W912QR25R0016_CERT_Final_V4c_Specs-0000.pdf

Solicitation For Rough River Dam Safety Modification Project Phase II - New Outlet Works and Cutoff Wall, Rough River Reservoir, Falls of Rough, KY

P2: 145870

Design-Bid-Build

Specifications Vol. 4c (Div. 31-41)

Certified Final

20 December 2024

W912QR25R0016

ARIMS: 1200

Disposition: Permanent

W912QR25R0016_CERT_Final_V4c_Specs-0000

P2# 145870 Rough River Falls of Rough, KY Dam Safety MOD Phase II

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CERTIFIED FINAL

PROJECT TABLE OF CONTENTS

DIVISION SECTION AND TITLE ________________

DIVISION 00 – PROCUREMENT AND CONTRACTING REQUIREMENTS

00 31 19.23 06 WEATHER AND WATER STAGE DATA/RESTRICTIONS

00 31 31.13 06 SUBSURFACE INVESTIGATION INFORMATION

00 80 00.00 06 SPECIAL PROVISIONS

Supplemental Requirements (AT/OPSEC)

Construction Project Sign Details

New Outlet Works Inspection Checklist

Project Submittal Registry

00800 Forms

TECHNICAL SPECIFICATIONS

DIVISION 01 – GENERAL REQUIREMENTS

01 11 00 SUMMARY OF WORK

01 31 00 DATA MANAGEMENT

01 32 01.00 06 PROJECT SCHEDULE

01 32 23 SURVEY CONTROL, LiDAR, ORTHOIMAGERY AND BATHYMETRY

CONTRACTOR UAS FLIGHT REQUEST

CONTRACTOR FLYING UAS ON USACE PROPERTY

01 33 00 SUBMITTAL PROCEDURES

01 33 16.00 08 CONTRACTOR SUBMITTALS REQUIRING ENGINEERING AFTER

AWARD

01 35 00.00 06 SPECIAL PROCEDURES

01 35 26.00 06 GOVERNMENT SAFETY REQUIREMENTS

Form 16-1 Certificate of Compliance for LHE and Rigging

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 00.15 10 RESIDENT MANAGEMENT SYSTEM CONTRACTOR MODE (RMS CM)

01 45 04.10 06 CONTRACTOR QUALITY CONTROL

01 50 00 TEMPORARY CONSTRUCTION FACILITIES AND CONTROLS

01 52 13.20 06 GOVERNMENT FACILITIES

01 52 13.30 08 LABORATORY TESTING FACILITIES

01 57 19.00 06 TEMPORARY ENVIRONMENTAL CONTROLS AND PERMITS

01 74 19 CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL

01 78 23 OPERATION AND MAINTENANCE DATA

DIVISION 02 – EXISTING CONDITIONS

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CERTIFIED FINAL

02 32 00 ADDITIONAL INVESTIGATIONS

02 41 00 DEMOLITION

DIVISION 03 – CONCRETE

03 00 00 GENERAL CONCRETE REQUIREMENTS

03 15 00 BRIDGE CONCRETE ACCESSORIES

03 23 00 POST TENSIONED REINFORCING

03 30 00 CAST-IN-PLACE CONCRETE OUTLET WORKS

03 37 13 SHOTCRETE

03 37 29 CONCRETE FOR CUTOFF WALL

03 70 00 MASS CONCRETE

DIVISION 04 – MASONRY

04 20 00 UNIT MASONRY

DIVISION 05 – METALS

05 05 20 POST-INSTALLED CONCRETE ANCHORS

05 12 10 ELASTROMERTIC BEARING PADS

05 12 23 GENERAL STRUCTURAL STEEL

05 12 33 STRUCTURAL STEEL BRIDGES

05 14 00.13 WELDING STRUCTURAL ALUMINUM

05 21 00 STEEL JOIST FRAMING

05 30 00 STEEL DECKS

05 40 00 COLD-FORMED METAL FRAMING

05 50 13 MISCELLANEOUS METAL FABRICATIONS

05 50 15 CIVIL WORKS FABRICATIONS: GATE BONNETS

05 51 33 METAL LADDERS

05 52 00 METAL RAILINGS

05 59 20 FABRICATION OF HYDRAULIC STEEL STRUCTURES

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 10 00 ROUGH CARPENTRY

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 21 13 BOARD AND BLOCK INSULATION

07 27 10.00 10 BUILDING AIR BARRIER SYSTEM

07 60 00 FLASHING AND SHEET METAL

07 61 14.00 20 STEEL STANDING SEAM ROOFING

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07 81 00 SPRAY-APPLIED FIREPROOFING

07 84 00 FIRESTOPPING

07 92 00 JOINT SEALANTS

DIVISION 08 - OPENINGS

08 11 13 STEEL DOORS AND FRAMES

08 31 00 ACCESS DOORS AND PANELS

08 33 23 OVERHEAD COILING DOORS

08 51 13 ALUMINUM WINDOWS

08 71 00 DOOR HARDWARE

08 81 00 GLAZING

08 91 00 METAL WALL LOUVERS

DIVISION 09 - FINISHES

09 22 00 SUPPORTS FOR PLASTER AND GYPSUM BOARD

09 29 00 GYPSUM BOARD

09 90 00 PAINTS AND COATINGS

09 97 02 PAINTING: HYDRAULIC STRUCTURES

DIVISION 10 - SPECIALTIES

10 14 00.10 EXTERIOR SIGNAGE

10 14 00.20 INTERIOR SIGNAGE

10 28 13 TOILET ACCESSORIES

10 44 16 FIRE EXTINGUISHERS

DIVISION 13 - SPECIAL CONSTRUCTION

13 34 19 METAL BUILDING SYSTEMS

DIVISION 14 - CONVEYING EQUIPMENT

14 21 13 ELECTRIC TRACTION FREIGHT ELEVATORS

DIVISION 22 – PLUMBING

22 14 29.00 40 SUMP PUMPS

DIVISION 23 - HEATING, VENTILATING, AND AIR CONDITIONING (HVAC)

23 30 00 HVAC AIR DISTRIBUTION

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23 82 00.00 20 TERMINAL HEATING UNITS

