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T1hin report wa.9 prepared tinder ',he National Program of Tnspection of'N' r,-Federal Dams. Thim report assesses the general condition of the 1IM ir-nport n sfty, apse hnaaiar e to t huandlf or property.ecionr..rmpe if afey aPses onavailbl dat huandlf o pisalpneertyo.

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WOLT'S LAME DAM

ST LOUIS COUNTY, MISSOURI

PHASEV 1 NYSPECTION REPmORT

NATIONAL DAM SAFETY PROGRAM

"no o 6-8-8

St. Louis District

PREPARE BY: U.S. AMMY ENCIMN DISTRICT. ST. LOUIS

FOR: STATE OF MISSOURI

NOvElMimR low

DEPARTMENT OF THE ARMYST. Lio USTIT. cn F 1141111118

210 TUCKER BOULEVARD. NORTHST. LIS. 1IlS0I 63101

SUBJECT: Dam Phase I Inspection Report

This report presents the results of field inspection and evaluation ofthe Holt's Lake Dam (MO 11105).

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:

a. Spillway will not pass 50 percent of the Probable MaximumFlood 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 of lifedownst ream.

SUBMITTED BY: SIGNLU 7 MAY *81Chief, Engineering Division Date 4

APPROVED BY SIGNED IMAY 1981Colonel, CE. District Engineer Date

II

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HOLT'S LAKE DAMI

ST. LOUIS COUNTY, MISSOURI

MISSOURI INVENTORY NO. 11105

PHASE I INSPECTION REPORT

NATIONAL DAN SAFETY PROGRAM

PREPARED BY:

BLACK & VEATCHCONSULTING ENGINEERS

KANSAS CITY, MISSOURI

UNDER DIRECTION OF 4

ST. LOUIS DISTRICT CORPS OF ENGINEERSa

FOR

GOVERNOR OF MISSOURI

N 1NOVEMBER 1980

i 1

PHASE I REPORT

NATIONAL DAM SAFETY PROGRAM

Name of Dam Holt's Lake DamState Located MissouriCounty Located St. Louis CountyStream Tributary to Caulks CreekDate of Inspection 18 November 1980

Holt's Lake Dan 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 an intermediate size dam with a high downstreamhazard potential. According to the St. Louis District, Corps of Engi-neers, failure would threaten lives and property. The estimated damagezone extends approximately two miles downstream of the dam. Within theestimated damage zone are four dwellings, a railroad, and a highway(CC). Contents of the estimated downstream damge zone were verified bythe inspection team.

Our inspection and evaluation indicates the spillway does not metthe criteria set forth in the guidelines for a dam having the above sizeand hazard potential. The spillway will not pass the probable maximumflood without overtopping but will pass 15 percent of the probable maxi-mum flood. The spillway will pass the flood which has a one percentchance of occurrence in any given year (100-year flood). The spillwaydesign flood recomended by the guidelines is 100 percent of the probablemaximum flood. The probable maximum flood is defined as the flooddischarge which may be expected from the most severe combination ofcritical meteorologic and hydrologic conditions which are reasonablypossible in the region.

Based on visual observations, this dam appears to be in satisfac-tory condition. Deficiencies visually observed by the inspection teamwere erosion on the downstream left and right interfaces between the3embankment and abutments, erosion on the upstream right embankment-abutment interface, and an upsiope road cut on upstream face which is

1[

beginning to slough. Other deficiencies observed include trees on bothslopes of the embankment, animal burrows on both slopes, erosion in thearea of the spillway's inlet and outlet, and an eroded ditch near the(toe of the dam. Seepage and stability analyses required by the guide-lines 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

- Harry. Callahan, PartnerBlac & Veatch

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PHASE I INSPECTION REPORT

NATIONAL DAM SAFETY PROGRAMHOLT'S LAKE DAM

TABLE OF CONTENTS

Paragraph No. Title Page No.

SECTION 1 - PROJECT INFORMATION

1.1 General 1

1.2 Description of Project 1

1.3 Pertinent Data 2

SECTION 2 - ENGINEERING DATA

2.1 Design 52.2 Construction 5

2.3 Operation 5

2.4 Geology 5

2.5 Evaluation 5

SECTION 3 - VISUAL INSPECTION

3.1 Findings 7

3.2 Evaluation 8

SECTION 4 - OPERATIONAL PROCEDURES

4.1 Procedures 10

4.2 Maintenance of Dam 10

4.3 Maintenance of Operating Facilities 10

4.4 Description of Any Warning System in Effect 10

4.5 Evaluation 10

SECTION 5 - HYDRAULIC/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 14z 7.2 Remedial Measures 15

TABLE OF CONTENTS (Cont'd)

