pig supplement number 4: southwestern jefferson … · 2014-09-27 · unclassiied o hs- security...

AD-A115 688 ARMY ENGINEER DISTRICT LOUISVILLE KY PIG 13/2SUPPLEMENT NUMBER 4: SOUTHWESTERN JEFFERSON COUNTY. KENT KY-L--ETC(U)MAR 82

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SECURITY CLASSIFICATION OTHSPAGE (When Date Entr/

REPORT DOCUMENTATION PAGE BFRE COMPLETINORMREPOT NMB7 CCJO /2. RECIPIENT'S CATALOG NUMBER

4. TITLF(andSuhtiPfFlEORt PRODCVEE8ip I'ntN 4 Southwestern Jefferson County,

Kentucky-Local Flood Protection Project Foundation Report

6PERFORMING ORO. REPORT NUMBER

Is. AUTHOR(s) 6.4ONTRACT OR GRANT NUMBER(&)

S. PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM ELEMENT PROJEC', TASKAREA & WORK UNIT NUMBERS

USAE Louisville

11. CONTROLLING OFFICE NAME AND ADDRESS 12. REPORT DATE

'SME (CD-I) Loisville March 198213. NUMBER OF PAGES

______________________________ .10, 7s plane, 37 1. photosSMONITORING AGENCY NAME & ADORESSQil differet hoam Controlling Office) IS. SECURITY CLASS. (of this rsport)

Unclassified

ISe. DECL ASSI FICATION/ DOWN GRAIN GSCHEDULE

DIIST RI BUTION STATEMENT (of this Report)

pproved for public release; distribution unlimited.

)ISTRIBUTION STATEMENT (of the asetect entered In Block 20. It di ffermnt from Report)Al

1S. SUPPLEMENTARY NOTESConstruction section /a levee and wall; Station 86890 to statiot! 9104-50

IS. KEY WORDS (Continue on reverse side if necoeary and Identity by block number)

Flood protectionGelg

Jefferso County.,TIO OFKeSnAtucky ai Etss

>- F82n6ations

FOUNDATION REPORT

SUPPLEMENT NO. 4

SOUTHWESTERN JEFFERSON COU:4TY, KENTUCKY

LOCAL FLOOD PROTECTION PROJECT

CONTRACT NO. DACW27-81-C-0047

CONSTRUCTION SECTION 4A LEVEE AND WALL

STATION 868+90 to STATION 910+50

MARCH 1982

IS D". T IS 9EST QUALITY FRACTICAIZB.

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DISCLAIMER NOTICE

THIS DOCUMENT IS BEST QUALITYPRACTICABLE. THE COPY FURNISHEDTO DTIC CONTAINED A SIGNIFICANTNUMBER OF PAGES WHICH DO NOTREPRODUCE LEGIBLY.

TABLE OF CONTENTS

TEXT

Subparagraph Page

Section 1 - INTRODUCTION

01 Location of Section 4A 1-102 Contractors 1-103 Contract Supervision 1-I

Section 2 - FOUNDATION EXPLORATIONS

01 Subsurface Investigations Prior to 2-1Construction

02 Foundation Investigations During 2-1Constructf

,' ....

Section 3 - GEOLOGY

01 Engineering Characteristics of Overburden 3-1Materials

02 T-Wall Stability Analysis 3-3

Section 4 - EXCAVATION PROCEDURES FOR FOUNDATIONS

01 Excavation Grades 4-102 Method of Excavation 4-103 Foundation Preparation 4-204 Deviations From Planned Conditions 4-2

Section 5 - POSSIBLE FUTURE PROBLEMS

01 Conditions That Could Produce Problems 5-102 Recommended Observations 5-1

Plate Description1Location Section 4A with Bore Hole Locations Ao~ession For

2 Location Section 4A with Bore Hole Locations NTiS GRA&1 -3 Boring Logs DTIC ?AB4 Excavation Limits Along Centerline Profile of Unaour(cd

Embankment and Cross Section JustificatiOL_._SExcavation Limits Along Centerline Profile of ------

Embankment B e6 Typical Sections of T-WallDitbto/7 Profile of I-Wall and T-Wall ..... .uion