23 83 00.00 20 ELECTRIC SPACE HEATING EQUIPMENT

DIVISION 26 - ELECTRICAL

26 00 00.00 20 BASIC ELECTRICAL MATERIALS AND METHODS

26 05 73 POWER SYSTEM STUDIES

26 08 00 APPARATUS INSPECTION AND TESTING

26 20 00 INTERIOR DISTRIBUTION SYSTEM

26 28 00.00 10 MOTOR CONTROL CENTERS AND PANELBOARDS

26 32 15.00 ENGINE-GENERATOR SET STATIONARY 15-2500 KW, WITH

AUXILIARIES

26 36 00.00 10 AUTOMATIC TRANSFER SWITCH AND BY-PASS/ISOLATION

SWITCH

26 41 00 LIGHTNING PROTECTION SYSTEM

26 51 00 INTERIOR LIGHTING

26 56 00 EXTERIOR LIGHTING

DIVISION 28 - ELECTRONIC SAFETY AND SECURITY

28 31 70 INTERIOR FIRE ALARM SYSTEM, ADDRESSABLE

DIVISION 31 – EARTHWORK

31 00 00.00 06 EARTHWORK

31 05 22 NON-WOVEN GEOTEXTILE FILTER FABRIC

31 09 13.00 06 INSTRUMENTATION AND MONITORING

PIEZOMETER INSTALLATION LOG FORM

U-SMART PROD FORM

31 11 00 CLEARING AND GRUBBING

31 23 00.00 06 CONTROL OF WATER AND DEWATERING

31 23 05.00 06 MASS EXCAVATION

31 23 17.00 06 UNDERWATER BLASTING

31 23 18.00 06 BLASTING - SURFACE

31 32 23.00 06 SLURRY CONTROL DRILLING AND GROUTING

31 41 16 METAL SHEET PILING

31 56 10.00 06 CUTOFF WALL CONSTRUCTION

SAMPLE OF CUTOFF WALL PANEL CONCRETE PLACEMENT

SAMPLE OF CUTOFF WALL PANEL VERTICALITY REPORT

31 60 00.00 06 FOUNDATION PREPARATION

FOUNDATION CHECKLIST

31 68 13 ROCK SLOPE REINFORCEMENT AND PERMANENT ROCKFALL

PROTECTION

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CERTIFIED FINAL

31 71 16.00 06 ROCK TUNNELING

31 73 00 TUNNEL GROUTING

DIVISION 32 – EXTERIOR IMPROVEMENTS

32 01 00 MISCELLANEOUS CONSTRUCTION

32 01 19.61 SEALING OF JOINTS IN RIGID PAVEMENT

32 11 10 OPEN GRADED AGGREGATE FOR DRAINAGE

32 11 16.16 KYTC CRUSHED STONE BASE CONSTRUCTION

32 12 13 BITUMINOUS TACK AND PRIME COATS

32 12 16 HOT-MIX ASPHALT (HMA) FOR ROADS

32 16 19 CONCRETE CURBS, CURB AND GUTTERS, AND SIDEWALKS

32 17 23 PAVEMENT MARKINGS

32 18 16.13 PLAYGROUND PROTECTIVE SURFACING

32 31 13 CHAIN LINK FENCES AND GATES

32 31 13.15 06 GUARDRAIL

32 91 18.00 06 HIGH PERFORMANCE TURF REINCORCED MAT

32 92 19 SEEDING

32 92 23 SODDING

DIVISION 33 – UTILITIES

33 01 30.16 TV INSPECTION OF SEWER LINES

33 11 00 WATER UTILITY DISTRIBUTION PIPING

33 30 00 SANITARY SEWERAGE

33 40 00 STORMWATER UTILITIES

33 46 13 FOUNDATION DRAINAGE SYSTEM

33 46 16 SUBDRAINAGE PIPING

33 71 01 OVERHEAD TRANSMISSION AND DISTRIBUTION

33 71 02 UNDERGROUND ELECTRICAL DISTRIBUTION

DIVISION 35 – WATERWAY AND MARINE CONSTRUCTION

35 01 70.13 WIRE ROPE AND RIGGING FOR OPERATING DEVICES

35 05 40.14 10 HYDRAULIC POWER SYSTEMS FOR CIVIL WORKS STRUCTURES

35 20 14 STOPLOGS

35 20 16.54 CAST IRON SERVICE DOOR

35 42 37.00 06 RIP RAP STONE PROTECTION

35 59 15.00 06 MARINE SAFETY BOOM

35 73 13 EMBANKMENT FOR EARTH AND ROCKFILL DAMS

DIVISION 40 - PROCESS INTERCONNECTIONS

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40 05 13 PIPELINES, LIQUID PROCESS PIPING

40 05 13.96 WELDING PROCESS PIPING

40 33 33 KNIFE GATE VALVES

DIVISION 41 - MATERIAL PROCESSING AND HANDLING EQUIPMENT

41 22 13.14 BRIDGE CRANES, OVERHEAD ELECTRIC, TOP RUNNING

41 22 23.19 MONORAIL JIB CRANE HOISTS

-- End of Project Table of Contents --

P2#: 145870 Rough River Falls of Rough, KY Dam Safety Mod Phase II

SECTION 31 00 00.00 06

EARTHWORK

5/24

PART 1 GENERAL

1.1 SCOPE OF WORK

This specification covers general earthwork and grading required for the project; compaction, testing, material disposition, restoration of existing facilities, and other miscellaneous features of earthwork that must be executed in association with this contract. Work covered under this section of the specifications shall also include workmanship, equipment, survey, materials, supplies, labor, and other necessary items to provide excavation, backfilling, borrowing, stockpiling, maintenance and final acceptance of any earthwork needed for the work as described above. This specification also includes requirements for earthwork associated with utility installation and soils disposal.

This specification is considered an extension to Specification 31 23 05.00 06 MASS EXCAVATION. This specification shall not be used for cofferdam construction as those requirements are detailed in Section 35 73 13 EMBANKMENT FOR EARTH AND ROCKFILL DAMS. Earthwork requirements for installation of utilities are as shown on the Contract Drawings.