LIST OF PLATES

Plate No. Title

1 Location Map

2 Vicinity Topography

3 Dam Plan

4 Dam Cross Section

5 Dam Crest Profile

6 Photo Index

LIST OF PHOTOGRAPHS

Photo No. Title

1 Upstream Face of Dam

2 Upstream Face of Dam Looking West

3 Crest of Dam

4 Crest of Dam Looking West

5 Downstream Face of Dam

6 Downstream Face of Dam Looking West

7 Inlet End Spillway Pipe

8 Outlet End Spillway Pipe

9 Concrete Chute Downstream of Spillway Pipe

10 Concrete Chute Looking Upstream

11 Overview of Construction Road

12 Construction Road on Upstream Face of Dam

.1ii | | | | | | | | ||| |

TABLE OF CONTENTS (Cont'd)

5 Photo No. Title

13 Construction Road Cut on Upstream Face

14 Grout Hole in Construction Road

15 Erosion of Upstream Face Above Spillway Pipe

16 Undercutting of Spillway Pipe near Outlet

17 Erosion of Upstream Face at Left Abutment

is Erosion of Downstr.tm Face at Right Abutment

19 Erosion of Downstream Toe of Slope

20 Overview of Erosion of Upstream Face near Right End

21 Closeup of Erosion of Upstream Face near Right End

22 Erosion and Riprap below Drain Pipe Right Abutment

23 Animal Burrow on Downstream Face

24 Downstream Hazard in Valley below Dam

APPENDICES

Appendix A - Hydrologic and Hydraulic Analyses

Appendix B - Grouting (tperations

SECTION 1I 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 of theHolt's Lake Dam be made.

V Prpoe o jInpection. The purpose of the inspection was to

make an assessment of the general condition of the dam with respect tc,safety, 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 Engi-neers, in "Recomenided Guidelines for Safety Inspection of Dams." Theseguidelines were developed with the help of several Federal agencies andman% state agencies, professional engineering organizations, and private

ergnecrs

DESCRIPTION of Pk~uJEC'!

d escrij'tiorn cf Dam and Api 9rtenances.

Itif dlam is1 an earth structure located in the valley of a.ributar% (.1 .4tilks Creek (see Plate 1). The watershed is an area oif.. . 6s~itt. relatively steel, slopes consisting of about 10 percenturtadrl Irveiopmelt and 4.0 percent wooded land. The dam is approximately,.,% feet ltng dicing the, (rest and 4' feet high. The dam crest is about

-- f I'le A -'-foc,t wide asphaltic pavement road is located alongthe rest AI the dJan, The upstream slope of the embankment varies f rom

* t, fert horizonital to I-foot vertical. The downstrea, slopefrifes f ro (,a to (,-( feet ho r izon tal t o I-ftoot ve r tic alI.

The spi ili-c is a 1-inch diameter corrugated metal pipe which.~reprnrtei' t, have (on( rete collars The spillway is located near the

*.-t! cf-,.t t e ladm anid dis(hirges to ad oncrete chute on the downstreamTfIttit '14m .eft and right are used herein to define direction

-. ;CI a lil 41--wfis tr Pam~ The flow f rom the cbute is directed to ani. riel 1 It t anid % u( ont r(,IlIed

Prrt ,rarrt F-hvs i c d data a re g iven 1it pa ragraph 1 .

b. Location. The dam is located in westcentral St. Louis County.Iissouri, as indicated on Plate 1. The lake formed by the dam is shown,)n the United States Geological Survey 7.5 minute series quadrangle mapafor Chestertield, Missouri. in Section 17 of T4SN. RO4E.

L. Size Classification. Criteria for determining the size (lassi-tiCation of dams and impoundments are presented in the guidelines reter-enced in paragraph l.l above. Based on these criteria, the dam andimpoundment are in the intermediate size category. An intermediate sizedam is klassified as having a height less than 100 feet, but greaterthau t.r equal to 40 feet and/or a storage capacity less than 50,000acre-teet, but greater than or equal to 1,000 acre-feet

1i Hazard Classification. The hazard classification assigned bythe Corps of Engineers for this dam is as follows: Holt's Lake Dam hasd high hazard potential, meaning that the dam is located where failuremay (ause loss of life, and serious damage to homes, agricultural,industrial and commercial facilities, and to important public utilities.main highways. or railroads. For Holt's Lake Dam the estimated flooddamage zone extends approximately two miles downstream of the dam.6ithin the estimated damage zone are four dwellings, a railroad, and onehighway (CC). Contents of the estimated downstream damage zone wereverified by the inspection team

e. OwnershJp. The dam is owned by the Chesterfield Lakes Home-owner's Association, ' Mr. Uilliam Roberts, 151b Chesterfield,Chesterfield, Mo. 63017.

f. Purpose of Dam. The dam will form a l'.5-acre lake used forrecreation.

g. Design and Construction History. Data relating to the designand construction were not available. According to the developer. Burton-[uenke Construction Company, the dam was constructed in 1973

h. Normal Operating Procedure. Normal rainfall, runoff, trans-piration, evaporation, and overflow through the uncontrolled spillwaywould all combine to maintain a relatively stable water surface eleva-

tion. The reservoir pool has not reached the spillway elevation sincecompletion of the dam.

