RVER CORPS OF ENSINEERS KANSAS CITY *W:uuu..uurnuu …UU, Iliii ,.o 5o.22.6 1111 112.0 1111.25 _1111__ -6 MICROCOPY RESOLUTION TEST CHART ... 4-04 Shale Foundation IV-4-5 4-05 Limestone

AD-AI37 721 MULTIPLE-PURPOSE PROJECT KARSAS RIVER BASIN REPUBLICANRVER KANSAS MILFO..U) CORPS OF ENSINEERS KANSAS CITY

MO KANSAS CITY DISTRICT S D MARKWELL ET AL. OCT 83UNCLASSIFIED F/G 13/13 NL*W:uuu..uurnuuEhmhEEohhhhhEEEhEmhEEEmhohEE

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MICROCOPY RESOLUTION TEST CHARTNATIONAL BUREAU OF STANDARDS-1963-A

'a

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1NlATy Tr-.-- " IRNAD I.STRUCTIONS

SECURITY CLASSIFICATION OF THIS PAGE (then Daa Entered)

REPORT DOCUMENTATION PAGE RER ISTRUCTI NOSBEFORE COMPLETING FORMI. REPORT NUMBER 2.GOVT ACCESSION NO. J. RECIPIENT'S CATALOG NUMBERAppendix IVTo thn Mlfora Tazlke OM Manual _ ___________

14. TITLE (and Subtitle) S. TYPE OF REPORT & PERI0 COVERED

MULTIPLE-PURPOSE PROJECT KANSAS RIVER BASIN Construction FoundationREPUBLICAN RIVER MILFORD LAKE Be or "OPERATION AND MAINTENANCE MANUAL Prom June 1962 to Dec 1966APPENDIX IV 6. PERFORMING ORG. REPORT NUMBERPPENDIXpl'Lt IV ftII '"T ID NT

7COtJSTC N FO'NDATION REPORT"~~~ 7'u ~rO) S........ CONTRACT OR GRANT NUMBERfs)Mr. Steve D. Markwell - Project Geologist

Mr. Richard Griffith - Resident Engineer Cost Key:Mr. Victor Anderson - Geologist CB201 07 53100 000

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

Geology Section (MRKED-FG) AREA & WORK UNIT NUMBERS

oundaton and Materia s Branch (MKED-F) PB-2b andKonsas Rity Dlstrict Corps Q neers ER 1110-1-1801, Change 2,601 E. 12th Street, kansa City, 2 0 64106 , ,

1. CONTROLLING OFFICE NAME AND ADDRESS PORT DATE

Estimates & Specifications Section (MRKED-DE) y~ TADesign Branch .(MRIMD-D1 , ctnh 19RIKansgs Cty gLtrict, Corps of Engineers 13. NUMBER OF PAGES01 E. 1th

SMONITORING ENCY NAME & ADORESS(Il different from Controlling Office) IS. SECURITY CLASS. (of this report)

Unclassified5, DECL ASSI PIC AT, oNiDOWNGRADINGSCHEDULE

16. DISTRIBUTION STATEMENT (of this Report)

Distribution in accordance withER 1110-1-1801, Change 2, dated 1 April 1983

Distribution Statement A

17. DISTRIBUTION STATEMENT (of the abstract entered In Block 20. if different irom Report)

IS. SUPPLEMENTARY NOTES

19. KEY WORDS (Continue on reerse side if necessary and identlfy by block number)

20, A STRACT"(Contiain on re de li ne se w and t o r

The purpose o this report is to present a copIte record of the geology

2and foundation conditions encountered during construction of dam. Thereport focuses primarily on the foundations of the outlet works, rightabutmentand spillway area where the bulk of rock foundations are involved.,

D I JAN 73 EDITION OF I NOV S IS OBSOLETE HNCLASSTFIED

SECURITY CLASSIFICATION OF THIS PAGE (Wheu Date Entered)

OPERATION AND MAINTENANCE MANUALMILFORD DAM AND LAKE

REPUBLICAN RIVER, KANSASKANSAS RIVER BASIN

APPENDIX IVCONSTRUCTION FOUNDATION REPORT

1977(Revised October 1983)

Aeces!WTIS r-'&1

DTIC T'Unarm '' - - K A -

Justif-c 1

By--__Distrih -,I

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Dist I

DEPARTMENT OF THE ARMYKansas City District, Corps of Engineers

Kansas City, Missouri

26




TABLE OF CONTENTS

Paragra~hTil

CHAPTER 1

INTRODUCTION

1-01 Location and Description IV-1-1

1-02 Construction Authority IV-i-I

1-03 Purpose and Scope IV-1-1

CHAPTER 2

GEOLOGY AND PHYSIOGRAPHY

2-01 General IV-2-1

2-02 Bedrock Structure IV-2-2

2-03 Bedrock Stratigraphy IV-2-2

CHAPTER 3

FOUNDATION CONDITIONS AND TREATMENT

3-01 Grouting General IV-3-13-02 Right Abutment Grout Curtain IV-3-2

3-03 Left Abutment Grout Curtain IV-3-4

CHAPTER 4

OUTLET WORKS

4-01 Excavation General IV-4;-1

4-02 Primary Blasting IV-4-1

4-03 Foundation, General IV-4-5

4-04 Shale Foundation IV-4-5

4-05 Limestone Foundation IV-4-7

4-06 Foundation Jointing IV-4-7

TABLE OF CONTENTS-- con.

CHAPTER 5

SPILLWAY

5-01 Excavation General IV-5-15-02 Blasting IV-5-15-03 Spillway Sill IV-5-3

5-04 Spillway Sill Foundation IV-5-35-05 Grouted Anchors IV-5-35-06 Riprap IV-5-4

CHAPTER 6

RELIEF WELLS

6-01 General iv-6-16-02 Well Design IV-6-16-03 Well Installation IV-6-16-04 Pump Testing IV-6-3

CHAPTER 7

INSTRUMENTATION

7-01 (a) Instrumentation IV-7-17-01 (b) Settlement Plates IV-7-1

LIST OF FIGURES

1. Location Map of Milford Dam & Reservoir B-1-19212. Geologic Column and Utilization Summary B-1-19223. Geologic Map of Construction Area B-1-19234. Typical Loading Column B-1-19245. Typical Shot Record Sheet B-1-1925

6. Pre-split Test Shot Loading B-1-19267. Typical Benches Marking Pre-split Lifts B-1-19278. Pre-split Delay Blasting B-1-19279. Outlet Works Section B-1-1928

10. Joint System and Conditions B-1-192911. Approach Area Foundations B-1-192912. Tower Foundations B-1-193013. Transition Foundations B-1-193014I. Spillway Plan B-1-193115. Typical Sections Spillway Sill Slab B-1-193216. Spillway Riprap Section B-1-193217. Loading Details Spillway Blasting B-1-1933

IV-u

71




TABLE OF CONTENTS

Parigraph Titl Za

CHAPTER 1

INTRODUCTION

1-01 Location and Description IV-1-11-02 Construction Authority IV-1-11-03 Purpose and Scope IV-1-1

CHAPTER 2


2-01 General 1-2-12-02 Bedrock Structure IV-2-22-03 Bedrock Stratigraphy IV-2-2

CHAPTER 3

FOUNDATION CONDITIONS AND TREATMENT

3-01 Grouting General IV-3-13-02 Right Abutment Grout Curtain IV-3-23-03 Left Abutment Grout Curtain IV-3-4

CHAPTER 4

OUTLET WORKS

4-01 Excavation General IV-4-14-02 Primary Blasting IV-4-I4-03 Foundation, General IV-4-54-04 Shale Foundation IV-4-54-05 Limestone Foundation IV-4-74-06 Foundation Jointing IV-4-7

IV-i

TABLE OF CONTENTS -- con.

CHAPTER 5

SPILLWAY

5-01 Excavation General IV-5-1

5-02 Blasting IV-5-1

5-03 Sp: .way Sill IV-5-3

5-04 Spillway Sill Foundation IV-5-35-05 Grouted Anchors IV-5-3

5-06 Riprap IV-5-4

CHAPTER 6

RELIEF WELLS

6-01 General IV-6-1

6-02 Well Design IV-6-1

6-03 Well Installation IV-6-1

6-04 Pump Testing IV-6-3

CHAPTER 7

INSTRUMENTATIONI7-01 (a) Instrumentation IV-7-1

7-01 (b) Settlement Plates IV-7-1

LIST OF FIGURES

1. Location Map of Milford Dam & Reservoir B-1-1921

2. Geologic Column and Utilization Summary B-1-1922

3. Geologic Map of Construction Area B-1-1923

4. Typical Loading Column B-1-1924

5. Typical Shot Record Sheet B-1-1925

6. Pre-split Test Shot Loading B-1-1926

7. Typical Benches Marking Pre-split Lifts B-1-1927

8. Pre-split Delay Blasting B-1-1927

9. Outlet Works Section B-1-1928

10. Joint System and Conditions B-1-1929

11. Approach Area Foundations B-1-1929

12. Tower Foundations B-1-1930

13. Transition Foundations B-1-1930

14. Spillway Plan B-1-1931

15. Typical Sections Spillway Sill Slab B-1-1932

16. Spillway Riprap Section B-1-1932

17. Loading Details Spillway Blasting B-1-1933

IV-ui

TABLE OF CONTENTS

LIST OF FIGURES -- con.

18. Underground Explorations B-1-193419. Test Grout Section Locations B-1-193520. Grout Curtain Zones B-1-193521. Grouting Details Right Abutment Section I B-1-193622. Grouting Details Right Abutment Sections II &III B-I-193723. Grouting Details Left Abutment B-i-193824. Relief Well Detail B-1-193925. Typical Well Log B-1-194026. Profile Along Relief Well Line B-I-194127. Outlet Works Blasting Plan, Ist Lift B-1-194228. Outlet Works Blasting Plan, 2nd Lift B-1-194229. Outlet Works Blasting Plan, 3rd & 4th Lift B-1-194330. Outlet Works Blasting Plan, 4th & 5th Lift B-1-194331. Outlet Works Final Excavation B-i-194432. Foundation Map Outlet Works, Index Sheet B-1-194433. Foundation Map Outlet Works, Sta. 4+55 up

to 2+44 up - Left half B-1-194534. Foundation Map Outlet Works, Sta 1+55 up

to 2+,4 up - Right half B-1-194535. Foundation Map Outlet Works, Sta. 2+4 up

to 0+19 up B-1-194636. Foundation Map Outlet Works, Sta. 0+19 up

to Sta 2+08 down B-1-194637. Foundation Map Outlet Works, Sta. 2+08 down

to Sta. 3+77 down B-1-194738. Foundation Map Outlet Works, Sta. 3+77 down

to Sta 6+02.5 down - Left half B-1-194839. Foundation Map Outlet Works, Sta. 3+77 down

to Sta. 602.5 down - Right half B-1-194840. Foundation Map Plan and Profile Spillway B-1-194941. Foundation Map Plan and Profile Spillway B-1-1949

LIST OF PLATES

1 General Plan B-1-9032 Plan Dam and Spillway Area B-1-9043 Embankment Plan B-1-9054 Scheduled work areas B-1-9065 Profiles Dam Axis B-1-9076 Embankment Sections B-1-9087 Embankment Sections B-1-9098 Embankment Sections B-1-9109 Embankment Sections B-1-911

10 liprap and Slope Protection Details B-1-912

IV-iti

I7

TABLE OF CONTENTS

LIST OF PLATES -- con.

Plate o. te

11 Diversion and Closure B-1-91312 Curtain Grouting Plans and Profiles B-1-91413 Plan of Explorations - Embankment and Structure Areas B-1-102314 Plan of Explorations - Borrow and Quarry Areas B-1-102415 Geologic Column and Legend for Explorations -

Profiles - Waste Areas Nos I and 2 B-1-102516 Logs or Explorations - Dam Axis Profile J-J B-1-102917 Logs of Explorations - Spillway B-1-103018 Logs of Explorations - Outlet Works B-1-103119 Logs of Explorations - Detached Borings B-1-103220 Logs of Explorations - Detached Borings - Profile

Service Bridge B-1-103321 Logs of Explorations - Quarry Site No. 1 B-1-103422 Detail Logs of Quarry Site No. 1 B-1-103523 Relief Wells Plan and Profile B-1-91624 Relief Wells Schedule and Details B-1-91725 Relief Well System General Plan B-1-187226 Existing Relief Wells Plan and Profile B-1-187327 Relief Wells 20 thru 30 Plan and Details B-1-187428 Corrugated Metal Pipe Plan and Installation Details B-1-1875

j 29 Relief Well Collector System Structural Details B-1-1876

LIST OF TABLES

1, 2 3esto File1No.

1, 2 & 3 Blasting Records, Outlet Works B-1-19507, 5 & 6 Blasting Records, Outlet Works B-1-19517 Blasting Records, Outlet Works B,-1-1952

8 Test Data on Bedrock B-1-19539 (1-7) Pressure Test Data (sheet 1 of 7)9 (2-7) Pressure Test Data (sheet 2 of 7)9 (3-7) Pressure Test Data (sheet 3 of 7)9 (4-7) Pressure Test Data (sheet 4 of 7)9 (5-7) Pressure Test Data (sheet 5 of 7)9 (6-7) Pressure Test Data (sheet 6 of 7)9 (7-7) Pressure Test Data (sheet 7 of 7)10 Summary of Test Grouting Feb-Nov 196211 Summary of Contract Grouting Feb-Nov 1963

IV-iv

TABLE OF CONTENTS

PHOTOGRAPHS

Photo No. Subec Neg. No.

1. "Pig Tails" for Pre-split Blasting 294-P4-32. Loading 45 Degree Pre-split Holes 294-P4-23. Pre-split Test Shot Results 294-P4-54. Pre-split Fracture 294-P4-45. Left Abutment, Pre-split First Lift 294-P4-I6. Right Abutment, Pre-split Cutoff 294-P3-167. Left Abutment, Pre-split Cutoff 294-P3-158. Gypsum Seam in Lower Wymore Shale 294-P1-139. Approach Slab, Blue Springs Shale 294-P3-2

10. Approach Slab, South Wall 294-P1-1411. Tower Key, Station 3+76 U.S. 294-P3-112. O.G.Section, Wymore Shale Zone "B" 294-PI-1013. O.G.Section, Wymore Shale Zone "B" 294-PI-1114. Tower Foundation, Stations 3+14 to 2+63 U.S. 294-P2-1315. Tower Foundation, Stations 3+76 to 3+46 U.S. 294-P2-1416. Conduit Foundation, Blue Springs Shale Zone "B" 294-P2-1617. Conduit Collar, Excavation, Blue Springs Shale

Zone "B" 294-P2-1518. Typical Cleavage Plane, Blue Springs Shale

Zone "B" 294-P3-319. O.G.Section, Wymore Shale Zone "A" 294-P2-220. End Sill Vertical Surface, Station 6+02 D.S. 294-P2-421. End Sill Vertical Surface, Line Drill Holes 294-P2-322. Stilling Basin, Stations 4+73 to 4+93 D.S. 294-PI-223. Stilling Basin, Stations 5+52 to 5+77 D.S. 294-Pl-124. Approach Slab, "Deroofing" Joint Openings 294-P2-1225. Approach Slab, Blue Springs Shale Zone "A" 294-P2-1126. Tower Area, Open Joints After Cleanup 294-P2-927. Tower Area, Open Joints After Cleanup 294-P2-1028. Spillway Key Excavation 294-Pi-1629. Spillway, Tower Holmesville Shale 294-P2-130. Spillway, Typical Crest Slab Foundation 294-P1-531. Spillway, Typical Crest Slab Foundation 294-PI-632. Spillway, Holmesville Shale 294-PI-733. Spillway, Slope Foundation 294-P2-534. Spillway, Grouted Anchors 294-P2-635. Spillway, Placing Grouted Anchors 294-P3-1036. Spillway, Drilling Angle Anchor Holes 294-P3-937. Spillway, Slab Key Anchors 294-PI-1238. Spillway, Excavating Operations 294-P2-739. Hauling Equipment for Rock Excavation 294-P2-840. Spillway, Usable Towanda Limestone 294-P1-341. Spillway, Usable Towanda Limestone 294-P1-442. Drilling Grout Holes 294-P3-743. Pressure Hole 294-P3-644. Washing Grout Hole with Air-water 294-P3-8

IV-v

TABLE OF CONTENTS

PHOTOGRAPHS -- con.

Photo No. Sulc Neg. No.

45. Conduit Area, Grout Filling Joint 294-P3-546. Conduit Area, Grout Fillirg Joint 294-P3-4

47. Grout Plant 294-P1-1548. Reverse Drill Used for Relief Wells 294-Pl-849. Reverse Drill Bit 294-PI-950. Close-up of Relief Well Screen and

Riser Joint 294-P3-1 251. Placement of Well by Crane 294-P3-1152. Complete Makeup of a Relief Well 294-P3-1353. Developing a Relief Well 294-P3-14

SUPPLEIEN-A

INSTALLATION OF ABUTMENT GROUT CURTAINS, MILFORD DAMSi±.6

Pararaplh Title Za"

A-01 General IV-A-1A-02 Spacing of Grout Holes IV-A-1A-03 Location IV-A-2A-04 Bedrock Stratigraphy IV-A-2A-05 Sequence of Operations Right Abutment IV-A-3A-06 Sequence of Operations Left Abutment IV-A-6A-07 Results and Conclusions IV-A-9

1 Footage Figures, Right Abutment IV-A-102 Summary of Drilling Footage, Right Abutment IV-A-103 Formation Footage, Right Abutment IV-A-114 Drilling and Grouting of Towanda Limestone,

Right Abutment IV-A-125 Drilling and Grouting of Holmesville Shale,

Right Abutment IV-A-136 Drilling and Grouting of "A" zone, Ft. Riley

Limestone, Right Abutment IV-A-147 Drilling and Grouting of "B" zone, Ft. Riley

Limestone, Right Abutment IV-A-158 Drilling and Grouting of "D" zone, Ft. Riley

Limestone, Right Abutment IV-A-169 Drilling and Grouting of Florence Limestone,

Right Abutment IV-A-17

IV-vi

TABLE OF CONTENTS

TABLES -- con.

Table No. Title lg

10 Footage Figures, Left Abutment IV-A-1811 Summary of Drilling Footage, Left Abutment IV-A-1912 Formation Footage, Left Abutment IV-A-2013 Drilling and Grouting of Towanda Limestone,

Left Abutment IV-A-2114 Drilling and Grouting of Holmesville Shale,

Left Abutment IV-A-22

15 Drilling and Grouting of "A" zone, Ft. RileyLimestone, Left Abutment IV-A-23

16 Drilling and Grouting of "B" zone, Ft. RileyLimestone, Left Abutment IV-A-24

17 Drilling and Grouting of "D" zone, Ft. RileyLimestone, Left Abutment IV-A-25

18 Drilling and Grouting of Florence Limestone,Left Abutment IV-A-26

IV-vii



APPENDIX IV

CONSTRUCTION FOUNDATION REPORT

CHAPTER 1

INTRODUCTION

1-01. Location and Descriotion. Milford Dam is located 4 milesnorthwest of Junction City, Kansas. It is situated on the Republican River8.3 miles above it's confluence with the Smoky Hill River which becomes theKansas River eastward of this point. The area is served by major U.S.Highways 70 and 77 and the Union Pacific Railroad. The project consists of anearth and rock embankment stretching 6,300 feet north-south across the valley,a concrete outlet works, and a chute type uncontrolled spillway. The heightof the embankment is 147 feet above the streambed. The maximum width of theembankment is 1,050 feet. Located along the right abutment is a reinforcedconcrete outlet works consisting of an intake control tower, a cut and coverconduit, and a stilling basin. This structure is designed to handle dischargeflows up to a maximum of 26,900 cubic feet per second. Discharge flows arecontrolled by two hydraulically operated gates in the control tower. Thespillway is located about 3,000 feet south of the embankment utilizing twolarge topographic draws. It is an uncontrolled, emergency, chute typespillway with a concrete sill 1 ,250 feet long. Full pool reservoir level isat elevation 1176.2 m.s.l. with storage capacity of 757,746 acre feet. Thereservoir level at conservation pool is at elevation 1144.4 m.s.l, making areservoir of 16,189 acres.

1-02. Construction Authority. This project was authorized by PublicLaw 83-780 in 1954 by the 83rd Congress of the United States. It is part ofthe Missouri River basin flood control plan. The project was advertised forcompetitive bids in the spring of 1962. Western Contracting Corporation ofSioux City, Iowa was awarded the contract for a low bid of $13,965,840.00,and construction operations began in the fall of that year.

1-03. PurPose and Scope. The purpose of this report is to describe theconstruction operations, provide a record of the foundation conditions and todiscuss problems encountered during construction. The report will also dealwith the geological aspects of the project construction with emphasis onbedrock foundation conditions, materials utilization, and other items whichhave geologic relationship. The Resident Engineer was Mr. Richard Griffithand the project geologist was Mr. Steve D. Markwell.

IV-I1-I

CHAPTER 2


2-01. General. Milford Dam is located in the Osage Plains section ofthe Central Lowlands physiographic province in the middle of the Permianescarpment belt.

a. The topography of the area is in a stage of maturity to old agewith broad U-shaped valleys separated by flat-topped highlands. Thesehighlands have been appropriately named the "Flint Hills" due to the chertylimestones from which they have been carved. Rocks of Permian age crop outin the vicinity of Milford Dam. All bedrock materials encountered duringconstruction are classified as belonging to the Chase group of theWolfcampian series. This series has been referred to in older publicationsas the "Big Blue Series." It represents the oldest Permian sedimentarysequence in the state of Kansas. The Chase group, the upper bedrock divisionof the Wolfcampian series, consists of alternating argillaceous limestones andshales. A thickness of approximately 200 feet of bedrock strata wereencountered during construction. The bedrock formations of this sequence arethe Doyle shale, the Barneston limestone, the Matfield shale and the Wrefordlimestone. For the generalized geologic column see figure 2. A geologic mapof the construction area is shown on figure 3.

b. Overburden materials in the area may be divided into three types:(1) residual soil mantle; (2) loess deposits; and (3) floodplain alluvium.Residual soils are thin, generally less than one foot thick. They arepredominately organic clays and are black in color. These soils were strippedand placed in waste areas. The loess is found blanketing the higherelevations, generally above elevation 1200 m.s.l. The maximum thicknessencountered is 30 feet in the vicinity of the spillway sill. It is generallyclassified as a lean clay, although isolated areas of silts and fat clays arealso found. Loess deposits were utilized as impervious fill in the blanketand in the embankment. It is a heavy clay and is not particularly easy towork. It was generally placed in the blanket areas where moisture control wasnot required. Maximum thickness of the alluvium is 57 feet. The alluvialsands are generally fine grained in the upper 20 feet with coarser materialspredominating below that depth at an approximate elevation of 1065 m.s.l. Themore coarse materials are generally medium grained with some coarse grainedsands. Gravel deposits are spotty and particles larger than 3/8-inch areabsent. Clay layers in the alluvium appear to be continuous over longdistances and range from 1 to 5 feet in thickness. In many instances, theclay levers are mixed with a layer of cobbles and boulders. Clays and siltsare found in the terraces along the margins of the valleys. Much of thismaterial is reworked loess transported from the higher elevations. Theseterrace areas produced the major portion of the impervious borrow materialsutilized in the central core of the embankment.

a. Sand of the uDoer alluvium excavated from the downstream borrowarea produced the major portion of the pervious material. A considerableportion of the random material was also obtained from this area.

IV-2-1

2-02. Bedrock Structure. The project is located between two major

structural features; the Nemaha arch to the east and the Salina basin to thewest. A minor structural feature, the Abilene anticline, cuts through theupper end of the reservoir area. These features trend generally north-south;however, they are deeply buried and have little influence on the surface rocks.Regional dip is five to ten feet per mile to the northwest. Local minorundulations of a few feet commonly occur in the bedrock strata. Withessentially flat lying bedrock excavation operations were relatively simple.Local geologic structure had little effect on the construction operations.

2-03. Bedrock Stratigraphy. Rock strata outcropping at the damsite, fromyoungest to the oldest, are described in the following paragraphs. Laboratorytest data is shown in Table - 8.

a. Doyle Shale Formatlon. The Doyle Shale Formation represents theyoungest bedrock strata in the vicinity of the dam. In the construction area,only the two lower members of this formation are present, Towanda limestonemember and Holmesville shale member.

(1) Towanda Limestone Member. The Towanda limestone member isapproximately 15 feet thick in the vicinity; however, it exists primarily in acap rock condition and the thickness varies greatly. The upper 4 feet isgenerally a soft, friable limestone, light gray in color, clayey and thinbedded giving it a platy appearance. The full thickness of this zone ispresent only in areas of thick overburden. This zone is unconformable withthe harder limestone zone below and in some areas it forms the greater portionof the member. Towanda limestone is easily ripped for use as a constructionmaterial. Underlying this soft upper zone is an interval of hard, graylimestone with an average thickness of 8 feet. This interval variesconsiderably in thickness. It is generally massive to thick bedded andcontains numerous fractures. The material has an average density of 145pounds per cubic foot and an absorption ranging from 3 to 4 percent. Thiszone, although discontinuous, produced the best limestone material excavatedduring construction with regard to hardness and durability. The lower zoneof the Towanda limestone is a 3-foot thick interval of hard, medium-beddedlimestone. A solution horizon is present in this interval varying from 0 to2.7 feet thick. This horizon contains heavily weathered limestone and a soft,silty, clay.

(2) Holmeaville Shale Member. The Holmesville member in thisarea consists of 18 feet of soft, varicolored clay shale. The upper 4 feet isyellowish brown and contains a network of hard calcareous material. Themiddle cons4 sts of a greenish shale with a distinct red horizon. Horizontalcleavage planes are well developed in this interval as well as vertical andhigh angle joints. The lower portion of this member is predominantly darkgray and soft. Two distinct limestone beds, 0.8 feet thick in this zone, forma continuous resistant horizon throughout the area. It is well exposed alongthe side slopes and floor of the spillway. Holmesville shale was used as shaleand limestone fill.

IV-2-2

b. Barneston Limestone Formation. The Barnestone formation is about80 feet thick. It is made up of argillaceous limestone with a few thincalcareous shale beds. The formation is divided into three members: The FortRiley limestone, Oketo shale, and the Florence limestone. It is well exposedalong the walls of the Republican river valley.

(1) Fort Riley Limestone Member is divided into five zones:

(a) Zone "A" is a moderately hard, argillaceous, limestone,tan to brown in color and medium bedded. The ledge upon exposure andweathering breaks down into a platy structure and resembles a shale. Thegeneral thickness is 15 feet. This zone is solutioned which exhibits enlargedbedding planes, stained joints, and cavities. A few thin shale seams arepresent in this zone and are characteristically green, laminated, and soft.In many instances these shale seams have weathered to soft clay, particularlyin the lower portion of the zone. This zone is capable of transportinggroundwater and considerable attention was given to it during grouting. Thedownstream key of the spillway sill cuts off this entire zone. The zone isabove groundwater level and about 24 feet above conservation pool level.

(b) Zone "B" of the Fort Riley is the upper of two resistantbeds forming one of the three "rimrock" ledges which outcrop in the area. Itis generally 5 feet thick and is "pock marked" by numerous vugs. Generally,it is characterized by two thick beds separted by an open bedding plane. Thishorizon is capable of carrying seepage but is situated above the water tableand supports no permanent springs.