1.1.1 Related Sections

Volume 6 GEOTECHNICAL INTERPRETIVE REPORT (GIR)

01 31 00 DATA MANAGEMENT

01 33 16.00 06 CONTRACTOR SUBMITTALS REQUIRING ENGINEERING AFTER AWARD

03 00 00 GENERAL CONCRETE REQUIREMENTS

31 23 05.00 06 MASS EXCAVATION

31 60 00.00 06 FOUNDATION PREPARATION

35 42 37.00 06 RIP RAP STONE PROTECTION

35 73 13 EMBANKMENT FOR EARTH AND ROCKFILL DAMS

1.2 MEASUREMENT AND PAYMENT

Measurement and Payment for Excavation and Disposal is located in Section

31 23 05.00 06 MASS EXCAVATION

1.2.1 WORK PLATFORM CONSTRUCTION AND MAINTENANCE

1.2.1.1 Payment

All incidental costs associated with the performance of work in this section are included in the contract price. This item includes but is not limited to all incidental design, coordination, labor, materials, equipment, and all other incidental items associated with construction of the work platform required herein. These requirements include but are not limited to foundation preparation, end treatments/transitions, grading, ditches, drainage, jersey barriers, all weather surface, Type 1 Processed Fill, excavations for guidewalls, and any and all other features required for a continuous, stabilized work platform, at minimum, between Stations 9+00 to 25+60 inclusive of all requirements shown on the contract drawings and as detailed in Section 02 32 00 ADDITIONAL INVESTIGATIONS. The

SECTION 31 00 00.00 06 Page 1

Government will make no additional separate payment for items included herein or by reference. Rock Excavation at the right abutment shall be completed for an estimated volume of 300 cubic yards using mechanical breaking equipment and is incidental to MECHANICAL EXCAVATION AND DISPOSAL in Section 31 23 05.00 06 MASS EXCAVATION. Work Platform Removal is included in Dam Restoration.

1.2.1.2 Measurement

A complete and functioning work platform designed, constructed, maintained, and removed by the Contractor meeting the requirements of the plans and specifications.

1.2.1.3 Unit of Measure

Lump Sum:Job

1.2.2 DOWNSTREAM DRAPED FILTER DRAIN AND TAILWATER ABANDONMENT

Filter material and rock spoils placed to abandon the existing stilling basin and tailwater area after the completion of the cutoff wall at Critical Area A.

1.2.2.1 Payment

All incidental costs associated with the performance of work in this section are included in the contract price. Place drain material and spoils as indicated on the contract plans in the tailwater area. This includes but is not limited to all equipment, material, labor, and preparation required to construct the filter and place spoils to the lines, grades, and geometries required in the contract drawings. The Government will make no additional separate payment for items included herein or by reference.

1.2.2.2 Measurement

A complete and functioning draped filter drain and placed spoils prepared and constructed in accordance with the contract documents.

1.2.2.3 Unit of Measure

Unit of Measure: Job

1.2.3 DAM RESTORATION

This item includes restoring the dam to the preconstruction condition. This item incluces Work platform removal. This item does not include construction of the Highway 79 pavement section, abandonment of the tailwater area, or miscellaneous site work which are covered under HIGHWAY

79 RELOCATION, DOWNSTREAM DRAPED FILTER DRAIN AND TAILWATER ABANDONMENT,

and GENERAL SITE WORK respectfully.

1.2.3.1 Payment

All incidental costs associated with the performance of work in this section are included in the contract price. This item includes all activities required to remove the work platform and restore the dam. This includes but is not limited to all activities for earthwork, grading, compaction, placing satisfactory material, placing topsoil, seeding, SECTION 31 00 00.00 06 Page 2 activities for replacing the parapet wall, installation of ACB Mats, placement of rip rap on the dam slope and in ditches, and fully restoring the dam slopes, areas, and surfaces. This includes but is not limited to all coordination, design, planning, labor, materials, equipment, and all other activities necessary to restore the dam as required in the plans and specifications. The Government will make no additional separate payment for items included herein or by reference.

1.2.3.2 Unit of Measure

Unit of Measure: Job

1.3 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO T 180 (2022) Moisture-Density Relations of Soils Using a 4.54-kg (10-lb) Rammer and an 457-mm (18-in) Drop

AASHTO T 224 (2010) Correction for Coarse Particles in the Soil Compaction Test

AMERICAN WATER WORKS ASSOCIATION (AWWA)

AWWA C600 (2023) Installation of Ductile-Iron Mains and Their Appurtenances

AMERICAN WOOD PROTECTION ASSOCIATION (AWPA)

AWPA C2 (2003) Lumber, Timber, Bridge Ties and Mine Ties - Preservative Treatment by Pressure Processes

AWPA P5 (2015) Standard for Waterborne Preservatives

ASTM INTERNATIONAL (ASTM)

ASTM A139/A139M (2022) Standard Specification for Electric-Fusion (ARC)-Welded Steel Pipe (NPS 4 and over)

ASTM A252 (2019) Standard Specification for Welded and Seamless Steel Pipe Piles

ASTM C 136 (2019) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM C33/C33M (2023) Standard Specification for Concrete Aggregates

ASTM D 1140 (2017) Amount of Material in Soils Finer than the No. 200 (75-micrometer) Sieve

SECTION 31 00 00.00 06 Page 3

ASTM D 1556 (2024) Density and Unit Weight of Soil in Place by the Sand-Cone Method

ASTM D6913/D6913M (2017) Standard Test Methods for Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis

ASTM D7928 (2021; E 2021) Standard Test Method for Particle-Size Distribution (Gradation) of Fine-Grained Soils Using the Sedimentation (Hydrometer) Analysis

ASTM D 4318 (2018) Liquid Limit, Plastic Limit, and Plasticity Index of Soils

ASTM D 6938 (2023) Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

ASTM D1557 (2012; R 2021) Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3) (2700 kN-m/m3)

ASTM D2487 (2017; E 2020) Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)

ASTM D4254 (2016) Standard Test Methods for Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density

ASTM D4318 (2017; E 2018) Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils

ASTM D698 (2021) Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/cu. ft. (600 kN-m/cu. m.))

