam.

b. Purpose of Inspection. The purpose of the inspection was tomake an assessment of the general condition of the dam with respect tosafety, based upon available data and visual inspection, in order todetermine if the dam poses hazards to human life or property.

c. Evaluation Criteria. Criteria used to evaluate the dam werefurnished by the Department of the Army, Office of the Chief of Engineers,in "Recommended Guidelines for Safety Inspection of Dams". These guide-lines were developed with the help of several Federal agencies and manyState agencies, professional engineering organizations, and privateengineers.

1.2 DESCRIPTION OF PROJECT

a. Description of Dam and Appurtenances.

(1) The dam is an earth structure located in the valley of atributary to Wilkerson Creek near its confluence with the Little PlatteRiver in northwestern Clay County, Missouri (Plate 1). The embankmentconsists of an abandoned railroad embankment which may have been modifiedor improved to form the dam. The dam is 800 feet long with a tip widthof 20 feet. Topography of the contributing watershed is characterizedby rolling hills. The watershed is primarily comprised of grasslandpasture. Topography in the vicinity of the dam is shown on Plate 2.

(2) The primary spillway is located 50 feet upstream from the axisof the dam at the approximate center. The drop inlet type spillwayconsists of a corrugated metal pipe vertical shaft connected to a corru-gated metal pipe conduit through the embankment which discharges to anatural channel. The discharge channel is composed of soil with somegravel in the streambed, and shale and limestone outcroppings along theright bank. There is a moderate cover of trees along the channel banks.

(3) The emergency spillway is located in the left abutment 165feet upstream from the axis of the dam. The emergency spillway is anotch cut in the natural overburden at an elevation slightly lower than

.. . . . .. . I nnn lm lm . . . . . . . . . . . . .. .. . . . . . l I I I

the crest of the spillway approach. Discharge through the emergencyspillway overflows into the adjacent valley, then drains through aculvert under the old railroad embankment. The north slope of thisvalley is being developed for residential use.

(4) Pertinent physical data are given in paragraph 1.3.

b. Location. The dam is located in northwestern Clay County,Missouri, as indicated on Plate 1. The lake formed by the dam is shownon the United States Geological Survey 7.5 minute series quadrangle mapfor Smithville, Missouri in Section 26 of T53N, R33W.

c. Size Classification. Criteria for determining the size classi-fication of dams and impoundments are presented in the guidelines refer-enced in paragraph 1.1c above. Based on these criteria, the dam andimpoundment are in the small size category.

d. Hazard Classification. The hazard classification assigned bythe Corps of Engineers for this dam is as follows: The Helvely Park Damhas a high hazard potential, meaning that the dam is located wherefailure may cause loss of life, and serious damage to homes, agricultural,industrial and commercial facilities, and to important public utilities,main highways, or railroads. For the Helvely Park Dam the estimatedflood damage zone extends downstream for 1.0 mile. Within the damagezone are six homes and two road bridges.

e. Ownership. The dam is owned by the City of Smithville, City

Hall, 108 North Bridge Street, Smithville, Missouri 64089.

f. Purpose of Dam. The dam forms a 13-acre water supply lake.

g. Design and Construction History. Data relating to the designand construction were not available.

h. Normal Operating Procedure. The reservoir impounded by theHelvely Park Dam is the main water supply for the City of Smithville.Water is drawn from the lake through a 4-inch suction line and pumped tothe city's treatment plant located at the southeast end of the dam. Thewater level in the lake is maintained relatively stable near the top ofthe primary spillway by pumping water into the lake from the LittlePlatte River. In the future, the city plans to take their water supplyfrom the Corps of Engineer project on the Little Platte River which isunder construction. Helvely Park Lake will then be maintained as arecreational lake.

1.3 PERTINENT DATA

a. Drainage Area - 169 acres

2

b. Discharge at Damsite.

(1) Normal discharge at the damsite is through an uncontrolledprimary spillway.

(2) Estimated experienced maximum flood at damsite occurred onJuly 19, 1965 when 11 inches of rain fell during a 24 hour period. Noinformation is available regarding the dam performance during thisflood.

(3) Estimated ungated combined spillway capacity at maximum poolelevation - 200 cfs (top of Dam El.842.3).

