AD-A142 769 EMBANKMENT CRITERIA AND PERFORMANC REPORT SALT CREEK I/AND TRIBUTARIES NEBRASKA SITE 18 BRANCHED OAK DAM ANDLAKENO) CORPS OF ENGINEERS OMAHA NE MAY 84

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EMBANKMENT CRITERIA ANDPERFORMANCE REPORTMAY 193 A A1 4 27 6 9

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SALT CREEK AND TRIBUTARIES, NEBRASKA

SITE 18o BRANCHED OAK DAM AND LAKE

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9 DTICELECTE

JULl1 0 1984

US Army Corps Eof EngineersOmaha District

84 07 05 112

DISK 39-C

PROJECT C6657

SALT CREEK AND TRIBUTARIES

BRANCHED OAK DAN AND LAKE

SITE 18

RAYMOND, NEBRASKA,

EMBANKMENT CRITERIA AND PERYORMANC REPORT

NTIS GRA&I

Unannoune

Distribut-ion/__Availability Codes

Avail and/orDist SPecial

PREPARD BY: UNITED STATES ARMYCOuPS OF ENGINEERS

OMAHA DISTRICT

SALT CREEK AND TRIBUTARIESBRANCHED OAK DAN AND LAU

SITE 18RAY OND, NIBRSKA

EMAKETCRITERIA AND PERANC9 REPORT

TABLE OF CONTENTS

Paragraph Title Page No.

PERTINENT DATA PD 1-2

1. INTRODUCTION 1

1.1. Purpose of Report 11.2. Authorization and Purpose of Project 11.3. Location and Description of Project 11.4. Project Maintenance 21.5. History of Project Design 2

1.5.1. Survey Report 21.5.2. General Design 2

1.5.3. Final Design 21.6. History of Project Construction 3

2. GEOLOGY 3

3. FOUNDATION INVESTIGATION 4

3.1. Subsurface Exploration 43.2. Foundation Conditions 5

4. FOUNDATION PREPARATION 5

5. EMBANKMENT 6

5.1. Embankment Section 65.2. Embankment Materials 6

5.2.1. Earthfill 65.2.2. Embankment Drain Filter Material 75.2.3. Slope Protection 7

5.2.3.1. Riprap 75.2.3.2. Spalls 85.2.3.3. Bedding 85.2.3.4. Gravel Surfacing 8

5.3. Embankment Placement 95.3.1. General 95.3.2. Compacted Embankment Fill 95.3.3. Embankment Berm Fill 105.3.4. Embankment Drain Filter Material 105.3.5. Slope Protection Placement 11

TC-1

TABLE OF CONTSNTS CONT 'D

Paragraph Title Page No.

5.3.5.1. Riprap I15.3.5.2. Spalls I5.3.5.3. Bedding 115.3.5.4. Gravel Surfacing II

5.4. Embankment Settlement 125.5. Laboratory Testing 12

5.5.1. Triaxial Compression Tests 125.5.1.1. Undisturbed Alluvium Foundation 125.5.1.2. Remolded Embankment Material 13

5.5.2. Direct Shear Tests 135.5.3. Adopted Design Values 14

5.6. Embankment Stability 145.6.1. Method of Analyses 145.6.2. Design Cases 14

5.6.2.1. End of Construction 155.6.2.2. Steady Seepage Case 155.6.2.3. Partial Pool 155.6.2.4. Sudden Drawdown 15

5.6.3. Summary 155.7. Seepage Control 16

5.7.1. Embankment 165.7.2. Foundation 165.7.3. Abutment 17

5.8. Diversion and Closure 17

6. EMERGENCY SPILLWAY 17

7. OUTLET WORKS 18

7.1. Intake Structure 187.2. Conduit 187.3. Stilling Basin and Outlet Channel 19

8. INSTRUMENTATION AND RESPONSE 19

8.1. General 198.2. Pore Pressure Piezometers 198.3. Open Tube Type Piezometers 208.4. Foundation Settlement Gauges 208.5. Crest Movement Markers 208.6. Intake Structure Movement 218.7. Conduit Movement 218.8. Reservoir Stage Recorder 21

9. CONSTRUCTION MODIFICATIONS 21

9.1. General 219.2. Contract Modifications 22

4-4P TC-2

TABLE9 OF COUTENTS COUT'D

4. Paragraph Title Page 1o.

10. OPERATIONAL HISTORY AND PERFORMANCE 23

10.1. General 2310.2. Inspections 2310.3. Reservoir Levels 2410.4. Significant Operational Events 24

10.4.1. Crest Road 2410.4.2. Seepage 24

10.4.2.1. Relief Well 2510.4.2.2. Seepage Drains 25

10.4.3. Service Road 2610.4.4. Water Rights Gate 26

10.5. Performance 26

p TC-3

APPE DIX A - DR.AIGS

Plate No. Title

Al Project Location MapA2 Excavation and Embankment Plan - Sheet iA3 Excavation and Embankment Plan - Sheet 2A4 Boring Location - General PlanA5 General Soil and Geologic Profile Along Embankment

CenterlineA6 Boring Legend and Record of Borings - Left Abutment AreaA7 Record of Borings - Embankment Area:

Sections A-A and B-BA8 Record of Borings - Left Abutment Area:

Section G-G and H-HA9 Record of Borings - Right Abutment Area:

Sections I-1, J-J, and K-KAIO Record of Borings - Right Abutment AreaAll Record of Borings - Right Abutment Area:

Sections E-E and F-FA12 Record of Borings - Left Abutment Area:

Sections C-C and D-DA13 Record of Borings - Left Abutment Area:

Sections L-L and M-MA14 Record of Borings - Upstream Borrow AreasA15 Record of Borings - Spillway AreaA16 Typical Sections - Embankment, Embankment Drain, and

Outlet ChannelA17 Embankment - Sections and DetailsA18 Laboratory Test Data - Remolded Embankment Material:

Compaction Tests, Triaxial, and Direct Shear TestSummaries

A19 Laboratory Test Data - Consolidation Tests: FloodPlain Alluvium

A20 Laboratory Test Data - Consolidation Tests: Abutmentand Outlet Works Area

A21 Laboratory Test Data - Unconsolidated - Undrained"Q" Test: Stratum "A"

A22 Laboratory Test Data - Unconsolidated - Undrained

"Q" Tests: Stratum "B"A23 Laboratory Test Data - Consolidated - Undrained "R"

TestsA24 Laboratory Test Data - Remolded Embankment Material:

Triaxial "Q" and "R" and Direct Shear "S" TestsA25 Laboratory Test Data - Direct Shear "S" TestsA26 Stability Analyses - Circular Arc Method: Construction

and Seepage CasesA27 Stability Analyses - Circular Arc Method: Sudden

Drawdown and Partial Pool CasesA28 Stability Analyses - Wedge Method: End of Construction

Case

TC-4

4 ,

APPENDIX A - DRALNGS (CO'T)

Plate No. Title

A29 Diversion and Closure - Plan and SectionA30 Spillway - Grading Plan and SectionA31 Outlet Works - Excavation Plan: Sheet IA32 Outlet Works - Excavation Plan: Sheet 2A33 Outlet Works - Embankment Plan and Section:

Sheet 1A34 Outlet Works - Embankment Plan: Sheet 2A35 Outlet Works - SectionsA36 Intake Structure - Miscellaneous DetailsA37 Water Rights Gate - DetailsA38 Outlet Works - Conduit: Concrete and Reinforcement

DetailsA39 Stilling Basin DetailsA40 Embankment Berm - Plan and Section

NOTE: Many of the Plates used are the original Construction Plates andcontain notes referring to the construction of the dam.

4 TC-54.

N. -

APPENDIX B - PDOTOCRAPHS

Plate No. Photo No. Description

BI I Aerial view of project. High Pool Condition.2 Aerial view of project. High Pool Condition.

B2 3 Aerial view of project. High Pool Condition.4 Aerial view of project during ponding of the

reservoir.B3 5 View of upstream embankment slope.

6 View of upstream embankment slope, crushedrock surfaced service road, and upstreamslope riprap protection.

B4 7 Overview of dam crest, downstream slope, andright abutment

8 View of downstream slope of the dam.B5 9 View of upstream embankment slope, crushed

rock surfaced service road, riprap slopeprotection, and outlet works intake tower.

10 View of riprap slope protection on the IV on3H upstream embankment slope.

B6 11 View of riprap slope protection on rightabutment shoreline area.

12 View of upstream end of emergency spillway.B7 13 View of emergency spillway channel.

14 View of outlet works intake structure.B8 15 View of-outlet works intake structure.

16 View of stilling basin structure and conduitportal.

B9 17 View of hydraulic jump created in stilling basin.18 View of stilling basin and discharge channel.

B1O 19 View of outlet channel from crest of dam.20 View of crushed rock surfaced service road

during construction.BlI 21 View of crushed rock surfaced service road

during construction.22 View of outlet end of downstream valley relief

well and parallel drain pipe.B12 23 View of stilling basin and locations of seepage

drains.24 View of 2-inch seepage drain just upstream of the

stilling basin structure.B13 25 View of 4-inch seepage drain installed along the

left crest slope of the stilling basin.26 View of dam crest and paved highway which runs

along the crest of the dam.B14 27 View of dam crest and paved highway which runs along

the crest of the dam.

4

" " TC-6

-V

APPENDIX C - IsUfSTIO PLATES

Plate no. Title

Cl Instrumentation Location PlanC2 Pore Pressure Piezometers - Line A: Station 14+00

C3 Pore Pressure Piezometers - Line B: Station 24+00

C4 Pore Pressure Piezometers - Line C: Station 28+00C5 Pore Pressure Piezometers - Line D: Station 37+00C6 Piezometer Observations - Line 1C7 Piezometer Observations - Line 2C8 Piezometer Observations - Line 3C9 Piezometer Observations - Line 4CIO Downstream Toe Piezometer ObservationsCIlI Foundation Settlement Data - Vertical MovementC12 Crest Movement - Longitudinal, Transverse, and

Vertical MovementC13 Crest Movement Markers - Horizontal MovementC14 Intake Structure - Vertical MovementC15 Conduit Settlement - ProfileClr Outlet Works - Conduit Vertical Movement Histories

4.

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:- " O 1

PEINNT DATASITE 18

1. Reservoir Data

Diainage Area 88.7 square milesPermanent Pool Area 1,800 acres at El.1284.0

(Conservation Pool)Sediment Storage 13,250 acre-feet

Flood Control CapacityBelow Spillway Crest 14.9 inches of runoff

2. Embankent

Type Homogeneous rolled fillCrest Elevation 1320.0 feet m.s.l.Maximum Height aboveStreambed 80 feet

Height above Valley Floor 68 feetCrest Width 32 feetCrest Length Approximately 5,200 feet

Slope Protection GrassWave Erosion Protection RiprapSeepage Control Pervious vertical drain with

intermittent outletsCompacted Fill Quantities Approximately 2,524,400 cubic yardsBerm Fill Quantities Approximately 297,400 cubic yards

3. Eergency Spillway

Type Uncontrolled, grassed, earth

channelSide Slopes 1V on 3HCrest Elevation 1311.0 feet m.s.l.Crest Length 300 feetWidth (Bottom) 200 feetLength Approximately 1,900 feetExcavation Approximately 607,000 cubic yards

4. Borrow

Quantity Approximately 2,147,000 cubic yards

5. Outlet Works

Type Inlet Concrete DropService Gate 4'x6' Vertical Lift, Hand Operated,

Bottom Elevation 1274.0 feet m.s.l.Conservation Pool Outlet 2 - 3.5'x12', 1284.0 feet w.s.l.

PD-I

5. Outlet Works Cont'd

Water Rights Gate 10" Diameter Vertical Lift, HandOperated, Bottom Elevation1276.3 feet m.s.l.

Conduit Type, Size, and Length I - 72" 0 RCP x 408' longSeepage Control Five Seepage Diaphrams

Stilling Basin Saint Anthony Falls TypeOutlet Channel

Length 1,100 feetExcavation Quantity 91,000 cubic yards

Discharge Capacity@ Pool El. 1311.0 feet m.s.l. 1,320 c.f.s.

6. Downstream Discharges. Assuming the service outlet is 50 percent opera-tive, the maximum discharge downstream from the reservoir would be 660 c.f.s.for the Reservoir Design Flood, which is well within the bankfull capacity of

2,700 c.f.s. In the event of a probable maximum flood occurrence, themaximum outflow would be 4,800 c.f.s. and would exceed the downstreamcapacity for a period of several days.

7. Pertinent Storage Levels.

Elevation Area StorageFeature Ft. MSL Acres A.F.

Top of Dam 1320.0 4,460 133,966

Embankment Design Flood 1317.3 4,207 122,283Spillway Crest 1311.0 3,640 97,556Reservoir Design Flood 1295.1 2,466 49,491

Conservation Pool 1284.0 1,780 25,994

Sediment Pool 1275.7 1,272 13,250

Gated Outlet 1274.0 1,160 11,224

The 100-year sediment allowance is 13,250 acre-feet. This is an average

depth of 2.8 inches over the basin.

8. References. For additional information and description on the construc-tion background, operational data, or procedures regarding this dami and lake,reference is made to the "Branched Oak Dam and Reservoir, Operation and

Maintenance Manual," dated July 1981; "Design Memorandum No. MSC 20, BranchedOak Dam and Reservoir," dated June 1965; "Periodic Inspection Reports,"dated July 1968, September 1969, November 1970, July 1972, October 1974 and

October 1979; and "Plans and Specifications for Branched Oak Dam andReservoir," March 1966.

* "PD-2

SALT CREEK AND TRIBUTARIESBRANCHED OAK DAN AND LAKE

SITE 18RAYMOND, NEBRASKA

EMBANKMENT CRITERIA AND PERFORMANCE REPORT

I - INTRODUCTION.

1.1. Purpose of Report. This report provides a summary record of

significant design, construction, and operational data on Branched Oak Dam

for use by engineers to familiarize themselves with the project, reevaluate

the embankment when unsatisfactory performance occurs, and provide guidance

for designing comparable future projects. It was prepared in accordance with

MRD-R 1110-1-8, subject: "Construction Foundation Reports and Embankment Cri-

teria and Performance Reports," dated 27 February 1978 and ER 1110-2-1901,

subject: "Embankment Criteria and Performance Reports," dated 31 December

1981.

