W912P521B0004 RTA TPlans.pdf

PDF 26 MB Posted Jan 22, 2021

Attached to: W912P521B0004 - Loyall Ponding Phase 1
Solicitation number: W912P521B0004
Issued by: Department of the Army Corps of Engineers Engineering District Nashville

About this file

Written by GovTribe AI · Dec 27, 2023

This document provides details for a federal contract opportunity with the Department of the Army Corps of Engineers Engineering District Nashville. The solicitation number is W912P521B0004 and is for the Loyall Ponding Phase 1 project. Attached are the Ready To Advertise plans and specifications for constructing flood risk management infrastructure. Interested parties should review the attached documents for requirements regarding response dates, pricing, and other submission details to provide construction services for the specified flood control project.

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Other files

File	Type	Posted
1419A - Construction Abstract2_Loyall Ponding Phase 1.pdf	PDF	Feb 22, 2021
1419 - Construction Abstract_Loyall Ponding Phase 1.pdf	PDF	Feb 22, 2021
W912P521B0004 Amendment 01 - Loyall Ponding Phase 1.pdf	PDF	Feb 16, 2021
Q1A-64704-Plot-000.pdf	PDF	Feb 16, 2021
W912P521B0004 RTA TSpecs.pdf	PDF	Jan 22, 2021
Sol W912P521B0004 Loyall Ponding Phase 1 Project.pdf	PDF	Jan 22, 2021

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®of Engineers

US Army Corps

Nashville District

City of Loyall

Harlan County, Kentucky

Upper Cumberland River Basin

Local Protection Project

Remediation Plans For Loyall Ponding

Phase I

JANUARY 2021

W912P5-21-B-0004

Ready To Advertise (RTA) Chief, Engineering Construction Division

Kyle C. McCune, P.E.

Lt. Colonel, C.E. District Engineer

Lt. Colonel, Sonny B. Avichal

Submitted:

Karlena F. Pabian, P.E.

Chief, Civil Design Branch

Robert W. Baulsir III, P.E.

Approved:

(2.) The approval signatures appearing in the signature block on this sheet constitute approval of all drawings listed in the sheet index.

designations of individuals appear on these project documents within the scope of their employment as required by ER 1110-1-8152.

(1.) This project was designed by the Nashville District of the U.S. Army Corps of Engineers. The initials or signatures and registration

Note:

Geotechnical Engineer

Approval Recommended:

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READY TO ADVERTISE (RTA)

FILE NAME DRAWING TITLE

GENERAL

Q1A-0/20

CIVIL

Q1A-64/700

Q1A-64/701

Q1A-64/702

Q1A-64/703

Q1A-64/704

Q1A-64/705

Q1A-64/706

Q1A-64/707

Q1A-64/708

Q1A-64/709

Q1A-64/710

25E

25W

11W

11E

25E

11W

11E

M B

E R L A

N D

CLINCH RI

VER

G R A

AKE

H O L

S T

O N

VER

KY.

VA.

VICINITY MAP

N.T.S.

LOCATION MAP

N.T.S.

KNOXVILLE

CITY

JEFFERSON

MORRISTOWN

NORRIS DAM

STATION

BEAN

TAZEWELL

MIDDLESBORO

SILER

BARBOURVILLE

PINEVILLE

CORBIN

LAUREL RIVER

LAKE

HARLAN

BAXTER

GAP

PENNINGTON

CUMBERLAND

JONESVILLE

TENN.

VA.

DOUGLAS L

AKE

JACKSBORO

LAFOLLETE

JELLICO TENN.

KY.

RIDGE

OAK

YALL

LOYALL PONDING SITE OVERVIEW

INDEX OF DRAWINGS - LOCATION & VICINITY MAPS

UPSTREAM SITE - EXISTING CONDITIONS SITE PLAN

UPSTREAM SITE - TEMPORARY WEIR REMOVAL ACCESS ROAD

DOWNSTREAM SITE - EXISTING CONDITIONS SITE PLAN

Q1A-64/501

Q1A-64/502

Q1A-64/503

STRUCTURAL

UPSTREAM CULVERT - PLAN VIEW AND PROFILE

UPSTREAM CULVERT OUTLET HEADWALL - PLAN AND SECTIONS

UPSTREAM CULVERT INLET GATEWELL - CONCRETE STRUCTURE

C U

M B

E R

L A

N D

R I V

E R

R E

E T

MARIE ST.

M A

P O

T H

C H

RIVER ST.

CEDAR STREET

WILKERSON ST.

BRIDGE NOT IN

USE

WILKERSON STREET

CHAD STREET

CEDAR STREET

R E

E T

R E

E T

R E

E T

F I R

R E

E T

11451150

5 1

R E

E T

LOUISVILLE & NASHVILLE RAILROAD

WILKERSON STREET

JOHNIE STREET

CALLAHAW STREET

GREEN STREET

C H

R E

E T

CARTER AVE.

COURTNEY STREET

B A I L

R E

E T

M A

P O

T H

R E

E T

U N

T H

R E

E T

W I L

K E

R S

R E

E T

COUNTY PIKE

CEDAR STREETCHAD STREET

LOUISVILLE

AND

NASHVILLE

RAILROAD

EMERLING AVENUE

R E

E T

R E

E T

R E

E T

R E

E T

LOUISVILLE &

R.R.

NASHVILLE

RIO VISTA

LOYALL

HIGHWAY 840

CUMBERLAND RIVER

HIGHWAY 119 TO

LAN

DOWNSTREAM SITE

UPSTREAM SITE

Q1A-64/504

DOWNSTREAM SITE - SITE PLAN

RIO VISTA BORROW AREA - EXISTING TOPO AND ACCESS ROAD

REFERENCE DRAWINGS - FOR INFORMATION ONLY

Q1A-64/800

Q1A-64/801

Q1A-64/802

Q1A-64/803

ELECTRICAL/MECHANICAL

Q1A-64/711

MISCELLANEOUS DETAILS

DAILY RIVER ELEVATION OBSERVED, 2008-2020 (1 OF 2)

DOWNSTEAM SITE SECTIONS AND PROFILES

UPSTREAM SITE SECTIONS AND PROFILES

CONSTRUCTION LAYDOWN AREA - SITE PLAN

DAILY RIVER ELEVATION OBSERVED, 2008-2020 (2 OF 2)

FLAP GATE AND TRASH SCREEN DETAILS - FLAP GATE AND SLUICE GATE SCHEDULES

LOYALL DOWNSTREAM GATEWELL SLUICE GATE AND OPERATOR DETAILS

LOYALL UPSTREAM GATEWELL SLUICE GATE AND OPERATOR DETAILS

LOYALL DOWNSTREAM GATEWELL ELECTRICAL DETAILS

LOYALL UPSTREAM GATEWELL ELECTRICAL DETAILS

RDH-110-02 PIPE CULVERT HEADWALLS 0 DEGREE SKEW

RDH-210-03 DIMENSIONS & QUANTITIES 30" - 108" HEADWALLS CIRCULAR PIPE 0 DEGREE SKEW

RDM-010-05 MANHOLE TYPE C (CHAMBER LAYOUT)

RDM-011-04

RDM-012-02

RDM-013-03

MANHOLE TYPE C (TOWER APPLICATIONS)

MANHOLE TYPE C (STEEL PATTERN)

MANHOLE TYPE C (TABLE OF QUANTITIES)

RDM-055 MANHOLE STEPS

NF-2553 105 B R-2553 FRAME AND TYPE "G" GRATE

RDB-106-05 GRATES FOR SLOPED AND FLARED BOX INLET - OUTLET

Q1A-77/38.2

Q1A-77/36A

Q1A-77/36.4

Q1A-77/35.4

Q1A-77/34.1

Q1A-77/33.1

Q1A-64/440.1

Q1A-64/438.1

Q1A-64/437.1

Q1A-64/436.2

Q1A-64/435.1

Q1A-64/434.1

Q1A-64/432.1

Q1A-64/431.1

Q1A-64/430.1

Q1A-10/182

Q1A-10/173

Q1A-10/172

Q1A-10/144.1

Q1A-4/362.1

Q1A-4/243.1

TYPICAL GATEWELL ELECTRICAL DETAILS (FEB. 1994)

LOYALL GRAVITY INLET / ELECTRICAL SCHEMATIC DIAGRAM (MAY 1998)

LOYALL GRAVITY INLET / ELECTRICAL DETAILS (FEB. 1994)

LOYALL GRAVITY INLET / ELECTRICAL SITE PLAN (FEB. 1994)

LOYALL GRAVITY OUTLET / ELECTRICAL DETAILS

LOYALL GRAVITY INLET / ELECTRICAL SITE PLAN (FEB. 1994)

PHASE 3 / LOYALL GRAVITY INLET / OUTLET GATEWELL PLAN AND SECTIONS

PHASE 3 / LOYALL GRAVITY INLET / INLET HEADWALL PLAN AND SECTIONS

PHASE 3 / LOYALL GRAVITY INLET / GATEWELL SECTIONS AND DETAILS

LOYALL GRAVITY INLET / GATEWELL / PLAN AND SECTIONS (MAR. 1994)

PHASE 3 / LOYALL GRAVITY INLET / PLAN AND PROFILE

LOYALL GRAVITY OUTLET / OUTLET HEADWALL / PLAN AND SECTIONS (MAR. 1994)

PHASE 3 / LOYALL GRAVITY OUTLET / GATEWELL SECTIONS AND DETAILS

PHASE 3 / LOYALL GRAVITY OUTLET / GATEWELL PLAN AND SECTIONS

PHASE 3 / LOYALL GRAVITY OUTLET / PLAN AND PROFILE

PHASE 3 / RIO VISTA LEVEE / INSTRUMENTATION PLAN

PHASE 3 / LOYALL DIVERSION / LOGS OF BORINGS

PHASE 3 / LOYALL LEVEE & FLOODWALL / SOIL AND ROCK PROFILE

PHASE 3 / LOYALL DIVERSION EXPLORATION PLAN

WILKERSON STREET GRAVITY INLET / PLAN AND SECTIONS

GENERAL PLAN / LOYALL DIVERSION, LEVEE AND FLOODWALL

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SCALE:1"=200'

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WEIR

CULVERT INLET

CULVERT OUTLET

CULVERT INLET

CAUSEWAY LOCATION

GATEWELL WITH SLUICE GATE

TO DAILY CONSTRUCTION.

