W912P520R0004 TSpecs RTA.pdf

US Army Corps of Engineers

Nashville District

Solicitation No. W912P520R0004

DOWNSTREAM LOCK MONOLITHS

Kentucky Lock Addition Tennessee River Livingston County, Kentucky

Technical Specifications

Ready to Advertise (RTA) – Certified Final

April 2021

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Downstream Monoliths Kentucky Lock W912P520R0004 RTA Grand Rivers, KY

PROJECT TABLE OF CONTENTS

DI VI SI ON 01 - GENERAL REQUI REMENTS

01 00 00 GENERAL REQUIREMENTS

01 00 05 GENERAL GEOLOGY AT KENTUCKY LOCK

01 22 00 PRICE AND PAYMENT PROCEDURES

01 30 00 ADMINISTRATIVE REQUIREMENTS

01 31 00 DATA MANAGEMENT

01 32 01 PROJECT SCHEDULE

01 32 23 SURVEY, ALIGNMENT CONTROL, LiDAR AND IMAGERY

01 33 00 SUBMITTAL PROCEDURES

01 33 29 SUSTAINABILITY REPORTING

01 35 26 GOVERNMENTAL SAFETY REQUIREMENTS

01 35 50 PROJECT SITE SECURITY AND AT/OPSEC PROCEDURES

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 00 QUALITY CONTROL

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

01 50 00 TEMPORARY CONSTRUCTION FACILITIES AND CONTROLS

01 57 19 TEMPORARY ENVIRONMENTAL CONTROLS

01 57 24 DIVERSION AND CARE OF WATER

01 74 19 CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL

01 78 00 CLOSEOUT SUBMITTALS

01 78 23 OPERATION AND MAINTENANCE DATA

DI VI SI ON 02 - EXI STI NG CONDI TI ONS

02 32 00 SUBSURFACE DRILLING AND SAMPLING

02 41 00 DEMOLITION OF EXISTING FEATURES

DI VI SI ON 03 - CONCRETE

03 11 14 CONCRETE: FORMWORK

03 15 14 EXPANSION, CONTRACTION CONSTRUCTION JOINTS AND WATERSTOPS

IN CONCRETE FOR CIVIL WORKS

03 20 02 STEEL BARS AND WELDED WIRE FABRIC FOR CONCRETE

REINFORCEMENT FOR CIVIL WORKS

03 30 00 CONCRETE: GENERAL REQUIREMENTS

03 30 01 CONCRETE: MATERIALS

03 30 02 CONCRETE: MIXTURE PROPORTIONING

03 30 03 CONCRETE: PRODUCTION

03 30 04 CONCRETE: PLACEMENT REQUIREMENTS

03 30 53 MISCELLANEOUS CAST-IN-PLACE CONCRETE

03 42 13 PLANT-PRECAST CONCRETE PRODUCTS FOR BELOW GRADE

CONSTRUCTION

03 61 00 CONTACT GROUTING

03 70 00 CONCRETE: MASS AND STRUCTURAL

03 70 01 CONCRETE: FOUNDATION TREATMENT

03 80 00 CONCRETE: SECOND STAGE

DI VI SI ON 05 - METALS

05 50 13 MISCELLANEOUS METAL FABRICATIONS

05 50 14 STRUCTURAL METAL FABRICATIONS

05 50 15 CIVIL WORKS FABRICATIONS

05 59 20 FABRICATION OF HYDRAULIC STEEL STRUCTURES

DI VI SI ON 09 - FI NI SHES

PROJECT TABLE OF CONTENTS Page 1

09 97 02 PAINTING: HYDRAULIC STRUCTURES

DI VI SI ON 10 - SPECI ALTI ES

10 14 53 TRAFFIC SIGNAGE

DI VI SI ON 13 - SPECI AL CONSTRUCTI ON

13 50 00 INSTRUMENTATION PROGRAM

DI VI SI ON 22 - PLUMBI NG

22 00 02 EMBEDDED LOCK PIPING AND OTHER MECHANICAL EQUIPMENT

DI VI SI ON 26 - ELECTRI CAL

26 05 26 GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS

26 20 01 EMBEDED ELECTRICAL CONDUIT MATERIALS AND METHODS

26 42 14 CATHODIC PROTECTION SYSTEM (SACRIFICIAL ANODE)