1.2. Authorization and Purpose of Project. Project authorization was

provided by Public Law 85-500, 85th Congress, commonly referred to as the

"Flood Control Act of 1958." Authority was granted to construct a flood con-

trol project on Salt Creek and Tributaries, Nebraska, essentially in accord-

ance with the report of the Chief of Engineers contained in House Document

396, 84th Congress, 2nd Session. Branched Oak Dam is one of the features of

the authorized project. The dam was designed and constructed by the Corps of

Engineers as part of a system of 10 dams and reservoirs on the tributaries of

Salt Creek above the City of Lincoln, Nebraska, for flood control, fish and

wildlife conservation, and recreation. The permanent pool is maintained and

operated for fish and wildlife conservation and recreation by the State of

Nebraska Game and Parks Commission for public use.

1.3. Location and Description of Project. Branched Oak Dam is located

in the southeastern part of Nebraska in Lancaster County, approximately

4 miles west of Raymond, Nebraska. See the Project Location Map, Plate Al,

t 00

Appendix A. The main features of the dam consist of an earth embankment,

grassed emergency spillway, and concrete outlet works structure. These are

located as shown on Plates A2, A3, and A4. Aerial views of the completed

project are shown on Plates BI and B2, Appendix B.

1.4. Project Maintenance. Major repairs of the embankment, spillway,

outlet works and discharge channel are the responsibility of the Corps of

Engineers. The Nebraska State Game and Parks Commission is responsible for

routine maintenance, such as repair of minor slope erosion, control of

burrowing animals, and maintenance of grass cover. The State is also

responsible for maintaining the conservation pool for fish and wildlife

conservation and for recreational purposes.

1.5. History of Project Design.

1.5.1. Survey Report. The initial recommendations for construc-

tion of a system of dams on tributaries of the Salt Creek were made in the

"Survey Report on Flood Control for Salt Creek and its Tributaries, Nebraska

and its Supplements" dated January 1953. This report formed the basis for

Congressional authorization.

1.5.2. General Design. In December 1960, the "General Design

Memorandum," No. MSC-1, was submitted to higher authority. The report

updated the survey report in tems of economic feasibility and provided an

overall general design of the multi-dam Salt Creek Project.

1.5.3. Final Design. Final design of Branched Oak Dam (Site 18)

is covered in Design Memorandums MSC-20, Branched Oak Dam and Reservoir, and

MSC-20, Supplement A, Revised Section V - Earthwork. These reports present

detailed designs of the earth embankment, emergency (earthen) spillway,

outlet works, and the necessary bridge, road, and utility alterations.

2

"s" i

1.6. History of Project Construction. Branched Oak Dam was con-

structed by contract, under the supervision of the Corps of Engineers, Omaha

District. Contract No. DA25-066-CIVENG-66-0127, Branched Oak Dam and

Reservoir, was advertised on 1 March 1966 and bids were opened 7 April 1966.

Brandt Construction Incorporated and John H. Brandt (in a joint venture) were

awarded the contract. The contract bid was $1,447,604, which was $231,194

below the Government Estimate. Final payment though, amounted to $1,459,017

due to modifications to the contract and payment of actual quantities.

Work on the project was ordered to proceed by 10 May 1966, and was

completed in two construction seasons, with a final completion date of

31 December 1967. In the first construction season (August 1966 to November

1966), the contractor was required to complete the outlet works intake

structure to elevation 1280.0, and the right and left abutment sections of

the dam embankment to a minimum elevation of 1272.0. Also, from a point

200 feet right to 200 feet left of centerline of the outlet works, (Sta.

39+20 to 43+20), the crest was to be constructed to elevation 1320.0. The

purpose of this was to obtain practically all of the foundation settlement

under the conduit pipe and the intake structure prior to the start of the

second construction season (April 1967 to November 1967). Closure, seeding,

completion of the embankment, and remaining work was completed during the

second construction season.

Additional improvements to the dam, since its original construction, are

discussed in section 10.4. in this report.

2. GCOLOGY. The Salt Creek drainage basin is located primarily in

Lancaster County in eastern Nebraska and lies entirely within the Dissected

Till Plains Section of the Central Lowlands Physiographic Province. Pleis-

tocene and Pliocene deposits of glacial, interglacial and eolian origin

overlie bedrock, which is at a maximum depth of over 200 feet, although in

some localized areas, the bedrock occurs at relatively shallow depths.

3

Bedrock under the greater portion of the basin is the Dakota Group sandstone

and shales of Cretaceous age, with some Permian limestone and shales in the

southeastern portion of the basin and Pennsylvanian limestone and shales in

the northeastern portion of Lancaster County. In the damsite area, a typical

section of the deposits in descending order are as follows: Peorian Loess

Formation, Loveland (loess-clay) Formation, Kansan Glacial Drift, Aftonian

(interglacial) Formation, the Grand Island Formation, the Seward Formation,

and the Nebraskan Glacial Drift. In general, the Salt Creek basin is an

eroded and dissected till plain which was covered by two eolian deposits, the

Loveland (loess-clay) Formation and the Peorian Loess Formation. Post-

Loveland erosion removed most of the Loveland and the remaining Loveland was

subsequently covered by the younger Peorian Loess. In many places,

especially in the western half of the basin, all the loess, both the Loveland

and Peorian, was removed by erosion exposing the underlying glacial drift.

In a few local areas, notably In the eastern part of Seward County,

southcentral and northeastern part of Lancaster County, and southeast part of

Saunders County, all of the Pleistocene deposits have been removed by erosion

exposing the underlying bedrock.

3 o FOUNDATION IRSTIGhIfON.

3.1. Subsurface Exploration. A total of 79 borings, 20 to 100 feet

deep, were drilled to determine soil characteristics for general and specific

design studies of this site. These consisted of 19 borings within the flood-

plain alluvium foundation area, 29 borings within spillway and abutment

areas, 16 borings within possible borrow areas, and 15 borings within possi-

ble recreation development areas. The locations and identifying numbers of

these borings are shown on Plate A4. Disturbed moisture and classification

samples were taken from each boring at every change in material and at inter-

vals not greater than 5 feet in depth. Disturbed sack samples were taken of

representative spillway and borrow area materials, and undisturbed Shelby sam-

ples were taken of representative embankment foundation materials. Standard

4

penetration tests were also taken at those borings which were within the

embankment flood plain foundation and outlet works areas. Logs of the

borings are shown on Plates A6 through AIS.

3.2. Foundation Conditions. The valley foundation soils at this site

consisted primarily of clay alluvium derived from Kansan and Nebraskan

glacial drift clay, and from Aftonian formation silts and sands, and clay

silt loess. The alluvium underlain by the Grand Island and Seward

Formations, was primarily classified as lean, sandy, and fat clay (CL and

CH). In the left abutment and spillway area, in descending order, the soils

were composed of a loess mantle, Kansan drift, and Nebraskan drift. The

loess was classified as lean and sandy clay and silt (CL, CH, and ML). It

was described as stiff and medium dense, moist and brown, and about 20 feet

thick. The Kansan drift was classified primarily as lean and sandy clay (CL

and CH) with some sand and was about 30-40 feet thick. It was described as

medium stiff to stiff, moist, red-brown and brown. The Nebraskan drift was

classified as fat and sandy clay and silt (CH, CL, and ML). It was described

as very stiff to hard, moist to wet and gray in color. In the right abutment

the loess mantle was absent and the Aftonian formation was present between

the Kansan and Nebraskan drift. It was described as stiff, medium dense,

moist, light gray, and was classified as silt (ML). The general soil and

geologic profile is shown on Plate AS. Specific soil characteristics and

laboratory classification within definite areas are shown on the subsequent

plates of boring logs Nos. A6 through A15.

4. FOUNW hION PREAIhPION. Before work began, all vegetation, such as

brush, heavy sod, heavy growth of grass, and all decayed vegetable matter,

rubbish, road surfacing, and other unsuitable material within the area upon

which fill was to be placed was required to be removed. After completion of

the clearing and stripping, all depressions were filled and steep slopes flat-

tened. After filling the depressions, and immediately prior to the placement

of embankment fill, the foundation was required to be loosened thoroughly by

5

scarifying, plowing, or harrowing to a depth of 4 inches. After the removal

of roots or other debris turned up in the loosening process, the foundation

was compacted in preparation for placement of fill material.

5. DIESAUKNKT. A discussion of the design and construction of the embank-

ment is presented in the following sections. It includes a description of

the embankment section and materials, the design shear strengths, stability

analyses, seepage control, and general construction of the embankment.

5.1. Embankment Section. The embankment is a rolled, homogeneous,

impervious earthfill with a pervious embankment drain consisting of a contin-

uous vertical drain with intermittent horizontal outlets. It has a crest

length of 5,200 feet and a crest width of 32 feet. It is 68 feet high and

has a crest elevation of 1320.0 feet m.s.l.

The slopes of the embankment are as follows:

Upstream

1 on 3, 1 on 5, 1 on 3 1300-13201 on 3 1280-13001 on 10 1265-12801 on 3 ground-1265

Downstream

1 on 3 1288-13201 on 5 ground-1288

See Plates A16 and A17 for typical embankment sections and details, and

Plates B3 and B4 for views of the embankment slopes and crest.

5.2. Embankment Materials.

5.2.1. Earthfill. The embankment was constructed primarily of

loess and glacial drift material from spillway excavation, abutment area

6

borrow, and alluvium from upstream borrow. This material provided a rela-

tively impervious embankment section consisting of 2,524,400 cubic yards of

homogeneous rolled earth fill and an additional 297,400 cubic yards of fill

in the upstream berm.

5.2.2. Eubankment Drain Filter Material. The embankment drain

filter material consisted of washed sand, gravel, or crushed stone well

graded between the following limits:

Sieve Size Percent by Weight Passing

3/4 inch 100

No. 4 75-95 :No. 16 45-70

No. 200 0-5

5.2.3. Slope Protection. Wave action on the upstream face of

the embankment, in the range of the permanent pool, is dissipated on 20

inches of riprap, placed on 6 inches of spalls, which is placed over 6 inches

of bedding. Other embankment and excavation slopes are protected by a grass

cover, except for the IV on 10H slope of the upstream berm, between elevation

1270 and 1280 which is protected by a 12-inch layer of gravel. See Plate A17

and Plates B5 and B6 for sections, details, and views of the slope

protection.

5.2.3.1. Uprap. Riprap wave protection on the embank-

ment and around the intake structure is a quarried limestone, and

specifications required it to be free of thin slabby pieces and be reasonably

well-graded between the following limits:

Weight per Stone Percent of Total WeightType A Type B Lighter than or Passing

800 lbs. 50 lbs. 100

200 lbs. 20 lbs. 35-5520 lbs. 5 lbs. 0-10

7

Quality testing of the riprap material consisted of Bulk Specific

Gravity, Soundness in Magnesium Sulfate, and Soundness in Freezing and

Thawing.

Type A riprap was used between elevations 1280.0 and 1300.0 and was

underlined by 6 inches of spalls placed on 6 inches of bedding material.

Type B riprap was used for the outlet works and was underlined by 6 inches of

bedding material.

5.2.3.2. Spalls. The spalls were to be at least equal

in quality of the stone used for riprap and reasonably well-graded within the

following limits:

Sieve Size Percent by Weight Passing

4 inch 1001-1/2 inch 55-853/4 inch 30-65No. 4 0-10

5.2.3.3. Bedding. The 6-inch bedding layer used beneath

the riprap and spalls consisted of sand and gravel and was required to be

reasonably well-graded between the following limits:

Sieve Size Percent by Weight Passing

3/4 inch 100No. 4 80-95No. 16 55-80No. 200 0-10

5.2.3.4. Gravel Surfacing. The 1V on 1OH upstream slope

is protected by a 12-inch layer of gravel. The material consisted of sand

and gravel and was required to be reasonably well-graded within the following

limits:

8

" -- } - V

Sieve Size Percent by Weight Passing

3/4 inch 100No. 4 80-95No. 16 55-80No. 200 0-20

5.3. Embakmnent Placement.

5.3.1. General. Specifications required the gradation and

distribution of materials throughout the earthfill section of the dam be such

that the embankment would be free from lenses, pockets, streaks, and layers

of material differing substantially in texture or gradation from surrounding

material.

5.3.2. Compacted Embankment Fill. The more impervious fill

materials were placed toward the upstream section of the embankment, and the

more pervious of the fill materials were placed toward the downstream section

of the embankment, so that a transition in permeability was affected from the

upstream to the downstream portions of the embankment.

After dumping, the material was spread in approximate horizontal layers

over fill areas. The layers were 6 inches thick or less after compaction and

had moisture contents ranging from 2 percent above optimum to 4 percent

below. Before compaction, each layer of fill was harrowed, if needed, to

break up and blend materials and to obtain uniform moisture content. It one

pass of the harrow did not break up or blend the materials sufficiently, addi-

tional passes were performed, but no more than three passes were required.

Each 6-inch layer of material was compacted to at least 95 percent of the

maximum density as determined by the Standard AASHO method, T99, Method D.

Portions of the fill which could not be compacted with rollers because of

space restrictions, were placed in 4-inch loose lift layers and compacted

with power tampers to the same degree of compaction as that obtained on other

portions of the fill.

9

'| S

During construction, over 1,100 field compaction control tests were

taken during the periods of August 1966 to November 1966 (1st Construction

season), and April 1967 to November 1967 (2nd Construction season). A

summary of the tests is given in the following table.

- SU ARY OF FIELD COMPACTION CONTROL TESTS -

TYPE TEST RANGE MOST PREDOMINANT

MAXIMUM DRY DENSITY 95.2 - 120.0 100.1 - 104.7(PCF)

PERCENT COMPACTION 94.2 - 111.0 97.0 - 102.4

OPTIMUM WATER CONTENT 12.2 - 24.5 17.0 - 22.3

LIQUID LIMIT 14 - 63 40 - 50

PLASTIC INDEX 7 - 46 22 - 29

5.3.3. Embankment Berm Fill. The embankment berm was con-

structed of borrow area materials in 12 inch thick layers. Compaction was

accomplished by the controlled movement of the construction equipment over

the fill in such a manner as to obtain the maximum amount of evenly distrib-

uted compaction possible. Moisture control was not required except that the

upper limit of the moisture content was that which permitted the movement of

construction equipment.