AV~ilabiletr. CodegP h o t o s ,A v a i l~ an : .' ,:

jiVolume I - Main Line Station 868+90to100 '

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INTRODUCTION *j, .,s4~c '

1-01 Location of Section 4A. Section 4A, the fourth reach to beconstructed, extends from a point of'tie-in at Dixie Highway(Station 868+90). just north of hbe intersection of Dixie Highway andKentucky State Highway 44.-to a point just north of Pond Creek(Station 910+50). It includes approximately 550 feet of concretewall, 3,600 feet of earth levee and a closure structure acrossKentucky Highway 44.-Plate numbers 1 and 2 of this supplement show the

location of Section 4 in detail.

Secton A ws Te E RadleCompany of Frankfort, Kentucky. Mr. GilbertNewanVic Prsidntwasthe home office principal directly responsiblefor he rojct.Mr.KenethDowns was Project Engineer responsibleforallonsteopeatinsthroughout the duration of the contract. TheE. Rndl Copanydidallconcrete work on Section 4A.

Fourfirs cntrcte tothe prime contractor for earthwork, seedingreinforcing steel and stone and asphalt. These firms were:

a. Earthwork - Bluegrass Contracting CorporationLexington, Kentucky

b. Seeding - Four Oaks Landscaping

Vine Grove, Kentucky

c. Reinforcing Steel - National Reinforcing Steel Co.

Louisville, Kentucky

d. Stone and Asphalt - Lucas Paving CompanyRadcliff, Kentucky

1-03 Contract Supervision. Government personnel responsible foronsite administration of the Section 4A work was:

Mr. Gary V. Fitzgerald - Resident Engineer(Beginning through completion)

FOUNDATION EXPLORATIONS

2-01 Subsurface investigations Prior to Construction. Investigationswere made for the levee and floodwall using drive sampling, Denison,NX core, power auger and hand auger methods. The borrow areas wereinvestigated mainly by the use of hand augers. Boring locations arepresented in Design Memorandum No. I on plates IB-29, 33-35, 37-42 and54-61. Graphic logs are presented on plates 63 through 78. Initial

drilling to determine the scope of work was begun in 1965 and wasaccomplished by contract drilling. This was supplemented by Districtdrilling in 1966, 1970 and 1971. A portion of these logs are presentedin plate number 3 of this supplement. Locations of the borings are shownon plates 1 and 2 of this supplement.

2-02 Foundation Investigation During Construction. Investigationsduring construction consisted of visual inspection of the foundation andinspection trench prior to embankment placement. A required inspection

trench was excavated from Station 874+15.50 to Station 911+75. Foundation

conditions were also visually inspected after excavation and prior to

construction of the concrete T-wall and closure structures.

2-1

GEOLOGY

3-01 Engtineering Characteristics of Overburden Materials. The

section at Station 921+80 is the highest section in the vicinity ofSection 4A of the levee. The stability analyses for this sectionwere included in Supplement No. 2 to Design Memorandum No. I dated

October 1974. Data pertinent to this report have been taken from

that supplement. Stability analyses were facilitated by the use of aGE 437 electronic computer. Critical circle or wedge configurationswere then checked by manual computations. The critical analysesare presented on plates 52 through 55 of Supplement No. 2 to DesignMemorandum No. 1. A seismic coefficient of 0.1 was used. Resultsof the stability analyses are listed in Table 3.3.

3-01.1 Selection of Shear Strengths.

a. Embankment. Shear strength values were the same

as those used for Station 433+30 in Section 1. The values wereselected by testing material from borings HA-537, HA-243 and HA-609.These three borings are considered to be representative of theborrow areas for the entire project. A summary of the shear strengthsis found in Supplement No. 2 to Design Memorandum No. 1, plates18 through 20. The adopted shear strengths are given in Table 3-1.

TABLE 3-1

ADOPTED SHEAR STRENGTHS FOR THE EMBANKMENT

Test Tan 0 Cohesion (TSF)

Q 0.160 0.95R 0.283 0.435 0.594 0.00

b. Foundation. Two undisturbed borings, UDC 520 and UJDC 521,were drilled in the foundation at Pond Creek. The shear strength valuesused for the foundation were based on the test results from these twoborings. The test data from these borings are shown on plates 59through 92 of Supplement No. 2 to Design Memorandum No. I. The adoptedshear strengths are given in Table 3-2.