(4) Water is pumped from lake through a 4-inch suction line towater treatment plant. Maximum pumping capacity is 700 gallons perminute (approximately 3 acre feet/day).

c. Elevation (Feet Above M.S.L.).

(1) Top of dam - 842.3 + (see Plate 3)

(2) Primary spillway crest - 840.0

(3) Emergency spillway crest - 841.1

(4) Streambed at centerline of dam - 805.5 +

(5) Maximum tailwater - Unknown.

d. Reservoir.

(1) Length of maximum pool - 1,250 feet +

(2) Length of normal pool - 1,200 feet +

e. Storage (Acre-feet).

(1) Top of dam - 203 (estimated)

(2) Primary spillway crest - 159 (estimated)

(3) Design surcharge - Not available.

f. Reservoir Surface (Acres).

(1) Top of dam - 16

(2) Primary spillway crest - 13

3

g. Dam.

(1) Type - Earth embankment

(2) Length - 800 + feet

(3) Height - 37 feet +

(4) Top width - 20 feet

(5) Side slopes - Varies (see Plate 4)

(6) Zoning - Unknown.

(7) Impervious core - Unknown.

(8) Cutoff - Unknown.

(9) Grout curtain - Unknown.

h. Diversion and Regulating Tunnel - None.

i. Emergency Spillway.

(1) Type - Grass open channel.

(2) Width of spillway - 43 feet.

(3) Crest elevation - 841.1 feet m.s.l.

(4) Gates - None.

(5) Upstream channel - Grass and bare soil.

(6) Downstream channel - Grass valley with no defined channel.

j. Primary Spillway.

(1) Type - Drop inlet and vertical shaft.

(2) Size of orifice - 48 inch.

(3) Crest elevation - 840.0 feet m.s.l.

(4) Upstream channel - Not applicable.

(5) Downstream channel - Natural stream.

k. Regulating Outlets - None.

4

SECTION 2 - ENGINEERING DATA

2.1 DESIGN

Design data were unavailable. Seepage and stability analysescomparable to the requirements of the "Recommended Guidelines for SafetyInspection of Dams" were not available, which is considered a deficiency.These seepage and stability analyses should be performed for appropriateloading conditions and made a matter of record.

2.2 CONSTRUCTION

Construction records were unavailable, however the dam was reportedlybuilt between 1959 and 1960.

2.3 OPERATION

The maximum recorded loading on the dam is unknown. Informationregarding operation and maintenance was obtained verbally from the citywater superintendent, Mr. Curtis Burchette.

2.4 GEOLOGY

The Helvely Park Dam is located across a broad shallow valley whichcontains a small intermittent tributary of Wilkerson Creek. The soilsof the valley are classified as the Knox Silt Loam soil series. TheKnox series was developed by weathering of wind-deposited silt (loess)originating from glaciated rocks and soils. It is anticipated thateither glacial till and/or residual soil underlie the Knox series. Somealluvial soil may also be present. The bedrock consists of limestoneand shale of the Kansas City Group of the Pennsylvanian Period.

2.5 EVALUATION

a. Availability. No engineering data could be obtained.

b. Adequacy. No engineering data were available upon which tomake a detailed assessment of the design, construction, and operation.Detailed seepage and stability analyses should be performed as requiredby the guidelines.

c. Validity. The validity of the design, construction, and opera-tion could not be determined due to the lack of engineering data.

5

SECTION 3 - VISUAL INSPECTION

3.1 FINDINGS

a. General. A visual inspection of Helvely Park Dam was made on20 March 1979. The inspection team included professional engineers withexperience in dam design and construction, hydrology - hydraulic engineer-ing, and geotechnical engineering. Specific observations are discussedbelow. No observations were made of the condition of the upstream faceof the dam below the pool elevation at the time of the inspection.

