AD-AL06 303 BLACK AND VEATCH KANSAS CITY MO F/6 13/13NATIONAL DAM SAFETY PROGRAM. FOFFEL LAKE DAM (MO 20494), MISSOU--ETC(U)DEC 80 E R BURTON, H L CALLAHAN DACW43-81-C-O037

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MISSOURI-KANSAS CITY BASIN

FOFFEL LAKE DAM

JOHNSON COUNTY, MISSOURI

MO 204W

PHASE 1 INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM

UINL nmal Ifa m vtn .fg l 4mg,

St. Louis District

PRWE~RD BY: U.S. ARMY ENGINEER DISTRICT. ST. LOUIS

FORn: STATE OF MSSOUMR

DECEMUER 1980

DEPARTMENT OF THE ARMYST. LOuiS 1ISTIICT. claPS of 1ll19118

2?0 TUCKER BOULEVARD NORTHST. LOIS. 013SI0I 3S101

SUBJECT: Foffel Lake Dam, MO. I.D. No. 20494 Phase I Inspection

Report.

This report presents the results of field inspection and evaluation

of the Foffel Lake Dam (MO 20494).

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

Federal Dams.

This dam has been classified as unsafe, non-emergency by the St.

Louis District as a result of the application of the following

criteria:

a. Spillway will not pass 50 percent of the Probable Maximum

Flood without overtopping the dam.

b. Overtopping of the dam could result in failure of the dam.

c. Dam failure significantly increases the hazard to loss oflife downstream.

SUBMITTED BY: SIGNu $fMAY 198!Chief, Engineering Division Date

APPROVED BY: SIGNED 26 MAY 1981Colonel, CE, District Engineer Date

J4Du;tl 'I'

Divai 11" 1 i -i r

A's I 1 ,I/or

DMt(L;,.ir

FOFFEL LAKE DAM

JOHNSON COUNTY, MISSOURI

MISSOURI INVENTORY NO. 20494

PHASE I INSPECTION REPORT

NATIONAL DAM SAFETY PROGRAM

PREPARED BY:

BLACK & VEATCHCONSULTING ENGINEERS

KANSAS CITY, MISSOURI

UNDER DIRECTION OF

ST. LOUIS DISTRICT CORPS OF ENGINEERS

FOR

GOVERNOR OF MISSOURI

DECEMBER 1980

PHASE I REPORT

NATIONAL DA.M SAFETY PROGRA1

Name of Dam Foffel Lake DamState Located MissouriCounty Located Johnson CountyStream Tributary of Clear Fork of Blackwater

RiverDate of Inspection 11 December 1980

Foffel Lake Dam was inspected by a team of engineers from Black &Veatch, Consulting Engineers for the St. Louis District, Corps of Engi-neers. The purpose of the inspection was to make an assessment of thegeneral condition of the dam with respect to safety, based upon avail-able data and visual inspection, in order to determine if the dam poseshazards to human life or property.

The guidelines used in the assessment were furnished by the Depart-ment of the Army, Office of the Chief of Engineers and developed withthe help 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 of the dam would threaten lives and property. The estimateddamage zone extends approximately one and one-half miles downstream ofthe dam. Within the estimated damage zone are two trailer courts withmore than fifteen trailer units, a railroad, a motel and service station.commercial development, more than five residential dwellings, and twohighways. Contents of the estimated downstream damage zone were verifiedby the inspection team.

Our inspection and evaluation indicates the spillway does not meetthe criteria set forth in the guidelines for a dam having the above slzeand hazard potential. The spillway will not pass the probable maximumflood without overtopping but will pass 25 percent of the probablemaximum flood. The spillway will pass the flood which has a one percentchance of occurrence in any given year (100-year flood). The spillwaydesign flood recommended by the guidelines is 50 to 100 percent of theprobable maximum flood. Considering the downstream damage zone and thevolume of water stored in the reservoir, the spillway design floodshould be 100 percent of the probable maximum flood. The probablemaximum flood is defined as the flood discharge which may be expectedfrom the most severe combination of critical meteorologic and hydrologicconditions which are reasonably possible in the region.

Based on visual observations, this dam appears to be in good condi-tion. Deficiencies visually observed by the inspection team were ex-tremely steep upstream slope, erosion and sloughing of the upstream slopeat the waterline due to wave action, erosion of the unlined spillway dis-charge channel at the embankment toe, seepage on the downstream slopenear the toe of the north-south portion of the embankment and animalburrows in the embankment. Seepage and stability analyses required bythe guidelines were not available.