(c) Zone "C" is 10 feet thick and its dark gray color makesit an excellent marker bed for correlation. It is very argillaceous,bordering on being a shale. Occasional vugs similar to the zone above arepresent, many of these exhibiting secondary calcite mineralization.

l n(d) Zone "D" is 9.5 feet thick, moderately hard, tan, pittedlimestone. It is massive to thick massive to thick bedded with distinctbedding plane located 5.5 feet above the base. The density of this zoneaverages 140 pounds per cubic foot with an absorption ranging from 8 to 12percent. Upon exposure, the lower 5.5 feet case hardens and the color changesto white. This results in a hard white limestone at the outcrop, graduallygrading back to the original softer limestone as the cover increases. Thisbed is locally called the "white ledge" or "rimrock" ledge and has beenquarried for cut stone building material in the state of Kansas for the last100 years. The ledge was quarried at this project for use as riprap. Thebedding plane at the base of zone "D" is also a seepage zone and has beenenlarged by solutioning. It is the major spring zone of the area producingnumerous small springs in the larger draws in the vicinity of the leftabutment.

(e) Zone "E" marks the base of the Fort Riley member andconsists of a shaly limestone with a thickness of 2 feet. It is hard and tanand contains numerous fossil fragments. Toward the outcrop the material isthin bedded and platy.

IV-2-3

• & 2 ''- .. . . .- -""

(2) Oketa Shale Member. Oketo is a dark gray, calcareous shaleabout 6 feet thick and is an excellent marker bed.

(3) Florence Limestone Member. The Florence limestone consistsof 34 feet of argillaceous, cherty, limestone with thin calcareous shalelayers in the upper part. It is tan in color with dark blue to occasionallypurple chert nodules. Like the Fort Riley, the Florence has been subdividedinto zones.

(a) Zone "A" is a medium bedded limestone with severalcalcareous shale beds. An abundance of chert is present as irregular massesin continuous horizons. The shale layers are practically unrecognizable inthe unweathered state. However, like the "E" zone of the Fort Riley member,the layers become distinct when exposed to weathering.

(b) Zone "B" of this member is a massive 5-foot thick ledgewhich is free of chert. It is somewhat similar to the "D" zone of the FortRiley in that it is pitted and exhibits some degree of case hardening whenexposed. This ledge forms the lower rimrock of the area and like the otherrimrock ledges, has an associated bedding plane at its base that is considereda seepage horizon.

(c) Zone "C" is a 10-foot zone of argillaceous limestonecontaining the highest percent of chert in the area. It is tan and thick tomassive bedded; however, it spalls rapidly when exposed.

(d) Zone "D" is a 4-foot transitional zone between thecherty Florence limestone and the underlying shale. It consists of a soft,very argillaceous, dark gray limestone which breaks down readily uponexposure.

c. Matfield Shale Formation. Consists of two thick shale members;the Blue Springs and the Wymore, separated by the Kinney limestone member.The total thickness of 60 feet was exposed in the outlet works excavation.

(1) Blue Sprinas Shale Member. The Blue Springs shale is theupper member of the atfield shale formation. The upper portion consists ofalternating red and green shales. The shale is clayey and soft with theexception of a hard limestone bed, 1-foot thick, located approximately 4 feetabove the base. This zone marks the upper extent of gypsum mineralizationpresent in the form of elongated nodules and irregular masses, red in color,associated with the jointing. The lower Blue Springs consists of 12 feet ofdark gray, calcareous shale moderately soft with thin, discontinuous satinspar gypsum usually associated with the numerous horizontal cleavage planesthat are well developed toward the base.

(2) Kinnev Limestone Member. The Kinney limestone is a hard,gray, and generally massive ledge 6.5 feet thick. Isolated gypsum masses upto 4 inches in diameter are scattered at random in this ledge. This limestonewas observed in the stilling basin section of the outlet works excavation.

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ir I . . . . . . l ll . .. .. . .. | . .. ' .. . . I.. . I..... I -I:I1 -A"

i

(3) Wymore Shale Member. The upper part (Zone A) consists of ahard calcareous weather resistant shale containing horizontal cleavage planes.The lower part (zone B) is a soft clay shale predominately green in color witha red layer and a thin purple layer. The lower portion becomes increasinglymore calcareous and harder toward the base. A gypsum seam was observed, inthe form of satin spar, in the lower portion. This seam is undulated slightlyand showed minute displacement in one area; however, there was no indicationof displacement of the adjacent materials. This seam was tight and noevidence of solutioning was observed. At the contact with the upper part, theshale had been softened by ground water and several small springs emitted fromthis horizon in the downstream and riverward slopes of the stilling basinexcavation.

d. Wreford Limestone Formation. The upper limestone member, theSchroyer, was encountered in the lower portion of the stilling basinexcavation. The two lower members of this formation; the Havensville shaleand the Three Mile limestone are below required excavation. The Schroyerlimestone is approximately 10 feet thick. The upper 3 feet consists of asingle massive limestone ledge; hard and light gray to white in color. Theremainder of the Schroyer consists of a moderately hard, dark gray,argillaceous limestone with two dark gray chert horizons in irregular massessimilar to those found in the Florence limestone. Numerous gypsum nodules upto 4 inches in diameter are scattered throughout. The content of gypsum inthe Schroyer is very high, far exceeding any other interval encountered.There is no particular pattern to these masses. However, a high concentrationof gypsum was associated with and incorporated within the chert. With theexception of a thin, cherty, gray limestone (0.8 feet thick) the lowerSchroyer becomes more argillaceous toward the base with an overall decrease inhardness. Thin satin spar gypsum seams were noted in the lower part beneaththe thin limestone.

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CHAPTER 3

" FOUNDATION CONDITIONS AND TREATMENT

3-01. Groutina General,

a. Preliminary investigations prior to construction indicated someseepage through the abutment bedrock might be expected. During the drillingof initial borings, high or total losses of drilling fluid occurred. For alayout of the entire drilling program see figure 18 and plates No's. 13 and14. Through a study of the bedrock cores and pressure test data, it waspossible to establish the potential seepage pattern. Six core borings werepressure tested, (see table 9 Pressure Test Data.) Of these borings, 2 weredrilled on the right abutment, 2 on the left abutment, and 2 in the spillwayarea. Examination of the drill core and comparison of pressure test dataindicated a foundation leakage potential in the Fort Riley limestone moresevere than those usually encountered in the Kansas City District. Seepagethrough open joints was found to be negligible, with the exception of areasimmediately adjacent to outcrop faces or just below the top of bedrock. Themajor seepage was found in openings along bedding planes. Three of the fourmajor seepage zones were directly associated with the prominent rimrock ledgespreviously described; the B and D zones of the Fort Riley and the B zone ofthe Florence. These zones are in essence enlarged bedding planes. Thesolution zone of the "A", upper zone of the Fort Riley, is not associated withan outcrop ledge. With a pattern established, a reasonable prediction couldbe made as to seepage potential of the various areas, greatly simplifying theremainder of the testing program. A test grouting program was performed byGovernment personnel prior to construction in 1962. A full report on the testgrouting is given in Supplement A, (located in the back part of this manual).A summary of Test Grouting is shown in Table - 10. The test sections extendedfrom station 82+20 to station 88+64 on the right abutment and from station143+00 to station 151+00 on the left abutment. These sections were completedas a single line curtain penetrating to a depth of 125 feet to a generalelevation of 1085 m.s.l. The grout curtain extended from the Towandalimestone member downward to just into the Blue Springs shale member. Thegrout holes were 3 inches in diameter and were drilled vertically to thedesired depth. Pressure testing and the stop grouting were accomplished bysetting packers in the lowest portion of the hole and resetting the packer atintervals progressively upward. Pressures were generally 1.5 - 2.0 pounds perfoot of vertical depth including the column pressure. The water cement ratioof the grout mixes varied from 0.6:1 to 4:1. Primary holes were drilled on 80foot centers. As drilling operations progressed, the spacing was reduced to40 feet. The grout takes were not excessively high. The predicted horizontalzones showed openings to some degree.

b. Secondary holes split-spaced the primaries, reducing the holespacing along the curtain to 20 feet. Grout placement in the secondaries, ingeneral, showed a marked reduction. A tertiary hole series was then drilledreducing the grout hole spacing to 10 feet. The grout curtain test sectionswere essentially completed at this 10-foot center to center spacing althoughsome quaternary holes were drilled along the line.

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c. Angle hol As an additional check, angle holes were drilledalong the line. These were either tight or experienced negligible grouttakes. To check the feasibility of the stage grouting method some holes weregrouted in this manner, and it was found to be successful. For location ofthese sections see figure 19.

3-02. Right Abutment Grout Curtain. Initial contract groutingoperations were started in February 1963. The excavation of the rightabutment cutoff had been virtually completed with the foundation excavationfor the conduit approximately 3 feet above grade and grouting was performedfrom top of bedrock. The right abutment curtain extended along the damcenterline from station 90+80, a point 80 feet riverward of the conduitcenterline, across the foundation and up the cutoff slope to the top of theabutment at station 88+25, overlapping the test section. All grouting wascompleted by the stage method, i.e., the hole was drilled at an angle of 30degrees (from vertical) to either a specified depth or to a zone of openconditions. The hole was then pressure tested and grouted. The hole was thendeepened and the process repeated. The curtain was divided into two zones inthe slope portion of the line. All drilling was accomplished with a CP 65portable drill either mounted on a platform wagon or attached to a groutednipple. (See photos 42 thru 44). The right abutment curtain was divided intothree sections for the grouting operations. This was done on the basis ofaccess to the work areas. For location of the grout curtain and its sectionssee figures 19 and 20. The grout plant was standard grouting layout equippedwith a 20 cubic feet mixing vat, water meter and slush pump with a ratedcapacity of 50 g.p.m. at 150 pounds of pressure per square inch (see photo47). All couplings and fittings were 1.5 inch ID. The grout tree of theheader was equipped with bypass, bleeder valve and pressure gage. Gages usedin most cases were 30 pound maximum gages. Pressure testing was accomplishedthrough the header with a water meter inserted between the hole and the headerin the line (see photos 42 thru 44). The grout curtain sections werecompleted satisfactorily and a relatively tight curtain was achieved. Asummary of contract grouting is shown on Table - 11.

a. Scin1

(1) Primary holes. Section 1 included that portion of thecurtain beneath the conduit foundation from its riverward extent to the toe ofthe cutoff slope. The primary holes were drilled on 10 foot centers and allholes were drilled to the bottom of the curtain with no indication of openconditions. These holes penetrated the lower Blue Springs shale, the Kinneylimestone and the upper Wymore shale. Drilling was donse with an E size bit(1-1/2-inch diameter). If anticipation of a tight zone is possible the zoneof section I appeared to be that. The first open joint had been found in thefoundation of ths approach slab some 100 feet upstream and there was noindication that this condition was more than a very localized condition. As acheck on these initial holes, a washing operation of air and water was used(see photos 42 thru 44). The wash water return from some of the holes was adark gray color similar to the lower Blue Springs shale. This was attributedto soft shale cuttings within the holes; however, it was these holes in

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particular which had significant grout "takes." Later information obtained onclay filled openings in this shale during foundation preparations lead to theassumption that washing had cleaned out the clay filling of the joints andallowed higher grout takes.

(2) Pressure test. Grouted nipples 2.0 feet in length were setand the process of grouting and pressure testing started moving riverwardalong this section. Initial pressures on the first holes were maintained at1.0 psi per lineal foot of hole including the column pressure. However, asoperations progressed riverward on successive holes and the grout takesincreased the pressure was reduced. Free communication of grout along theline was experienced first as dark gray water and then grout appeared. Forthe grout takes and conditions enco-, .red in section I, see figure 21. Withconsideration of possible hydraulic jacking, the unknown depth and conditionsof the openings encountered, it was decided to drill the secondary series inthree stages. The first stage was to a depth of 9 feet. The second stagefrom depths of 9 to 15 feet, and the third stage to the bottom of the groutcurtain.

(3) The secondary series split the primary spacing reducing thecenter to center spacing along the grout line to 5 feet. Pressures weremaintained at 3 psi. For the first stage, the desired low pressure wasattained by gravity flow from the grout plant. The bedrock was tight. Thesecond stage was then drilled and the grouting was accomplished with 5 psi ofpressure. Again open hole conditions were encountered with communicationbetween some holes. As a final check tertiary holes were drilled to theentire depth of the line. The bedrock was tight and the section wascompleted. When foundation cleanup operations reached this area, it wasobserved that many of the open joints contained grout as far as 50 feetupstream and downstream from the grout line. However, these were thin jointsand no evidence of the relatively large grout takes was apparent. Theexcavation for the outlet works structure was dry and conditions areapparently tight (see photos 45 and 46). A six-inch diameter core hole wasdrilled through the grout line at station 90+44 and no grout was encountered,indicating that no horizontal jacking had occurred.

b. ScinI

(1) Primary holes. Section II, the slope section of the groutcurtain extended almost the entire length of the 1V on 1H back slope of theright abutment cutoff. Access to this section was difficult. This problemwas solved by building a wooden stairway the entire length of the cut. Apower winch was anchored at the top of the cut and a rubber tired platform waspulled up the slope by means of a cable. The drill was mounted to thisplatform and drilling operations were completed using this setup. The upperzone of section II was 7 feet in depth. The holes were drilled with an NX bitto facilitate an NX packer for grouting the lower zone. The hole size wasreduced to 1-1/2 inch diameter or "E" size from that point to the bottom ofthe hole. Grout takes in the lower portion of the slope were negligible.However, some takes associated with the anticipated seepage zones wereexperienced. The upper portion of the slope did present some difficulties inthe grouting operation as the A zone of the Fort Riley limestone and one zoneof the Holmesville shale required slush grouting and caulking (see figure 22).

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(2) Pressure test. Pressures in the upper zone of section IIwere generally between 2 and 5 psi. During the grouting of the lower zonepressures varied from 10 to 60 psi. The amount of grout injected in this zonewas less than had been anticipated. Voids in the bedrock in this section were

*, probably partially grouted during the early experimental grouting nearby.Section III served as an overlapping interval of the test section. The holesof this section were drilled at an angle of 30 degrees to the vertical and

* penetrated an area previously grouted during the early test program. Theholes were drilled into the C zone of the Florence, penetrating all of themajor seepage zones. Some small takes were experierved; however, the majorproblem was in the Towanda limestone which is at the surface. This member,

*. with numerous open bedding planes and fractures, was difficult to grout. Fordetails of grout sections II and III see figure 22. In general, the rightabutment curtain was completed on a hole spacing of 10 feet. The grouting ofsection I did require a smaller interval, and in some areas section II and IIIwere grouted with a secondary series in areas where grout takes wereexperienced.

3-03. Left Abutment Grout Curtain.

a. Desrpi The left abutment grout curtain extends from station142+00 to station 143+78. The grouting zones are similar to those of theright abutment with the slope portion being divided into two zones. For thelocation of this area and its sections see figure 23. The bedrock unitsgrouted in this area are the same units grouted in the right abutment with theexception that the backslope is at a lower elevation and the Fort Riley Zone D,the Holmesville shale, and the Towanda limestone are not present. The benchon the Blue Springs shale was grcuted. This bench area designated as sectionI extended from the lip of the bench to the toe of the back slope of thecutoff. All holes in this area were drilled the entire zone depth and similargrouting operations were used. Pressure testing and grouting operations insection I indicated that the bedrock was relatively tight. Holes in thissection penetrated the Blue Springs shale, the Kinney limestone and into theupper Wymore shale. For the conditions encountered in this section see figure23. Section II completed the left abutment curtain extending up the backslopeand overlapped the completed left abutment test section. The slope portionwas grouted in two zones. The upper zone, with a depth of 7 feet, was drilledwith an NX size bit to facilitate, a packer for grouting the lower zone. An"E" size of 1.5 inch diameter hole was drilled to the bottom of the curtain.

b. Grout injection in section II of the left abutment grout curtainwas negligible. Some caulking of open joints was necessary on the slope;however, there were no unusual problems. The grout plant was a standardgrouting layout equipped with a 20 cubic feet mixing vat, 20 cubic feetstorage vat, water meter and slush pump with a rated capacity of 50 g.p.m. at150 pounds of pressure per square inch (see photo 47). All couplings andfittings were 1 .5 inch ID. The grout tree of the header was equipped withbypass, bleeder valve and pressure gage. Gages used in most cases were 30pound maximum gages. Pressure testing was accomplished through the headerwith a water meter inserted between the hole and the header in the line (seephotos 42 thru 44). The grout curtain sections were completed satisfactorilyand a relatively tight curtain was achieved.

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CHAPTER 4

OUTLET WORKS

4-01. Excavation General. The excavation of the bedrock material fromthe outlet works area was accomplished with an electric-powered Marion shovelwith a dipper capacity of 7.5 cubic yards. Hauling equipment consisted ofEuclid end dump trucks with a capacity of 30 cubic yards. A Northwest 95crane was also employed in excavating the stilling basin area and dressingslopes. Scraper equipment was used to dig the intake channel and portions ofthe outlet channel. The major portion of the bedrock material excavated fromthis area was placed in the shale and limestone zone of the upstream blanket.Later, as the embankment progressed the material was placed in the shale andlimestone fill zone of the embankment. The outlet works excavation wascompleted in 8 lifts with 86 shots using approximately 260,000 pounds ofexplosives. The rock excavation totaled approximately 535,000 cubic yards.The excavation was made in the right abutment extending 1,800 feet (fromapproximately 700 feet upstream of the dam centerline to 1,100 feetdownstream). The excavation encountered all members of the local geologiccolumn. The cut slopes varied from 0.5V on 1H to 1V on 1.5H. Lift diagramsare shown on figures 27 thru 31. The slopes of the cutoff and the approachchannel were pre-split. The other slopes were cut by conventional blastingmethods. The two blasting methods will be discussed later in the report. Inthe upper portion of the cutoff area the Towanda and Holmesville members wereripped with a D-9 dozer. Blasting operations were started in that area at thetop of the Fort Riley member. The thin residual overburden and the outerportion of the Blue Springs shale were excavated with scrapers. The remainderof the cut required blasting.

4-02. Primary Blasting.

a. General, The primary-blast lifts were limited to a depth of 26feet by the capacity of the rotary drill used for drilling the blast holes.This drill, a Chicago Pneumatic 705, used a rock bit 4.5 inches in diameter.

The drilling rate for this equipment ranged from 200 to 300 feet per hour withan average rate of 250 feet per hour. The Contractor attempted to bottom thelifts immediately below the hard and more massive ledges. The bottom of thelifts reflected the slight dip of the bedrock. Air trac drills with a 2.5inch diameter rock bit were also used for drilling primary blast holes. Inthe lifts involving the cherty Florence limestone, the rotary drill was unableto penetrate satisfactorily. Elsewhere in the primary blasting, air tracdrills were used when not needed in drilling pre-split holes. The smallerdiameter holes drilled with this equipment required a closer shot patternspacing. The blasting agent used for the bulk of the excavation was ammoniumnitrate with a dynamite primer. One stick of 40 percent dynamite was used inthe initial blasting; later one stick of 60 percent dynamite was used. Thetypical loading column for primary blasting is shown on figure 4. Electricdelay caps were used as detonators with a 25 mili-second delay interval. Atypical shot used delays ranging from instant to number 5. Primacord wasused for some shots, but this was generally only when wet conditons wereencountered. The ammonium nitrate was poured and tamped into the holesgenerally to within four feet of the top of the hole and the remainder of the

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hole was stemmed with rock dust. In wet holes, the nitrate was first put intoplastic bags and then placed in the hole. This method was replaced in latershots by use of a commerically tubed nitrate called "Dynatex.0 Most of theshots in the stilling basin area below the flood plain level were made with agelatins dynamite with strengths ranging from 40 to 60 percent in standardstick size. A 45 percent gelatins dynamite with a high water resistance in4 x 8-inch sticks was used when extremely wet conditions were encountered.

b. Shot oatterns and loadines varied with the bedrock conditions inthe various lifts. Each shot was recorded as shown on figure 5. The blastingrecord listing each shot for the outlet works excavation is shown on tables 1thru 7.

(1) Lift 1. The "A" zone of the Fort Riley limestone was shotseparately in the first lift with a pattern spacing of 7 x 9 feet and a powderfactor of 1.2 pounds of explosive per cubic yard of rock. This lift was"overshot* and adjustments were made in succeeding lifts. The "B" and "C"zones of the Fort Riley were shot together in one lift and, although this wasa slightly harder interval than the upperlift, the powder factor was reducedto 0.9 pounds per cubic yard using a shot pattern of 9 x 12 feet. Whenexcavated, this lift showed improvement, particularly in the reduction ofoverbreak in the back slope.

(2) Lift 2- The second lift included the deepest shots madeduring the excavation in this area involving the "D" and "E" zones of the FortRiley, Oketo shale, and "A" and "B" zones of the Florence limestone. Thislift was also shot with a powder factor of 0.9 pounds per cubic yard with apattern of 7 x 9 feet. This pattern and loading resulted in considerableoversize material, requiring secondary breakage, chiefly from the two rimrockledges involved. The influence of the joints in the Florence member werenotable in the back slopes of this shot resulting in the formation of benchesand vertical faces. This condition was not observed in the slopes that hadbeen pre-split.

(3) Lifts I and 4. The remainder of the Florence limestone wasshot in the third and fourth lifts. The "C" zone was very susceptible tofracture and with blasting experience gained in the left abutment cutoff (shotNo. 29) the fourth lift was shot with a considerably lower powder factor of0.65 pounds per cubic yard, on a pattern spacing of 9 x 12 feet with goodbreakage and back slope conditions.

(4) Lift 9- The "A" zone of the Blue Springs shale was shot inlift five (shots 68 thru T1). Because this was a soft shale material, thepattern spacing was increased to 10 x 14 feet and the powder factor reduced to0.55 pounds per cubic yard. The depth was governed by the foundation gradeand the restrictions of blasting above it, particularly in the tower area.

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(5) Stilling basin.

(a) Blue Springs shale. The remaining shots involvedexcavation of the stilling basin. Dynamite was used in this area due to theharder limestone zones of this interval and water problems. The lower BlueSprings shale was shot in one lift. The shot pattern was reduced from thepreceding lift to a spacing of 8 x 12 feet and the powder factor was increasedto 0.6 pounds per cubic yard.

(b) The Kinney limestone and the extreme uDer Wvmoreshale were shot in one lift. Because of the relative hardness of the Kinneylimestone, the shot pattern spacing was further reduced to a spacing of 6 x 10feet and the powder factor increased to 0.7 pounds per cubic yard. This liftresulted in some significant overbreaks in the side slopes of the stillingbasin excavation. The remainder of the Wymore shale interval and the upperSchroyer limestone were shot in the succeeding lift with a pattern of 9 x 12feet and a powder factor of 0.4 pounds per cubic yard. The shale intervalpresented no problems in excavation; however, the hard ledge in the Schroyerbelow had to be re-shot with the next lift.

(c) The Schrover limestone near the base of the stillingbasin excavation was shot with a pattern spacing of 6 x 8 feet with 45 percentdynamite and a powder factor of 0.8 pounds per cubic yard. Final grade wasobtained with "adobe" shooting the last 2 feet of the lift. The results ofthis method were generally good although isolated areas required the removalof fractured limestone. These areas were few and shallow.

c. Pre-split blasting. Pre-split blasting was employed in theexcavation of the cutoff area slopes and in the approach channel area adjacentto the intake tower structure. These areas are shown on figures 27 thru 31.The results obtained by this technique ranged from satisfactory to excellent.

(1) Ex eriments throughout the work produced only minorvariations in the finished slopes. The main problem was the primary blasting.Changes in the stemming, loading and spacing of the holes in the pre-splitline sometimes resulted in excessive heaving and fracturing, creating aproblem of drilling shot holes for the excavation blasting. The fracturing ofthe primary blast area can also present problems in shooting when ammoniumnitrate is used, as at this project, where blasting efficiency depends ontight shot holes. The pre-split blasting of the outlet works was done makinguse of experience gained in test shots made in the left abutment area. Theseshots were made to determine the most effective column loading and to minimizeexcessive heaving and fracturing. As work progressed, the center to centerspacing was increased and ultimately pre-split shots and primary blasting wascombined utilizing delays. This method is called "pre-split delay." It isthe only change from the test shot in which the column loading was establishedand was employed as an economy measure.

(2) E Chicago Pneumatic, air trac drills with three-Inch diameter standard rock bits were used on all pre-split drilling. Thecutoff slope holes were drilled at an angle of 25 degrees from the vertical.All holes were drilled "on grade." The usual problems of angle drilling were

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encountered such as maintaining proper alinement and hole depth. Specifiedangles, however, were "held" remarkably well. Drilling rates varied from leesthan 10 feet per hour to a maximum of 120 feet per hour. The overall averagedrill.ng rate was approximately 50 feet per hour.

(3) Bl.&.Ung. A 30-inch center to center spacing along the pre-split line was used successfully from the first shot. This spacing was laterincreased to 42 inches and resulted in little difference in the finishedslopes. Upon excavation it was found that "bit drift" had resulted in anaverage angle of 48 degrees in holes started at a 45 degree angle, or adeviation of 3 degrees. The greatest deviation was 7 degrees or a 52 degreeangle. These deviations due to "bit drift" were found to begin at a depth ofapproximately 20 feet. Drilling errors produced occasional undercuts andovercuts; however, these were sporadic and generally within specifiedtolerances. Initial pre-split shots were made in the left abutment cutoffarea with the number of holes held to a minimum in each shot. Standardloading consisted of one stick of 40 percent dynamite tied at the end of abranch line of Primacord cut to a length corresponding to the depth of theshot hole. Full or half sticks of 40 percent dynamite were taped at specificintervals to the Primacord completing the explosive column as shown in figure6. After holes were blown clean, these explosive strings or "pig tails" werelowered into the hole and stemmed at the top, generally with dry rock dust, asshown in figure 6. Loading difficulties were experienced depending upon holeconditions. Water was used as a lubricant to ease loading in some holes. Thebranch lines were then tied to the main truck line and detonated by an electriccap. More than one cap was sometimes placed in the trunk line. The explosivestring in each hole was generally identical for an entire shot. The explosivecolumn varied in the spacing of the individual dynamite sticks. The loadingcolumns of these test shots are shown in figure 6. The finished slope of eachtest shot was identical but the heave and fracture of the primary blasting areadid vary. The stemming and explosive column of each test shot were adjustedand the third shot was used as a basis for subsequent pre-splitting. Photo 4shows a successful pre-split shot made for the second lift of the left abutmentcutoff. The first shots were to a depth of 25 feet, penetrating the Fort Rileyand the Oketo members. For the second lift in areas being pre-split, a workarea four feet wide was required (see figure 7). These benches mark the top ofeach lift in the finished slopes; however, they were eliminated in the approachchannel area by pre-splitting the entire lift.

d. Pre-slit-delay blasting.