1.3 PERTINENT DATA

a. Drainage Area - 259 acres

b. Discharge at Damsite.

2

Dist hrg.. at the dahiteIs1 thi..ust a W(--'~ b *l'amwt4'.rrujisted owtal pipe

H!stiated experiente1 maximum tloott it 4*oiU.tr - knbklobia

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SECTION 2 -ENGINEERING DATA

_1 DESIGN

The dam was designed by the firm of Volz Engineering and Surveying,lnL. They provided hydrologic and hydraulic calculations for the spill-

%av. a contour map of the dam and reservoir site, and a report ongrouting operations.

COWNSTRUjCTIO)N

Lonstruction records were unavailable. According to the developer,hurton-Duenke Construction Co., the damn was constructed in 1973.

- oPEkAT IoN

Operational records and documentation of past floods were unavail-

The stt. ,I the (Jam anld reservoir is located in a ioderately-deepsteep-sided %*&Ile% between twc., ridges. The dam impounds a small. inter-

mitentt t it'tArv ,t Caulk's ureek.

Put-,iLbled information was not available on the soils in the area ofttr das andl rrberv4(Lr The bedrock consists of limlestone of the burlingtonfruit ion -I the 'sbae Series of the 4jlsssippian System. According to

ihr.tter it, Appendix h. the reservoir is seeping through a zone ofwealcurbs that exstends hentratti the reservoir parallel and upstream of theJam The breejag traveist throuuh 4 horizontal feeder system and exitsAt A Spt iu11 .,iAted at caulk % Lreek The Contractor has attempted toStout these horizuntai fe-eders, and the grouting has apparently decreasedthe seepage Additinal gro'uting me% tie done if seepage quantities,it 1fdst after tthe reservoir is filled Since the seepage is throughthe ftedr- IL. .t shui~ n( t present a hazail ti the embankment

[A FALIAT 1'VA

4% Acd., , .1 k soee engineering data were avaiabale Represent&-1 , , the Irtisgs feigiIei &I~. 'onsttruttIion co~isrv were present

lut 1, tie , nspe, t -i*.. anti answeted 4ursl" 'kts

t Adieudua\ fiagaterring lats available included hvdrooi%hv~t au I *a ui at isaai ftr thse spi ,I a%. and storage-elevat ion curves,The fl', g.hydrauaii dersigs does icot meet the criteria established tV%t the Lc, jte. *,e No embannt 'desigi )r kcastruu tlots d~sta were A%41 latle

hu% a(, Absebainmt if the ueanmemat debs g., coast ruc t*'a.1. and 'operat a 'u

(ould not he made Seepage and stability analyses comparable to therequirements of the "Recommended Guidelines for Safety Inspection ofDams" were not available, which is considered a deficiency. Theseseepage and stability analyses should he performed for appropriateloading conditions (including earthquake loads) and made a matter ofrecord.

c. Validity. The spillway is designed to pass a 100-year 30-minuteflood from a fully developed watershed. The design is valid but doesnot meet the requirements of the Guidelines. The validity of the embank-ment design, construction, and operation could not be determined due tothe lack of engineering data.

SECTION 3 VISUAL INSPECTION

I NDI NCS

A C Lneral Avisual inspection of Holt's Lake Dam was made on 18hnVembet r 0 h inspection tacosteofEdwin Burton, teamleader. khuert Pirnker, geologist. Gary Van Riessen, geotechnical engi-ner. and John kuhi. hydrauli', hydrologic engineer. Messrs. J. Daviesanal I Laslcv representing the Burton-Duenke Construction Company, and'it t'. Ihai ard representitag Vo~lz Engineering and Surveying, Inc., accom-paial the inspectiomi team The damn appeared to be in satisfactoryajaditioti Spet ifik observations are discussed below. No observations

Were mide 1-t the condition of the upstream face of the dam below thepa. r irat iona at thti t ime of the inspection.

t Darn The inspection team observed the following conditions atthe dam hr tracking, sliding. sloughing or other signs of settlementorT iistabilit% were observed except at the gravel road down the upstreamembankment slope The upstream and downstream slopes of the embankmenthave some tree (over hu instruments to measure the performance of theclam were lokated Nu toe drain* or relief wells were observed althoughthre is a ditth below the dam's toe which could serve as a drain.

Tbe damn crest has a :.-foot wide asphaltic pavement road along itsPnt ire length which is broken in places. This damage is believed to beeither the result of poor or the lick of adequate subgrade material.

There is a ,-ad (Ut down the upstream embankment slope. This roadw.as hui It tt airomodate access to the pool area tor grouting work. Theroad( uit shows signs af sloughing Some cracking was observed at thisIut

Some erosion gullies were observed around the inlet and outlet ofthe spillwav pipe Erusion has also occurred on the upstream face atthe right abutment-embankment interface below the outlet of the drainpipe under Holt's Lake Drive

hu evidence was found t(. indicate that the embankment had ever beenovertopped The reservoir has never been filled due toa leakage throughgeologit faults in the potil area

There was evidence that a ma intenance program was in effect A fewanimal burrows were observed on the embankment

a PkurMtenant Structures The inspection team observed thefallouing items pertaining to the appurtenant structures The spillwayis a 40-inch corrugated metal pipe located near the left end of the dam

There was erosion around the spillway inlet and outlet. The spillwaypipe was considered to be in good condition. There is a slight deforma-tion of the pipe and a slight dog leg alinement near the outlet. It

jshould be noted that an abnormally large spillway discharge would probablydamage the downstream slope.

