AD-AL0S 684 HOSKINS-WESTERN-SONWRES.R INC LINCOLN ME F/e 13/13NATIONAL OAN SAFETY PROGRAN. JOHNSON LAKE DAN (NO 106501. MISSO--ETC(U)JUL 80 R S DECKER. S JAMISON, S ULMER DACW43-80-C-0071UNCLASSIFIED

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UNCLASSIFIEDIECURITY CLASSIFICATION OF THIS PAGE (fte, oets Entered)

REPOR DOCMENTTIONPAGEREAD INSTRUCTIONSREPOR DOCMENTTIONPAGEBEFORE COMPLETING1 FORM

IREPORT NUMBER 1 .OVT ACCESSION NO. 3. RECIPIENT'S CATALOG NUMBER

I LEeporti S. TYPE OF REPORT & PERIOD COVERED

ENational Dam Safety Program / Final FepwrtJohnson Lake Dam (MO 10650)Carroll County, Missouri

7. AUTHOR(.) S. CONTRACT OR GRANT NUMBER(&)Hoskins -West ern-.Sond eregge r, Inc.

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DACWA438,-C-0071s PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM~EL-VET.JiECT, TASK

U..AmyEgnerDsrit AREA 6 WORK UNIT NUMBERS

Dam Inventory and Inspection Section, LMSED-PD 07 /210 Tucker Blvd., North, St. Louis, Mo. 63101

It. CONTROLLING OFFICE NAME AND ADDRESS 4a-Dn OTB*IdU.S. Army Engineer District, St. Louis i/ Juilp8ow

Dam Inventory and Inspection Section, LMSED-PD 13. NUMBER OF PAGES210 Tucker Blvd., North, St. Louis, Mo. 63101 Approximately 701-4. MONITORING AGENCY NAME A ADORESS(f different fromt ControiliaA Oiie) 1S. SECURITY CLASS. (of this report)

National Dam Safety Program. JohnsonLake Dam (MO 10650), Missouri - Kansas UNCLASSIFIED

Basn, arrll ouny, issuri 5I&. DECL ASSI F1CATION/ DOWN GRAINGCity BaiCrolCutMsor.SCHEDULEPhase I Inspection Report. 41

IS. ISTRISi FApproved for release; distribution unlimited.1,

17. DISTRIBUTION STATEMENT (of the abstract entered in Stock"2. 1141dlfreftt irOnReport)

M. SUPPLEMENTARY NOTES

19. KEY WORDS (COntinue On tswse side it necesefy and Identify by block number)

Dam Safety, Lake, Dam Inspection, Private Dams ~

j& AIMITACretw~no aom. "f Nnogeap md idjiiy, by block n mobs)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 avaklable data and on visual inspection, todetermine if the dam poses hazards to human life or property.

DD JA 103 C-1OOIVSSO~LTK 3 i ~ UNCLASSIFIEDSECUIMr, CLASSIFICATION OF T14IS PAGE (When Date Entered)

JOHNSON LAKE DAMCARROLL COUNTY, MISSOURI

MISSOURI INVENTORY NO. MO 10650

'4

PHASE I INSPECTION REPORT

NATIONAL DAM SAFETY PROGRAM

PREPARED BYHOSKINS-WESTERN-SONDEREGGER, INC.

CONSULTING ENGINEERSLINCOLN, NEBRASKA

UNDER DIRECTION OF

ST. LOUIS DISTRICT. CORPS OF ENGINEERS

FOR

.- ,c .s t of ,T T 1 sG O V E R N O R O F M I S S O U R I

NTIS RA&IDTICDTIC TAB IELECTUnnnnounced n-EL

CTjustiricatiol, JULY, 1980 OCT 161981

Distributilonl/ _

AvailbitlitY Codes DA-vai and/or

D-et S pe'iI

DEPARTMENT OF THE ARMYST. LOUIS DISTRICT. COOPS OF ENGIINERS

210 TUCKER BOULEVARD. NORTHST. LOUIS. MISSIOUII 63101

SUBJECT: Johnson Lake Dam Phase I Inspection Report

This report presents the results of field inspection and evaluation of theJohnson Lake Dam (MO 10650).

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 Maximum Floodwithout 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 lifedownstream.

Additionally, the severe erosional damage to the upstream slope and theundermining of the crest result in an unsafe condition.

... 24 DEC 6

SUBMITTED BY: -Chief, Engineering Division Date

APPROVED BY: 2 9 pPC 80Colonel, CE, Dis otEngineer Date

PHASE I INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM

TABLE OF CONTENTS

PARAGRAPH NO. TITLE PAGE NO.