There were no observed deficiencies or conditions existing at thetime of the inspection which indicated an immediate safety hazard.Future corrective action and regular maintenance will be required tocorrect or control the described deficiencies. In addition, detailedseepage and stability analyses of the existing dam, as required by theguidelines, should be performed. A detailed report discussing each ofthese deficiencies is attached.

Edwin R. Burton, PEMissouri E-10137

Har L. Callahan, PartnerBi ck & Veatch

-I

PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM

FOFFEL LAKE DAM

TABLE OF CONTENTS

Paragraph No. Title Page No.

SECTION 1 - 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 7

3.2 Evaluation 8

SECTION 4 - OPERATIONAL PROCEDURES

4.1 Procedures 104.2 Maintenance of Dam 104.3 Maintenance of Operating Facilities 104.4 Description of Any Warning System in Effect 104.5 Evaluation 10

SECTION 5 - HYiDRAULIC/HYDROLOGIC

5.1 Evaluation of Features 11

SECTION 6 - STRUCTURAL STABILITY

6.1 Evaluation of Structural Stability 13

SECTION 7 - ASSESSMENT/REMEDIAL MEASURES

7.1 Dam Assessment 147.2 Remedial Measures 14

TABLE OF CONTENTS (Cont'd)

LIST OF PLATES

Plate No. Title

1 Location Map

2 Vicinity Topography

3 Dam Plan

4 Dam Cross Sections

5 Dam Crest Profile

6 Photo Index

LIST OF PHOTOGRAPHS

Photo No. Title

1 Upstream Face of Dam Looking West

2 Upstream Face of Dam Looking North

3 Crest of Dam Looking South

4 Crest of Dam Looking East

5 Crest of Dam Looking West

6 Crest of Dam Looking West from East End

7 Downstream Face of Dam Looking South

8 Downstream Face of Dam Looking West

9 Upstream End of Spillway Pipe

10 Downstream End of Spillway Pipe

11 Channel Downstream of Spillway Pipe Outlet

12 Ditch Along Downstream Toe of Dam

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Seerage Ared i t Douristredm f L,,dir,

Is Sear \ert1caI Lpstrean, Fdce 1 Len. ie t. Lr4 sm,'dnd Sloughing

Erosion and Slougt.ti cf Lpstream Face -i barn

2C Area 6est cfi Dam Viewed froi Darr

Lo PoLint Along Highay 'est c t Dan

-- Area Downstrem of Highav

APPENDIX

Appendix A - Hydrologic and Hydraulic Analyses

BI BLIOGRAPHY

i. 1 G E.ERA L

i. Author.tv The at.ona1 Lai lnspector, A, .ti " ..- ,"duthorized the Secretary .1 the Armv, through the C-rp-s .! Engineers. t.initiate a program of safety inspection ,, dams thrcugtL.t tLr- [ntelStates. Pursuant to the above, the bLstri~t Engineer c! tne St L..District. Corps of Engineers, dire ted that d satetv .nspe,-t ,L ft tneFcffel Lake Dam be made.

b. Purpose of Inspectioi., The purpse u! the ;nspect;, i, -make an assessment of the general conditiorn of thr danm .itn respectsafety, based upon available data and visual inspect~or,. n rderdetermine if the dam poses hazards tc. human li.fe or property

c. Evaluation Criteria. Criteria used to evaluate the dam uer-furnished by the Department of the Armv, Office o.f the Chief of Engi-neers, in "Recommended Guidelines for Safety Inspection of Dams - Theseguidelines were developed with the help of several Federal agencies dn.,many state agencies, professional engineering organizations, and pr;.'ateengineers.

1.2 DESCRIPTION OF PROJECT

a. Description of Dam and Appurtenances.

(1) The dam is an earth structure located in the valley f. atributary of the Clear Fork of the Blackwater River (see Plate i Th,lake appears to have been formed by the damming of a h.gha% ronstru:t.ur,borrow pit. The watershed is an area of minor topographic relief t .,.hills consisting of about 25 percent grasslands. 50 percent crc-piandb.and 25 percent lake surface area. The dam is approximately I.t35 feetlong along the crest and 20 feet high. The dam crest is about let-,wide. The downstream face of the dam has a nonuniform slope

(2) The spillway is an lS-inch. 40 f.et long ccrrugdtedi metal pip,conduit located near the right end of the embankment. Lett and r;gh"are used herein for directional reference while looKing downstream. .h.flow through the conduit is not controlled. There is n( trast. rai , rheadwall. The spillway outlet channel consists of a uarro -. iiirne ,

section and a relatively flat overflow section.