b. Dam. The inspection team observed the following items at thedam. In general, the embankment appeared to be in good condition. Onelarge tree (12 inches in diameter) was growing in the upstream face ofthe dam and several large trees (2 to 12 inches) were growing in theback slope near the center of the dam. Slope protection on the frontface of the dam consisted of 2 to 6 inch crushed limestone below thewaterline and grass above. Some minor erosion of the front face due towave action was observed. The back slope of the dam was protected by agood grass cover; however, some isolated bare spots with minor erosionwere observed. Clear seepage estimated at one gallon per minute wasobserved in the general area of a shale and limestone outcrop along theright bank of the discharge channel. Nonflowing seepage was observed innatural material in the area of the left abutment along the back slopeand on the north slope of the ridge forming the left abutment, (SeePlate 3), A few small animal burrows were observed in the embankment.There was no evidence of sliding, cracking, settlement, or sinkholes.

c. Appurtenant Structures. The inspection team observed thefollowing items pertaining to appurtenant sti:uctures. The primaryspillway consists of a 48-inch corrugated metal pipe vertical shaftconnected to a 48-inch corrugated metal pipe conduit through the dam.The lake level was approximately 0.5 foot below inlet. Only a fewinches at the inlet and outlet ends were observable. The pipe appearedto be in good condition with no rust or corrosion. Leakage into thevertical section was audible. According to the water plant superintendent,the leakage was occurring at the pipe joint four feet below the top.Flow from the primary spillway was estimated at 2 to 3 gallons perminute. The emergency spillway consists of a notch cut through thenatural overburden of the left abutment. A brush covered fence crossedthe spillway channel. The channel was partially grass covered CL soil.Downstream from the emergency spillway is a shallow valley which drainsthrough the old railroad embankment through a box culvert. New houseshave been built along the north slope of this valley.

d. Geology. A visual inspection of the soils and geology of thedam confirmed the presence of silt-loam soil overlying residual siltyclay soil. Some alluvial sand and gravel are present in the downstream

6

channel below the dam. An outcrop of limestone is present in the rightbank of the downstream channel. The outcrop section consists of approxi-mately six feet of thin bedded limestone with vertical, widely-spacedjoints and open bedding-planes. Ground-water discharge at an estimatedrate of one gpm was observed at one place near the upstream base of thelimestone outcrop. The materials in the foundation and abutments of thedam are unknown. They are anticipated to be alluvial, loessal and/orresidual silty-clay soils overlying limestone bedrock.

e. Reservoir Area. No slides or excessive erosion due to waveaction were observed along the shore of the reservoir. Topography ofthe contributing watershed is characterized by rolling hills. Thevegetation in the watershed is primarily comprised of grassland pastureand meadow.

f. Downstream Channel. The natural channel downstream from theprimary spillway consists of a gravel streambed. Some outcropping ofshale and limestone is visible along the right bank. The stream banksare covered with brush and trees.

3.2 EVALUATION

Maintaining the lake at its present high level with very minimalfreeboard greatly increases the danger of overtopping which could leadto failure of the dam. There is also a serious potential of flooddamages occurring from overflow through the emergency spillway. Additionalprotection is needed along the front face of the dam to prevent furthererosion of the embankment. The growth of trees and brush on the embank-ment needs to be controlled to prevent deterioration of the dam. Seepagebelow the dam does not appear to be a problem; however, it should bemonitored regularly. There were a few small animal burrows observed inthe embankment which should be eliminated to prevent the increase in theanimal population.

7

SECTION 4 - OPERATIONAL PROCEDURES

4.1 PROCEDURES

The pool is normally controlled by rainfall, runoff, evaporation,water usage and capacity of the uncontrolled spillway. During dryperiods of heavy usage, water in the reservoir is maintained at nearprimary spillway level by pumping water into the lake from the LittlePlatte River.

4.2 MAINTENANCE OF DAN

There is no regularly scheduled program for maintenance. Grass andbrush on the embankment is cut periodically as needed. The placement ofadditional riprap on the front face of the dam is planned.

4.3 MAINTENANCE OF OPERATING FACILITIES

No operating facilities are known to exist.

4.4 DESCRIPTION OF ANY WARNING SYSTEM IN AFFECT

There is no existing system or preplanned scheme for warning occupantsof the hazard zone below this dam.

4.5 EVALUATION

One large tree (12 inch diameter) on the front face and severallarger trees on the back slope of the embankment have been allowed togrow. Some areas of minor erosion and a few small animal burrows existon the embankment. If these deficiencies are unchecked, they could leadto deterioration of the dam embankment.

