Part 6 of 6 -- Draft Specifications.pdf

HSTDebrisBoom W912DQ25R1004 Warsaw, Missouri

SECTION TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

SECTION 01 10 00.00 23

STATEMENT OF WORK

PART 1 GENERAL

1.1 REFERENCES APPLIED

1.2 GENERAL

1.2.1 Submittals

1.2.2 Quality Control

1.3 SCOPE

1.3.1 General Project Description

1.3.1.1 Purpose

1.3.2 Conceptual Drawings

1.3.3 Design Freedom and Aesthetics

1.4 PROJECT SPECIFIC REQUIREMENTS

1.4.1 Debris Boom Requirements and Parameters

1.4.1.1 System Design Requirements

1.4.1.2 Design Loads

1.4.1.3 Supporting Information for Design

1.4.1.4 Performance Requirements

1.4.2 Construction Effort

1.4.2.1 Anchorage System

1.4.2.2 Debris Boom Construction

1.4.3 Inspection and Acceptance

1.4.4 Geotechnical

1.4.5 Site Engineering

1.4.6 Civil

1.4.6.1 Site Clearing

1.4.6.2 Site Development

PART 2 PRODUCTS - Not Used

PART 3 EXECUTION - Not Used

-- End of Section Table of Contents --

01 10 00.00 23 - 1

SECTION 01 10 00.00 23

STATEMENT OF WORK

PART 1 GENERAL

1.1 REFERENCES APPLIED

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 CONCRETE INSTITUTE (ACI)

ACI 318 (2019; R 2022) Building Code Requirements for Structural Concrete (ACI 318-19) and Commentary (ACI 318R-19)

AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)

AISC 360 (2016) Specification for Structural Steel Buildings

AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE)

ASCE 7-16 (2017; Errata 2018; Supp 1 2018) Minimum Design Loads and Associated Criteria for Buildings and Other Structures

AMERICAN SOCIETY OF MECHANICAL ENGINEERS (ASME)

ASME B1.1 (2019; Rev. 2024) Unified Inch Screw Thread (UN, UNR, and UNJ Thread Forms)

ASTM INTERNATIONAL (ASTM)

ASTM A603 (2019) Standard Specification for Zinc-Coated Steel Structural Wire Rope

Code of Federal Regulations

29 CFR Part 1910.27 Title 29. Code of Federal Regulations, Part 1910 - OCCUPATIONAL SAFETY AND HEALTH STANDARDS - Section 1910.27 - Fixed Ladders.

U.S. ARMY CORPS OF ENGINEERS (USACE)

CRREL Tech Digest No. 96-1 (1996) Cold Regions Technical Digest Design of Ice Booms

EM 1110-1-1804 (2001) Engineering and Design -- Geotechnical Investigations

01 10 00.00 23 - 2

EM 1110-1-1807 (2023) Drilling and Invasive Activities at Dams and Levees

EM 1110-2-1420 (2018) Hydraulic Engineering Requirements for Reservoirs

EM 1110-2-1603 (1990) Hydraulic Design of Spillways

EM 1110-2-1612 (2002) Ice Engineering

EM 1110-2-2000 (2001) Concrete Use in Civil Works Projects

ER 1110-8-2 (FR) (1991) Inflow Design Flow

U.S. GENERAL SERVICES ADMINISTRATION (GSA)

FS RR-S-550F (2018; Notice 1) Sockets, Wire Rope

FS RR-W-410 (2022; Rev J) Wire Rope and Strand

1.2 GENERAL

This is a design build (D-B) project consisting of design and construction of a debris boom system at the Harry S Truman Dam.

1.2.1 Submittals

Refer to Section 01 33 16.00 10 Design Data (Design After Award) for design submittal requirements.

1.2.2 Quality Control

Refer to Section 01 45 00 QUALITY CONTROL for quality control requirements. At each design submittal, quality control documents shall also be provided.

1.3 SCOPE

1.3.1 General Project Description

This scope of work is for completion of a debris boom for Harry S. Truman Dam in Warsaw, MO. The Contractor is responsible for supplying all labor, equipment, supplies, and materials to complete the design and construction of the site-specific debris boom system, to include the required submittals and construction of any necessary anchorage systems.

