F AD-A105 279 HOSKINS WESTERN SONUEREGGER INC LINCOLN NE FIG 13/13NATIONAL DAM SAFETY PROGRAM. BINDER LAKE DAM (MO 30051 )MISSOUR -ETC(U)MAY 79 R S DECKER S JAMISON.', B MC MEEKIN D ACW43-79-C 0046

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MISSOURI -KANSAS CITY BASIN

S BINDER LAKE DAM

COLE COUNTY, MISSOURI

MO. 30051

PHASElI INSPECTION REPORTNATIONAL DAM SAFETY PROGRAM

United tetes ArmyCo"of EnIneereD ... Sming the Army,

S.. Sing the Nation DTICSt. Louis District ELECTLO'

LiiS OCT 9 1981

-J D

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

FOR: STATE OF MISSOURI DISTRIBUTION ;AkiiApproved for public release,

Distribution Unlimited

MAY, 1979 t

UNCLASSIFIEDSECURITY CLASSIFICATION OF THIS PAGE ("Om Dat neord)

READ INSTRUCTIONSREPORT DOCUMENTATION PAGE BEFORE COMPLETING FORM1 REPORT NUMBER 2. GOVT ACCESSION J. 3- RECIPIENT'S CATALOG NUMBER

4. TITLE (and Subtitle) 5. TYPE OF REPORT A PERIOD COVEREDPhase I Dam Inspection ReportNational Dam Safety Program ' Final %eprtwBinder Lake Dam (MO 30051) 6. PIAAM. L.D.BfEPORT NUMBERCole County, Missouri

AUTHOR(e) 8. CONTRACT OR GRANT NUMBER(e)

Hoskins-Western-Sonderegger, Inc.

/ DAC43-7qC-0046,f"

9. PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM ELEMENT. PROJECT. TASK

U.S. Army Engineer District, St. Louis AREA & WORK UNIT NUMBERS

Dam Inventory and Inspection Section, LMSED-PD210 Tucker Blvd., North, St. Louis, Mo. 63101

II. CONTROLLING OFFICE NAME AND ADDRESS pi, " L1PVt DArE

U.S. Army Engineer District, St. Louis May k979Dam Inventory and Inspection Section, LMSED-PD _. -1. l- PAGES210 Tucker Blvd., North, St. Louis, Mo. 63101 Approximately 70

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National Dam Safety Program* Bindery. Lake Dam (MO 30051)

Missouri - Kansas City Basin, Cole18. SUPPLEMENTARY NOTES County, Missouri.

Phase I Inspection Report.

I. KEY WORDS (Continue on fvo.rs* slde it necessary aind Identify by block number)

Dam Safety, Lake, Dam Inspection, Private Dams

2& A9*rRACT (0thue -4,evM~80 @M N neesmy am identfy by block nmber)This report was prepared under the National Program of Inspection ofNon-Federal Dams. This report assesses the general condition of the dam withrespect to safety, based on available data and on visual inspection, todetermine if the dam poses hazards to human life or property.

/W t- 114m 3 eurn'I~lo r I MOV 65 1 DS, O E TF ""/

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t 14 ?9,

~T.> ZLECi

OCT 9 1981

BINDER LAKE DAMCOLE COUNTY, MISSOURI

MISSOURI INVENTORY NO. 30051

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

FORA-ce~ssion For

GOVERNOR OF MISSOURI NTIS -.RA&IDTIC TAB [1

Unannounced f ,

MAY, 1979 Justifi cation-

B P'.... _ u in

I _R .J1 dI ' "

" i

o EPARTMENT OF THE ARMYST. LOUIS DISTRICT, CORPS OF ENGINIERS

210 NORTH 12TH STREETST. LCUIS MISSOURI 63101

SUBJECT: Binder Lake Dam Phase I Inspection Report

This report presents the results of field inspection and evaluation ofthe Binder Lake Dam.

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

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

1) Spillway will not pass the Probable Maximum Flood.2) Overtopping could result in dam failure.3) Dam failure significantly increases the hazard to

loss of life downstream.