(3) Pertinent physical data are given in p;:ragrapi 1. i.

b. Location. The dam is located in east-central Juhnson Count',Missouri, as indicated on Plate 1. The lake formed ox. the dam "s .,in the area shown on the United States Geologiil Survey -. minuttseries quadrangle map for Knob Noster, Missouri in Section 1. f 7T.t)\,R24W.

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" aperv ouh tore - Unknown.

j luttt - Lnknown.

4 Urout curtjin - Unknown.

r Ditversion and Reaulating Tunnel - None.

Ivple - lb-.nch corrugated metal pipe.

luvert elevation - 83'2.0 feet m.s.l.

uj teS - None.

Upstream channel - None.

J bounstream channel - Discharges to an eroded ditch locatednrar the toe of the dam and then to a 30-inch concrete culvert throughtne -mbankeent of Highway 50.

erencv Spil wav None.

h~u.lljt tnjLute - None.

A

SECTION 2 - ENGINEERING DATA

2.1 DESIGN

Design data were not available.

2.2 CONSTRUCTION

Construction records were unavailable.

2.3 OPERATION

Operational records and documentation of past floods were unavail-able.

2.4 GEOLOGY

The site for the dam and reservoir is located across a broad shallowswale on a gently sloping hillside. The darn impounds the drainage of asmall intermittent headwater tributary of the Clear Fork of the BlackwaterRiver.

The soils in the area of the dam and reservoir are the Deepwater.Haig and Sampsel soil series. The Deepwater soil series consists ofdeep, moderately well-drained soils formed in residuum from shales onuplands. The Deepwater soils are classified for engineering purposes asML or CL materials. The Haig soil series consists of poorly drainedsoils formed in loess under prairie vegetation on uplands. The Haigsoils are classified for engineering purposes as CL, OL, and CHI materials.The Sampsel soil series consists of poorl%- drained scils on ridgetops(Reference 1).

The bedrock in the area Of the dam and reservoir consists of inter-bedded shale, siltstone, and sanidstone of the Cabiness subgroup, Cherokergroup of the Des Moinesian series of the Pennsylvanian svsteni. Ttre delitt;to bedrtck is not known (Reference2)

.. 5 EVA.LUATION

a . Availability. No enigi neer ing data we re a va i I h Ir.

b. Adeajuac\ No engineering data were avalabtle. IThus , adii ~st--s -ment of the design. construction, and operat ion (ouid not he madeSeepage anid stabilitV dnalyseS comparilble tto the requirements of tht."Re(oinmended Guidelines for Safety Inspection (,I Dams" uere ntot avdii-ar'le, which is considered a def iciency. These seepage and stabilIit\anajlyses should hee purtormed for appropriate loading tondi t ions in~luo-ingK earthquake 1(adds uid.1 made d ma'tri of ret ord

c Validity. The validity of the design, construction, and opera-

tion could not be determined due to the lack of engineering data.

6

SECTION 3 - VISUAL INSPECTION

3.1 FINDINGS

a. General. A visual inspection of Foffel Lake Dam was made on 11December 1980. The inspection team consisted of Edwin Burton, teamleader; Robert Pinker, geologist; Gary Van Riessen, geotechnical engi-neer; Alan Reif, civil engineer; and Paul MacRoberts, hydraulics/hydrologic engineer. The dam appeared to be in good condition. Specificobservations are discussed below. No observations were made of the condi-tion of the upstream face of the dam below the pool elevation at the timeof the inspection.

b. Dam. The inspection team observed the following conditions atthe dam. No cracking, sliding, or other signs of settlement or insta-bility were observed. However, the upstream slope of the embankment issteep and some minor sloughing on the upstream face has occurred as aresult of undercutting by wave action. No instruments to measure theperformance of the dam were observed.

A seepage area was observed on the downstream slope of the embank-ment near the toe. Wet soils and standing water have provided an areafor cattail growth. Clear flow of less than I gpm was observed at thelower end of the seepage area. No toe drains or relief wells wereobserved.

The dam crest has a mowed grass/weed cover with some worn spots,probably due to foot and vehicle traffic. Wave action erosion wasobserved on the upstream slope. There is no riprap protection on thisdam. The ditch leading from the 18-inch corrugated metal pipe conduitspillway is cutting into the toe of the embankment.