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

d. Geology. The soils along the ridges and slopes of the reservoirare developed in loess and in residuum from the limestone bedrock. Theloess is light brown in color and consists of silt and clay. For engi-neering purposes it is classified visually as a clayey silt of lowplasticity. The residuum is dark reddish brown in color and consists ofsilt clay and chert fragments. For engineering purposes the soils areclassified visually as silty clay of low plasticity with chert frag-ments. Soils developed in colluvium are present in the downstreamvalley. These soils are dark brown in color and consist of silt andclay. For engineering purposes the soils are classified visually assilty clay and clayey silt of low plasticity. No outcrops of bedrockwere observed. Appendix B indicates rock is present near the bottom ofthe reservoir, and the existence of ridges indicates rock is presentbeneath them. The thickness of the overburden on the hills and in thevalley is not known. No construction drawings or boring data wereavailable. Evidence of grouting operations were observed along the leftside of the hill and the shore of the reservoir.

Samples of the embankment material were taken near the center ofthe downstream (rest using an Oakfield sampler. The soil samples wereclassified visually. Based on these samples, it is anticipated theembankment consists of clayey silt of low plasticity. The Contractorstated the core consists of clay.

r. keservoir Area. No slumping or slides of the reservoir bankswere observed. The upstream channel to the lake contains some minordebris and a few trees. The lake was noted to be clean with no silta-t ion.

f Downstream Channel. The spillway discharges to a concretethute and then to an unlined ditch. The unlined ditch discharges to thenatural channel downstream from the dam.

2 EVALUATION

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

fl~tor~8

4

The growth of trees if allowed to go unchecked, could cause deteri-oration of the embankment. The roots of trees can loosen the embankmentmaterial and also can leave voids through which water can pass.

Burrowing animals will continue to damage the embankment if acontrol program is not undertaken. Piping failure of embankments hasresulted from damages caused by burrowing animals.

A gravel road starting at about station 2 + 90 on the crest andproceeding laterally to about station 3 + 90 before cutting into theupstream embankment slope has been a contributing factor to erosion.Upon completion of the grouting work in the reservoir pool area, thisroad cut should be restored to designed conditions. Gravel, debris,etc. found in this area should be removed before the cut is backfilledand compacted.

The road pavement on the crest should be repaired in those areaswhere it has broken.

No seepage problems were observed at this dam. However, problemshave occurred with leakage from the reservoir pool through geologicfaults. Close monitoring of the embankment should be maintained duringthe reservoir filling process following sealing by grout of geologicfaults.

The absence of riprap on the upstream slope has not led to anyproblems because of the lack of an appreciable reservoir pool. Riprapprotection should be provided to reduce the potential for wave inducederosion.

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SECTION 4 - OPERATIONAL PROCEDURES

4.1 PROCEDURES

The poel level will be primarily controlled by rainfall, runoff,evaporation, transpiration, and capacity of the uncontrolled spillwayonce the lake is filled.

4.2 MAINTENANCE OF DAM

There was evidence that a maintenarnce program was in effect at thetime of inspection. The grass cover along the crest has been mowed.Trees, however, were observed growing on the embankment.

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

The maintenance program should be continued and should include inaddition to mowing the grass cover on the embankment a task for replacingbroken pavement along the crest. Procedures for controlling tree growthshould be formulated with the assistance of an engineer experienced inearthen dam maintenance.

IS

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SECTION 5 - HYDRAULIC/IHYDROLOGIC

5.1 EVALUATION OF FEATURES

a. Design Data. Limited design data were made available. Includedwere hydraulic calculations for the 30-inch spillway pipe and storage-elevation curves.

b. Experience Data. The drainage area and lake surface area aredeveloped from USGS Chesterfield, Mo. quadrangle map. The dam layout isfrom a survey made during the inspection and a plat map provided by theengineer.

C. Visual Observations.

(1) The spillway appears to be in good condition. The lake levelat the time of the inspection (El. 507.6) was below the spillway pipeinlet. There were no obstructions to flow in the downstream channel.

(2) Spillway discharges could endanger the integrity of L dam.