Assessment Summary

Overview Photograph

SECTION 1 - PROJECT INFORMATION

1.1 General 11.2 Description of Project 11.3 Pertinent Data 2

SECTION 2 - ENGINEERING DATA

2.1 Design 62.2 Construction 62.3 Operation 62.4 Evaluation 6

SECTION 3 - VISUAL INSPECTION

3.1 Findings 73.2 Evaluation 9

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 - HYDRAULIC/HYDROLOGIC a5.1 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

APPENDIX A - MAPS

Plate A-1 Vicinity TopographyPlate A-2 Location Map

APPENDIX B - PHOTOGRAPHS

Plate B-1 Photo IndexPlate B-2 Photo No. 2 Upstream Face of Left Leg from Left End

Photo No. 3 Crest of Left Leg Taken from Left EndPlate B-3 Photo No. 4 Crest of Left Leg Taken from Right End

Photo No. 5 Crest of Upstream Face of the Right Legof Dam

Plate B-4 Photo No. 6 Crest Width at Sta. 7+00Photo No. 7 Crest at about Sta. 7+50

Plate B-5 Photo No. 8 Hole Eroded under the Crest at Sta. 8+20Photo No. 9 Downstream Slope of Left Leg

Plate B-6 Photo No. 10 Looking Downstream at Maximum SectionWhich is About Sta. 5+50

Photo No. 11 Looking Up Downstream Slope at AboutSta. 7+50

Plate B-7 Photo No. 12 Downstream Slope of the Right LegEntirely Covered With Brush and Trees

Photo No. 13 Spillway of Dam. About an 18' CutThrough the Crest of Right Leg.

Plate B-8 Photo No. 14 Looking Upstream from Sta. 5+50Photo No. 15 Overview

Plate B-9 Photo No. 16 Two Commercial Buildings About One MileDownstream. Red Barn is 9' and GrayBuilding is 12' Above Flood Plain.

Photo No. 17 Houses About 1-1/8 Mile Downstream About5' Above Flood Plain

Plate B-10 Photo No. 18 Trailer House About 1-1/8 Mile DownstreamAbout 5' Above Flood Plain

Photo No. 19 Number of Mobile Homes in Flood Plain.Taken Looking Upstream from Bridge onHi ghway 65 in Carroll ton.

APPENDIX C - PROJECT PLATES

Plate C-1 Phase I - Plan of Dam and CenterlineProfile of Dam

Plate C-2 Phase I - Maximum Cross Section-Station5+70 - Cross Section at Station7+50

Plate C-3 Phase I - Spillway Cross Section andProfile of Centerline of BermExtending Along the Left Sideof Spillway

I;

APPENDIX D - HYDRAULIC AND HYDROLOGIC DATA

Plates D-1 and 0-2 Hydrologic ComputationsPlate D-3 Spillway Discharge Rating CurvePlate D-4 through D-32 Computer Input and Output for Ratios

of PMF

ii

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PHASE I REPORTNATIONAL DAM SAFETY PROGRAM

ASSESSMENT SUMMARY

Name of Dam Johnson Lake DamState Located MissouriCounty Located Carroll CountyStream Offstream Standley BranchDate of Inspection July 1, 1980

Johnson Lake Dam was inspected by an interdisciplinary team ofengineers. j mili ir1;-;,'I.- The purpose of theinspection was to make an assessment of the general conditions of thedam with respect to safety, based upon available data and visual inspec-tion, in order to determine if the dam poses hazards to human life orproperty..

The g idelines used in the assessment were furnished by the Departmentof the Arm , Office of the Chief of Engineers and were developed with thehelp of s9eral Federal and State agencies, professional engineering or-ganizat* ns, and private engineers.

Johnson Lake Dam has a height of twenty-five (25) feet and a storagecapacity of fifty-eight (58) acre-feet. In accordance with the guidelinesa small size aam has a height greater than or equal to twenty-five (25)feet but less than forty (40) feet and a storage capacity greater than orequal to fifty (50) acre-feet but less than one thousand (1.000) acre-feet.The size classification is determined by either the storage or height,whichever gives the larger size category. Johnson Lake Dam is classifiedas a small size dam.

In accordance with the guidelines and based on visual observation,the dam is classified as having a high potential for damage and loss oflife. Failure would threaten life and property. The estimated damagezone extends approximately two (2) miles downstream of the dam. Withinthe damage zone are thirty (30) or more dwellings, U.S. Highway 65 and afootball field all of which are located in the City of Carrollton.