Two or three small trees, 1-inch diameter or less, are growing onthe embankment. A few small animal burrows were observed on both theupstream and downstream faces.

No evidence was found to indicate that the embankment had ever beenovertopped.

There was evidence that a maintenance program was in effect whichincludes mowing of the crest grass/weeds and the cutting of small treeson the embankment.

c. Appurtenant Structures. The inspection team observed thefollowing items pertaining to the appurtenant structures. The spillwayis an 18-inch corrugated metal pipe conduit located near the right endof the embankment with no control mechanism. There was evidence oferosion in the unlined spillway discharge channel downstream of thespillway. The spillway was considered to be in good condition. It

should be noted that an abnormally large spillway discharge would pro-bably cause damage to the embankment in the vicinity of the spillway.

There was no development in the spillway area which would sufferdamage due to flow through the spillway.

d. Geology. The soil in the area around the dam and reservoirconsists of silty clay. The soils were visually classified as CL ma-terials.

No rock outcrops were observed. It is anticipated the foundationand abutments consist of either shale or silty clay. The depth tobedrock could not be determined.

Auger samples of the materials in the embankment were taken with anOakfield sampler near the downstream crest of the embankment. Thematerials in the sample were visually classified for engineering purposesas ML and CL materials. Based on these samples, it is surmised that theembankment is constructed of materials similar to those in the samples.

e. Reservoir Area. No slumping or slides of the reservoir bankswere observed. The watershed for the lake is primarily cultivatedagricultural land. The contributing watershed was not particularlychannelized. Some small ditches were observed. The contributing areawas essentially clear of debris and trees. Some brush was observedalong the east watershed boundary. The lake was noted to be clean withno siltation.

f. Downstream Channel. The spillway discharges to a channel whichenters a 30-inch concrete culvert under U.S. Highway 50. The naturalchannel downstream from Highway 50 is relatively clear, although theoverbanks have extensive brush and tree growth. Large flows passing thedam would probably overflow the highway at its low point which is approxi-mately 1,000 feet west of the dam.

3.2 EVALUATION

The various deficiencies observed at the time of the inspection arenot believed to represent an immediate safety hazard. They do, however,warrant monitoring and control.

,he potential for sloughing, erosion, or sliding of embankmentmaterial is enhanced by the presence of the relatively steep side slopesand the lack of erosion protection on the upstream face.

The growth of trees and brush, if allowed to go unchecked, couldcause deterioration of the embankment. The roots of trees can loosenthe embankment material and leave voids through which water can pass.

.i

The area of seepage on the downstream slope which was observedshould be monitored regularly for quality and quantity. Seepage cancause internal erosion creating cavities and underground channels,thereby weakening the embankment and/or abutments.

The eroded unlined discharge channel at the embankment toe near theright abutment should be repaired and protected against further erosion.

The absence of riprap on the upstream slope of the dam has resultedin wave action erosion. If not corrected wave action will continue toerode the embankment and could lead to slope stability problems.

Burrowing animals will continue to damage the embankment if aprogram is not undertaken to eliminate them. Piping failure of embank-ments have resulted from damage caused by burrowing animals.

9

SECTION 4 - OPERATIONAL PROCEDURES

4.1 PROCEDURES

The pool is primarily controlled by rainfall, runoff, seepage,evaporation, transpiration, and capacity of the uncontrolled spillway.

4.2 MAINTENANCE OF DAM

There was evidence that maintenance has been performed which in-cludes the mowing of the crest grass/weeds and the cutting of smalltrees and brush.

4.3 MAINTENANCE OF OPERATING FACILITIES

No operating facilities exist.

4.4 DESCRIPTION OF ANY WARNING SYSTEM IN EFFECT

There is no existing warning system or preplanned scheme for alert-ing downstream residents for this dam.

4.5 EVALUATION

A maintenance program should continue to include mowing the grasscover and cutting small trees and brush on the embankment in order todiscourage animal burrowing.

10

SECTION 5 - HMDRAULIC/HYDROLOGIC

5.1 EVALUATION OF FEATURES

a. Design Data. No design data were available.

b. Experience Data. The drainage area and lake surface area aredeveloped from the USGS Knob Noster Quadrangle Map. The dam layout isfrom a survey made during the inspection.

c. Visual Observations.