SUBMITTED BY

Chief, Engineering Division Date

E DEC 1979APPROVED:

Colonel, CE, District Engineer Date

ow-s

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 I1.3 Pertinent Data 3

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

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

.4 .- -

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 Overview Taken From Upstream Left

AbutmentPhoto No. 3 Memorial Plaque at Binder Lake

Plate B-3 Photo No. 4 Looking Upstream In EmergencySpillway

Photo No. 5 Upstream Face Taken From Left InEmergency Spillway

Plate B-4 Photo No. 6 Looking Downstream In EmergencySpillway

Photo No. 7 Crest Taken From Left EndPlate B-5 Photo No. 8 Downstream Slope From Left End

Photo No. 9 Upstream Across Lake From CenterOf Dam

Plate B-6 Photo No. 10 Upstream From Right End ShowingConcrete Sill In Principal Spillway

Photo No. 11 Principal Spillway Concrete SillTaken From Top Of Dam

Plate B-7 Photo No. 12 Taken From Concrete Sill LookingDownstream In Principal Spillway

Photo No. 13 Principal Spillway Concrete Sill.Photo Taken From Downstream

Plate B-8 Photo No. 14 Outlet End of 18" Cast Iron DrawdownPipe

Photo No. 15 Gabion Sill In Emergency SpillwayPlate B-9 Photo No. 16 Crest And Downstream Slope From Left

Abutment

APPENDIX C - CONSTRUCTION PLANSAND GEOLOGIC REPORT

Plates C-i to C-12 Missouri Dept. of Conservation - ConstructionPlans

Plates C-13 and C-14 Missouri Geological Survey - Geologic Report

APPENDIX D - HYDRAULIC AND HYDROLOGIC DATA

Plate D-1 and D-2 Hydrologic ComputationsPlate D-3 Principal Spillway Rating CurvePlate 0-4 Emergency Spillway Rating CurvePlate 0-5 Ratio of PMF - Discharge CurvePlate 0-6 to 0-17 Computer Input and Output for PMF

" " " ' .... ... .. 1 . . ... " m-.. .. I '- .- " . . ..- '

PHASE I REPORTNATIONAL DAM SAFETY PROGRAM

ASSESSMENT SUMMARY

Name of Dam Binder Lake DamState Located MissouriCounty Located Cole CountyStream Tributary Grays CreekDate of Inspection May 30, 1979

Binder Lake Dam was inspected- by an interdisciplinary team ofengineers from Hoskins-Western-on-deregger, Inc. The purpose of theinspection was-to m~ake an assessment of the general conditions ofthe dam with respect to safety, based upon available data and visualinspection, in order to determine if the dam poses hazards to humanlife or property.

The guidelines used in the assessment were furnished by theDepartment of the Army, Office of the Chief of Engineers and developedwith the help of several Federal and State agencies, professionalengineering organizations, and private engineers. Based on theseguidelines, this dam is classified as an Intermediate size dam with ahigh downstream hazard potential. Failure would threaten life andproperty. The estimated damage zone extends approximately 5.6 milesdownstream of the dam. Within the damage zone are four crossings ofthe Missouri Pacific Railroad tracks, one county road, five dwellingsand associated buildings and State Highway 179.

Our inspection and evaluetion indicates that the spillway doesnot meet the criteria set forth in the recommended guidelines for anintermediate dam having a high hazard potential. The Probable MaximumFlood is the appropriate spillway design flood. The spillways willpass the 100-year flood (flood having a one percent chance of beingexceeded in any year) without overtopping the dam. The spillwayswill pass 40% of the Probable Maximum Flood without overtopping thedam. The Probable Maximum Flood (PMF) is defined as the flood thatmay be expected trom the most severe combination of critical meteoro-logic and hydrologic conditions that are reasonably possible in theregion.-

Seepage and stability analyses comparable to the requirementsof the "Recommended Guidelines for Safety Inspection of Dams" werenot available, which is considered a deficiency. These analysesshould be obtained in the future.

Other deficiencies observed during the inspection are erosion,spalling and weathering of the limestone at and under the downstreamtoe of the concrete weir control structure in the principal spillwayand slight deterioration of the riprap on the upstream slope of thedam.

Maintenance of the dam is, in general, good. Items of preventativemaintenance described in the report are addressed to the repair ofthe limestone deterioration in the principal spillway and to theriprap on the upstream face of the dam.

e(.DeckerE-3703

Gordon Jamison

Michael McMeekinE-4776

Harold P. HoskinsChairman of BoardHoskins-Western-Sonderegger, Inc.E-8696

AIL-

0~

PHASE 1 INSPECTION REPORTNATIONAL DAM SAFETY PROGRAMBINDER LAKE DAM - MO 30051

COLE COUNTY, MISSOURI

SECTION I - 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 ofdams throughout the United States. Pursuant to the above,the St. Louis District, Corps of Engineers, District Engineerdirected that a safety inspection of Binder Lake Dam bemade.

b. Purpose of Inspection. The purpose of the inspection was tomake an assessment of the general condition of the dam withrespect to safety, based upon available data and visual in-spection, in order to determine if the dam poses hazards tohuman life or property.

c. Evaluation Criteria. Criteria used to evaluate the dam werefurnished by the Department of the Army, Office of the Chiefof Engineers, in "Recommended Guidelines for Safety Inspectionof Dams," Appendix D to "Report of the Chief of Engineerson the National Program of Inspection of Dams," dated May, 1975,and published by the Department of the Army, Office of theChief of Engineers.