KENTUCKY TRANSPORTATION CABINET (KYTC)

KYTC Section 601 (2019) Standard Specifications for Road and Bridge Construction

KYTC Section 805 (2019) Standard Specifications for Road and Bridge Construction

U.S. ARMY CORPS OF ENGINEERS (USACE)

EM 385-1-1 (2024) Safety and Occupational Health (SOH) Requirements

SECTION 31 00 00.00 06 Page 4

U.S. ENVIRONMENTAL PROTECTION AGENCY (EPA)

UFC 03-250-1 ( 2016) Pavement Design for Roads and Parking Areas

1.4 DEFINITIONS

1.4.1 Satisfactory Materials

Satisfactory materials shall comprise any materials classified by ASTM D2487 as GW, GP, SW, SP, CL-ML, CH or CL. CH material shall have a liquid limit below 60 percent and the plasticity index below 40 percent when tested in accordance with ASTM D 4318. See Paragraph EXPANSIVE SOILS. Satisfactory materials for grading shall be comprised of stones less than 3 inches in any dimension. Satisfactory materials are defined in the contract drawings on OTW-GS501.

1.4.2 Unsatisfactory Materials

Materials which do not comply with the requirements for satisfactory materials are unsatisfactory. Unsatisfactory materials also include undocumented and/or man-made fills; trash; refuse; and material classified as satisfactory which contains root and other organic matter or frozen material. Unsatisfactory soil material is permitted in the disposal area.

Trash, refuse, and construction debris shall be addressed per Specification 02 41 00 DEMOLITION in the Demolition Plan. The Contracting Officer shall be notified of any contaminated materials. Unsatisfactory soils with high plasticity may be able to be processed for use as satisfactory materials utilizing chemical stabilization.

1.4.3 Cohesionless and Cohesive Materials

Cohesionless materials include materials classified in ASTM D2487 as GW, GP, SW, and SP. Cohesive materials include materials classified as CL, CL-ML, and CH. Materials classified as GM and SM will be identified as cohesionless only when the fines are non-plastic. Testing required for classifying materials shall be in accordance with ASTM D 4318, ASTM C 136 ASTM D6913/D6913M, ASTM D7928 and ASTM D 1140.

1.4.4 Degree of Compaction

Degree of compaction required is expressed as a percentage of the maximum density obtained by the test procedure presented in ASTM D1557 or ASTM D698 abbreviated as a percent of laboratory maximum density. Since the laboratory maximum dry density only applies to soils that have 30 percent or less by weight of their particles retained on the 3/4 inch sieve, the degree of compaction for material having more than 30 percent by weight of their particles retained on the 3/4 inch sieve shall be expressed as a percentage of the maximum density in accordance with AASHTO T 180 Method D and corrected with AASHTO T 224. To maintain the same percentage of coarse material, the "remove and replace" procedure as described in the NOTE 8 in Paragraph 7.2 of AASHTO T 180 shall be used.

1.4.5 Topsoil

Material suitable for topsoil is defined as: Natural, friable soil representative of productive, well-drained soils in the area, free of subsoil, stumps, rocks larger than one inch diameter, brush, weeds, toxic substances, and other material detrimental to plant growth. Amend topsoil

SECTION 31 00 00.00 06 Page 5 pH range to obtain a pH of 5.5 to 7.

1.4.6 Hard/Unyielding Materials

Some weathered rock and residuum located at the soil/rock interface may be hard or unyielding materials which are not excavatable by soil excavation equipment. Hard/Unyielding materials comprise weathered rock, dense consolidated deposits, or conglomerate materials which are not included in the definition of "rock". These materials usually require the use of heavy excavation equipment or high-energy mechanical devices for breakage or displacement to remove the materials and shall be considered as part of mechanical rock excavation.

1.4.7 Rock

See Specification 31 23 05.00 06 MASS EXCAVATION for definition.

1.4.8 Unstable Material

Unstable material shall consist of materials too wet to properly support the utility pipe, conduit, or appurtenant structure, subsequent layers of fill material, as identified by laboratory testing, or through failure of a proof-roll. Unstable material may be stabilized by drying.

1.4.9 Select Granular Material

Select granular material shall consist of materials classified as GW, GP, SW, SP by ASTM D2487 where indicated. Select granular material for coarse aggregates are called out by State of Kentucky Gradations in accordance with KYTC Section 805 of the Kentucky Department of Highways Standard Specification for Road and Bridge Construction. Fine aggregate will typically be defined by ASTM C33/C33M or have a required gradation that is required to meet identified in the plans or specifications. Where free draining material is required GW and SW material is not permitted.

1.4.10 Initial Trench Backfill Material

Initial backfill shall consist of select granular material or satisfactory materials free from rocks 3 inches or larger in any dimension or free from rocks of such size as recommended by the pipe manufacturer, whichever is smaller. When the pipe is coated or wrapped for corrosion protection, the initial backfill material shall be free of stones larger than 1 inches in any dimension or as recommended by the pipe manufacturer, whichever is smaller.

1.4.11 Expansive Soils

Expansive soils are defined as soils that have a plasticity index equal to or greater than 40 when tested in accordance with ASTM D4318. Expansive soils classified as CH material may be chemically altered to become non-expansive and otherwise satisfactory material through the use of lime stabilization.

1.4.12 Embankment

Embankment is a general term utilized in the Earthwork specification to denote earth fill placed to support an elevated roadway, berm, etc.

Specific to the cofferdam embankment, the definition is contained in Specification 35 73 13 EMBANKMENT FOR EARTH AND ROCKFILL DAMS. Specific to

SECTION 31 00 00.00 06 Page 6 the main dam embankment, the definition is contained in Specification

31 56 10.00 06 CUTOFF WALL CONSTRUCTION

1.5 SUBMITTALS

Government approval/acceptance by the Resident Office (RO) is required for submittals with a "G" designation; submittals not having a "G" designation are for information only (FIO) or as otherwise designated. When used, a designation following the "G" designation identifies an additional office that will review the submittal for the Government. The following shall be submitted in accordance with LRL Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Shoring; G

SD-02 Shop Drawings

Work Platform Design, Construction Plan, Maintenance, and Removal;

G, DO

Per 01 33 16.00 06 CONTRACTOR SUBMITTALS REQUIRING ENGINEERING AFTER AWARD. The Contracting Officer will notify the Contractor when the plan is approved for construction. The Government will not grant any time extension for any design re-submittal required when, in the opinion of the Contracting Officer, initial submission failed to meet the minimum quality requirements as set forth in the Contract.