(1) The spillway appears to be in good condition. The lake levelat the tim, of the inspection (El. 831.6) was below the spillway invertlevel. There were no obstructions to flow in the immediate downstreamchannel. The spillway discharge enters a 30-inch concrete highwayculvert immediately downstream from the dam's toe near the center of thedam.

(2) There is no emergency spillway for this dam.

(3) Spillway discharges may endanger the integrity of the dam inthe immediate vicinity of the spillway.

d. Overtopping Potential. The spillway will not pass the probablemaximum flood without overtopping the dam. The probable maximum floodis defined as the flood discharge that may be expected from the mostsevere combination of critical meteorologic and hydrologic conditionsthat are reasonably possible in the region. The spillway will pass 25percent of the probable maximum flood without overtopping the dam. Thespillway will pass the one percent chance flood estimated to have a peakoutflow of 5 cfs developed by a 24-hour, one percent chance rainfall.According to the recommended guidelines from the Department of the Army,Office of the Chief of Engineers, a high hazard dam of small size shouldpass 50 to 100 percent of the probable maximum flood. Considering thedownstream hazard and the volume of water stored in the reservoir, theappropriate spillway design flood should be 100 percent of the probablemaximum flood. The portion of the estimated peak discharge of 50 percentof the probable maximum flood overtopping the dam would be 77 cfs of thetotal discharge from the reservoir of 85 cfs. The estimated duration oiovertopping is 8.5 hours with a maximum height of 0.8 feet. The portionof the estimated peak discharge of the probable maximum flood overtoppingthe dam would be 820 cfs of the total discharge from the reservoir of830 cfs. The estimated duration of overtopping is 10.7 hours with amaximum height of 1.6 feet. The embankment could be jeopardized shouldovertopping occur for these periods of time.

According to the St. Louis District, Corps of Engineers, the effectfrom rupture of the dam could extend approximately one and one-half

11

miles downstream of the dam. Within the defined damage zone are twotrailer courts with more than fifteen trailer units, a motel and servicestation, a railroad, commercial development, more than five residentialdwellings, and two highways. These various facilities could be severelydamaged and lives lost should failure of the dam occur. Contents of theestimated downstream damage zone were verified by the inspection team.There does not appear to be any flood plain regulations or other con-straints in force to limit future downstream development.

12!

SECTI. - STRLCTL'KM, S'AhLITY

I EVALLKUA-,N OF STRUCTUkAL STABILITY

a. Visual Observations. Visual otservations oi conditions- whichaffect the structural stability of this dan: are discussed in Section 1,paragraph 3.11'.

V. Designanid Construction Data. Nc design data relating tc thestructural stabi lity of the dam, were found. Seepage and stabilityanayses comparable tu, the requirements ( f the "Recommended Gudel inestor Safety lnspection of Dams' were not ava1lai le. whicl is considered adeficiency.

. O)perating Records. No operational records exist.

d. Postconstruction Changes. It is not known whether or not anychanges have been made to the dam subsequent to its construction.

e. Seismic Stability. The dam is located in Seismic Zone I whichis a zone of minor seismic risk. A properly designed and constructedearth dam using sound engineering principles and conservatism shouldpose nc serious stability problems during earthquakes in this zone. Theseismic stability of an earth dam is dependent upon a number of factors:embankment and foundation material classifications and shear strengths:abutment materials, conditions, and strengths; embankment zoning, andembankment geometry. Adequate descriptions of embankment design para-meters, foundation and abutment conditions, or static stability analysesto assess the seismic stability of this embankment were not availableand therefore no inferences will be made regarding the seismic statility.An assessment of the seismic stability should be included as part of thestability analysis required by the guidelines.

1 3

SECTION - - ASSESSMENTREMEDIAL MEASURES

I DAM. ASSESSMENT

J. Safety. Several condit..ns observed during the visual inspec-tion by the inspection team should be monitored and/or controlled.These are erosion or. the upstream slope, erosion of the unlined spillwadischarge channel at the emnankment toe near the right abutment, theseepage :rea on the downstream slope, and animal burrows in the embank-ment. Seepage and stability analyses comparable to the requirements ofthe "Recommended Guidelines for Safety Inspection of Dams" were notavailable, which 1 considered a deficiency.

b. Adequacy of Information. Due to the absence of engineeringdesign data, the conclusions in this report were based only on perfor-mance history and visual conditions. The inspection team considers thatthese data are sufficient to support the conclusions herein. 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 aprogram should be developed as soon as possible to implement remedialmeasures recommended in paragraph 7.2b. If the safety deficiencieslisted in paragraph 7.1a are not corrected, they will continue to de-teriorate and lead to a serious potential of failure. The item recom-mended in paragraph 7.2a should be pursued on a high priority basis.

d. Necessity for Phase IT. The Phase I investigation does notraise any serious questions relating to the safety of the dam nor doesit identify any serious dangers which would requite a Phase I investi-gation. However, the additional analyses noted in paragraph 2.5b arenecessary for compliance with the guidelines.