3-1

TABLE 3-2

ADOPTED SHEAR STRENGTHS FOR THE FOUNDATION

POND CREEK DAM (STATION 921+80)

Test Tan 0 Cohesion (TSF)

Q0.095 0.20

SR 0.374 0.35S 0.554 0.00

3-01.2 End of Construction. The most critical factor of safety foriiend of construction with earthquake was 1.13, which was a wedge typefailure in the foundation at elevation 387. The 1.13 was above therequired 1.0. Without earthquake, the minimum safety factor was 1.76.

3-01.3 Steady Seepage. The most critical factor of safety forsteady seepage with earthquake was 1.33, which was a circle typefailure tangent to elevation 387. The 1.33 was above the required 1.0.Without earthquake, the minimum safety factor was 2.09.

3-01.4 Sudden Drawdown. The most critical factor of safety forsudden drawdown was 1.79, which was a circle type failure tangent toelevation 337. The 1.79 was well above the required 1.2.

TABLE 3-3

STABILITY ANALYSIS RESULTS

POND CREEK DAM (STATION 921+80)

Minimum Factor of Safety RequiredWith Without With Without

Case Earthquake Earthquake Earthquake Earthquake

End of 1.13 1.76 1.0 1.3Construction

Steady Seepage 1.33 2.09 1.0 1.5

Sudden Drawdown 1.79 1.2

3-2

3-02 T-Wal11

a. General. The T-wall stability analysis and test data

a re presented in Design Memorandum No. 1 and summarized in Supplement

no. 2 to Design Memorandum No. 1. Strength values obtained from testson soil from boring U-501A and U1-502 were used in analyzing the wall.Both structural and sliding stability analyses were done using aGE 225 computer. Program number 41-Gl-H201 was used.

b. Structural Stability Analy is. Plate 79 of DesignMemorandum No. 1 shows the dimensions and forces used in the manualcheck of the computer. The calculations are shown on plates 80 through83 of Design Memorandum No. 1. The resultant from loading number 1 is0.033 foot in from the quarter point and the resultant from loadingnumber 2 is 0.675 foot in from the one-third point, thus satisfyingthe conditions for the point of action of resultants set forth InEM 1110-2-2501.

The toe pressure, creep ratio and estimated horizontalmovement were also calculated and the calculations are shown on plates84 and 85 of Design Memorandum Nu. 1. All of the above items werewithin the allowable limits established in EM 1110-2-2501.

c. Sliding Stability Analysis. For simplicity of design,a flat failure plane was assumed. The method of analysis is shown inFigure 5-10 of EM 1110-2-2501. In computing the uplift along the failureplane, a straight line assumption was used in lieu of a flow net withfull flood head assumed acting at the bottom of the key with theintersection at the failure plane and ground surface being the point ofzero potential. This assumption has been proven to be on the conservativeside.

The manual calculations made to check the computer resultsfor sliding stability are shown on plates 86 and 87 of Design MemorandumNo. 1. The lowest factor of safety obtained for the "Q" case was 5.17and the lowest factor of safety for the IV' case was 3.01.

Plates 88 and 89 of Design Memorandum No. 1 show the requiredshearing strength curves obtained by using a factor of safety of 1.0and 1.5+2c. These curves were based on the test values obtained fromholes U-501A and U1-502 since no values were available on borrow areasat the time of the analysis. Tests on the borrow areas yieldedhigher strengths than the values used. Therefore, it was not considerednecessary to rerun the analysis since the new values would raise thefactor of safety.

3-3

EXCAVATION PROCEDURES FOR FOUN*)ATIONS

r4-01 Excavation Grades. The contract plans and specificationscall for the levee to be built essentially on existing ground afterstripping whatever organic material existed. Very little additionalexcavation for unsuitable material was necessary. The areas that wereundercut occurred at locations where the drainage In the existing groundwas poor and a small wet area had built up. These areas were locatedunder the earth embankment portion of the levee.