8.

SECTION 5 - HYDRAULIC/HYDROLOGIC

5.1 EVALUATION OF FEATURES

a. Design Data. Design data pertaining to hydrology and hydraulicswere unavailable.

b. Experience Data. The drainage area and lake surface area aredeveloped from USGS Smithville and Nashua Quadrangle Map. The spillwayand dam layouts are from surveys made during the inspection.

c. Visual Observations.

(1) The 48-inch corrugated metal pipe of the principal spillwayappears to be in good condition. There is a leaky joint in the pipeapproximately four feet below normal pool. Although there was no riprapat the outlet of the discharge pipe of the principal spillway, thedischarge channel appeared in good condition with little erosion.

(2) The emergency spillway channel is in good condition with noevidence of erosion at the time of the inspection. There is a brushcovered wire fence across the emergency spillway channel which willcause minor resistance to flows.

(3) Spillway releases will not endanger the integrity of the dam.

(4) There are no facilities available which could serve to drawdown the pool except the 700 gallon per minute water supply pumps.

(5) The principal spillway is located near the center of the damapproximately 50 feet from the centerline of the dam. The emergencyspillway is located in the left abutment.

(6) The road which crosses the watershed above the lake was assumedto have no restrictive effect on flow into the lake.

d. Overtopping Potential. The spillway will not pass the probablemaximum flood without overtopping. 'The probable maximum flood is definedas the flood discharge that may be expected from the most severe combi-nation of critical meteorologic and hydrologic conditions that arereasonably possible in the region. The spillway will pass 20 percent ofthe probable maximum flood without overtopping. This flood is greaterthan the 100-year flood estimated to be 610 cfs developed by a 24-hour,100-year rainfall. According to the recommended guidelines from theDepartment of the Army, Office of the Chief of Engineers, a high hazarddam of small size should pass 50 percent of the probable maximum flood.The portion of the estimated peak discharge of the probable maximumflood overtopping the dam would be 2,760 cfs of the total discharge from

9

the reservoir of 2,960 cfs. The estimated duration of overtopping is5.8 hours at a maximum depth of 1.1 feet over the dam. The portion ofthe estimated peak discharge of 50 percent of the probable maximum floodovertopping the dam would be 1,190 cfs of the total discharge of thereservoir of 1,390 cfs. The estimated duration of overtopping is 3.8hours at a maximum depth of 0.7 foot over the dam. There was evidencethat the silty clay soils observed in the embankment are susceptible toerosion. Prolonged overtapping of the dam would cause erosion whichcould lead to failure. There was no evidence that the dam has beenovertapped in previous years. Failure of upstream water impoundmentsshown on the 1975 revised USGS map would not have a significant impacton the hydrologic or hydraulic analysis.

According to the St. Louis District, Corps of Engineers, the effectfrom rupture of the dam could extend approximately one mile downstreamof the dam. There are six homes and two improved road crossings down-stream of the dam which could be severely damaged and lives could belost should failure of the dam occur.

10

SECTION 6 - STRUCTURAL STABILITY

6.1 EVALUATION OF STRUCTURAL STABILITY

a. Visual Observations. Visual observations of conditions whichaffect the structural stability of this dam are discussed in Section 3,paragraph 3.1b.

b. Design and Construction Data. No design data relating to thestructural stability of the dam were found. Detailed seepage and stabilityanalysis should be performed as required by the guidelines.

c. Operating Records. No operational records exist.

d. Post Construction Changes. The primary spillway shaft has beenextended twice since original construction. Each extension added a 4foot section of pipe to the top of the spillway. As a result, thepresent normal water level is 8 feet higher than the original normalwater level.

e. Seismic Stability. The dam is located in Seismic Zone 1 whichis a zone of minor seismic risk. A properly designed and constructedearth dam using sound engineering principles and conservatism shouldpose no serious stability problems during earthquakes in this zone.

Adequate descriptions of embankment design parameters, foundationand abutment conditions, or static stability analyses to assess theseismic stability of this embankment were not available and therefore noinferences will be made regarding the seismic stability.