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 were not available and therefore no infer-ences will be made regarding the seismic stability. An assessment ofthe seismic stability should be included as part of the recommendedstability analysis.

7.2 REMEDIAL MEASURES

a. Alternatives. The spillway size and/or height of the dam wouldneed to be increased or the lake level would need to be permanentlylowered to increase available flood storage to effectively pass therecommended spillway design flood.

'4

-_ -

b. Operation and Maintenance Procedures. The fl.o:ng oterdtli-rand maintenance procedures are recommended and should be carried ,t;',under the direction of a professional engineer experience ir, th- desig.,,construction, and maintenance of earth dams.

(1) Riprap should be placed on the upstream tace of the dam to atelevation above normal lake level to prevent wave induced ercsiun of theembankment material.

(2) The seepage area noted during the visual inspection should heclosely monitored and documented as to quantity and quality cf ,Any significant changes should be evaluated.

(3) A maintenance program to remove and control the growth cfbrush and trees on the embankment should be continue,". Grass/ueed coveron the embankment should be cut periodically.

4) The spillway discharge ditch on the downstream slope of theembankment near the right abutment should be repaired. A paved ditch orother means of protection may be required to control the concentratedrunoff.

(5) The animal burrows in the embankment should be corrected sincethey contribute to the occurence of piping. Control measures should beimplemented under the direction of a qualified engineer to discourageanimal activity in the area. The embankment slope should be monitoredduring this repair.

(6) Seepage and stability analyses should be performed.

(7) A detailed inspection of the dam should be made periodically.This inspection should include measurement of seepage flows and analyzingwater samples taken from the seep and lake. The findings of theseinspections should be documented and made a matter of record. Morefrequent inspections may be required if additional deficiencies areobserved or the severity of the reported deficiencies increase.

15

FOFFELLAKE

DAME

MISSOURI

VICINITY MAPSCALE IN MILES

100 0 100 2;0

FF

50N FOFFEL LAKEFDAM

PAKE T>-

__KNOB JNOSTE

" PARK WHITEMANSTT AKAIR FORCE (

,, __ BA SE

Jy

FOFFEL LAKE DAM~LOCATION MAP

,I 0 1 2 3 4 5

PLATE I

IN'W A S H I N G T 0 N*15

- FOFFEL LAKE DAM 1

- V. WATERSHED AREA-

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FOFFE. LAKE LEVEL ATTIME OF INSPECTION~ EL 631 6

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NOTE CROSS SECTION TAKEN AT STATION 90 "TEO LP

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FOFFOFFE LAKE DAML ATIDAM CROS SECTIONSON

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PLATE 6

i'i1Oi') I'UPS'lREMIl FACE OF DAM LOOK ING WLS'u

PH10T0 3: CREST OF DAM LOOKING SOUTH

PIOT)UO RExiSl O F 1)AN 11)0K 1NC EAST

PHO'IUO 5: CREST OF DAM LOOKING WEST

PHOTO fi: CREST OF DAM LOOKING WEST FROM FAST END

P11010 / 1WNSTREAM FACE OF DAM LOOKING SOUTH

lllkd N,;IPI.Al FACVI: 1),\' D A L OKIM; WEis'