26 56 00 EXTERIOR LIGHTING

DI VI SI ON 31 - EARTHWORK

31 00 00 EARTH EXCAVATION AND FILL PLACEMENT

31 05 19.13 GEOTEXTILES FOR EARTHWORK

31 11 00 CLEARING AND GRUBBING

31 23 05 LOCK EXCAVATION

31 23 06 BLASTING

31 32 23 FOUNDATION DRILLING AND GROUTING

31 60 00 FOUNDATION PREPARATION

31 63 26 DRILLED SHAFTS FOR LOCK WALLS

DI VI SI ON 32 - EXTERI OR I MPROVEMENTS

32 11 23 AGGREGATE BASE COURSES

32 31 13 TEMPORARY CHAIN LINK FENCES AND GATES

32 92 19 SEEDING

DI VI SI ON 33 - UTI LI TI ES

33 40 00 STORM DRAINAGE UTILITIES

33 46 13 FOUNDATION DRAINAGE

DI VI SI ON 35 - WATERWAY AND MARI NE CONSTRUCTI ON

35 20 16.33 MITER GATES

35 20 28 MITER GATE ANCHORAGE LOAD MEASUREMENT INSTRUMENTATION

35 31 19 STONE, CHANNEL, SHORELINE/COASTAL PROTECTION FOR

STRUCTURES

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 2

SECTION TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

SECTION 01 00 00

GENERAL REQUIREMENTS

PART 1 GENERAL

1.1 GENERAL

1.2 LOCATION AND ACCESS

1.2.1 Location

1.3 WATER SURFACE ELEVATIONS AND VELOCITY INFORMATION

1.3.1 Historical and Hypothetical Information

1.3.2 Operation of Kentucky Dam

1.3.2.1 Powerhouse Operation

1.3.2.2 Spillway Gate Operation

1.3.2.3 Lock Discharge

1.3.3 Forecasts and Coordination with TVA

1.3.3.1 Powerhouse Releases

1.3.3.2 Spillway Releases

1.4 IMPACTS TO NAVIGATION TRAFFIC AND OPERATION OF EXISTING LOCK

1.4.1 Navigation Channel Restrictions and Information

1.4.2 Impacts to Recreational Craft

1.4.3 Loading Restrictions on Lock Monoliths

1.5 DAM SAFETY EMERGENCY ACTIONS

1.5.1 Dam Safety Training

1.5.2 Dam Safety Condition Notification

1.6 COORDINATION CONFERENCES

1.7 WEEKLY PROGRESS MEETINGS

1.8 PARTNERING

1.8.1 Annual Partnering Conferences

1.8.2 Executive Governance Meetings

1.8.3 Joint Risk Register

1.9 REFERENCES

1.10 PROJECT SIGNS

1.10.1 General

1.10.2 Materials

1.10.3 Painting

1.10.4 Erection and Maintenance

1.11 PROTECTION AND RESTORATION OF EXISTING FACILITIES

1.12 EVALUATION OF CONTRACTOR PERFORMANCE

1.13 VETERANS EMPLOYMENT EMPHASIS FOR U.S. ARMY CORPS OF ENGINEERS

CONTRACTS

1.14 SUMMARY OF WORK

1.14.1 Base Scope

1.14.2 Option 1

1.14.3 Option 2

1.14.4 Option 3

1.14.5 Option 4

1.14.6 Option 5

1.14.7 Option 6

1.14.8 Option 7

1.15 REQUIRED SEQUENCING OF WORK

1.16 MEASUREMENT AND PAYMENT

SECTION 01 00 00 Page 1

PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION

3.1 AVAILABILITY AND USE OF UTILITY SERVICES

3.1.1 Contractor Responsibilities

3.1.2 Interruptions of Utilities

3.2 CLOSURE OF EXISTING LOCK

-- End of Section Table of Contents --

SECTION 01 00 00 Page 2

SECTION 01 00 00

GENERAL REQUIREMENTS

PART 1 GENERAL

1.1 GENERAL

This section comprises an explanation of the general contract requirements needed to accomplish the work. All work specified herein shall be accomplished in accordance with the procedures prescribed in the specifications and drawings. See Section 01 22 00 PRICE AND PAYMENT

PROCEDURES.

1.2 LOCATION AND ACCESS

1.2.1 Location

Kentucky Lock 265 Kentucky Lock Rd.

Grand Rivers, KY 42045

1.3 WATER SURFACE ELEVATIONS AND VELOCITY INFORMATION

The Contractor is advised that much of this project site is subject to water levels in the river directly below TVA's Kentucky Dam, and as such, is subject to large and rapid fluctuations in water surface elevations.

Data on discharges, water surface elevations, and water velocities for the project site have been provided in the Contract Plans and Specifications to help the Contractor evaluate how the tailwater conditions below Kentucky Dam may impact his work activities. This data is described and other pertinent information is provided in the following sections.

1.3.1 Historical and Hypothetical Information

Plots of historical river elevations over the period of 1990 to 2016;

monthly and yearly tables of hypothetical flood frequency elevations;

monthly and yearly tables of hypothetical flood duration data are provided in Drawing Numbers 1012N401-27 through 30 and included in Appendix A - FORMS AND ATTACHMENTS. The hypothetical flood frequency and flood duration data was derived using standard statistical analyses of the maximum yearly and average daily tailwater elevations (feet, NGVD 29), respectively, at Kentucky Dam from the available data from 1948 to 2016.

The monthly flow duration data can be used to get an idea of the percent of time that the Dam is releasing water through its spillway bays. The maximum sustained flow release through Kentucky Dam's turbines is approximately 65,000 cfs; therefore, any flows higher than 65,000 cfs in the duration tables indicate that the dam would be using its spillway.

The Contractor is cautioned that unusual weather patterns will cause the water levels and flows at the project site to vary from the probable elevations and flows predicted in the monthly hypothetical data. Also, the Tennessee River levels at this site are affected by both water releases out of Kentucky Dam and by the elevations of the Ohio River 22 miles downstream. It is not unusual for this project site to experience

SECTION 01 00 00 Page 3 high tailwater elevations when very little water is being released from Kentucky Dam. The hypothetical frequency and duration data provided in these Contract Documents take into account the effects of the Ohio River elevations since the data was derived from actual historical Tennessee River elevations, not river flows. The provided flood elevation data can be compared to the topography of the project site as shown in the Contract Drawings to help determine the susceptibility of various locations within the project site to flooding.

1.3.2 Operation of Kentucky Dam

Since water conditions at the project site are affected to a large degree by the operation of Kentucky Dam, the following information is provided to the Contractor to help in his understanding of these impacts to his work activities.

1.3.2.1 Powerhouse Operation

The powerhouse has five generation units that can discharge up to 15,000 cfs each; however, a maximum sustained release per turbine under most circumstances is approximately 13,000 cfs. Tailwater elevations could change on the order of up to four feet due to releases out of the powerhouse. These fluctuations could occur within a period of less than three hours.