5.3.4. Embankment Drain Filter Material. The filter material

was placed in 8 inch thick layers and each layer was thoroughly compacted by

vibratory plate compactors. The material was placed by methods which

eliminated the mixing of earth and the filter material. Filter material

10

found to be dirty or otherwise contaminated was removed and replaced at no

cost to the government.

5.3.5. Slope Protection Placement.

5.3.5.1. liprap. The riprap was placed on the spall

and bedding layers so as to produce a reasonably well-graded mass of rock

with a minimum percentage of voids. A tolerance of plus or minus 4 inches

from the required slope lines and grades was allowed, except that either

extremes of such tolerance was not to be continuous over an area greater than

200 square feet. The riprap was placed to its full course thickness in one

operation and in such a manner as to avoid displacing the spall layer and to

minimize segregation of the riprap. The desired distribution of the various

sizes of stones throughout the mass was obtained by selective loading of the

material at the quarry site and by controlled dumping. All stone was

required to be placed by means of a clam, orange peel, or skip box. Dumping

of stone at the top of the slopes and rolling or pushing them into place was

not permitted.

5.3.5.2. Spalls. Specifications required that the

spalls be placed on the bedding layer by methods which would obtain the best

possible graded mass of uniform thickness. A tolerance of plus or minus

1 inch was permitted in areas not exceeding 200 square feet.

5.3.5.3. Bedding. The bedding material was spread uni-

formly on the prepared base by methods which did not cause segregation of

particle sizes within the bedding. Compaction of the bedding layer was not

required, but it was finished to present a reasonably even surface. The aver-

age thickness was required to be within plus or minus 1 inch from the requir-

ed thickness within areas not exceeding 100 square feet.

5.3.5.4. Gravel Surfacing. Specifications required plac-

ing of the gravel in a manner which would prevent segregation of particle

sizes. The material was placed in one layer and compacted by one complete

pass of a crawler type tractor weighing not less than 20,000 pounds.

11

5.4. Embankment Settlement. A total foundation settlement of approxi-

mately 3.52 feet was estimated to occur at the maximum embankment section.

In computing the settlement, a maximum embankment section of 68 feet high was

considered to bear on 42 feet of compressible valley alluvium. This compress-

ible material was divided into a 6-foot top stratum of medium stiff to stiff,

primarily lean clay, above a 36-foot thick soft to medium stiff stratum of

lean, sandy, and fat clay.

Time settlement studies indicated that approximately 70 percent of con-

solidation would occur during construction and the remaining 30 percent would

occur at a diminishing rate over an indefinite period. The emlmnkment was

provided with a 1-foot overbuild to compensate for the continuing settlement.

Total foundation settlement to date has been 3.85 feet, of which 3.40 feet

occurred during construction. The 1-foot overbuild was therefore sufficient,

since only 0.45 feet of settlement has occurred since construction. Foun-

dation settlement gauges indicate that the rate of settlement has leveled off

and is now negligible.

5.5. Laboratory Testing. Laboratory tests were performed on represen-

tative disturbed and undisturbed samples. These tests consisted of the fol-

lowing: (1) mechanical analyses, Atterberg limits, and moisture determina-

tions, (2) compaction tests, (3) consolidation tests, (4) triaxial

compression tests, "Q" and "R," and (5) direct shear "S" tests. Laboratory

results for the above tests are given on Plates A18 through A25, and a

discussion of the triaxial compression and direct shear tests is given

below.

5.5.1. Triaxial Compression Tests. Twenty-three series of tri-

axial compression tests, "Q" and "R," were performed on undisturbed samples

of alluvium foundation and remolded embankment material, and are discussed

below.

5.5.1.1. Undisturbed klluvium Foundation. Eleven series

of "Q" tests on alluvial material, along with a study of drill log data,

12

resulted in the division of the alluvium into stratums A and B for "Q"

strengths. Stratum A is the top 8-foot thickness. It is stiff, dry to

moist, primarily lean clay. Stratum B consisted of 31 feet of alluvium that

ranged from soft to stiff, moist to saturated, silty, sandy, and lean clay,

and medium to stiff fat clay. The range in strengths were as follows:

Stratum Depth-Ft. Tan 0 Coh - T/SF

A 0-8 0.13 to 0.40 0.55 to 1.60B 8-39 0.0 to 0.03 0.32 to 1.45

Seven series of "R" tests were performed on the alluvium. The alluvium

was not divided into stratums for "R" strengths. The range in strengths were

as follows:

Tan 0 Coh - T/SF

0.19 to 0.25 0.15 to 0.60

5.5.1.2. Remolded Embankment Material. Three series of

"Q" tests and two series of "R" tests were performed on representative embank-

ment materials remolded at 95 percent of maximum density and 2 percent above

optimum moisture. The resulting strengths were as follows:

Test Sajmle Tan 0 Coh-T/SF

Q C-l, Loess 0.11 0.90Q C-2, Drift 0.0 1.32Q C-3, Alluvium 0.0 1.30R C-2, Drift 0.21 0.31R C-3, Alluvium 0.23 0.30

5.5.2. Direct Shear Tests. Seven series of direct shear "S"

tests were performed on undisturbed alluvium and remolded embankment

materials. The strength results were as follows:

13

Sample Type Tan 0 Coh-T/SF

Undisturbed 0.52 0.20

Undisturbed 0.65 0.0

Undisturbed 0.35 0.38

Undisturbed 0.57 0.10

Remolded (C-1) 0.44 0.40

Remolded (C-2) 0.43 0.40Remolded (C-3) 0.41 0.0

5.5.3. Adopted Design Values. After evaluating all the test

results the following strengths were used in design:

ADOPTED DESIGN VALUES

Unmit Weight "Q" Case "R" Case "S' CaseMaterial T/CF Cob TanO Coh TanO Coh Tan#

Bouyant Saturated T/SF T/SF T/SF

Embankment 0.0288 0.06 1.0 - 0.30 0.22 - 0.45

FoundationStratum "A" 0.0288 0.06 1.0 - 0.25 0.21 - 0.50

Stratum "B" 0.0268 0.058 0.45 - 0.25 0.21 - 0.50

5.6. Embankment Stability. Stability analyses were performed on both

the downstream and the upstream slopes at the maximum embankment section posi-

tioned over the greatest depth of relatively soft foundation.

5.6.1. Method of Analyses. The wedge and circular arc methods

of analyses were used. These are patterned after the finite slice method out-

lined in EM 1110-2-1902, Appendix Ill, dated 27 December 1960. The analyses

were run using the Omaha District RCA 301 Computer. The most critical

failure surface was found by trial and each critical case was then checked

manually. The computer and manual results were in close agreement.

5.6.2. Design Cases. Embankment stability analyses were per-

formed for the end of construction, steady seepage, partial pool, and sudden

drawdown cases. Stability sections and their respective factors of safety

for the design cases are shown on Plates A26, A27, and A28.

14

5.6.2.1. End of Construction. This case was run using

both the circular arc and the wedge method of analyses. Instantaneous place-

ment of the embankment was assumed and the computed factors of safety were

1.24 and 1.26 respectively. These factors are slightly lower than the 1.3

specified in EM 1110-2-1902. However, from experience of previous Salt Creek

Dams, it was known that during the 2-year construction period the consolida-

tion of the foundation due to the embankment load would result in an increase

in strength to the extent that It was felt that the factor of safety would be

above 1.5. Therefore, for this case, the values were considered adequate.

5.6.2.2. Steady Seepage Case. The downstream slope was

analyzed by the circular arc method assuming the pool at the spillway level

and the pervious drain operative. The "R" and "S" shear strengths were used

in separate computations to determine a range of stability values. The

respective minimum factors of safety were 1.32 and 1.78.

5.6.2.3. Partial Pool. The upstream slope was studied

for the critical pool elevation of 1274.0 (low level gated outlet elevation).

The saturation line was assumed horizontal at each pool level. The "R" shear

strengths were used in the computations and the minimum factor of safety wis

1.54.

5.6.2.4. Sudden Dravdown. The upstream slope stability

was analyzed assuming instantaneous drawdown from the pool at spillway level,

elevation 1311.0, to the permanent pool at elevation 1284.0. The "R" shear

strengths were used and the minimum factor of safety was 1.44.

5.6.3. Suary. As can be seen in the following table, all

factors of safety considered critical were either very close to or exceeded

those required in the stability manual. Those which were less than that

required and still considered adequate were the result of engineering

judgment and experience with similar situations.

15

- -- .. . . .. . . . ... ... ... • .. . i . . . .. ... . il . .. . . II IA I l i " .. . . 'E l

STABILITY ANALYSESComputed

Kinimum Required Factor of

Case Shear Strength Factor of Safety Safety

End of Construction Q 1.3 1.24*Steady Seepage R 1.4 1.32**Steady Seepage S 1.4 1.78Partial Pool R 1.5 1.54Sudden Drawdown R 1.2 1.44

*See discussion in section 5.6.2.1.

**The 1.32 factor of safety for the "R" strength was considered adequate

when bracketed with the higher "S" case factor of safety of 1.78.

5.7. Seepage Control.

5.7.1. Embankment. Seepage through the embankment was con-

sidered negligible due to the relatively low permanent pool, the infrequent

interval and short duration of higher pools, and because of the impervious

nature of the embankment. An embankment seepage control internal drain con-

sisting of 32,583 cubic yards of compacted pervious material, with outlets,

prevents eventual saturation of the downstream embankment slope under all

normal long term seepage conditions. The drain is 3-feet wide with a top

elevation of 1311.0 (Spillway Crest Elevation). It is located 10 feet down-

stream from the embankment centerline and has outlets at 50-foot intervals

throughout the embankment section. See Plate A16 for typical sections of the

embankment drain.

5.7.2. Foundation. An analysis of foundation seepage was made

using a method developed by Mr. P. T. Bennett and published in the proceed-

ings of ASCE Vol. III, 1946, entitled, "The Effect of Blankets on Seepage

Through Pervious Foundations." The analysis was performed at the maximum

embankment section with a pool elevation of 1311.0 (Spillway Crest

16

iI q

Elevation). The depth of the semi-impervious blanket was assumed to be 40

feet and extend infinitely both upstream and downstream. The depth of the

pervious sand was considered as 20 feet. In determining the effective length

of semi-impervious blanket, ratios of coefficients of permeability of blanket

to that of underlying sands (Kf/Kb) were assumed as 1,000 upstream and 800

downstream. A gradient factor of safety of 1.63 was obtained at the

downstream toe of the embankment. The minimum allowable gradient factor of

safety was 1.5, therefore, underseepage control (such as relief wells) was

not required.

5.7.3. Abutment. Seepage was not considered a problem because

of the adequate impervious cover which exists over the sands in the

abutments.

5.8. Diversion and Closure. A system of temporary dikes and channels

as shown on Plate A29, were used to divert the stream flows into a temporary

channel constructed through the embankment area. Specifications required the

embankment closure section to be constructed to elevation 1274.0 within 6

days after the start of closure operations and to elevation 1288.0 within 10

days. The embankment at elevation 1288.0 then provided sufficient pool

volume to contain the runoff from a 100-year flood occurrence probability

with about 5 feet of freeboard.

6. EMERGENCY SPILUAY. The emergency spillway is a grass-lined, uncon-

trolled, earth cut channel. It is located in the left abutment, approxi-

mately 2100 feet from the embankment. It has a slightly-curved alignment, is

200-feet wide, and 1900-feet long. The spillway has a 300-foot long flat

crest at elevation 1311.0 at its upstream entrance, and a 0.2 percent down-

stream bed slope. Side slopes are 1V on 3H. Total spillway excavation was

approximately 607,000 cubic yards. The spillway plan and section are shown

on Plate A30, and views of the spillway are shown on Plates B6 and B7.

As stated in General Design Memorandum, MSC-I, "Salt Creek and its Tri-

butaries," the spillway channel must be wide enough to pass the Standard

17

Project Flood routed 5 days after a Reservoir Design Flood (5 inches of

runoff), with outlets assumed to be 50 percent operative and spillway

velocities not to exceed 8 feet per second. The 8 feet per second limiting

velocity was established as the velocity below which serious erosion would

not occur. This criteria was far exceeded since the Standard Project Flood

routed in the above manner would fail to reach the spillway crest by more

than 10 feet.

7. OUTLET WORKS. The outlet works consist of an intake structure, conduit,

stilling basin, and outlet channel. Sections and details of the outlet works

are shown on Plates A31 through A39 and views of these structures are shown

on Plates B7 through BIO.

7.1. Intake Structure. The intake structure is a reinforced concrete

box shaft with 6-foot by 12-foot inside dimensions and is commonly referred

to as a drop inlet structure. The structure has a 4-foot by 6-foot manually

operated gated opening located in the upstream side with a crest elevation of

1274.0. The purpose of the gated opening is to lower the level of the conser-

vation pool in order to inspect the conduit, make shoreline repairs, and

control fish population. A water rights gate was recently constructed into

the intake structure and is used to release water for downstream needs. See

section 10.4.4. in this report for more information concerning the water

rights gate. There are also two ungated openings in the intake structure,

each 3.5 feet by 12.0 feet with crest elevations of 1284.0 (Normal Operating

Pool Elevation).

7.2. Conduit. The conduit consists of a monolithic reinforced

concrete pipe 72 inches in diameter and 408-feet long. Experience has shown

that piping due to seepage is more likely to occur along the conduit than in

any other location in or under the embankment. Therefore, in order to

eliminate the possibility of piping, five seepage diaphragms were attached to

the conduit. They are located near the axis of the dam with spacing between

diaphragms of approximately 40 feet.

18

1.

7.3. Stilling Basin and Outlet Channel. The stilling basin is a Saint

Anthony Falls parabolic drop Inlet type structure constructed of reinforced

concrete. An outlet channel extends downstream from the stilling basin

approximately 1,200 feet to the original creek channel. The first 80 feet of

the channel downstream of the stilling basin is protected with riprap. The

first 70 feet having 15 inches of riprap placed on 6 inches of bedding and

the remaining 10 feet having 30 inches of ripr3p placed on 6 inches of

bedding. The remainder of the channel is protected by a grass cover. Exca-

vation of the channel was approximately 91,000 cubic yards.