(1) De±. L. Standard pre-split loading procedures were usedin pre-split-delay shooting. The difference between the two techniques isthat in standard pre-splitting the pre-split row is shot prior to the loadingand in some cases the drilling of the primary blast holes while in the pre-split method the pre-split row and the primary blast holes are detonatedtogether employing delays. The pre-split holes are detonated by an instantcaps connected to the trunkline Primacord, or where a great number of pre-split holes is required, instant caps are attached at each end assuringinstant detonation throughout the row. The front row or face holes are alsodetonated instantly with the pre-split row and successive primary rows areprogressively delayed toward the slope (see figure 8). At this project the

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greatest delay employed between the back row and the pre-split row was anumber 4 delay or 100 milliseconds. The pre-split holes were generallydrilled deeper than those of the primary series as shown on figure 7. Onlythe portion of the slope corresponding to the depth of the primary blast holeswas subjected to delayed pre-splitting. The portion of the slope below theprimary blasting areas was left undisturbed as the remainder of the slope waspre-split to the desired depth. After the lift was "mucked out" primaryblasting was then employed to remove the remaining material as in the standardpre-split procedure.

(2) The back row of primary blast holes was no closer than twofeet above the pre-split fracture zone. This interval appeared sufficient forboth types of pre-splitting. The interval was particularly critical in thepre-split-delay procedure with the possibility of this row "kicking" downward,due to fracture and lift adjacent to the pre-split fracture zone.

(3) The use of the ore-slitting technique resulted in relativelysmooth slopes in the cutoff areas of the abutment for the embankment tie in(see photos 5 and 6). It also reduced the amount of cleanup required. Thepre-split slopes showed improved weathering resistance over those cut byconventional blasting methods especially in the Florence member which wasparticularly susceptible to spalling in the conventional cuts.

4-03. Foundation. General. Initial foundation work started in theapproach channel area and progressed downstream. Approximately eighty percentof the foundation bedrock beneath the structure is shale belonging to the BlueSprings and Wymore members. All shale portions of the foundation were coveredwith a lean concrete pad with a minimum thickness of six inches. This pad wasplaced within a few hours of final cleanup operations. The remaining portionof the foundation bedrock is limestones as follows: a thin ledge in thecentral section of the Blue Springs member, the Kinney limestone member, andthe Schroyer limestone member. These limestones required no protective leanconcrete pad and foundation cleanup was relatively simple with the exceptionof an occasional area where blast holes had been drilled too deep. For ageneral geologic section beneath the structure see figure 9.

4-04. Shale Foundation.

a. G The weaker materials encountered in the foundations werethe red and green clay shales of the upper Blue Springs member, and the lowerWymore. The red zones of the Blue Springs member were somewhat harder thantheir green counterparts. The Wymore B zone was similar to the soil zone ofthe Blue Springs with the exception of the extreme lower part which exhibitedan increase in calcium carbonate cementation progressing toward the base ofthe member. This resulted in a competent shale foundation. It was withinthis area that the only continuous gypsum seam in the foundations wasobserved. This was a seam of satin spar three quarters to one inch thickwhich extended across the entire foundation for the O.G. section at station4+58 downstream. The seam was tight with no evidence of ground water solutionwork (see photo 8). Foundation cleanup of these zones presented no problemwhen opened and covered with lean concrete in a reasonable time, i.e., a fewhours. It was found generally that final cleanup with air only and a lightwater spray after cleanup produced the best results.

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b. Blue Sorings zone A. From station 4+25 (upstream) to 3+76(upstream) the Blue Springs zone A predominately a green shale, forms thefoundation surface for the downstream portion of the approach walls, theentire approach slab, and the upper portion of the tower key vertical surface(see photos 9 thru 11).

c. The Wvmore zone B forms the foundation surface beneath the lowerportion of the O.G. section from station 4+33 (downstream) to station 4+61(downstream). It was encountered from elevation 1037 to elevation 1050m.s.l. (see photos 12 and 13).

d. Blue Springs zone B. The extreme upper portion of the BlueSprings "B" zone formed the major portion of both vertical surfaces of thetower key at station 3+76 U.S. and 3+46 U.S. and the surface beneath theremainder of the tower and the transition section from station 3+76 U.S. tostation 1+77 U.S. (see photo 14). This surface did not deteriorate as rapidlyas the materials previously described and if covered in a reasonable timewould not have been subjected to air slaking. However, the Contractor delayedpouring the lean concrete due to plant difficulties and the surface spalledbadly. This material spalled in fragments similar in size and shape to peachseeds and several cleanup operations were required. Burlap was used to coverthe surface which was kept continuously wet; however, a final air-water cleanupoperation was needed immediately prior to the placement of the lean concretepad. This material was better suited for the air-water cleanup process.Enlarged joints encountered in this zone complicated the cleanup operation.The remainder of the B zone of the Blue Springs shale is a firm, dark gray,calcareous shale. This material approaches a limestone consistency in a thinlimey fossiliferous zone in the upper portion. It was the only prominent

. - fossil zone encountered during excavation operations. This horizon formedthe floor of the tower key from station 3+76 U.S. to station 3+46 U.S. and wasan excellent foundation surface (see photo 15). The zone B shale forms a goodfirm foundation surface for the entire conduit from station 2+35 U.S. tostation 3+80 D.S. Typical foundation and collar excavation is shown in photos15 and 16. The "B" zone shale was well suited for the air-water cleanupprocess and could be kept in good condition indefinitely if kept continuouslywet. An occasional cleavage plane was encountered and is shown on the mainfoundation map. Adjacent to these cleavage planes, as well as joints, drummyareas were sometimes found (see photo 18).

e. The Wvmore shale zone A is the most competent shale encounteredin the outlet works foundations. It forms the foundation surface beneath theO.G. section from station 4+11 D.S. to station 4+33 D.S. It is a hard, gray,calcareous shale but is susceptible to fracture. It is comparatively resistantto weathering. However, during the blasting operations, shot holes weredrilled too deep in the O.G. foundation. This required considerable removal offractured material below grade and backfilling with lean concrete. When allfractured material had been removed this zone produced an excellent foundationsurface as shown on photo 19.

IV-4-6

. . . .. . . . ,,, . .. . .. - . .. .. . .H . . .. tll I - -

4-05. Limestone Foundation.

a. General. The limestone ledge in the "A" zone of the Blue Springsshale member was encountered at a general elevation of 1078 in the approachchannel area. It consists of a single ledge one foot thick and forms thefoundation surface for the upstream portion of the approach walls. See photo10. The limestone is hard and generally light gray. It lies above thefoundation grade downstream of station 4+25 D.S.

b. The Kinney limstone forms the foundation for the structurebetween stations 3+80 D.S. and 4+10 D.S. in the upper portion of the O.B.section. This is a hard, medium gray limestone and easily cleaned by air-water jetting. The Contractor experienced considerable trouble with this bedbecause it was undercut and was difficult to remove. Between stations 4+60D.S. and 6+02 D.S., the Schroyer limestone forms the foundation surface forthe extreme lower O.G. section, the floor of the stilling basin, stillingbasin walls, and the end sill. The upper three feet is hard, white, limestoneoverlying seven feet of dark shaly limestone. Most of this member is found inthe vertical surface of the end sill at station 6+02 D.S. This surfacecontained two chert layers and zones of gypsum nodules (see photos 20 and 21).The thin cherty limestone of the lower Schroyer forms the major portion of thefoundation surface for the stilling basin walls and floor. This limestone is0.8 feet thick and is hard affording and excellent foundation surface. Insome areas the excavation operation broke through this ledge into the softerdark gray argillaceous material below. This generally was due to theContractor's attempt to divert water to a sump in the upstream riverwardcorner.

c. The Schrover limestone formed a good foundation surface. Cleanupoperations were simple. An occasional blast hole was drilled too close tograde, and fractured rock was removed from small areas. (See photos 22 and23.)

4-06. Foundation Jointinf.

a. General. Extensive bedrock jointing was encountered duringfoundation preparation beneath the upstream portion of the structure. Eachindividual joint and fracture was mapped as to strike, condition, and seepageas shown on figures 10 thru 13 and on figures 33 thru 39. Three sets of jointtrends were recognized. The major trend was N700E and the minor trendvaried from N40OW to N500W. A third set trends N850E and parallels theoutcrop face (see figure 10). The third trend reflects the mechanicaladjustment of the bedrock zone adjacent to the outcrop face due to the erosionof the river valley. All Joints were vertical in the foundation and rangedfrom tight to open several inches. Seepage from the Joints was minimal andwas generally confined to the upstream sections below elevation 1075.

I

- IV-4-7

b. Approach channel. The Blue Springs shale zone A in the approachchannel area exhibited good joint development. All three trends were present.A detailed map of this area is shown in figure 11. The joints were generallytight or filled with a soft clay. The major exception was an open joint whichextended from station 4+22 U.S. to station 1+52 U.S., paralleling the southapproach wall. This joint extended through the approach slab foundation, theupstream vertical key surface, and through the remainder of the tower area andbeneath the conduit. The joint had been enlarged by ground water to anaverage width of 4 inches and extended down into the top of the "B" zonebelow, where it had a one quarter-inch opening in the floor of the tower key.Water was seeping from the upstream portion and the joint faces were watermarked indicating a prolonged period of ground water movement. Adjacentdrummy shale was removed and the walls were shaped back into a "V" notch. The"notch," when cleaned, measured approximately 2 feet wide and 3 feet deep (seephotos 24 and 25). In the floor of the tower key, joints trending N850Ewere concentrated in the south half and ranged from tight to open (up to one-half inch). Water seepage from these joints was small. One fracture trendingNTOOE was traceable. It extended from the downstream wall of the key intothe approach channel area (see figure 12).

c. Tower and transition. The joints of the tower and transitionareas were similar to those in the approach channel and were treated in thesame manner (see photos 26 and 27). Open joints ranged from 1 to 2.5 feetdeep. Original joint openings ranged from tight to open several inches. Somewere completely open and some were partially filled with soft clay and largegypsum nodules. For a detailed map of these joints and their relationship tothe structure see figures 11 thru 13 and figures 32 thru 39.

d. Conduit. Joints of the lower Blue Springs "B" zone beneath theconduit generally trend N850E. These were open about one-half inch andproduced occasional small amounts of seepage in the foundation floorparticularly in the collar excavations. The foundation was dry in thevicinity of the grout curtain with no seepage noted for 50 feet on either sideof the dam axis. Grout filling was observed in many of the joint openings inthis area. Downstream of the dam axis, the major joints trend N600E. TheKinney limestone exhibited joints of the minor trend (N400 to 50oW). Thefoundation area, however, was located far enough landward that the enlargedweathered joints of this member occurring in the riverward area were notpresent. In the upper portion of the Wymore shale zone B some joints ofthe minor trend were encountered. This horizon showed some evidence ofgroundwater work but no seepage was experienced in the foundation area.Jointing in the Schroyer limestone was poorly developed. Only a few joints ofthe minor trend were found and were traced only a short distance.

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CHAPTER 5

SPILLWAY

5-01. Excavation General. The spillway is formed by a rock cut located3,000 feet south of the embankment. It is an uncontrolled emergency chutetype with a concrete sill. It is 1,250 feet wide at the crest and 4,800 feetin length. The depth of this excavation varies from 0 to 54 feet. The sideslopes vary from 1V on 1.5H in rock, to 1V on 3H in the overburden. Thecenterline of the concrete sill is located at dam station 24+00 as shown infigure 14. The slab is 50 feet wide and 3 feet thick, extending across thespillway and up both slopes to elevation 1206. This slab is secured withgrouted anchors, shale protection slabs, return walls, and 48-inch riprap isplaced upstream and downstream from it. The spillway cut required excavationof 4,365,000 cubic yards of material consisting of 2,090,000 cubic yards ofoverburden and 2,265,000 cubic yards of rock. After first stripping thevegetation, which involved the removal of approximately four to six inches ofthe top soil, the clay overburden was excavated by means of 40 cubic yardscrapers. This excavation method continued through the top of bedrock intothe upper Towanda limestone. A 60,000 pound ripper was also used. The bedrockexcavated was used for shale and limestone fill. The better quality Towandalimestone was excavated separately and used as rock fill adjacent to the towerand stilling basin, in the Towanda limestone fill beneath the riprap and asbedding material. These materials were produced from the hard limestone zonein the middle section of the Towanda member (see photos 40 and 41). Towandalimestone of marginal quality was utilized as slope surfacing in theprotective layer of the downstream slope of the embankment. The bulk of theblasted bedrock material in the spillway was excavated by an electric poweredMarion shovel with a 7.5 cubic yard dipper. The shovel had an average loadingtime of 20 cubic yards per minute (see photo 39). Euclid end dumps with acapacity of 30 cubic yards were loaded by this shovel in about two minutes.The average hauling distance to the embankment was 6,00 feet and requiredabout 15 minutes per round trip including dumping. This equipment is shown inphoto 40. Excavation of the spillway was scheduled to meet the fillrequirements of the embankment with the exception of the crest slab area whichreceived priority to coincide with concrete scheduling. The excavation wasgenerally completed to grade in a single operation except where theutilization of Towanda limestone only, was required. Excavation of the keytrenches beneath the sill was completed by a backhoe. The loess blanketcovering bedrock in the spillway was a lean clay with a typical moisturecontent of 19 percent. It was used as impervious fill in the upstreamblanket and in the embankment core.

5-02. lsie

a. G Blasting of the Towanda and Holmesville was, in general,completed in one lift to the spillway flow line. The lift varied in depthfrom 8 to 20 feet with a blasting pattern of 11 x 14 feet. Ammonium nitratewas the blasting agent, using one stick of 40 to 60 percent gelatine dynamiteas a primer. Primacord was used particularly when wet conditions existed.During periods of rain, wet holes were loaded with Gelamite (4 x 6 inch of 45%gelatine dynamite). Shot records cannot be found or none were kept.

IV-5-1

b. The loading column was varied with the anticipated utilization ofmaterials. In areas being shot for shale and limestone, the Contractor used astraight loading column of dynamite primer; 2 pounds of ammonium nitrate perlineal foot and 5 feet of stemming (usually rock dust). In areas where theTowanda limestone was utilized separately, deck loading was employed usingPrimacord with 8 pounds of ammonium nitrate in the Holmesvile, rock dustdecking to the base of the better Towanda, and 21 pounds of nitrate with astemming interval of 5 feet at the top. Breakage differences between the twoloading systems was not apparent and the decking procedure resulted ineliminating only the shale heaves into the limestone sections above. For anillustration of the loading columns see figure 17. In blasting for thematerial that was to be crushed for bedding, the lift penetrated only to thebase of the hard limestone zone or middle zone of the Towanda member. Thelift was approximately 8 feet deep and was drilled with a pattern spacing of 7feet x 11 feet. The excavation of the spillway bedrock involved approximately175 shots. The powder factor was approximately 0.29 pounds of explosive percubic yard of rock.

c. Blasting of the sill keys in the spillway involved the lowerHolmesville shale member and upper Fort Riley limestone member. Prior to theexcavation all vertical wall surfaces were line drilled. This wasaccomplished by air trac drills and a tractor mounted drill using 3 inchdiameter rock bits and a rotary drill using a 4 inch diameter bit. Holes were

drilled on one foot centers. After the completion of line drilling, holeswere drilled for the trench blasting.

d. B (3 inch diameter) were drilled along the centerline equidistant between the line drilled rows with a center to centerspacing of two feet. A typical leading column for these holes is shown infigure 17, with two sticks of dynamite in the Fort Riley limestone and onestick of dynamite in the Holmesville shale.

e. Betrults were obained when shots were held to no morethan 6 holes using electric caps with instant to number 5 delays. Uponcompletion of the excavation, the side walls were cleaned and the Holmesvilleportion of these walls was protected with "gunite" and wire mesh.

f. final gradin of the floor was comparatively simple with theexception of areas where the upper hard limestone bed in the lower Holmesvilleprotruded above the foundation grade. The bulk of the grading wasaccomplished with blade equipment.

g. Cleanup of the sill foundation was accomplished with air jets andwas reasonably successful (see photos 29 thru 31). The slope section foun-dation cleanup was complicated by two factors; the Holmesville shale wasexcavated too close to grade and the foundations were left exposed an entirewinter without adequate protection against freezing. Cold weather haltedoperations in this area at the end of the second construction season and theslope foundation already below the specified grade were subjected to freeze and

thaw cycles until the next spring when operations were resumed. This resultedin considerable over excavation and high costs for labor and backfill concrete.

IV-5-2

h. Slone foundations in shale were "stair-stepped" on horizontalcleavage planes in the Holmesville member. The final cleanup was accomplishedwith air-water jets, which resulted in good foundation surfaces (see photo 32).The Towanda limestone in the south slope presented no unusual problems; how-ever, on the north slope during the excavation blasting, this member was badlyfractured. All fractured rock was removed resulting in considerable overexcavation. The limestone was "stair-stepped" on the numerous well developedbedding planes. It was cleaned with the air-water jets and good to excellentfoundation surfaces were obtained (see photo 33). Lean concrete was also usedtc backfill over excavation on the north slope.

5-03. Soillwav Sill.

a. General. A typical cross section of the concrete sill is shown infigure 15. To prevent possible undercutting of the structure during spillwayflows, two keys, 3 feet in width, were constructed beneath the slab as shownin photo 28. The upstream key extended downward just into the underlying FortRiley limestone. The downstream key extended 18 feet below the slab toelevation 1158. Both keys extend up the slope portion of the slab to the endsof the crest structure.

b. The downstream key penetrated the Fort Riley zone "A" to its baseon the north end and three feet above the base on the south end due to thelocal dip of the bedrock. The upstream key penetrated the Fort Riley anaverage depth of one foot.

c. P In order to protect the Holmesville shale which isexposed nine feet above the flow line, concrete protection slabs were placedalong the side slopes to the top of the Holmesville shale for a distance of50 feet upstream and downstream of the main slab. These slabs were also keyedin to the top of the Fort Riley at the same general depth of the upstream keyof the main crest slab. The keys were 2 feet thick and afford the Holmesvilleprotection below flow line.

5-04. Spillway Sill Foundation. The lower Holmesville shale is thefoundation for the crest slab. See foundation map plan and profile spillway,figures 40 and I. The middle green zone in the south end and the two lime-stone beds of this member are the foundation toward the north end. For detailsof the foundation conditions beneath the main sill slab see spillway sill planand profiles. Foundation of the upper slopes of the sill are Towanda limestoneof relatively good quality. Riprap up to elevation 1085 on the north slope and1083 on the south slope as well as the concrete slabs rest on the upperHolmesville shale.

5-05. Grouted Anchors.

a. Initial installation. After the lean concrete pad had been placedon the shale surfaces of the foundation, grouted anchors were installed.These anchors were installed by drilling a 6-inch diameter hole to a depth of18 feet below the crest slab with a rotary drill (see photo 34). The holeswere then cleaned with a combination of air and water, and filled with grout.Many holes lost grout into open solution channels of the Fort Riley "A" zone(see photo 35).

IV-5-3

b. Tsn When the hole was filled with grout, number 10reinforcing steel bars ("J" bars) were inserted and vibrated into position byplacing a concrete vibrator against the bar. Additional grout was added whennecessary. The anchor holes in the slope sections were drilled at an angle of30 degrees to the vertical varying in length from 12 to 24 feet. The drillingof these holes was accomplished with air trac drills. For an illustration ofthe relationship of the anchors and slab see figure 15.

c. Deep anchors. Two rows of grouted anchors were placed through theconcrete protection slab keys at an angle of 30 degrees to the vertical. Thisoperation was difficult, requiring angle drilling of a bole large enough topass the neck of the anchor through the key and into the shale below. Thiswas accomplished by drilling two six-inch diameter holes "piggy back" intothe key and then drilling out the wall section between the holes. Theseoversize holes were then backfilled with concrete after the anchors had beenplaced into the key wall (see photos 36 and 37).

5-06. Rira. Additional slope protection is afforded by a 48-inchlayer of riprap extending 50 feet upstream from the upstream protection slabsand 425 feet downstream from the downstream slab. A detail of the riprap isshown in figure 16.

i.

" 1"V-5-I

CHAPTER 6

RELIEF WELLS

6-01. General. Along the downstream toe of the embankment, a total of73 relief wells were installed for control of underseepage. These wells aredesigned to produce an artesian flow as the pressure builds in the alluvialfoundation of the embankment. A series of collector and header ditches carrythe flow from the toe of the embankment to the downstream borrow pits.

6-02. Wel .aj. The well consists of an eight-inch ID wood screenand riser of treated Douglas fir. The screen section consists of wood stavesbanded with galvanized wire with milled 3/16-inch slots in offset pairsconstructed with open area of 25 to 30 square inches per lineal foot. Thejoints connecting the various sections are of the mortise-male type heldtogether by brass screws. The riser is of similar construction without theslotted openings. The screen generally extends from two feet above the bottomof the well to a point approximately two feet below the top of the sandaquifer. The riser then extends from this point to the well header. Thescreen is encased within a gravel pack with a minimum of six inches of gravelbetween the screen and the foundation sands. The gravel pack extends from thebottom of the well, two feet below the screen to a point at least two feetabove the screen near the top of the aquifer. Above the gravel pack aroundthe riser section is a one-foot thick layer of concrete sand and gravel pack.The purpose of this layer is to relieve pressure in the upper layers ofmaterial too fine for the gravel pack, and to prevent the concrete in thecollar above this layer from penetrating. A concrete collar was placed aroundthe riser to a point just below the metal well header. The well headerconsists of a corrugated metal tee with an outfall and a riser extension. Theoutfall extension discharges into the collector ditch just above the flowline. Both the riser and the outfall extension openings are protected bygalvanized flap gates (see figure 24).

6-03. Well Installation.

a. Drilling eguinment. Well construction began with drilling a 24-inch diameter hole with a Mayhew reverse rotary drill rig. A 24-inch diametercone shape fishtail bit was utilized with a drill string of eight-inch IDsections ten feet in length. This equipment is shown on photos 48 and 49. Asdrilling progressed, continuous samples were taken by sampling the dischargewater and the hole was logged. A typical log is shown in figure 25.

b. Drillina. The wells were drilled to bedrock with the exception ofthe partial penetration wells designed to go only to a specified elevation,and wells between station 124+00 and station 135+00 which could not be drilledto bedrock due to a boulder and cobble layer.

c. The boulder and cobble layer created many drilling problems withlarger cobbles plugging the bit. The wells were bottomed out upon refusal ona large boulder. As the drilling progressed to station 107+00, the layerappeared to be mostly cobbles with a few small boulders. At this pointpenetration to bedrock was accomplished. At station 116+00 the layer appeared

IV-6-1

to be relatively level at about elevation 1040. In most cases a two to fivefoot interval of sand separated this layer from bedrock. The bedrockelevation varied from 1048 to 1028. The wells terminated on the Wymore shalemember from station 92+50 to station 93+50 and from station 128+00 to station140+00 on each end of the well line. From station 107+00 to 128+00 theSchroyer limestone member formed the bedrock surface. For a profile along thewell lines, see figure 26.

d. Well placement. The wells were drilled on a center to centerspacing of 75 feet from station 122+00 to station 92+50 and on a spacing of 50feet from station 122+00 to station 140+00. In the latter area, every thirdwell was a partial penetration well drilled to approximate elevation 1052.Upon encountering bedrock, the drilling tools were removed and a 24-inch IDtemporary casing was placed in the hole to a depth approximately two feetbelow the top of the gravel pack elevation. This required about 17 feet ofcasing. The elevation on the top of the casing was noted and all subsequentwork on the well was referenced from that point. The depth of the hole wasthen checked and the lengths of screen and riser sections were established.

e. Screen and riser sections were made up and the spiders (spacers)were attached. These were generally placed five feet below the bottom of thescreen and three feet above the top of the screen. The bottom plug was driveninto the bottom of the screen and secured with nails. The joint3 were securedwith screws. Wood bracers and heavy gage wire were used to reii force thejoints (see photos 50 thru 53).

f. Gravel pack material was tremied into the hole to a depth of twofeet above the bottom. The screen-riser assembly was then picked up by a

crane and placed into the well and set on the gravel pack. The braces wereremoved as the assembly was lowered into the well. A third spider of heavymetal was placed around the top of the riser. This spider or collar wasadjusted to fit tightly within the temporary casing. This helped to hold downthe wood riser which tended to float. It also assured the centering of theriser during succeeding work operations. A heavy chain was then used to

insure against slippage of the setup. The gravel pack was placed through afive-inch diameter aluminum tremie pipe. A hopper above the pipe was fed byconveyor belt. The conveyor was approximately 30 feet long, powered by asmall gasoline engine. The hopper end (or feed end) of the conveyor wasmounted on rubber tired wheels. A garden hose was placed in the tremie hopperand continually introduced water into the tremie pipe. The gravel packmaterial was shoveled by laborers into the conveyor belt hopper which in turncarried the material to the tremle pipe. When the tremie pipe was filledcompletely, it was lifted slightly and the material began slipping en masseinto the hole. About 40 feet of gravel pack was placed in less than an hour.The well was bailed and the screen was cleaned out. The prescribed chemicals

were then mixed in a tub with water and poured into the well. The bailer wasthen used to mix the solution by slowly raising it from the bottom to the topof the well. The well was then left undisturbed for a period of 48 hours. Atthe end of this period, the Contractor developed the well; however, the actualtime varied with the Contractor's schedule and weather conditions. Generallythe well was developed within a period of 60 hours after the chemicals wereplaced. A six-inch Western Roller turbine pump driven by an 8-cylinder

IV-6-2

.

automobile engine was used for development. The bottom of the drop pipe wasset at a depth of 24 feet which placed it generally six feet into the screen.The pump had a maximum rating of 500 g.p.m. with 50 feet of head. The staticwater level was measured with an 2-scope, the line of this instrument was setfor a drawdown of seven feet. The development was then begun by overpumping.In the large producing wells maximum drawdown was not attained. During the

overpumping operation the water usually began clearing after one hour of"surging"; however, the wells continued to draw in fine sand for some time.Development time ranged from two to six hours. When the water in a jar sample

was free of sand, the developing operation was considered complete. Thedrawdown was noted and an estimate of the final pumping rate was made (seephoto 53). Once the well was developed, a sand-gravel pack mix was tremied

into the well. This was brought up to an elevation generally correspondingwith the bottom of the alluvial blanket. A concrete collar was placed abovethe sand-gravel pack to the specified elevation. Two methods of concrete

placement were used. In some wells the water was pumped from the top of thesand gravel by hand with a pitcher pump and the concrete placed. In othersthe tremie method was used. The sand-gravel and the concrete backfill were

brought up in increments of two feet and the temporary casing was pulled inthe same intervals by a crane, taking care to keep the bottom of the temporarycasing at least two feet below the backfill material. With the wellbackfilled, a check was made for the presence of fine sand drawn into the wellby the developing operation. This generally ranged from a few tenths to twofeet. It was removed by bailing prior to the pump test.

6-04. Pump Testing.

a. Tsn The same pump used for developing the wells was used forthe pump test. The static water level was measured at each well along thewell line and the pump test started. The initial drawdown was measured withan M-scope and timed with a stop watch. Continuous readings of the waterlevel were taken on the well being tested and the adjacent well during thetest. The pumping rate was measured using a 4-3/8-inch circular orifice on asix-inch ID discharge pipe. At the end of four hours the test was completed,the pump was shut off and the recovery of the water level was noted.

b. Results. In general, the wells were good producers with yields upto 200 g.p.m. per foot of drawdown. The partial penetrating wells did notproduce as much as the deeper wells. For a profile along the well line seefigure 26 and Plates 23 and 24.