REPORTS TO BE OBTAINED FROM THE HARLAN WASTEWATER TREATMENT PLANT PRIOR

BROKEN PIPES NEED TO BE REPAIRED WITH 8 HOURS OF DISCOVERY. DAILY SEWER FLOW

SHALL HAVE ADEQUATE PIPE ON SITE FOR POTENTIAL REPAIR BEFORE HAULING BEGINS.

TRUCK TRAFFIC VIA SWAMP MAPS OR OTHER LOAD DISPERSAL PRODUCT. CONTRACTOR

12. WATER/SEWER PIPES AT THE DOWNSTREAM AREA NEED TO BE PROTECTED FROM

EXISTING HWY GUARDRAIL

SEE DRAWING Q1A-64/706

LAYDOWN AREA

CONSTRUCTION

PERFORMED IN ACCORDANCE TO USACE SAFETY MANUAL EM 385-1-1.

AND HEALTH ADMINISTRATION (OSHA) REGULATIONS. ADDITIONALLY, ALL WORK SHALL BE

5. CONTRACTOR SHALL MAINTAIN SAFETY PRACTICES THAT CONFORM TO OCCUPATIONAL SAFETY

PARKING AREAS, UTILITIES, SIDEWALKS, ETC. DUE TO DAMAGE CAUSED BY CONTRUCTION ACTIVITIES.

CLEAN THE ROADS. THE CONTRACTOR IS ALSO RESPONSIBLE FOR ANY REPAIRS NEEDED TO STREETS, THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING THE EQUIPMENT AND TOOLS NEEDED TO

4. CONTRACTOR SHALL KEEP ALL ROADS FREE OF CONSTRUCTION DEBRIS, MUD, DUST, ETC. AT ALL TIMES.

PRIOR TO CONSTRUCTION.

DISCUSS DISCREPANCIES AND FINAL CONFIGURATIONS WITH THE CONTRACTING OFFICER

TO EXISTING UTILITIES AND SITE FEATURES PRIOR TO BEGINNING CONTRUCTION.

3. THE CONTRACTOR SHALL FIELD VERIFY ALL PROPOSED SITE DEVELOPMENT WITH RESPECT

IMAGERY IS JULY 2019.

2. IMAGERY WAS IMPORTED INTO MICROSTATION FROM GOOGLE EARTH. THE DATE OF THE

ALL COORDINATES ARE BASED ON A SURVEY PERFORMED BY THE USACE DATED JULY 2020.

OTHERWISE NOTED ON PLANS (RIVER GAGE DATA). STATIONING IS BASED ON GROUND DISTANCE.

US FOOT (KY83-SF-NAD83). VERTICAL COORDINATES SHOWN ARE BASED ON NAVD 88 UNLESS

1. HORIZONTAL COORDINATES SHOWN ARE BASED ON KENTUCKY STATE PLANE, SOUTH ZONE,

GENERAL NOTES:

SEE DRAWINGS Q1A-64/710 & 711 FOR WSE DETAILS.

USGS WATER GAGE 03401000

ADVANCE FOR PHASE 1.

SEWER PIPE. LIMIT OF

LOCATION OF HARLAN CITY

EXISTING HAUL ROAD

IN THE DRAWINGS SHALL BE APPROVED BY THE CONTRACTING OFFICER PRIOR TO STAGING.

11. CONTRACTOR STAGING AREAS FALLING OUTSIDE THE GRADING AND CONSTRUCTION LIMITS

THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD).

KENTUCKY STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION (2019), AND

TRAFFIC DURING CONSTRUCTION ACTIVITIES SHALL ADHERE TO SECTION 112 OF THE

10. FOR CONSTRUCTION ACTIVITES NEAR AND ON ROADWAYS, MAINTENANCE AND CONTROL OF

HORIZONTAL & VERTICAL CONTROL POINT

RCP REINFORCED CONCRETE PIPE

WSE WATER SURFACE ELEVATION

GPS GLOBAL POSITIONING SYSTEM

H:V HORIZONTAL:VERTICAL

N:E NORTHING:EASTING

Z: ELEVATION

LEGEND

Z: 1165.20

E: 2341129.91

N: 1836985.75

MAG NAIL

Z: 1154.70

E: 2340992.89

N: 1836843.86

NAIL

Z: 1154.56

E: 2340999.61

N: 1836807.11

GPS BASE IRON ROD W/CAP

THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL UTILITIES ON THE PROJECT SITE.

THOSE UTILITIES INDICATED ARE NOT NECESSARILY ALL WHICH EXIST ON THE PROJECT SITE.

OF ABOVE AND BELOW GROUND UTILITIES INDICATED ON THE PLANS ARE APPROXIMATE ONLY.

REPAIRED AND THE SERVICE RESTORED PROMPTLY AT THE CONTRACTOR'S EXPENSE. LOCATIONS

OR INTERRUPTION OF SERVICE CAUSED BY THE CONTRACTOR'S OPERATIONS SHALL BE

9. UNLESS OTHERWISE INDICATED, DO NOT DISTURB EXISTING UTILITIES. ANY DAMAGE TO UTILITIES

INSTALLATION/REMOVAL.

STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION (2019) FOR GUARDRAIL

OPERATIONS SHALL BE REPAIRED AT THE CONTRACTOR'S EXPENSE. SEE SECTION 719 OF KYTC

GUARDRAILS, INSTRUMENTS, ROADS, OR OTHER STRUCTURES CAUSED BY THE CONTRACTOR'S

ACTIVITIES SHALL BE SHOWN ON THE CONTRACTOR'S SCHEDULE. ANY DAMAGE TO FENCES,

OFFICER AT LEAST 30 DAYS IN ADVANCE OF THE REQUIRED DATE FOR REMOVAL. REMOVAL

TO FACILITATE WORK SHALL BE REPAIRED OR REPLACED. NOTIFY THE CONTRACTING

8. FENCES, GUARDRAILS, OR OTHER STRUCTURES WITHIN THE WORK AREA WHICH ARE REMOVED

SITE PRIOR TO FINAL PAYMENT.

ENVIRONMENTAL CONTROLS. ALL EROSION CONTROL MEASURES WILL BE REMOVED FROM

THROUGHOUT THE CONSTRUCTION PERIOD. SEE SPECIFICATION 01 57 19, TEMPORARY

WHERE WHERE IT IS EVIDENT THAT EROSION OF SEDIMENT CONTROL IS NEEDED

7. AT A MINIMUM, EROSION CONTROL BEST MANAGEMENT PRACTICES (BMPS) ARE REQUIRED

EARTHWORK AND SHALL BE MAINTAINED THROUGHOUT THE CONSTRUCTION PERIOD.

6. ALL NECESSARY EROSION CONTROL MEASURES SHALL BE INSTALLED PRIOR TO COMMENCING

CONTRACTOR WORK LIMITS

SEE DRAWINGS Q1A-64/701 & 702

5. FLAP GATE INSTALLATION

4. SECONDARY SLUICE GATE REMOVAL

3. PRIMARY SLUICE GATE REHAB

2. CULVERT CLEANOUT

1. WEIR REMOVAL

UPSTREAM SITE:

SEE DRAWINGS Q1A-64/703 & 704

NOTE: BURIED WATER/SEWER IN THE AREA

3. FLAP GATE INSTALLATION

2. SLUICE GATE REHAB

1. LANDING CONSTRUCTION

DOWNSTREAM SITE:

DRAWING Q1A-64/705

CONSTRUCTION SEE

START NEW HAUL ROAD

15. CALL KY 811 BEFORE ALL CONSTRUCTION ACTIVITIES BEGIN.

THE PROPER DELIVERY ADDRESS.

GIVEN TO THE PROJECT PERSONNEL AFTER REMOVAL. COORDINATE WITH THE COR FOR

14. THE DOWNSTREAM FLAP GATE AND THE UPSTREAM SECONDARY SLUICE GATE SHALL BE

AND Q1A-77/36.5 FOR ELECTRICAL WORK.

13. SEE DWGS Q1A-64/431.2 AND Q1A-64/436.3 FOR MECHANICAL WORK. SEE DWGS Q1A-77/34.5

THE UPSTREAM AND DOWNSTREAM LOCATIONS.

19. MODERATE CLEARING WILL BE NECESSARY AROUND THE EXISTING CULVERT HEADWALLS AT BOTH

ACCORDANCE TO LOCAL, STATE, AND FEDERAL REGULATIONS.

18. ANY STEEL, REBAR, AND NON-BACKFILL MATERIAL REMOVED FROM SITE MUST BE DISPOSED OF IN

THAT WAS REMOVED OR DAMAGED DUE TO THE CONTRACTOR'S SELECTED MEANS AND METHODS.

17. CONTRACTOR IS RESPONSIBLE TO REPLACE IN-KIND ANY EXISTING STRUCTURES OR EQUIPMENT

DURING THE ENTIRE LENGTH OF THE PROJECT.

16. THE CONTRACTOR SHALL MAINTAIN AT LEAST ONE MEANS OF CLOSURE AT EVERY CULVERT

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CUMBERLAND R

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COMPLETION

REPLACED UPON CONSTRUCTION

TO BE REMOVED FOR ACCESS AND

SITE ACCESS - EXISTING GUARDRAIL

STAIRWAY ACCESS

RIVER ST.