Our inspection and evaluation indicates that the spillway d4 ; notmeet the criteria set forth in the recommended guidelines for a small damhaving a high hazard potential. Considering the number and nature of thedownstream hazards the Probable Maximum Flood is the appropriate spillwaydesign flood. The spillway will not pass the Probable Maximum Flood orthe 100-year flood (1% probability flood, a flood having a 1% chance ofbeing exceeded in any year) without overtopping the dam. The spillway willpass 15% of the Probable Maximum Flood (PMF) without overtopping the dam.The Probable Maximum Flood is defined as the flood that may be expectedfrom the most severe combination of critical meteorologic and hydrologicconditions that are reasonably possible in the region.

AI

Johnson Lake Dam is in very poor condition and has a serious potentialof failure due to severe erosional damage of the upstream face and thecrest; undermining of the crest; dense tree and brush growth on the crestand downstream slope; and a severely inadequate spillway. There apparentlyhas been no maintenance work done on this dam for many years.

Based on the observations made during the field inspection, the fol-lowing recommendations are made and should be implemented by the owner ona very high priority basis:

a. Lower the water level in the lake in order to stop further ero-sional damage to the dam and to facilitate reconstruction, repairsand stabilization of the upstream slope and crest of the dam.

b. Remove all trees and brush from the crest and downstream slope inpreparation for repairs and reconstruction.

c. Conduct seepage and stability analyses comparable to the require-ments of the guidelines (including earthquake loads).

d. Increase the height of the dam and/or construct spillway(s)through the left or right (or both) abutments as necessary topass the Probable Maximum Flood without overtopping the dam.

e. The services of an engineer experienced in the design and con-struction of earth dams should be obtained to provide guidancein lowering of the water level in the lake and in the removal ofthe trees and brush. In addition he should conduct seepage andstability analyses and should design remedial and protectivemeasures as required.

The existing dam is in such condition that problems normally consid-ered as maintenance problems are magnified in scope and of necessity becomemajor parts of the work necessary to rehabilitate the dam.

After rehabilitation work is completed it is recomended that a regularprogram of inspection and maintenance be initiated in order to protect theintegrity of the dam.

Rey S. WckerE-3703

Gordon Jamison

Garol Umer* E-19246

ard P. Hoskins, Chairman of the-BoardHoskins-Western-Sonderegger, Inc.E-8696

___________________________________I

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144

PHASE I INSPECTION REPORTI NATIONAL DAM SAFETY PROGRAM

JOHNSON LAKE DAM - MO 10650CARROLL COUNTY, MISSOURI

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 ofEngineers, to initiate a program of safety inspection of damsthroughout the United States. Pursuant to the above, the St.Louis District, Corps of Engineers, District Engineer directedthat a safety inspection of Johnson Lake Dam be made.

b. Purpose of Inspection. The purpose of the inspection was to makean assessment of the general condition of the dam with respect tosafety, based upon available data and visual inspection, in orderto determine 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 ofEngineers, in "Recommended Guidelines for Safety Inspection ofDams", Appendix D to "Report of the Chief of Engineers on theNational Program of Inspection of Dams," dated May, 1975, andpublished by the Department of the Army, Office of the Chief ofEngineers.

1.2 DESCRIPTION OF PROJECT

a. Description of Dam and Appurtenances.

(1) The dam is an earth fill approximately 1,180 feet long and25 feet high constructed in a semicircular configuration.The maximum water storage at the minimum top of dam is 58acre-feet. The dam is located in the dissected till plainsarea within the Central Lowlands Physiographic Region.

(2) The principal (and only) spillway is uncontrolled and con-sists of an earth spillway cut through the dam embankmenton the right end (southwest).

(3) Pertinent physical data are given in paragraph 1.3 below.

b. Location. The dam is located in the central portion of CarrollCounty, Missouri, approximately one-half mile north of Carrolltonas shown on Plate A-2. The dam is shown on Plate A-1 in theSW 1/4 of Section 28, T53N, R23W.(

IA

c. Size Classification. Criteria for determining the size classi-fication of dams and impoundments are presented in the guidelinesreferenced in paragraph l.lc above. Johnson Lake Dam has a heightof 25 feet and a storage capacity of 58 acre-feet. This dam isclassified as a small size dam. A small size dam has a heightgreater than or equal to 25 feet but less than 40 feet and a stor-age capacity greater than or equal to 50 acre-feet but less than1,000 acre-feet. The size classification is determined by eitherthe storage or height, whichever gives the larger size category.

d. Hazard Classification. Guidelines for determining hazard classi-fication are presented in the same guidelines as referenced inparagraph 1.1c above. Based on referenced guidelines, this damis in the High Hazard Classification. The estimated damage zoneextends about two miles downstream of the dam. Based on visualinspection, there are within the damage zone thirty or moredwellings, U. S. Highway 65, and a football field all of whichare located in the City of Carrollton.