IV-6-3

CHAPTER 7

7-01. (a) Instrumentation consists of the following: Eleven Alinementmonuments were installed in a line on 50-foot centers along range 1+75Downstream. Five strong Motion Accelerographs were installed; one on the leftabutment, one in the intake tower, one on the crest of the dam, one on thedownstream slope, and one at the downstream toe. Seventy-three pressurerelief wells were installed along the downstream toe. Three foundationsettlement gauges and 7 crest settlement monuments were installed. Sixty-three piezometers, were installed. All are the open tube type. All but 5have their tips in the foundation sands. The 5 remaining have their tips inthe impervious clay core. Since installation, 61 of the piezometers have beencontinuously monitored. Extrapolation of data indicate the seepage controlmeasures have maintained piezometric levels well below the design limits. Thpiezometers along the downstream toe are located midway between the pressurerelief wells to aid in evaluation of the relief well's performance. They haytheir tips in the foundation sands and just below the base of the naturalblanket. With the exception of two areas, the relief wells have beeneffective in holding the seepage pressures to levels only slightly higher ththe elevation of the well discharge pipe. These relatively high pressures anear piezometer P-11B at station 110+90 and piezometer P-30B at station133+80. On 3 October 1973, the record high pool was at El 1158.3, piezometerP-lIB had a pressure head of 4.6 feet above the flow line of the relief welldrainage ditch and piezometer P-30 had 4 feet. A small sand boil developednear P-11B. The boil was brought under control by constructing a sandbagchannel block downstream of the boil, raising the water level in the ditch.Since the top of the relief well screens near the boil area is 18 feet belowthe ground surface, the presence of a shallow pervious zone could explain thehigher pore pressure and thus the sand boil. In order to repair the highpressure area and relief well drainage ditch, a $35,000 contract (DACW-41-76-0045) was awarded to Bayer Construction Company in April 1976 when the poolwas near multipurpose level (El 1144.4) and the pore pressures were lower inthe repair area. From approximate stations 108+00 to 116+00 the ditch wasdeepened and lined with a 6-inch layer of pervious material and a 30-inchdiameter, perforated corrugated metal pipe, wrapped with plastic filter clothwas installed. Connections were made to the outfall pipes of relief wells 20thru 30. The pipe was covered with a minimum of 6-inches of sand followed bya minimum of 12 inches of impervious clay. To date (May 1978) the buriedcollector pipe appears to be working satisfactorily. Pore pressures and watflows from the wells are normal but high pool levels have not occurred sincethe repairs have been completed. See plates 24, 25 and 26, and PeriodicGeneral Inspection Report No. 5, (April 1974).

7-01. (b) Settlement Plates. Readings of the settlement plates thruApril 7974 indicate the foundation settlement is essentially complete, 0.05foot to 0.1 foot. The two valid readings to date (April 1974) of the crestsettlement monuments indicate embankment settlement of 0.1 foot to 0.2 foot.

IV-7-1

4

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CLAYGERCOUNTY CUT

COUNTYf'77

______________JUNCTION

70

FIGURE IREPUBLICAN RIVER, KANSAS

MILFORD LAKEFOUNDATION REPORT

LOCATION

In I sheet Sheet No. I Not to scaleCORPS OF ENGINEERS U. S. ARMY

KANSAS CITY DISTRICT

FILE NO. B-1-1921APRIL 1977

FIGURE I

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FIL

REPUBLICAN RIVER, KANSAS

FL MILFORD LAKEFIL FOUNDATION REPORT

GEOLOGIC MAP OF

(2 CONSTRUCTION AREAIn I sheet Sheet No. I Not to scale

CORPS OF ENGINEERS U. S. ARMY

3 KANSAS CITY DISTRICT


F I G U R E 3

CAP WIRE

GROUND SURFACE

4.0' STEMMING(ROCK DUST)

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AMMONIUM NITRATE1.5 LBS. PER LINIAL FOOT

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FIGURE 4REPUBLICAN RIVER, KANSAS


TYPICAL LOADING COLUMNOUTLET WORKS EXCAVATION

In I sheet Sheet No. I Not to scaleCORPS OF ENGINEERS U. S. ARMY



FIGURE 4

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SHOT RECORD .O "2• AIE: 10-27-62

ppMJECT: Milford U *TW: 1730

S*CoNTRACTO: Western Contractin Corporation SIA:

*PUJPOS OF BAST: Outlet Works

I DRLLING DATAILOCATION: Outlet Works MA, 1+15 do To 4+70 do

mN: 0+25 L To 0+25 R

SURFACE ELEV: 1168

BOTTOM ELEV: 1153

GEO. FMTNS: Fort Riley zones A-B-C

VOL:t 240 x wjL x m 15 -xi600

DILL TYPE: ir Trac-Rotory DRILL ANGLE: V

• HOLE 04A 31/2" 4112" SLOPE(FREEFACE):

-NO OF HOLES: 146 'OEpTIL..L. ATrERW. 7 ' 9112'

I EXPLOSIVE DATAI*TRADE

qTOTALAMT: I 1700 Ls NAME: Dynamite STN: 40 % , Ss: Standard

2 70 .L Dynamite 60 % Standard

3 3150 LaS Ansj=&te 1k4 ___ LBS__ _ __ _ _ _ _ _

POWERFACTOR: I 0.26iU.iCY 2 0.01 L , eJCY .2AJL. L0/C 4 LB/Cv

TOTAL: 0.75 UICY

DETONATORS:

-TYPE: Electric Delay 2%HS *PRIAACOR1 fn

PERIOOS: 1 1 2 3 4 S 0 7 8 9 10 U 12 13 1430 29 29 29 29

-LOADING DIAGRAI:

* 4.0' StemoIag

22# Ammonium Nitrate

1 Stick Dynamite

EXCAVATIONMETHODO Electric pover arion Shovel v 7 1/2 ev dipg.,r

QUANTITY OF ROCK PROOUCED,.

*FR WNTATON: Poor- conaidarable OVaraiza

PRE-SPLIT RESULTS:

COMMENTS1 Condirtiana vary t o,.,rd .,aI. aF n l.= ,,..411.-

J, mlSIGNED

FIGURE 5REPUBLICAN RIVER, KANSAS


SHOT RECORD

In I sheet Sheet No. I Not to scale




FIGURE 5

P TEST SHOT TEST SHOT TEST SHOT

NO.I NO.2 NO.3

C. PC.

GROUND SURFACE

4. 0' \ 8.0' 8.0,STEMMING STEMMING STEMMING

2 S1/2 STICK _,40% DYN.

! I PER. FOOT 1/2 STICK 40%"

DYN. PER 1-1/2 FEET

I FULL"STICK 40%

DYN. PER FOOT

ci

I FUL


PRE-SPLIT TEST SHOTS

SIn I sheet Sheet No.I Not to scaleCORPS OF ENGINEERS U. S. ARMY



FIGURE 6

REPULICA RIVRKASA

ORIGINAL GROUND

I ST LIFT

4p 2NDj LIFT

BENCH

3RD LIFT

TYPICAL BENCHES MARKINGPRE -SPLIT LIFTS

FIGURE 7

DELAYS0 4 3 2 0

ORIGINAL SURFACE

-'1 0 0:

AS I T IF

FINA GRa

BAEOFISTLF

THIS AREA IS REMOVED BY LATER

PRIMARY BLASTING LIFTS.

f- FRACTURE

i FINAL GRADE

PRE-SPLIT DELAY BLASTING

FIGURE 8 REPUBLICAN RIVER, KANSAS


TYPICAL BENCHES MARKINGWITH PRE-SPLIT LIFTS

PRE-SPLIT DELAY BLASTINGIn I sheet Sheet No. I Not to scd

CORPS OF ENGINEERS U. S. ARMYKANSAS CITY DISTRICT


FIGURE 7 ,i

4+55.5U 3+ 76.17 U 2+63U

APPROACH I TOWER AND CONDUIT

/30AREA -ITRANSITION

A

EL. /2/3. 0

120FLOOD CONTROL POOL EL. 1176.2

MULr/PURPOSE POO __

//00

________ _ ______ -WrAMORE SHA

____ ________ SCHROVER LiM~ ____ -___ HA VENSLLEf

tu /000

5+OOU 4+OOU 3+001. 2+OOU I+OOU 0+00

Scale :1"a

FIGURE

3 +54.51) 6+02D

CONDUIT STILLNG BASiN

/300AXIS OF DANJ

/200

EL. 1091. 0 //00

INN I- LIMES TONE _L_03

ARE SHAE -__

ROER LIMEST rNE

WESILEf SHALE__ __ ____

+00 I+000 2+001) 3+000 4+000 5+001) 6+001)

Scale: 1"-100'

FIGURE 9



OUTLET WORKS SECTION

In sheet Sheet No. I Scale: as shownCORPS OF ENGINEERS U. S. ARMY


FILE NO. 8-1-1928APRIL 1977

FIGURE

.0 ' LIMESTONE, hard, 1078.0dense, /tro 1 077.0

0.9' Shale, soft-modsoff, green 076.1-mds",gen ' 1076.1

,.7' Shale, mod sof, red-brown drumt n open openshale W/SO c/ 1074.4

3.2'Sha/e, soff, blocky upper adaceft ggpojoint nod

0.7' rood hard, lime# seams lower seepage

rood hard, calcareous,

fossiliferous

JOINT CONDITIONS

W

00

4

E

(1 JOINT SYSTEM

FIGURE 10

/

LINE DRILLEDVERTI CAL

STA. 4+55.50 SURFACE

0

+.

1078.0 j UPSTREAM END APPROACH WALLS1077.0 Z APPROACH SLAB

1076.1 iOpen

1074.4 " TOWER'i TRANSITIONT-(77.84 LINE DRILLED

VERTICAL

41 SURFACE1071.2 TOWER KEY LIMESTONEUNEVENSURFACE

1080 ELEVATION78.1 78.0 78.I

7. END LEAN CONCRETE

77.0 77.0

(77.33)

76.7 76.8 76.8 THIS AREA BACKFILLED TO FL

WITH LEAN CONCRE1

1.0' BELOW FLOW GRAD

4 +00-.-

76.5 76.7 75.9 3.5; ELOW

76. 73.7 6.4 763.3 /0

OPEN (RED) (01N036" DEPTH, 4"WIDTH SEEP (77.0) 76.5 76. 0 76.\ CjSOFTER

\76FOR LAKE 76.4.44 76.4

76.4 74.7 76.4 76_1


MILFORD LAKE 76.7 76.4~ 76.3 76.3 76.1FOUNDATION REPORT

NOTE:

JOINT SYSTEM AND CONDITIONS THEORETICAL ELEVATIONS INAPPROACH AREA FOUNDATIONS APPROACH ARE

In I sheet Sheet No. I Not to scale FIGUCORPS OF ENGINEERS U. S. ARMY



LINE DRILLED

STA.4+55.5O VERTICAL STA. 4 +55,50SURFACE

CU)

-

LIME-STONEUNEVENSURFACE

(77.84) LINE DRILLED 0VERTICAL END LEAN CONCRETE

LIMESTONE SURFACE

UNEVEN (77.84)SURFACE

10 80 ELEVATION L

78.1 78.0 78. 1I N ENCNRT77.0 77.0 7 END LEAN CONCRETE 77.0 76.9 76.

(77.33) (77.3)

76.7 76.8 76.8 THIS AREA BACKFILLED TO FLOW GRADE

WITH LEAN CONCRETE

. 0 BELOW FLOW GRADE 77.0 76.8 77 0

4+00- 76.8 76.5 76.976.5 76.7 75.9 3.5' BELOW FLOW GRADE STA. 3+96.17

76A 7 76.3 76.3 TA 76.476.2 76.4/ 76.6

OPEN (RED36" DEPTH, 4" WIDTH SEEP 76.4 76.2 7 6/(77.0) 6.5 76.3 HARDER

SOFTER -SHALE (17SHALE 0 76. 76.4 76.3 76.4

76.476 76,, 76.4 76.3 'O

IVER, KANSAS BPD LAKE 76. 763 763 76.1 (RED) 76.4 76.2 76.1 76.3

IN REPORTNOTE: STA. 3+76.17

D CONDITIONS THEORETICAL ELEVATIONS IN PARENTHESES.

FOUNDATIONS APPROACH AREA FOUNDATIONS

. I Not to scale

S U.S. ARMY FIGURE IIDISTRICT

8-1-19291977

FIGURE 0 B II

STA. 3+76.17 (VERTICAL)70.9 70.5 70.9 70.9 70.9 70.9 70.9

19 70.8k 7. 107.71.0 70.5 71.. L I T 71.0 71.1

TEST f 0 TESTHOLE HOLE

2 .0 ' D E E P' 7 0 .870 . 0 D EE P 7770 70.7 70 .9

70.9 70.8 70.8 70.0

SCATTERED I I

GYPSUM NODULESLANDWARD SIDE/

70.9 \70.8 70.9 707 70.8 70.-8 70.570.8 / 7.

70.7 1 J 70. 70.9 708 STA. 3+46.17 (VERTICAL)74.2 74.4 S 3 874.3 74.41

74.6

74. 74 .4. 74.3

1.0 74.5 2 4374.4 74.4 74.2

7A4.2 10 1.75

4,0 2.0

74.6 74. 74.0 L1 .5

STA.31

TOWER FOUNDATIONS

FIGURE 12

/

VERTICAL) STA. 3+14

70.9 [.171.0 71.1II

74.3 0 74. 74 .0 4. 74.3 7.

70.7 70.9/

0 1.5

.8 70.5 2.0

.17 (VERTICAL)

74..6 7.743 74.217. A..0 774.\74.3

74.4 74.2

73. 74.1

10 74.2 74.27.

STA. 2+67

74.3 TRANSITION FOUNDATIONSREPUBLICAN RIVER, KANSAS

FIGURE 13 MILFORD LAKEFOUNDATION REPORT

14 1 TOWER AND TRANSITION FOUNDATIONS

In I sheet Sheet No. I Not to scdCORPS OF ENGINEERS U. S. ARMY



FIGURE 123a

CREST SLAB

10+00 20+00

48" RIPRAP

400

SHALE PROTECTION SLABS

48" RIPRAP

SHALE PROTECTION SLABS

FIGURE 14400 0 400 800

SCALE IN FEET



SPILLWAY PLAN

In I sheet Sheet No. I Scale: as shoW




FIGURE

50'

HOLMES VII-LE SHALE-EL. 1166.0

FORT RILEY LIMUPSTREAM KEY E.15.

LEAN CONCRETE DOWNSTREAM KEY

TYPICAL SECTION

SPILLWAY SILL

ORIGINAL GROUND

EL. 1200.0 Clay Loess

TO WA NDA CLAY

EL. 1176.2 H1AYv q

LEAN CONCRETE:

GROUTED ANCHORS

FORT RILEY LIMESTONE

SLOPE SECTION

SPILLWAY SILL

FIGURE 15

ESHA LE

7RILEY LIMESTONE

GINAL GROUND

HOLMIES VILLE SHALE~- SPILLWAY FLOWLINE

8.0'

SPILLWAY 48" RIPRAP

FIGURE 16



SPILLWAY SILL ANDSPILLWAY RIPRAP

In Isheet Sheet No. I Not to scaleCORPS OF ENGINEERS U. S. ARMY



FIGURE 15a I

GENERAL EXCAVATIONLOADING COLUMN DS KEY ECKR LOAIN. DECK LOADING

*WIRE WIRE

L/ower 5.0' STEMMING 5.0' STEMMING

1/2 STICK 45% GELAMITE

.I: 21* AMMONIUM NITRATE*. *.

STEMMING (DECKING) * ONE FULL STICK21: 45% GELAMITE

ONE FULL STICKHOLE OR

Port Ri/' 450/a GELAMITE 60% GELAMITE INZone A DRY HOLES

STEMMING (DECKING)TO TOP OF HOLMESVILLE

STEMMING (DECKING) SHALE

10 8# AMMONIUM NITRATE

ONE FULL STICK ONE FULL STICKKEY BOTTOM 45% GELAMITE 45% GELAMITE

0.5-1 IN WET HOLE OR

41/2" 41/2" 60% GELAMITE INDRY HOLES

TYPICAL LOADING COLUMN

WIRE OR PRIMERCORD

5.0' STEMMING

a 34 ! AMMONIUM NITRATE

6

0o MILFORD LAKEI ° :'FOUNDATION REPORT

ONE FULL STICK45% GELAMITE LOADING COLUMNS WITH EXPLOSIVES

"IN WET HOLE OR FOR EXCAVATION'; 60%/ GI .AMITE IN

: DRY HOLE In I sheet Sheet No. I Not to scale

CORPS OF ENGINEERS U. S. ARMYFIGURE 17 KANSAS CTY ISTRICT


FIUURE 17

@0

66 0 4-373 /20 -224

0 'A• 0-04-3- 2

9 A~ -302OD

D 0--20

0-34 0DC-291

-2f -jf C0?/

D0571 D 0 00-205D3-074 5 D / 1 if D-:C- 412

• DIVERSION CHANNEL 9180PH-56• OD-270

UPSTREAM VALLEY BORROW AREA - - .7-

0 ~ ~ ~ _ -4 9 8* 4 - 7

-9 OA-281 A-2 0 - O D -269a-360 A-3558 A ?85

O0-365 0A -78 0-314 00H-68A-328 • 0-212

5 -806 09 0-2/5 26

:CC34 A,

00-410 c __7 0-/ -3 *O-26

OC-115 V-32019 D-/ -Z / a

0 D-,43 A-4X/1 A4399 A-466

*035 O- 0 DUO -6 0/

00-r44 0 O A-

• o-s 4 • -o ° 2 / A-4 00 D-208 -

UPSTREAM TERRACE BORROW AREA A oc-'z"0D-312 OD0-54Z '* D-286 D -214 O I !6

QUOD-A3R8 IDO40/ ,A -2 50 D- C-46 0C-4-98 D-23 0A-279 / O-50

ti-s: •~ D OC-249 8 -2934 028/U30

D"0PC-50s

RI R A P U AR R Y-ARE A U B --2 9-O C'

tiC- 30OC-128 I D SPILL WAY

.... _i9,4O2, %.. -. 26c- I f00

0-- 0/ DC- 4148,- 0 0 600416

D-4,04UARY EABRA 1UAR\ AREA A: D-o

DC-1/11 ODC--2I 5

160-40 R0 DI

I p

SCALE IN FPEET

C -49 (-297 D-516 D-55

" "III 'l I . .. .. I I l * ..... .. I .. . .." - . ... ;' ' rl I .. .. .. Ii I;":: .. . .. ... .. l .. I ti ..E

C0C-224

ODC-291 0-248 0-252 0-241DC-202 0-242 0-243 0-255D-205 0-246 0-24? 0-253

DC-412 _____0-5/50-229V0- Po _-243 _f.1_- A AUGER HOLE

OP -2?0 D--03 C = CORE HOLE

0 0-260-307 D =DRIVE HOLEus PH= PROBE HOLE

0Pi- 3A8 * -27/ DOWNSTREAMOD-2/2 '-1 0 TERRACE U UNDISTURBED SAMPLING

@0-268 0-379 BORROW 9-305D0-209 0A

*C-364 -4-465 A-460 00-379M-2670D-267 / 00 -378 0

-213 r" 04-469 04-472A 4-466 A-468

0-266 0 10-6I 4-467 A - 470 *A-473362

0D-265 I0 447/.4e, 64 F -272 o4-275 o0-360-Pz

307-264 OA-414 0 04-324-oDOWNSTREAM VALLEY BORROW AREA

S-263 •OD-377

115 / 4274 A4283OC-262, 4

DC-4/6 ----0 0 -? 5 -_0 0-384

25- 00-

5 00 220- 0298 5-_ -50 OD -561 D59~-

0-554 - CONDUiIT55

OA-330

04- 331

E SPILLWAY PILOT CHANNEL

5PILL WAY o- 33800-339

OREPUBLICAN RIVER, KANSAS


PLAN OF UNDERGROUND EXPLORATIONS

3200o In I sheet Sheet No. I Scole.as show



FIGURE

I ACCESS ROAD

CONTRACTGROUT ING

LEFT ABUTMENT GROUT CURTAIN

Z:5

/i/W//ZON 1-MEC

WYAMOS9E S/lAZF

143+00 142+00LEFT ABUTMENT GROUT CURTAIN

4W0

OVERLAP

ACCESS

T ES

_ _ _ I SE C T I

I CONTRACT GR

U R !TA IN RIGHT ABUTMENT GROUT CURTAIN

FIGURE 19

F 10

CONDUIT Ay(ZONEEXTE

ZONE 3EDURI

EL. 1065 ZONE I lop ,Fr Li

IK IWI

142+00 90+00 89+00TAIN RIGHT ABUTMENT GROUT CURTAIN

FIGURE 20400 0 400 Soo

SCALE IN FEET

OVERLAP

90+ ! ACCESS ROAD'Y/

SECTION

CONTRACT GROUTING

RIGHT ABUTMENT GROUT CURTAIN

MOLMESV/IFr 5iAtEre2N T RILEY

LIMESTONEET2

5/lAW

fL 0I8E//C E / IMES TONC--CONDUIT /, , (ZONE X1Z ,/ / EXTENDED

ZON 3EDURING GROUTING)

&L IEb .5P19//V5 .5H REPUBLICAN RIVER, KANSASMILFORD LAKE

A/"Vi K L /M5Sr 5 FOUNDATION REPORT

LEFT AND RIGHT ABUTMENTE AL E GROUT CURTAINSW~vAW01? 5114ZE(LOOKING DOWNSTREAM)

__In I sheet Sheet No. I Scale: as shown89 +0 0 CORPS OF ENGINEERS U. S. ARMY

HT ABUTMENT GROUT CURTAIN KANSAS CITY DISTRICT


FIGURE 19 a 20, 2

N r- cl N t

+ + + + + + + ro o 0 0 0 0 +

r- %D C/) qA

+ + + -

0 0 0

+ + + + +TOP OF BEDROCK (A- 0

1/)NE L5

LEGEND4019

NO PRESSURE TEST.---------------- X

PRESSURE TEST 28 GPM/ 116 BAGS PLACED--..28/116

OPEN ZONE - - - - -- -- -- --

TIGHT----------------- --

PRIMARY COMMUNICATION

SECONDARY COMMUNICATION-- --

NOTE:GROUT FIGURES QI BOTTOM OF HOLE TAKE DEPTH UNKNOWN.

W) it) 0C LC) 10 If if it U- Hi 0 k) t

fl - N tNmN PwP- r- N

K+ O l N - - 0 a)OD c

+ + + + + + + + +o0 0 + +

a) ON 0) a 0 OD 0)0

-n %c) 1)i 1

e n 0.. 0 1 (n ON l o o

+ + .- + +o0 0 0 0

(. - a. - - a'- -o L 0 (n U) a. 0 U)W~ 0 - (D co wL

+ 0 9 +

23414- -4- 469 (9

o~~f K I- 0)- 0

V 1 9 4

FIGURE 21


SECTION I MILFORD LAKEI PRIMARY 308.8, 591 SACKS FOUNDATION REPORT

10 SECONDARY 298.3' '77 SACKS GROUT LINE20 TERTIARY 5729' 0 SACKS RIGHT ABUTMENT

SECTION IIn I sheet Sheet No. I Not to sco




(LOOKING DOWNSTREAM)

FIGURE

TOP OF DAM

q LEGEND

PRESSURE TEST G.P.M. \5S /200 GROUT PLACED, BAGS 2_--- IH

SURFACE FLOW-------------

_j100%/ DRILL WATER LOSS---------

TEMPORARY WATER LOSS------------

- PARTIAL WATER LOSS------------- 0P1180

141 ~ GROUT PLACEMENT NOT PINPOINTED-

BAGS PLACED IN INTERVAL. S~pPRIMARY HOLE- -- - -- 12SECONDARY HOLE--------------------5 S 'rP 36

S 1160 Q S20k-j P 4

-P 2

LU SI

- ~ P 761140 13

47-6

4 SQ4- 28'

f/120 a' a P IAr S

ti ~S 251

LuIn N, N N. 1

Lt. O N~ 274 p 070 20 284-1 2

/090~

-% P

1%. P

1060

89+00SECTION 11

19 PR IMARY 903.6' 201 SACKSII SECONDARY 283.8' 7 SACKS

SECTION TOP OF BEDROCK

F O R R I E L S Z O N E

44 2

vON CN

\ I

25 LRNE£ ZONE A36

REPUBLICANSZON RIEKNA

FORT MIL FYR DSL A K E

FOUDAIO REPORT

SECION D NWAOE (LO NGDWSTEM

CORPSAIC OFEGNER:5 .AM

1 2+ 0 F I L E N OA- l 1

FIUR 22SCTO9

FILORENCELFIGURE0

/200

1/50 OT IE

%J

t~4)

6 FORT RILEY 1180

rZONE B 4 o S

FORT RILEY LS /ZONE C

QFORT RILEY LS T/ 1 25ZONE D 204 2/

OKErO SH -

/ 120/ /1120 FLORENCE L5tu ZONE A /37

FLORENCE [. ZONE B

/00 FLORENCE L5 / / , /ZONEC / - I-

1080 BLUE SPRINGS SH,ZONE A

K

BLUE SPRINGS SH1060 ZONE B

10 KINNEY L

44 +00

TOP OF DAM

1200

In

/180

4P' / Di,,' D. x4

P, \ D \L N K

s ,P-, / I \ $22 s P N 42+75

16 / 14 .2, /42474/ / /Di,.142,72/ N A /5 14x 71 55S

/ C 142+69 1

/ 4A /42+6820 2/ /L9/L .~-/ s ,)i142467 1

* // T * 1420-655 5 TS 142*64

I/ 4 T2-*62.5

7 oi/,/ /3 5~~

.x ,/, x

,p /k \0 \D l ~ eDi

/ // / /-SECTIONI' / I

/// 5/23 3# /V P S P SP SP s

,II /

ot / Z/ ,'/',/,/

1 10

143+00 142+00

NOTE:FIGURE 235 FoR-

REPUBLICAN RIVER, KANSASOF DAM MILFORD LAKE

FOUNDATION REPORT

GROUT CURTAIN/200 LEFT ABUTMENT

(LOOKING DOWNSTREAM)In I sheet Sheet No. I Scale: as shown

CORPS 01- ENGINEERS U. S. ARMYKANSAS CITY DISTRICT

1180 FILE NO. B-1-1938APRIL 1977

1160

1 42+75/42474 SECTION I/42* 72 4 PRIMARY Z08' 6 SACKS142*71 5 SECONDARY 260 11 SACKS 14/42+69 /

/42+68 SECTION Ir

/42Z467 15 PRIMARY 918.1C 109 SACKSX /420-65.5 12 SECONDARY 804.8' 38 SACKS

5 TERTIARY 226.8' 14 SACKS142+64

44 ? /4262.5 1120

5 15tO P x x gO~

x /0

/080

,/~/ ,/ , / s.,Q1060

4~ Of

142+-00 141+00

23 NOR LEGEND SEE FIGURE 22.

jFIGURE 2

C.M.P RISER RISER COVER

SC.M.PL

". ---- -T FLAP GATE

IMPERVIOUS FILL DITCH FLOWLINE

ROCK LINER

A >--SAND LINER

CONC RET E

JNT

1.0' MIN.- SAND AND GRAVEL MIX

2.0' MIN.-- JOINT

_J

SCREEN 3/16" SLOTS >w>

luz

DRIVEN BOTTOMPLUG

2.0 MIN. -- -

= 24"DIA. BEDROCK

REPUBLICAN RIVER, KANSASFIGURE 24 MILFORD LAKE

FOUNDATION REPORT

WELL DETAIL

In I sheet Sheet No. I Not to scale



FIGU'RE 24

w Wj 0) aczT -4

u > C,

0 04 41V

JA >Z cu c c c44J 4w c 0~

Z; 'X,a- W C:.) ) W)

I.,, L

-. z

>- 00xUr O 0~ ac Wc cw

I0 OIL 0f W

-j~0 0 0 x03~ lr

4c z z 0 a Wc ~ ~ ~ 11 _U- J3 -t > w >

-C on 0 -U- 0 0a P-M w a w

- -4

.. a~c ra pq C: _ _ _ _ _ _ _ _ _ _ _ _

w .O4 PQZ J

0ZC.).0 LL w 1

m OZ 4 q4 ii . rZ.