1.2 DESCRIPTION OF PROJECT

a. Description of Dam and Appurtenances.

(1) The dam is an earth fill about 1210 feet in lengthwith maximum height of 44.5 feet and height of 37.5feet above the. flood plain. The topography adjacentto the site is gently to steeply rolling. Uplandsare covered with a thin mantle of loess. Valley slopesconsist of limestone outcrops and residual cherty claysoils.

(2) The principal spillway consists of an uncontrolledchannel 50 feet in width excavated through limestonebedrock in the right abutment. The spillway has aconcrete weir control section.

(3) The emergency spillway consists of an uncontrolledvegetated channel cut through the left abutment.It has a bottom width of 150 feet and a rock gabionweir control section.

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

b. Location. The dam is located in the northwestern portionof Cole County, Missouri, as shown on Plate A-2. The damis shown on Plate A-1 in the S of Section 36, T45N, Rl3W.The lake formed behind the dam is shown in the S ofSection 36, T45N, R13W and the W of Section 1, T44N, RI3W.

c. Size Classification. Criteria for determining the sizeclassification of dams and impoundments are presented inthe guidelines referenced in paragraph l.lc above. Basedon these criteria, this dam and impoundment is in the inter-mediate size category.

d. Hazard Classification. Guidelines for determining the hazardclassification are presented in the same guidelines asreferenced in paragraph 1.1c above. Based on referenced guide-lines, this dam is in the High Hazard Classification. Theestimated damage zone extends approximately 5.6 miles down-stream of the dam. Within the damage zone are four cross-ings of the Missouri Pacific Railroad tracks, one countyroad, five dwellings and associated buildings and StateHighway 179.

e. Ownership. The dam is owned by the Missouri Department ofConservation, P.O. Box 180, Jefferson City, Missouri 65102.

f. Purpose of Dam. The dam impounds about 1750 ac. ft. ofwater for recreational purposes.

g. Design and Construction History. The dam was constructed in1966. The design and plans for construction were preparedby the Engineering Division of the Missouri ConservationDepartment, Jefferson City, Missouri. Portions of these plansare included with this report as Appendix C.

h. Normal Operating Procedure. Normal rainfall, transpirationand evaporation and the capacity of the uncontrolled spill-ways all combine to maintain a relatively stable reservoirelevation. It was reported by the Engineering Division ofthe Missouri Conservation Department that the highestreservoir elevation occurred in 1967 when the water surfaceapproached the crest of the emergency spillway.

2

1.3 PERTINENT DATA

a. Drainage Area. 6.03 square miles (3,860 acres)

b. Discharge at Damsite.

(1) All discharges at the damsite are over the concreteweir principal spillway or through the vegetatedearth emergency spillway.

(2) Estimated maximum flood - unknown.

(3) The principal spillway capacity varies from 0 c.f.s.at elevation 640.0 (concrete weir crest) to 3,750c.f.s. at elevation 647.5 (dam crest).

(4) The emergency spillway capacity varies from 0 c.f.s.at its crest elevation to 4,300 c.f.s. at elevation647.5 (dam crest).

(5) Total spillway capacity at the minimum top of dam

is 8,050 c.f.s. +.

c. Elevations. (Feet above MS.L.)

(1) Top of dam - 647.5 (plans)(2) Principal spillway crest - 640.0 (plans)(3) Emergency spillway crest - 643.0 (plans)(4) Streambed at centerline - 603.0+ (plans)(5) Maximum tailwater - unknown

d. Reservoir. Length (feet) of maximum pool - 8.200 feet+.

e. Storage (Acre-feet).

(1) Top of dam - 3,300 +(2) Principal spillway crest - 1,750 +

f. Reservoir Surface (Acres).

(1) Top of dam - 215 +(2) Principal spillway crest = 150 +

3

g. Dam.