SD-03 Product Data

Utilization of Excavated Materials; G, DO Initial plan per Mass Excavation and Disposal Plan in

31 23 05.00 06MASS EXCAVATION. Revisions required with at least 30 days notice for soil and 45 days notice for rock.

Opening of any Excavation or Borrow Pit; G 30 days advance notice on the opening of excavation or borrow areas.

SD-06 Test Reports

Testing;G, DO

Within 24 hours of conclusion of physical tests, 3 copies of test results, including calibration curves and results of calibration tests.

Proof Rolling; G Within 72 hours of planned proofroll.

SD-07 Certificates

Testing

Qualifications of the Corps' validated commercial testing laboratory or the Contractor's validated testing facilities.

SECTION 31 00 00.00 06 Page 7

1.6 SUBSURFACE DATA PROVIDED BY THE GOVERNMENT

See Specification 00 31 31.13 06 SUBSURFACE INVESTIGATION INFORMATION for subsurface information obtained by the Government. No consideration will be given for additional compensation for extra work for conditions which could reasonably have been anticipated from this Geotechnical information. This does represent the best subsurface information available; however variations may exist in the subsurface between boring locations. Additional investigations required by the Contractor are defined in Section 02 32 00

ADDITIONAL INVESTIGATIONS.

1.7 CRITERIA FOR BIDDING

Base bids on the following criteria:

a. Surface elevations are as indicated.

b. Pipes or other artificial obstructions, except those indicated, will not be encountered.

c. Ground water elevations indicated by the boring logs were those existing at the time subsurface investigations were made and do not necessarily represent ground water elevation at the time of construction.

Ground water elevations on the upstream left abutment are higher than the reservoir elevation with perched groundwater and spring activity likely to be encountered in and near outcrops for the Haney Limestone.

During Geotechnical drilling groundwater was noted as high as elevation 545 in the left abutment.

Groundwater located in the tailwater is known to be artesian near relief well 1 and the stilling basin area. Excavations at the toe of the dam shall be restricted to the locations indicated on the plans.

Groundwater left of the tailwater access road in the vicinity of apron and retreat channel excavation will generally exist at the ground surface. Groundwater located in the campground area is anticipated to exist at the ground surface.

d. The Contractor is responsible for the collection and disposal of surface water.

e. Material character is as indicated by the boring logs, Contract Drawings, and as indicated by associated references indicated in Section 00 31 31.13 06 SUBSURFACE INVESTIGATION INFORMATION.

f. Top of rock is as indicated on the outlet works and cutoff wall profiles indicated on the Contract Drawings.

1.8 EXCAVATED MATERIALS

Under this contract, the intent is that all excavated soils and rock are to be reused on-site to the greatest extent practical and economically justified, provided the materials meet the contractual requirements. Excess soil and rock that can not be used for construction or processed for use for specific project features must be disposed of in the spoil areas identified on the Contract drawings.

SECTION 31 00 00.00 06 Page 8

1.9 WORK PLATFORM DESIGN, CONSTRUCTION PLAN, MAINTENANCE, AND REMOVAL

Work Platform salient features are specified in 01 33 16.00 06 CONTRACTOR SUBMITTALS REQUIRING ENGINEERING AFTER AWARD. Different placement procedures and geometries may be proposed and shall include sufficient information to assure that a structurally sound and safe work platform which promotes the installation of the cutoff wall per the requirements herein and the contract drawings. The Work Platform shall be designed and installed in accordance with Deep Foundation Institute (DFI) recommendations for work platforms and this Contract. The Contract takes precedent in the event of any discrepancies with DFI guidance.

The Contractor shall be responsible for all design associated with work platform design submittals. The work platform shall include a free draining, processed fill obtained from on-site spoils (no shale or soil), and positive drainage away from the excavation. The work platform must be designed in accordance with UFC 03-250-1 Pavement Design for Roads and Parking Areas and be designed for the worst case crane loading condition.

Design considerations shall address the need to remove existing erosion protection at the abutment ditches and to facilitate draining the work platform at these locations prior to fill placement. PROPOSALS TO PERMANENTLY/TEMPORARILY MODIFY THE DAM CREST WILL BE REJECTED. The Contractor shall provide, as a minimum, the following information in this submittal:

1. Concept drawings and cross sections showing the configuration/geometry of the work platform are included in the contract drawings.

2. Design computations and analyses detailing stability of the structure both globally for the structure and internal stability of any structural components, reinforcement, or other required elements. All calculations for the work platform shall be included and stamped by the designer.

3. Placement and compaction of processed fill required for the platform and quality control testing shall be as detailed in this specification per Paragraph WORK PLATFORM CONSTRUCTION.

4. The means and methods for protecting existing instrumentation, fiber optics, and other equipment during material excavation and placement shall be detailed. The number of temporary instrumentation hookups, sequences, and the footage of cable required for temporary relocations (any relocations in addition to pre/post construction) must be included as part of the plan. This must be coordinated with specification 31 09 13.00 06 Instrumentation and Monitoring paragraph Sequencing and Scheduling.

5. The means and methods used for removal of the work platform including the plan for removal and transport of the engineered fill material along with plans for re-establishing the geometry of the dam slope per Paragraph WORK PLATFORM REMOVAL.

Sequencing of all work associated with the work platform shall be included in the Construction Plan including the requirements per Paragraph WORK PLATFORM OPERATION. Traffic control features related to access roads shall be included in the Construction Plan. Acceptable designs must appropriately consider the following conditions and constraints:

a. The topsoil shall be completely stripped and stockpiled for re-use away from other onsite topsoil and spoils.

b. The use of a suitable non-woven geotextile fabric that meets the

SECTION 31 00 00.00 06 Page 9 requirements of specification 31 05 22 NON-WOVEN GEOTEXTILE FABRICS is required to be placed above the rock fill placed on the dam below the work platform. Geotextile Fabric is not permitted below the rock fill.

c. The processed fill material for the platform shall be composed of material as defined in Volume 1 OTW-GS501 or as recommended per manufacturer of a proprietary system. The Contractor must stage work platform construction so that enough stockpiled processed material is availabel to to construct any given work platform stage without supply related interruptions for stone fill.

d. Processed fill between lifts shall be graded and or choked as necessary to prevent migration and to ensure drainage.

e. Adequate drainage of the rock fill through outlet pipes is required to outlet at the existing groin ditches as shown on the site plan.