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 fom the mostsevere combination of critical meteorologic and hydrologic conditionsthat are reasonably possible in the region. The spillway will pass 15percent of the probable maximum flood without overtopping the dam. Thespillway will pass the one percent chance flood estimated to have a peakoutflow of 40 cfs developed from a 48-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 intermediate sizeshould pass 100 percent of the probable maximum flood. The portion ofthe estimated peak discharge of the probable maximum flood overtoppingthe dam would be 2,230 cfs of the total discharge from the reservoir of2,290 cfs. The estimated duration of overtopping is 12.0 hours with amaximum height of 2.6 feet. The portion of the estimated peak dischargeof 50 percent of the probable maximum flood overtopping the dam would be1,050 cfs of a total discharge of 1,100 cfs. The estimated duration ofovertopping is 9.0 hours with a maximum height of 1.8 feet. The embank-ment could be jeopardized should overtopping occur for these periods oftime.

According to the St. Louis District, Corps of Engineers, the effectfrom rupture of the dam could extend approximately two miles downstreamof the dam. Four dwellings, a railroad, and a highway (CC) are locatedwithin the estimated damage zone, and lives could be lost should failureof the dam occur. Contents of the estimated downstream damage zone wereverified by the inspection team. Flood plain regulations under the

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National Flood Insurance Program restrict development in the flood plainof Caulks Creek which is downstream of Holt's Lake Dam.

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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.lb.

b. Design and Construction Data. No design data relating to thestructural stability of the dam were found. Seepage and stabilityanalyses comparable to the requirements of the "Recomended Guidelinesfor Safety Inspection of Dams" were not available, which is considered adeficiency.

c. Operating 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. Thereis an ongoing grouting program in the reservoir pool area.

e. Seismic Stability. The dam is located in Seismic Zone , whichis a zone of moderate seismic risk. A properly designed and constructedearth dam using sound engineering principles and conservatism shouldpose no 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 stability.An assessment of the seismic stability should be included as part of thestability analysis required by the guidelines.

13

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t , n%\ I Ik 111sp(e, I i. teaU tfL i e m,iitred is 8 , r ,it r- e il

Ilth r- e-r"i " 9. "l. thfir do%'lst real& t t aiil r 1 ght i teI at e-s toe-twee-r.tht e-h ALmi.t-ric 1 811 abu.tacrits I lo, 1 t ?ie- aups 1r ff rd i xtig t embtixIbeft -

4tLAMO-rit 111te-rl dt- dl. upsit'Ipe F11.4d Ut -,I1 UIbtleary; hat- whtii t. I !

h I Il 1 i 14 t % L UR. 71et-! (a. Ill t I, Iiqes , 41u d h' I tur rous , e-ro~b. ,- 1 1.t t d 8 t tth p i I iw % ,iie-t iau *.uti-t ati(I e-ri~siutji r d 0, Itt 1 it-dr

tie t,.e I tri- hA.n Se'ep;age atilt stati , t,, drnalvse-b ,mparat-le t(I't-

r e -4. reme- it' I tt- Nf-i (inwrided uj de-i i!IE I, ,; Safe-t% lnspe I i 't.,liams we-re rot .'.! ~a I. v wh i Iti is ( ns i de redi 4 de-f I ien N

I, Ail v yU ( 0 1 tit t rmatI.i oi iut- to the dt'seIi~v of ehigitieririg1.-s ign dat d, thleL inc1u i offs in this re-port we-re based oniv~ (,i pertor-

mi(e hi str% vi sud I ( (itdi t falls afill genera I itit ormat ioi obtained durinjgth-ifspetLiir from tke de-ve-loper The inspe-ctioni team considers that

thes- data are sufficient ti support the conclusions herein Seepagej ill s t ibch, it' anlysesC omparatile t, the requirement-, of the "kecomevcded.ui de Ii ies I r SAfIe-tv I nspei t ioi of I amns were niot ava ilabIe-, whicy:h i s

iris i dere-f a def 1 ( fell N

1, Lrj!encv It is the opinioln (f the inspection team that a

preigraul shoi'd be develioped1 as soon as possible tco imtplement remedialme-asures re oinended in, paragraph 7.2k) If the safety deficiencieslisted iti paragraph " la a~e not corrected, they w.11 continue ocde-teriorate anti lead to a serious pot-ritial of failure. The item recon-me-ndede in paragraph -,..d should be pursued onl a high priority basis.

d %e-i essity for Phase_11. The Phase I investigation does notrd aise any serious questions relating to the safety of the dam nor doesit ide-ntif% any' serious dangers which would require a Phase 11 investi-gation However, the additional analyses noted in paragraph 2.5b arene-cessary for compliance with the guidelines.

P. Seismic Stabilitv. This dam is located in Seismic Zone 2.Adequate des cription o)f embankment design parameters, foundation andabutment conditions, or static stability analyses to assess the seismicstabilitV 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 recomendedstability analysis.

14

%iternat.ves Si, ill.a\ capa ity and/or storage volume wouldS i e -t n% u r eased or the lake let-l would need to be permanently

* . ri t, ,ldreast JVaflakle fblood storage in order to effectively passth, t ..ja\ les Rg tlood Spillway capacity could be increased byj:.ulinK iii emergent\ sp llev. The storage volume could be increased

a ia. if)g tnte das rest

',trdI. on and Iamntenance Procedures. The following operational,.' mf4tenadi(t" Jrveiures are recommended and should be carried out,hjeY the- .Lrectm:L1, , j pr fessional engineer experienced in the design,

.T , _. t 1 111 . dn mia dintenaiwe of earth dams.