EXISTING WEIR LOCATION

.0 ft

.74ft

STAIRWAY ACCESS TO CULVERT

PROTECTED OR RELOCATED AS REQUIRED

EXISTING ELECTRICAL POLE TO BE

ACCESSIBLE FROM RIVER ST.

ROAD TO EXISTING OUTLET

SEE DRAWING Q1A-64/501, Q1A-64/502 &Q1A-64/504.

CONSTRUCT NEW OUTLET STRUCTURE WITH FRP FLAP GATE.

EXISTING CULVERT EXTENSION TO BE REMOVED.

2. SEE DRAWINGS Q1A-64/801 & Q1A-66/803 FOR MECHANICAL SCOPE.

RIVER SURFACE ELEVATIONS.

& 711 FOR ADDITIONAL INFORMATION REGARDING THE APPROX.

OF THE ASBUILT DRAWINGS. REFER TO DRAWINGS Q1A-64/710

APPROX. EL. 1138' WHICH WAS DETERMINED UPON REVIEW

OF THE RIVER. THE RIVER BOTTOM IS ASSUMED TO BE

1. NO SURVEY DATA HAS BEEN COLLECTED FOR THE BOTTOM

NOTES:

EXISTING GATEWELL WITH SLUICE GATE

SEE REFERENCE DRAWING Q1A-64/440

SEE DRAWING Q1A-64/501 & Q1A-64/503,

PROVIDE NEW GRATING COVER.

EXISTING SLUICE GATE TO BE REMOVED.

TO CREATE BETTER TRAFFIC FLOW

DOWN LAND SIDE OF LEVEE TO RIVER ST.

CONTRACTOR IS ALLOWED TO RAMP

UTILITY LINE

OVERHEAD ELECTRICAL

FENCING.

SEPARATE FROM WORK SITE WITH ADEQUATE

THROUGHOUT CONSTRUCTION DURATION.

LOYALL COMMUNITY PARK TO REMAIN IN SERVICE

RIPRAP SLOPE

GUARDRAIL

EXISTING HWY

CONTRACTOR WORK LIMITS

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CUMBERLAND R

IVER

SITE ACCESS

SLOPE = 2H:1V (TYP)

UPSTREAM SITE SECTIONS AND PROFILES --------------- Q1A-64/707

REFERENCES:

64/707

1+00 2+00

3+00 4+00

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7+00

8+00

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13+00

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WEIR ACCESS ROAD

PROFILE AND SECTIONS

RIVER ST.

' T

Y P

PLACING FILL

DAMAGED OR BLOCKED WHEN

UPSTREAM CULVERT SHALL NOT BE

NOT TO EXCEED 4".

OF THE LEVEE. THICKNESS OF SEDIMENT

BE DRIED AND SPREAD ON THE DRY SIDE

REMOVED SEDIMENT FROM CULVERT TO

FOR WEIR REMOVAL

PROPOSED ACCESS ROAD

RIPRAP SLOPE

E: 2343017.70

N: 1838027.73

E: 2343369.24

N: 1838175.10

E: 2343738.44

N: 1838107.90

E: 2344043.69

N: 1838028.63

E: 2343663.54

N: 1838083.94

UTILITY LINE

OVERHEAD ELECTRICAL

PUBLIC ACCESS TO THE WORK SITE.

6' TALL SAFETY FENCE TO PREVENT

CONTRACTOR WORK LIMITS

E: 2343029.16

N: 1838009.45

BEGIN ACCESS ROAD

HWY 840 GUARDRAIL

WATER FROM ENTERING THE CULVERT.

STRUCTURE/COFFERDAM MAY BE REQUIRED ON THE RIVER SIDE OF THE LEVEE TO HOLD BACK

13. DEPENDING ON CONSTRUCTION SEQUENCING REGARDING THE FLAP GATE, A

DAYS PRIOR TO ANY CONTRUCTION ACTIVITIES AFFECTING LOCAL TRAFFIC.

12. CONTRACTOR SHALL SUBMIT A TRAFFIC CONTROL PLAN TO THE CONTRACTING OFFICER FIVE

CONTRACTING OFFICER.

COMPLETION OF WORK, ANY DAMAGE SHALL BE REPAIRED TO THE SATISFACTION OF THE

ALTER THEIR OPERATION TO PREVENT FURTHER NEGATIVE IMPACTS TO THE LEVEE. PRIOR TO

TO STOP THE EROSION/SCOUR. AFTER EROSION/SCOUR HAS STOPPED, THE CONTRACTOR SHALL

SCOURING OF THE LEVEE TOE OR SLOPE, THE CONTRACTOR SHALL IMMEDIATELY TAKE ACTION

11. IF THE CONTRACTOR'S ACTIVITIES IN OR NEAR THE RIVER CHANNEL CAUSE EROSION TO OR

WIDTH AS QUICKLY AS POSSIBLE.

INTO THE RIVER SHALL BE REMOVED AS WELL IN ORDER TO RESTORE THE RIVER TO ITS FULL

WIDTH. AS WORK PROGRESSES AND THE WEIR IS REMOVED, THE WORK PLATFORM EXTENDING

10. ANY WORK PLATFORM CONSTRUCTED BY THE CONTRACTOR SHALL KEEP A MINIMUM 30' OF RIVER

WHILE ALLOWING FOR CONTROLLED ACCESS FOR CONTRUCTION.

CONTRACTOR SHALL MINIMIZE THE ABILITY FOR PUBLIC TRAFFIC IN THE AREA OF THE ACCESS PAD

9. A FENCE AT LEAST 6' TALL TO BE INSTALLED TO SEPARATE PLAYGROUND AREA FROM WORK SITE.

CONTRACTOR SHALL SUBMIT PROPOSED PLAN FOR SAFE SEDIMENT REMOVAL FROM THE CULVERT.

OFF SITE. MATERIAL SHALL NOT BE ALLOWED TO FLOW BACK INTO THE INLET DITCH.

STABILIZED WITH SEEDING. ANY DEBRIS LARGER THAN 6" IN ANY DIRECTION SHALL BE DISPOSED

ALONG THE LEVEE SLOPE NO THICKER THAN 4", ALLOWED TO DRY, AND PERMANENTLY

8. CULVERT IS TO BE CLEANED OUT. MATERIAL RESULTING FROM THIS EFFORT IS TO BE SPREAD

MEANS OF CLOSURE AT THE CULVERT FOR THE ENTIRE LENGTH OF PROJECT.

COURSE OF CONSTRUCTION ACTIVITIES. THE CONTRACTOR MUST MAINTAIN AT LEAST ONE

7. THE INLET ON THE UPSTREAM END SHALL NOT BE BLOCKED BY SHOTROCK FILL DURING THE

SHALL NOT BE GROUNDS FOR ADDITIONAL COMPENSATION.

ELEVATION, ABRUPT OR OTHERWISE, WHICH INTERRUPT OR NEGATIVELY IMPACT WORK

THE RIVER. SOME SUCH DATA CAN BE SEEN ON DRAWINGS Q1A-64/710 & 711. CHANGES IN RIVER

HYDROGRAPHS TO ENSURE MINIMAL IMPACT TO OPERATIONS OCCURING IN OR NEAR

THE CONTRACTOR SHALL THOROUGHLY EXAM ALL RIVER ELEVATION DATA AND

6. OPERATIONS IN THE RIVER CHANNEL WILL BE GREATLY IMPACTED BY RIVER FLOWS.

WASHING DOWNSTREAM.

FROM THE RIVER. CONTRACTOR SHALL SUBMIT PROPOSED METHOD TO KEEP MATERIAL FROM

DIRECTION. ALL DEMOLITION MATERIAL LARGER THAN 6" IN ANY DIRECTION SHALL BE REMOVED

BE USED AS BACKFILL AT DOWNSTREAM SITE. SIZE OF CONCRETE NOT TO EXCEED 8" IN ANY

BROUGHT TO A COMMERCIAL DISPOSAL SITE. CONCRETE FROM WEIR AND FREE OF REBAR MAY

NO DAMAGE TO ANY RIVER VESSELS. SEE DRAWING Q1A-64/438.1. ANY REMOVED REBAR TO BE

DOWN FLUSH TO THE RIVER BOTTOM OR CUT FLUSH WITH THE RIVER BOTTOM SO AS TO CAUSE

5. WEIR TO BE DEMOLISHED DOWN TO THE RIVER BOTTOM. REMAINING REBAR MAY BE BENT

AS PART OF A FUTURE CONTRACT. SEE DRAWINGS Q1A-64/704 & 705.

NO ADDITIONAL FILL WILL BE BROUGHT IN TO FINALIZE THE HAUL ROAD AS IT SHALL BE COMPLETED

USED FOR THE DOWNSTREAM CAUSEWAY AND FUTURE RIO VISTA HAUL ROAD CONSTRUCTION.

4. STONE FROM TEMPORARY ACCESS ROAD AND PAD, AND WEIR DEMOLITION SHALL BE

MATERIAL ASSOCIATED WITH WEIR DEMOLITION.

TO ENSURE THE FLOW CAPACITY OF THE RIVER IS NOT ALTERED. REMOVAL INCLUDES ALL

RIVER LEAVING THE LEVEE FOOTPRINT AT PRECONSTRUCTION CONDITIONS. THIS IS

3. UPON WEIR REMOVAL, ALL MATERIAL MUST BE REMOVED FROM THE LEVEE AND

PRECONSTRUCTION GRADE BY MORE THAN 6".