II

SECTION 7 - ASSESSMENT/REMEDIAL MEASURES

7.1 DAM ASSESSMENT

a. Safety. The primary concern is the danger of overtopping thedam due to the hydraulic inadequacy of the spillway and to the high lakelevel. Also overflow through the emergency spillway has a potential forcausing flood damage below the spillway. Other observed deficienciesare less serious; however, if unchecked they could develop into poten-tially hazardous problems. These deficiencies are the lack of slopeprotection on the front face of the dam, growth of trees and brush onthe embankment, seepage, and animal burrows in the embankment.

b. Adequacy of Information. Due to the lack of engineering designdata, the conclusions in this report were based only on performancehistory and visual conditions. The inspection team considers that thesedata are sufficient to support the conclusions herein. However, seepageand stability analyses comparable to the requirements of the "RecommendedGuidelines for Safety Inspection of Dams" were not available, which isconsidered a deficiency.

c. Urgency. It is the opinion of the inspection team that immediatesteps be taken to remedy the hydraulic inadequacy of the spillway.Remedial measures of lesser urgency should be implemented as soon aspossible.

d. Necessity for Phase II. The Phase I investigation does notraise any serious questions relating to the safety of the dam or identifyany serious dangers that would require a Phase II investigation.

e. Seismic Stability. This dam is located in Seismic Zone 1.Adequate description of embankment design parameters, foundation andabutment conditions, or static stability analyses to assess the seismicstability of this embankment was not available and therefore no inferenceswill be made regarding the seismic stability. An assessment of theseismic stability should be included as part of the stability analysisrequired by the guidelines.

7.2 REMEDIAL MEASURES

a. Alternatives. The present spillway has the capacity to pass 20percent of the probable maximum flood without overtopping the dam. Inorder to pass 50 percent of the probable maximum flood as required bythe Recommended Guidelines, the spillway size and/or height of dam wouldneed to be increased or the lake level would need to be lowered toincrease storage capacity. The extent and of flooding in the adjacentvalley due to emergency spillway overflows should be investigated. Itis the opinion of the inspection team that the freeboard above thespillway crest is inadequate when compared to current design practices.

12

b. O&M Maintenance and Procedures. The following O&M maintenanceand procedures are recommended:

(1) Erosion protection should be added on the upstream slope ofthe dam to prevent erosion of the embankment material due to wave action.

(2) Due to the existence of the trees and brush on the downstreamslope of the dam, an engineer experienced in the maintenance and designof earthen dams should be retained to recommend procedures to controlthe growth of the trees and establish proper slope protection.

(3) Check the downstream face of the dam periodically for seepageand stability problems. If seepage flows are observed or sloughing onthe downstream embankment slope is noted, the dam should immediately beinspected and the condition evaluated by an engineer experienced indesign and construction of earthen dams.

(4) The existing small animal burrows should be excavated, filled,and compacted under the direction of an engineer experienced in earthendams, and a program of pest control should be established to reduce theanimal population.

(5) An engineering study should be made to determine the severityof potential flooding of new development in the area north of the lakewhich could result from emergency spillway overflows.

(6) Seepage and stability analyses should be performed by a profes-sional engineer experienced in the design and construction of dams.

(7) A detailed inspection of the dam should be made at least everyyear by an engineer experienced in design and construction of dams.More frequent inspections may be required if additional deficiencies areobserved or the severity of the reported deficiencies increases.

13

- PARK DAM

29A

16

VICINITY MAPSCALE IN MILES

HELVELY PARADADANMA LOAIN A

4 CITY SCAE----MILE

LOCATPLATEAPKANSA

6-e~

J~ -------

jake Rem - -

* r

~ .~ K.HELVELY

-Ilir le'PARK DAM

* oo~Crn~ * *~V;

/ %

S HELVELY PARK DAMVICINITY TOPOGRAPHY

A- SCALE IN FEET

-*2000 1000 0 2000 4000

PLATE 2

--SE EP:GEAREA ,--TOE OF SLOPE

FILL PIPES C'-CO I.CC 2 *CC 3+CC 4+CC842 3 642 4 842.3 8425 842 4

SEEPAGE ,h' - -------A-,RE A,. .. ," 8" oi5

I?' 042

EL 840.2 L

\

S -EL 841.1

EMERGENCYsPLL~wA. HELVELY PARK DAM

'I-

INVERTOPE EL. 805.8

/ .----- SEEPAGE AREA

00 4+CC , 5+.o- 6O00 7+00 8C9 (,842 4 842.4 842 4 -842.7 842.8 844.C

4 ROAD a DAM

0 '