e. Ownership . The dam is owned by the E. C. Johnson Corporation,c/o Mack Duderstadt, 1310 North Jefferson, Carrollton, Missouri64633.

f. Purpose of Dam. The dam was constructed primarily for recreationand as a stock pond. It does provide flood protection for thetown of Carrollton.

g. Design and Construction History. The dam was constructed in 1955by Mr. E. C. Johnson, a contractor (now deceased). Mr. MackDuderstadt reported that the spillway was changed from the north-east corner over to the southwest corner about 5 to 6 years ago.No other information was available on design or construction ofthe dam.

h. Normal Operating Procedure. There are no operating facilitiesfor this dam. The pool level is controlled by rainfall, evapora-tion, infiltration, and the capacity of the uncontrolled spillway.

1.3 PERTINENT DATA

a. Drainage Area. 30 acres (0.047 square miles).

b. Discharge At Damsite.

(1) All discharges at the damsite are through an uncontrolledearth spillway cut through the dam embankment. The spillwayis located in the right leg of the dam approximately 50 feetfrom the right abutment.

(2) Estimated maximum flood - Unknown

I, -2-

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(3) The spillway capacity varies from 0 c.f.s. at elevation726.9 feet (crest of the spillway) to 40 c.f.s. at eleva-tion 727.4 feet (minimum top of dam).

(4) Total spillway capacity at the minimum top of dam is 40 c.f.s.+

c. Elevations. (Feet above M.S.L.)

(1) Top of dam - 728.0+ (nominal); 727.4 (minimum)

(2) Spillway crest - 726.9

(3) Normal pool - 726.9

(4) Observed pool - 725.0

(5) Maximum experienced pool - Unknown

(6) Streambed at centerline - 705 +

(7) Maximum tailwater - Unknown

d. Reservoir. (Length in Feet)

(1) Minimum Top of Dam - 800 +

(2) Spillway Crest - 800 +

e. Storage (Acre-feet).

(1) Top of dam (minimum) - 58 +

(2) Spillway crest - 54 +I

(3) Normal pool - 54 +

(4) Observed pool - 43 +

(5) Maximum experienced pool - Unknown

f. Reservoir Surface (Acres).

(1) Top of dam (minimum) - 7.0 +

(2) Spillway crest - 6.7 +

(3) Normal pool - 6.7 +

(4) Observed pool - 5.7 +

(5) Maximum experienced pool - Unknown

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amp-

g. Dam.

(1) Type - Homogeneous earth fill

(2) Length - 1,180 ft. +

(3) Height - 25 ft. +

(4) Top width - Varies from 1 ft. (minimum) to 11 ft. (maximum)

(5) Side Slopes.

(a) Downstream - IV on 1.9H (measured on upper slope)IV on 4.8H (measured on lower slope)

(b) Upstream - IV on 1.9H (measured)

(6) Zoning - Unknown

(7) Impervious core - Unknown

(8) Cutoff - Unknown

(9) Grout curtain - Unknown

(10) Wave protection - None

(11) Drains - None

h. Diversion Channel and Regulating Tunnel. None

i. Spillway.

(1) Principal (and only)

(a) Type - An uncontrolled earth cut through the rightembankment approximately 4-5 feet wide at the bottomof cut to 18 feet wide at top of the crest. Spillwayreleases through the cut are ponded in a natural de-pression behind a natural berm extending along the leftside of the spillway. The flows are contained untilthe reservoir pool is about the elevation of the berm,which is only 0.4 to 0.5 feet below the minimum top ofthe dam.

(b) Control section - a natural berm extending along theleft side of the spillway for approximately 60 feetcontains the flow within a natural depression.

(c) Crest elevation - 727.0 (nominal); 726.9 (minimum).

S(d) Upstream Channel - There is no upstream channel.

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U--e..--4--.------- -- i_- _

4(e) Downstream Channel - There is no excavated channeldownstream of spillway. The flow would most probablyfollow the downstream toe of the dam embankment untilit reaches the old channel.

j. Regulating Outlets. None.

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SECTION 2 - ENGINEERING DATA

2.1 DESIGN

No Design data were available for this dam.

2.2 CONSTRUCTION

No construction data were available. It was reported by Mr. MackDuderstadt that the dam was constructed in 1955 by Mr. E. C. Johnson,a contractor, who is now deceased. The spillway was changed from thenortheast corner to the southwest corner about 5 to 6 years ago.

2.3 OPERATION

No data were available on spillway operation. It was reported by Mr.Duderstadt that the spillway has never flowed since its been installed;however, there was evidence that the pool behind the berm in the spill-way had eroded a portion of the berm and flow was released over theberm at some time in the past.