REMOVING PLACED STONE. THE FINAL LEVEE GRADE SHALL NOT EXCEED

CONSTRUCTION COMPLETION. CONTRACTOR SHALL NOT DIG INTO LEVEE WHEN

LEVEE CONDITIONS IN ORDER TO REESTABLISH THOSE CONDITIONS UPON

BY HAULING ACTIVITIES. THE PURPOSE OF THE SURVEY IS TO CAPTURE EXISTING

2. CONTRACTOR TO EXECUTE PRECONSTRUCTION SURVEY ON AREAS DISTURBED

THIS CONTRACT.

SUBMITTED PLAN SHALL ALSO COMPLY WITH EM 385-1-1 AND ALL OTHER STIPULATIONS OF

FEATURES. THE SUBMITTED PLAN SHALL COMPLY WITH ENVIROMENTAL CONSTRAINTS. THE

GOVERNMENT FOR REVIEW AT LEAST 30 DAYS PRIOR TO STARTING WORK ON ASSOCIATED

THE CONTRACTOR SHALL SUBMIT WEIR AND OUTLET HEADWALL ACCESS PLAN TO

1. THE TEMPORARY ACCESS ROAD SHOWN SERVES AS A PROPOSAL ONLY.

NOTES:

COMPLETION OF WORK.

MOWABLE CROWN BEFORE

TO TRUCK TRAFFIC. ESTABLISH A

FROM EXCESSIVE RUTTING DUE

LEVEE CROWN TO BE PROTECTED

Q1A-67/438.1

SEE REFERENCE DRAWING

BOTTOM OF RIVER = +/- 1140

TOP OF WEIR = 1142

ELEVATIONS ARE APPROXIMATE:

ELEVATION TO BOTTOM OF RIVER.

DEMOLISH WEIR FROM TOP

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SITE ACCESS

LIFT STATION

E: 2340832.53

N: 1836355.35

EXISTING SEWER MANHOLES (TYP)

E: 2341111.79

N: 1836798.38

E: 2341038.77

N: 1836829.87

E: 2340992.34

N: 1836853.28

STAIRWAY ACCESS TO CULVERT

STAIRWAY ACCESS

GRAVITY INLET

EXISTING SIDEWALK

RIPRAP SLOPES

A P

O T

H E

R S

BAI

ST.

BAILEY LOOP

C R -1

(DEPTH IS UNCERTAIN)

6" LOYALL SEWER LINE

(DEPTH IS UNCERTAIN)

16" HARLAN SEWER LINE

FOR ELECTRICAL/MECHANICAL SCOPE.

SEE DRAWINGS Q1A-34/800 & 802

EXISTING GATEWELL AND SLUICE GATE.

FRP FLAP GATE. SEE DRAWING Q1A-64/504.

REPLACE EXISTING FLAP GATE WITH NEW

GRAVITY OUTLET

EXISTING OVERHEAD LINE AND POLES

EL. = 1176.9

LOW WIRE ACCESS ACROSS POND

IS THIN GRAVEL COVERED BY VEGETATION

ACCESS ROUTE TO CONSTRUCTION AREA

CONTRACTOR WORK LIMITS

1140'.

1. WATER LEVEL IN POND ON OCTOBER 24, 2020 WAS APPROX.

NOTES:

(DEPTH IS UNCERTAIN)

8"HARLAN WATER LINE

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SLOPE = 2H:1V (TYP)

FOR CONSTRUCTION TRAFFIC

SWAMP MATS OR SIMILAR REQUIRED

ACCESS ROAD TO CAUSEWAY

E: 2341130.41

N: 1836640.70

E: 2341152.54

N: 1836789.97

E: 2341097.94

N: 1836786.79

E: 2341104.09

N: 1836862.95

E: 2340778.94

N: 1836858.79

E: 2340795.84

N: 1836555.68

E: 2340721.74

N: 1836363.38

.0 0'

711 FOR WSE DETAILS

SEE DRAWINGS Q1A-64/710 &

USGS WATER GAGE 03401000

A-A

64/708

NF-2553-105

RDM-055

RDM-013-03

RDM-012-02

RDM-011-04

RDM-010-05KYTC MANHOLE TYPE C

RDB-106-05

RDH-210-03

RDH-110-02KYTC PIPE HEADWALL

Q1A-64/709MISCELLANEOUS DETAILS

Q1A-64/708DOWNSTEAM SECTION AND PROFILES

REFERENCES:

STONE CAUSEWAY

SHOT ROCK & CRUSHED

GATE

SWING

BARRIER

CONTRACTOR WORK LIMITS

MANHOLE TYPE C

MODIFIED KYTC

Q1A-64/709 (TYP.)

SEE DRAWING

SWING GATE

BARRIER

OFFICER.

11. FINAL LOCATION OF BARRIER SWING GATE SHALL BE DETERMINED BY THE CONTRACTING

EXECUTED BY OTHERS.

IN ANY DIRECTION. THIS IS TO ACCOMMODATE FUTURE WATER PIPE RELOCATION TO BE

10. SHOT ROCK USED FOR THE CONSTRUCTION OF THE CAUSEWAY SHALL NOT EXCEED 8"

LIGHT DUTY VEHICLES ARE ALLOWED ON THE NEIGHBORHOOD ROADS.

VEHICLES IN EXCESS OF 5,000 LBS. SHALL BE ALLOWED ON THE NEIGHBORHOOD ROADS.

9. THE NEIGHBORHOOD ROADS SHALL NOT BE USED FOR HAUL TRAFFIC. NO CONSTRUCTION

AND PIPE SLOPES SHALL BE SUBMITTED TO USACE BY THE CONTRACTOR.

DRAWINGS SHOWING EXACT COORDINATES AND ELEVATIONS OF ALL INVERTS AND RIMS,

AND IN A SIMILAR ORIENTATION AS SHOWN HERE. UPON PROJECT COMPLETION AS-BUILT

8. DRAINAGE STRUCTURES SHOWN SHALL BE INSTALLED TO PROVIDE OPTIMAL DRAINAGE

CAUSEWAY

RAMP FOR EXITING

EASTERN ACCESS

OF COFFERDAM

APPROX. LOCATION

LINE AND POLES

EXISTING OVERHEAD

HEADWALL

CULVERT

KYTC PIPE

E: 2340846.95

N: 1836569.98

POND EXIT

APPROX. WATER LINE

E: 2340990.94

N: 1836647.19

POND ENTRY

APPROX. WATER LINE

FIVE DAYS PRIOR TO ANY CONSTRUCTION ACTIVITIES AFFECTING LOCAL TRAFFIC.

7. CONTRACTOR SHALL SUBMIT A TRAFFIC CONTROL PLAN TO THE CONTRACTING OFFICER

ACCESS PAD WHILE ALLOWING CONTROLLED ACCESS FOR MAINTENANCE.

6. CONTRACTOR SHALL MINIMIZE THE ABILITY FOR PUBLIC TRAFFIC IN THE AREA OF THE

HAUL ROUTE DOWN TO CAUSEWAY.

5. MODERATE CLEARING WILL BE NECESSARY TO ACCESS CULVERT HEADWALLS AND

OF CLOSURE AT THE CULVERT FOR THE ENTIRE LENGTH OF THE PROJECT.

CONSTRUCTION ACTIVITIES. THE CONTRACTOR MUST MAINTAIN AT LEAST ONE MEANS

4. THE INLET SHALL NOT BE BLOCKED BY SHOTROCK FILL DURING THE COURSE OF

OFFSITE AND DISPOSED OF BY CONTRACTOR.

SOLID WASTE AND ORGANIC DEBRIS LARGER THAN 6" ANY DIRECTION SHALL BE HAULED

POND CAN BE DRIED BY SPREADING IT ON THE LEVEE SLOPE AND THEN STABILIZED. ANY

ENCOUNTERED BEFORE 2 FEET, STOP DIGGING. ORGANIC DEBRIS REMOVED FROM THE

BENEATH THE CAUSEWAY BEFORE LAYING THE FILTER FABRIC. IF BEDROCK IS

WHICH MAY CONTAIN TRASH AND OTHER SOLID WASTE, FROM BOTTOM OF POND

3. CONTRACTOR SHALL REMOVE TWO FEET OF ORGANIC DEBRIS AND SEDIMENT,

SHALL SUBMIT PROPOSED MEANS AND METHODS FOR DEWATERING TO THE USACE.

NO MORE THAN 3" OF STANDING WATER DURING CONSTRUCTION. THE CONTRACTOR

EVEN AFTER INSTALLATION OF THE COFFER DAM. THE SITE SHALL BE DEWATERED TO

EXPECT SIGNIFICANT SEEPAGE THROUGH MATERIAL FOUND IN BOTTOM OF POND,

PUMPS TO MAINTAIN SUFFICIENTLY DRY CONDITIONS IN AREA. CONTRACTOR SHOULD

LIKELY INCLUDE THE NEED FOR MULTIPLE SUMP LOCATIONS AND MULTIPLE HIGHFLOW

1. CAUSEWAY CONSTRUCTION CAN BE STARTED IN THE POND. DEWATERING EFFORT WILL

GRADING FOR THE CAUSEWAY SHALL STOP SOUTH OF THIS 8" WATER LINE.

CONTRACTOR. THIS SURVEY WILL BE GIVEN TO THE USACE UPON COMPLETION. ALL

OF THE WATER LINE IS GIVEN, BUT MUST BE VERIFIED BY A SURVEY CONDUCTED BY THE

BE OBSERVED NOT TO DISTURB THIS EXISTING 8" WATER LINE. THE APPROX. LOCATION

THIS MUST BE DONE BEFORE BEGINNING CAUSEWAY CONSTRUCTION. ALL CAUTION SHALL

THE POND. DEWATERING SHALL BE DONE TO LOCATE AND SURVEY THIS 8" WATER LINE.