1.3.1.1 Purpose

Harry S. Truman Dam is located at river mile 175 on the Osage River. The dam is in Benton County, Missouri, about 1-1/2 miles northwest of Warsaw, Missouri. The authorized purposes of the dam include flood control, hydroelectric power generation, recreation, water supply, and fish and wildlife enhancement. Harry S. Truman Dam provides flood risk reduction for Warsaw, MO and several communities along the Osage and Missouri Rivers to the confluence with the Mississippi River near St. Louis, MO. The project consists of a main earthen embankment, concrete gated spillway, powerhouse, and saddle dikes. The main embankment of Truman Dam is 5,100 ft long composed of 4,100 ft of compacted earth and rockfill and 1,000 ft of

01 10 00.00 23 - 3 concrete structure including the powerhouse, spillway, and non-overflow sections. Truman Dam was originally authorized as Kaysinger Bluff Dam and Reservoir. The original name is shown on many older design drawings and documentation.

Truman Reservoir is the largest flood control reservoir in Missouri, with a storage capacity of more than 5 million acre-feet (an acre-foot = 325,000 gal.). At normal pool (706 feet NGVD29) the reservoir has a surface area of about 55,600 acres - this surface area can grow to over 200,000 acres at the top of the flood control pool. During periods of flooding, Truman Reservoir, operating in conjunction with other reservoirs, provides flood risk reduction for the lower Osage, Missouri and Mississippi River floodplain.

The Truman Power Plant has six turbine generators and a rated capacity of 160,000 kilowatts. This electrical energy is used to meet peak electrical demands when conventional power plants cannot fulfill the public's demand for electricity. The powerhouse only releases water when power needs to be generated. Required releases are prioritized to come from generation when possible. Power plant operators are on duty around the clock to control the flow of water through Truman Dam. There are also four large Tainter gates located within the spillway next to the powerhouse that are the primary means of flood control releases.

The lake, and more than 100,000 acres of land surrounding it, is managed for fish and wildlife. Over 55,000 acres are licensed to the Missouri Department of Conservation for fish and wildlife management, and approximately 8,800 acres of timber was left standing in the lake to improve fisheries habitat.

A debris boom was installed at the project during the original construction to prevent floating debris from reaching the powerhouse and spillway. The As-built drawings are included in Appendix E. It was originally constructed as a U-shaped boom made from polyurethane filled 55-gallon drums, wire rope and a welded wire fabric underwater net, as shown on O&MM Plate No. 1170.

There were originally five rock bolt anchors into the lake bed to anchor the boom in place as well as rock bolt anchors on each end into the face of the concrete dam. The anchors into the concrete bulkheads of the dam, shown on O&MM Plate 1171, are still in existence. The lakebed anchors are believed to still be present but attempts to locate them have been unsuccessful. In 1982, after 3 years in operation, portions of the log boom were removed and the log boom was determined to no longer be needed since little debris was seen after the high pool of 1981. Due to deterioration, the underwater wire net and 55-gallon drums were removed. The CMP floats, upper and lower cables, center float and anchor cables were left in place and the boom layout was changed to a triangle shaped barrier to keep boats from reaching the spillway. The altered alignment, titled Final Log Boom Location, is shown on O&MM Plate No. 1172.

Since then the project has had an assortment of buoys and cables to keep boats away from the dam. In 2008, a contract was issued to replace the floating buoys that were installed in 1996. The 2008 drawings are also included in Appendix E. In 2018, the pencil and pumpkin buoy system was sucked through the Tainter gates during a high water event.

Elevations on the Record Drawings and in the Water Control Manual are given in NGVD29 unless otherwise noted. Elevations listed as Mean Sea Level are in NGVD29. To convert from NGVD29 elevations to NAVD88 elevations add 0.45 feet to the NGVD29 elevation. For example normal pool is elevation 706 feet NGVD29 or 706.45 feet NAVD88.