1.3.2.2 Spillway Gate Operation

Each of the 24 spillway gates has three leaves. The top leaf, or flood gate, is typically not installed. During spillway releases, the spillway gate closest to the powerhouse, gate number 1, is opened first by removing the middle leaf. As additional spillway releases are needed, the middle leaves of the gates are removed going from east to west (i.e., starting on the powerhouse side and progressing to the west) in the gate number sequence 2, 3, 5, 7, 9, 11, 13, 15, 17, 19, 21, and 23. If additional middle leaf openings are required, then they are opened in the sequence 4, 6, 8, 10, 12, 14, 16, 18, 20, 22, and 24. Each spillway bay releases approximately 10,000 cubic feet per second (cfs) with the middle leaf removed. This release amount varies depending on the lake water elevation. If additional spillway releases are needed after all 24 middle leaves are removed, then the lower leaves are removed in the gate number sequence 3, 5, 7, 9, 11, 13, 15, 17, 19, 21, 23, 24, 22, 20, 18, 16, 14, 12, 10, 8, 6, 4, 2, and 1. Removal of the lower leaf adds an additional discharge to each spillway bay of approximately 16,000 cfs (i.e., total discharge of approximately 26,000 cfs per spillway bay). This discharge amount also varies by lake level and tailwater level. No more than one gate leaf is removed per hour (i.e., the fastest the 24 middle leaves could be removed is 24 hours). However, this maximum gate removal rate is not uncommon, and combined with the powerhouse releases, the dam's discharge can go from 5,000 cfs to 300,000 cfs in a 24 hour period. The gate leaves are reinstalled in the reverse order described above for their removal.

1.3.2.3 Lock Discharge

While the operation of the powerhouse and spillway is controlled by TVA, the operation of the navigation lock at Kentucky Dam is operated by Corps of Engineers personnel. This is a high use lock that operates 24 hours a day and usually experiences eight to twelve discharge cycles each 24 hour period. During low tailwater elevations, the Kentucky Dam tailwater area

SECTION 01 00 00 Page 4 can experience an increase in water surface elevation of up to one foot during a lock discharge cycle. It takes approximately 11 to 20 minutes for a complete lock discharge.

1.3.3 Forecasts and Coordination with TVA

1.3.3.1 Powerhouse Releases

As an existing public service through a TVA telephone number/internet site (1-800-238-2264, #33 or " https://www.tva.gov/Environment/Lake-Levels/Kentucky "), the Contractor can access the anticipated schedule of operations for the hydropower units for the next calendar day, starting at 6:00 p.m. on the calendar day before.

In addition, the Contractor can call TVA's River Operation office at 865-632-6065 to obtain average daily dam discharge forecasts that cover a timeframe 8 calendar days into the future. However, due to limited accuracy in weather forecasting and the complexity of the power release scheduling, these 8 calendar day forecast can be very inaccurate.

1.3.3.2 Spillway Releases

A communication system will be established that will allow TVA's onsite dam operations personnel to inform the Contractor of impending spillway gate changes as soon as possible after a decision is made by TVA on the gate change schedule. Under some flood conditions, the need and approximate scope of the start of these spillway operations may be known up to two calendar days in advance of the spillway releases. However, in most cases, the advance knowledge of the start of spillway operations will be less than two calendar days. In some cases, the warning for the impending start of spillway operations may only be a few hours. For example, during the summer of 1994, an isolated, intense summer thunderstorm dumped several inches of rainfall within the local watershed of the Kentucky Lake and Barkley Lake pools that caused Kentucky Dam to start spillway releases in the overnight hours after the afternoon/early evening storm. This storm event was so isolated, it did not affect any other TVA reservoirs.

1.4 IMPACTS TO NAVIGATION TRAFFIC AND OPERATION OF EXISTING LOCK

The Contractor is advised that the development of his work plan and its execution shall not impede commercial navigation through the project site, except as noted elsewhere in these Specifications. Specific criteria is provided in the following two sections.

1.4.1 Navigation Channel Restrictions and Information

The Contractor is advised that the project area is heavily traversed by commercial cargo vessels on the Tennessee River. Most tows traveling this reach of river are in a 5L x 3W configuration of jumbo barges resulting in tows of approximately 1200 feet in length and 105 feet in width. Since the vast majority of tows require a double lockage through the 600 foot long lock, total lockage times of 2.5 to 3 hours are common. In calendar year 2015, an average of 8.3 tows locked-through Kentucky Lock each calendar day. As such, it is the most utilized lock in the Ohio River system and has an average delay time per tow at the top or near the top of any lock in the nation. Construction of this Downstream Lock Monoliths project is not expected to have significant negative impacts on the efficiency of the existing Kentucky Lock in passing vessels. It is the intent of these Plans and Specifications to minimize any negative impacts

SECTION 01 00 00 Page 5 during construction. As a result, the Contractor's work plan should reflect this criteria.

It is expected that the Contractor's approved work plan and approved safety plan will address many of the Contractor's work activities while a vessel is transiting the lower approach channel. Therefore, it is important to understand how and how long it takes vessels to transit this lower approach under different modes of lock operations.

For the purposes of these Specifications, the definition of a vessel "transiting" the lower approach includes both upbound and downbound vessels when they are moving past the Contractor's work area and are not actively engaged on the lock's lower river approach wall. For downbound tows where a cut is coming out of the chamber to tie to the lower river approach wall, this would not be considered a "transit" in the lower approach, even if the tow extends downstream of Station 10+00B. Likewise for an upbound tow that is tied to the lower river approach wall then moves further upstream to tie-off after its cut is taken into the chamber, this move would not be considered a "transit." Since most lockages take on the order of 2.5 hours to complete and if the lock operates under the mode of one vessel lockage upbound followed by a downbound lockage, there will be a time window of 3 to 5 hours where a commercial vessel does not transit the lower approach. When the lock operates where an upbound tow is followed by another upbound tow (i.e, "2 Up" mode), then there is a window of about 2.5 hours to 3 hours between transits. If the first upbound tow is 600' long or less in a "2 up" mode, then there may only be on the order of 30 minutes between lower approach transits. Either an upbound or downbound transit usually lasts less than 10 minutes.