(1) Type - earth fill(2) Length - 1210 feet(3) Height - 44.5 feet (maximum), 37.5 feet (flood plain)(4) Top width - 16 feet (plans), 18 feet (measured)(5) Side slopes

(a) Downstream - 3H on IV to el. 630 feet, 5H onIV to toe (plans), 3.lH on IV/5H on IV (measured)

(b) 3H on IV with 10 feet berm at el. 631 feet (plans)(6) Zoning - plans show homogeneous fill with rock toes.(7) Impervious core - none on plans(8) Cutoff - plans show cutoff to bedrock, 10 to 25 feet

deep. Owner reports that cutoff depths exceeded plansin order to intercept all gravel strata.

(9) Grout curtain - none shown on plans(10) Wave protection - Riprap, I foot thick, crest to berm

(plans)(11) Drains - plans show foundation trench drain about

5 feet in depth between stations 6+00 and 13+00(stations according to plans).

h. Diversion Channel and Regulating Tunnel. None

i. Spillway.

(1) Principal

(a) Type. Uncontrolled, rectangular channel exca-vated in rock on the right abutment. Approachsection has 60 feet bottom witth, control andoutlet section has 50 feet bottom width. A con-crete weir is embedded in foundation rock ascontrol section.

(b) Crest (invert) elevation - weir crest = 640 feet(plans)Outlet - 50 feet side rectangular channel cut inrock on grades of 7.65 to 19.6 to 0.0%

(c) Length - approach section = 240 feet +, outletsection 360 feet +, energy dissipation pool =70 feet.

4

(2) Emergency

(a) Type - uncontrolled vegetated earth, cutinto soil and rock in the left abutment,150 feet bottom width with 4H on 1V sideslopes in soil and blasted slopes in rock.

(b) Control section - wire/rock gabion sill,3 feet ± wide across spillway downstreamfrom centerline of dam.

(c) Crest elevation - 643 feet (plans)

(d) Upstream Channel - level approach channelapproximately 250 feet in length.

(e) Downstream Channel - exit channel 180 feetin length on grade of 10.5% with rock leveeon the right (dam) side.

j. Regulating Outlets. Drawdown facility consists of 18 inchdiameter cast iron pipe through the base of the dam ( Sta.6+00) with an 18 inch manually operated gate valve at thedownstream toe of the dam.

5

SECTION 2 - ENGINEERING DATA

2.1 DESIGN

No design data were available for this dam. Construction plans(Appendix C) were supplied by the owner. A report on the geo-logical investigations prepared by The Missouri Geological Surveyis included with this report in Appendix C.

2.2 CONSTRUCTION

No construction data were available. It was reported that thedam was constructed in 1966.

2.3 OPERATION

No data were available on spillway operation. It was reportedthat the emergency spillway has not operated. The reservoirlevel approached the crest elevation in 1967 after a rain thatwas estimated to be equivalent to a 1 in 50 year occurrence.

2.4 EVALUATION

a. Availability. All available information was readilyobtainable.

b. Adequacy. The construction plans, field surveys, and visualobservation presented herein are considered adequate tosupport the conclusion of this report. Seepage and stabilityanalyses comparable to the requirements of the "RecommendedGuidelines for Safety Inspection of Dams" were not available,which is considered a deficiency. These seepage and stabilityanalyses should be performed for appropriate loading conditions(including earthquake loads) and made a matter of record.

c. Validity. The data available conform with accepted practice.

6

SECTION 3 - VISUAL INSPECTION

3.1 FINDINGS

a. General. A visual inspection of the Binder Lake Dam wasmade on May 30, 1979. Engineers from Hoskins-Western-Sonderegger, Inc., Lincoln, Nebraska, making the inspectionwere: Rey S. Decker, Geotechnical; Gordon Jamison, Hydro-logy; Michael McMeekin, Civil Engineer. No representativeof the owner was present on the inspection.

b. Dam.

(1) Geology and Soils (abutment and embankment). TheMissouri Geological Survey report (Appendix C) describesthe geology of the site. The plans show that embank-ment materials were borrowed from the valley slopes,above elevation 630 feet and consisted of silt loam andclay loam (ML and CL) surface soils underlain by clayand clay loam (CL and CH) soils. Borings on the crestand downstream sections of the dam showed plastic CL andCH materials to depths of 2 feet.

(2) Upstream Slope. The upstream slope is completely coveredwith durable limestone riprap ranging in size from 8to 10 inches up to 3 feet (long dimension). Somedeterioration of the limestone was noted, but it didnot appear to be significant. No erosion or deformationwas observed on the slope.