' rI Lr,-r, protection should be placed on the upstream face ofttt, ta, atin elevation above normal lake level to prevent erosion ofthe emtha iaent material. Paved ditches or other slope protection may be

..uie- t( (ontrol the concentrated runoff at the abutment-embankment1f1tert(e The erosion around the inlet and outlet of the spillway pipesh,,ul, t't repaired and adequate protection provided.

t-. A maintenance program should be formulated and implemented toremove and control the growth of trees on the embankment. Grass/ weedcover on the embankments should be cut periodically.

(3) The road cut on the upstream slope should be backfilled withsuitable material and compacted upon completion of the grouting program.

(4n The animal burrows in the embankment should be corrected sincethey can contribute to the occurrence of piping. Control measuresshould be implemented to discourage animal activity in the area. Theembankment slope should be monitored by a qualified engineer duringrepair of the embankment.

(5) Seepage and stability analyses should be performed.

(6) A detailed inspection of the dam should be made periodicallyand findings of the inspections should be documented and made a matterof record. More frequent inspections should be performed during thereservoir filling process to ascertain that leakage, seepage, slopeinstability, etc. do not occur undetected. If these types of problemsoccur, an engineer experienced in earth dams should be engaged to assistin formulating corrective measures.

15

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PHOTO 1: UPSTREAM FACE OF DAM

P'HOTO) 2: IPSIREA FAEA(I OF DAM lOOK INC WEST

PHOTO 3: CREST OF DAM

PHOTO 4: CREST OF DAM LOOKING WEST

PHOTO 5: DOWNSTREAM FACE OF DAM

4 15Horo 6: DOWNSTREIAM FACE~ OF DAM 1.0K INC- WEST

PHOT 7: NLE ENDSPILWAYPIP

PHOTO 7: INTLET END SPILLWAY PIPE

PHOTO 9: CONCRETE CHUTE DOWNSTREAM OF SPILLWAY PIPE

PHOTO 10: CONCRETE CHUTE LOOK[NG~ UPSTREAM

PHOTO 11: OVERVIEW OF CONSTRUCTION ROAD

PHOTO 12: CONSTRUCTION ROAD ON UPSTREAM FACE OF DAM

PHOTO 13: CONSTRUCTION ROAD CUT ON UPSTREAM FACE

PHOTO 14: GROUT HOLE IN CONSTRUCTION ROAD)

PHOTO) 15: EROSION OF UPSTREAM FACE ABOVE SPILLWAY FIPE

1Ih)I~ b NLR'1 III 4 1)1- ~ .1,WAY PI'IPE NEAR OUTLET

it I ROI'sOlN k4* U15TREA FACE AT LEFT ABUTMENT

Ph' ~ ~ ~ M D11 ' IN , )WNSI,-*FAM1 FA( Al' RI (dIV ABUTMENT

4 1 .

PHOTOl 19: FRO',ICN OF DOWNSTREAM TOE OF SLOPE

( I'F -RO('5I N OF UllS! REAXM FACF NEAR HIGH I

110021: V-ItSIE-LP OF EROSIOUN OF t PSIk.AM A( F %EAR RI t.Hl[ENDP

1111010 22 : EROS ION AND) RI PRAP BELOW PMAIN P'I PE RIGHT1 ABUIMENIr

9

4

AIPPLN1JIX A

H~*~L (~I.AMi H YDRAL LI C ANALYSES

HN WO 1a RV M41 HN 1)"i II |Ai ISkS

V t rMia I t[ e it .rr I;- i ilt ;-t en iat I "' r ,ut igs w er p r -

rmr I t-. . I . , tl tit- rtar, t ir "ilax musi l're ,iltat ion P4F,. I d sylthe-

* t to. I i ,#Alv 1,, t r',eul tie an IIw hvdrlrXr 4ph The iat i hvtlr,,-

Kr aph 1, s I ltrr t ,it -I tat ,uptl; tfilr exrrV a 1I 4 I %p i iw%1a the "ver -

t*.ilt a ti.. , , i,, t tersaine'l usillg t hr , ;faJ te p 'gira I*.( lids

1 t. t P'i .I' )*'~Iitlo rek! 'Ila.. li I rpa r d I" t he hat Ialla.jI.the I " t t . . H\,ll eoet r t, , g a. kep rt HI ' IP

Ke.-u I . . Ia 1 t' -.'tI- N, t *|'-'I e'. The rA tl f.A A 'i Ir lIbutI(j1h I .tie

ur Poll i rt .a' I.-rt,-ruaiotei , ,rd ing th ;,roe edures out ataied ilH1jK - irW '! , s+.-.- , , ot St .,UiS. Mlissour r . tiad.i Iistt i-