The Contractor will not be allowed to have equipment or personnel riverward of the downstream cofferdam (i.e., in the lock's lower approach channel)when a vessel is transiting the lower approach. Equipment would include any physical items obstructing a vessel. The Contractor's safety plan shall address appropriate controls necessary when a red flagged barge or barges are transiting through the work area. It is anticipated that the transit of red flagged barges will curtail spark generating activites within some areas of the contractor's work zone.

The Contractor is advised that the depth of the lower approach channel is at bare minimum levels when water elevations approach the 300 foot level.

As such, the Contractor will be required to develop work plans to minimize the possibility of any of his equipment or materials being deposited in this channel and becoming a hazard to navigation. The Contracting Officer may require the Contractor to employ survey and removal methods during construction if equipment or material is suspected of impeding navigation due to the Contractor's activities.

The Contractor is also advised that during a lock discharge cycle, the water surface elevations can increase by up to a foot and that flow velocities can be experienced in the lock's lower approach. These increases are more severe during low river elevations and during maximum emptying valve operations at the lock. During the maximum emptying valve operating speed, the lock can complete its discharge cycle in approximately 11 minutes. The resulting flow velocities immediately downstream of the lock can be up to about 5 feet per second. The lock can and will operate with a slower emptying valve operation upon the request of the Contractor. This will result in an approximately 20 minute discharge cycle where the resulting average peak velocities will be reduced by almost one-half from those experience during the maximum

SECTION 01 00 00 Page 6 emptying valve cycle. If the contractor has sensitive activities that require even lower velocities, then even slower valve operations will be considered for limited occurrences.

The Lockmaster or lock operator on duty can be reached by phone at (270) 362-4226 or by Marine Band Radio VHF - FM 156.8 MHz (Ch.13) or 156.7 MHz (Ch.14). Channel 16 is the authorized reply and distress frequency, and locks are not permitted to use this frequency except in an emergency involving the risk to immediate loss of life or property. The Contractor is advised that under most circumstances, he will not be allowed to use or impede the use of the two Federal mooring cells immediately downstream of the powerhouse island or the two cells on the left descending bank just upstream of the I-24 bridge. Only when given special permission by the Kentucky Lock Lockmaster will the Contractor be allowed to use these mooring facilities.

1.4.2 Impacts to Recreational Craft

The Contractor is advised that the tailwater area below Kentucky Dam is a popular area for recreational and commercial craft involved in fishing.

During optimum water and weather conditions, it is not unusual for over 30 fishing boats to be present in the one-half mile reach of river below Kentucky Dam. Even during inclement weather, except when more than two spillway bays are open, it is unusual not to see some fishing boats below the dam in daylight hours. Many of these boats motor up to just below the dam, then fish as they drift down to a point below the existing bridges' alignment, then motor back up to the dam and repeat the sequence. While most of these vessels will not be in the Contractor's active work area, his safety plan shall be developed with this knowledge and with the goal to minimize the impacts to these vessels.

1.4.3 Loading Restrictions on Lock Monoliths

To support construction activities, the concrete portions of the existing lock do not have any loading restrictions. The existing steel grating on top of the lock wall is only rated for pedestrian loads only. The refurbished crane may not be placed on the designated grating until after the grating upgrade is complete.

1.5 DAM SAFETY EMERGENCY ACTIONS

1.5.1 Dam Safety Training

At least one representative from each of the Contractor's and all of his subcontractors' work crews that are involved in excavation work shall be required to attend dam safety training. This training will be provided on-site by TVA personnel and shall consist of less than three hours of instructional video tape and site specific instructions. The training will be provided at no cost to the Contractor or subcontractors. This training is required prior to any of the described work effort above.

1.5.2 Dam Safety Condition Notification

If a potential condition threatening dam safety is noticed by the Contractor or subcontractor employees, the Contractor should immediately notify the TVA's senior powerplant operator on duty at 270-362-4569. The senior operator will then dispatch a TVA employee to view and report on the condition. As soon as possible, the Contractor shall also notify the Contracting Officer's Representative at the site or the Resident

SECTION 01 00 00 Page 7

Engineer. If the situation is a potential or actual Dam Safety Emergency, the senior powerplant operator will issue guidance through the Contracting Officer's Representative or the Resident Engineer on actions the Contractor must take to stabilize the dam safety situation or TVA will take actions in an attempt to stabilize the dam safety situation. In the event the Contracting Officer's Representative or Resident Engineer are not available, and the situation is considered critical, the senior powerplant operator may issue this guidance directly to the Contractor.

Any part of the contract work delayed or otherwise impacted due to a dam safety concern as described herein will be addressed in accordance with the Contract Clause 52.242-14 SUSPENSION OF WORK.

1.6 COORDINATION CONFERENCES

Routine coordination conferences will be scheduled by the Contracting Officer throughout the life of this project. Coordination conferences will be held to discuss contract administration, Contractor quality control, phasing, scheduling, and other aspects relating to this construction. The Corps of Engineers and the Contractor will be represented at each of these meetings. Coordination conferences will be scheduled to occur when notified by the Contracting Officer.

1.7 WEEKLY PROGRESS MEETINGS

After receiving notice-to-proceed, the Contractor shall establish a schedule for weekly progress meetings. The purpose of the weekly progress meeting is for the Contractor to: 1) Communicate information relevant to the current status of the project's progress; 2) Communicate risks which may impact near term progress; 3) Identify upcoming activities and necessary actions which precede those activities; 4) Relay relevant personnel information; Go over status of pending modifications, pay requests, RFI's, submittals, deficiencies, and other administrative matters. This list is not all inclusive and should be expanded as deemed appropriate by the Contracting Officer and the Contracor.

The Contractor shall host the weekly progress meeting on the same day of the week for the duration of the project. The day of the week and time of the meeting shall be approved by the Contracting Officer. The meeting shall be held on-site in a location that provides adequate seating for the Contractor's attendees and the Governemnt's attendees.