\ "-.. PRIMARY SPILLWAY48 INCH DROP INLETEL. 840.0

0-//

WATER SUPPLYSUCTION LINE l Q

PARK DAMWATER TREATMENT PLANT

HELVELY PARK DAMPLAN

7, PLATE 3

WATER SURFACE 20

EL. 840.0

EL 842.4

APPROX

6c

SECTION TAKEN NEAR STATION 6+00( TYPICAL BETWEEN STATIONS 0+00 AND 4 00ALSO BETWEEN 5+40 AND 8+00

20WATER SURFACE --

EL. 840.0

-EL. 842.4APPROX

2.6

~APPROX

SECTION TAKEN NEAR STATION 4180(TYPICAL BETWEEN STATIONS 4+00 AND 5+40)

/ ,

APPROX60

ELL. 823.0

A PPRO X

EL 818.0

HELVELY PARK DAMTYPICAL SECTIONS

PLATE 4

20' 43 16'

EL 845.2 EL. 840.7 EL. 840.2 jEL, 840 4 EL 842.9

SECTION I-ILOOKING DOWNSTREAM)

HELVELY PARK DAMEMERGENCY SPILLWAY

PLATE 5

0

TOE OF SLOPE

EMERGENCYSPILLWAY_ 15 1

HEL VE Y PARK O

I\

9 -0

- --- cLROAD& DAM0i- -

PRIMARY SPILLWAY

LY PARK DAMWATER TREATMENT PLANT

LEGEND

Q PHOTO LOCATION ANDDIRECTION

HELVELY PARK DAMPHOTO INDEX

PLATE 6

IA

PHOTO 1: UPSTREAM FACE OF DAM FROM SOUTHEAST END

PHO0TO-2: CRFST OF DAM FRNOM Soti'lIVAS'I END

PHOTO 3: DOWNSTREAM SLOPE OF DAM FROM SOUTHEAST END

PHOTO 4: UJPSTRr.AM% FACE OF DAN FROM NORTHWFST END

PHOTO 5: CREST OF DAM FROM NORTHWEST END

PHOTO 6: DOWNSTREAM SLOPE OF DAM FROM NORTHWEST END

PHOTO 7: PRIMARY SPILLWAY DROP INLET

PHOTO 8: PRIMARY SPILLWAY CONDUIT OUTLET

PHOTO 9: DISCHARGE CHANNEL BELOW PRIMARY SPILLWAY OUTLET

PHOTO 10: RIGHT BANK OF DISCIIARGE CIIANNEL

PHOTO 11: HIGHWAY DD BRIDGE OVER WILDERSON CREEK BELOW DAM

PHOTO 12: IVMERGENCY SPILLWAY

PHOTO 13: EMERGENCY SPILLWAY CHANNEL CREST

PHOTO 14: EMERGENCY SPILLWAY APPROACH CHANNELj

EHOTO 15: VALLEY BELOW EMLRGENCY SPILLWAY

PHOTO 16: BLACK SLOPE OF DAM ETIRANKILNT

APPENDIX A

HYDROLOGIC COMPUTATIONS

HYDROLOGIC COMPUTATIONS

1. The Soil Conservation Service (SCS) dimensionless unit hydrographand HEC-l (1) were used to develop the inflow hydrographs' (see PlatesA-1, A-2, and A-3), and hydrologic inputs are as follows:

a. Twenty-four hour, probable maximum precipitation determinedfrom U.S. Weather Bureau Hydrometeorological Report No. 33.