2.4 EVALUATION

a. Availability. No data were available.

b. Adequacy. The field surveys and visual observations presentedhrein are considered adequate to support the conclusions of thisreport. Seepage and stability analyses comparable to the require-ments of the "Recommended Guidelines for Safety Inspection ofDams" were not available, which is considered a deficiency. Theseseepage and stability analyses should be performed for appropriateloading conditions (including earthquake loads) and made a matterof record.

c. Validity. Not applicable.

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SECTION 3 -VISUAL INSPECTION

3.1 FINDINGS

a. General. A visual inspection of the Johnson Lake Dam was madeon July 1, 1980. Engineers from Hoskins-Western-Sonderegger, Inc.,Lincoln, Nebraska making the inspection were: R. S. Decker,Geotechnical; Gordon Jamison and Garold Ulmer, Hydrology. Mr.Mack Duderstadt, caretaker for the E. C. Johnson Corporation,accompanied the inspection team part of the time.

b. Dam.

(1) Geology and Soils (abutment and embankment). Johnson LakeDam is located in the dissected till plains area within theCentral Lowlands Physiographic Region. The dam site is ina region where the stratigraphic sequence consists of loess10 to 20 ft. thick, overlying bedrock and/or glacial tillat an undetermined depth.

Bedrock consists of strata belonging to the Marmaton Group,Desmonsian Series, Pennsylvanian System and consists ofinterlayered sequences of shale, sandstone, limestone andthin beds of coal. Bedrock was not exposed at the site,however, washes in the left abutment contained limestonepebbles. Borings on the downstream slope of the dam showedfat clays (CH) which may have been derived from till. Allu-vial materials in the valley bottom are CL probably derivedfrom the loessial uplands.

The soil deposits in the area consist of upland soils ofwhat appears to be the Marshall-Knox soil association. Thesesoils formed on the deep loess deposits that lie adjacent tothe Missouri River flood plain. The Marshall soil is posi-tioned on the gently sloping areas while the Knox soil ispositioned in the upland valley areas. It is possible thatthe dam is located in the Sharpsburg-Grundy soil associationarea which consists of moderately deep loess over glacialtill.

(2) Upstream Slope. The upstream slope is severely eroded withmany areas of near vertical slopes extending down 2 to 2.5feet from the crest and some areas where the crest is under-cut or undermined by as much as 1.5 feet. Photos 2, 4, 5,7 and 8 show the upstream slope.

(3) Crest. The crest of the dam is partially covered with treesand brush. Wave erosion has severely reduced the width ofthe crest which now measures from 1 foot or less to about

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11 feet. The crest width on the left leg is about ii feet* wide from station 0+00 to 2+50 and 2 to 7 feet wide from

station 2+50 to about 5+50. The crest width of the right(south) leg varies from 2 to 5 feet from station 5+50 toabout 7+00 where a narrow section, 1 foot or less, extendsto about station 8+40. The elevation of the crest is var-iable, as shown on Plate C-1, and it was difficult to deter-mine the presence of slumps or deformations. Photos No. 3,4, 5, 6 & 7 show the crest.

(4) Downstream Slope. The downstream slope is almost completelyovergrown with trees and brush. The downstream toe area ofthe left leg from about station 2+00 to 3+00 is saturatedand covered with phreatophytes. No free water was observedon the toe of the right leg; however, water grass was grow-ing 20 to 30 feet out from the toe. A boring on the slopedownstream from about station 9+00 and 7 or 8 feet up fromthe toe showed dry CH soil down to 2 feet where moisturebegan to show up. There did not appear to be any slumps,slides or deformations on the downstream slope, althoughthe dense growth made observations difficult. Photo No. 9shows the phreatic vegetation in the wet area along the toeof the left leg. Photos 10, 11 & 12 show the downstreamslope. Photo 10 is taken in about the only open space onthe downstream slope.

(5) Miscellaneous. Any extended period of time in the futurewhen the lake level is high and wave action occurs, thenarrow section of the crest will undoubtedly breach with aserious potential of complete failure of the dam.

c. Appurtenant Structures.

(1) The principal (and only) spillway is a narrow cut throughthe right abutment which outlets into what appears to bean old conservation terrace, the levee or berm of which isonly about 1.5 feet lower than the crest of the dam.Measurements of the spillway are shown on Plate C-3. PhotoNo. 13 shows the spillway cut.

(2) Drawdown Facilities - There are no drawdown facilities forthis dam.

d. Reservoir Area. The banks around the reservoir show evidence ofwave erosion. No slumps or slides were observed around the re-servoir. Photo No. 14 shows a portion of the reservoir. It wasreported by Mr. Duderstadt that the reservoir is about half siltedin so that the depth of the reservoir is at a maximum about tenfeet.

e. Downstream Channel. There is no defined channel for the outletof the spillway. When water reaches the top of the confininglevee or berm (at elevation 727) water spills over the levee andflows down the hill to the old channel. There was no evidencethat any major flows had traversed this route.