Alternate drainage pipe locations may be submitted for approval by the contractor to meet the geometric requirements of the work platform while not causing erosion of the dam embankment. Ditches and ditch locations are subject to Government approval.

f. Slope stability of the work platform, the dam embankment and processed material must be meet the requirements of EM1110-2-1902

SLOPE STABILITY.

g. Existing automated instrumentation data quality shall not be affected. Existing instrumentation within the limits of the work platform shall be modified to accommodate the Contractor's methods and shall remain functional throughout construction as detailed in Volume 3 CTW-CI series sheets.

h. Erosion and sediment control features must be sufficient to prevent sediment deposition into the lake or tailwater.

i. The work platform as shown on the Contract Drawings is conceptual to demonstrate a feasible system that ensures stability of the dam embankment. Depending on the system submitted, embedment depths and soil conditions required to verify design assumptions are required in accordance with Section 02 32 00 ADDITIONAL INVESTIGATIONS. Dam slope stability must be verified for the proposed work platform design.

j. Design must comply with all federal, state, and local permits.

k. Surface runoff shall slope away from the proposed cut-off wall and not cascade down the dam slope. An interceptor system for runoff is required.

l. The maximum free standing face shall not exceed 27 feet above the ground.

m. The geometry must correspond with cutoff alignment constraints as provided in Section 31 56 10.00 08 CUTOFF WALL CONSTRUCTION.

n. The proposed geometry shall not create seepage concerns (e.g. high saturation lines or excessive seepage gradients) within the dam during all possible loading conditions (free draining fill material is required).

o. Adequate protection against erosion of temporary fill shall be ensured.

p. The work platform, fill, and all components shall be removed from the dam at the completion of the project. The processed fill shall be transported to the upland disposal area and/or be utilized to abandon the existing retreat channel as shown on the drawings.

Sheet-piling, or other metal systems, if used, shall be the property of the Contractor and removed from site. Concrete removed from the project shall have rebar removed and be spoiled in the approved disposal area located within the Construction Work Limits.

q. Any required excavation, including rock excavation, necessary to

SECTION 31 00 00.00 06 Page 10 facilitate work platform construction, and site restoration upon work platform demolition.

r. The section of work platform that is to be constructed on the existing dam crest shall require the minimum thickness shown on CTW-CG501 with respect to stone subbase, base, and aggregate surface. It is acceptable for the work platform surface elevation to be higher than the existing road, not to exceed 2 feet. The existing asphalt roadway in the current condition is not an acceptable working surface for the work platform.

Work associated with this submittal shall comply with Section 01 33 16.00 08 CONTRACTOR SUBMITTALS REQUIRING ENGINEERING AFTER AWARD. All designs and analyses in this submittal shall be stamped by a registered Professional Engineer who has been responsible for the design of similar type structures and has a minimum of ten years of pertinent experience. Certification by professional engineers shall not relieve the Contractor of the responsibility for the overall design, structural stability, and safety of the work platform, as well as the existing embankment and foundation soils, throughout the duration of the contract. The Engineer of record is required to make periodic site visits and attend progress meetings during construction activities.

Engineering properties of any required fill for the final embankment configuration other than durable stone as described herein shall be submitted to the Contracting Officer for approval as part of these analyses. Work platform surfacing shall be designed to withstand repeated loading by the Contractor's construction equipment without causing base failures that would compromise the subgrade, parapet wall, or surface of the dam.

1.10 COMPACTION EQUIPMENT

Compaction equipment shall be selected based on the features of work being completed to meet the project specifications.

1.11 DATA REQUIREMENTS

The Contractor and any Subcontractors performing work specified in this section must provide the data for all of the fields in the SQL database for the project pertaining to earthwork as specified by the Section 01 31 00 DATA MANAGEMENT and the Volume 5 attachments. Any data requirements listed in 01 31 00 shall also apply to the data generated in the completion of the work or testing described in this section.

Ensure thorough review of the data specifications in this section, in 01 31 00 DATA MANAGEMENT, and the Volume 5 attachments, and ensure proper review and compliance by any Subcontractors.

Provide all data generated by the performance of ASTM or other field and laboratory testing, inspection or QC verification of materials placements in the appropriate tables of the project SQL database. Ensure coordinate locations of material collected for testing or placed are associated with all applicable tests. Collect standardized location names for general placements of materials that have undergone testing prior to placement as applicable.

SECTION 31 00 00.00 06 Page 11

PART 2 PRODUCTS

2.1 REQUIREMENTS FOR OFFSITE SOILS

Soil brought to the project from offsite, or soil transported offsite for disposal shall meet the requirement of LRL Section 01 57 19.00 06 TEMPORARY ENVIRONMENTAL CONTROLS AND PERMITS; paragraphs BORROW SOILS and MANAGEMENT

OF BORROW MATERIAL AND EXCESS SOIL.

2.2 BURIED WARNING AND IDENTIFICATION TAPE

Polyethylene plastic and metallic core or metallic-faced, acid- and alkali-resistant, polyethylene plastic warning tape manufactured specifically for warning and identification of buried utility lines and 1 foot above any PVC casing. Provide tape on rolls, 3 inch minimum width, color coded as specified below for the intended utility with warning and identification imprinted in bold black letters continuously over the entire tape length. Warning and identification to read, "CAUTION, BURIED (intended service) LINE BELOW" or similar wording. Color and printing shall be permanent, unaffected by moisture or soil.