(3) Crest. The crest is well vegetated with adapted grassesand was recently mowed. No cracks, rodent holes ordeformations were noted along the crest.

(4) Downstream Slope. The downstream slope is denselyvegetated with adapted grasses and was recently mowed.A few small trees are growing along the toe of the damdownstream from about station 5+00 to 9+00 (stationingaccording to plans). These trees may be feeding on dis-charge from the rock toe drain but no water or seepagewas observed in the area. No cracks, rodent holes ordeformations were observed on the slopes or at the toe.There was no indication of seepage on the slope or atthe toe of the dam. No discharge was observed from thetrench drain. The bottom of the outlet channel for thedrawdown facility, which is some 5 feet below naturalground level, was moist but did not show free water. Therewas no sign of leakage from the valve on the drawdown pipe.

7

(5) Miscellaneous. The excellent vegetation cover andthe erosion resistant nature of the materials in thedam would indicate that this structure could withstandovertopping produced by the 0.5 PMF without serious damage.

c. Appurtenant Structures.

(1) Principal spillway. Some erosion, spalling, andweathering of the limestone, with resulting under-cutting, was observed at and under the downstreamtoe of the concrete weir control structure. (Seephotos 10, 11 and 13.) There is seepage outcroppingalong the downstream edge of the weir, predominatelyon both ends. All seepage is clear and the totaleffluent was estimated at 0.5 + gal./min. The exitchannel is eroded bedrock with several small treesand shrubs growing in the cracks and erosion channels.The reservoir level was slightly below the crest ofthe weir.

(2) The emergency spillway. The emergency spillway iswell vegetated with adapted grasses and was recentlymowed. It looks very good with no evidence of erosionor deterioration. The plans show the crest of therock gabion structure as 1 foot above the spillwaygrade line. At the time of inspection the top of thegabion sill was essentially at the same. elevation as thebottom of the spillway. This may indicate that thespillway bottom was plated with about 1 foot of topsoilfor vegetation purposes. The rock gab-ion structurelooks good with very little deterioration but it has notbeen used or tested to date.

(3) Drawdown Facilities. Drawdown facilities consist of an18 inch diameter cast iron pipe through the base of thedam with an 18 inch gate valve at the lower end. Itis not known whether or not the gate valve is operable,but there was no indication at the outlet end that thevalve had been recently opened. The outlet channel forthe drawdown pipe is well vegetated and appears to be ingood shape.

d. Reservoir Area. No slides or significant erosion were notedaround the reservoir area. The reservoir was clear andbeautiful.

8

- . _ __ _ '

e. Downstream Channel. The outlet channel for the principalspillway is pretty well overgrown with small trees andshrubs. It appears to be stable and the vegetation growthshould not be detrimental to spillway operation.

3.2 EVALUATION

Field measurements indicate that this structure was constructedin accordance with the plans and specifications. The structureand appurtenances appear to be in good condition with only aslight potential of failure. None of the conditions observedindicate a need for immediate remedial action. Trees along thedownstream toe will probably never penetrate through the rocktoe drain. Continued deterioration of the bedrock under theprincipal spillway weir could ultimately alter the designedoperation of the spillway but probably would not impair theintegrity of the structure. Slight deterioration of the upstreamriprap is a deficiency which might ultimately impair the safetyof the dam if left uncontrolled or uncorrected.

9

ISECTION 4 - OPERATIONAL PROCEDURES

4.1 PROCEDURES

There are no controlled outlet works for this dam. The poollevel is controlled by rainfall, infiltration, evaporation,and the capacity of the uncontrolled spillways.

4.2 MAINTENANCE OF DAM

Maintenance, in general, appears to be good on this structure.Some minor deficiencies were noted in the deterioration andundermining of the control weir of the principal spillway andslight deterioration of the riprap. However, these deficienciesdo not appear to threaten the safety of the structure.

4.3 MAINTENANCE OF OPERATING FACILITIES

The only operating facilities on this dam involve the 18 inchdrawdown pipe. No information was available on the operationof this facility.

4.4 DESCRIPTION OF ANY WARNING SYSTEM IN EFFECT

There is no warning system in effect for this dam.

4.5 EVALUATION

There does not appear to be any serious potential of failure ofthis structure.