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3.2 EVALUATION

This dam is in very poor condition with a serious potential of fail-ure. Wave erosion has reduced several sections of the crest to awidth to one foot or less. The spillway is not effective and providesless than one foot of freeboard for several sections of the dam. Anyprolonged high water or overtopping of the dam would certainly breachthe structure and result in failure. The apparent clay (CH) composi-tion of the dam is probably the only reason it has not failed to date.

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(iF.=.s _ ai ,mI I-9-

SECTION 4 - OPERATION PROCEDURES

4.1 PROCEDURES

There are no controlled outlet works for this dam. The pool levelis controlled by rainfall, evaporation, infiltration, and the capa-city of the uncontrolled spillway.

4.2 MAINTENANCE OF DAM.

There apparently has been no maintenance on this dam for many years.

4.3 MAINTENANCE OF OPERATING FACILITIES

No operating facilities exist at this dam.

4.4 DESCRIPTION OF ANY WARNING SYSTEM IN EFFECT

There is no warning system in effect for this dam.

4.5 EVALUATION

There appears to be a serious potential of failure of this structure.

4

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SECTION 5 - HYDRAULIC/HYDROLOGIC

5.1 EVALUATION OF FEATURES

a. Design Data. No design data were found for this dam.

b. Experience Data. The drainage area, reservoir surface area, andelevation-storage data were developed from the USGS Standish,Missouri 7.5 minute topographic quadrangle map. The hydrauliccomputations for the spillway and dam overtopping discharge rat-ings were based on data collected in the field at the time of thefield inspection.

c. Visual Observations.

(1) The spillway was cut through the crest of the right leg.However, no exit channel was excavated for discharging theflow through the cut. Therefore, the water ponds on thedownstream side of the dam within a natural depression. Thespillway can only discharge when it gets above a naturalberm that extends along the left side of the spillway. Dis-charges over the berm would most probably flow along thedownstream toe of the right leg until reaching the oldchannel.

(2) The crest is badly eroded with crest widths as narrow as 1foot. This erosion is most probably due to the ponding ofwater behind the natural berm in the spillway.

d. Overtopping Potential. The spillway is too small to pass theprobable maximum flood or the 1% probabilistic flood without over-topping. The spillway will pass 15% of the probable maximum floodwithout overtopping the dam. Minor overtopping would possibly en-danger the integrity of the dam. The results of the routings throughthe dam are tabulated in regards to the following conditions:

Inflow Outflow Maximum * Maximum DurationDischarge Discharge Pool Depth Over Top

Frequency c.f.s. c.f.s. Elevation Over Dam Hr.

1% 160 80 727.6 0.2 1+1/2 PMF 270 220 727.9 0.5 4T

PMF 530 490 728.1 0.7 6P0.15 PMF 80 40 727.4 0 0

* Minimum Top of Dam Elevation =727.4

SI-11-

According to the recommended guidelines from the Department ofthe Army, Office of the Chief of Engineers, this dam is classi-fied as having a high hazard rating and a small size. Therefore,

PMF to the PMF is the test for the adequacy of the dam and itsspillway. The PMF is the spillway design flood due to the largenumber of dwellings downstream of the dam.

The estimated damage zone is described in Paragraph 1.2d in thisreport.

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114

4SECTION 6 - STRUCTURAL STABILITY

6.1 EVALUATION OF STRUCTURAL STABILITY

a. Visual Observation. The dam is apparently structurally stable.It has been in place for 25 years with no evidence of structural 'instability. However, the severe erosion of the upstream faceand the almost complete destruction of portions of the cresthave created a very serious potential of failure of this structure.Trees growing on or near the erosional remnant of the crest cer-tainly do not add to the safety rating of this dam.

b. Design and Construction Data. No design or construction data wereavailable. Seepage and stability analyses comparable to the re-quirements of the "Recommended Guidelines for Safety Inspectionof Dams" were not available, which is considered a deficiency.

c. Operating Records. There are no controlled operating facilities

for this dam.

d. Post Construction Changes.

It was reported by Mr. Mack Duderstadt that the spillway waschanged from the northeast corner to the southwest corner about5 to 6 years ago.

e. Seismic Stability. This dam is located in Seismic Zone 1. Dueto the poor condition of this dam, it is not known what effectan earthquake of this magnitude might have on the dam.