The Contractor is responsible for preparing the agenda for the weekly progress meeting. The agenda must be updated as the project progresses so that it remains relevant to the current status of the project. The Contractor shall provide the agenda to the Contracting Officer on a weekly basis at least 4 hours prior to the start of the meeting.

The Contractor is responsible for recording meeting minutes at every weekly progress meeting. The meeting minutes shall be provided via email to the Government for review no more than 24 hours after completion of the meeting. The Government will respond with corrections to the meeting minutes, and the Contractor will provide a final copy no more than 24 hours after receiving Government comments or concurence. Final meeting minutes will be attached to the QC daily report corresponding to the day the meeting takes place.

1.8 PARTNERING

In order to most effectively accomplish this contract, the Government

SECTION 01 00 00 Page 8 urges the contractor to join the Government in establishing a cohesive and professional project management team. Through this "partnering" relationship both entities would strive to draw on the strengths of each organization for the ultimate goal of assuring that the project’s intended results of finishing on time and within budget are achieved using risk management. This endeavor seeks an environment that nurtures team building, cooperation, and trust between the Government and the Contractor. The partnering relationship would be bilateral in make-up, and participation will be totally voluntary.

1.8.1 Annual Partnering Conferences

The first step in initiating the concept would be a joint project management team "partnering" conference attended by multiple officers from each organization representing management and the key jobsite staff of each entity. The initial conference would be held within the first thirty

(30) days following contract award. The Resident Engineer would chair the conference, establish its agenda and distribute minutes of the meeting. A professional facilitator acceptable to both parties would lead the participants of the session through the steps of team building and the formation of a problem solving mechanism within the group. The conference duration would be no more than one day. Location of the conference would be offsite within a 60 mile radius of the jobsite at a facility which offers conference rooms and food service. All costs in connection with rented facilities and the facilitator would be shared equally by the Government and the Contractor. Each organization would pay other costs of its respective employees attending the conference.

Additional facilitiated partnering sessions, following the same format as the initial session, would be held no less than annually, with each session lasting a full day. Implementation of the partnering concept and philosophy would be an on-going process.

1.8.2 Executive Governance Meetings

To supplement the annual formal partnering sessions, semi-annual executive governance meetings will take place at the job site, with each meeting lasting a maximum of four hours.

1.8.3 Joint Risk Register

A major component of the partnering relationship will be development of the joint risk register. The Government and the Contractor will work together to develop a register that identifies risks that impact the Government and/or the Contractor. The risk register will be a living document, updated at each partnering session or more frequently if needed. The register will be used to mitigate potential impacts from the identified risks.

1.9 REFERENCES

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

U.S. ARMY CORPS OF ENGINEERS (USACE)

ECB 2020-1 (2020) USACE Construction Project Signs and Use of the Army Star

SECTION 01 00 00 Page 9

EP 310-1-6a (2006) Sign Standards Manual, VOL 1

EP 310-1-6b (2006) Sign Standards Manual, VOL 2, Appendices

1.10 PROJECT SIGNS

1.10.1 General

Furnish and erect, within 15 days after issuance of the Notice to Proceed, a PROJECT IDENTIFICATION SIGN and a SAFETY PERFORMANCE SIGN at the location directed by the Contracting Officer. Letter signs on one side only and conform to EP 310-1-6a (Section 16), EP 310-1-6b , ECB 2020-1 , and to the details and colors shown on the sketches included in Appendix A FORMS AND ATTACHMENTS. Name the project as follows:

Kentucky Lock Downstream Monoliths

1.10.2 Materials

Construct the sign with a face sheet of 3/4 inch exterior grade plywood mounted on a substantial framework of treated 4-inch by 4-inch material.

Screws shall be commercial quality and of sizes shown.

1.10.3 Painting

Apply one prime coat and two finish coats of exterior oil paint to signs and post before lettering. Apply letters and trim to one side only using one coat of enamel of color, style, and size shown.

1.10.4 Erection and Maintenance

Erect signs at the locations designated by the Contracting Officer. Signs shall be plumb and backfill of post holes shall be well tamped to properly support the signs throughout the life of the contract. Maintain signs in good condition until completion of the contract. Remove signs from the site upon final acceptance of the contract work.

1.11 PROTECTION AND RESTORATION OF EXISTING FACILITIES

Existing facilities shall be protected whether or not shown on the drawings. Upon completion of the work, existing facilities, not included as a portion of the work, shall be left in a condition equal to the original condition prior to the contract. Costs for repair and restoration of any facilities shall be considered to be incidental to and included in the contract price.

1.12 EVALUATION OF CONTRACTOR PERFORMANCE

The Contractor's performance will be evaluated in accordance with FAR Part

42.15 in the areas of safety, quality, schedule, cost control, management, utilization of small businesses, and regulatory compliance at minimum.

The evaluation will include a written narrative and rating of either exceptional, very good, satisfactory, marginal, or unsatisfactory for each. The format for the evaluation is included in Appendix A FORMS AND

ATTACHMENTS.

The Contractor's review of the evaluation shall be completed

SECTION 01 00 00 Page 10 electronically at the CPARS, http://www.cpars.gov . This website also includes guidance and the user's manual.

Upon contract award, the Contractor shall provide the Contracting Officer with the name and e-mail address of the Contractor's Representative to be registered into the system. Following initial completion by the Government, the Contractor will have sixty (60) calendar days to review, comment, and return the evaluation.