8. INSTRUMNTATION AND RESPONSE.

8.1. General. Instrumentation for Branched Oak Dam and Reservoir con-

sists of 28 pore pressure piezometers, 32 open tube type (downstream) pie-

zometers, 4 foundation settlement gauges, 7 crest movement markers, 8

vertical movement inserts, and a reservoir stage recorder. Details of the

instrumentation are given In the following sections.

8.2. Pore Pressure Piezoueters. Twenty-eight pore pressure piezome-

ters were installed at Branched Oak Dam in cross sections A, B, C, and D

through the embankment as shown on Plate Cl. The purpose of these

piezometers is to monitor pore pressure response, migration, and dissipation

during and after embankment construction. Twenty-four of these piezometers

reach into the alluvium foundation. Four piezometers, one in each cross

section, were installed near the embankment centerline with their tips set in

fill near the base of the embankment. These four have always been dry with

the exception of some seepage water draining down along the outside of the

pipes from the manholes to the piezometers. This condition was eliminated

when drains were installed in all four of the crest manholes in 1977. Of the

original 28 piezometers 21 are currently operable and their water levels are

read approximately every three months. The other seven piezometers were

installed on the upstream slope of the dam below the normal pool level and

have been under water since early 1969. Plots of all the piezometer readings

19

are shown on Plates C2 through C5. The readings indicate generally good

response and in the expected range for these piezometers.

8.3. Open Tube Type Plezometers. There are 32 open tube type piezo-

meters scattered throughout the downstream area of the dam. Plots of the

water level readings, depths and locations of the piezometers are shown on

Plates C6 through CIO. Pressure tests of the piezometers in 1977 indicate

that all the piezometers are functional and respond well. Readings indicate

that the water levels are within the expected range for these piezometers.

8.4. Foundation Settlement Gauges. There are four foundation settle-

ment gauges located along the centerline of the dam on piezometer lines A, B,

C, and D as shown on Plate Cli. The maximum settlement has been at gauge

C-IOU and is about 3.85 feet with approximately 3.4 feet of the settlement

occurring during construction. All points appear to have a similar rate of

settlement, and recent readings indicate that the rate of movement has

leveled off.

8.5. Crest Movement Markers. Seven crest movement markers were placed

at 600-foot intervals along the downstream edge of the crest as shown on

Plate C12.

Because of the erratic plots of transverse movement shown on Plate C12,

the accuracy of the line of sight method of surveys normally used was

questionable, and therefore, was replaced by a coordinate method of surveys.

Initial surveys in 1977 and surveys in 1980, using the coordinate method,

indicate slight downstream movement as can be seen on Plate C13.

The maximum settlement occurs at point MI-2 which is over the valley

alluvium near the right abutment, and is approximately 0.69 feet. The maxi-

mum differential settlement between points occurs between MI-l and MI-2 and

is approximately 0.73 feet. Overall, the movement plots of these points,

given on Plate C12, indicate a very uniform settlement along the embankment

except at point MI-2.

20

8.6. Intake Structure Movement. Four movement insert markers are

located in the top of the intake structure as shown on Plate C14. Vertical

movement surveys have been taken six times since the original readings were

taken in January 1968. Plots of these surveys, shown on Plate C14, indicate

a small and uniform settlement of the structure, having less than 0.10 feet

total settlement. This stability is credited to its firm foundation of stiff

to very stiff sandy and lean clay glacial drift.

8.7. Conduit Movement. Surveys of conduit movement are shown on Plates

C15 and C16. With the exception of initial settlement during construction,

little conduit movement has taken place. Surveys since March 1967 have shown

less than I inch of differential movement and have shown no overall trend for

the conduit to move either up or down. This stability is credited to the

firmer foundation of Nebraskan Drift material under the conduit as opposed to

the alluvial clay under the embankment in the valley. A plot of the change

in length and a history plot of four vertical movement points along the

conduit are shown on Plate C16.

8.8 Reservoir Stage Recorder. The reservoir stage recorder is housed

in a 5-foot 4-inch, by 5-foot 4-inch, by 8-foot high concrete block structure

located at the crest of the embankment near the outlet works. The instrument

records reservoir levels in digital format on paper tape at 15-minute inter-

vals. It is a bubbler type installation whereby the stage is determined by

the hydrostatic pressure required to force nitrogen gas out of a submerged

orifice. An auxiliary staff gauge with the same datum as the recorder is

located near the intake of the outlet structure and extends from elevation

1271.0 feet m.s.l. to elevation 1287.0 feet m.s.l. The gauges are operated

and maintained by Corps of Engineers personnel.

9. CONSTRUCTION MODIFICATIONS.

9.1. General. Six contract modifications occurred during the construc-

tion of this project. The changes were determined necessary and in the best

21

interest of the Government. Details of the modifications are given in the

following section.

9.2. Contract Modifications.

(Mod. #I) October 1966. Modification No. I was a change in the specifi-

cations of the contract. Change was necessary to revise construction con-

tract commitments to conform to real estate acquisition commitments. The

contract price and time remained unchanged.

(Mod. 02) Auguat 1967. Due to flooding in June 1967, debris consisting

of logs and brush were deposited in the reservoir below the elevation of the

permanent pool. The Contractor had previously completed the clearing and

grubbing required by the contract, and did not by any act or failure to act

contribute to the deposit of the debris. Therefore, since the debris was

unacceptable in the permanent reservoir, a contract modification was made to

allow for payment for removal of the debris. This resulted in an increase of

$800 in the contract price. The contract time remained unchanged.

(Mod. #3) September 1967. Due to abnormally bad weather between May

and June, it was determined necessary to modify the contract time for perform-

ance of all work included in Items 3 and 4 of the Completion Schedule 22

calendar days. Items 3 and 4 consisted of the following: Item 3, complete

outlet works and complete right and left abutment embankment; Item 4,

complete all remaining work, except seeding. The contract price and

completion time for all other work remained unchanged.

(Mod. #4) December 1967. This modification extended the completion

date of Item 5 (Seeding) in the Completion Schedule 10 calendar days. The

extension was necessary due to Moo. #3 which extended the time for perform-

ance of Items 3 and 4. (See Mod. #3). Since Item 4 was prerequisite to Item

5, the time extension was deemed necessary. The contract price remained

unchanged.

22

(god. #5) July 1968. This modification gave the contractor an addi-

tional 45 calendar days to complete Item 1 (Complete Right and Left Abutment

Embankment) of the contract. Misinterpretation of the Plans and Specifica-

tions caused an increased haul distance and delayed the completion of the

embankment, thus requiring the additional time.

(Hod. #6.) July 1968. This modification provided for reimbursement to

the contractor for loss of Indirect costs as a result of underrun in quantity

of contract Items 10, "Spalls," and 12, "Riprap-Type B." Contract price was

increased by the lump-sum amount of $2,841.56. The time for performance was

unchanged.

10. OPERATIONAL HISTORY AND PERFORMANCE.

10.1. General. The Secretary of the Army granted a license to the

State of Nebraskan and Parks Commission to use and occupy the land and water

areas of the Branched Oak Dam and Reservoir for Public Park and Recreational

purposes. For consideration of the privileges granted, the State was

required to maintain the project in a manner acceptable to the District

Engineer. In general, this requires routine maintenance. Any major repairs,

either to the embankment, outlet works, or spillway, are accomplished by the

Corps of Engineers.

10.2. Inspections. In-depth inspections of Branched Oak Dam and Reser-

voir are conducted in accordance with ER 1110-2-100, "Periodic Inspections

and Continuing Evaluation of Completed Civil Works Projects." The inspec-

tions are reported in Periodic Inspection Reports Nos. 1 through 6, dated

July 1968, September 1969, November 1970, July 1972, October 1974, and

October 1979, respectively. The next periodic inspection of Branched Oak Dan

is scheduled for 1984. These periodic inspections are made jointly by repre-

sentatives of the Operations and Engineering Divisions of the Omaha District

Corps of Engineers and by representatives of the Missouri River Division

Office. The reports include the evaluation of the embankment, structural

performance, and instrumentation observations.

23

f

In addition to the periodic inspections, annual inspections are made by

the Operations Division of the Omaha Corps of Engineers, and monthly inspec-

tions have been performed by Fort Crook Area Forces since 1980. These

reports include a comprehensive inspection of all features of the dam.

10.3. Reservoir Levels. Reservoir water surface elevation readings

have been recorded daily since the ponding of reservoir water began. Of

these readings, one middle of the month observation from each month has been

plotted for record and is shown on Plate C6. These daily water surface

elevation readings are taken either from the intake structure mounted staff

gauge or from the water stage recorder located in the gauge house near the

crest of the dam. The highest pool elevation reading ever recorded at this

dam was 1286.6 (2.6 feet above normal operating pool) which occurred in

October 1973.

10.4. Significant Operational Events.

10.4.1. Crest Road. In 1970, the upstream side of the crest was

extended 12 feet by the State of Nebraska for the purpose of building a two-

lane paved road across the crest of the dam. All costs and necessary work

for completion of the project was the responsibility of the State of Nebraska

with approval of the plans, specifications, etc., by the Corps of Engineers.

A sectional view of the road is shown on Plate A17, and Plates B13 and B14

show views of the completed road.

10.4.2. Seepage. Branched Oak Dam and Reservoir has a history

of seepage along the downstream toe of the embankment. The main areas of

concern have been, (I) at the base of the right abutment approximately

between sta. 10+00 and sta. 15+00, (2) near the center of the flood plain

valley, (3) along the left cut slope downstream of the stilling basin, and

(4) from the internal embankment sand drain outlet at sta. 41+00 located back

and upstream of the stilling basin structure. Methods used to alleviate the

problem in these areas are discussed in the following sections.

24

10.4.2.1. Relief Well. In 1975, a 6-inch diameter

relief well was installed in the downstream embankment toe near the old creek

channel at sta. 28+00. The well was used in an atteiapt to lower the ground

water level in that area. It was thought that if it would relieve the

hydrostatic pressure in the deeper sand stratum, that the drainage of

overlying alluvium would improve, thus lowering the ground water level and

minimizing local ponding. Recent inspections indicate that the relief well

has been functioning as expected and the ground water level has subsided.

Periodic flow measurements of the relief well are shown on Plate C6, and the

discharge end of the well is shown on Plate BII. Details of design and a

cost summary of the relief well and perforated pipe (discussed in next

paragraph) are presented in Design Memorandum No. MSC-23.

Besides the relief well, a 6-inch perforated drain pipe was placed in

the same trench parallel to and at the same elevation as the relief well out-

flow pipe. This drain has flowed steady at approximately 5 gpm and indicates

that shallow drains such as this are effective in lowering local high ground-

water problems. However, since the relief well is also in the area the

actual effect of the shallow drain cannot be determined.

10.4.2.2. Seepage Drains. In 1977-1978, two seepage

drains were installed in the vicinity of the stilling basin. A 2-inch pipe

was installed into the embankment drain at the toe of the embankment approxi-

mately along a line with the centerline of the stilling basin to provide a

controlled outlet for any seepage through the drain. The second drain is a

4-inch perforated pipe installed along the left side of the stilling basin

cut slope at elevation 1252.0. The purpose of the drain is to provide a

controlled outlet for seepage that drains from the left abutment area.

According to the 1979 Periodic Inspection Report, these drains were

functioning well and keeping the area dry. See Plate C6 for a plot of the

flow readings, Plate A39 for drain details, and Plates B12 and B13 for views

of the drains.

25

The drains were installed as part of the Salt Creek - Outlet Works

Rehabilitation (Phase I), which included channel cleanout and conduit

grouting performed at various other Salt Creek Dams. The work was performed

by Technical Inspections Corp. of Lincoln, Nebraska, under contract No.

DACW45-77-B-0086. Total contract cost was $114,708.50 with approximately

$18,800 allotted for the seepage drains at Branched Oak.

10.4.3. Service Road. In 1976, a crushed rock surfaced service

road was constructed along the upstream embankment slope. It was constructed

by Theisen Bros. Inc., of Norfolk, Nebraska under Contract No.

DACW45-76-B-OlO0 at a cost of $33,280. The road was built by cutting into

the slope along the top side of the upstream slope riprap protection. It was

constructed primarily for inspection and more efficient maintenance of the

upstream slope. Before the road was constructed, a barge or a temporary

:onstruction road cut into the upstream slope was necessary each time riprap

repair was required. Details of the design of the road are presented in

Design Memorandum No. MSC-25. Plan and sections of the service road are

shown on Plate A40. Plates B3, BlO, and B11 show views of the service road

during and after construction.

10.4.4. Water Rights Gate. In October 1981, a 10-inch diameter

gate was constructed into .he intake structure as shown on Plate A37. The

gate is used to release water for downstream needs. Its small size enables

it to be used more efficiently than the structure's 4-foot by 6-foot gate

which was originally used.

The gate was constructed by contract (No. DACW 45-81-C-0229) at a cost

of approximately $7,000. The contractor was Pro Dive Incorporated of Ottawa,

Illinois.

10.5. Performance. The Branched Oak Dam and appurtenant structures are

in good condition. Since 1967, when the project was completed, periodic

annual, and monthly inspections and evaluations of the instrumentation data

26

tI

has revealed no significant problems concerning the safety of the dam. The

maximum reservoir level attained at Branched Oak Dam since its completion

occurred in October 1973 and was 1286.6 feet m.s.l. This was 2.6 feet above

the normal operating pool and 24.4 feet below the spillway crest. The

project is well maintained, and because of its relative close proximity to

the Omaha District Offices, it can readily be inspected if potential problems

develop. Maintenance problems which do develop are generally rectified

before they turn into major problems which may subsequently affect the

integrity of the dam.

27

APPENDIX ADRAWINGS

WWI

SS

S 'ag * V

, . j/4

ri VA

BA..NCHE"CD C)PY

oIT T 0 8 -)

-- N

SITE No 18 7

SEW ARD

J CA $S 5)

DA NOAM D0

DMND2 L Ac9£1£PLA N

SS THIN~K At Al V4G)"C/FIRIN, SS

N EuE A SX MA

CI. -1ctf RAW. SO-DAM

>.~ .-~LOCATION MAP

U 4,N D(, E RT I,

1

N C "A T E R

Gter NO 17

NOR)- X

S ~ AI CREE W.Ci BOUNDARY'

LISIT NC 8

I-- A~ .7lTIVALEEGNAIGI MNMN RTPAADPPOMNERPP 18) PAFp

Copps OF ENGINEERSI

t~

sOff

--~ -------

o 01

No ST I I NNky(Sl N6

IA~ E .0004470.0279,0 .C 7'821

5 Em 1.0. 31251

0 P

1O Sr 00IO 4' 224 C'?I 746Cub.Sia 0 00 {4:2 . 001C2,73 .000 57O 2:5

2 Cub P .. 4.15 435,383.87 2 ,7 2 10 2 3 178

7 SIT Sta. 06 .00 492 .1300 1 2.733) 00 0 1 7 2

U. 6. ARMYI

46 ~CURVE "A" LJAI.