CD LL - s r- > C -

Crti 0 /

co z

> 0c 4E 4.

0 a)

W 0 0. 04 w E) -

-"0. 4 1.1-4 C- CL -W CCL 0 0 0 0.c

18 N 3.~8 3Q

4~0 2 I _ <

C)u

0 0 $- -. S.

r- 0 - 0j 5.. CO u) U0 .C).41 4 _0.c r r. 0 0 I >~ ~ tf . CM ~.

>1p cC) ~ 0 (1 *5. cc (2 VS- v. w .w oL .Q i 4 L (1 se I-

U-. ~ -C) C 0 r) 0 uw zI I co 0.

"0 "a 1 "0 -v Mv "D - "o Mo "ow

0. 00 00 00 00 0 0 00 0-

- -4 - - - 44-4 14 -4

a.

0N 0 c0

-4 C14 14 On -

0L

X&0

'A

0CC. V

w Iw-1 -10 w~z 00 nI

W t2Z

0 ZCJ w,~LLD cr z w

_ _E._ _ LA-_ 3 1: __j

0000

0

~cr*M

0.1 >

I-.j u 0

0

J~0 0EL

~0 >~ 0

0FIGU0E 2

1080-u CHANNEL/

-4 IMPERVIOUS FILLI

Lu PERVIOUS FILL

cly aer cobb

fLu brown OL fin~e

Lu 1060

meddium

k~ /050 -clay, $ cobbles

Lu YA MOPE SH1~gae

1040 z

WYAMORE Si- re

* ___coarse

0.~S /030 5CHROVER LS isolated cobbi

I I140+00 130+00 120+00

F.

ground surface

SM /080

sit sa*y~ sand I'

brOW,7rJ 7e070

Ii clay a er cobb/es b bles $ cle 7al bfined

bnINN- /S060

gray Me7diumfln ga

mediumnbrw cobb/es clay-

Cobb 1-WYAMORE SH

$ oblsmed brown med bZONE A /050

gravel brow /r

greown -g1 040

gre £?trown W_ WYA MORE S

0 < 004 C

isolated cobblesOo c: brownPYE L /050

120+00 110+00 100+00 90+00

FIGURE 26 REPUBLICAN RIVER, KA

MILFORD LNOTE: FOUNDATION REPO

FOR LOCATION OF RELIEF WELLS PROFILE ALONG RELIEFSEE PLATES NOS. 23 a 24

(RANGE 4+12 DOWN

In I sheet Sheet No. I

CORPS OF ENGINEERS U.KANSAS CITY DISTR

FILE NO. B-I-1APRIL 1977

ground surface

CL

SM /080

.ills C sil'y Sands

1070

brown rlThe

cob/e le cia Q C:

medn ,I - INNEY LS 16/L /060

gray medium -f/ne grayCoarse

cobbles $ Clay /--

brown WYA MORE SHmed / ZONE A /050

-gray " "/- - w YA MORE SH000 c O bEo Qui Q SC-ROEr . LScoarse brown /-n /030=

110+0:: 1040 9+0

brow

WMILFORDRLAKENOTE ~ ~ ~ ON FONAINRPR

0"CD 0,0 C ,,.__bl .s bould .r, , SC4O E ,LS

se Shee1No1ca 1 -: aso

IASSCTYDSRC

A I 9

F10+00 G00+00 90+00FIGUE 26REPUBLICAN RIVER, KANSAS

FIGUE 26MILFORD LAKEN OT E: FOUNDATION REPORT

FOR LOCATION OF RELIEF WELLSSEE PLATES NOS. 23 a 24 PROFILE ALONG RELIEF WELL LINE

(RANGE 4+12. DOWNSTREAM)

in I sheet Sheet No. I Scale: as shown




FIGURE ?.6

" I l I . . . . . .. .. I . . . . . .. . . . . . ...1

obnd ia 2urr

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OUTLET WORKSBLASTING PLAN

- IST AND 2ND LIFTS

In I sheet Sheet No i

CORPS OF ENGINEERS U S ARMY



MFO D U LIorKPr ~ a.~,qo"'37

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REVUBLICAN RVER KANSAS

MILFORD LAKE FIGURE 27FOUNDATION REPORT___-OUTLET WORKS - -

BLASTING PLAN

A VRI Sheet No IScale: as shownSCORPS OF ENGINEERS U S ARMY

i KANSAS CITY DISTRICT

SFILE NO. 8-1-1942 6E5'-vD/'/

J APRIL 1977

17i A4ped orlDojed/

-Pr- Sph' ./lpe

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FIGURE 28

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REPUJBLICAN RIVER,

____ ___ __ ____ __ ___ ____ ___ ___ ____ ___ ___ ___MILFORD LFOUNDATION REPORT

OUTLET WORKS,

__________________________________________- -3RD, 4TH AND 5THI

in Sheet Sheet No I

CORPS OF ENGINEERS J.


FILE NO. B-I-ISAPRIL 1977

05 V 1 -5 MO9 .s 'r '6'0/e'0 70l2* 9' -I, 7

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RA. 'S C!"DI T H! I55

FILE NO. 8-1-1943 611/0DAPRIL 1977

U, P,;opedlorLzoj-od

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rFIGURES 29 30

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- REPUBLICAN RIVER. KANSAS


OUTLET WORKSFINAL EXCAVATION PLAN

INDEX OF FOUNDATION MAPS

In I sheet Sheet No. I Scale as shown

CORPS OF ENGINEERS U S. ARMYKANSAS CITY DISTRICT

FILE NO. B-1-1944

APRIL 1977

FO(IZA 770V AA P J 5 4OR-KS //VDEX SHEET FOR F/%RS33 Th1n~o Sc.aIe

Z+0 3+i00 4+400 5>+00b I

-- v

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Pr -6p/' Delay

FIGURE 31

MREPIAL It AN RIVtk K AN AS

MLFORD LAKE ___ ___ __________FOU'NDATION REPORT

OUTLET WORKSFINAL EXCAVATION PLAN

INDEX OF FOUNDATION MAPS

In isheet Sheet No Scale a- hoMI

CORPS OF ENGINEERS U ', ARMY


FILE NO. a-i-1944 _____________________- APRIL 1977

_______________I / z I vz iii

DEX5/EE F FOR 7/'6&RES- 3J FTHPU 3-9

FIGURE 32

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MICROCOPY RESOLUTION TEST CHARTNATyIkAL BUREAU Of SIANDARM 1963 A

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see Fg. 33.

.7 ., REPUBLICAN RIVER. KANSAS",- MILFORD LAKEFOUNDATION REPORT

X(.6 o OUTLET WORKSFOUNDATION MAP

STA. 2+08 DOWNSTREAMIr r TO STA. 3477 DOWNSTREAM(."In I she Sho No. i Scale: as show n

JCORPS OF ENGINEERS U. S. ARMY6 6"KANA CITY DISTICT

It FILE NO. -1-1947

APRIL 1977

)FIG. 37 -3 FIGURE 37too

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REPUBLICAN RIVER, KASAS

MILFORD LAKEOUTLET 00KS

FOUNDATION MAP OFLEFT AND RIGHT HALVESSTA. 3+77 DOWNSTRIEAM

In I shoW To ,

STA serumOWST

CORMOF E rERS It S

N ''' IA' 3'-2 ,,0C

0 ' "A ~ IT,, A' T, - 2

~FILE NO. B-1-1948-

APRIL 190 7?

FIGURES 39 31

417,

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FIGURE 40

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, .i 6,,a, L I/UES' ~ ,0 j ,iLo WR . S-. ~PA AND PROFILEV~l

I REPBFILE RNO . -1-1949

APLRL 19AKEFIGUREIO REO1

SPIFIGURE SLA

DRAWINGS

DRAWINGS

CORPS OF ENGINEERS

13 18 8 17

-. IEL8~CAN /V'24 1. 19

UPS;TRA VALLEY SORROWARA '

UA

A C -

- ~ 24 8o

- -25 30 30 29

UPSTREAM HILLSIDE ~ ourirr Woq~

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25 3o 30 2s

3i s, 31 12

*1~~~~~~~~~ E__ _ _ _ __ _ _ _ __ _ _ _

U 5 ARMY

7' 2

DK T

BORRO AME.

NOT AVAILABLE~ TERRACEE,4

96- .7

NOT AVORROWL AREAJNE2, 2 -

NOT AALABLE UNTIL JULE , 1962-

AONREA VALLEY CROPS RESERVED UNTIL JULY I5. 1962. -

BORRO ARRES

CONSRUCTON LAII - -RECO D DR WIN

SALNERAL PLAN

n'4 1

94crO sheets ShCOR t NDRAWING asAhR

CORM EG NEE TRCT .A0A CITY MO1all GlI

sAS CITYIPIO lkEAPL 1R4

RECI VIS9C IO NSN

32 33 33 340

GENLRAL NOLAN

CORPS OF ENGINEERS

4

.. ) - - ~ OEDOWNSTREAMA~

WST REA N.

-a._ SERVICE ROAC

AI or N

D. -'3

AREA'

APPROACk

0/VERSION CNANNEL

/m r5RO AREA

or UA0 0RA 400~o

I 1Y " I SPILLWAY PIL07 C AANft

*~ '4 > 4:" -.

16'

-.'NE : .~.~ £ $PLcWA 03.07 '.4N L -..

~~SUP0IN,'GfEXISrING Al.OESST " -\

-3/S 's3- 4 -" -. ,, , .

-* . ,- 3'2 '3. . -.- - . eJ- °o

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*( .- . 6c'

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I 003 LT N

- SDisI I- O D t. PPI...

REPBLCA RIER KANSAS>

NSED4"CE~~~ILOR DAM7 ~ RCR DZVN

I 4 KANSAS *8. MO

RPBIARIE.KANSAS CT PI V

AREAI

4 1 shwfs S heet N 4 Scale as ShoWfl

CUAmply ARE A '*-, *

PLAT NO. 2

CORPS OF ENGiNEERS

--- - - - --_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ AREA.

LI S ARMY

Is ~- A

2>- A

WASTE AREA

RECORD R A MIN

-- WAS*1. ily ALANS~

pI SAIM' /5,:l 1 1111.11 KAN/SAS CITY MIO

PLA TE NO.

CORPS Or ENGINEERS

~4i

RANGE 5O0

IMPERVIOUS-BLANKET LEFT AUTMENT

A

rjv ///

Z177L,~f

49

SCHEDULE N-EMBANKMENT. BLANKVT & RQVAED EWJATION

U. ARMY

dqAo,- V, Ir AreA And Stan1*t fArea

"'a -gt .. tr1n ae n bors7 aea 9el0

-7"pd'qa'- e aS Sa 0ag. 0-t--o h ',proOO

t'dkts 0-. CO-, O'6- a0- ScadM

rt?. -a ,te 'o-A be o. . t .i "/ju, A. S

81"e -. 1 -S c t 5Jl % 0t nl etedh #,r~

Si~t *t$ ,aate 'o data ratlroad ,sght'f'f-..y to

leetbg e ptta.fS

SP14LWA Y

'5 t, - 50t11-yAcn. d.1es not a tos'ens. Sheaf No 1119

*- 5'

GtVEA'AL NOVTES

T £ ra s cheotule sfovrct,ahed as general tormatfonlote o taco;I, ntitne to tttply that ttte

rontrc fo$ metione andothes ma not perform other-1rk - the des,gne ted areas or shel hot perform evork or

h~ .d. e$5fl to other areas rMn w'hich work is reVuwrro' under

ABUTMENT Schedule Zl Contractor shalt refuest cons trc't,on wreesas covel-ed tn the Spec, t'tcton-.

~~"00

-7-o SECTION 8-8

w' E, t 5 0

7 7 7> - re

treeLC RWE. K... .

MILFORD DAM

RECOD DRWINGSCHEDULED WORK AREAS

COTPX 2OCIG "in 141 shale Shedl No. Bclea

A"doroo .. 9-ea

SM _SECiWT.ON EW~j'I~MREVISIONS -1CG, Cit A .LS a-

-- PLA TENO

CORPS OF ENGINEERS

33,, 70

HCK E IV'SHLE-

c,,~ 3RE~cE I ImsroE

10

SLUE SPRINGS SHALE0~73 _1-.a..

il16 1 , /0d rA

SCHPOVCR LIVESTONE

'RrF4 ILE -ALCNG

1220

,.?00

At

4, .

42" 4. fl

U. S. ARM V

V!/ . .;/'. . LTANL

• & E I VE ,EIONE

uZ-b' 5. £,,NrS SHAL C 08

'660

-- t, //. EGT N . .

"00

- O.M'RE H-ALE .-- 00

1A r', AVi'. -

L iERECORD DRAWING

F AA,00 . . .. '£. T3N

_ S,4 s 5, ESym , DESCRI l"ON iOATI A- 0

...... REPUBLICAN RIVER, KANSAS

-- ""'" ........... MILFORD DAM

PROFIIS DA, AXIS

KA NSA CIYAOR1Inr 141. she e .s Z e No 4 ~ k:I hv

U- VARMANAN RCOSRD DRAWING , M

aa i

RPAT V SION

CORPS OF ENGINEERS

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

>P'A, RGhT' A~.jTMENT SF "-ON

I D T I

- - -. . . ..- .4 .d S

TYPICAL COND,.A I -

c TO

0- .- ...-

5R07

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RE VISIONSV-,s,,5 - -• -,REPuBucANRIVER, KNS3AS

" . MILFORD DAM

, " " ' : o E M B A N K M E N T .S E C T I O N 3 .

----- Shoo No Sae:a-m

- ------- -" U S ARMY NNEER DISTICT KANSAS CITY, 0

REUUA IE.KANSAS CT PI O

RECMLFOR DAMINCONTRACTEN AETI

REOR DRCNAIN :RS7OfN!

C .r 1A 0 t pi-R.8

PLATE NO.. .. .... . . ."--. . I lilI iI I1 - •

I,. .. -.... +,

CORPS OF ENGINEERS

064

zt'

22'3

o.06

4o b4_ _ _ _ _ _ _ _ _ _ _ __ _ _ _ __ __ _ __

44844_

0y o

de 4 4 ""

-a e -

'400 29,0.! FC~44 ''' p -'.k

4,A )+0! T0 5T____ TA 9

STi k , 5T 1 -0t

U. S. ARMY

A-7

4,1!

U SARM ENJNE REPUST IC ANKARIVER KANSAo

RECORD~ MDLFWDIDA*~4.* - - d.E

-OTX -0D 3f~~N4 34F ~ ~ ~c, MSNMpT3pTO

/101* ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ LT N 'I .~T Q n4 *et *~~9SaeasO.?

CORPS OF ENGINEERS

c L ,

4, :.4c , ..,, .7

rp., : ,,., , 4.jJst.-T-

"4 0

4- 7J6

,,40 ,.

56J5

/ f , ' 0 g " / . . . . .. .

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ST ki." -

'47.7-

~ ~~~~ ~~.. .. ~ ="I I

w 5 ARmY

.IL77

/ -T

-'0,4CI2O

W- - REVISIONs

1- '96 EPUBLICAN RIVER. KANSAS~. C. V.MILFORD DAM

Q -04 24'~ /1I 9

2O c "v?- EMBANK~MENT SECTIONS

44 "'TAIII,*( to $1A 121 +00 li,I141 sheets SheeNo 10 Scale as 5391

U S ARMY ENGINFER DISTRICT KANSAS CITYV NOKANSA CITY APRIL 1962

I' -- CONTRACT NO DA Z340NOINRQ62 I"9 mirnAP -10

- PLATE NO.6

CORPS OF ENGINEERS

'" 13,

V. f

.- l

" 4 0 L o p ~ . ~ ~ . I A..

PA-,

: LI

i' .-00-

!T Ill 00 TC '-2 C .

I ?O ~~ ~ 06 '," 6. o

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i, " . .. .. . ,, , I I lf l

US ARMY

4-

F.. \ '- ., -" - * 'J,'7'

RECORD DRAWING

49, ONT T N II Y243&C t4 7"

'. , -- - , , 4s Eo . l

y DASEfIPT ONR~ ONSREV13IONS


MILFORD DAM

EMBANKMENT SECTIONS

In 41 Sheets Sheet No I Scale as shownU S ARMY MNGINFIR DISTRICT KANSAS CTS hOI

KANSAS CITY ARIL 1962

- PLATE NO. 9

CORPS OF ENGINEERS

---------

5''

',)L uPSTPL.

U S ARMY]

7-9

"2z.'- ; -A .~

* D I .' .S- DOWA. STRFAAl

REOR DRWN

F4O~~MILOR DAMDONTRA

IRECANSOD DRAWECINGDTAL

in 141 sheeu SheC(ro 12 cae:a

U S ARM ENINE REPUIC AN RIVERS CITY

KANSAS0 CITY APRIL I

- - ~ PLATE NCI

CORPS OF ENGINEERS

-- --- Lt

A

N

PLAN

200, 0 *0 4 00

C-L. -N IIIT

US ARMY

-4 5

,...,'.-

TYPICAL SECTION

UPSTREAM COFFERDAM

30 L 30 60

SCALE IN FET

.........

4'0 AQ C.''r

TYPICAL SECTION

UPSTREAM CHANNEL DRK

30TIAT 0A306 30 *03

5C44A 1 FEET.................................................... 00 44I 23

4 . -' ;, ,'..-.,,' 'C,.oo-

0

'EU° I- -',E KA---A-

150600 140600 13o*o0

PROFILE

" RECORDDRAWING

REPUBLICAN RNER, KANSAS

MILFORD DAM

DIVE. SION AND CL03UIE

I. 141 shmts Sh n No.13 Scale: ashownU S. ARMY ENGINEER DIST ICT OxusA CITY. MO,

mh4. ANm CITY APRIL 1962

C C.I PFM A L 8 I-1-013

PLATE NO. I I

CORPS OF ENGINEERS

N f-

/ /i

me re

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p~/ f- - ... '-

littUN"C .C o.

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/C

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,. . .- . * .,

SONDUIT AND RIGHT ABUTMENTGROUT UPTAIN

- -.- ', '' ,- '

RLEPU , RI KANSA

MILFORD DAMCURTAIN GROUTING

RECORD DRAWING PLANS AND PROFILES

MI tKR INS In 141 sheaft Sl No ,/I S S a s

CONWTC WS OA234SSOWI4D1 YX U S ,ARMY ENGINEERS DISTRICT KAMUM OWT.KANSAS CITY

.sYM. DESCRIPTION PAT .I PO, 'l

R VISIONS Jill JR P R 31

PLATE

CORPS OF ENGINEERS

t 04lA 1H NIE

-A~~tl . Z0*1 -6

o - aa

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ft ENIERDSRC Rw o.£ 123 crop

v" ~ P'S0

my *ptO'St.C CITY NO

on 9 Atg , O .C b6 , d C 6 0 3IS

ofgeri In toIPTO D Wd,.,,n- - w .

REVISIONSVE. MSA

REOR DRAIN MILFOR DAMGb1-4OIC(MWR~PAT No PLNo1XPOAIN

CORPS OF ENGINEERS

V.,.

{o LA 1 AwCESS

LW VALLEY 80*00W AREA -

6-s,,*E

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*oJ OWSTOAIWLLNlse haFN S

prdcto 'o retrcedtoIieEoe

for pl'e ol o-gy9 of t.,pil.i aesee St h No 1wy iSOfNo11

For plan i of *sp rabi rrow i ,*,tsann3n , and stucur aras ,e Ss26

- zeDi 0 .11eC t. 505114ii No6 134 2 /

00/ 7L'Ct ~~~ od s Ction 5 or~r Aedj to the river

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V -e N010

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A~oded- Borrow A-O ;trA4 9ecn o Asose r-3 3,h Ar.r' e. iq 7lisits -,teol . sio giorroo Ara

PLA RECEXPLRAWIN--osr (-/a Lm~ -~~m 11R16ND QARY ARA

j~CW~ )I In141IMt4Set o12 4 2 Scal

REMBLICA RANSM K155

PLAN O EXPLOATION

CORPS OF ENGINEERS

GENERAL GEOLOGIC COLUMN

z GNER DSCF;IP ThONw ~NR1

+ z-

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051

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,e -". -s seaed hard dese It-,eIt

SCv rP99~j, c

SolO a. ... . . Oe.-'--a'e~erlly *,A Y~y t AoA

. ..... toShale or oe# 1 S W SE RA/OI ET

OjeNY -0 peg# 100 ofst I"se red, Ofgrla ead .1.ee by nsa , ll C."k.cp 1-0, 1.

rQto oO /h/ rn,-/ 1000 ,OZC

US ARMY

C,.

k /

00 4+00 2.oo ooo 2oo 4.00 6oo 8oo

-AA-AA WASTE AREA NO 2 SECTION BB-BB

ce-",'so ,~so "N.5 -. .'eq.. -e ... .. eo reo C.i/

"'o -

oo - 2 - 4 00 4+0 2 -- 0--0 2/00

NO.2 SECTION CC-CC WASTE AREA NO. I SECTION DD-DD RC R R W N

i commv~ No m4302omcwGQ7"

"o REPUBLICAN RIVER. KANSA

"% ' _ . _ MILFORD DAM

2,; Ai __

"oGEOLOGIC COLUMN AND LEGEND

',-[ , [ 'cv -FOR EPLORATION-% PROFI LE3

b.t 'eW ASTE AREA S, NOS , t AN D 2.

in CI sh ft e No 12C Sea* as

0400 2*00 4,00 4*00 U00 0RMY E2EE00ST

S SSTE AREA NO. S OCTION E E-REEC D

STETE AREA 1

'St - .. . . . ..

-0l ATE

.. ..... . .... - .. . . . $, • I --., - 1 II I[, I

CORPS OF ENGINEERS

4: 0

"0

//0005

e, . ,' ,*" 7.

/060....

/040 AQ

-,AA

/000

160+00 ,.5+00 140+00 50

/200

116

110

I/SAW

0-2/ 0 -0 -0

15.0 'o +0 '500M00

U & ARMY

Ilk-I

36"60

'060

.o,

A'l, -- 1"3640. F

.0.0

'20

%08 RECORD DRAWING

, ,- , . , .. . . . " ....W 'ES: "- 'OP--ASE AP-'

to' ,..- ,"- 1 I I . I " . .. .

+E A

D^ sc Rr '!LT P

.REPUBLICAN RIVER, KANSAS

MILFORD DAM

LOGS OF EXPLORATIONSDAM AXIS PROFILE J-J

-+141 she"ts ShetNo129 Scle as ho

.o.", - 0&ARM 1+0,91 I SCIP ltICI KANSAS CIT MOSM (ITOAPRIL 1962

- JAW c 8-1-1029PLATE NO. 16

LURPS OF ENGINEERS

Dc 294

_ -7

5-.5Y50' - ''c'

_3 A

I" _ _ 16

1W

v, Apr Iel Be _-- ~ f ,V

5.55W '. - .,.--

DC-09 . --- -

4-f601045 .34 53 v5d55' b147 Ce A Y -d, _AP

e.5b540, Ak l.f4

DC-20 AL i

q5. ol

T,01, 'S "e5(

noAIc " ' as - &OAC V

560056 000 ,0OcW

CROS SETO PLWA RS T 40

45do Ia&Iq. 5

6-SUL tAWa55*5 Q.- 0

CRSSSCTO SCC3 SPLLWA ST S0

u S ARMY

-4 2

PROFILE 0-0 ALONG CENTERLINE OF SPILLWAY

DCC

S-A'

AP'4*/A1 t'*6T 011

*2 ct 1052 AY 1C4.AT,0 A''cc's s

.ooplv5-OOL-

Ac I9 cA

DISA IO DOORt C005.OLW

CROSSSECTIN R-RSPILLSPISTLWAYO

KANSA CIT APRIL 19-2

.A ~ ~ I10 I I ' a,-00.00(5Cc .

_rt

., ,,,,

JS__* ~ ~ *2

US ARMY

.0

' 00*L V

STL-- BASINCRS-ETO , 54

"1

c- 2 -'l l

/

, A

Cy 3.C ,OA

STILLING BASIN CROSS-SECTION N-N STA 5+40D

"t60

/

SA --- t

AADS' 8_ 1,,

0p0- N, '05

*..o c lo/0 SmOSRITN AI P

L CFOUTET ORK QROIO S £4CO ,

/40 .: , , " , outR0,r t oe rs o~ r/o

- ____4- - --- >0,

... - - . .I.. :-: : :

LOGS OF' EXPLORATIONS

OUTLET WORKS

RECORD DRAWING KANSAS ' CIT W''

O . V t$/ " t C l/ 0I

.0

~PLATE HIM

U C 46D AO. - - . --- .. . .. ....

.0 "' " - - - - - -- - -. .. . . I.. . IIII- - - 'C 1' i iil-- ii " - u . .

CORPS OF ENGINEERS

EMBAN MENT) .57C2z';cb APPROACH CHANNEL) (TILLING BASIN)

55, 9 -£T K~V //qy~ 2 A~,~ o -321 , k /093? OC3 , '00

W SA56I,0(

RAo, 11- SANr C 1 A00 Yc /#, b-, 'y o,~~s '

'0 00"

' " 'S yn

70 0-39 A6. III6 I '1' "

N,2sc rn s o- y S CA-n / - ,I

(STILLINEMB NKM NT BAk)0 4 A0 ' 4 5

CPA0O 0AA/C LAPD-o392 43'.' todj

"~-SL bITs ms-Iae o t%-1A Vt-.d soS _

~, R~0~~ ~/5500SANS40 ILIN BASIN)2 0. (EMBANKNMENT)~ AS 2

0 C15/4,V0,7 -o Sc 8.C ',- U-9 opC lf edoc

140 C'OI/C1

5/&-o S11 ssO. Y- C~ C08Y -A I-re

K. p 0 __C 1 AIt

40 o S,'/ .' .

b oboe/.9,-n . b - -o 0g C/

- gp C C;-, Ip A-" "AA

(INTAKE ~~ ~ ~ INAK TTEOW(C!5-ER)-C-F

0 '

_.v 4 L1 M0u C53

*~9 b'4eOA SI, clef I (SPILLWA) n F CCO 50 0g

N CSAN a'y

L CA0C.Y - , 1 b - SC O f/-s .

CC 02 so roo.-'

I-~ C 0;

U S ARMY

(5 ,L.LNG BASIN) (INTAKE TOWER) (STILLING BASIN)

DC -35 35 4

C-o U ,5 1 HW09,K5_0 -'yb 15 -0

N. - , 42 . :1-, /~ .G'v ,g ,r ,' . :"

5.,,2 . .. .- o 20 If. oeeaed'-a 1S9n

.0**ooC . 40 Lv.O o0

4- 60 1 d

r2

OL 0 -80

(EMBANKSMENT) (OUTLET WORKS)

!A 4044, .- l I14- 045~ ~(OUTLET WORKS)L., CC '0'-2

A0 _'4 l9

'T TA -sot % s-- '-,OC54

OC 05" "Ra $9 0_32

20 p.' -4 q 0~v

SCfAN L /,Y ,-,l, 1-,,ILLWA

6 O, - t-

9 L ,P/ ± -oo C *fl0Nt0T0

JO ./0II'CO/" =0 d h 45

c Op o-or20, "s4eo; 1,5/% redCSTILN BASIN)fE 4.0 L, 1/; roo t q

0'CLCCS 11.