+: 1i, , .1 - 2.a. - .- l ti ,ut% ItIldt -,I, . j)rfc, Itle, )N the- Str.,.'- I;,'s .t , • I Lllt a liPers a di a%ed whieaa the ot e p er ent hall(e

t+Alt i t '. ...... .i' t, ute d tr'2 l ttu tti resarv, r anti %I' I lw&%

rh- '.v.t het ;, t+n i a' til. rxa! r the hate'rshefl 6,s teveloped by

tiae ,owltI-r 1| 1t raw jsjtiga taef S, . oniraer\.At Iot, SrrVteILr S( S Ilswthod

I ie" hvi r + t Ap1 . Al t ame u-& dI uildted 6% the SS turye' nuamber

aeth1 '1 tie va ~ie' +tatad t-ws verlt ed bv,' the karpih t ormula Thejrameter t, I thac tinit tivdr ,gtraph are- Showlhit, Il Ct'le I

ba t 'i ,,rvP nuntper A wethd b.41 aSe t ift C omput lIng the liat II-rat it, . sse ' t, ? I he a rdi t il -ruji, t rel at i, nsibbl The Ch values

used. ad Ito*- test I rLow tihe )Mputer output , are shol,wi in lable _'

The rtse rv, it rut iiia was performed usingi the modil ied Puls methodThe tait ,a, tesept\, . a ;-,- eievat ion tor the rout ing of eaich storm was

,lterirael t,, 't equivdaierat It, the invert eievation of the spillway pipeat Vir.ativ! I 1 t ee t M s in a(ordanate with antetedent storm

,o dt,, ia AM k . an(' AM( I I pre'(eding the one per(ent probability and

pr-)babie maximum %t- rms respe(t ivelv, as outlined I\y the t L Army Corpsit Eaineers. St .1ul blstri.t . The hvdrault( capacity of the

Spa illa\ anti the storage iA|a, itv ,t the reservoir were defined hv theOlevattii. surta" oraa, starage. &Ad listhare relationships showr In

Ithe rat ilit ufve tt. the- %1,, I lwa\ is sh'wa al 't able . Spillway.as, hariet. are tted ,)i a jlpe (ulverl I lowinlt under iaalet (ontrol (b I

The tLou over th,- re-SI , the dalm was determined usinit the non-level

-iam ( rest opt lola + 51 and S\a tardb , f the HE( -1 program The program

assumr'% rat t al I ,%, e a br,&d-t rested weir

rh- result A th- rout ilg analisis iadi, ates that the spillway w. II

p.1%'d f II iidi.aellnt t. pert ent tt the P Il without ,vertopping the

A-

A sumdf% t t ht. r"Ut &gi .. iialv~i%. dii terfft tAti% ,t' theFN

%tl.ii.lk IIiI a.t~i

Tfr wpt rL roput Adt a 4rid d sLiar% 4,t the ,utput datiar j4re r-4 1) f -. It tie tot ba It ftt hs IAppend Ix

A -

TABLE I

SYNTHETIc UNIT HYDHOGRAPH

ad rame t e r S

)rait44jte Ared tA -!S atres

Hv'drdtI. , Lrtilgtt , f '),2' 0 feetthjter( .Urbe -

H\tr i , gLI SoI I oveZ 85 (AMIC IlI ) 70 (AIC IILtn1iex Nuamber ,CN,

kVKrCTie fdterShed LAnd 4

o.pf I

,.ay Tim.. ,i 0.6. hours (AMC 111) 1.0 hours (AMC I1,

* ime .t ,ti, ent rat .rl I I I hours (AMC 111) 1.7 hours (ANC Ili

Du rat 11 1'i 9 min. (AMIC 111) 13 min. (AMC 11)(use 10 minutes in each case)

lwne 41f, Discharge tcfs)

AMC 11 AMC III

0 0

1. : 33-) 3 10571 208

122 261IbO 255

177 ISOIt, t.1 100

41~1'41 6Ili 49

91 23

r op Hfi. - I (JI,-it p t ut put

A-4

TABLE I (Continued)

f O)RL LAS USE.D

i MR,

ot,

0 1 1.

A-4

j n ( i i| J

I

TABLE 2

RAINFALL-RUNOFF VALUES

Selected Storm Storm Duration Rainfall Runoff Loss

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

PMP 48 35.28 33.25 2.03

1% Probability 48 8.78 5.14 3.64

Additional Data:

i) No information on soil associations was available for thiswatershed.100 percent of drainage area is hydrologic soil Group C90 percent of the land use was timberland

10 percent of the land use was urban development

2) SCS Runoff Curve CN = 85 (AMC III) for the PMF.3) SCS Runoff Curve CN = 70 (AMC II) for the one percent

probability flood.

TABLE 3

ELEVATION, SURFACE AREA, STORAGE, AND DISCHARGE RELATIONSHIPS

Elevation Lake Surface Lake Storage Spillway(feet-MSL) Area (acres) (acre-ft) Discharge (cfs)

*530.0 14.5 226 0

r}535.8 20.5 327 43'538.4 23.2 382 54

*Spillway Crest Elevation**Top of Dam Elevation

, *PMF Pool Level

The relationships in Table 3 were developed from the Chesterfield,

Missouri 7.5 minute quadrangle map and the field measurements.