0 4*00'

J 1 212.'i"1,, 1 432 3951

PC 5- 55:12,LPT7+76

L~ 22-44-47 L

At T 12.0

PLU P T 48+26.21r D..R1.3bh CURVE "C" OUTLET WORVKS

DIT 62" 00" ftSANIKMENT 0 20' 00'

r 172. 13'

fTo 286.47'- ~ PjatAl~ PC 427.87 IT%.

-~~~ (L* ~ T 737.87 Rtt. on 0.*. 4

IL .'4 CURVE "0' SPIL111A3E -2- 35-10-11

0 4 00*o... So 'cr 453.8?'

L 87q. 24'~ (AI.A 4O~ * .... ,. 1432.4'

3.z-* PC 9.10.85P T 17+90.00

I -. ., ~ ' 'ILEGEND:

I ''LL W ~ 0-- EXISTING GROUND CONTOURS

IV T IL ' 1 -o-Ii ' lIEW GROU.ND CONTOURS

'TA ~ J~ ~------ EXISTING FENCE TO BE REMOVED. .I. i~'kI §7 BRUSH AND TREES

c f U.S. GOV'T. BOUNDARY

-TI EARTH WOR8 TII CONTRACT

AV& STONE PROTECTION THIS CONTRACT

I ' ~ GRAVEL SLOPE PROTECTION THIS

4~~L"~ J ~ I ~CON TRACT.

-I. f or OppIIc boo Swie,'uI Notes,/) 1 f.. ~ 50a PLATE A3.

P 12

'T1, D'IVERSION DITCH

LOCATION OF POINTS ____________

T STAT ION, I~ RATE BEARINGN-ES

I Eub. 0-0C 404.760.00 P.7293500.00 NI? 48'27'EariaT OANI Cub. P.I. 6-61.57 405.389.$7 2.729,702.32 s o

2 3 Lb. P-1. 46-41.18 48,957.37 2,731.466.24 N26'IS'1290E4 ftub. 51679.56 483.500.00 2,731.300.00 To 3-33142-E - 1ITcliin" n-tPI* Cob. 41 #20 480.490.43 2,731.235.25 $6341131-E 7; BAC MOKIA X L* 06 P.I. 600' Rt. 486.224.51 2.731.773.10 IE".I7 535Sts. 0000 492.135.00 2,731,000 8? 45EA P"' X~I6 ~3ESWETPA* So P.1. 432,870.00 2.732,150 5'45"MA ONNDEANK kTP N

* Boo Sta. 10.07.0S 402,600 2,33.70 S67241511E !IEE I

EMBANKWfNT CRITERIA AND PERFORMANJCE RF PT 1983) PUTF P'"

CORPS OF CNGMIN

N VNDI T C

U. IL AY1

$ r~o \5

IAWIe LA ON I am3

ASIME lUD 9W

'lsA

-<5

Ail5 #X4 iyeetgae idhadadj ~P*

II I slopes af the d version ditches and plug@ mill*~~ ' 1 F ~~be selected by the contractrsbJt

approval. the ditches ar Optionel it othe rC, / -- meno are used to Provide drainage in andm..Er Wp0 (N- I upstream of the embankment are*@.

I- - ~2. Sats meterlol shall be placed in the

2; 7 sbankment. The material shall be placed in21 lifts and traffic compacted as directed.Theitere a be place*dalongside of the

3. ft trat terraces shall be aintainemd against.' the ebanlasent so .6 to prevent drainags along

N the emakmn toe/(34. The aligniient and grads of all bladed drain05i55l 05 PK)A C ML ditches ohal be establifhed in the field.

5.All elevat ions shown refer to feet aboveM.S.L.. 1954 Gosnsral Adjustment.

-~/6. -For section*. tietaile and profiles. so*- 101CULVC PLATES A45 ,,a' A17

7. For central points, sea PLATE A2.C '8.For leogend, a*e PLATE A 2.

culto .1. 9. tormoragrdn shotll be 6oeemIlahld* > 4 ' _ _'~~ Cto he p pr:roxImaten. contours oftes.

I .. ,EXCAVATION AND EMI&ANIQJENT PLAN

SHEET 2

EMOANKMENT CRITERIA AND PERFORMANCE REPORT (1983) _ PLI'TF At3

CORPO 0f ENGINEERS

.j A

A- A

NTAKrITAUCT

j~iK iji;PLUG

4

U. G. A064Y

IT A

) A

ow'.

-;cW .. ,,,. "5,L

STRUCTURRAS-

DIVESIO

CHANNELSI

4~ A)#L It

E vah ns rfer t fee2 1

% -, ,, c ,,s t-PL AT 4rMdA5

E3AC"l OA DMAN LK

*~,C C)AIO --ER P A

IMCJ ----- E2 .-EVAU 14 CPTPAADPPMM F ,T

j,, FlAFP

0. 0" D- , , 04 0 3

AN A .RA -LRIFTAD

,sfjiA..A'4 DRIFT

4-A

WiMIG35T 135100 (LOMs) FORMATIONI AD 2LIAM (ATINDPLOII) 0lCIIS, AL100130PI83W LOWIAN (LOW CLAY) FOR- TRI LWI MRE CULAM LMIAND Is LEGEND

MI110N UIJIVEN1ITIATED. PARTLALLY AQUOOII, D H3 03' IiLu V.I. Robr CASIAI0MT

SAWA$ OLACIAL 15!?? ALL SEDEAYIDIVS "INGlE 0151111 '.30 720 glevat13 at Top of Op0'0M 30 Pi0 * m 94 l f mGLAC IAL STACK, P!IRIILY A PUOLT-CLAT -' 1963 Data. of 8-. tia1O011OIL(TI'.l) AT THIS SITS. , (0) P.A..,t orftlatA t * tua ofdall..u. 0. "A~f

GRAND ISLAND FORMTION SAMS AN0 rAAVEIS DEP)SITPI 19 PRj.*NSA m A"tal.dnd by Lob~ot.7 Tes.VALLEYS, PT FAST"AS VILWI STRUAMS room 1 ( ) PLAGoAt 1. rn II. an" *,,vWEST 5F Inl TILL 111217102 DUINlE KANSAS (L LGIAC IA L STAGE. 4 LL)Lql LI

A??ODIAN FIOATION All INI3.ACLAL OPPGO6IT 13 SIL7, SAND1 AMD4 AtI*3fA4*0 L=14l.. bd - 0543al.."N~It

,IA? I,? UFP D nRo" TW ER W0 IMUAS!AI zSu LLA *p. .. oa.ct-1.1 1 0.3.4. a as a3 dk0U1.4

Inl ITT PT ROS tax0. (5?P) Sdard4 Penetatin In bas pai feat to, sunY MAP @31

MM3N CIA'LA L IF1? IF .2, PRIMARPILY A PYSILT CIAY 1300011131 t o dri r D.P. -mi- by0N T0! IM1100 311411 131 LAMP -*II Yn.pptw INN 0 a A o amo 0 1.113sASIA' 0LAC IAL STAGE. 10.ti13 aM Wantifying moda or sommma WW.SILTS AND SANDS, GLACIALLY 3133ID AND SAC 03 a. aaw. om.. Lj V--, awaaaPARTIALLY 000135. IS..41~. ~ A ~t~4R.L., AMk 33amSCIVIOCS PG11ft AHEAD upI IOU 0130303N 0. HAS mq i. m~al t he ty of loss orf-d.P P .3,; LAC To 4 NO1 SPPy CSIE In TIMl TwinyLORA MUS1. CL3.L ClmiUa boom AM Atb.l Lims..

13?IFFA 83v1 PGNI ll I 511,7% AND CUTYS, 013011.0 CAICAWII,M-.. Jd Wam. Anlpe Tmo Cmoulmm.Pit3 POS T? I) PR 03IL? IN 1 1.3.01 WAIDI OFE st . p LosSl aml ft" p.. maft

THIE 04114 cprAct Topumm.Imposer .54 3A amrpit of.U.111Cm DAWTA FORMATIO PPIPILY Sk-1' AllD WSIM. MIL? *.

34513113 FOMINK1 AT 1W3Mll

EmB

U. S. ARMY

0. 0.

Consedr .Oa"'or, ~-

UA,. Z AV-EL

LEGEND

37, i..tio, *0 Top of ( c o s...ncoA'd OX f 5.0fl m Aw e u

1"s UE 6m. sotsi ~oW.,u= 01

"tw~ined by OOabweO7 Test. n ,

PLtw: fd sr a Sm ILTY ciElI sow

U4.i OIMt RIC fLAM j ACRPDvto MA (INvl .,nU MW.2 RMI

W" ~1 U -. ~ on vissa ecopU-. ... .~ ....- A AM &RS0 Gr onw to IA. .de .1 r foo W; IS tow SiM fro'op* U. S. ARM G EN S'AL S TRI&C. C) OI C P

1ssou. DM tdti" .a- Dr~ 61110 E777/

EtaBAN.taro A c~ t _f EN_ CRTEI ANDHE OAKOMA~C RDPOR (1983) PLI

CORPU Or ENGINEERS

0 .150 4,

- ;T-I-A.-. AV

0 -

'.2' 0A -'e

DCRIPTIVE NCTZS ABBRtylAT

tSh r aph C a n 0,Aon r,

go0loi eaturde b orr v and iog~d atttre Zroasc a

onrrespective Aprat noy rrethtc "local~ .8r.es Iier,*l Mat'I

charct~retICOfthe Subsuface mat.

1;.,,AS I- I LT (00, SO I LS

encoue reth , sro ho Vatr sill' no is the10' 105 ANYlntoereatO oiln? oat r v *i :- h 04, bea tond ndSN O RA EI

onth Gyi reph.C'i Loe f dt ont ifrat SF A N 147 G %'l AZie a o n on f Peld p e, ."~ "l ' tei SIn'ryctedSLT

ot the Omajh iat lo. fCyce.ySAD R^LY

Ste dion t dr ill ue n n e on -rise S N

RL

U. S. ARMY

LEGEND:

D. 0 2 Drill Holt Number

a' Date of drilling

- -' ±41 A' Vv'.rS'4 -, i4

A-;.W 0

0 (- MI Percent of moisture at time of del, lingB.f AN C.A Nt.ti~o ,b .. determilned by laboratory test.

1596,' AIL.L.) 00.id Limit

-- -~ -(P.1.1 ruasticity Index

$0,~ sY f. . ,- .p S'2 A, Snil ,lasification based or, maosetenn SY tteraorg Li...S ~ :.

: L eadL arO date lonra o,

-- Y..'.osr~c~~rs '' Ir.i-- eeto sired cy ies - nrt I n opeIn o s

~~ % -d." 3 r~~deu~'w ite this c:iqra)

o. (>_P~i Standard Penetration enbl s* . -St ~ .. OS .*SA ' 5-c,, .. .4f foY required to 0n,e & .. e m.

- m. ijvrC- .a~i- by orooplog a 1L. i '. ai~er lOle

**' D 'r Sa, 'o

fe -0

I' . e,' ~ y

greh'ali ad y Cool for grown Smn. Meim Mdborin rpresnts th ecia Cecersous Caic Occausnl Dc CiRANos

eobeed an logd .et t Cebi5CoC Cob Psicniy Pat i lnu n o' ~e etn bv

on thedraminos. eN~l thth in Srboa ou Sab. Strtd St

reseteto o .sbuface o-Ge Dry. Satrtes ct ... 5 eea o.Yrt

r vetical reaches, ocal ear- Maerie Mat'l. With * 0 i'' "C '' I A!A

*Itic o the subsurface mat. IF____________

region er nt ciee , nd if -LASSIFICATiON OF SOILS:

ernstsrslIy within the 55SAND OR GRAVELLY SAND, WELL GRADEDthe cntrac. SP SAND OR GRAVELLY SAND, POORLY GRADD:

of . aesmi bad on Yea oSM SITADORSLYGAVLYSNtoo fl. aesont h right SI : YSAO0RT GRAVELLY SAND

lt , e. n n t . Gr p i S C C AYE Y SAN D OR LAYEY R V L Y S N

tsr engei teGrpi Log T ILS SNYSILTS, GRAVELLY SILTSBe ot ecssailytob:Ccon- CLO Lu~ IT

lid ster sil noat becaten LEAN CLAYS. SANDY CLAYS, SIL TY CLAYSgeva:tibo It t'ha lotin Ct OR DRAA LLY CL AYS ~s 50 nid~ dSCY utt

I' maera haIee ne CH FAY CLAYS

u :hdl~ih~h t bBRANCHED OAK DAM AND LAKE

es ar ob aint I th* r.SITE NO 13

*using 0 ~lytb ape.- roE42%

M 9(4-, .. m

- ep~$.. .MSC13-310E26

EtIAKVETCRITERIA ANF rpnPOPUCE REpOF -T I192 3) rrr

CDRPS OF ENGINEERS

0j4.4 A 1 P A ' A 12.*

11 - , ..--- - - ,

4 0"c.' A'0 AA'* .

JI. wI lk

Cl ( 4-.--. .!1 1 L 51C- 1t8

I -LA 01' If, 4.' W1.

1. GPA-. M1C +11D11

sot G-- 3C0' 'te''...--', 5ACl

ajs;'C9, jo o2oiC *& L Ot

.5e0 IAA A#9.0 I I A.§I y-Y r(FAA.~~~~~~T V41' S''f SoB'.ia[sl -~.'