0635 L 5 4 ? 5% To -cc-0 C -i7 tec 'eIa-'do"B

Se-0 c #1 -so cog' CR

't ID'2 CLC

C C q ~ -0'I' C' Oyp0 0"0O ICEANC " C -rVn," 0e-O ~ 40 'A t

L C A N L- A - '. -1.EP B LIC A R E F0 "I

LOG ORdPRTIN

ed L

so ~ P. /-g -. L&AT>rkr'

-p /00 Y.J -40 £20' 9Afl - -flm 44

006 V so'o ., rode"" F

Vn 012 shesSc O12Sa sso

FR Kt b LW. CR lIlI

1 t .o ' . .I I I I -

-s o 77e, > co

(RIGHT ABUTMENT) SO ZDW± -~ ~ ' NOTESCCV 0-40 LAe '25 EO

4 /~eCPo''evnS ( ~p~rs on an 4eer/Oe EnaX

ow 'OOCo I-. se-dbef .,,I -/23oy

4C04 FL oC1

-1it'ke- 4

rdn'r'., oI?

4v ASy DES06OCRIPTION ___ ATEJ APPW'OIS0OEVSIN

MILFORD DAM

DETACHED BSORINGS

In 141 sheets StaINos 132 Scalel as shown

US ARMY ENAINF R DISTRICT KIANSAS CITY 'MO

RECORD DRAWING agb KNACIYPK19

C050601 '10 261 OnR (*0362 733B360660 06*306&- -S 0

'~,. PLATE NO. 19

CORPS OF ENGINEERS

VF

31

S .0 ,I.l -______________________________

"'? l

0*0 io *00 *502*5

PROFILE HHSRIEBIG

L 6

(LEFT ABUTMENT)

_o 0 (SPILLCWAY)

0 5'': c29 zg1 .

(INTA*,0 TOW*ER) SF**80FR. *54 -~O0 O 292

4. I. 'o 0 CO 0

sowO - * 20.

FR. IseT ' B5,*- 4 LCO~ 0 9,dRk-s4vlobtesk-cc

-O*5**1. 'q 0o 40 LOW ?5a%, F01

0 ." b/* 0/K at*0Y,~~S O

%-so bo>00* bo,*CA -/5 f,.c. ffr0 Lb O' F* -V po'A L 4, OOA -5*0~ ~ ~~~, ke.,a -s o s *0/

I "as 9M0 k

co ~ ~:*.:% '-1Z .['A 4

Se-e -so£

7 JS ARMY

~''-"''(SER-[c BRIDGE)

, ,- ° .7 . --

-. , .. ••

20 . . ,

I0

4 .," .... . ,.

3 0 2,

o 4 34

ly, '',,,

.RECORD DRAWING

REPUBICAN RDM24NE 2 3

60CWIO fC. .1A

REULIA RIER KANSA

MILFORD DAMLOGS OF EXPLORATIONS

DETACHED BORINGSPROFILE

SERVICE BRIDGEin 141 S shooNo 133 ScI@ as

KANSAS C(lrY AM la2

• J K 3 JAW C1 G 0--t)PLATE NO. 20

A .. . 1 . . 1 1 . . . " . . . . l . . . . . . . I I I I I I I ... . I I " -- . . .. . . .

CORPS OF ENGINEERS

:12 S.CES \ O, AREA

AREA 'A

AUA

o.,

lY 517E NO

F,.~a 41M& l-5

to .

aid *2C9 494a

LE6 i's ad '

(RM'K F19ERCL

CC9A~Q' 'C

If (Tk FroC... IL

aqR 7-

A ' ON Fro

Lfr0 CL a, A

'r'7j7 , l

2 - ' Fr. 5-10-61'k 0140K044fi OUAP~rok Lec CG Fr. F'~

la ON

Fr.r

OCTACHEO WORINGS AREA W

uS ARMY

"so "30 x "50 DC-47

OC-409

-~ ~ DC-488

11

S tj

too; "J

4 -a10'. CAP~

300 200 100 0 300 200 000A-A ~B-B 10

TYPICAL CROSS -SECTtONS

-=j7 -o ~ ~ .~- osro-~ ------- t ~ %

- - - - - - - - - - - - - - - - - - - - - - - - - --. /s

Aoeoe. - b, -, n - hA

-t. 'r

0-V L *,t t * olo.'P - esf e,-e - t , eoa 10- r.'5 of

ene of Cyoh . s, het , ?loye s o', e-11y &11ete 111,-k/Op for -t e O ur

tg Oa-y ede o mrock -so (bo,' tthehdf.L Co wer SS of'-dC _6 ro,, of. pthe'o for ReyLfljt

to, -oa~. -11 t e .- '-a~e nt eernetodn

z f~~oos -1 by ee ,r th -,ll

F.,. -t oo e os aeeeltc o oete

40 DC-43 DC-40 DC-Al 0 ofr~pr~p Ares- So~ ', A, Cot-/f to- eo e .,-Ade

0, IS

Fe~ C RECORD DDRAIN

IF 4- C - NO

AREA'ASADM l R. C R4

PLATE NO. 21

CORPS OF ENGINEERS

jfo

T-" .

L ._

el.

a. - . , C-5. 008 '1.

ri- BI. _

0 Crp

IO

8 C

joA

JA AE A

UJS AI

7-~~ 11* -z't-..

5....

AREAR AIT HO

r74 -/, 14 ,. --.. A

pLg NO. 2

CORPS OF ENGINEERS

-~~-38-8i3-

0.00 4130;O 00 20-00 --

EPLAN OF RELIEF WELLS AND OBSERVATION DECJ

" 00

"00 t. A

'080

S. III~~;7 I~~ 1 1 ii I -

D- 11 11 270111

6oj D-268 C, -267ii1 ii

080500 30;00 000

PROFILE ALONG LINE OF WELLS

US ARMY

AREA

-- T-- - -- - YPICAL SECTION TI-RVRELIEF WELL LINE

11. TYPICAL DITCH SECTION

a -- 'E .

110

WELLS AND OBSERVATION DEVICES

............................................- C 0$TYPICAL PLAN

EXCAVATION AND SACISILL

-4-

f08 4' 66

I CMTRAW D A 2302O0E5042 739

-~~? ~ ~ c . AAOR~ccR~?~2iAAI~tI

040BLCA R E R, ANS A

goA.j MILFORD DAM

o 2" ?64RELIEF WELLSPLAN AND PROFILE

14 141 3sheets 1,ect No : scale as ov

U S ARMY ENG114E(RODSTRICT KANSAS CITY.1

ALONG LINE OF WELLS 0.0 I0*0 M...0 .V AP

o GE WDT OLe

FBI"-

CORPS OF ENGINEERS

41

4,

3-1

13

42 . . . - ,

46 -

6" 09a . ""

48 4.

43, • , E r

64 14

"6 .rp -

j ],4 J J'4 4', " 4;

6. V-'. 0, .'93 4;. ". " , . 4 ..

68-5 .5 288 4@ j , ,¢ . a. 4

68 '''" ' ,8?4 44 . .. -0 .

"- ..of .-E7 -

64,',d,,"'? t''. 54 S.t'r"" ts' ,*,0t,.o40t4Co o, r. .' ! ' .. ' . 4. *43 CO.: . = _CT0 ..?.0_,__C

-,-. : . r: :-- ' , - . ... , .. i - ... , ,"I .

PLAN- TYPICAL COLLECTOR AND HEADER DITCH SYSTEM

ggr".

S Arvl

DETAIL.-RISER C-OVER

DETAIL O F WOOD) SCREEN

DETAIL OF RELIEF WELL WITH BOTTOM PLUG- -

END SD

C_ DETAIL OF OUTFALL FLAPGATE

7t' 'efl

..... JOINT BETWEEN WOOD GUARD) POST DETAILAND C M PIPE. -

RECORD DRAWINGCONTRACT NO DA 234211IONA142 739

ST. -',, DESCRIPTION DIATE P-D

- -REVISIONSREPUJElICAN RIVER, KANSAS

0~ MILFORD DAMA.. I '' .RELIEF WELLS

1*. ,-.. SCHEDULE AND DETAILS

r.in 141 shoots Shaet No. I Scale: as sh~ownU S ARMY ENGINEER DISTRICT ""ASAS CITYiMO

Ax6KANSAS City APWB 3962

AER ITCH SYSTEM ~

PLATE NO. 24

CORPS OF ENGINEERS

ARCA'C~

* R aa-.-

9a*s '5". o. L/

-1 -

QUARRY SITE NO. I

UCCSO3 Uc-o uc-o uc-501u- c c-

aL 1. [77 CL UR

LLD6LII aARR ( MC .-Ct061 FF

F,9

Fr* joe

DETACHED BORINGS AREA "B"

c-ABE DC-469 oc-3oo DC-ACE DCAI1O DC-477 DC-AS2 DC-478 DC-476 O~C-A8,

Lf0cc It . *CL 'R4m 'o ii ,J_(qM96vxC) LFrd ft-- LW.

F,. F2 ,,RK~ -. CL

,.,-} FouvoaR, r

wIAWI (RAWocKI

- A7~o pFr0 K

a F,.

DETACHED BORINGS AREA A'

U S ARMY

0&530. ~ ',00a5".000

DC-499 0 D'.4 D.4040

10 DC--

Z 3049

300 200 A-A 00 0 300 ?0C 8-5 00

TYPICAL CROSS-SECTIONS

EWAAGED CL"P FILLED JOINTS '555AL "EART~r-"0UIIJIW" AREAS BROKE N CLAY FILLED ZONES SOT 34.Ak. OR CL.AY FILD HORIZONTAL ZONES

TYPICAL VARIATIONS OF FORT RILEY "RIMROCK"

'0y or'E0 q.

o .Za.1? zy ,- t- 'dqrr eg 5as

, _".-n,- 9-/6 ,, oirrAl-r* ofo,'rn bed- Ph, 8; "

... , ... o , so p ort 77 nq. 0aOrga of~c R/e , d eaCo.t

1 .7 t

o, _-n s-1 Is~.ctcag fo 1h. slal of -p-

'hC Qoa'rFyd o by or Pr,,oc C ort ath osr 0 o

the~X. Xf S ~ no h r ,y L,,ao,

*.,s -7Set s 0

F,. 10n,. CLiCrtpfanr~A srO fo

Ok- 11.11

r'd DElIII in$Os

5,~~ 4z A.~e A.,/, ~r,

RECORDD DRAIN

.~~(RA'No~KANSA ChITY WAS S.to9112,O r, P

Ok IsA RE 5. m Ft. P BC A F It. KA S

QUARRY SITE NO21 7N

I TO BErAKA-A PRO EISTArE NROAO'LPP N

PRVD TEPRR UCK CROSSIAK-

COMPLETION OF CONTrACT r ~ *~

rRI/C ROAO A A-- 1

4 4.

/~ I.

PLAN OF RELIEF WELLS AND OBSERVATI

ACONSTRCTION AREA

N~4 -4-.4-s.24 8

V70I

N r I

14101300?0O

PROFILE ALNG LIMC _QE WILL

THRU EXISTING RELIEF WELL DITCH

KA~ Ot '[11110SECTION B

cO~sTU~IN AREA

[ELL5 AND OBSERVATION DEVICES

, . ____-__. .- - - --- - t - -- . ...- -. . "

A-*

I- i ilt-f Io l I I . .

, ,------- ---- --.- -

IO1K ', i ' i r i I' I .. - f 3 _

-. I O L

F4-..... -1..

WE L .. .. .O DEVICES

7 - - , --- 0-- - -

;co-OII I Ot ,siiI U 1110

I~00 i1- 'RECORD DRAW~'ING&Ib

I II0+0 I0 I 0 10004 11III VCP,11M9ll~ M076"ICoin

' I lwj IIl '0.i3-0t Olli1i

II 11111 - .h Revl,%ed ror '45 b,/Pcond, Yot/s

0-262A DEIO, El,,Z. REPUBLICAN RIVER. A..SAS

__ - D-0O I MILFORD LAKE-2 D-26-4 -1.*~ ' , . 10j0 RELIEF WELL COLLECTOR SYSTEM

'CoI' .0.ICCEXISTI NG RELIEF WELLS

- - , .-- . - . . 010PLAN AND PROFILE

owl Ns 3ScI S9W

CORPS Of ENGINEERS U II tawR.________________________________________________________ KANSAS CIM DISTRICT MARCH 190

LIEO EL 0.00 100$00

9000

WHOOF SL &Sofr-I-Ia

1/

), . . . A I -

31 30 29 - - -26 25 24

EXISTING RELIEF WELL COLLECTOR SYSTEM

! •

1.1.

"STAFF GAGE D,

- 0

I, H o ?Z6

:.11-UT-

4 ~1.4

DETAIL OF EXISTING RELIEF WELL AND COLLECTOR 11TH

-- e

-- -----------

-b -1,7'