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SECTION 7 - ASSESSMENT/REMEDIAL MEASURES

7.1 DAM ASSESSMENT

a. Safe . This dam appears to have a serious potential of failurefrom breaching and overtopping as a result of uncontrolled ero-sional damage to the upstream face and the crest. Approximatehydrologic analyses presented in this report indicate that thedam is seriously inadequate since the spillway will only pass 15% ofthe Probable Maximum Flood without overtopping. Uncontrolled treegrowth on the downstream slope and crest could ultimately impairthe stability of the dam, particularly in the areas where thecrest width has been drastically reduced. The present spillwayis seriously deficient in capacity and operational effectiveness.Seepage and stability analyses comparable to the requirements ofthe "Recommended Guidelines for Safety Inspection of Dams" werenot available, which is considered a deficiency.

b. Adequacy of Information. Due to the lack of engineering data,the conclusions in this report are based upon performance historyand visual observations. Seepage and stability analyses comparableto the requirements of the "Recommended Guidelines for SafetyInspection of Dams" were not available, which is considered adeficiency.

c. Urgency. The items recommended in paragraph 7.2.a should be pur-sued on a very high priority basis.

d. Necessity for Further Investigations. The additional studies andanalyses recommended in paragraph 7.2 should be accomplished bythe owner on a very high priority basis.

e. Seismic Stability. This dam is located in Seismic Zone 1. Dueto the poor condition of this dam, it is not known what effectan earthquake of this magnitude might have on the dam.

7.2 REMEDIAL MEASURES

a. Alternatives.

(1) Lower the water level in the lake to stop further erosionaldamage to the dam and to facilitate reconstruction, repairsand stabilization of the upstream slope and crest of the dam.

(2) Remove all trees and brush from the crest and downstreamslope in preparation for repairs and reconstruction.

(3) Conduct seepage and stability analyses comparable to therequirements of the guidelines (including earthquake loads).

-14-

- - - -..... . ......

(4) Increase the height of the dam and/or construct spillway(s)through the left or right (or both) abutments as necessaryto pass the Probable Maximum Flood without overtopping thedam.

(5) The services of an engineer experienced in the design andconstruction of earth dams should be obtained to provideguidance in lowering of the water level in the lake and inthe removal of the trees and brush. In addition he shouldconduct seepage and stability analyses and should designremedial and protective measures as required.

b. Operation and Maintenance Procedures.

(1) The existing dam is in such condition that problems normallyconsidered as maintenance problems are magnified in scopeand of necessity become major parts of the work necessary torehabilitate the dam.

(2) After rehabilitation work is completed a program of periodicinspection and regular maintenance to control wave erosionand tree growth should be initiated.

(3) All records of inspection and maintenance operations shouldbe made a part of this project file.

1

£ -15-

II

APPENDIX AMAPS

--------

411L~_ _ _ _ _5

*- ~STANDISH,-MO.N392.5--93225/7.

I '-,-1951

27. -7

0 L iz ,~f -~ L L

2. 27/.

J~72/

7'r, R L

AL 0 zi, , 'qARROLLTON EAST, MO.N3915-W9322,5/7.5

) Ous 1951E7 ' I PHOTOREVISED 1978

~" 1~2kY'AMS 7362 IV SW-SERIES V379

N VICINITY TOPOGRAPHYScale in feet JOHNSON LAKE DAM£2000 1000 0 2000 4000

CARROLL COUNTY, MISSOURI

C ont ur I terv l - 0 ' O . 1 650 L A T E A -t

G. II U U U

ID NO O 05

ScaleRiRmilesOOCATIO MAPSOUj

0 2 3 4 S LAKEAM2

APPENDIX BPHOTOGRAPHS

*JOHN60N LAKE DAM PHOTO INDEXCARROLL COUNTY, MISSOURI

MO 10650 PLATE B-1

PHOTO NO. 2 - UPSTREAM FACE OF LEFT LEG FROM LEFT END.

N 44

PHOTO NO. 3 - CREST OF LEFT LEG TAKEN FROM LEFT END.

PLATE 5-2

"I,

PHOTO NO. 4 - CREST OF LEFT LEG TAKEN FROM RIGHT END.

PHOTO NO. 5 - CREST OF UPSTREAM FACE OF THE RIGHT LEG OF DAM.

PLATE B-3

_,

PHOTO NO. 6 - CRESTWIDTH AT STA. 7+00IT'S ABOUT 12-15 INCHESWIDE. AUGER SET ONCREST.

PHOTO NO. 7 - CREST AT ABOUT STA. 7+50. THERE IS A VERTICALFACE OF 2 1/2 FEET AND LESS THAN ONE FOOT OF MATERIAL BEFORESTARTING DOWN DOWNSTREAM SLOPE.