L...-954Ge . tdj e . # rL.st&v.144'~~~~~~~.~ [4. .l. s.## Ice' I" th ~ ta

9ooo

fo i Leed Clasiicto ofo toll41dDoo lpl NIoes. ate* * tL-"sT '9,*3 -eJ,'

j j4P 6 tI . 2 of 1161ID6 809PATI A4. oI.Ae , .'oaaw

' I(.7 54t-iea c-s ('10 A.,.q -n

s-a.~U a.a -t' ts-o *

5.~~~~ 25 ., 55 5 . 2

I ,

*

...... . . . A .. '* r . . . F .** '' -

A. .4 S.. .. . ' -. ... .. , ': ,.,- ." .

.4 .. . .. . .. ' - " -...... . .. . . .. A

- -. . .K ._'. . .; .': . ". ' -- ., . ' & . . "K

S.1

-- ti x<- i ,' .- ". a , '. ... 5 j..v, ,., -a",,

ao.5 . . -F ' 4. & "i t I , , ... . . ." ..;- '' ,- ...........

A'.' *4'.o'

, -. c .. 1 F'- *'

IL.

• , n ^ ' J " ' # 'u . Nl . Yi N GI~ I r o il 'l rl i i . O a . -

414

F- ,,0 ',1,

BRANCHED OAK DAM AND LAKE

P L A T•S I T E N O I

kG-- T t LW MA-fr E O E MBANKMENT AR~E A

-- SECTIONS A-A AND 8

.. g.,,... .,,MSC13 -310£,R7

.. .E MANK ENT CRITERIA AND PERFORMANCE REP OT (1983) PLTF A7 ,

.,-.4

II I ii i i" -- i . , -.

CORPS OF ENGINEERiS

tio

* D

., 4-33-

... ... . . . . . . . . 3 - 33-- . I - II II I lll I I l Il f I °

] ' { w

U. S. ARMY

SL V N-444 t f

I E4 - I ld~ 5 f'4 U. "" 1 - .-- t - 5 a - 4

-ak "'. S4 r, -e 8

-s 13 *40442

EMAKMN CUTRI ANe4d 19 ,cat0fIoC p[ P SoF ) L T A

CORPS OF ENGINEERS

4. 4034 4.04

- e

.6.

r .2

-" 3- 34 .. .. . " .2 .. . 64 :,i ' :'. .,, i. . .. . . .~ 44 6 . o

4 ,- 4. 344 o4.s 3'•.: -c ,.s

El3 0.. I

1 .. s- -- e - .w. r e ,

i . -,'3. . '( . 3 -. 4 , . .[{

*.. . ...

-4. 4 , 3 - 2. 3 c . '

-I ... . .f

SCALE ICC. C 'CUt

302 C. 343

U. U. ARMY

C'

* A , - eS *4 '

65 6' 'a, . .

' - -, I,. .-4 4...54 - 4*l ,

A

:, C, r7-

3~.I5-f- Cf.. , ,. of-" 4,, , 4-4,0 • ,024a4 - <e<~tv oll l LI

v-q zC. f40 4[

6.-.. 4 6 4

ci. 7 4 G( V -,4{ .4 -( ¢IIo NI~l

±4-Y;,/ r., "," "0... tB AN HE O K 'AMAN L K

,, . . . .

SEI I., IreaIs s L 4

(LL j341

a "'CYL: N , CIS Cati o S

scea aOP 4N4,Ii( tf,~A N oes :ft

IIes -Hp pt iQ A(,.ii

J 333. All Loation shBowing. r efe to tet Abo

Sit 34(Y 3 AIL 15

ILA.. 4-', 6-, A-.1 -'7 an De.ripiv Noese

SAID4.4 4' *4 4-'3. rLo a on ofK eDAgM AND LA4 E

-6~~~~~~~ST NO~Ifti4~.'144f~'4 ISRECORD Of BORNG

ts~~~~~~~r~~ 'H AB.44N ^PEA4.4.~4 '44

4.t42.3.SECTIONS 14~ 1,90 J JANDK

0440 ~ f4"4

".C. iss- F1111, 44AS 134f 35o 10 E 2a56 604~CDecir

EAND4 eie - CRTEI AN PEFRAC BEPRANHE OAK83 DAADLAEA

oops 0F ENGINEERS

A.AiE All PALrF All .A'

D,'j

'S... ,e . 54

-l'Sc'u~ ~~ ~~~ S' 5 , e2I.Z 4

.

§4%:. SaMt.....A

U. U. ARMY

.-. p "S A JA 05 ' i-i -ys %2EAt

5.3'Zl 7

.. 4

.0.:5, see~t A4C

SC~I BPA CHE OA-vt -0IA CA' LAKE-~~GivtS'4 oe

2~~~~ST NOl iS -dDesc'Govno COR4OOBOns'

U?6. ASW. -. ~

MSC, 13-30 30

.4NKEN CRTEI AN .EFRAC EOP 198) L 1

CORPS OF ENGINEERS

4 A. *J*

2-t • 4• , t,

C" 05,.-,', , 6 'e 45-7

11upS rPLAM.

2,02,

i,"5_A..... .. .. . . . ,

L220

'Mai

'2 IIJ!Wj '.o

ti. S ARMY

A.4 . 5) e

C", *..

IL'/ 4

roc'sfoe4'5,",.. +..

DOWNS R AM I, s".1 51,++ ,o tes a,-

. d t e . . ..

26 t+ f 4. 7:, 1++. ee A+ I" A4" ..

5 ",1 ] + • '

+.+~- Al, -e Sta +. , •, t

SAAD, 51 dD-

Q., E

zoo REODOIAOIU

240512 I 'N3. 2015,

M ETAIL t..S SEC IN JAN '-f

DOWNSTFRIAM I. All eteea r Src.' r-st

er to lest 85ov.

z. - T z sCt4 0' .'(0 . al, S:'' otl '+ e NoteS, se- Pt Af Ac,.

'n~o

5 ,5tCc 'sft orfo 240d

.cc1

230'"'

I)• tl&4Y £ENOINK(iI Otltq'01 DM4244

EPBNKNT ~t-TER--A-tiD-P-R-O-.C BRANCHED (1A83 DALANTELAllE

-,-. SITE NO '8

' RECR..)D Of BORINUS

,CC Ti t j+t | riG 77u2.1N ;IE

,as ,5* , ,,C--'0,+ "-' 4(1 ', + _ - - " "v r_" '

a. I, . j - M5cIsmo i0SEI"BANKMENT CRITERIA A!JD PERFORMANCE REPORT (1983) PLP TE Allj

Ac,

CORPS or ENGINEERS

21JAN403 1.0, 0

A I tV§#- 'VV

244

Z _14 o~

J_ C-2-

~26.

-el . C . . .

C0S3.TN,0 .

U. U. ARMY

40- V 44 .-

5A 0. . ...

, ' ' ' ..

A'''4A.3A~o~e-'3 t..Ag-

IL

S ,--'" . + -. . . . ,. +.

-6+ .+ic ,, son330 CAF 4k '+ - .... ', .. - ....

''W A t- 'I'

3.'' ~~~~~ ~~o 'A-q .eq)L3e4"'3.Z, Sol's. ' "" ' ' 2

S-GAAS~~~- -f' I.4 Ie< 'l !

ML ' AV A'41 L

." '4. .. '''#0.v,'' a ++'32' , 3e . .. , ,'4.+• + , . ,-. - +

0."C 948,,14i

.z+,

+ * ?, .+ .+ . ++.+ , . :+ p+. . e.. 699 .

43. 13 -"4$ 32.

EMANKENT RITEIA AN CE EPOR AYA't. PLAFA1

• • +,-a+. C~t + " " •' +

-:.,

""++l "

.. s..J

¢ ..

CORPI OF ENGINEERS

JEST044 4' ' " 4 2 I.5(T A

t, 41

,2STE. '-9, 40 " 'T.. .. . . . .. "-t' ' '3 0 4' I 2f0 S

3 '.

444 -,5 ,, ;, / ,A ,.o ... 4> . . . . . .• , . .. " <. :" . .

. - . 0 .N '5 444

A . . . . .

'0 . S'S -TT 4,

5 C' ii "" '-,.' 45T 4' ... 5L' ,

J-IV.....0 E. . ... . I. 1

01 04 7 'I Al /C AC~ 4 s

-, CL -5 41'' s s .r," -

CL5 A, 7' AZs I A17.,-

1-4,

90~~4, t AN. 'T-' .

_A-a

SU S. ARMY-

, - -' I" 5 '.. , ... .. " I

ICC NUTi A

"I' u- -

41'

4:

61 1- 4 c~as 2Ma1 ic !

, .0 . ... 6 O)5 2, ' - - Isif mOOS + i! o , - -

Ell' i4 W.s 661 4-.5 9I5M

65 F Z9 S ' o 60 iS' , S . 06 - - 56W1 ll 6.0.~on S o w rfrt0Fe b

!cc P46EV c s. kk1' 60

Coo ,'s NOV + '4.M.-.L. S Si5 Geeal 00 ste t

-s . W,,,o(p*.- 9.. 0"----,or i Lee t 6l~ll flflo62O

C" 17 of 86 13 f 6i a5 17 6± U 4

'id's .. .[-'-'i's. -I' ,'0,, -- ,' Vei ','t < . E tm t d [ e a in h ow on Or*4 l

-13 71 "10 mu xnMt "r ~

- -- 0" ."sU' -k7 -!I- - - 1 [a %,ax7695

S lt.,,,C ,-,'s i .- * , , I, e -: e sJ , , * .o .40-0 NsOTES:

11 17 68 o 92 '0 1" ou466 A

-- -.c 5' K-it we S-*;oe I : "r .1, -- fh u;er nteL~;g S 9er t

2e- "1-- .9 1. SV-21 90 8 69; 1M 605 .0

z ~ ~ ~ ~ ~ ~ i 10 21,.!t . 50_ 91 1. snn ',u UlWenmeso OPI rt~dItP

.3 (7 -,30 Mnsly 1w,, 7 curry .. sc."

V. 25T .s.1u

!4I Is 1? 0 9 96 WO5 00 61 lW Z6

U , 6 1;F1 C to

GENERAL68 116 S t

AANH OAUK DA ADLAAE

005I -l E ot 07 sh KOwn refrt OFeetO! above

-- 5. 76 ri 81F ABU MET A0 ia

: :1~~lWI ....... . .

EMBANMEN5 RITERA-ANDPERFOMSNL REPOR GeneralPAoTustIent.

6i I. o L C s i o o f"

Soils and D ca 'tn 1oe, see IN~fAd- P47C.AV 3. For Lo ao of 7 oig5se .7 4

~'9''-1 '"' -61 1.Vop ~ , , A -Atu l Elevations so wn th e fe too o Feound ov

0o' an I.oo'i'flciv i Noes, see I'- -f A

-gA -'~,'1'> -YC 3.o' "aF r~ny t t , I. Th naCs' 1n the Ig reer to th0qAl"Q.01 ' ,4 tes tad Eorys na Isnths n tabulin

-o,'xi.9'oCV-1 9 or-ole 5'A ClySlFov h eeto st~hratusn

ht u a l I02 9 [ 9 w a i a i y L n C l a ih o s f atun d

17 o Xf's'o 5,0 ivvs' 8 - bi

e -5 tO- '.'o V,594r5e 7 It iN E olI g s t b o n.H

P. Th LaboatoryCOS8IIC1f of the~sa

Cla RECORD OF the prvou srau

-7 4 -I j.S I L" 6641 C 1.14

ESANKI*,NT ~ ~ ~ ~ RANHE CRIERI AND PEANDAC REOT (93LAEA1/

op-,z

CO)RI OF CrNGINCrSE

A - . >3 -. 3,,. 3 3 - - Cs

C , 333.,,.........

3. ,90 3.-a.

.. . ,,

i* 3. ... ,i ' . ii- - .. . . . " "

U. 9. ARMY

L

o c~l at t,, S-,e P, A

.5'.

.. ... r..

• -- - BRANCHED OAK DAM AND LAKE

.~jPSTEA( 53 . ,_ O R L.

... .. ... .. .0... . .. '. +cN ,+' .c oi . .. ,, .,, " ,

• -- - -. 'S. . 9 ... . L--'-

... : . a.. . sc,.-',o((..

SC 1 EO 34

EMBANKMENT CRITERIA AND PERFORMANCE REPORT (1983) PL/ATF A14

CORPS Or ENGINEERS

2' .03 S Of -EE DETAIL t'E. 423 s' E, f 30"S 33*N ' 1

-j 6Vf 44 %d 7

f~~'I- .. I3 e'

%IA4 f 0--S ' '3 .

D-. . -- 32T EL 73 2' 3 33 EL 13:3 C,,- - -

556f W4,/ q 5- - , 0-d A- '"

IVA lotA'5'.vSCALL

SICIOA 6AAle ICAle, U

CL '5 ,. Ao,-30~~fe "015 1 - 9f4stct-

333' S-3.2 CA3

M ~ ~ L 1AI IIn

C 41d 'Ab W -

3. ~'' c '~f~'otse 3-Os,

U. S. ARMY

* - ..,4-..3,

,J'' 34 3-

32. 320

[A k 4oo ' - .

2< J.4409 ',f ., , ki' '

- - ,,,+V e,0o . _N ' ,, .,. + ,--, "., ., .

30C 2

.4tr.20V " r,' 4'.. *e ' , - 0 . -' 'r' . '. .

- ,EN RAL NOILS;"'I -US 0 1 A I ..... t one n refer to fet

Eo S . L .... .. 11

c. c-y, 56(,' So,, - 2. For Borinog Legend, Cgeeevficmtion of

.Ay .. .. .A2 2 C4,r So li s and Do .. c... .t .. .. V .. O..t. .. 8 0e P L.. . A t

- - - ___ _- - , 0 " ,. p+ S-a , -,--. - -+

-. o-.3. FOP "e n otf0,, Bor -95, See Pj AT" A4

ICA C4.^

" "

so 2AA/Y CAY

54A00 ' CtAb(

elf~ 6re,, -

A10

Or, SITINPl

Lo~~~~SI ISW, AREN A1 A. . .

ltNOV~SIT NO 10 RL ,

RE CORP Or BORINGS

+--- ... . L+ ., r--ml F T 'Z F . . . . .i O~ M.S L., 1954 Gl.n .._+AA

EMBANKMENT CRITERIA AND PEFORMANCE REPOPT (1983) PLATF A15

.0i / l!I

CORPS OF CNGIN~CRE

-00

,230. C1

1200 rA

,2.0~~~ 20 32 W 2 6 .. 20 2 "44Z4

3132

2480

F /26

250

240~~~1 2.A .- -

i ONO

30 3 280 280 240 220 0 8 0 080 0EMr' AtPiZ.'