STEMDTISCNTAT

.- -C< 5e

23~~~~~M 2221201T8DTCNCOCEPAWELL- LOAIN OJ L. .EEITENC PGPM GON

No PIPE. ELVTO EIFRSE C,17 LV

-~i /. 5-A 1 -- -~cr2

5 ,C~n085Cc

WELLAL FLUM FREENE CLOW DIPUCHARGESTAF S HARG GALON STFFGAG!DICMRGE GALON SAFFGAG'LOCATGE GOLO O RE 'ICGAE WES

ZC "1 -3.;__

47 6C34 9-_.064 .5.R C R R W N

'p- c~ 7.085/ ,_42 40,10

REULIA RIVER KASA

-- ~ ~ ~ ~ ~ ~ MIFR LAKE~ -'~REODDRWN

~~~ RELIE WEL 2a3 ( OTATOAW COLLCTRZ YSE

1 3 95 el 5 -RPLAN RIDVETALSA

RELIE WEL COLcECeORsSsSTEn

___CORPS OF ENGINEERS V S AIMKANSAS CIT DISTRICT M ARCR 976

W*9 J ALE RODO-IS

(I PLATE NO. 27

--- -c:flsr,%-rtaC/ \,,,frO/ t ,a, '', ; -. t, -........ . . .... . . . .

N '30 29 28 27 26 25 24 2 22

" " -' '- . - -PLAN

. d . .BURIED RELIEF WELL COLLECTOR SYSTEM

Sa e

-. , ., .... : . ,' .

,.092 s A -. -- . -

.U-- . -, -: . .-- . ...... .T ---------- ... .. ."L '_ -. . .. . I~I_

/o~~o " '

'<9."4 .. '.c/'-- ,. - - - - - - - -- - ------.-

/67

4'.C

/6400 114+00 112+00 110+00

PROFILE 30' DIA C M.P (PERFORATED)

".tn, se-s cc',.. ')

/. Cus t o ' / IMl4 hscnrf C'1 , ckcotac 'ot'e

/0 0

,eROFILE 9 b" DrIAtaCeM.fh s ton/ roneract

PR0PILE 4?fDIA.C. ... "O ,. ma,,0"/ f,-a'e

,I' 'JIMI ow60 -

ICf9cYs .me~nu 179 f/ 4icXI00. 0 S 9~acfI

0001761/F 30tM (,th5tfb,- Q~~drd)e

PROFIL 42M~3" DIA. C.. 90P 1w eSOWe

W0tr IOCMPF'9 ^14 1 Cl.

Ie -e fb

-S-

V9" '.-'-

I - -

.~~m -z b~-

'Ie

23C 22 21 20 3EC8 A

SYTI 5e' ZIIstl *drh / IneaSqrIn

C~ 2

____ _'j 2 7 1 C'c

* .,, ,-&sSECTIONP/8

S~~~~ ~ ~ ~ ECTION PISALMANFLMScl ..- //I5 0cale 1. 0"

-t-f "d 'w)C '/4Q N,-,

'orV 2MILOR LAKECI

PLAT1N ANB NTLATO EAL

4 A3"DSECTION AIHL MRACURID DRAUMNScalo *.4 0- Sclep 0

KPTIMMN1/7

COW/,40 NO orea"42 i t. Me O I tV l

-- C~PLT NO.'e~ 2a8-*

IP 1

vo2

F X a ,,.rL Ar

11,P

.4- 0

coe

F I-T N, PL AN

VICINITYr OFF MAHB

a- 1-0'23 -e140

.8a I

El 1085 0

422"o V P

90 j-eh(1 ,A4i

4 c-;l F A )EC

p%

L -- -j I" "

. . .. .. • " - . . . ...< 4 4 e G

/, I-• ' ...:-Ni O : E_ T . ._ : /_ - - ':: / - _: _:,

'LN

.... s r, hold dow/7 bdr and.-- -- a 7h-4 1/

,- e 7Drll5 re -

Me ",? 1)'9-

>?. .. 7 rFLJN- FCT, L RECORD " AI ,,f~se-- - - ft ,..-- '"': -U " /t " olS d

p SEPTEMBR 17'

'cl '. ' "s"-4 >- .LffI,"dad.

*, - .. .'5red ,s/, i °

3't R B RIVER. KANSAS,-,ED

_._3__ / ,_ 2.'!,AU .. STRUCTURAL DETAILS

Dag No 6 Scale as sho"'" I/' CORPS OF ENGINEERS U S ARVY

KANSAS CITY DISTRICT MARCH 19l?6

-'co 4 wI, PRY NET

PLATE NO.29

TABLES

TAX=

MILF ORD

. o.S.,. ., . t4 . ...

S4 4.4 4

A2.,..3 4.44.. . .4 ,. . +,+A,,II'XId 4 21 A4'44

44 4.44 .4040I c 4. - 4. . 4w .,4 +

P~e o51,St 14J. 0 14. : AC 4.R, 8, j -4 D A 1 .14 144 .tll. 4 . S.i

St 42 ' 1A4 '5.49+ 5.86., s sol + 4 .AA A,,',M . P :+, 44 '' ., 44 ,.4;• '4 4 . +

MILFORD 8

" -DRILLING ELIVATONSHO TI d ATE SE CTIONV LIFT LOCATIONI Eow.-en Hom D. DpmU P.It-r A~lmp s..p .NAc El~ SQ I I BFllt E EIXPLOS+IVE Ca UMl Lb, 110 Dr m 4s4V= (

" " ALL,e-, A,, T,- ] :s+

ib io I w 51A 94 . 0''. ' 11 , 3 "

.2 1 '42 1 r4 5. L6- 10a.", 9., 12 -- N.. 11 141; A4 1I

0'" ,.t~I "a. - 143.4 42444 .

is ID1&62 1' :514444 444o .1)2 A, 4 01 .1-{PSw 424 3 ''44

J9 i+10 W l A,, I - S"l 6 .50 6+- u , ', i9 i+9X2 vr ]+ ) 64 S 2 6, A S I +

04 ,0 . 962 F , B1.1 4 St. It.4 4-M,, A, ',A, 93'. 1, 10e I " A A0

IV 30.14.' S 8O44]44 SIa 1-15 44 .. ,'44r 4 . 440.3 Ne, .". Co A 3301' .2 41 Ol>

441 4StA 40 1". I .A 4X 5.0 A. T

.24-4"8 3 82 45.4sj44 .1: A14 4 4 . . 4.NG24' 44V3.I '.4 ..- 14

k 41.1 4.2'.. .290C

34 t084 44444484 . 516 4.5 1. 4 4 .1 .9 214s.44 028.3 4,

35 2048 0'4 44244w1 - 5 .1$ 4 9*0{ 4 4-.D o>, ' . 941 444 ',44+ i + 268 ;H) z:< .. 1' .' 2 45 54e,' 24 04 I

22 20.... , 0-. ,44444,1 0 + 10 "> ' " ' .... .'.4 4 .... ...... ..... .. ... .'... ..1 4

,m 3 2ol. . 4 2 2 e 4,i:.1Ll 1 2 4 2 51-4A 28 82% 1 3

3 l & A,2.44 ut , 0'4$4.. "1 fS'4 1..$ 0 4Q A4r 'r 4 ' 21 .. ' 45Vl~ .02 742 3 ] 5 N+ Se

4 i €? RA uO I +

+ ?*03 ATl +, L 0 Vrm O i 444. (440 1.82$e t 3,

24 102442 T.4AS_ s.. 01 3-5 450 4',*, I A' SI.4 X413 4 22 0 08

,-m. 4 2 %25 la 2582 S,-,81I St , -5I42 -3'-50, A,144 . 943 A 414 I,,". W. 2384 3:0 i 44 8 A. AS. 1S

I- A W A I S 00 %

31 I2 6n2 3.10 Q S. I , .1¢ 1 3 .2 49.2 4lr"24 4 2 01 A 4 4 S- 0 K

9 1 S A)%21 I0862 S I.,4 . 6 'ir441 3I D .2m 7 9 454 6. I A N 4 Sl 2,

.. . 15 I t SilT ow IIlK3o 4 94>+1 i11 ld 4% DN4St } 3i

2 12882 AW 1440 2 SI.I 33- I A 00 A,, 1

- 4 V 6 4 4 .W 1 I 21

A- I s i ( l' Isx~~~~~4' 10 2% 62 B-e 51 1 -1 ,T f i .- AIA1

2* 3983 /pe m t,' 88."4s'9 04.1045'+.. O Ai.4t.4 2 '1 '4i V4r'4 .21. I 31* 3... 4 t.'4 .te o2

SHO0 DATE SECTION LIFT LOCATION DRILLING E LE VAT1ION 44Q.o 66%D"

E,,Lo-.b4 00. Dwo44 O.E"m 41444 51-0 4048N . 5,l440 80404E EXPLOSIVE4 COUM0244484 M 0 D -

T.4.43435oo 4 * - Ai

32-- -IL 1. . .6t.-II313 211262 .48 ,* 1 -tI~m Sla'10-M 1050D A.,T-41 %9 18 4F2I 'o40 Io" ;9 232 415 4545-14 30 JA

34 11182 A40.,mmAI4WI S Z.0-.4DL A.,44.2 41. 3~ 36 1419 9874 4' 1 3153 21 4 45N4844 0 so 2-

15 136 4ws.,,o Si 2. 5 -%0D ATx 3 5 9 ,_ 0

is 11462 R48434 544COO im -442 DD 4 2 ~ , 38S 14 44.144. 3' 146 INA 23 AN 45Sim4 La 2 M1

35 14382 54'o480.S44 SuI. W 2.4 - * 002444 3', 15 a 9 4414 321 40Z5 IISA 4S 0 I -is 60%

A8 43482 DOW21C4108S1m 54 OD*4'2-2 A.,.. 5.A 25 81048,1.44' N_4 248 2344 AN 454 -2 42.* OC AX Al

31 11435 AlirDO 03445 St5443.0 5* A. .. 24 a£410 Oct44' 1440 245 3454 A N 45A 4 St- 215C 3IX

.'-f 'G"' r..: 4 S I . .5

.4 . '. . . .8 42 C C . 1 _ I 5 4

443 4441]4 A,.So"St I-00 I ,M .14 4 1? 44 m9 40-' IS2 44m 454 C 14 A sl C 43.4

"a '114 ~ -,1mnh Sm5-5 F s 4~ O 0D 14 4U A.18 , M x9 0411' N- 12 1 ~ ' *4 40% 4A. ASl444 2 . 52 3.

46 1 12 A w -4 l4o4rc S. .---0 A, ,la 44 2 264 9 429 10 1 2 1, . 1 4 ' .1 S2 . 30

m -CRD DAM BLASTINNG RECORD TABLE I

'A. N, AE N '. MA

* '',- Al.....~A... .

AA I' I N '4~. < ." ,A

M'LFORD DA BLASTING RECORD TABLE 2

I3ALA'N CRLS DELA PRIMA

ONV 04W b 0 r C L,- A NIA A . A A A . 4 AACOR-.ESULT NETTOORERAA.uALL2AAO4 48...,,e, RMARR

AN 4Ater o % 'Ag 2' 44i" ,8 N 4W 4 ' NR , $4,434'.' ,. M4A,' "-Nt 49'4kl F C . uod~~lll~~ ,

kl~~mil,1, 11v, L ~ ne351- Slll 594') L " ' I" ]0 ! PN N RN ,f oS e~e z M S~e lme (

AN I4A- R'A RMKNNSAS

NMB'IAFOA LA

TANLE I, S, o"ND s3 "

15 "o IIIP o

. SNI.IR K 5- 61.1 AB

I AN s- N 0-- BIC' BL- .

'oA A.A4M TAP ITAA' T AA ,

Als N%' A' =, A I p BT

4AN IA 44a3.A .I-P

4I t %N N N "SI m" 'A'44 sh-B4J ST B'M4--o -

ISC Ut SACIA

AN 4St- lo K1 1A '., . A ' k "44 A244 C N 54 424 AU M'AAOA 8

AA 4AA D~R

Ms -4 SE JAIM C A -A-N . .I . -0 -m- -

00 $-, 1N-'1 .' N'N N 9

'.c S.4tAN' 8443 ...... 8AAEA 4VMACC AAAAaRAAAT OA

PA -4 $1- 1w IR D I B wSTN REOR v TABL W3 - II, LB~t

4RB COBxW LC% 2K ~ Nr NTINDY 'sAN T4A4PR MA a E d A I 2 3P NR NQ CO ESLT ETTTOO fRA JTITLTZAT3OF G OAO4ETN

A 4 SASm"' IC MM 2AM 024 A; 4so m A a m. m'JA. A MASAAA. RIt 448

S , IS 4 5 1LF1

4 S,_ 9am 9 9 jo jRA. ic Ao 0 N, .A -%- AA M "E41 - A

ci 5.6 G'RRA'A' 44042 A SA'JAMFOU AND AT N POR T S'

wv' ~~ABE 1TAAA LA ANDAA 3

ISR Ut USG~fR STRJA

BA.et WI STSTRICT

8 t~tTUBLESE1,2

MILFORD DAM

W T. QAIE SECTION LIFT LOCATION DRI LINGEqu- ns HcI*D DIIIIII P.te- A.Ste ILE ATION

S N. Hcles S. .. fj ll fl EXPLOSVfCDLUMN I" WlDr L.410"

III I! IJW Appwch III,, 11 I-V -WIl A., 1, b x;u sh

w A" 1'. It A N 4

IS 62 1-, A- St. 7100 IW A,, 1, 24 to

49 .11 1662 R A0.1 CttIN 51. 2 110 1 q A., 1'. 3 -10

50 .111862 R , C ,Ittt (I St. 2 - 50 D A, I,., 1 26 It to ?W A'IS 's's 'W

51 .11 19,62. 1-05 Ste 2-50-5-00D A, T- 3 8 .10 1-05 09 1 Ic - I III A N 4 9c

52 11 *62. S" A- I S k

Ste 2 - SO- 4 00 D A, T- 3, 26 1 9 V111-1 1 1 1 1.2 1 1 '16 A N 4 s ;511 5 4c

U 112162 SI.lj,,V Be~ S Ste 4 00- Y-50D A., T- 3 26 1 9 1 140 A N I S-

S4 112362. 1. 0., W, Ste SIM 7-500 A, T, 3 1 S 40,26 7 x 9 143 1 117 A N 1 51- lit

SS .112462. ctta w $Is I *- 101SO D A, 7- 3 ' 26 1 9 90 At S 4.0%

So IL 2562 A, 1,. 3

Aw- B-N St. 7 150-11 .50 u &9 02 Velt-I N-t log Lm AIN$ 4%t., 0 S' S57 112562 St. 6150 I.Sou A, Tsc 31, 16 a I to Zol 1 10%

A N -4 St*m o ISO

so .112662 F-I Gacto Ste 5 10D-6 150 U A, 1- 31, Ili 9 X 12 Ve,- tIm 2" A I I SI- 0 .6 it

_!I 2862 T-, Ste 5-0 2-SOU A., Tw 3 lb 9 X I? V.".. -0 5 3J6 A!NS los- 0 SIXR AWI C

11 25 6L I'm SPI'l ;F I z C.'.. SI.P. A, T- 16 42 C IoC 45' I i 67 1 111 10SW c 0

MILFORD DAM

SHOT 0 DATE SECTION LWY LOCATION Eq"prmt Meet Dw Depot DRILLING ELEV TiON

4 ' . Paft- Aeple Sbw me .1"Wee.sIe'restell BelltIee El -EXPLOSIVE COLUIMI.Los 68% D" VA 40% 0" LML

62 112562 1 S-40%- LUM

CO." Ste 2+50U-2+500 A, 1- 3, 16 9 X 12 -1-1 N- m I It. 2-500 AN 4 Ste, 0 ME

63 4:00 Q 1 SI"40%- Im_11 IM, Ab StIll.It, III~ Ste 2 SO D-S -25 D, AI, Tsc 3", 16 9 X 12 V.- I I w m 1 116 Im AN -4 Ste, 0 9w

So 12462 Ab Otwi Ste 5-25-7-SOU A., T- 3, 1 sl . .0%24 9 X 12 Ve- l Iml 254 1 111 1 (NO F- AN -4 Sl- 0

F B-h I SlIc. C% 11365 12462, AwI-ipt Cits- Ste 7 -Dt- 10 00 U A, 1,. 31, 24 9 x 12 ve- I IWI 286 10-50D 10-500 AN 4 51- 0 Im

A,' T- 3',. 7 xga 12S42 +50 U _4 '00 U I StI:A 40%

Ste 4 Rolsy 4 12 10 X 14 1 . 1 5 .51 10% a -00 A N -4 $1- 0 30DA,, 1,. 3 9 912

I, L6 1 SI'h 40%fil 12-642. F-i G- Ste 6 00-SIOGU Rot.ItI to -14 1.- 1 1-15 1 "1 1 096 AN 1 51- 0

Rght Ab.1- 1 I I13,2. P'* Spm Cutott si A,, I,. 31 12.1 48 C tOC 45- Iml 51 1097 1000 40% Is 0 2w0

0, ,12 14-02. App-it We" Ste 3+00U R.., 4', 13 10 x 14 velf"I imos 137 1096 A N 4 S- 250 0 4

c-tI..t O."ItIe AI, 1,. 3, Iwo5 1 SIK. 60% -to .121S-62. Si"Re Ste 3 +OD U (I RcIt. 4',, 17 10 X 14 vell"I Iwi 123 1097 250 D AN -4 Sis- Im Ym 1

71 .12 16-62 A,, I,. -, 1.05 1 StK 65%Ste 2 50 0 q RcAvy 3 11 10 X 14 v--I I- I &1 1097 AN I SI- Im I 25C 3

AI, T- 3.,12 1342 Som - R..q 4" to 9 X 12 1 - 1 236 1 163 1 150 A N - Sl- 0 1 160 It.

Road A., T- 373 12 1342. A F-I -51. 20 (X) D RW.I, 4 22 9 X 12 Ve- 1 1 1 ISO 1 150 1 123 A] SN'toosfit. 0 YX 4

14 12 -000 1-1 Gakle 1 SI.s4l)% -

Ste 17-00-20+01) Rm, 20 9 1 12 e- l ; l I's 5-OOD A N - Stem 0 3w

Is 12 W62 1 - I 5S' tl Ste 7 -00 0-8 +00 0 A"T'ac 3" 1 Stwk 40% -10 A 12 1 1715 i M3 1073 AN 4 Sl- 0 G..

MILFORD DAM

SHOTIF DATE SECTION LIFT LOCATION EItRosseete JeNIDIA DRIM DRILLING ELEVATION. i ' AI, ". ' 3 Pelt- Artois SIW Me sl"des SIH-fl felikets[I EXPLOSIVE COLUMN. Los WDr. IN MILD" Lbs+

.122,62 1.155.0 St. 7 Go-- 5 Q) D RaLIq 1 20 1 A 12 v--I I - 1 5 so I o9i 1013 AINS-W SI 0 do77 SIIII g a. A,,I,. 3-, 1 ' "" c wo i

12 2W O.tw,

51. 5 -OD-4 ODD R.- 20 9 . 17

1 5 91 AN

to 12 2m T(t- lt A., Trac . 1 5 WS -Ste 2 - 50-4 +W D R .' 1 20 9 X 12 V.- I 1 X2 I Im 1110 AN I St., c JKXI

so z *63 TI- Key Ste 3 +46 -3 1 76 D R .' 5 D 5 X 5 ve't"k v-' 51 10?9 1072 A S Or 2 Ste- a 125IS 40%

11 41110 Dultap Ctt," Ste '- 21 + 11 D 4*"q 12 1 11 V*"-l I - I 1 121 A N -A Sts- 0 Im I12-W St. S -16 -1 to D Rw. 12 9 x 10 1 15 I S CA. 60%

K 1 092 lom A % 51- Sm 2%

63 41243 Dmh&IVCM"I Ste 6 65- 7-25D Rota 4', 1? 8 12 V- 1 39 A INS-4 %St- 50

84 41343 D.IRRWCh.," Ste 6+65-7+250 R-It 4-, 12 10 It is V.0-1 I S AD% . $D%1- 15 48 A N A Sts lam tw 110

St. 6 .02-4 '50 0 R..' 1 6 It a v.'I-I 1-05 im -6 $1- Im im

S1.11II, 8- Ste 6 +02-4 + 50 D Rossq 4, to 6 .8 v.- I I-OS I m 1067 t 105, 24SNcks 4D%- A6 0 7 Im

47 SA,9.86- St. 6-M-1-270 Rte., 41, 10 6 )19 V.- I 1 05 Im S.- 4w mo

A1763 St.11., B.- St. 6102-1+27D RW., 41, to 6 x 10 V- 1 two$ S- -b- wo IOD

40 4 Im St-11.1 8- St. 4 - I" 02 0 RW., 4-, 111 6 x 10 vell"i 1 05 63 1061 , INS S.- I, W. lm LIM

so 41943 S1111.66- .5%

51. 4 +W-4 73 D RItt., 4 to 6 X to I-os 55 0 2 SIX)

MILFORD DAM BLASTING RECORD - TABLE 4

LOADING CAPS DELAYS PRIMABPYC u OS U .Oo 0 0 2 A N 1R.0.p'ot LIR tO I I 2 3 4 S COR3 ISTlS MIT"00O 6XCA I UI IL4A IION CiO D~iCF I 06MAR0

AN s." *' ' 0......... ---. c .> ~ 0 . >'.03,

4N 453.". .; - C 5C 35J Ota & } 1 ]4 N .35.202¢ 0a,. S.. '.t,'.''o (. 0.A

0 '4.D 2; 2 0 . .9 .7.7 .0 N a'u .,I Ato..e3s n. .'t '.

3'O4.%O P.'033' - ... ,'*- '.,',.' r,0 6 .. ',41 acoc.t'640% D . . .C

£ S,.- A .b.1 >0 42 3 2 0 2. 4 ~ ~ 4-'4. o ...-. ,es A

I 40% 115 D3.

Al -5." 60 6 '1 I 002 . 6 55 22 25 2 0 2 N ,3. 0'" 4..

-iS s 0.0,4030< A

iA-S,,,- 0 41 20 V N. 20042 AN bcAN s ' ;00,,,*cI O.16

It' . O 1 20 20 8 200 4 2 RN2NRNRN N, S-.a.1.,tAb

A - 4 S0 % . . . . . ..0 ) 0ol l

2ft s :LI 16m 16w s9 21 635. 12 0 25 a a 31 2 No ' o IQ,

% -AB 8 IDE

.M00~o - 2 a 0 330 5m S 30 I ti 202 52 0 2 A4 04002,

AN-5- o 2 54 50 (0 56 5 500 a 29 1,: 28 2 . No cStTO

J- "-4 SI 0 IS 1 6w tl 751) j4007 8? LO 43 NR.N 45 N 0 No OvrC~ FIe a~~sF, Bu~ ,

2 20D 221 1 225 .6 0' 204 02 N O e9 3 7,11 0 We C D%.S Is

_4 at.c c o Y'

MILFOR DAM BLASTING RECORD - TABLE 5

CLM LE IO Lo0%D Lb LOADING CAPS -- DE LAYS PRIMAk

Ii - '

1R C0.60 At NgD. o 6 0 t.4 TS400tpM .14 Yd4 Rat Um Yd 0 1 2 3 4 5 CORD RESULTS5 ME TO OF00EXAM uTIL22ATION GEOLOGIC F WE REMARS

St4 0 1oo L3 20 I0 Oi 225 %0 62 30 S2 15 4 4. 65 0 No

5 -4S 0 0 0 0 2605 3 a a 16 40 0 0e 96,0e 8M 103 2* Wl9o0e

-490 S 2 No 6t 02155 25 M A 08 122 0 42 32 00 0 Noa0%- 2252' D454.- 2 0 2400 15315 A4012 53 224 29 34 30620 No

at% 4oN . -Stn 0 , h 30 6Sh0 6No 22 2o105226222 0 No

..... "A 1

4 -4, 0 w0 600 380 Z230 65 25 2' 32 32 W08 No0

4DU0 3 200 0 2008 20 0 0 0 4.411%s 2w0z04 4j

6 t 208' 2w c 0I0 60 0m928A NONPNO.NONR NR No

be us -Co,,toato, 1.- to s040. Octlof olf 0 3 ft-46041 0 301 0 01 20I 040 08 No NO NO NR NO NR No So'om. w enoon-bo,26.4.00h

a5%--450... 208 20 350 Sm I 4 3$X 08 62 NPl NO NO NR NR NO Nw

s--4 St.,, 0 L24 IS2O 2X2b00 260092 62 11924 Jo25 3 0 NoFoiws

-_4540i. 0 so 685 W 3208 I 20 w 3325 25 250 0 No 00010

-A 9s,, 0 <06 660 390 21 08 N N N NR 609 NoOonote52 0.6 Oo'pat% .- 11 111., So- 20 609c1 '20 1.46 0So 1 2 22208420 NW 22.,,'.2A'.0

MILFTR DAM BLASTI5G RECORD - TABLES

4OL W Los 6 %03' Lt AD O N TME4Mos ENY ok LsY 163 02 3 4 000 CORI)0 -EU~' MEMDFXA uTILZATT GEOLOGIC FK REMARK9

z 25Y 2 15 200 2502 0. 0 NoGooo" -S -CO'040U 1

.,t W0.OI

09.. 0 2004 0D 1 200 2 ara 0 00NRNRN.R No O ontoooo I, a.. S-6..o Zo-~am 5 a

Set' 0o m Z R 101) 201 203 12 2 20 0 0 0 3'4t,2 oo.*.''5

Sto 201 0 mo 0 30 I9S 5 23 15 Il4 24 0 0 238 0oio0'ag 91 5, , .6.Otf00S

amto 0 1* 0 a.0 240 42 1 30 6 0 No 0 ooa, S" 1-1~t Yeo~tI-tS,

a: 7300 6 20 26o 22 07 0 14 -4" L04 3 . 2 3 Ii4. 0 , o o o o~ t 0 4 0 0 4

21042 .2 . 20.0 01 aot! S,, IN,~ 02001

so-~~~ABE 4, g5 AND 6 61.1 ,0

0 1he Shee No 2 No0 06000210101IW Ir h

I-03' 0I IN.It6005 .a 0064'

ILEO.D 8-A195

TABTABLE 4,586D

0' 1-etS" t INtt CN

MILFOaD

*~SO I406 DATE4 SECTI0ON LI66 LOCATION4 DRILLING 414460

i3 4033 6)4') SI. 3 1044 13 52 -6 4, 4 92> D3 A', .. 1 V

S'456 $4.72 66' 46 4. .0, 6t, .0924 00 R4I I$4- W J 64

:4S,5I wD R- B.0,

o 644 5.52-644 446.>-4 10 6). V.4)04) 4666, S.. 2) w0.3 S-44 I5.1 V06

44 5 6w EO 2666 400 A.,)T,.& I, 2o0 M 4) L 464 I'llc~ I-- x ) I4 .O W..$

20' 426W3 ~ a4 A,, 6. 4 44) 0-604 1-66, M 02 .I 6 I"' 264 4.4All44n4 ,.6, ~ 2. 4 64)2 4446442 44604

lo 20 ARo. 0 N 6 1-

~7

MILFORD DAM BLASTING RECORD CABLE A

IOuN L. W- 0). 1. 4 Ll, A X 1 1-1 at- MITHODOF"LA, ft ",

51st t - U A. A'

Si.. - .X , s*.*a'Stot

S-. t -A 14 AdoSbztg St,,gao.n 'oL t5

lawLCA RIER KANSAS-

St-. b - 51 . A A o.Stt ln

Stx N' -. .. A %. % W- Ro F ... A.., ~ t~~o

REPUBLICAN RIVER. KANSAS


BLASTING RECOROTABLE 7

In I sheet Sheet No I NOt to scale

CORPS OF ENGINE|RS U S ARMY

KANSAS CITY DISTRICTFILE NO. 8-1-1952

APRIL 1977

TABLE 7

m2 C) Co C- c~ 6i C\J 6 =.16CD c) 6) 6 6 C)J 6D 6> 6C I c __________)_

C) D 6 c) (6

c, c-) -- to - O -' - I n )

nT col r-- m C cn~ r-. C) Ln

I

c'

U,

7E5 C3) 0D m~

'D c'j .. _ _ _ _ _ _ 6 _ _ _ _

>~0 ~ (c .C c 'D r) C .cj c) C) C- -) -) 6 -- c

*C'j - - ~ :6

0

ca (D fj co -'T C) U)'- 6 - V, o

a) LO r-_ - C U) U) 0)n C.) cZIJo~ .- -n mcj - q

Cu (0 T0 Imc

a~ .- ) 6cD .) r~- r- C.,'-IT N- 6D o C

u c -) -j C.) m - NJ (J-" U, c. M

o- (NJ (NJ -O c n L > ~L) 0)

U)C )- I C U ) U) UI. n cn (n I) MC~ , .o >1_ _ _ _ _ __j_ _ _j_ _jC1.) j -j

- r U- -n -I---- -- C---1-

a)

0/ ) Q) 0n1 1-j .0) cu -- I

Cp o a o -o Qru, r r4 r -cD EI(/ r-4 0) Cu 0~ ~ I

I- LU LL-

File No. B-1-1953

Table-8

N - 0 C0 I% Ln 0 v

@3

c c a In, 0 In - in co N t 0

co 3

4) 03 @2a 0? @* . .0 0 0 -4 -44. .~~

0 @3 3.-I -4 .4 .-4~8( .-? ;b. -9.- 114 m- -~ .

t9 r 4 '0N 0 ~ 0 0 0 ~ 0

o9 0 0 0 0 0C a .)N 43 4)N A.)N 4 e

U; 0 0 ; 0; <0 08 A 0 A

oN I n 0 In 0 I % 0 0 o m co0% 0% co Go t- - % 0 In n UN

Y- -S r - r -00 - r -. - .- r 5 .-

H4I I I I I I I I I0

0 ~ 0 ~ 0

0

4

10

03

0 n

tv '

Table (1-0

:cLA Ln LA LA I% Ln LA L

t- c N en m

C44

0 (Ti co C1

00 93 pa Vb -3@ .4 coi@. C'2 . 4) V@

-a2 -a cc) 0) 0 0 -4 -

.0 V0 Ob 0 O 4 -3 :.-4 -H% q).2 ~0 0 0 00 01

Z .44 . to .d ci .d

Ct. 4) .co m o toa

ON2 4-; 0 0% 0% 'a3cd - -E- E- -

cui - 1: *

v) ( m cm 0% 0% co 00 t

0%

0%

1-4

Q C6

cm) C')

Table -9 (2-7)

1; rv2 L% -" NM Ln Ln N

LA%

a. LA Ln %0 %D t~- t- co Go 0

E-

1-4-a01 ct* 0a*

> :w -I4 go -1 qU -40 -03 V H 440 V-4L -4~ q 0

@ ) O@2 ) C.4 ) 4 1=42 *.4 4) 0:4) (V 0,~. C0 0 0 0 0 0 0 0 0

C7% 0 0 r.N ~N t - N ~N 4N 4N r

'44

V) t- 0 0 LA LA -T (n (

0c Go Go -Go -o co Go c

r4C CO CO 1: CO CO 1: CO1: 1

r- - %0 %0 LA LAi -7 . r*

hd

0

C.) mV.

C14

%0

Ci)

j Table -9 (3-7)

, LA LA LA LA LA% LA% LA LA LA LA

V) M N \ N N \I r Ln

C A

U ~ ~ V U) U) ) )lUto in W0 co. co -C- .) 0 U

- -E-4 :-

V)4 2 07 I4c c r

04 0 0 0 0 0 -

CLO 914 Cr- 0a LA .0al

I- - - - -

In inNL) L n L D U0% ;

to C-svi m

4) 4) 11 rU) L L

*4 00

Tal 9 (4-7

d'C r4 aA cm cocm

Ii- - w- UN 0" t A L N Ln

03-4

LA ~ ~ ~ ~ V VA L A AL L A L

W.0 .04

Cc 4 r-0 0 0 00 00 W * 0 0J N~ No t

E- M ~ - 8 .W4 - 4 .4

.3S 4 *-0 0 )~ ~ 0

.40%.-~. -4 0% 0o 04) jJ 0 LA 4

3.4 cm% N ~N 0

-4

0 t 0% % A *

.0 1. 5.0 - .r

ru -0 Ta l - (5 -

-4 ciC'

z LA IA L% LA% UN LA LA% LA

1-4

0 0

a) 93 0). 9) 0) c 0

,-i 4' 4) -4 C ) m C).V) a ) 44 c 0 a) Q) C'

03 v4 0o 0)- 0) r.0) reC) ) 0) 4.) 4) L ) 4) ) a) C oD

.0 .0 4) 0 0 0 0 0 0 0 0 0Q0 :N' 4N -11 .- -4 N .-4N -4 N qN-

E- %0 LI-' 0M CM.-. Cs- C.-. C.. s.I

LA Af 0's LA - .C') MV mf N Cm N ~ - 0 7%

0 r . - - -

cm 0 t- LA% N '- 0

NNC

0 C

V44

C: 4 41

04 V G

Tal 67

O'9 to0 LA 0

LC, uA LA LA LA% LA LA LA

d- AV LA '.

0

0)- 0- 0 4

N4 N qN-4 N -4 N

U; C 4 L.C C L

.0 .0C 2 0 0 0

14 0V . L '

N A co 2 mn =r m- N

E- aI I

0.0

Talo 77

MILFORD DAM. Summary of Test Grouting - TABLE 10Feb-Nov 1962

Right Abutment Sta 82+20 to Sta 88+64

Lineal feet Sacks of CementDinjected

18 Primary holes 2,180 3,82517 Secondary holes 2,051 95934 Tertiary holes 4,094 1,38216 Quaternary holes 1,374 23111 Angle holes 1.16 _290.3596 total 11,068" 6,687.5

7,876 (Net) 0.849 sack/lineal ft.

#Includes 676 lineal feet of overburden and 2,516 lineal feet of horizons not

grouted, (Ft. Riley zones C and E and Oketo Shale and Blue Springs Shale).

Left Abutment Sta 141+00 to Sta 151+00

Lineal feet Sacks of CementDinlected

21 Primary holes 2,255 3,84620 Secondary holes 2,160 1,82440 Tertiary holes 4,278 984

34 Quaternary holes 1,366 1842 Quinary holes 47 45 Angle holes 602 47.75122 total 10,708" 6,889.75

6,942 (Net) 0.992 sacks/lineal ft

*Includes 874 lineal feet of overburden and 2,892 lineal feet of horizons notgrouted, (Ft. Riley zones C and E and Oketo Shale and Blue Springs Shale).

Table - 10

MILFORD DAM. Summary of Contract Grouting - TABLE 11Feb-Nov 1963

Right Abutment Sta 88+25 to Sta Q0+80

Lineal feet Sacks of CementDinjected

35 Primary holes 1,812.1 79925 Secondary holes 1,065.1 19720 Tertiary holes 57. Q80 total 3,450.1 996

0.289 sacks/lineal ft.

Left Abutment Sta 142+07 to Sta 143+72

19 Primary holes 1,126.1 11517 Secondary holes 1,064.8 495 Tertiary holes _ 6 1441 total 2,417.7 178

0.074 sacks/lineal ft.

Table - 11

PHOTOGRAPHS

PHOTOGRAPHS

1. Milford Dam,October 1962,Neg. No.294-P4-3.Laborers makingup "pig tails"

- for pre-splitbias ting.

JL.. ~2. Milford Dam,

October 1962,

S 294-P4-2.Loading 450

angle holes forpre- spl it

3. Milford Dam, October 1962, Neg. No. 294-P4-5.Test shot results for pre-split blasting.

4. Milford Dam,October 1962,Neg. No.294-P4-4.Pre-splitfracture withprimarydrilling in

E progress.

pt L

lift*

5. Milford Dam, November 1962, Neg. No. 294-P4-1.

Pre-split back slope first lift left abutment

cutoff.


Pre-split right abutment cutoff.

pf

.. #j

-~

A, D4

7. Milford Dam, November 1962, Neg. No. 294-P3-15.Profile of pre-split slope, left abutment cutoff.

8. Milford Dam, November 1962, Neg. No. 294-P1-13.Gypsum seam in lower Wymore.

9. Milford Dam,I.~~i~i November 1962,Neg. No.294-P3-2.Approach slabfoundation

-~ --Blue Springsshale zone"All station

Oft. A tr3+96U tostation 3+76U.

10. Milford Dam,November 1962,

"Neg. No.294-Pl-14.Foundation ofsouth approach

Dr aliJ wall, station4+55U to

station 3+96U.

_ _ _ , _ _A .


Tower key vertical surface at station 3+76U.

AgapJ

x L r

12. Milford Dam, November 1962, Neg. No. 294-P3-l0.

O.G. station foundation from station 4+50D tostation 4+75D, landward side, Wymore shale zone"lB"!

w e-

IA

13. Milford Dam, November 1962, Neg. No. 294-PI-1i.O.G. section foundation from station 4+50D tostation 4+75D, landward side, Wymore shale zone

qua--

d. A-

14. Milford Dam, November 1962, Neg. No. 294-P2-13.Tower foundation station 3+14U to station 2+63U.

15. Milford Dam, November 1962, Neg. No. 294-P2-14.Tower key foundation station 3+76U to station3+46U Blue Springs shale zone "B".

--- C -Rww

16. Milford Dam, November 1962, Neg. No. 294-P2-16.Typical conduit foundation in Blue Springs shalezone "B".

Ion=

17. Milford Dam, November 1962, Neg. No. 294-P2-15.Conduit collar excavation in Blue Springs shalezone "B".

I- 18. Milford Dam,November 1962,

r Neg. No.294-P3-3.

Typical cleavageplane encounteredin the "B" zone

of the Blue

Springs shale.

jj

!V

A|

A 19. Milford Dam,November 1962,Neg. No.294-P2-2.Foundation forO.G. section inWymore shalezone "A".

20. Milford Dam, November 1962 Neg No. 294-P2-4.End sill vertical surface at station 6+02D,Schroyer limestone, upper section of surface isprotected with gunite (Wymore shale).


Closeup of end sill vertical surface. Line drill

holes are 3 inch OD. White masses are gypsum.

22. Milford Dam, November 1962, Neg. No. 294-Pl-2.

Stilling basin foundation from station 4+73D to

station 4+93D, Schroyer limestone.

-Z

23. Milford Dam, November 1962, Neg. No. 294-PI-I.Stilling basin foundation, station 5+52D tostation 5+77D, Schroyer limestone.


Workman deroofing joint opening under approachslab foundation.


Joint in approach slab foundation after clean-up,

Blue Springs shale zone "A".

26. Milford Dam, March 1963, Neg. No. 294-P2-9.Looking down on tower area from top of cut. The

dark depressions are joint openings after clean-up

AD-A137 721 MULTIPLE-PURPOSE PROJECT KANSAS RIVER BASIN REPUBLICAN 3,3RIVER KANSAS MILFO.( . U) CORPS OF ENGINEERS KANSAS CIT YMO KANSAS CITY DISTRICT S D MARKWELL ET AL. OCT 83UNCLASSIFIED F/G 13/13 NL

SI

I I!

S .- 0

:!

Wi L 12 .0

111111.25 1. __

* A ,

MICROCOPY RESOLUTION TEST CHARTNAIO)NM BUREAU Of STANDARDS- 19o3-A

27. 14ilford Dam, March 1963, Neg. No. 294-P2-10.Tower area showing joint depressions aftercleanup.

A 28. Milford Dam,March 1963,Neg. No.294-PI-16.

I..

Sill key~ (upstream)

excavation.

Note wire meshon vertical wallsin foreground,workman isspraying gunite

Z. % Ain background.

J'.k

IL

29. Milford Dam, March 1963, Neg. No. 294-P2-1.Typical foundation for crest slab in lowerHolmesville shale.

30. Milford Dam, April 1963, Neg. No. 294-Pl-5.Typical foundation for crest slab.

31. Milford Dam, April 1963, Neg. No. 294-Pl-6.Typical foundation for crest slab.

32. Milford Dam, April 1963, Neg. No. 294-Pl-7.Slope foundation for crest slab in Holmesvilleshale.

33. Milford Dam, April 1963, Neg. No. 294-P2-5.Slope foundation for crest slab in Towanda lime-stone. Note grouted anchors. Screeds are setfor backfill concrete due to overexcavation.

r1

,I U

34. Milford Dam, May 1963, Neg. No. 294-P2-6.Work in progress in sill area. Grouted anchorsare set through lean slab in foreground whilerotary drills anchor holes in background.

35. Milford Dam,May 1963,Neg. No.294-P3-10.

- grouted anchorsthrough leanconcrete padin crest slabarea.

.5~

-36. Milford Dam,-ape mpt ... May 1963,

Neg. No.294-P3-9.

* Air track~ __ drills drilling

angle holes for* anchors in key* ~Zt q~- ,4i ~for shale pro-

tection slab.

37. Milford Dam, June 1963, Neg. No. 294-Pl-12.

Shale protection slab key excavation with groutedanchors in place.

38. Milford Dam, June 1963, Neg. No. 294-P'2-7.Electric powered Marion shovel excavating spillwayrock in 80 cubic yard end dump truck.

i 01-

39. Milford Dam, June 1963, Neg. No. 294-P2-8.Hauling equipment used for rock excavation. The

.A front truck was the type primarily used with acapacity of 30 cubic yards. The truck in the

rear has a capacity of 80 cubic yards.

40. Milford Dam,July 1963,

ANeg. No.

294-Pl-3.The middle zoneof the Towandalimestone whichproduced the

better qualityrock from thespillwayexcavation.

41. Milford Dam,.July 1963,

Neg. No.294-Pl-4.The two lowerzones of theTowanda lime-stone. Notethe clayfilled solu-tioned zone.

42. Milford Damn,July 1963,

' " N eg . No .

294-P3-7.Drillinggrout holewith CP 65

drll

43. Milford Dam,

July 1963,- Neg. No.

294-P3-6.

- Pressure hole.

Or,

44. Milford Dam,t July 1963,

Neg. No.* 294-P3-8.

Washing grouthole withair-water.

- .III * I III II I I I -

,, r,,; , • . . - *.

" * . 45. Milford Dam,

-. " ,July 1963,Neg. No.

I Grout filled" ' joint at

A•. Nstation 0+46Uin conduit

" ,, foundation.

%r46 Milor Dam,,./' Neg No.- .

• .. ,.!

*, !

29-P-4

ii

Grout filledjoint atstation 0+46Uin conduitfoundation.

I . - -- | I - I I - -II ,:... July... 1963,.

-di

16

47. Milford Dam, July 1963, Neg. No. 294-P1* 1$

Reverse rotary drill rig used to drill reliefwells.

j -

49. Milford Dam, July 1963, Neg. No. 294-Pl-9.

Drill bit (24" dia.) used during reverse rotarydrilling.

50. Milford Dam,August 1963,

. sop Neg. No.',i 294-P3-12.

Close-up of

screen and riserjoint in woodsection.

51. Milford Damn,August 1963,Neg. No.294-P3-11.Placement ofscreen andriser intowell by crane.

7M52. Milford Damn,August 1963,Neg. No.294-P3-13.Comple tedmakeup of woodscreen andriser. Notepositions.

WV .'~ 05

August 1963,Neg. No.294-P3-14.Pump beingused todevelop

relief well

pumping.

SIJPPLFE4ENT A

SUPPIBIENT A

INSTALLATION OF ABUTMENT GROUT CURTAINS, MILFORD DAMSITE

A-01. General, In accordance with authorization from O.C.E.,experimental drilling and grouting operations were initiated by hired laborcrews I February 1962 on the right abutment of Milford damsite. Theobjectives were as follows: (1) To determine whether installation of asatisfactory grout curtain could be accomplished by means of vertical holesinstead of angle holes. (2) To determine whether grout holes of NX size couldbe more economically drilled by use of air as the drilling fluid. (3) Todetermine which type of drill bit could perform the drilling with the greatesteconomy. All vertical holes were drilled and grouted in accordance with the"stop" method, in which each hole is drilled to full depth and then pressuetested and grouted by means of packer settings made at successively shallowdepths in the hole until the highest zone encountered in the hole has beengrouted. On completion of the grouting of any vertical hole in this manner,the hole was immediately backfilled with suitably heavy grout. No casing wasused except in holes drilled thru the sand that overlies the landward 360 feetof the left abutment experimental grout curtain. All holes were of standardNX size. A total of 16 angle holes, all inclined at an angle of 20 degreeswith the vertical, were drilled for the purpose of ascertaining the effec-tiveness of the vertical-hole type of grouting. Pressures used in thepressure testing and the grouting were generally (but not always) in the rangeof 1.5 and 2.0 pounds per foot of vertical depth. This includes so-calledcolumn pressure. Generally, the gate pressure at the grout header wouldregister as many pounds as the distance in feet between the ground surface