1.13 VETERANS EMPLOYMENT EMPHASIS FOR U.S. ARMY CORPS OF ENGINEERS

CONTRACTS

In addition to complying with the requirements outlined in FAR Part 22.13 EQUAL OPPORTUNITY FOR VETERANS, FAR Clause 52.222-35 EQUAL OPPORTUNITY FOR VETERANS, FAR Clause 52.222-37 EMPLOYMENT REPORTS ON VETERANS, DFARS

222.13 SPECIAL DISABLED AND VIETNAM ERA VETERANS, and Department of Labor regulations, U.S. Army Corps of Engineers (USACE) contractors and subcontractors at all tiers are encouraged to promote the training and employment of U.S. veterans while performing under a USACE contract.

While no set-aside, evaluation preference, or incentive applies to the solicitation or performance under the resultant contract, USACE contractors are encouraged to seek out highly qualified veterans to perform services under this contract. The following resources are available to assist USACE contractors in their outreach efforts:

a. U.S. Department of Labor Veterans employment: www.vets.gov/

b. Federal veteran employment information: www.fedshirevets.gov/index.aspx

c. Veterans’ Employment and Training Service (VETS):

http://www.dol.gov/vets/

d. Veterans Opportunity to Work (VOW) Program: http://benefits.va.gov/vow/

e. U.S. Army Warrior Transition Command Employment Index:

http://www.wct.army.mil/modules/employers/index.html

f. Hiring Our Heroes initiative:

www.uschamberfoundation.org/hiring-our-heroes

g. Guide to Hiring Veterans:

https:://obamawhitehouse.archives.gov/sites/default/files/docs/white_house_business_council

- guide_to_hiring_veterans_0.pdf

1.14 SUMMARY OF WORK

The scope of the Base contract and each of seven Options are described in the paragraphs below. They are not described in the Plans and should only be described elsewhere in Section 01 22 00 of these Specifications and in the Bid Schedule. If there are any conflicts between this Section of the Specifications and Section 01 22 00 or the Bid Schedule, then Section 01 22 00 and the Bid Schedule will govern. Concrete quantities included in the Base contract and the Options is defined by geographic boundaries.

This definition was designed to increase the flexibility of the contractor to prosecute the placement of the concrete in the sequence he chooses within the geographic bounds and within the limits of the quantities provided, while meeting all other contract requirements.

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1.14.1 Base Scope

The scope of the Base contract has been developed in anticipation that it can be awarded based upon available funds and that it contains the critical path activities required to meet the performance period of the contract. Significant features of work included in the base contract are:

a. Establish an onsite concrete batch plant, all necessary ancillary material storage facilities, and perform quality control tests on all anticipated concrete mixes to be utilized during the contract.

b. Establish an onsite delivery system to convey concrete from the batch plant down into the pit where the concrete will be placed to form the concrete monoliths.

c. Construct and furnish an onsite Quality Assurance testing laboratory to be utilized by Government personnel.

d. Complete all remaining rock excavation necessary to construct the 50 monoliths included in the overall contract. This includes the "checkerboard" excavation under the middle wall monoliths and the rock excavation required to construct the lock's discharge system and lower monoliths on both the middle and land walls.

e. Perform foundation preparation treatments for all 50 monoliths. This will include dental excavation at exposed features and backfill with dental concrete. Mud mats are anticipated at all monoliths.

f. Fabricate and deliver to the project site the 97' tall downstream miter gates and all associated concrete embedments and components.

The gates operating machinery and connecting members are not included in this contract.

g. Fabricate and deliver to the project site all other concrete embedments necessary to complete all 50 monoliths. Significant items in this category include wall armor, line hooks, culvert bulkhead slots, 110' bulkheads slots, stay-in-place discharge port forms, culvert liners, culvert valve trunnion anchors, and floating mooring bit tracks.

h. On the existing upstream lock monoliths, construct the 110' bulkhead slots and the two culvert bulkhead slots on the downstream side of the two upstream culvert valve wells.

i. Place approximately 63,000 cubic yards of concrete, associated reinforcing steel, and all embedments for the downstream monoliths.

This is concrete below elevation 310 for Monoliths L25 to L32 and Monoliths M25 to M32.

j. Place approximately 41,000 cubic yards of concrete, associated reinforcing steel, and all embedments for the upstream middle wall monoliths. This is concrete below elevation 310 for Monoliths M6 to M24. This quantity of concrete will complete all monoliths on the middle wall below elevation 310.

k. Place approximately 30,000 cubic yards of concrete, associated reinforcing steel, and all embedments for the upstream land wall monoliths. This is concrete below elevation 303 and can be placed for any Monoliths L9 to L24. This quantity of concrete is not sufficient

SECTION 01 00 00 Page 12 to complete the monoliths between these stations below elevation 303.

l. Operate, maintain, and monitor an extensive instrumentation system that is comprised of multiple piezometers, joint meters, inclinometers, alignment pins, tilt meters, and all associated monitoring and data collection systems.

1.14.2 Option 1

Place approximately 24,000 cubic yards of concrete, associated reinforcing steel, and all embedments for the downstream monoliths. This is concrete from elevation 310 to elevation 340 Monoliths L25 to L32 and Monoliths M25 to M32

1.14.3 Option 2

Place approximately 19,000 cubic yards of concrete, associated reinforcing steel, and all embedments for the upstream middle wall monoliths. This is concrete from elevation 310 to elevation 340 for any Monoliths M6 to M24.

1.14.4 Option 3

a. Place approximately 25,000 cubic yards of concrete, associated reinforcing steel, and all embedments for the downstream monoliths.

This is concrete from elevation 340 to the top of the monoliths for Monoliths L25 to L32 and Monoliths M25 to M32.

b. Install the downstream miter gates and make all adjustments for required tolerances. The placement of embedments required for these miter gates below elevation 340 are included in the Base contract and in Option 1. Placement of these embedments above eleveation 340 are included in this Option.