A

A-5

TABLE 4

z SPILLWAY RATING CURVE

Reservoir SpillwayElevation (ft) Discharge (cfs)

*530.0 0532.0 14534.0 33

**535 8 43538,0 53540.0 60

*Spillway Crest Elevation--Top of Dam Elevation

METHOD USED:

Spillway release rates are based on nomographs for apipe culvert with inlet control (6).

TABLE 5

RESULTS OF FLOOD ROUTINGS

Ratio T'eak Peak Lake Total Peak Depth Durationof Inflow Elevation Storage Outflow (ft.) Over TopPMFI (CFS) (ft.-MSL) (AC.-FT.) (CFS) Over Top of Dam

of Dam (Hrs.)

- 0 *530.0 92 0 -

0.15 363 535.0 311 39 0

0.50 1,210 537.6 364 1,100 1.8 9.0

1.00 2,420 538.4 382 2,290 2.6 12.0

Spillway crest elevation

A-6

$ - - -. - C ---

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

Afication April 1980, Davis, California.

(2) IHR 33, Seasonal Variations of Probable Maximum Precipitation,East of the 105th Meridian for Areas 10 to 1000 Square Miles andDurations from 6 to 48 Hours, U.S. Department of Commerce, NOAA,National Weather Service, 1956.

(3) EM-1110-2-1411, Standard Project Flood Determinations, U.S. ArmyCorps of Engineers, 26 March 1952.

(4) U.S. Army Corps of Engineers, St. Louis District, Hydrologic/Hydraulic Standards, Phase I Safety Inspection of Non-Federal Dams,22 August 1980.

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

(6) U.S. Department of Commerce, Bureau of Public Roads, HydraulicCharts For The Selection Of Highway Culverts, December 1965.

(7) U.S. Department of Agriculture, Soil Conservation Service, NationalEngineering Handbook, Section 4, Hydrology, August 1972.

A-7

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APPENDIX B

GROUTING OPERATIONS

4

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A_____ .1

October 27, 1980

J. F. DaviesBurton Duenke Construction

LU Senior Vice President) P. 0. Box 12878St. Louis, MO 63141

Dear Mr. Davies:0CIO On 20 October 1980, I met with Mr. Don Ramsey and Dave Taylor of Test Dril-LJ ling Services and they gave me a preview orn their groutinq program on the"v west Chesterfield Lake. I have a copy of their report of hole location,

overburden depth, grout intake, etc.

<It appears that most of the grout intake was at or just below the bottom"'V of the lake with respect tc elevation. The larger grout intake zones ap-5 pear to be horizontal bedding planes which are probably the feeder systems-that we discussed on numerous occasions. Any particular vertical fracture

zone-in these areas could also be the outlet for lake water into the hill7 I- to the spring system. Grouting of the horizontal feeder system, however,

may be as or more important than locating the specific area where the water.- -0 leaves the valley. There does not appear to be any way that the specific

2 zone where the water leaves the valley can be located. The grouting of thefeeder systems may well have taken care of the problem, at least in the area

-- that they grouted.7'-J I checked the spring down at Caulks Creek and it was still flowing a small-O quantity of water. The water was very clear and not cloudy as it has been

- in everytime i've checked it in the past. in addition, the orifice of thespring now has at least three points where the spring water is emerging.

D; , I don't know what the significance of this is.

At Don Ramsey's suggestion, it is recommended that no mere grouting can bedone between station 2*55 north and the dam until sufficient rainfall or

_ pumping has occurred to raise the water level of the lake so it can be ob-0 served for stability. It is entirely possible that the zones that they

- have grouted will have reduced the outflow of water sufficient to where) 0 it is not a problem any more. I believe the zones that have been grouted) ci have been sufficiently grouted to where they should no longer present a

x problem. If the lake level arises considerably, and then drops, I would"o recommend that the grouting program continue between station 2+55 and the

dam.

Past conversations suggested that if the zone where water leaves the valleycould be located that it be grouted above the water line in the area of the

,seph P. Teasdale Governor Division of Geology and Land Surveyzd A. Lasfer Director Wallace B. Howe Director

4.*

* - -v - -- -.- -- -.- -- - -- -- - - __ _ __

J. F. DaviesOctober 27, 1980Page 2

blacktop road. In reviewing the information on the depth of overburden,it appears that the soil thickness is sufficient in the lake to wheregrouting on the present shoreline should be effective. At this time, Ido not believe that groutLng at a higher elevation is necessary.

In summary, I recommend that we wait until the lake can be observed as towhether it is still leaking before more grouting is done.

Yours' r"ly,

as J. Dean, GeologistEngineering Geology SectionGeology & Land Survey

CC: Don Ramsey

fl- .

FIME

DI