*, W and the bottom of the inflated packer. When grout, "takes" were very rapid,there was no attempt made to maintain what would constitute a maximumallowable pressure. Higher pressures, up to 3.0 pounds per foot of verticaldepth, were often applied when the grout injection rate appeared to be muchlower than the grout injection rate that had been indicated as probable by thepressure testing. Final grouting pressures were generally in the high rangeunless a very large volume of grout had been injected, in which case thepossibility of "Jacking" the rock was taken into careful account, for thegreater the volume of grout injected, the greater the danger of "Jacking."

A-02. Spacina of Grout Holes Because the "stop" method of grouting wasemployed, hole-to-hole communication of water or grout was carefully avoided.Primary holes were drilled and grouted at 80-foot intervals, and then a secondset of primary holes was drilled and grouted at intervals midway between theinitial set of primary holes. Thus the primary holes, though actually drilledat 80-foot intervals, were finally spaced at 0-foot intervals along the twoexperimental grout curtains. The secondary holes were spaced in exactly thesame manner as were the primary holes, except in cases involving the

'possibility of interference with contractors' operations in the immediatearea. In such cases, the drilling and grouting sequence was altered to avoid

interference.

Tertiary holes were also drilled and grouted at 80-foot intervals initially,and were not drilled at 40-foot intervals until the last "pass" of tertiaryholes was being made after three grouted holes intervened between successivetertiary holes along the line.

IV-A-1

A-03. L The left abutment grout curtain is located betweenStations 143+00 and 151+00 on the dam axis. The right abutment grout curtainis located along a line that originates at a point on Station 82+20 of the damaxis and extends, in succession, to the following five points:

Dam AxisStation Range

84+60 Centerline of dam

85+62.23 0+63.0' Upstream

87+02.04 0+62.85' Upstream

88+04.42 Centerline of dam

88+64.42 Centerline of dam

A-04. Bedrock stratigrashy. --Bedrock in both abutments consists of asequence of limestone and shale beds, all of Permian age, and in decendingorder are as follows:

a. Towanda limestone member* --The Towanda is a hard, dense,thin-bedded limestone about 15 feet thick. Solutioning and softening due toweathering has opened the bedding planes and joints in the limestone andappreciably reduced the strength of several thin interbedded shale layers.

b. Holmesville shale member. --The Holmesville is 13 to 18 feetthick, soft, laminated, and interbedded with thin discontinuous limestonestoward the base. A solution zone is generally present within five feet of thebase.

a. Fort Riley limestone member. --The Fort Riley member is about38 feet thick at the damsite and consists of thin-bedded to massive,argillaceous and shaly limestone. It has been subdivided on the basis oflithology into five zones in descending order as follows:

(1) Zone A. --Zone A, the upper zone, consists of approxi-mately 13 feet, of thin-bedded, moderately hard, dense, argillaceous and shalylimestone.

(2) Zone B. --Zone B is medium-bedded, moderately hard,argillaceous, light gray limestone about 6 feet thick. It contains scatteredvugs or solution pits.

(3) Zone C. -- Zone C is limestone about 9 feet thick, thin-bedded, moderately hard, dense, argillaceous, and light to dark gray.

(4) Zone D. --Zone D is a hard, dense, massively beddedlimestone. It is characteristically solution pitted. Zone D is approxi-mately 8 feet thick and forms a conspicuous outcrop called the "rimrock" alongthe valley walls at the dam3ite.

IV-A-2

| I

(5) Zone E. --Zone E is the basal member of the Fort Rileyand is a massive limestone ranging in thickness from less than a foot to14 feet. It is hard, fine-grained and dark gray.

d. Oketo shale member. --The Oketo member is moderately hard,calcareous, massive, dark gray shale which ranges in thickness from 4.5 to6.8 feet. It is the most competent shale at the damsite and shows unusuallyhigh resistance to weathering and slaking.

e. Florence limestone member. --The Florence member consistsgenerally of about 36 feet of hard, cherty, thin to medium bedded limestone.It has been subdivided on the basis of lithology into four zones in descendingorder as follows:

(1) Z _A. --Zone A is a hard limestone, thin to mediumbedded, dense, very cherty (nodular), gray and tan colored. It is about15 feet thick.

(2) ZonenB. --Zone B, about 5.5 feet thick, is a massive,hard, dense, tan limestone containing numerous small vugs or solution pits.

(3) ZongC. --Zone C is about 11 feet thick, is a thin-bedded, hard, dense, cherty limestone of tan and gray color.

(4) Z~n2. -- Zone D is about 4.5 feet thick. It is lime-stone, thin to medium bedded, dense and gray. It becomes very shaly at its

*base.

- f. Blue Sorinks shale member. --The Blue Springs shale is about33 feet thick and has been subdivided on the basis of lithology into twozones. The upper zone (A) is about 20 feet thick and consists of soft,calcareous, red and green shale. It contains a limestone bed about I footthick near its base. The lower zone (B) is about 13 feet thick and consists

* of a fissile, moderately hard, calcareous, dark gray shale. Zone B containsan occasional nodule and a few thin seams of gypsum. The gypsum amounts areso minor that solutioning of them should not materially affect foundations.

A-05. Seauence of operations. right abutment. --Drilling and groutingbegan on 1 February 1963 and was completed on 3 July 1963 by means of aFailing 1500 '8' type rotary drill employing air as the drilling fluid. An NXhole was drilled to full depth by means of fishtail and rock bit. The holewas then grouted by the *stop" method of grouting, which consists in drillinga hole to full depth, then pressure testing and grouting the lowest zonepresent; then, with successively shallower settings of an inflatable packer,pressure testing and grouting each groutable horizon of the hole until theuppermost groutable horizon has been grouted. The grouted hole is thenbackfilled, this being done by means of a tremie pipe unless the grout presentin the hole is at a level above the 20-foot depth, in which case the backfillgrout is merely squirted into the top of the hole by means c the groutdelivery line.

IV-A-3

Four other holes, spaced at 40-foot intervals, were then successivelydrilled and grouted in the above-indicated manner, with each hole beingcompleted (pressure-tested, grouted and backfilled) prior to the start of any '-

nearby hole. The five completed holes were then tentatively designated as"primary," pending the performance of holes to be drilled midway between them.

A secondary hole and two tertiary holes adjacent to it were completednext, so as to provide as soon as possible a grouted section of line thatcould be tested for tightness by means of a test hole angled at 20 degrees.Accordingly, the section of line between Stations 83+80 and 84+20, having fivevertical grout holes at 10-foot intervals, was ready for testing.

The five holes had taken a total of 418 sacks of cement (grout), but itwas not known whether there existed sufficient communication between openhorizontal bedding planes and vertical joints so as to allow free movement ofgrout to vertical joints not encountered by the drill.

An angle hole of NX size, inclined riverward at an angle of 200 withthe vertical, was drilled to full depth (127.0 feet) with a Longyear Model 44rotary drill. This hole, experimental hole 83+60, was then pressure testedand grouted by the "stop" method of grouting. In four successive settings ofthe packer, it was proved that the lower four of the then-supposed fivegroutable zones encountered in the hole were tight. The lower half of theFlorence limestone, the upper half of the Florence limestone, and the "D" and"BO zones of the Fort Riley limestone proved to be tight. The "A" zone of theFort Riley limestone could not be satisfactorily pressure tested. Since thebase of the Towanda limestone is 10 feet above spillway crest elevation,grouting was not considered necessary. After testing the first 20-degreeangle hole, it was decided to bring more of the grout line to a 10-foot-spacing as soon as possible, and, with additional 20-degree angle holes,verify what the first angle hole had indicated: that vertically drilled holesmight prove to be a satisfactory means of delivering the grout to the verticaljoints. Accordingly, nine more holes were drilled and grouted, as above, andgenerally in the order dictated by the necessity for avoiding conflict withthe access road Contractor.

Thus the next nine holes to be completed were drilled and grouted in whatappears to be aimless order: tertiary, primary, tertiary, primary, etc. Atthis point in the operation, with 18 vertical holes drilled and grouted,enough of the grout line had been completed with 10-foot-spaced holes so asto provide a grouted section for additional testing by means of a second20-degree angle hole. However, Contractor's operations in the area preventeddrilling of the planned angle hole. Accordingly, the second angle hole wasdrilled elsewhere (at Station 83+68). This hole (angle hole 83+65) wasdrilled to depth 50 feet with air as the drilling fluid. It could not bedrilled deeper by such means, and water was then used as the drilling fluid inadvancing the hole to full depth, through the Florence limestone and into theBlue Springs shale.

The second angle hole gave results similar to those of the first anglehole, proving tight in all horizons below the "A" zone of the Fort Rileylimestone, with that zone taking 38 g.p.m. of water in the pressure test and13 sacks of cement (grout).

IV-A-4

NOTE: In the light of experience gained in testing and grouting of theHolmesville shale since that time, it is considered likely that the 13 sacks

*of cement (grout) entered the Holmesville shale instead of the "A* zone of theFort Riley limestone. During subsequent operations, much grout was injectedinto a stained solution-opened horizontal bedding plane that persists in thelower part of the Holmesville shale. This bedding plane, undoubtedlyencountered by the 20-degree angle hole, could easily have been opened widerduring the pressure test. The water pressure (35 p.s.i. on gage, plus headpressure) totaled 49 p.s.i.: too much to apply to the bedding plane, whichlies at a vertical depth of 36-37 feet at this location on the grout line.

A third test hole 83+00), angled at 20-degrees, was then drilled to fulldepth at a location approximately 60 feet southward of the first two angleholes. It proved tight in all zones below the "A" zone of the Fort Rileylimestone, which horizon took 4 sacks of cement (grout). At this point in theexperimental grouting operation, it became reasonably certain that the rightabutment grout curtain could be satisfactorily installed by means of verticalholes spaced at 10-foot intervals and grouted by the "stop" method. Twoadditional angle holes were drilled and tested.

Angle hole 83+05, drilled with air as the drilling fluid and testedprogressively (by stage method) as the hole was advanced, took 24 g.p.m. ofwater and 14 sacks of cement (grout) in the Florence limestone. But this, thefirst angle-hole "take" in the Florence limestone, was attributed to the factthat this section of Florence had not been grouted on 10-foot centers, but on20-foot centers. (Tertiary hole 83+50, which later halved the 20-foot space,had not yet been drilled.) Again, in this angle hole, there was a veryconsiderable "take" (59 sacks cement) when the packer was set in the

!' Holmesville shale. This "take," then supposed to have occurred in the "A"zone of the Fort Riley limestone, is now believed to have occurred in thesolution-opened horizontal bedding plane that is present in the lower part ofthe Holmesville shale. A fifth angle hole (83+70), drilled with water as thedrilling fluid, proved tight in all zones except the "D" zone of the FortRiley limestone, where four sacks of cement (grout) were injected.

At this point in the operation, a review of the drilling and groutingdata indicated that 10-foot spacing of grout holes would generally suffice toachieve installation of the grout curtain, and that vertical holes could beemployed. All drilling and grouting operations that followed were performedin a more orderly manner. Primary holes, initially spaced at 80-footintervals and finally at 40-foot intervals, were drilled to full depth andthen grouted by the "stop" method. The interval between open ungroutedprimary holes was always kept at 80 feet, which was adequate to prevent hole-to-hole communication of grout. When the drilling and grouting of the primaryholes were completed, work was begun on the remaining secondary holes. Again,hole-to-hole communication of grout was carefully avoided by maintaining an80-foot interval between successive open (ungrouted) secondary holes. Uponcompletion of the secondary holes, the tertiary holes were drilled and groutedin similar manner, with the 80-foot interval between open tertiary holesusually maintained.

ILIA

IV-A-5

* Completion of the 34 tertiary holes resulted in a completed grout hole ateach 10-foot interval along the entire length (680') of the line. With theline thus brought to 10-foot spacing, it was thought proper to test thetightness of the grout curtain by means of angle holes drilled into variousparts of the curtain that were suspected of being open. In general, thoseparts of the curtain that had taken little or no grout were suspected, sinceit was assumed that failure of a zone to accept grout had been caused byfailure of the vertical grout holes to communicate with vertical joints.

Accordingly, six additional 200 angle holes were drilled to full depthat Stations 87+82, 87+34, 86+51, 85+50, 84+54 and 82+65.

Combined grout "takesw of the final six 20-degree angle holes was asfollows:

Sacks Cement (Grout)

Zone (Total for six holes)

Towanda limestone 88

Holmesvillle shale 35

A Zone (Ft. Riley) 27

B Zone (Ft. Riley) 4

D Zone (Ft. Riley) 0

Florence limestone 0

As a final precautionary effort, eight more vertical quaternary holes,spaced at 10-foot intervals, were added in the most landward 75-foot sectionof the grout line, (Station 88+25 to Station 89+00). Only 16 of a possibletotal of 68 quaternary holes were drilled. Thus the right abutment groutcurtain is grouted with vertical 5-foot-spaced holes along 160 feet (24%) ofit 680-foot length. The remaining 520 feet of the grout curtain is groutedwith vertical holes spaced at 10-foot intervals. Only four of the 16quaternary holes penetrated the Florence limestone. Thus only 10 feet (6%) ofthe lateral extent of the Florence limestone is grouted with vertical holesspaced at five-foot intervals, while 640 feet of it (94%) is grouted withvertical holes spaced at 10-foot intervals.

A-06. Seauence of oDerations? left abutment, -- Drilling and grouting onthe left abutment began on 5 July 1962 and was completed 15 November 1962.Towanda limestone in the immediate area was overlain by a blanket of sandapproximately 13 feet thick and casing was required in drilling some of thegrout holes. The first phase of the work consisted in drilling and groutingeleven primary holes spaced at 80-foot intervals along the entire 800-footlength of the grout line (Station 151+00 to Station 143+00 on the dam axis).The second phase of the work consisted in drilling and grouting 10 moreprimary holes, spaced at 80-foot intervals, with each successive hole beinglocated midway between successive pairs of the initial eleven primary holes.Of the 21 primary holes drilled, complete loss of drilling fluid (water)

IV-A-6

occurred in fifteen. With the 21 primary holes completed at 40-foot intervalsalong the entire length of the grout line, a comparison of the cement (grout)consumption that had occurred in the two groups of primary holes was made.The first group (eleven holes) took a total of 1,931 sacks of cement (grout),for an average of 176 sacks per hole. Florence limestone took an average of

70.4 sacks per hole. The second group (ten primary holes), which wereregarded as "secondary" primary holes, took a total of 1,915 sacks of cement(grout), for an average of 192 sacks per hole, and the Florence limestone tookan average of 55 sacks per hole. The conclusions arrived at were as follows:

a. Grout injected into the first grour of primary holes had nottraveled a distance of 80 feet horizontally in any of the grouted zones abovethe Florence limestone.

b. Grout injected into the Florence limestone could possibly havetraveled more than 80 feet horizontally.

c. The secondary, tertiary, and other grout holes yet to bedrilled could safely be left open without the risk of their being accidentallyundergrouted by premature introduction of grout originating from grout-pumpingoperations conducted on holes 80 feet away. As the Florence limestone hadtaken thick grout rather well, it was believed that the grout already placedin that member would prevent hole-to-hole travel of grout in secondary holes.

Drilling and grouting of the secondary holes with the 80-foot intervalbetween, was maintained as successive "passes" of the drill and grout machinewere made along the grout line. However, the drilling and grouting sequencewas interrupted after only 13 of the 20 secondary holes had been completed,when the Contractor expressed a desire to begin cut-off-trench blastingoperations along the riverward 100 feet of the grout line. It then becamenecessary to complete the landward 100 feet of grout line early by drillingand grouting the followirg six tertiary holes ahead of schedule: Stations14350, 143+10, 143+90, 143+70 and 143+30.

After the landward 100 feet of grout line was completed on 10-footcenters, the remaining seven secondary holes were drilled and grouted, whichmade a grouted hole at each 20-foot interval. A complete loss of drill wateroccurred during drilling of two of the secondary holes. Tertiary drillingbegan with 40-foot spacing in order to shorten "moves" of the drill andgrouting machine but after five holes were complete inter-hole communicationoccurred. Wash water from tertiary hole 150+90 traveled through the sandoverlying the Towanda limestone, or possibly through the Towanda joints, andentered cased tertiary hole 150 50. The 80-foot spacing was resumed.

During the last (third) teritary-hole "pass" along the grout line; withthree completely grouted and backfilled holes between the successive pairs ofremaining tertiary holes, the 80-foot interval was discontinued in favor of

the 40-foot interval. On completion of all (40) tertiary holes, the groutline included a completed (grouted) hole at each 10-foot interval along thefull length of the line.

IV-A-7

A stage-drilled angle test hole, (hole 149+68), was then drilled in orderto test "tightness" of the grout curtain. This hole was inclined riverwardtwenty degrees. It took 9 sacks of cement (grout) in the "A" zone and 5-3/4sacks in the "D" zone of the Fort Riley limestone, with all other groutablezones proving tight. As the injected grout was of high water-cement ratio(3:1, 2:1 and 1.5:1) and as the time required for injection of the grout wasin both cases rather prolonged, (9-sack injection requiring 68 minutes, 5-3/4-sack injection requiring 60 minutes), it was concluded that the two "takes" ofgrout were not great enough to warrant the drilling quaternary holes in thatarea of the grout curtain. The 10-foot spacing of holes appeared to besufficient.

The overburden overlying the top of bedrock was troublesome in that itvery often was not firm enough to provide sufficient purchase for the settingof grouting packers. As a result, in many parts of the grout curtain, theuppermost groutable horizon had been undertreated. A series of shallowquaternary holes was drilled, along with additional 20-degrees-angle testholes. The results of pressure-testing and grouting of the five 20-degree-angle test holes are as follows:

Sacks Cement (Grout)

on (Total for Five Holesl

Towanda limestone 2

Holmesville shale 0

"A" Zone (Fort Riley) 27-1/2

"B" Zone (Fort Riley) 0

"D" Zone (Fort Riley) 18-1/4

Florence limestone 0

After completion of 34 quaternary holes, two shallow-depth quinary holes(145+42.5; 145+62.5) were drilled in two areas of the grout curtain suspectedof being open. The two holes took a total of four sacks of cement (grout).Only 34 of a possible 80 quaternary holes were drilled. Thus the leftabutment grout curtain is grouted with vertical 5-foot spaced holes along only340 feet (43%) of its 800-foot length. The remaining 460 feet of the groutcurtain is grouted with holes spaced at 10-foot intervals. Only 14 of the 34quaternary holes penetrated the "DR zone of the Fort Riley limestone, and onlyfour of them penetrated the Florence limestone. Thus only 130 feet (16%) ofthe lateral extent of the rD" zone of the Fort Riley limestone was groutedwith vertical holes spaced at 5-foot intervals, and only a 5% of the Florencelimestone was grouted on such close spacing of holes.

IV-A-8

A-07. Results and Conclusions. Results of the experimental drillingand grouting program are summarized in tables 1 thru 18, Pages IV-A-17 thruIV-A-33. The following conclusions were made:

(1) Inclined (angle) drill holes are not necessary forinstallation of a grout curtain but because they offer a better chance forinception of vertical joints, angle holes are superior to vertical holes as ameans of grouting a formation containing vertical joints.

(2) The use of air as a drilling fluid proved workable but wasless effective than the use of water. Air-drilling was given a trial and thenabandoned in favor of the water drilling. As employed in drilling 14 of the96 NX-size holes of the right abutment grout curtain, the air-drilling rateaveraged only half as fast as water-drilling. Water-drilling proved superiorin several instances when drill rods and drill bit suddenly became tightlywidged in the hole. Just as a drill that employs water as the drilling fluidcan lose the water in an open joint, so a drill that employs air as thedrilling fluid can lose air to such extent that very little air (far toolittle to remove cuttings from the hole) returns to the ground surface. Whensuch action occurs in an air-drilled hole, not all the cuttings can escapeinto the open joint that is accepting the air, especially if the drill, as itdescends, next enters a soft or a fairly moist shale. As moist or wet shaledoes not readily reduce to a manageably buoyant powder or to small non-adhering particles of rock, the result is often an accumulation of moist shaleparticles (probably at a level slightly above the indicated open joint). Asdrilling is continued, the particles rapidly collect into an adhering massthat prevents upward travel of the air and soon causes the drill rods tobecome tightly bound. Injections of water or detergent-treated water throughthe air line prevented the above described action to some extent but not to asufficient extent.

* (3) The bit found to be most effective for drilling of the very

cherty Florence limestone proved to be the K-2 type of roller rock bit. Thenext best bit used was the K-i type of roller rock bit. Both types aremanufactured by Oil Tool Manufacturing Co., Inc., of Tonkawa, Oklahoma, andthe writer recommends the K-2 type for NX boring of hard material. Rebuiltbits of either type (K-i or K-2) proved generally unsatisfactory in that theirbearings often failed to survive one drilling of the Florence limestone.Although several attempts were made to drill two full-depth holes with thesame K-2 type of bit, only one of the attempts was successful, and this provedto be too time-consuming. It was far more economical to use a new roller rockbit in each hole to be drilled through the Florence limestone, and this wasthe procedure that became standard. Thus the number of roller rock bitsconsumed in the drilling is approximately equal to the number of holes drilledthrough the Florence limestone. Material other than the Florence limestonewas readily and rapidly drilled with even fishtail bits and presented noproblem.

IV-A-9

TAKEZS

'nun

MRKED-FG 15 June 1966

Table 1.-- Footage Figures (Right Abutment)

Type of Holes FeetHole Drilled Drille

Primary 18 2,180

Secondary 17 2,051

Tertiary 34 4,094

Quaternary 16 1,374

Quinary -- --

Angle J11 1,369

Totals 96 11,0680

*Includes overburden

Table 2.-- Summary of Drilling Footage(Right Abutment)

FeetfDrilled Tve of Material Drilled

676 Overburden

7,876 Six horizons grouted (bedrock)

2,516 Four horizons not grouted (bedrock)

11,068 Total of all drilling

IV-A-1O

MRKED-FG 15 June 1966

Table 3.-- Formation Footage (Right Abutment)Feet

Overburden 676

Towanda limestone 1,140

Holmesville shale 1 ,453

Zone "A" (Fort Riley) 1,119

Zone "B" (Fort Riley) 485

Zone "D" (Fort Riley) 954

Florence limestone 2 _72;S

Total 8,5520

*Excludes horizons not grouted: "C" Zone and "Ew Zone of Fort Rileylimestone, the Oketo shale and the Blue Springs shale. These horizonsrequired 2,516 feet of drilling.

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IV-A-17

Table 10

FOOTAGE FIGURES(Left Abutment)

TypeoT Holes Feot

112112

, 5Primary 21 2,255

Secondary 20 2,160

Tertiary 40 4,278

Quaternary 34 1,366

Quinary 2 47

Angle --5

Total 122 10,7081

#Includes Overburden.

IV-A-18

bM

Table 11

SUMMARY OF DRILLING FOOTAGE(Left Abutment)

Feet Type of Material

Drilled Drilled

874 Overburden

6,942 Six Horizons Grouted

2.ZFour Horizons Not Grouted*

10,708 Total of all drilling.

*These horizons did not accept grout:

"C" Zone (Ft. Riley)

"E" Zone (Ft. Riley)

Oketo shale

Blue Springs shale

IV-A-19

Table 12

FORMATION FOOTAGE(Left Abutment)

Feet

Overburden 874

Towanda Limestone 287

Holmesville Shale 1,042

Zone "A" (Ft. Riley) 1,120

Zone "B" (Ft. Riley) 5145

Zone "D" (Ft. Riley) 954

Florence Limestone 21994

7,816'

*Excludes horizons not grouted: "C" Zone and "E" Zone of Ft. Riley limestone,the Oketo shale and the Blue Springs shale. These horizons required 2,892feet of drilling.

IV-A-20

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Documents

RVER CORPS OF ENSINEERS KANSAS CITY *W:uuu..uurnuu …UU, Iliii ,.o 5o.22.6 1111 112.0 1111.25 _1111__ -6 MICROCOPY RESOLUTION TEST CHART ... 4-04 Shale Foundation IV-4-5 4-05 Limestone