Plate numbers 4 and 5 show excavation limits along the centerlineprofile of the project. A typical cross section of the levee is alsoshown on plate number 4. Typical sections of the 20' T-wall and 221T-wall are shown on plate number 6.

Plate number 7 shows the profile of the wall and closure structure.The numbering of the wall and closure monoliths on this plate willreference locations of foundation photographs for the wall and closureincluded in this supplement.

4-02 Method of Excavation. The following paragraphs describe thevarious methods used to excavate the different features of the work:

4-02.1 Stri ping. Stripping excavation involved removal oforganic material from beneath the levee embankment limits plus anadditional five feet outside the toe. This excavation was done usingmotorized, rubber-tired scrapers. The average depth of removal wassix inches. There were several small areas which had poor drainageand these areas contained up to five feet of very soft, wet materialthat overlayed more solid material beneath it. These areas were notcomposed of organic material but instead were of suitable materialthat would not provide a firm suitable foundation after conventionaltreatment. These areas were excavated by rubber-tired scrapers assistedby a push tractor. After the unstable material in these areas wasremoved, then the foundation was treated by conventional equipment in

* the normal manner. All foundations under the concrete wall, afterstripping and excavating to required depths, were determined to besuitable with no additional excavation or undercut required.

4-02.2 inspection Trench. The contract documents show where theinspection trench was to be excavated. The trench was excavated byrubber-tired scrapers assisted by push tractor. The trench width wasexcavated to sufficient width to permit dozers and rollers to work inthem to recompact the material after the subsurface ground conditions

* - were inspected.

4-1

r7

4-03 Foundation Preparation. The earth embankments for thissection of the project were founded on essentially the same type offoundation material throughout the entire length. Accordingly, thefoundation preparation procedures were basically consistent for allreaches of the earth levee. The preparation consisted of thoroughlybreaking the foundation to a depth of six inches using scarifying teethon a grader, bringing the insitu material to the proper moisturecontent and recompacting the material with four passes of an approvedroller. After this operation was performed to the satisfaction of theGovernment, embankment placement proceeded in accordance with thecontract requirements. In those reaches where the concrete wall wasconstructed, the foundation required no extra or unusual treatment;in all reaches, the foundation was excavated to the lines and gradesspecified, the foundation was inspected and placement of concreteproceeded.

4-04 Deviations From Planned Conditions. Only one area wasuncovered that revealed conditions differing from what was anticipatedby the plans. In June 1981 while excavating the inspection trench,a network of clay field tile was encountered between centerline stations903+20 and 909+40. The clay tiles were approximately 2.5 feet beloworiginal ground. This was an area where some residences were previouslylocated and the tiles were probably either a subsurface drainage net orlateral lines from septic disposal systems or a combination thereof.All drainage tiles encountered were removed entirely to their terminationpoint or to five feet outside the toe of the levee. Below is a tabulationof the tiles encountered and the lengths removed from under the leveefoundation outside the limits of the inspection trench.

908+67 Rt S/W 100 feet908+50 Lt N/E 78 feet908+60 Rt N/W 35 feet908+00 Rt N/W 40 feet908+40 Lt S/E 20 feet909+40 Lt S/E 10 feet907+50 Lt S/E 75 feet909+60 Lt S/E 100 feet905+75 Lt N/E 20 feet905+60 Lt S/E 60 feet904+60 Lt S/E 45 feet904+50 Rt N/W 45 feet903+20 Rt N/W 100 feet

4-2

POSSIBLE FUTURE PROBLEMS

5-01 Conditions That Could Produce Problems. There were nofounding conditions encountered that are anticipated to produce futureproblems. The only conditions that deviated from planned conditionswere discussed in paragraph 4-04. Those conditions discussed inparagraph 4-04 were corrected by entirely removing the tile encounteredfrom the foundation beneath the levee and they are not anticipated toproduce any future problems.

5-02 Recommended Observations. Observations should be madeimmediately after flood situations where water has been against thelevee for indications of slidin8.

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pig supplement number 4: southwestern jefferson … · 2014-09-27 · unclassiied o hs- security...

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