0 -"A VA, ", -," " "

,4ot

" -..-

-.. . .. _1-..

I1'250

8ca,9 I '"CS' io 081?

I

' ' ' EM ANK

U.. .. +o

.zo0-

0

4280 - 6 - 4-25.

12.0 - -. ,--' a h t

0 20 20 40

SCALE I INCH 40 fall

443. -.

f~~ ~~~ L;/C L/' ,"E rO 'A NKAENT f /tqOUT'E

SCA[|t Ikltq 1 -. 4 .1

.. .... 4' e .20

'if AL / VAAJV.'. 1N r z .K -(}

0 20

3 ' $!w dh , en, MC' Tee ,r g0 a lltl 0 -. ' doo

--- OAL DNC - F001

0it '#x~ 020 )

.4 \ 4.1 .A,<4 T~pA0 , -.)• 5

440 .20 00 40 50 80 1w0 80 90 200 2.0 220 23 Z- 5 80 2' 0 0 300

FMBANKCEL RIIFC!NN EEROMNMENT RPR4 ( OATLETSCALE I INCH0 40 Pill40 0 40

1. Allele,-aloos Sh08 f, .f ofor~t -

Z. i~s Plte super .60, Plow. 5 APPEIfldI U S. AMMY5 £548121C8tE OUrPRCT DINAN0

3 411 vvdih *d"o I? f,,. 970 *8-06 0.4

BRANCHED OAK DAM L RESERVOIRTYPICAL SECTIONS.

~ -" ' EMBANKEN1T, EMBANKMENT OWAIAND OUTLET CMANNEL

-

oo,4A" NIP***~**

EM~ANKIENT CRITERIA AND PERFORMANCE REPORT (1983) PLATE A16

Can"S or ENGINEN

_PE~ TAfI(L A

EMBA~ s'p.p

UL a. AWAY

up,1 rfM RF

CU157 OF DAM

SC At! I ilc, N1#,01

/2'yra-e/ slooe ptotecfon E,~'o,~,t~- Q,~ C

App,-__ - ,s 9..- -.r~

Embankm~rent berm~ONA~rres Ron src,

DC TA(L YCSC:,! i 'N - I Iftl

Ups "'eomv 20' toX 4CP-:

"Spoils I,

groujnd Surifocc I01

DfTAIL t' 1. All * -8~ h ir*t-r to tet abc,, N.S.L.,

2. FN- 1-chtlon of detAil, se. PLAtTEIS AZandA.3.

ia., G - .

--- ' BRANCHED OAK DAM AND LAK~E

DCTAL~ ~Z .EMBANXMENTffW A"~) ;~ SECT IONS AND) PF'W1-5

EMBMAKMENT CRITERIA AND PERFORMANCE R EPORT (1983) PLATE A17 -e)

N ~ ~N'0 .

coupe Or ECNPECRU

N-_ _ N . .. ...-. .

Wk W .. .. ..

I . .. .......

h--u~~~ .w .--. .7~ t~ . .. . ..

SI COMPACTMPi TIlST RIEPORT C~IPCTID.1 ES RPOR ,. IcPIIO 1t I

FIGURE I FIGURE 2 FIGURE 3

F-" LM IC f.OI cE NIVMBEPR5o0 AtSWLT,Yt(-S OO'

* L~-tnt c-. Loa~awUsia e ~ ~, ,ER ONP~t P% ATE A24- bhic t..l A~ Crut S.6- tat. in

ot Da..ft (tlnehaid ).r. iA~l)

* tcC. -2, At55.1 LitAU d -1.d bitt

= U ' I~ t mb lh . 1 .Im l aW dIL - t a h S E

0 A Ccita 9- Adttche j-tt t c' -co..o'

t 30 -1d.4 AfLv cpw t- a Ellt-t4c 2t iplac wAl ad Upt ctW tctc

0 7f

"0' SUMARo x... -.0. w

LIQUID LIMIT

PLASTICITY CHART FIGURE 6

FIGURE S

EPSANK

U. U. ARMY

.. . . .~ . . . ... . . .

..... ....... .CO A TO US SR

.. . .. . FI U E 3'. . .. 3 A A..,

Nt.SRAASOCSO 'ESTP CIRCLS Pt

TO L-UQ NU.-BERS OF REPECTIE FIGURE SAMPLE -AERAL

TANS Ro

CO -10 YSA

NOI IORIIAL STTRESS, "I"$F

"ASO PHED SHA SHR NY

F CASE 7

2 3

FIGURE 65*+. . " " ' . .

UZIAC.NE. ANDI-ISAL;- S-BESS CHED OAK AM L RESERVOIR,, ] L.ABPATOY TEST DATA

, COPAATION TESTS 7RA1L AND

FI4URE DIETSERJ51 SNNA8

PLA LABOIATOR TSTa- DATA.0EMBANKMENT C---ME O 1 PLAT AIR

.. .EMB8ANKMENT CRITERIA AND PERFORMANCE REPORT T1983 :ZPAAK

TOPCINTSSTAILAt- - a- -

cotrPE Up LNUiINLtpNb

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

jw I 54 -,61m , .1N

C ~ 2 W. .1.

GAAOAY C E.

a *. FI .URE.

.

ANK

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

U. S. ARMY

-4-S

arar

oIau.

I3 .. .. ...

HL "IwMt H 4t'L

C LOA- tST tl * ItLf.9t

FIGUR 2 FGURE3 FIURL.

U.I 0.A M .N 9 R 'T IT

slv 6305imbn 4h~BRACHE OAK1 DA. R

641643 RS 0064

EMAKETCIEI ADPPOMNERPOT(9D LT 1

CORPSM OF ENGINEERS

I ad

1* . .*~~~~d . sod,4J. * * ,4

c~L14Q

".L.2. .4.

F GuQE~LM4 I. FIUR 2 .

*..~I..

a . .

irw .. N 6.44..L..4 4

~r a ~ AM.

CO1. 4QN (I*O,255,6.0 N

F GUE F JRE F G144

.~i.';Pt

.666f 5~,4~4~""A

EMANK1

,10

U. S. ARMY

- .... ..-.. . -- .,,,.. 4- - . .

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

* . .. . . . . . . $4L 4 ... . . -

, rT.. ,- . ' . ... . .. .. 4

1[.. .. . .. .. .. ... . . . . . . . . . _ _ _"_"- "

B ""4. "0k 34 S "3 . r , , r ,* .. . . .. ".. .

GURE FIGURE 3

r.... ,,'. ... . .. .. . - _ ::.,. .

U ~A;4,i, $48'- .... ......" - --- ' "

qrr

4,' , 6 4,

i"l . .. . " -

• 4. ,.,,. ; , r •~

o,, . . ..id

FRANCHED OAK OAM & RESRE,4

8-" P A 920

M444 44 64,643T ""S44~~ --

EGANMEN CRITERI AN3EFPAC EOR 18) P T

v4

C PSOF ENGINEERS

7 .. j !: 1

Az~v4j2

SM - .2 .552 . . .

Cd~2~643 . RL .oN64 64

F IGURE IFIGURE 2 . 2

.7 :

JUST S...MMAP,

FIGURE 5 pf

U. S. ARMY

-' pir

il .7. c*

A- 14 L4 1- 64,

FIGURE 2 FIGURE 3 FIGJE 4

SE N..AFIGURE4 6

9u. EL ARM EN ERDSRC-MH

"I, ca [ AND In2

-B__ RANCHED OAK DAM & RESERVI

r LABORATORY TIE5T DATAUNCONSOLIATE-URANIE Q'TFSTS

77 ~STRATUM 'A'

EWANKMENT CRITERIA AND PERFORMANCE REPORT (1983) PLATE A21

Lm/

r"

CORPS OF ENGINERSEE

:"4 .: 4. 0 r *' .o; 6 4..-

.tqt

F G E I FIGURE 2 FGLR 3

- . : .: .... ........ 6. . s-

-.- ,. .. ... : . IFIGURE a

o4 $. N--N 4,4

Fir U RF 6 FIGURE 7

I r ... . .. I .. -. . . . . . ... .. . .. ... " 244

U. S. ARMY

4.-

: ...... D 0. LIM : " !i.

b _o',3'.3 Q a.D"a•'2 '. ..3... ..... . . . ... 9 4* .. ... . a - , .. C' .

"44 a o 4 6 3a t 4 0 9 4 4 6 3a . . ..., . - tt:O pt at Na" -,,9

4' R C -. , 0 , 3 E 4 .

FIGURE 3 FICURE 4 F-GURE 5

• 4,,- -, ' ,' .44 * -.• /

-4,, - .,4",9a. ,, 9 1 11

+ -. +' ' "• ,. GmO TIN C~V[SLIQUID L-t T

• . PL.ASTICITY CHART

1.--- -p)4t•--

FIUR 94

1: i \+ r+,+tn,,+ u " +A, +,O -4 t .7

99 3 4 - - 44 .

* ta 9 44 .4U CO . © I A [q ;'+, ,tN D ".,"T S "

. . . . .Z .IR T,+ W - .5 ......

**. 4 1'

SAL'A CAE[CI "T ' -/'*4, D*Fk

BRANCHE OAK DA EEVI

- - ,,, . PL.AST7 ITY CDARA

FIGURE 10

EMBANKMENT CRITERIA AND PERFORMANCE REPORT 1W) PATE A22

camps OF CNIMINCENS

t,,- - 11 1. ..

..f...... .. .. ..

7O~ a'..it

7 _0

-- '.77

...~~~- ... 7 --- T7g.-.

...~~~,. .. . .. .. . . .

Bw h4 0 00, 55 O .K .. . . ......0 '... .4....

.0 .... .' .~ ...

FIGUREFIUR 8 IUE 2FGR

T1 -

2.1a~a 744.- * * I 0

F., IGURE .07o4~ I; FIUR 7 4 --.. -

"DOMAL SI SA I/noTS_114R

4*FIGURE 10

:,;~z .. 000'094.1' *, 7 EP

U. a. ARMY

som TrM~.

tV

* ,,~ ~ *~ 002

* * o 00 - ~ OS ~ajA

* 0~. :i*

2 .o.~s~ ~ 00 00 60 '434-'000 o ~ s '-.~ 0*TO' ~K3~ -.. ,,.. 00. 00 0~ O ,..R -

.. ,.c,0 ' a4.. 1

FIGURE 3o FIGU RE 4N 64,643

- .,,7 ' 4 IT-# NuMBERS BESIDE THE IN1101WAL*

ATTEBBEBG DES10GNAT IONS REFER*AZS lit) . ' S~ W . To FlOUR NUMBERS 0F THEt TEST

(U) o REROTS

.5(06)

55 (s 4)

aow ~ ~ I ,,DN' ~ ~0 0 20 0 LIOUID LIMITPLATIIT CCAR

FIGURE 8

... w IR ORN MORB CIRIICLIES KlIER ADOPTED0 "EAR STRENG. IR5BM 'B-TO 1100"E PB0LS As0 BE5MITE fTN 02

U. S. ARMY (ENDINCE1 01TORCT. OMATOA

a s a -- BRANCHED OAK DA & a ERCIMLAL STRCSS3. T/B I LABORATORY TEST DATATEST SUMMARY

CNOIAE UD~ND''ET

FIGURE 10 CNOIAE NRiE tT

ft.AAA &.RJ A040ui 8 *40I, FI

EM~BANKMENT CRITERIA AND PERFORMANCE REPORT (1983) PLATE A23 -

'CORPU O7 EINGINEERS

i : . ...... .... . ... .. .Z ... ... ... .. .... .

Q Q 1w, Zoo. .".

FIGURE I FIGURE 2 FIGURE 3

14 ... .4 .4 L .=

:L :7 ' -.:: -:;2 :;

60s 69 ILIK1 Do !' > ... . .!4 I ' ' ... , : .... > " " ...... " ' .t7 ..

""4* 46.:{V 6...9, 9,...?. 9,,.

44.4; i " :' ' ? ' '. , ,

'....,.. 4 i 4,: . . . . ,, ' -..4",lL 2'" .' '* . 9 . 9 . "9 " ' '-

46 IGURE 46 - GU E 7FIG RE

. ............... 4 . imf ma.nn1i ... .. .40 8675 6.. . .. I a I ... | .... . . ..... .

04 'K .- M

IR N646 18 6499 *jl o N64 64 6 3 UK~j p Lot ft."

FIUR 66 6 FIUR 79 FIG.URE a

.4.9 .49 44 -- 9' .tt..EM I

U. S. ARMY

I T V i ......... .... ,..,o

' 94 D. .s .....

t. . I n;r-n N , 4 4- 6

F IIGUIRE 3 FIGURE 4 FiGuIR[ 5

i -- i .-.. ---

V. . :' Z. !:-':b tX...

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

.- 4,. 1. . 1 + A . ." n ', w , ;. . . , .+

41-.

* , . 4' .0 4 . . .46 .: , ,. _ .,_ _, '' L " ' ; " , ,

S - .... .".---0,4" " 0' ' . . .,

04-'4... . .. 2 ,-- . , oo. ... ..+o. . .