1. A COFFERDAM SHALL BE CONSTRUCTED NORTH OF THE 8" WATER LINE LOCATED IN

NOTES:

L E C

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READY TO ADVERTISE (RTA)

Z=0.0000

Y=1835852.8134

X=2339461.5191

Z=0.0000

Y=1836032.3566

X=2339315.1081

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HWY 840

OVERHEAD ELECTRIC LINE

CONTRACTOR WORK LIMITS

EXISTING HAUL ROAD

SWING GATE

BARRIER

CONSTRUCTION OPERATIONS.

REMAIN UNDISTURBED DURING

FOR PHASE 1. SEWER LINE TO

SEWER LINE. LIMIT OF ADVANCE

LOCATION OF HARLAN CITY HAUL ROAD

STOCKPILE AREA

AREA.

PILE ANY EXCESS ROCK IN MARKED STOCKPILE

JUST EAST OF MYLAR SEWER MARKERS. STOCK

TEMPORARY ACCESS ROAD. STOP HAUL ROAD

WITH EXCESS ROCK FROM UPSTREAM WEIR

START NEW HAUL ROAD CONSTRUCTION

EMERLING AVE.

H S

3. SHOT ROCK IN STOCK PILE AREA IS NOT TO EXCEED 8' IN HEIGHT.

CONTACTOR WORK LIMITS.

THE EXISTING SEWER LINE LOCATED BEYOND WEST END OF

CONSTRUCTION TRAFFIC DOES NOT INADVERTENTLY DAMAGE

2. CONTRACTOR SHALL TAKE NECESSARY MEASURES TO ENSURE

SHALL BE FINALIZED BY OTHERS AS PART OF A FUTURE CONTRACT.

DRAINAGE AWAY FROM THE ROAD CENTERLINE. HAUL ROAD REFINEMENT

LOADED DUMP TRUCKS. CROWN/SHAPE HAUL ROAD TO FACILITATE

DEVELOP A FIRM BASE SURFACE THAT FACILITATES MOVEMENT OF FULLY

TO BE MARSHY. PLACE EXCESS MATERIAL TO A THICKNESS NEEDED TO

PATH IN THE CONTRACTOR WORK LIMITS SHOWN. THE AREA IS CONSIDERED

ORGANIC MATERIAL, EXCESS SHOT ROCK IS TO BE LAID OUT IN A 36' WIDE

WEIR ACCESS ROAD. AFTER CLEARING AND GRUBBING THE TOP 6" OF

CONSTRUCTED FROM ANY EXCESS SHOT ROCK USED FOR THE TEMPORARY

1. HATCHED AREA REFLECTS FUTURE HAUL ROAD TO RIO VISTA TO BE

NOTES:

TABULATIONS

WORK LIMIT

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E: 2341915.57

N: 1837369.66

E: 2341948.51

N: 1837327.72

E: 2341621.57

N: 1837185.10

E: 2341489.21

N: 1836969.19

LAYDOWN AREA

CONSTRUCTION

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12001200

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WEIR REMOVAL ACCESS ROAD PROFILE

E L E

V A

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170175-10-20-30-40-50-60-70-80-90-100-110-120-130-140-150

E L E

V A

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170175-10-20-30-40-50-60-70-80-90-100-110-120-130-140-150

E L E

V A

CROSS SECTION STA. 12+50CROSS SECTION STA. 11+00

12001200

0+00 0+50 1+00 1+50 1+60

E L E

V A

E L E

V A

SECTION A-A

P lo t T im e

P lo t

D a te

F il e N a m e

/2 c d o c u m e n ts a n d s e tt in g s \h e c x fc m \p w w o rk \c e lr n \d m s \Q

A -6

4̂ .d g n

13121110987654321

A SHEET ID

US Army Corps of Engineers

U .S

A R

M Y C

O R

P S O

F E

N G

E E

R S

E N

A M

P L

O T S

C A

L E

D E

S C

N M

A R

K D

A T

E M

A R

K D

E S

C R

N D

A T

D E

N E

D B

D R

A W

N B

C H

E C

K E

D B

S U

B M

T E

D B

C O

N T

R A

C T N

S O

A T

N N

U E D

A T

W P

S H

L E D

T R

A -6

4̂ .d g n

Q1A-

U P

P E

R C

U M

B E

R L

A N

D R

E R B

A S

L O

C A

L P

R O

T E

C T

N P

R O J E

C T

Y O

F L

O Y

A L L

H A

R L

A N C

O U

N T

K E

N T

U C

K Y

L O

Y A

L L P

O N

G D

E S

N P

H A

S H

L E T

E N

N E

S S

WEIR ACCESS ROAD - GRADE NO STEEPER THAN 12%

EXISTING GRADE (TYP.)

64/707

U P

S T

R E

A M S

S E

C T

N S A

N D P

R O

E S

MAX. SLOPE 2H:1V

EXISTING GRADE (TYP.)

MAX. SLOPE 2H:1V

LEVEE LAND SIDE

LEVEE RIVER SIDE LEVEE RIVER SIDE

LEVEE RIVER SIDE

8" THICK CRUSHED STONE OVER SHOT ROCK (TYP.)

WEIR ACCESS ROAD

A R

C H E

THROUGHOUT THE YEAR. SEE DRAWINGS Q1A-64/710 & 711 FOR WSE.

AT TIME OF CONSTRUCTION. WATER LEVELS CAN FLUCTUATE

OCTOBER 24, 2020, AND MAY NOT REPRESENT THE WATER LEVEL

3. WATER ELEVATIONS SHOWN REPRESENT THE WATER LEVEL ON

KY HWY 840.

2. STA 0+00 REPRESENTS THE ACCESS ROAD INTERSECTION WITH

DURING MATERIAL REMOVAL.

SECTION AND PROFILE REMAIN UNCHANGED AND UNDISTURBED

CONSTRUCTIONS OPERATIONS AND ENSURE THAT THE LEVEE

CONTRACTOR SHALL BE REQUIRED TO PROTECT THE LEVEE DURING

DETERMINE THEIR OWN MEANS OF ACCESS TO THE WEIR. THE

FOR WEIR ACCESS. THE CONTRACTOR SHALL BE PERMITTED TO

PROFILES AND SECTIONS SHOWN SERVE ONLY AS A PROPOSAL

SLOPES AND GRADES OF THE EXISTING LEVEE. THE DESIGN

CONVENIENCE TO FACILITATE UNDERSTANDING OF THE GENERAL

1. PROFILES AND SECTIONS ARE PROVIDED FOR CONTRACTOR

NOTES:

R O

B E

R T J F

Z P

A T

R J F

F C

K Y

L E C

M C

C U

N E P .E t T im e

P lo t

D a te

F il e N a m e

/2 c d o c u m e n ts a n d s e tt in g s \h e c x fc m \p w w o rk \c e lr n \d m s \Q

A -6

4̂ .d g n

13121110987654321

A SHEET ID

US Army Corps of Engineers

U .S

A R

M Y C

O R

P S O

F E

N G

E E

R S

E N

A M

P L

O T S

C A

L E

D E

S C

N M

A R

K D

A T

E M

A R

K D

E S

C R

N D

A T

D E

N E

D B

D R

A W

N B

C H

E C

K E

D B

S U

B M

T E

D B

C O

N T

R A

C T N

S O

A T

N N

U E D

A T

W P

0+00 0+50 1+00

E L E

V A

E L E

V A

SECTION A-A

S H

L E D

T R

A -6

4̂ .d g n

Q1A-

U P

P E

R C

U M

B E

R L

A N

D R

E R B

A S

L O

C A

L P

R O

T E

C T

N P

R O J E

C T

Y O

F L

O Y

A L L

H A

R L

A N C

O U

N T

K E

N T

U C

K Y

L O

Y A

L L P

O N

G D

E S

N P

H A

S H

L E T

E N

N E

S S

W N

S T

R E

A M S

64/708

S E

C T

N S A

N D P

R O

E S

1148' 1152'

1139.58'

TYPE C WITH GRATE

KYTC MANHOLE

STONE OVER SHOT ROCK

FINAL GRADE: 8" CRUSHED

EXISTING GRADE (BOTT. OF POND)

EXIST. 8" WATER PIPE

APPROX. LOCATION OF

1138.58'

A R

C H E

EXISTING GRADE

TRASH RACK

HEADWALL WITH STEEL

KYTC 36" RCP CULVERT

STONE SEE NOTE 3.

MIN. 6" OF CRUSHED

48 IN

CLASS IV 36 IN. RCP

EXCAVATE GRADE AND STONE

FILTER FABRIC BETWEEN

NF-2553-105

RDM-055

RDM-013-03

RDM-012-02

RDM-011-04

RDM-010-05KYTC MANHOLE TYPE C

RDB-106-05

RDH-210-03

RDH-110-02KYTC PIPE HEADWALL

Q1A-64/704DOWNSTREAM SITE PLAN

Q1A-64/711TYPICAL PIPE BEDDING DETAIL

REFERENCES:

UP TO THE BOX CULVERT INLET TO ENCLOSE.

REMAIN OPEN TO FACILITATE PLACEMENT, THEN FILLED WITH CONCRETE

701.03.05. IT IS ANTICIPATED THAT THE BOTTOM OF THE MANHOLE SHALL

USED. JOINTING SHALL BE IN ACCORDANCE TO KYTC SSRBC 2019, SECTION

MANHOLE. INCLUDED IN THIS PLAN SHALL BE THE METHOD OF JOINTING

BOX CULVERT AND 3' DIAM. RCP ARE FLUSH TO INSIDE FACE OF

5. CONTRACTOR SHALL SUBMIT PLAN ON HOW TO ENSURE END OF EXISTING

THAN 8" IN ANY DIRECTION.

4. SHOT ROCK USED FOR CAUSEWAY SHALL MEASURE NO MORE

THE HEADWALL, HEADWALL KEY, PIPE, AND MANHOLE TYPE.