10

SECTION 5 - HYDRAULIC/HYDROLOGIC

5.1 EVALUATION OF FEATURES

a. Design Data. Construction plans for Binder Lake Dam werefurnished by the Missouri Department of Conservation.Copies of these plans are included in Appendix C.

b. Experience. There are no available records of reservoiroperation. It is known that the emergency spillway has neveroperated. In 1967 a flood estimated as having a 50-yearrecurrence interval caused the reservoir level to reachthe crest of the emergency spillway.

c. Visual Observations.

(1) The concrete weir principal spillway is in goodcondition except for the undermining of the down-stream side of the weir. Small trees and brush aregrowing in the principal spillway exit channel.

(2) The vegetated earth emergency spillway, located inthe left abutment of the dam, is in excellent condition.Discharge from the emergency spillway will not en-danger the dam.

Plans for the emergency spillway show the crestelevation of the gabion weir to be 1 foot above thegrade elevation of the emergency spillway. Fieldobservation, however, indicated that the crest ofthe gabion weir is at the same elevation as theemergency spillway.

d. Overtopping Potential. The existing spillways will notpass the PMF without overtopping of the dam. The spillwayswill pass the 100-year flood and 40% of the PMF withoutovertopping of the dam. The results of the routings aretabulated below:

11

Freeboard TimeInflow Outflow Maximum Top of Dam Dam

Discharge Discharge Pool Min. Elev. OvertoppingFrequency c.f.s. c.f.s. Elevation 1065.1 Hr.

100 yr. 5,300 1,800 643.8 +3.7 0

0.50 PMF 13,900 12,100 648.2 -0.7 2+

PMF 27,700 26,800 649.7 -2.2 5+

0.40 PMF 11,100 8,100 647.5 0.0 0

The drainage area of the Binder Lake watershed wasdetermined from the U.S.G.S. Lohman, Missouri, 7-minute topographic quadrangle map. Reservoir surfacearea was determined from a topographic map of thereservoir area included with the plans. Elevation-storage data were determined from the plans and fromthe U.S.G.S. quadrangle map. Computations for spillwayand dam overtopping discharge ratings were based ondata included in the plans and on surveys made duringthe field inspection. Hydraulic and hydrologic computationsare described in Appendix D.

According to the guidelines of the Department of the Army,Office of the Chief of Engineers, Binder Lake Dam isclassified as having a high hazard rating and inter-mediate size. The Probable Maximum Flood is the re-commended design flood for evaluation of the adequacyof the dam and its spillways.

The estimated downstream damage zone is described inparagraph 1.2d of this report.

12

SECTION 6 - STRUCTURAL STABILITY

6.1 EVALUATION OF STRUCTURAL STABILITY

a. Visual Observation. There are no indications that thisdam is structurally unstable. Embankment slopes anddrainage measures should provide adequate safety againstshear and/or piping failures. The effects of overtoppingon the structural stability are not known, but it wouldappear that the estimated 2.2 feet of flow for 5 hoursthat could result from the Probable Maximum Flood wouldnot adversely affect the integrity of the structure andappurtenances.

b. Design and Construction Data. The only design data avail-able are shown on the plans in Appendix C. No constructiondata are available. Seepage and stability analyses com-parable to the requirements of the "Recommended Guide-lines for Safety Inspection of Dams" were not available,which is considered a deficiency.

c. Operating Records. There are no controlled operatingfacilities for this dam. It is reported that the emer-gency spillway has not operated.

d. Post Construction Changes. The inspection team is notaware of any post construction changes for this structure.

e. Seismic Stability. This dam is located in Seismic Zone 1.An earthquake of the magnitude predicted in this area isnot expected to cause structural failure of this dam.

13

SECTION 7 - ASSESSMENT/REMEDIAL MEASURES

7.1 DAM ASSESSMENT

a. Safety. There does not appear to be any serious potentialof failure of this structure. The few minor deficienciesin maintenance of the principal spillway and upstream rip-rap should be corrected and/or controlled. The spillwayswill pass 0.4 of the Probable Maximum Flood without over-topping the dam. Additional studies would be necessaryto determine the effect of overtopping on the potentialof failure. However, it would appear that overtoppingwould not cause serious damage to this structure.

b. Adequacy of Information. The construction plans availablefor this project and the visual observations and performancehistory are considered adequate to support the conclusionsand recommendations presented in this report. Seepage andstability analyses comparable to the requirements of theguidelines were not available which is considered a de-fi ciency.

c. Urgency. Action on remedial measures recommended inparagraph 7.2 concerning overtopping should be pursuedon a high priority basis. There does not appear to be anyurgency to accomplish the other remedial measures recommendedin paragraph 7.2.

d. Necessity for Phase II. Phase II investigation is not con-sidered necessary.

e. Seismic Stability. This dam is located in Seismic Zone 1.An earthquake of this magnitude is not expected to Dehazardous to this dam.