1.14.5 Option 4

a. Place approximately 24,000 cubic yards of concrete, associated reinforcing steel, and all embedments for the upstream land wall monoliths. This is concrete below elevation 303 for any Monoliths L9 to L24.

b. Place approximately 49,000 cubic yards of concrete, associated reinforcing steel, and all embedments for the upstream land wall monoliths. This is concrete from elevation 303 to elevation 347 for all Monoliths L9 to L24.

c. Place approximately 7,000 cubic yards of concrete, associated reinforcing steel, and all embedments for the upstream land wall monoliths. This is concrete from elevation 347 to the top of the monoliths for any Monoliths L9 to L24.

1.14.6 Option 5

a. Place approximately 39,000 cubic yards of concrete, associated reinforcing steel, and all embedments for the upstream middle wall monoliths. This is concrete from elevation 310 to elevation 340 for any Monoliths M6 to M24.

b. Place approximately 31,000 cubic yards of concrete, associated reinforcing steel, and all embedments for the upstream middle wall

SECTION 01 00 00 Page 13 monoliths. This is concrete from elevation 340 to the top of the monoliths for Monoliths M6 to M24.

1.14.7 Option 6

a. Place and compact approximately 100,000 cubic yards of soil and rock backfill behind the land wall monoliths. This constitutes approximately 30% of the total anticipated backfill quantity.

b. Perform a grouting program around the interior perimeter of the lock chamber. Approximately 40,000 cubic feet of grout is anticipated to be placed.

1.14.8 Option 7

a. Place approximately 13,000 cubic yards of concrete, associated reinforcing steel, and all embedments for the upstream land wall monoliths. This is concrete from elevation 347 up to the top of the monoliths for any Monoliths L9 to L24.

b. Place and compact approximately 232,000 cubic yards of soil and rock backfill behind the land wall monoliths. This quantity has been developed to achieve the early completion milestone for backfill upstream of station 6+00.

1.15 REQUIRED SEQUENCING OF WORK

Initiating work activities for most of the scope required by this contract is contingent upoon gaining access to the excavation area, referred to as "the pit". At the time of contract award the pit will be occupied by an existing contract. The Government anticipates granting the Contractor access to the pit by 01 August 2022. Access to the pit will be granted by formal correspondence from the Contracting Officer. Prior to receiving this formal correspondence, the Contactor will not have accecss to the pit.

Further, many work activities of this contract have required predecessors to be completed before they can be initiated. These predecessors are described in the appropriate Plans or sections of these Specifications.

Of special note in required sequencing for this contract is the rock excavation required to initiate concrete placement for the middle wall monoliths. This rock excavation is commonly named the "checkerboard" rock excavation. It has been developed to provide an additional measure of safety in supporting the existing lock's land wall while excavating the foundation for the new lock. This is achieved by leaving a block of rock in place that spans an existing lock monolith joint to support both monoliths. This in situ rock block will remain in place until a corresponding block of concrete is placed adjacent to these two monoliths. This checkerboard sequencing is expected to have an impact on the sequencing of work and will require specialized rock excavation methods to protect the adjacent concrete.

1.16 MEASUREMENT AND PAYMENT

No separate payment will be made for the work covered under this section.

The costs thereof must be included in the item to which the work pertains.

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PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION

3.1 AVAILABILITY AND USE OF UTILITY SERVICES

3.1.1 Contractor Responsibilities

a. The Contractor shall be responsible for the availability of utilities for use on the project, including potable water, electrical, sewer, internet, etc.. Raw water is available with no charge at the site. The contractor shall supply any other utilities needed at his cost. The Contractor shall carefully conserve any utilities furnished without charge.

b. The Contractor, at its expense and in a workmanlike manner satisfactory to the Contracting Officer, shall install and maintain all necessary temporary connections and distribution lines. Before final acceptance of the work by the Government, the Contractor shall remove all the temporary connections, distribution lines, and associated paraphernalia.

c. The Contractor is responsible for providing drinking water facilities for all personnel associated with this contract.

3.1.2 Interruptions of Utilities

a. No utility services shall be interrupted by the Contractor to make connections, to relocate, or for any purpose without approval of the Contracting Officer.

b. Request for Permission to shut down services shall be submitted in writing to the Contracting Officer not less than seventeen (17) days prior to date of proposed interruption. The request shall give the following information:

(1) Nature of Utility (Gas, L.P. or H.P., Water, etc.)

(2) Size of line and location of shutoff.

(3) Buildings and services affected.

(4) Hours and date of shutoff.

(5) Estimated length of time services will be interrupted.

c. Services shall not be shutoff until receipt of approval of the proposed hours and date from the Contracting Officer.

d. Shutoffs which will cause interruption of Government work operations as determined by the Contracting Officer shall be accomplished during regular non-work hours or on non-work days of the Using Agency.

e. Operation of valves on water mains will be by the contractor under supervision from theGovernment. Where shutoff of water lines interrupts service to fire hydrants or fire sprinkler systems, the Contractor shall arrange his operations and have sufficient material and personnel available to complete the work without undue delay or to restore service without delay in event of emergency.

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3.2 CLOSURE OF EXISTING LOCK

The date and duration of any lock closure shall be submitted to the Contracting Officer in writing no less than 45 days prior to the requested closure date. Acceptability of the closure request will be determined by the Contracting Officer. Closures longer than 4 hours in a 24 hour period will not be approved, unless deemed essential by the Contracting Officer.