PLATE 8-4

PHOTO NO. 8 - HOLE ERODED UNDER THE CREST AT STA. 8+20. IT'S ABOUT12 INCHES BACK INTO SLOPE.

PHOTO NO. 9 - DOWNSTREAM SLOPE OF LEFT LEG.

PLATE B-5

L-

'\V

II

PHOTO NO. 10 - LOOKING DOWNSTREAM AT MAXIMUM SECTION WHICHIS ABOUT STA. 5+50.

p

PHOTO NO. 11 - LOOKING UP DOWNSTREAM SLOPE AT ABOUT STA. 7+50.

C -

L PLATE B-6

PHOTO NO. 12 - DOWNSTREAM SLOPE OF THE RIGHT LEG ENTIRELY COVEREDWITH BRUSH AND TREES.

PHOTO NO. 13 - SPILLWAY OF DAM. ABOUT A 4' CUT THROUGH THE CRESTOF RIGHT LEG.

PLATE B-7.... m ---- I- -- I__-

PHOTO NO. 14 -LOOKING UPSTREAM FROM STA. 5+50.

PHOTONO. 5 OVRVIE

Ic4

PLATE B-

PHOTO NO. 16 - TWO COMMERCIAL BUILDINGS ABOUT ONE MILE DOWNSTREAM.RED BARN IS 9' AND GRAY BUILDING IS 12' ABOVE FLOOD PLAIN.

PHOTO NO. 17 - HOUSES ABOUT 1-1/8 MILE DOWNSTREAM ABOUT 5' ABOVEFLOOD PLAIN.

PLATE B-9

,=, " ,' i "' .... I I 'I " I II I II I I I II

PHOTO NO. 18 - TRAILER HOUSE ABOUT 1-1/8 MILE DOWNSTREAMABOUT 5' ABOVE FLOOD PLAIN

-&

PHOTO NO. 19 - NUMBER OF MOBILE HOMES IN FLOOD PLAIN.STAKEN LOOKING UPSTREAM FROM BRIDGE ON HIGHWAY 65 IN CARROLLTON.

PLATE B-10

APPENDIX CPROJECT PLATES

13

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APPENDIX DHYDRAULIC AND HYDROLOGIC DATA

HYDROLOGIC COMPUTATIONS

1. The SCS dimensionless unit hydrograph and the systemized computerprogram HEC-1 (Dam Safety Version), July 1978, prepared by theHydrologic Engineering Center, U.S. Corps of Engineers, Davis,California, were used to develop the inflow hydrographs (See thisSection).

a. Twenty-four hour, one percent probabilistic rainfall for the damlocation was taken from the data for the rainfall station at SweetSprings, MO. as supplied by the St. Louis District, Corps ofEngineers per their letter dated 4 March 1980. The twenty-fourprobable maximum precipitation was taken from the curves ofHydrometeorological Report No. 33 and current Corps of Engineersand St. Louis policy and guidance for hydraulics and hydrology.

b. Drainage area = 0.047 square miles (30 acres).

c. Time of concentration of runoff = 12 minutes (computed from the"Kirpich" formula.)

d. The antecedent storm conditions for the probable maximum precipi-tation were heavy rainfall and low temperatures which occurred onthe previous 5 days (SCS AMC III). The antecedent storm conditionsfor the one percent probabilistic precipitation were an average ofthe conditions which have preceded the occurrence of the maximumannual flood on numerous watersheds (SCS AMC II). The initial poolelevation was assumed at the crest of the spillway.

e. The total twenty-four hour storm duration losses for the one percentprobabilistic storm were 1.77 inches. The total losses for the PMFstorm were 0.75 inches. These data are based on SCS runoff curveNo. 94 and No. 85 for antecedent moisture conditions SCS AMCIIIand AMC II respectively. The watershed is composed of primarilySCS soil group C (Grundy Soil Series). 21 acres of the watershedconsists of pasture; 3 acres consists of paved road and parking lots;and 6 acres consists of the surface area of the reservoir.

f. Average soil loss rates = 0.03 inch per hour approximately. (forPMF storm, AMC III).

2. The combined discharge rating consisted of two components: the flowthrough the spillway and the flow going over the top of the dam.

a. The spillway rating was developed using the Corps of EngineersWater Surface Profile HEC-2 computer program assuming criticaldepth at the downstream section.

b. The flows over the dam were determined by using the irregular topof dam option within the HEC-l (Dam Safety Version) program.

PLATE D-1

U-

3. Floods were routed through the reservoir using the HEC-1 (Dam SafetyVersion) program to determine the capabilities of the spillway anddam embankment crest. The input, output and plotted hydrographs areexhibited in this Section.

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