I'1iO1~ 9 U P S'REI>\ END OF SP~I LLWAY 11 1 IT

IH'WI I I0: IOWWN!'IREAM~ END OF SPI LLWAY 11I P1,

i'IiOO II CIIVNNE1. DOWJNSTREAM' OF SPF 11.1 LAY I'll IT OF, i

I I \ i

PHOTlO 1j : oUTLET FROM HIGHWAY CULVERT

PHOTO 16: AREA DOWNSTREAN OF HIGHWAY C'UL1VERT

PHOrTO 17: SEEPAGE AREA AT DOWNSTREAM TOE OF DAM

PHOTO 18: NEAR VER'I CAL UPSTREAM FACE1 OF DAM DHFi 10F ktAND SLOUCHTIG

PHOT1O 19: EROSION AND SL.OUCH ING OF UPSTREAM FACE OF D)AM

P1o10 -1 0: AREA WEST 01F DAIM V IEWED FRo0,l I)AM

PI ILYIT 21: LoW POI NT Al.)NC; HII ;WAY OFS DXil

APPENDIX A

HYDHURC)IG ANI 1{YDKALLI C ANALYSES

1, IVt t. titt t I ir .",t.I- 'pl.I ix pitAellt I. I " tI i~tl I fig S 6(re pe -

ui.. hv.Ir(-traI 1- 1 ev v uI the I fit ,6~ hvd rt-grapt. T he nt s.' I ruivdro -ra sSI tirt, rollt c, t t: ,u ght t-t ervtI r ant: sp.i Iil\,t. Tile over-

oJpl :ig .. ia * i I a rt I. rm i id us i. the ' c omput 1, rogram HEci -1I Dam'aht \r. I i kt Irlie I I

tit- P'i. .a c .Itr"ni v* r, n, :ei.eI ,j r prepare!l t,\ t tet Na L 1otia

Ieu~i I t . veI - lo I. apl .ed Till -JI II a. IS . r I I)'t 10!1 or-.nt tvu PMl1 s. rrr In t t t rm Iried I ,( o td Iitg t. te tit rot. diures ou~tiiiiedi

, an11, LM I I (, - -- , , I I .1te I it v~.et Sp rrigs,, M is sour II d1.15 I t t it ht I k I t11 it e r%, 1 .... iur durdt ion , as provi deLj

!\ Ih~ t ois List . t o I ot Haguetrs it.ds is e0 hVe thc ontelirell! .III . t, pr(t'dt i\ I i 6ass routed tthrougli the resero r-,, a -dri d

I-hit svt fth, t r, Lit t yd r, g rasph f t the i..at er sted wa s developed byLtit- omp ut ver j' rog rm Mits I g thte S c i Lorse rN.-dt 1oil Se rv ice SCS ) met hodk*IV.-trefil.s . and I I Ine fI oileft rit i oi (1 T c6- determined usinghe- "kirpich" t 'rmui .i arid ve r1iie bY\ t tie SCS arid Navy methods. The

pa rrimetcr , I ,r tie ui It hivd o gr aph I r,- stioti. I.Ii lab Ie I

"the- S( ti ure riumte :- i C me t hmi wa s used i ci omputL ng t he Inif iI -~r a ',il. I os&e s I (,r .he raintitII -ruriot f reitIa titon,, Ip 1 The CN values.St! .Aid t he resu' t I roum the comllputevr out put, are showrn Tabl

T i-r cst-r-, i I rout fig %. ds e r f ormed us Iin tite mod 1 f i ed pu Is mtitthodt- rt ii ail reser\v i r co levatioli ttr the routin1g of cacti storm uas

,Ivter.rrle, toIeaei tt tthe itilet. invert cjevati(rt (f the spill--i\ ait v I eatI il s 1 t I et. II s I , n a( co(rdairct- %,i tit antecedent stormiurl :i t rs AM,* I rid AM III ptrtc edirig, the ()ite pert-it protiabi Iity and

h. e nl~dAimu 111111tr .'- (711 - ut I m ed b\yt tit-L S. Arm\ Cturps o-f Lng ineerS,~t :,s 11is t r I t et vrt nce - , Trie hvd rauIcI apa c itv\ of tit, sp i IlIwav,it it te otr.s t, aptal .t I t he resecrv-i r 6ere, def ined by the e levat ion,S.11 .l, tI I c ' t I. raxv , and d I sci., ry(e re I at 1 onstii ps shown i t ah v

t-e r It L ig ii r' I hie Sy i I \ is Shown Ii Ta 1.1t, I c Thlt t lo~I\ tics r~ '. t he 1*. 1 rIs l e t e riin IIt U usi g thev li v - , et. t , tn, c rest

-I , III, a I (1 t the Hlt - 1Ir og rant Tht' p'rograml assumres

Ie t. . I ths ru-t 1li . arlalv sI - in -IcIa te' I that I . I (e I It tI t[ ! -vf rI t j hcis arni

sunM.sI t, is st t~ .r. d I f v. erert raio ohI ( t tie- PMI

The computer input data and a summary of the output data are pre-sented at the back of this appendix.