Warning Tape Color Codes

Red: Electric Yellow: Gas, Oil; Dangerous Materials Orange: Telephone and Other Communications (Instrumentation) Blue: Water Systems Green: Sewer Systems White: Steam Systems Gray: Compressed Air

2.2.1 Warning Tape for Metallic Piping

Acid and alkali-resistant polyethylene plastic tape conforming to the width, color, and printing requirements specified above. Minimum thickness of tape shall be 0.003 inch. Tape shall have a minimum strength of 1500 psi lengthwise, and 1250 psi crosswise, with a maximum 350 percent elongation.

2.2.2 Detectable Warning Tape for Non-Metallic Piping

Polyethylene plastic tape conforming to the width, color, and printing requirements specified above. Minimum thickness of the tape shall be 0.004 inch. Tape shall have a minimum strength of 1500 psi lengthwise and 1250 psi crosswise. Tape shall be manufactured with integral wires, foil backing, or other means of enabling detection by a metal detector when tape is buried up to 3 feet deep. Encase metallic element of the tape in a protective jacket or provide with other means of corrosion protection.

2.3 DETECTION WIRE FOR NON-METALLIC PIPING

Detection wire shall be insulated single strand, solid copper with a minimum of 12 AWG.

2.4 MATERIAL FOR RIP RAP

Permanent Rip Rap for the service bridge abutment, retreat channel, downstream dam slope, and along ditches and other features shall meet the requirements established in Specification 35 42 37.00 06 RIP RAP STONE

SECTION 31 00 00.00 06 Page 12

PROTECTION

2.5 FLOWABLE FILL

Flowable fill may be utilized for backfilling trenches and excavations for utility pipes and appurtenances. Excavations under parking areas and roadways often experience less settlement and risk of construction damage when backfilled with flowable fill. Flowable fill shall be in accordance with KYTC Section 601 Section 601.03.03-B.5.b.

2.6 WORK PLATFORM SUBGRADE

The subgrade shall be prepared in accordance with this specification and will be composed of CH, CL and CL-ML materials which compose the dam embankment. The design bearing capacity shall be assumed to be 2,000 psf for work related to the work platform.

2.7 WORK PLATFORM FILL

Processed Rock Fill used to construct the work platform must be composed of Type I processed fill not containing soil, shale rock, or debris meeting Specification 31 23 05.00 06 MASS EXCAVATION and the Contract Drawing requirements.

2.8 PIPE CASING

2.8.1 Casing Pipe

ASTM A139/A139M, Grade B, or ASTM A252, Grade 2, smooth wall pipe. Casing size shall be of the outside diameter and wall thickness as indicated.

Protective coating is not required on casing pipe.

2.8.2 Wood Supports

Treated Yellow Pine or Douglas Fir, rough, structural grade. Provide wood with nonleaching water-borne pressure preservative (ACA or CCA) and treatment conforming to AWPA P5 and AWPA C2, respectively. Secure wood supports to carrier pipe with stainless steel or zinc-coated steel bands.

PART 3 EXECUTION

3.1 STRIPPING OF TOPSOIL

Where indicated or directed, topsoil shall be stripped to a minimum depth of 6 inches or greater as required until all topsoil is removed. For the dam areas, tailwater area, and campground area topsoil may extend as deep as 12 inches. No structures, parking areas, or other new construction shall be constructed upon topsoil. Topsoil shall be kept separate from other excavated materials, brush, litter, objectionable weeds, roots, stones larger than 1 inches in diameter, and other materials that would interfere with planting and maintenance operations. Topsoil shall be stockpiled and re-used post construction. Any surplus of topsoil from excavations and grading shall be delivered and stockpiled at the disposal site selected by the Contractor and approved by the Contracting Officer. TOPSOIL FROM THE

DAM EXCAVATED FOR THE WORK PLATFORM SHALL BE KEPT SEPARATE FROM OTHER

STOCKPILE AND DISPOSAL MATERIALS FOR PROTECTION.

SECTION 31 00 00.00 06 Page 13

3.2 GENERAL EXCAVATION

The Contractor shall perform excavation of every type of material encountered within the limits of the project to the lines, grades, and elevations indicated and as specified. Grading shall be in conformity with the typical sections shown on the drawings and to the tolerances specified in paragraph FINISHING. Subgrade preparation, drying, and stabilization shall be incidental to common excavation. Surplus satisfactory excavated material not required for fill or embankment shall be disposed of in areas approved for surplus material storage or designated waste areas. During construction, excavation and fill shall be performed in a manner and sequence that will provide proper drainage at all times.

3.2.1 Drainage

Provide for the collection and disposal of surface and subsurface water encountered during construction in accordance with the drawings, NPDES Permit, and Storm Water Pollution Prevention Plan. Completely drain construction site during periods of construction. Groundwater flowing toward or into excavations shall be controlled to prevent sloughing of excavation slopes and walls and to eliminate interference with orderly progress of construction. The Contractor shall establish/construct storm drainage features (ponds/basins) at the earliest stages of site development, and throughout construction grade the construction area to provide positive surface water runoff away from the construction activity and/or provide temporary ditches, swales, and other drainage features and equipment as required to maintain dry soils. It is the responsibility of the Contractor to assess the soil and ground water conditions within any on-site borrow area and employ necessary measures to permit construction to proceed. Sandbags, sumps, or other drainage provisions shall be the responsibility of the Contractor to achieve a suitable working surface in the spillway.

3.2.2 Ditches, Gutters, and Channel Changes

Excavation of ditches, gutters, and channel changes shall be accomplished by cutting accurately to the cross sections, grades, and elevations shown.

Ditches and gutters shall not be excavated below grades shown. Excessive open ditch or gutter excavation shall be backfilled with satisfactory, thoroughly compacted, material or with suitable stone or cobble to grades shown. Material excavated shall be disposed of as shown or as directed, except that in no case shall material be deposited less than 4 feet from the edge of a ditch. The Contractor shall maintain excavations free from detrimental quantities of leaves, brush, sticks, trash, and other debris until final acceptance of the work.

3.2.3 Drainage Structures

Excavations shall be made to the lines, grades, and elevations shown, or as directed. Trenches and foundation pits shall be of sufficient size to permit the placement and removal of forms for the full length and width of structure footings and foundations as shown. Rock or other hard foundation material shall be cleaned of loose debris and cut to a firm, level, stepped, or serrated surface. Loose disintegrated rock and thin strata shall be removed. When concrete or masonry is to be placed in an excavated area, the bottom of the excavation shall not be disturbed. Excavation to the final grade level shall not be made until just before the concrete or masonry is to be placed.