7.2 REMECIAL MEASURES

a. Alternatives. Additional information should be obtainedto determine the detrimental effects of overtopping andthe increase in the height of dam or the size of the spill-way, if considered necessary, to pass the Probable MaximumFlood without overtopping the dam. The services of anengineer experienced in the design of dams should be obtainedto evaluate the effects of overtopping, to provide seepageand stability analyses of the present dam, and to designprotective measures, if required.

14

b. 0 & M Maintenance and Procedures.

(1) The present maintenance program is generallyadequate.

(2) Erosion and deterioration of the bedrock founda-tion under the principal spillway weir should berepaired and controlled.

(3) The condition of the upstream riprap should beevaluated regularly and rehabilitation measuresprovided, as needed.

15

, i-

APPENDIX AMAPS

__

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T VICINITY MAP

ID NO. MO 30051

C. COLE COUNTY

. .0 +

..............

APPENDIX BPHOTOGRAPHS

5 4

COG5 OF 'POOL

PHOTO INDEXBINDER LAKE DAM

COLE COUNTY, MISSOURI

MO. 30051 PLAE 5-1

'

PHOTO NO. 2 - OVERVIEW TAKEN FROM UPSTREAM LEFT ABUTMENT

PHOTO NO. 3 - MEMORIAL PLAQUE AT BINDER LAKE

PLATE B-2

PHOTO NO. 4 - LOOKING UPSTREAM IN EMERGENCY SPILLWAY

PHOTO NO. 5 - UPSTREAM FACE TAKEN FROM LEFT IN EMERGENCYSPILLWAY

PLATE B-3

PHOTO NO. 6 - LOOKING DOWNSTREAM IN EMERGENCY SPILLWAY

PHOTO NO. 7 - CREST TAKEN FROM LEFT END

PLATE B-4

PHOTO NO. 8 - DOWNSTREAM SLOPE FROM LEFT END

PHOTO NO. 9 - UPSTREAM ACROSS LAKE FROM CENTER OF DAM

PLATE B-5

,jmj 4

PHOTO NO. 10 - UPSTREAM FROM RIGHT END SHOWING CONCRETE SILLIN PRINCIPAL SPILLWAY

PHOTO NO. 11 - PRINCIPAL SPILLWAY CONCRETE SILL TAKEN FROM

TOP OF DAM

PLATE B-6

PHOTO NO. 12 - TAKEN FROM CONCRETE SILL LOOKING DOWNSTREAMIN PRINCIPAL SPILLWAY

II

PHOTO NO. 13 - PRINCIPAL SPILLWAY CONCRETE SILL. PHOTOTAKEN FROM DOWNSTREAM

PLATE B-7

PHOTO NO. 14 -OUTLET END OF 18" CAST IRON DRAWDOWN PIPE

-113PHOTO NO. 15-

GABION SILL INEM8RGENCY SPILLWAY

PLATE 3-8

PHOTO NO. 16 -CREST AND DOWNSTREAM SLOPE FROM LEFT ABUTMENT

PLATE B-9

APPENDIX CCONSTRUCTION PLANS

GEOLOGIC REPORT

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PLATE C-12 H

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GEOLOGIC REPORT ON CONSERVATION COMMISSION LAKE SITE, COLE COUNTY, MISSOURI

Lake Site Two

Lake Site Two, with a dam located in the center of the Sk sec. 36,

T. 45 N., R. 13 W., is in a valley lined with dolomite of the Jefferson

City formation with a generally shallow soil cover. The valley floor is rel-

atively flat andit is probable that the Jefferson City bedrock surface across

the valley is also relatively uniform. The valley alluvium is a permeable

s;,L loam 5 to 10 feet in thickness, underlain by 5 to 10 feet of very permeable

gravelly loam. Depth of valley alluvium to bedrock is estimated to average

15 feet. Soil cover on the valley slopes will vary from nothing to perhaps

15 feet although 8 to 10 feet may be a closer average. No natural terraces

were observed. Much of the lake area is under an improved farming operation

with farm terraces on the valley slopes and intensified grain farming in the

valley lowland.