3. A MINIMUM OF 6" OF CRUSHED STONE SHALL BE USED AS BEDDING BENEATH

YEAR.

OF CONSTRUCTION. WATER LEVELS CAN FLUCTUATE THROUGHOUT THE

OCTOBER 24, 2020, AND MAY NOT REPRESENT THE WATER LEVEL AT TIME

2. WATER ELEVATION SHOWN REPRESENTS THE WATER LEVEL ON

FOR REMOVAL.

THE EXISTING BOX CULVERT. SUBMIT PROPOSED MEANS AND METHODS

MUST BE EXECUTED IN A MANNER THAT RESULTS IN NO DAMAGE TO

THE PROPERTY OF THE CONTRACTOR UPON REMOVAL. REMOVAL

1. EXISTING HEADWALL AND TRASHRACK TO ME REMOVED AND BECOME

NOTES:

APPROX. 1152'

LARGER GRATE FOR DRAINAGE

RISER SHALL NOT TAPER TO ACCOMMODATE

CONTRARY TO KYTC DETAIL, MANHOLE

4' X 3' (H X W)

EXISTING BOX CULVERT

ANCHOR PIPES TO MANHOLE

USE NONSHRINK GROUT TO

F C

R O

B E

R T J F

Z P

A T

R J F

K Y

L E C

M C

C U

N E P .E

READY TO ADVERTISE (RTA)

t T im e

P lo t

D a te

F il e N a m e

/2 c d o c u m e n ts a n d s e tt in g s \h e c x fc m \p w w o rk \c e lr n \d m s \Q

A -6

4̂ .d g n

13121110987654321

A SHEET ID

US Army Corps of Engineers

U .S

A R

M Y C

O R

P S O

F E

N G

E E

R S

E N

A M

P L

O T S

C A

L E

D E

S C

N M

A R

K D

A T

E M

A R

K D

E S

C R

N D

A T

D E

N E

D B

D R

A W

N B

C H

E C

K E

D B

S U

B M

T E

D B

C O

N T

R A

C T N

S O

A T

N N

U E D

A T

W P

S H

L E D

T R

A -6

4̂ .d g n

Q1A-

64/709

U P

P E

R C

U M

B E

R L

A N

D R

E R B

A S

L O

C A

L P

R O

T E

C T

N P

R O J E

C T

Y O

F L

O Y

A L L

H A

R L

A N C

O U

N T

K E

N T

U C

K Y

L O

Y A

L L P

O N

G D

E S

N P

H A

S E

A R

S H

L E T

E N

N E

S S

C E

L L

A N

E O

U S D

E T

C GATEC GATE

GALVANIZED STEEL (MIN)

HEAVY DUTY SQUARE TUBULAR

BASE (TYP)

CONCRETE

THE MANUFACTURER

OTHERWISE SPECIFIED BY

WITH CONCRETE UNLESS

BEARING POST TO BE FILLED

OF PIVOTING/SWINGING

GATE SHALL BE CAPABLE

T Y

VARIES (APPLICABLE TO DOUBLE LEAF GATES)

25' (APPLICABLE TO SINGLE LEAF GATES)

COR FOR APPROVAL)

(SUBMIT PROPOSED LOCK TO

PROVIDE LOCKABLE CLOSING MECHANISM

T Y

)24" MIN. (TYP)

M A

24" MIN (TYP)

PAVED ROAD OR GRASSED BUFFER ZONE WIDTH

SPRINGLINE

STANDARD TRENCH INSTALLATION BARRIER SWING GATE

N.T.S. N.T.S.

SHOT ROCK

STONE OVER

8" CRUSHED

OVERFILL:

12-INCH MIN. CRUSHED STONE.

12 to 24 IN. 12 to 24 IN.

R O

B E

R T J F

Z P

A T

R J F

F C

K Y

L E C

M C

C U

N E P .E

READY TO ADVERTISE (RTA)

N /A

FILTER FABRIC

6-INCH MIN. CRUSHED STONE.

t T im e

P lo t

D a te

F il e N a m e

/2 c d o c u m e n ts a n d s e tt in g s \h e c x fc m \p w w o rk \c e lr n \d m s \Q

A -6

4̂ .d g n

13121110987654321

A SHEET ID

US Army Corps of Engineers

U .S

A R

M Y C

O R

P S O

F E

N G

E E

R S

E N

A M

P L

O T S

C A

L E

D E

S C

N M

A R

K D

A T

E M

A R

K D

E S

C R

N D

A T

D E

N E

D B

D R

A W

N B

C H

E C

K E

D B

S U

B M

T E

D B

C O

N T

R A

C T N

S O

A T

N N

U E D

A T

W P

S H

L E D

T R

A -6

4̂ .d g n

Q1A-

64/710

U P

P E

R C

U M

B E

R L

A N

D R

E R B

A S

L O

C A

L P

R O

T E

C T

N P

R O J E

C T

Y O

F L

O Y

A L L

H A

R L

A N C

O U

N T

K E

N T

U C

K Y

L O

Y A

L L P

O N

G D

E S

N P

H A

S E

A R

S H

L E T

E N

N E

S S

S E

R V

E D

-2

D A

Y R

E R E

L E

V A

4) WSE DATA FROM USGS GAGE 0340100 - LATITUDE 36.84667, LONGITUDE 83.35583, NAD 27.

HYDROLOGICAL DATA.

3) CONTRACTOR CAN GO THROUGH THE CONTRACTING OFFICER TO GAIN ACCESS TO THE POINT OF CONTACT FOR

RISK.

OF THE WEEK IF WATER MANAGEMENT STAFF ARE EXPECTING POOL LEVELS TO RISE AND ARE CONCERNED ABOUT

PROVIDED TO WATER MANAGEMENT SO THE CONTRACTOR MAY BE REACHED AT ANY TIME OF DAY AND ON ANY DAY

A CONTACT PHONE NUMBER AND EMAIL FOR THE CONTRACTOR PERFORMING THE CONSTRUCTION MUST BE 2)

CONDITIONS RAPIDLY AND SHOULD BE PREPARED FOR WORK INTERRUPTIONS.

HYDROLOGIC CONDITIONS ARE UNPREDICTABLE AND THE CONTRACTOR MUST BE READY TO ADAPT TO CHANGING 1)

NOTES:

R O

B E

R T J F

Z P

A T

R J F

F C

K Y

L E C

M C

C U

N E P .E

READY TO ADVERTISE (RTA)

/A t T im e

P lo t

D a te

F il e N a m e

/2 c d o c u m e n ts a n d s e tt in g s \h e c x fc m \p w w o rk \c e lr n \d m s \Q

A -6

4̂ .d g n

13121110987654321

A SHEET ID

US Army Corps of Engineers

U .S

A R

M Y C

O R

P S O

F E

N G

E E

R S

E N

A M

P L

O T S

C A

L E

D E

S C

N M

A R

K D

A T

E M

A R

K D

E S

C R

N D

A T

D E

N E

D B

D R

A W

N B

C H

E C

K E

D B

S U

B M

T E

D B

C O

N T

R A

C T N

S O

A T

N N

U E D

A T

W P

S H

L E D

T R

A -6

4̂ .d g n

Q1A-

U P

P E

R C

U M

B E

R L

A N

D R

E R B

A S

L O

C A

L P

R O

T E

C T

N P

R O J E

C T

Y O

F L

O Y

A L L

H A

R L

A N C

O U

N T

K E

N T

U C

K Y

L O

Y A

L L P

O N

G D

E S

N P

H A

S H

L E T

E N

N E

S S

64/711

S E

R V

E D

-2

D A

Y R

E R E

L E

V A

A R

C H E

4) WSE DATA FROM USGS GAGE 03401000 - LATITUDE 36.84667, LONGITUDE 83.35583, NAD 27.

HYDROLOGICAL DATA.

3) CONTRACTOR CAN GO THROUGH THE CONTRACTING OFFICER TO GAIN ACCESS TO THE POINT OF CONTACT FOR

RISK.

OF THE WEEK IF WATER MANAGEMENT STAFF ARE EXPECTING POOL LEVELS TO RISE AND ARE CONCERNED ABOUT

PROVIDED TO WATER MANAGEMENT SO THE CONTRACTOR MAY BE REACHED AT ANY TIME OF DAY AND ON ANY DAY

A CONTACT PHONE NUMBER AND EMAIL FOR THE CONTRACTOR PERFORMING THE CONSTRUCTION MUST BE 2)

CONDITIONS RAPIDLY AND SHOULD BE PREPARED FOR WORK INTERRUPTIONS.

HYDROLOGIC CONDITIONS ARE UNPREDICTABLE AND THE CONTRACTOR MUST BE READY TO ADAPT TO CHANGING 1)

NOTES:

R O

B E

R T J F

Z P

A T

R J F

F C

K Y

L E C

M C

C U

N E P .E

READY TO ADVERTISE (RTA)

N 198,500

N 199,000

N 196,000

N 196,500

N 197,000

N 197,500

N 198,000

N 194,500

N 195,000

N 195,500

H-9

E. 702,590.793

N. 197,241.848

C BASE OF POLEL

M.H.

CONC.

E. 704160.118

N. 196692.498

C BASE POWER POLE

H-10

E. 705,893.87

N. 197,610.92

C BASE POWER POLE

H-10-1

W A

L L

WALL

WALLWALLWALL

E.701,830.146

N.198,034.526

C BASE OF P.P.

H-8

E.701,358.248

N.196,390.544

C BASE POLE

H-7

CUMBERLAND

RIVER

C U

M B

E R

L A

N D

R I V

E R

ELEV. 1170.623

P.P. TO NORTH

C OF ROAD OPP.