A- 2

TABLE I

SYNTHETIC UNIT HYDROGRAPH

Parameters:

Drainage Area (A) 47 acres

Length ot Longest 0.22 milesh.atercourse (L)

Elevation Difference in 83 feet6ateished (H)

Lag Tinte (L ) 0.05 hoursg

Time of concentration (I 0.08 hoursC

Duration (D) 0.7 min.(use 5 minute intervals)

Time Mn.i ii Discharge (cfs

0 05 388

10 14315 3320 725 7

From HEC-l (omputer output

FOFUMILAS tSED:

11 .9 P /H0.385

. = (0.t, T

b - (.13 1

Cl i l I * ' - - "l n l

TABLE 2

RAINFALL-RUNOFF VALUES

Selected Storm Storm Duration Rainfall Runoff Loss

Event (Hours) (Inches) (Inches) (Inches)

PMP 24 32.76 32.14 0.62

1% ?robability 24 7.49 5.96 1.53

Additional Data:

1) The soil associations in this watershed are Norris, Deepwater,Sampsel, Snead, and Haig (Reference 1).40 percent of drainage area in hydrologic soil group C.60 percent of drainage area in hydrologic soil group D.

33 percent of the land use was grassland.67 percent of the land use was cropland.

2) SCS Runoff Curve Ch = 95 (ANC II1) for the PMff.3) SCS Runoff Curve CN = 87 (AMC 11) for the one percent

probability flood (Reference 8).

TABLE 3

ELEVATION, SURFACE AREA, STORAGE, AND DISCHARGE RELATIONSHIPS

Elevation Lake Surface Lake Storage Spillway

tfeet-MSL) Area (acres) (acre-ft) Discharge (cfs)

:32. 0 10.3 48 0

834.6 15.1 80 7.3

*SpiIllay Pipe Inlet Invert Elevation.,Top of Dam Elevation

The relationships in Table 3 were developed from the Knob Noster,Missouri 7.5 minute quadrangle map and the field measurements.

A-4

TABLE 4

SPILLWAY RATING CURVE

Reservoir SpillwayElevation (ft-msl) Discharge (cfs)

*832.0 0832.9 2.5833.7 5.0834.6 7.3

*Spillway Inlet Invert Elevation-''Top of Dam Elevation

METHOD USED:

Spillway release rates were determined by nomographs for corrugatedmetal pipe culverts with inlet or outlet control (Reference9).

TABLE 5

RESULTS OF FLOOD ROUTINGS

Depth DurationRatio Peak Peak Lake Total Peak (ft.) Over Topof Inflow Elevation Storage Outflow Over Top of DamPMF (cfs) (ft.-msl) (ac.-ft.) (cfs) of Dam (hrs.)

0 *832.0 48 0 - --

0.25 328 834.3 76 7 0 0

0.50 656 835.4 91 85 0.8 8.5

1.00 1,312 836.2 105 830 1.6 10.7

*Spillway Inlet Invert Elevation

A-5

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BIBLIOGRAPHY

(1) U.S. Department of Agriculture, Soil Conservation Service, SoilSurvey of Johnson Countv, Missouri.

(2) Mary H. McCracken, Missouri Division of Geological Survey, GeologicMap of Missouri, 1961.

(3) U.S. Army Corps of Engineers, Hydrologic Engineering Center, FloodHydrograph Package (HEC-l), Dam Safety Version, July 1978, April1980 Modification, Davis, California.

(4) U.S. Department of the Army, Corps of Engineers, Seasonal Variationof the Probable Maximum Precipitation East of the 105th Meridianfor Areas from 10 to 1000 Souare Miles and Durations of 6, 12, 2-.and 48 Hours, Hydrometeorological Report No. 33, Reprinted October1967, Washington, D.C.

(5) U.S. Department of the Army, Corps of Engineers, Standard ProjectFlood Determinations, Civil Engineer Bulletin No. 5k-S, EM 1110-2-1411, Revised 1965, Washington, D.C.

(6) U.S. Department of Interior. Bureau of Rejlamation, Design cf SmallDams, 1974, Washington, D.C.

(7) U.S. Army Corps of Engineers, St. Loui [Listrict. Hydrologic,Hydraulic Standards, Phase I Safety inspection c.f Non-Federal Dams,12 December 1979.

(8) U.S. Department of Agriculture, Soil Conservation Service. NationalEngineering Handbook, Section , Hvdrol o, August 1972.

(9) U.S. Department of Commerce, Bureau of Public Roads, HydraulicEngineering Circular No. 5, Hvdrauiic Charts for the Selection cfHighway Culverts, December, 1965.

.1) ATE