SECTION 31 00 00.00 06 Page 14

3.2.4 Dewatering

Groundwater flowing toward or into excavations shall be controlled to prevent sloughing of excavation slopes and walls, boils, uplift and heave in the excavation and to eliminate interference with orderly progress of construction. French drains, sumps, ditches or trenches will not be permitted within 3 feet of the foundation of any existing structure, except with specific written approval, and after specific contractual provisions for restoration of the foundation area have been made. Requirements for dewatering entering soil and rock excavations from groundwater and seepage is covered in Specification 31 23 00.00 06 CONTROL OF WATER AND DEWATERING

3.2.5 Trench Excavation Requirements

The trench shall be excavated as recommended by the manufacturer of the pipe to be installed adhering to OSHA and EM 385-1-1 requirements. Trench walls below the top of the pipe shall be sloped, or made vertical, and of such width as recommended in the manufacturer's installation manual. Where no manufacturer's installation manual is available, trench walls shall be made vertical. Trench walls more than 4 feet high shall be shored, cut back to a stable slope, or provided with equivalent means of protection for employees who may be exposed to moving ground or cave in. Vertical trench walls more than 4 feet high shall be shored. Trench walls which are cut back shall be excavated to at least the angle of repose of the soil.

Special attention shall be given to slopes which may be adversely affected by weather or moisture content. The trench width below the top of pipe shall not exceed 24 inches plus pipe outside diameter (O.D.) for pipes of less than 24 inches inside diameter and shall not exceed 36 inches plus pipe outside diameter for sizes larger than 24 inches inside diameter.

Where recommended trench widths are exceeded, redesign, stronger pipe, or special installation procedures shall be utilized by the Contractor. The cost of redesign, stronger pipe, or special installation procedures shall be borne by the Contractor without any additional cost to the Government.

3.2.5.1 Bottom Preparation

The bottoms of trenches shall be accurately graded to provide uniform bearing and support for the bottom quadrant of each section of the pipe.

Bell holes shall be excavated to the necessary size at each joint or coupling to eliminate point bearing. Stones of 3 inches or greater in any dimension, or as recommended by the pipe manufacturer, whichever is smaller, shall be removed to avoid point bearing.

3.2.5.2 Removal of Unyielding Material

Where unyielding material is encountered in the bottom of the trench, such material shall be removed 4 inches below the required grade and replaced with suitable materials as provided in paragraph BACKFILLING AND COMPACTION.

3.2.5.3 Removal of Unstable Material

Where unstable material is encountered in the bottom of the trench, such material shall be removed to the depth directed and replaced to the proper grade with select granular material or flowable fill as provided in paragraph BACKFILLING AND COMPACTION. When removal of unstable material is required due to the Contractor's fault or neglect in performing the work, the resulting material shall be excavated and replaced by the Contractor without additional cost to the Government.

SECTION 31 00 00.00 06 Page 15

3.2.5.4 Excavation for Appurtenances

Excavation for manholes, catch-basins, inlets, or similar structures shall be sufficient to size to permit the placement and removal of forms for the full length and width of structure footings, foundations or face of the excavation or support members. Rock shall be cleaned of loose debris and cut to a firm surface either level, stepped, or serrated, as shown or as directed. Loose disintegrated rock and thin strata shall be removed.

Removal of unstable material shall be as specified above. When concrete or masonry is to be placed in an excavated area, special care shall be taken not to disturb the bottom of the excavation. Excavation to the final grade level shall not be made until just before the concrete or masonry is to be placed.

3.2.5.5 Jacking, Boring, and Tunneling

Unless otherwise indicated, excavation shall be by open cut except that sections of a trench may be jacked, bored, or tunneled if, in the opinion of the Contracting Officer, the pipe, cable, or duct can be safely and properly installed and backfill can be properly compacted in such sections.

Jacking, boring, and tunneling for utilities is not permitted within 50 feet of the dam.

3.2.5.6 Underground Utilities

Movement of construction machinery and equipment over pipes and utilities during construction shall be at the Contractor's risk. Perform work adjacent to non-Government utilities as indicated in accordance with procedures outlined by utility company. Excavation made with power-driven equipment is not permitted within three feet of known Government-owned utility or subsurface construction. For work immediately adjacent to or for excavations exposing a utility, Government instrumentation, Government utilities, or other buried obstruction shall be excavated by hand. Start hand excavation on each side of the indicated obstruction and continue until the obstruction is uncovered or until clearance for the new grade is assured. Support uncovered lines or other existing work affected by the contract excavation until approval for backfill is granted by the Contracting Officer. Report damage to utility lines or subsurface construction immediately to the Contracting Officer.

3.2.5.7 Structural Excavation

Ensure that footing subgrades have been inspected and approved by the Contracting Officer prior to concrete placement. Excavate to bottom of footing prior to placing concrete or driving piles, unless authorized otherwise by the Contracting Officer. Backfill and compact over excavations and changes in grade due to pile driving operations to 95 percent of ASTM D698 maximum density.

3.3 SELECTION OF BORROW MATERIAL

Borrow material shall be selected to meet the requirements and conditions of the particular fill or embankment for which it is to be used. Borrow material shall be obtained from either the upland staging area, the upland disposal area, or the left upstream abutment as shown on the drawings as approve by the Government. Borrow material from approved sources on Government-controlled land may be obtained without payment of royalties.

No additional borrow shall be obtained within the limits of the project site than indicated on the contract drawings. Necessary clearing, SECTION 31 00 00.00 06 Page 16 grubbing, and satisfactory drainage of borrow pits and the disposal of debris thereon shall be considered related operations to the borrow excavation.

3.4 OPENING AND DRAINAGE OF EXCAVATION AND BORROW PITS

The Contractor shall notify the Contracting Officer sufficiently in advance of the opening of any excavation or borrow pit to permit elevations and measurements of the undisturbed ground surface to be taken. Except as otherwise permitted, borrow pits and other excavation areas shall be excavated providing adequate drainage.