The Jefferson City formation is a firm generally water tight bedrock

in this area. The rock beds are relatively even but show gentle inclination

in erratic directions. Thick rock beds, 2 to 3 feet in thickness, are inter-

layered with 5 to 10 foot thick zones of thin rock beds which may not be

more than 1 or 2 inches per bed. The thicker more resistent rock beds

normally project over the less resistent zones of thin rock beds. An

isolated deposit of sandstone is present on the hillslope near the northern

abutment in the SWk NWk SEk sec. 36, T. 45 N., R. 13 W. This sandstone

probably Pennsylvanian in age, will be a very irregular and a non-persistent

unit. Some evidence of Pennsylvanian residual clays were noted in the stream

channel.

There are two geologic factors that may increase the overall cost.

The relatively thin cover of soil indicates that borrow may be either

inadequate or will have to be extended over a wide area. Secondly, the

bedrock abutments should have key trenches excavated a few feet in depth

so that an earthen core can intercept near surface weathered openings in

the bedrock. This may require dome blasting to obtain a uniform slope where

thick dolomite ledges project over the zones of thin beds. Also a key trench

should cut into firm bedrock across the valley floor.

The permeable alluvium will not retain impounded lake water. Therefore,

a highly saturated soil environment will be created under the earthen fill

at the core of the dam. This permeable alluvium may become so saturated

PLATE C-13

-2-

that the resultant pore pressures under the front of the dam may be a hazard-

to t~he stability o'f the earthen foundation of the damn. Therefore depending

on many factore such as water depth it may be worthy to consider that the

core trench should have a greater than normal width or that the slopes of

the dam should be modified.

Overall Site Two is suitable geologically. The major problem is the

lack of borrow with two hazards, bedrock core trenching and permeable

alluvium,as features which detract from the site.

James H. WilliamsEngineering GeologistMissouri Geological SurveyDecember 4, 1964

PLATE C-14

APPENDIX DHYDRAULIC AND HYDROLOGIC DATA

I

HYDROLOGIC COMPUTATIONS

1. The SCS dimensionless unit hydrograph and the systemized com-puter program HEC-l (Dam Safety Version), July 1978, preparedby the Hydrologic Engineering Center, U.S. Corps of Engineers,Davis, California, were used to develop the inflow hydrographs.

a. The 24-hour, 100-year rainfall for the dam locationwas taken from the data for the rainfall station atJefferson City, Mo., as supplied by the St. LouisDistrict, Corps of Engineers, per their letter dated6 March 1979. The 24-hour probable maximum precipita-tion was taken from the curves of HydrometerologicalReport No. 33 and current Corps of Engineers andSt. Louis District policy and guidance for hydraulicsand hydrology.

b. Drainage area = 6.03 square miles (3860 acres).

c. Time of concentration of runoff = 1.885 hours(computed from "Kirpich" formula).

d. The antecedent storm conditions for the probable maxi-mum precipitation were heavy rainfall and low tempera-ture for the previous 5 days (SCS AMC III). The ante-cedent storm conditions for the 100-year precipitationwere an average of the conditions which have precededthe occurrence of the maximum annual flood on numerouswatersheds (SCS AMC II). The initial, pool elevationwas assumed at the principal spillway crest (Elev. 640.0).

e. The total losses for the 100-year storm were 3.46 inches.The total losses for the 48-hour PMF storm were 2.03inches. These losses are based on SCS Runoff CurveNos. 85 and 70 for antecedent moisture conditions, SCSAMC III and AMC II respectively. The soils in thewatershed are composed of approximately 40% SCS SoilGroup B, 30% Soil Group C, and 30% Soil Group D. Landuse in the watershed is approximately 50% woods and50% pasture.

f. Average soil loss rate = 0.04 inch per hour for the PMF.

2. The discharge rating for the emergency spillway was developedusing the Corps of Engineers Water Surface Profiles HEC-2computer program.

PLATE 0-1

The Discharge rating for the concrete weir principal spillwaywas based on the broad-crested weir equation, Q = CLH 3/2,where C is a discharge coefficient, L is the width of the weircrest, and H is the total head above the weir crest. The dis-charge coefficient "C", which varies with head, was taken fromthe USGS publication "Measurement of Peak Discharge at Dams byIndirect Methods". The values for "C" ranged from 2.9 to 3.7.

The discharge rating for flow over the dam crest was developedusing the HEC-I (Dam Safety Version) program. The dischargecoefficient used for the weir equation was 3.0.

3. Floods were routed through the reservoir using the HEC-l (DamSafety Version) program. The input, output, and plotted hydro-graphs are included with this report.

PLATE D-2

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