200 square mile, 24 hour rainfall inches - 24.5

10 square mile, 6 hour percent of 24 hour200 square mile rainfall - 101%

10 square mile, 12 hour percent of 24 hour200 square mile rainfall - 120%

10 square mile, 24 hour percent of 24 hour200 square mile, rainfall - 130%

b. Drainage area = 169 acres.

c. Time of concentration: Tc = (11.9 x L3iH) 0 "385 = 0.25 hours =15 minutes (L = 0.63 miles = length of longest watercourse in miles, H =104 feet = elevation difference in feet) (2)

d. The soil association in this watershed is mainly Gara-Armster(3).

e. Losses were determined in accordance with SCS methods fordetermining runoff using a curve number of 82 and antecedent moisturecondition III. The hydrologic soil groups in the basin were B and C.

2. Spillway release rates are based on a combination of both thesharp-crested weir equation and the orifice equation and the broad-crestedweir equation.

Combined sharp-crested weir and orifice equation:

Q C 0 (2 R s) H01'5 (C0 = 3.8 to 1.0 - varying with approach

depths and types of flow, R = 2.0 feet = radius of the pipe infeet for the principal spilfway, H is the head on the weir infeet) (2). 0

Broad-crested weir equation:

Q = CLH 1 .5 (C = 2.6, L = 43 to 79 feet for the emergencyspillway, H is the head on the weir in feet).

A-I

I

Discharge rates over the top of the dam are also based on thebroad-crested weir equation:

Q = CLH 1"5 (C = 2.6 to 2.9, L = 270 to 1,030 feet).

3. The elevation-storage relationship above normal pool elevation wasconstructed by planimetering the area enclosed within each contour abovenormal pool. The storage between two elevations was computed by multi-plying the average of the areas at the two elevations by the elevationdifference. The summation of these increments below a given elevationis the storage below that level.

4. Floods are routed through the spillway using HEC-1, modified Pulsto determine the capability of the spillway. Inflow and outflow hydro-graphs are shown on Plates A-1, A-2, and A-3.

(1) U.S. Army Corps of Engineers, Hydrologic Engineering Center, FloodHydrograph Package (HEC-I), Dam Safety Version, July 1978, Davis,California.

(2) U.S. Department of the Interior, Bureau of Reclamation, Design ofSmall Dams, 1974, Washington, D.C.

(3) Mid-America Regional Council, Regional Soils Guide, March 1976,Kansas City, Missouri.

A-2

LLI=

3,00 OFLOW PEAK 3,00 cfs

2,000

('00

00

0

> 840wi

-J 0 6 12 18 24

TIME IN HOURS FROM BEGINNING OF RAINFALL

HELVELY PARK DAMPROBABLE MAXIMUM FLOOD

HYETOGRAPH, HYDROGRAPHSAND STAGE - TIME CURVE

PLATE A-I

INFLOW PEAK z1,600 cfs

1,500

7 OUTFLOW PEAK 1,I400 cf s

1200

1; 900I

u 600

300 I

0

845E PEAK STAGE 843.0

TOP OF DAM ELe842.3

z0

> 840

1 0 6 12 Is 24w TIME IN HOURS FROM BEGINNING OF RAINFALL

HELVELY PARK DAM50% PROBABLE MAXIMUM FLOOD

HYDROGRAPHS ANDSTAGE -TIME CURVE

PLATE A-2

,--INFLOW PEAK: 630 cfs

600

480

360

w

o 240

OUTFLOW PEAK :170 cfs

120

0-

845 PEAK STAGE= 842.1E

Z: -TOP OF DAM EL. 842.3

> 840

-1 0 6 12 18 24LU TIME IN HOURS FROM BEGINNING OF RAINFALL

HELVELY PARK DAM20% PROBABLE MAXIMUM FLOOD

HYDROGRAPHS ANDSTAGE -TIME CURVE

PLATE A-3

0 I

Q c.4 G.

w Go

* . . *c

j 0 .- n 11%

IL w

ur 0

do* .0

A00. a- ldx - -- IN

9- cc

-0 -4 A *.0~w-~r r4 C.J em

i 44a

co ~w w'.Im

IW onr .API ~ - . 0 P-

waa

w -C

0. 0 **

-9 -0, 0 a

0

10 430.

IL ~ '" P- o

00 -C0

c *J .- .

o .- p, V%5

C0 -

a --

4

44

.-4

-COw Ka4 C4 pl - . rn

- 0 4

go.

4K:

CJ.

~ 40

4A (

-C a-C. w

-K -C "i - 'og

9 a.