-- End of Section --

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SECTION TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

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GENERAL GEOLOGY AT KENTUCKY LOCK

PART 1 GENERAL

1.1 GEOLOGY

1.1.1 Physiography

1.1.2 Seismicity

1.1.3 Soils

1.1.3.1 Alluvium

1.1.3.2 Tuscaloosa Formation

1.1.3.3 Residuum

1.1.3.4 Fill

1.1.4 Rock

1.1.4.1 Fort Payne and Warsaw Limestone Lithology

1.1.4.2 Warsaw/Fort Payne Contact

1.1.4.3 Bedding

1.1.4.4 Jointing

1.1.5 Karst Features

1.1.5.1 Guard Wall Solution Feature

1.1.6 Laboratory Testing of Materials

1.2 GEOLOGIC FEATURES AND POTENTIAL ENGINEERING SIGNIFICANCE

1.2.1 Solution Features

1.2.2 Top of Rock

1.2.3 Vertical Intersecting Joints

1.2.4 Rock Wedges

1.2.5 Rock Compressive Strengths

1.2.6 Bedding Planes, Chert Content And Jointing

1.2.7 Extremely Irregular Top of Rock and Solution Features Filled with Clay and Interbedded Chert

1.3 REFERENCES

PART 2 PRODUCTS (Not Used)

PART 3 EXECUTION (Not Used)

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GENERAL GEOLOGY AT KENTUCKY LOCK

PART 1 GENERAL

1.1 GEOLOGY

Terms used in this section are as defined in the American Geosciences Institute (AGI) AGI Dictionary and AGI Glossary .

1.1.1 Physiography

The Kentucky Lock Addition project is located on the border of the Mississippi Embayment and Mississippian Plateau physiographic provinces.

This hilly borderland is located between the Tennessee and Cumberland Rivers. The topography of this area consists of short steep slopes that are dissected by a dense network of tributaries.

1.1.2 Seismicity

The project site is east of the New Madrid Seismic Zone which parallels the Mississippi River from about Memphis, Tennessee to southern Illinois.

Many seismic events occur in this zone and in a "snapshot" period from 1970 to 1999 seismic event magnitudes range from less than 3 to less than 5 (source, Southeast Seismicity map, Center for Earthquake Research and Information (CERI), University of Memphis). The most destructive events of this seismic zone occurred in December 1811 and February 1812 with magnitudes approaching 8.

Records of recent seismic events around the project area are obtainable from CERI at their internet website (https://www.memphis.edu/ceri/, as of April 2020) and the U.S. Geological Survey, website ( https://www.usgs.gov/natural-hazards/earthquake-hazards/, as of April 2020

1.1.3 Soils

Soils overlying the top of rock surface consist of alluvium, the Tuscaloosa Formation, and residuum derived from the in-place weathering of the Warsaw Limestone and Ft. Payne Formation. In terms of geologic age, from youngest to oldest; the alluvium is recent to 10,000 years ago, the Tuscaloosa Formation was deposited in the Cretaceous age or from about 66 to 144 million years ago; and the Mississippian age residuum material from about 320 to 360 million years ago. Fill material was placed during construction of the existing lock and dam and will be encountered during the lock excavation.

1.1.3.1 Alluvium

According to Rhoades, Fox, and Mistler, 1941, TVA Final Geologic Report (Rhoades, et al) written after construction of the existing lock describes the alluvium as a brown silty clay, blue clay, and sandy, clayey gravel.

The alluvium was, generally, undifferentiated from other soils in the logs of borings during the investigation program for the Kentucky Lock Addition.

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1.1.3.2 Tuscaloosa Formation

The Tuscaloosa Formation consists mostly of a subrounded to rounded fine gravel, angular chert fragments up to cobble-size or 3-inch to 12-inches in diameter, with abundant fossils. Locally, the chert fragments may be cemented with silica or ferruginous material with white clay, silt, and sand filling the interstitial matrices. Standard split-spoon blow counts range from less than ten blows per foot, to more than 100 blows per foot when refusal was met on rock fragments, gravel, cobbles, and/or very dense sand. The lower few feet of the Tuscaloosa may have chert fragments derived from underlying residuum comingled with it..

1.1.3.3 Residuum

The residuum varies widely in vertical thickness and horizontal extent, and is composed of chert and limestone fragments and detached limestone blocks measuring up to tens of feet across rest in a matrix of clay formed from the in-place decomposition of the Warsaw and Fort Payne. The consistency of the lean to fat clay ranges from very soft to stiff; and the very hard nodules, bands, and thin chert beds of varying lateral extent are commonly noted within the clay layers and alternate throughout the residuum. Blow counts in splitspoon borings ranged from about 10 blows per foot to more than 100 blows per foot upon encountering rock fragments and chert material. The contact surface between the residuum and rock is typically distinct or sharp; yet, the Residuum/Warsaw and Residuum/Ft. Payne contact is highly irregular and is based upon the degree of chemical decomposition of the parent limestone material.

1.1.3.4 Fill

Fill is comprised of gravel, clay, silt, sand, or various admixtures of these materials. The fill behind the downstream guard wall is known to also contain limestone boulders. An undetermined amount of construction debris had been encountered in recent construction of the upstream cofferdam. This has included concrete and steel from old piers, scrap metal, tires and all types of flood debris. It should be assumed that additional construction debris will be encountered elsewhere.

1.1.4 Rock

The rock formations encountered in the project from oldest to youngest are the Mississippian age Fort Payne Formation and Warsaw Limestone. The lithology of the Fort Payne and Warsaw is similar and the two are undifferentiated in the core borings.

1.1.4.1 Fort Payne and Warsaw Limestone Lithology

The Fort Payne and Warsaw limestone are light to dark gray, generally very hard, thin to thick bedded, medium grained to dense, limestone with occasional discontinuous shaly seams. Dark gray to black, very hard, irregular chert beds and nodules occur throughout the limestone. The Fort Payne formation is more siliceous with higher chert content than the Warsaw formation. In core samples, chert is found to comprise up to between 30 and 40 percent of the total length of cores. Shaly partings and bands are common and are generally the weakest zones of the intact rock, excluding natural fractures.

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1.1.4.2 Warsaw/Fort Payne Contact

The contact between the Warsaw and Fort Payne formation is nearly horizontal and it persists across the entire site. It is represented as a clay filled seam up to three feet thick in the upstream monolith excavation contract to a point where it was defined as a tight shaly seam.