618-B

ELEV. 1167.638

AT EDGE OF ROAD

C OF SIDEWALK

618-A

W A

L L

W A

L L

TANK

WATER

POOL

P O

O L

D.I.

TOWER

METAL

BRIDGE NOT IN

USE

F I R

R E

E T

C H

WILKERSON ST.

CHAD STREET

CEDAR STREET

R E

E T

GREEN STREET

C H

R E

E T

CARTER AVE.

COURTNEY STREET

B A I L

R E

E T

M A

P O

T H

R E

E T

U N

T H

R E

E T

COUNTY PIKE

CEDAR STREET

M A

P O

T H

CALLAHA

CHAD ST

WILKERSON STREET

W I L

K E

R S

R E

E T

RIVER ST.

CEDAR STREET

R E

E T

LOUISVILLE & NASHVILLE RAILROAD

12345

Revisions Date Description By Checked

Graphic Scale

Drawn By:

Date:

Drawing

Number

U.S. ARMY ENGINEER DISTRICT

CORPS OF ENGINEERS

NASHVILLE, TENNESSEE

Checked By:

US Army Corps of Engineers Nashville District

OMPUTER

IDED

RAFTING

ESIGN &

SECTION

OILS

Record Drawing as constructed dated

Approved By:

CHIEF, ENGINEERING DIVISION

CHIEF, GEOTECHNICAL BRANCH

ENGINEER

Sheet of

Scale:

UPPER CUMBERLAND RIVER BASIN

KENTUCKY AND TENNESSEE

LOCAL PROTECTION PROJECT

PHASE 3

HARLAN COUNTY, KENTUCKY

FAULKENBERRY

1"=200'MARCH 1993

L O Y A L L

LOYALL DIVERSION

BOTTOM OF DIVERSION

LOYALL LEVEE

LOYALL LEVEE & FLOODWALL

LOYALL FLOODWALL U/S RAILROAD CLOSURE

HIGHWAY 413 CLOSURE

TOP OF LEVEE

TOE OF LEVEE

HIGHWAY 840 RELOCATION

ACCESS ROAD TO

HOWARD CEMETARY

HIGHWAY 840 RELOCATION

RIO VISTA LEVEE

0200' 200'

0+00

1+00

2+00

3+00

4+00

5+00

6+00

7+00

0 3

D.W.D.

DON DOTSON

MARVIN D. SIMMONS

GENERAL PLAN

WILKERSON STREET

GRAVITY INLET

FILL

NOTES:

1. FOR GENERAL PLAN AND LOCATION MAP SEE DWG. 4/225.

2. FOR LEVEE & FLOODWALL PLAN AND PROFILE SEE DWGS. 4/255 THRU. 4/260.

3. FOR ALIGNMENT DATA SEE DWGS. 4/227 & 228.

(FOR TYP SECTION SEE DWG. 4/250)

C U

M B E R L

A N

E R

TOP OF CUT

LOYALL GRAVITY OUTLET

SADDLE DIKE

GOOD NEIGHBOR ROAD

HIGHWAY 413 RELOCATION

PARK ST. BRIDGE

Q1A-4/243.1

D.W.D..1 9-21-93 GENERAL REVISIONS B.F.

DROP STRUCTURE

DIVERSION CHANNEL

INTERCEPTOR DITCH

DROP STRUCTURE NO. 1

DROP STRUCTURE NO. 2NO. 3

4. FOR TYPICAL SECTIONS SEE DWGS. 4/234, 4/248 & 4/263.

SEE DWG. 4/362

ENTRANCE WEIR

LOYALL DIVERSION, LEVEE AND FLOODWALL

ELEV. 1160.888

DRAIN TO EAST

C RD. OPPOSITE

620-A

ELEV. 1164.169

SIDE OF BLDG. TO EAST

C RD. IN LINE WITH

619-A

ELEV. 1165.171

C SIDEWALK IN CURVE

610-B

LC END OF SIDEWALK

612-B ELEV. 1166.450

ELEV. 1166.809

RD. & R.R. TRACKS

C INSCT. OF

456-B

WITH MOBILE HOME

C ROAD INLINEL

ELEV. 1167.985

611-B

ELEV. 1169.819

C RD. OPP. DR. TO N.W.

617-B

ELEV. 1171.52

C INT. HWY & STR.

482-B

ELEV. 1173.97

473-B C INT.

ELEV. 1175.267

C RD. BETWEEN POLES

619-B

L@ C DRIVE ELEV. 1179.79

EDGE OF STREET

473-A

ELEV. 1241.27

621-B

FOR R

EFERENCE O

NLY

12345

Revisions Date Description By Checked

Graphic Scale

Drawn By:

Date:

Drawing

Number

U.S. ARMY ENGINEER DISTRICT

CORPS OF ENGINEERS

NASHVILLE, TENNESSEE

Checked By:

US Army Corps of Engineers Nashville District

Record Drawing as constructed dated

Approved By:

ENGINEER

Sheet of

Scale:

OMPUTER

IDED

RAFTING

ESIGN &

UPPER CUMBERLAND RIVER BASIN

KENTUCKY AND TENNESSEE

…"=1'-0"

CHIEF, DESIGN BRANCH

R.P.B.

12" 0 2' 4' 6'

R.P.B.

INLET HEADWALL

WILKERSON STREET GRAVITY INLET

LOUISVILLE, KENTUCKY

NASHVILLE, TENNESSEE

NC.NTERNATIONAL,

FFILIATES

TRUCTURAL

PLAN

3'-6" 3'-6" 3030

3' -0

C C

SECTION A-A SECTION B-B

#5B@12"

16'-0"

#4X

#5B

8" #5@12"

SECTION D-D

1'-6" 3'-0"

#5@12"

#5B@12"

C.J.

#4@12"

#4L@12"

#6B@12"

V A

EACH FACE

#6L@12"

FOR REINFORCING

SEE BOX CULVERT

#6B@12"(O.F.)

#4L@12"(I.F.)

10"

FOR REINFORCING

SEE BOX CULVERT

FACE

#4 EACH

4'-0"12"

#5@12"

#5L@12" PIPE @ 15" o.c.

1•" DIA. GALV.

EACH END

THREADED COUPLER.(8" MIN. EMBEDMENT)

PL-•"x3"x6" w/ 2-†" DIA. BOLTS &

(TYP.)

3" CLR.

C L

10"

SECTION C-C

#5B@12"

FOR REINFORCING

SEE BOX CULVERT

F O

R C

L V

E R

#5D#5D

#5x

FACE

#4X EACH

FACE

#5X EACH

11"

(5 STOPLOG CAPACITY)

STOPLOG SLOT

L I.

O .F

SECTION E-E

TYPICAL STOPLOG

8…"

CONSTRUCTION

ALUMINUM

#4@12"

#4B

#4L #6L

MARCH 1993

LOCAL PROTECTION PROJECT

HARLAN COUNTY, KENTUCKY

PHASE 3

1140.38

INVERT ELEV.=

ELEV.=1141.14

TOP SILL

ELEV.=1140.38

INVERT

#4D@12"

SECTION F-F

F F

(O .F

S T

E M

(I .F

S T

E M

(O .F .)S

T E

(I.F

.)S T

E M

ELEV.=1144.39

TOP BULKHEAD

PLAN AND SECTIONS

BAR BENDING SCHEDULE

TYPE SHAPE

STD. 180° HOOK

STD. 90° HOOK

TYPE SHAPE

THE SIZE, TYPE, AND SPACING OF REBARS IS INDICATED AS FOLLOWS;

BAR SIZE BAR TYPE BAR SPACING IN INCHES

IF A BAR TYPE IS OMITTED THE BAR IS STRAIGHT.

STD. 180° HOOK

#6A@12

STD. 180° HOOK

STD. 90° HOOK

STD. 180° HOOK

BAR

SIZE TOP

BAR

OTHER TOP OTHER

BAR

MINIMUMEMBEDMENT

#3 13 12 17 12

#4 17 12 23 16

#5 21 15 29 20

#6 27 19 36 26

#7 37 26 50 35

#8 49 35 67 48

#9 62 44 84 60

#10 7878 56 106 76

#11 95 68 129 92

LENGTH (IN.) LAP LENGTH (IN.)

BUT VALUESAT 6" ON CENTERS WITH AT LEAST 3" CLEAR COVER,

SHALL BE GREATER THAN 12".

REINFORCEMENT

TABLE 1

BAR** **BAR

**A TOP BAR IS DEFINED AS ANY BAR PLACED SO THAT MORE

THAN 12" OF FRESH CONCRETE IS CAST BELOW THE BAR.

THE VALUES IN THE TABLE MAY BE MODIFIED BY MULTIPLYING

BY 0.8 IN AREAS WHERE REINFORCEMENT IS SPACED LATERALLY

EMBEDMENT AND LAPS

STD. 180° HOOK

CHIEF, ENGR. PLANNING DIVISION

JESSE T. PERRY

Q1A-4/362.1

.1 10-22-93 GENERAL REVISIONS P.S. W.M.W.