+ . . 4. 0 .;7"..., I.44 -. . . -RA -E O4.D4. R S[

o. s am%

&a-mO 0 D.. 40o - QAo D- S 040 9.o 0 RM ' 0 4 EE. DISTRICT. a 4-- .

m 41440444.4-44 MOD .okwo N.64 4,4344440.~04 44'o4o404 4..044.0. ~ .0 4

440 .>. 4. 00. .. ... ...

~~~~~~~~REODDEMBANKME MRITERIALADPROMNERPOT (0 + L[ 2

............ 640................... .............. .44 I 4, ' . .. . . I

FIGUREE 7 FIGURE 4 FRIAXI uRE A5 IET5 IA ET

.4.4.44- - - --. 4~~~ ~~~~ :A44 444-.4..4o.0'.-

EMBANKMENT. CRIERI AN PEFRAC-EOT (93 LAr 2

-77 7 . . .. . .12:22{:... ... .....

.. . .7 . ..

Ja 6 1 ,

61-~*a~L~ih. / I -liffV 'A ~ 2i.a..~ Z &La Ii. f/i + . . .a. ~4 'la..

~. ~ ~ '.' ~j -~ -a.. ~. . .'- !"

/~'s" ... k'~s~ifA1S4m LEOR

JA, 4_S 42# .y

'. \rJLI- 4U1

A.~ 1- ..

FIGURE 5 TEST SUMMARY

FIGURE 8

6 Tisf for- 22 houreabout 0.* In 23 ho

ot s of 0.0003 1 nChI

EM~ANJ

U. S. ARM4Y

17 .1 14

'y

FIGURE 2 FIGURE 3 FIUE4

M:I- CE.1.

so *Ret,~nt AteVo., 0.1. V.ay IOia

SYMBOL~ NO.tiw:tfI1r:,.,t~

.1001.20. 1. E- H

A < ,

ALIQUID LIMIT

-~ . . ATTERBERG LIMITS SUMMARY

ADOPTED %HAR STRENGTH IGR

T T 50.05

C 3. 00

00 I 2 3 4 -7 a

NORMAL STRESS3. T/Sf...

TEST SUMMARYFIGUE 6U 5. ARMY ENOINtER OISO1RICT. OMAHA

Pi~al E. BRANCHED OAK DAM L. RESI . Test specimens mere imrseRg In mtr- LABORATORY TEST DATAand consolI do1nteduunder lom"ds of 2.4.orRETSEA-- ET

6TSFfo.r 22 houIre nd then sheadDRCTSIA STSSrate of .0003 Inche pr minut.

EMB~ANKMENT CRITERIA AND PERFORMANCE REPOPT (1983) PLATE A25

WWAMNOWA6

COops o1r CNBINrER

Ildd9 Seeag q9 rse

W 4,, 03 2 0 02 3 AZ , C

9<3.4X. 003,',.7 oil, g- 5 2C 7 34 -3e£Z 16 q' 46 '4: *. 4.

7 Zo 26 3- 9'9t • £ siov, 20 '6 5 , 2 11 a-. 1 -4

c6 ,£5 673 j f . , .5, 8 -34 36F,,es U, '0 'o,

v. /A\\

.', ,.,, r? es" .',:! " .3 '&Z ",\, . .. ' : :

'N A

I N.

U. 8. ARMY

C-' C tt. 23 t

A 04 4

T " . o f 1 IN 1I -

Mu- f*-r~ T" FI~qf

Et0*e o08 6 1C 00 Z4

44 o _ia ool 02 C2 o5

5t.-'B 26 _0 5 'C5

ho."g 5.p" p 3- '-,

73f~ x-w- _3 1 4-- ~ ~ ~ ~ 5d, D- ,r p~~h 131, 5 ~ s , 2asE 14,.~fl~rr2'2~

byeh. tIE ,- C tf prqo -date C w ,d

aq2t.2 O h2 -3 2-7 -- --. .

M57, piehe U. 6. ARMY ENGOMtER DOST-'C. OMA.A

2 - -A27 ...

-- RNED OAK DAM S RESEVO-1 TA 11[11y A A y

P(CUA UR t T HC)CONSTRUCT ON A W f St F PA C4 GIAS S

EM'ANKMENT CRITERIA AND PERFOMANCE REPORT (1983) PLATE A26

COMPE or KNOINEN

7MNV

/W

U. U. ARMY

.4Z

U4Y. S'""CONe 'TtC4 A

'N\

------ BANEDYBN[ OAK IT DAM &F;SRVI

, . _ STABILITY ANALYSES

CIRLULAR ARC tA {l HOC,| SUDDEN DRAWOOWN AND

imi , ,i . - PAIRTIAL POOL CA.T) S

EMANKMENT CRTITERIA ANPEPFORMANCE REPORT (1983) PLATE A27

w a t -/

CORPS OF ENGINEERS

AND TRIBUTARIES NEBRASKA SITE 18 BRANCHED OAK DAM ANDLAKE(U) CORPS OF ENGINEERS OMAHA NE MAY 84

UNCLASSIFIED

F/G 13/13 NL

EBBEEEEEEEEEEmlB

11111.SENESSillllllllll!IEMEIIlllllIm

L~

111111.11U

MICRocopy RESOLUTION TEST CHART

NATIONAL BUREIAU ()I SI AAOS !";4

KUNIrT V STNCIU

o05 'P -

0026 00 -- O J

NOVE#4CLATURE

I 'a20 FUT c. Coheision psi unit area-Cohesion developed per uni~t area

1t~tSl -W Wa r - Coeso

-1 r- Resufltant earth forces of "Ct""e .eoge301 2- 20f)3 qq 'z1v- Reult~nt earth forces of neutral block

207 5 t Rutnt erth fore of passivet sdgeor71 r 2 C 03 7- Difference between active end ps ve foce-Factor of Safety

8Sear trsn tha~u at equillbrIusteher strenPt dveod

: Wegh t of activ egeI ht of pasIve eg

'.A. EffectIve feOs n the slide plan and'5the diretio In whichItsacig

E, C..

SCALE 1-30 TON

4 -LTok

11,FAC'012 C 5C(

OAPEJICAL Ofi%&LMINhTi0N OF FL 4 ________________________

NUNND STABILIT I~O ANAL SE

AND OFERFORMANCENCAS

INNIS HW

'Ca ctotea

C2~

! If

TYIA c

j 'ed

LS~2

FO ~ ~ ~ ~ ~ ~ s: raft~.C~~~sT~r~A~

U. U. AIRMY

jo o500

%

N>k

I c~ I m 0pol"

DIE SO AN CLOSURE//m > . LA NDSCTO

as

EMAKEN RTEI NDPROMAC EPR 193 LAE 2

can"s or* ENE#Ncgn

- ts--

;9%

/ /0

-7 -7

3t re 5~te I 2mM 0

jif -i

see &r3 3 j-~

II ~ '00

LIU. ARM

X/ tit~

- /1 0.''

,~ae *7 d kA~

-Y-

KA I 91d;

,~side a>~ 1o~ Tx " a 1rfllwhr nosx'e .*~:'. trhe., -

/57 slP t Prvn dranag

2. Whr Splla exaaincusnt-a

A I.~ I I E -I*~o e

5.q Plc 4 4-a oicoe1a"etea

BL A O & 1;V: DSQpilwa t o so of

40

zEoOMAC REPOR 1983N PLA PLAT A,IdI

- - ompe or CNOINEN

/26

555

/260 -- 60

10 tj /01,4A

% &CALL AI I.CW I "w50 0 IV

10 W

/"60 /'n~eAe sb//4t'

---------- T --

W'/00, 0 /0 PO

/0~fa/,A SecrIO4' PR11' ou1rwr WMA

KCALI I INCH 20 N l"

1. 9. 5 frome candes uIt 1toslope at 0.51 above Inv

2for locationl of seat)

M.S.L. 954 hASPQ Ad

17- -- - _ E'MAK]

U. 5.L AF04Y

~AA

- - -See ',o e I

s ti I 1cW" [a Flit

90Ptrfe.41

.9'

*7V/etd9 7 C/Jyf s

1. 9.51 free 'Lowntivit to oointpot for Ion Islope at 0.1 above Invert elevation. L0 pmmSlet lw

2. For loostion Of Sotionil, go. PL47EASJ-allelal~e U5flP~ s abovee Se BRANCHED OAK DAM AND'LAKE

___ E~rNK?'NT CITERIA AD EURFOR AcE- REPORT 193LTA1

266

64'

....... 11p .... . 24 '1/

'395

'C 239,- L' 210

-31A N

- - £.2365

U. G. AW

('1224

45 4.AM MIK 0T1? W

,ri. 1?MS3&8I I_759__ ______E-30ETCRTRAADPROMNE EOT (93 LT 3

CORPS OF ENGINEERS

- 1260 t 5 poIl50 6 85ecd'

AZ;$,O, e9,

20

oil 0

3)27

tiizi ~ ~yp A'Op ~-p

OUIrW,'Ir AXV 41

U. a. ARMY

/290eo

0Af'o'/ to Sob _ ______-_-_"____ .'it2__ __ - - - I6 Sw,,.,

/60 6 P14 eI30 ''t

coa/'o'-' f.8oc- - o1. / 70 pGroen SurfaCeer 05 -,b

. ,be.o,, ,-- . 04( ..... MM... ...&Co ~ ''. ea. t/ ch-kA

A nd240, ---- --.- :, ee -A

5iD, rali ',, A/V

40 0 40

S C7/ON K-"'AE AREA

,tOCTAIL A

S ",

1290

- e covosio,

1260 Groud - Spcfea_______S~-fqoce GENERAL NOTES:

SPO/15 Ap L I. All elevation$ Shown refer to feet abover /50 L 9 .S.m.. 1954 General Adjustment.

2 l. elows rooki protection 600adulil. for.,so:, cement schedulea eaot~bua.'

_____... ....... ...__ 3. If the schedule for sO1l cement pootection12 - - is constructed the contractor may at Ale

option use stone protection be4oW *lvietlonSECT/ONt-L 1280 in order to provide a more continkla

,NTrAf AP(A oil cement construction operation. seeabove detai

-.:-- BRANCHED OAK DAM AND LAKE~SITE NO. 18

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APPENDIX BPHOTOGRAPHS

il l i

PHOTO NO. 1 - October 1973, aerial view of project. Pool elevationis 1286.6, approximately 2.6' above normal operatingpool. Note: This is the highest pool elevation everrecorded at Branched Oak Dam.

PHOTO NO. 2 - October 1973, aerial view of project.High pool condition.

Branched Oak DamEmbankment Criteria and Performance Report PLATE 813

PHOTO NO. 1 - October 1973, aerial view of project. Pool elevationis 1286.6, approximately 2.6' above normal operatingpool. Note: This is the highest pool elevation everrecorded at Branched Oak Dam.

PHOTO NO. 2 - October 1973, aerial view of project.High pool condition.

Branched Oak Dam ,Embankment Criteria and Performance Report PLATE BI

ZA g, : f -,

PHOTO NO. 3 - October 1973, aerial view of project. Highpool condition. Note: Emergency spillwayis shown in the lower right hand side ofthe photo.

PHOTO NO. 4 - August 1968, aerial view of project duringponding of the reservoir. Note: Letters in-dicate Borrow Areas A, B, C and F and theEmergency Spillway(S).

Branched Oak Dam -Embankment Criteria and Performance Report PLATE B2

". .. ..

PHOTO NO. 5 - View of upstream embankment slope,crushed rock surfaced service road, andupstream slope riprap protection from theleft abutment. September 1982

S-

PHOTO NO. 6 - View of upstream embankment slope, crushedrock surfaced service road, and upstreamslope riprap protection from the right abut-ment. September 1982

Branched Oak DamEmbankment Criteria and Performance Report PLATE B3

PHOTO NO. 7 - Overview of dam crest, downstream slope,and right abutment. September 1982

Iw

Ali.

PHOTO NO. 8 - View of downstream slope of thecam from

the right abutment. September 1982

Branched Oak DamEmbankment Criteria and Performance Report PLATE B4

JL ann ~I i

PHOTO NO. 9 - View of upstream embankment slope, crushedrock surfaced service road, riprap slopeprotection and outlet works intake tower, fromthe left abutment. September 1982

tIle

PHOTO NO. 10 - View of riprap slope protection on the IV on3H upstream embankment slope. September 1982

Branched Oak DamEmbankment Criteria and Performance Report PLATE B5

PHOTO NO. 11 - View of riprap slope protection on rightabutment shoreline area. September 1982

PHOTO NO. 12 - View of upstream end of emergency spillway.Highway shown crosses damn to left.September 1982

Branched Oak DamEmbankment Criteria and Performance Report PLATE B6

Al

,6['I

PHOTO NO. 13 - View of emergency spillway channel lookingdownstream from near highway.September 1982

PHOTO NO. 14 - View of outlet works intake structure artiriprap near north end of the embankment.September 1982

Branched Oak DamEmbankment Criteria and Performance Report PLATE B7

PHOTO NO. 15 - View of outlet works intake structure atconservation pool level. (1284.0' m. s. I1May 1974

PHOTO NO. 16 -View of stilling basin structure and conduitportal. June 1974

Branched Oak Dam PLATE B8Embankment Criteria and Performance Report P E

- P . . .

PHOTO NO. 17 - View of {ydraulic jump created in stilling basin,The jump dissipates the energy of the flowing water,and therefore reouces erosion in the downstreamchannei. April 1973

PHOTO NO. 18 - View of stilling basin and discharge cha nnel.September 1982

Branched Oak DamEmbankment Criteria and Performance Report PLATE B9

PHOTO NO. 19 - View of outlet channel from crest of dam.September 1982

1i

PHOTO NO. 20 - View of crushed rock surfaced service roadduring construction. November 1976

Branched Oak DamEmbankment Criteria and Performance Report PLATE B10 "O

PHOTO NO. 21 - View of crushed rock surfaced service roadduring construction. November 1976

~A'

PHOTO NO. 22 -View of outlet end of downstream valey reliefwell (on right side - flap lid) and parallel drainpipe (to left w/screen). Relief well flow is about17 qpm and drain flow is about 5 gpm.September 1982

Branched Oak DamEmbankment Criteria and Performance Report PLATE B1I

~ r:\; ut:to 4

PHOT NO 23- Vew o stlhn uain fom res OTdaZ

IVV

%, 4

PHOTO NO. 243 Viewv of 2seepage rasin hicht l wainstleinro the ottdof an semankentn drain

ao Z'sepg ap r. 1. e 4ht gp24. September 1982

Brace OaX a

Emanmet riera ndPrfrmnc Rpot LAE L

PHOTO NO. 25 - View of 4" seepage drain installed along the

left crest slope of the stilling basin. Flow

is approx. 23.5 gpm. September 1982

Is

,

PHOTO NO. 26 -View of dam crest and paved highway which

runs along the crest of the dam. Photo was

taken from the upstream side of the embank-

ment near the left abutment. September 1982

Branched Oak Dam

Embankment Criteria and Performance Report PLATE B13

iI

-Is

PHOTO....NO.. 2 iew of. 4n seagedanisaeilnh

PHOTO NO. 27 - View of dam crest and paved highway whichruns along the crest of the dam. Photo wastaken from near tWe right abutment of the dam.September 1982

Branched Oak Dam PLATE B14Embankment Criteria and Performance Report, ,

APPENDIX CINSTRUMeENTATION

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