1'-0"

4'-9"

EL. 1141.99

6" DGA

ENTRANCE WEIR

#5B@12

#5D@12

#5@12

SCALE: ƒ"=1'-0"

RIPRAP

SLUSH GROUTEDFOR R

SCSM

GPGM

NO REC

50+

SC-SM

CL-ML

SMSM

GMGM

NO REC

GP-GM

ROADBED

50+

ROAD & SUBBASE

CL-ML

SC-SM

CL-ML

GP-GM

SCSMSCSM

GP-GM

SP-SM

GP-GM

CL-ML

SC-SM

CL-ML

ROADBED

50+

5050+

50+

GPGM

SCSM

GPGM

SANDSTONE

CLML

GPGM

SANDSTONE

CLML

SCSM

GPGM

SP-SM

TOPSOIL

GPGM

ROAD & SUBBASE

SP-SM

GP-GM

GW-GM

GP-GM

CL-ML

GP-GM

SP-SM

CLCL

CL-ML

COAL

CL-ML

GP-GM

SP-SM

CLCL

CL-ML

32' LT 28' RT

19' RT

24' RT

2' LT

54' LT

ROAD GRAVEL

ML4

50+

50+50+

50+

50+ 50+

50+

DWR 100% TO BOH

99%

NQ (1‡")

09/21/92

EXISTING GROUNDLINE

SPF EL 1185.7

NOTES:

TOP OF LEVEE

TOP OF T-WALL

U/S RAILROAD CLOSURE STRUCTURE

HWY. 413 CLOSURE STRUCTURE

1. FOR LOCATION OF BORINGS SEE DWG. 10/144.

2. FOR BORING LEGEND SEE DWG. 10/142.

(NOT IN THIS CONTRACT)

***SM

ROAD & SUBBASE

COAL FRAGS

CL-ML

GPGM

WEA SHALE

SPT

22 SEP 92

GMGM

CL-ML

NO REC

WEA SHALE

1174.8

DWR 100% TO 27.9'

0% 27.9' TO BOH

92%

08/26/93

1169.7

SPT

4 AUG 93

DWR VARIED 0-50%

TO BOH

96%

SPT, NQ (1‡")

DC-417

5' RT

GP-GM

SC-SM

D-420

15' RT

1169.4

DC-421

TR 1141.6

WEA SHALE

BOH 1140.6

SPT

29 JUL 93

D-431

1165.0|

SPT

25 MAR 93

SP-SM

CL-ML

SC-SM

NO REC

INDURATED CLAY

REFUSAL 1132.7|

DC-476

1180|

SPT

GP-GM

TR 1144.3|

21 SEP 93

E L

E V

A T I

O N

E T

0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00

PROFILE

E L

E V

A T I

O N

E T

E L

E V

A T I

O N

E T

16+50 17+00 17+50 18+00 18+50 19+00 19+50 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+50 24+00 24+50 25+00 25+50 26+00 26+50 27+00 27+50 28+00 28+50 29+00 29+50 30+00

PROFILE

E L

E V

A T I

O N

E T

12345

Revisions Date Description By Checked

Graphic Scale

Drawn By:

Date:

Drawing

Number

U.S. ARMY ENGINEER DISTRICT

CORPS OF ENGINEERS

NASHVILLE, TENNESSEE

Checked By:

US Army Corps of Engineers Nashville District

OMPUTER

IDED

RAFTING

ESIGN &

SECTION

OILS

Record Drawing as constructed dated

Approved By:

CHIEF, ENGINEERING DIVISION

CHIEF, GEOTECHNICAL BRANCH

ENGINEER

Sheet of

Scale:

UPPER CUMBERLAND RIVER BASIN

KENTUCKY AND TENNESSEE

LOCAL PROTECTION PROJECT

HARLAN, COUNTY KENTUCKY

PHASE 3

LOYALL LEVEE & FLOODWALL

AS SHOWN

COLLINS &

FAULKENBERRY

D.W.D.

DON W. DOTSON

1110 1110

SOIL AND ROCK PROFILE

TOP EL 1193.0

T.R. 1149.9

1.7' UL

0.6' UL

SLICKS

0.5' CH

BOH 1127.1

COAL SEAM, 0.01'

T.R. 1139.3

BEGAN CORING

BOH 1130.8

SLICKS 10°

50+

MARCH 1994

Q1A-10/172.1

.1 4-15-94 GENERAL REVISIONS B.F. D.W.D.

D-422

1172.0|

TR 1138.1|

BOH 1137.5|

TOP OF LEVEE

ESTIMATED TOP OF ROCK

D-419

TR 1138.9

SPT

SC-SM

1169.5

3 AUG 93

BOH 1138.0

14' LT7' RT

Wea Sis

BOH 1138.4

D-464

270'RT

GP-GM

SC-SM

SP-SC

GPGC

GCGM

TR 1139.1

SPT

10 AUG 93

1167.4

D-464

050' 50'

50+

N T

R A

C T

FUTURE CONTRACT

2.5

TOR 32.0'

BEGAN CORING 33.0'

0.1' UL WEA SH

BOH 1127.0

DWR 100% TO BOH

95%

NQ (1‡")

09/15/92

SH0.5' UL

BOH 1129.5

BEGAN

CORING 1139.5

DWR 100% TO BOH

95%

NQ (1‡")

10/29/85

COAL

DWR 100% TO BOH

94%

NQ (1‡")

10/16/85

COAL

50+

0.6' UL

SLICK

BOH 1125.2

0.9' CH

BOH 1117.8

BEGAN CORING

1139.1

0.5' CH

TR 1141.7|

WEA SHALE

BOH 1139|

SPT

30 SEP 92

D-435

1157.0|

120'LT

D-462

SPT

77'RT

1 SEP 93

D-463

175'RT

SPT

17 AUG 93

1167.4

1166.3

D-462

D-463

DC-418

TR 1141.0 SPT

19 AUG 93

1167.9

TR 1148.4|

WEA SHALE

SPT

23 SEP 92

BOH 1148|

DC-419A

1176.0|

45' LT

TR 1141.6

REFUSAL 1141.6

TR 1142.3

WEA CLAYSTONE

TR 1138.1|

CL**

GM**

DC-415

TR 1173.2|

SPT

24 SEP 92

WEA SHALE

REFUSAL 1172.5|

1177.0|

1170.0|

D-424

SPT

14 SEP 92

TR 1140.5|

BOH 1140.0|

WEA SHALE

1170.0|

DC-426

TR 1138.0|

REFUSAL 1137.0|

16 OCT 85

14 SEP 92

3' LT

1170.0|

TR 1140.2|

SPT

DC-425

Wea Sh

D-434

1157.0|

TR 1138.8|

WEA SHALE

BOH 1138|

SPT

30 SEP 92

1157.0|

D-432

TR 1138.1|

BOH 1138|

WEA SHALE

SPT

29 SEP 92

WEA SHALE

SPT

29 SEP 92

D-430

1169.0|

12 AUG 92

TR 1138.3|

BOH 1138.O|

SPT

TR 1138.3|

BOH 1138.O|

1170.5|

D-429

TR 1138.3|

BOH 1138.0|

SPT

26 AUG 92

WEA SHALE

1170.0|

D-428

TR 1139.5|

BOH 1138.9|

SPT

25 AUG 92

WEA SHALE

1170.0|

D-427

SPT

16 SEP 92

BOH 1137.9|

WEA SHALE

SPT

REFUSAL 1145.6

1170.6

CL-ML

DC-165 1172.0|

D-423

TR 1141.3|

BOH 1140.5|SPT

15 SEP 92

WEA SHALE

SPT

1172.8

DC-167

SPT

T.R. 1145.8

6' RT

47' RT

16' RT 66' LT

140' LT

SPT

1 OCT 92

30 SEP 92

12 AUG 92

26 AUG 92

25 AUG 92 24 SEP 92

18 SEP 92

14 SEP 92

29 OCT 92

62' RT

25 MAR 93

9-17-92

FOR R

1156|

D-466

SC-SM

NO REC

TR 1141.7|

WEA CLAYSTONE

BOH 1141|

SPT

1 SEP 93

1162.1

D-467

SPT

TR 1142.9

WEA CLAYSTONE

12 JUL 93

REFUSAL 1142.1

50+

1166.0|

D-443

TR 1134.5|

BOH 1134.4|

SPT

17 AUG 92

GPGM

ASPHALT & FILL

WEA SHALE

DC-326

SPT

4 MAY 89

50+

1165.0|

TR 1139.4|

D-441

1163.0|

BOH 1137.5|

SPT

24 AUG 92

CLCL

SPSM

GPGM

SANDSTONE

25 AUG 92

TR 1137.7|

DC-325

SPT

9 MAY 89

1165.0|

REFUSAL 1141.3|

DC-71

1203|

SPT

5 DEC 84

TR 1194|TR 1194|

SPT

25 FEB 85

DC-70

REFUSAL 1242.3|

NO REC

1273|

TR 1243|

DC-69

SPT

25 FEB 85

1291.5|

TR 1278.5|

DC-68

SPT

1223|

SILTSTONE

TR 1220|

REFUSAL 1215.5|

28 NOV 84

1270|

DC-67

SPT

WEA SHALE

TR 1267.5|GC*

6 MAR 85

REFUSAL 1265.5|REFUSAL 1265.5|

REFUSAL 1292.3|

D-75

SPT

25 APR 85

1300.5|

DC-433

1157.0|

TR 1136.8|

1 SEP 92

GPGM

SCSM

SPT

DC-153

1167.6

SPT

18 SEP 85

GP-GM

MLML

NO REC

REFUSAL 1134.6

TR 1135.1

1430.0|

TR 1425.6|

SPT

28 MAY 85

DC-74

COAL

1271.4|

SPT

31 OCT 89

DC-320

TR 1262.0|

DRL W/

R.R.BIT

2 OCT 92

17 AUG 92

DC-327

TR 1142.5

SPT

1170.4

REFUSAL 1141.9

1161.0|

DC-439

TR 1149.9|

BOH 1149.0|

SPT

11 AUG 92

CLML

WEA SHALE

DC-310

25 SEP 90

1202.0

TR 1195.2

SPT

DC-313

1374.0

TR 1353.0

10 SEP 90

SPT

DC-315

TR 1208.0|

SPT

26 JUL 90

1227.0|

1340.0|

DC-316

TR 1328.0|

SPT

30 SEP 90

WEA SHALE

REFUSAL 1204.6|

Topsoil

11 OCT 90

ROAD & SUBBASE

Sh & Ss

SC-SM

C…

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File details come from the government source that posted it. Updated Jan 22, 2021.