01 10 00.00 23 - 4

1.3.2 Conceptual Drawings

The Design-Build (D-B) Contractor may utilize any of the included information to develop their proposal. It is the responsibility of the Design-Build Contractor to ensure their proposal is in accordance with all required functional, operational, and code requirements as stated in the RFP for this project.

1.3.3 Design Freedom and Aesthetics

Requirements stated and illustrated in this RFP are minimums. Innovative, creative, and life cycle cost effective solutions, which meet or exceed these requirements shall be considered during the design phase and design submittal reviews. Further, the Contractor is encouraged to seek solutions that shall expedite construction and shorten the schedule. The intent of the Government is to emphasize the placement of funds into functional/ operational requirements. Materials and methods should reflect this by choosing the lowest Type of Construction allowed by code for this occupancy/project allowing the funding to be reflected in the quality of the systems selected.

1.4 PROJECT SPECIFIC REQUIREMENTS

1.4.1 Debris Boom Requirements and Parameters

The Debris boom system must conform to the following design parameter and requirements.

1.4.1.1 System Design Requirements

1. Lakebed anchor points sizing, positioning and supply is the responsibility of the Contractor and should be determined based on the loading of the selected Debris Boom manufacturer product and in accordance with the Debris Boom Manufacturer recommendation.

2. As-built structures can be utilized at the discretion of the Debris Boom Manufacturer or the Construction Contractor. Any pre-existing structures that are used must be certified by a Professional Engineer, registered in the State of Missouri, to meet loading requirements.

3. End anchor point sizing, positioning and supply is the responsibility of the Debris Boom Manufacturer and must be determined based on the loading of the selected product and in accordance with the Debris Boom Manufacturer's recommendation. The Contractor is responsible for all investigations and studies to determine anchorage locations. End anchor points must avoid the earthen/riprap embankment. All anchor locations must be included in the submittal to be approved by the Government.

4. Provide a debris boom that stops debris, logs, and other floating objects from entering the dam spillway with a minimum of a 24-inch diameter boom.

5. Debris boom alignment should have a U shape to assist in the deflection of debris towards the shore to facilitate debris removal. Refer to Appendix A for the preferred alignment.

6. All material must be environmentally safe and appropriate for the location of construction.

01 10 00.00 23 - 5

7. Boom should be a high visibility color.

8. Boom end connections should be of a design that minimizes debris passage and fit site-specific requirements to include effective corrosion prevention.

9. Boom units should be designed such that they resist rolling.

10. Boom System must include, at a minimum, one 20-foot-wide or larger manual opening service gate. Service gate to provide a minimum of 7 foot draft depth.

11. Boom System must include a portion that could be removed or hinged to allow access for larger service equipment such as a spud barge. Removable section at a minimum must be 40 feet in width.

12. Debris Boom system must include fail-safe linkage to prevent anchor point failure.

13. Design in accordance with the criteria and guidance listed in Appendix G. Use of other industry accepted published standards for debris booms must be approved by the Contracting Officer.

1.4.1.2 Design Loads

Load Combinations:

The design of the debris boom must resist the loads acting on the boom due to the following load combinations:

Table 1: Load Combinations Number Description Water Velocity

(fps) Wind Speed

(mph) Wave Height

(ft)

Max Discharge & Usual Wind/Wave

1.7 50 5.0

Usual Discharge & Unusual Wind/Wave

0.2 93 4.1

The loads resulting from the combination of water, wind and wave specified above acting on the boom through the debris field or by direct pressure are to be applied as service loads (unfactored) and used for Allowable Stress Design (appropriate factors of safety applied to capacity). The use of Load and Resistance Factor Design (LRFD) may be allowed but only if approved by the Contracting Officer based on the load factors and strength reduction factors chosen by the designer. The debris boom design must function for all pool elevations from the spillway crest (692.7 ft NAVD88) to the top of the top of dam elevation (756.3 ft NAVD88).

Use Exposure Category D for calculating wind pressures per ASCE 7.

Debris Field Parameters:

The minimum debris field parameters used to calculate forces on the boom system must be as follows:

a. 800 ft long perpendicular to the boom along the full length of the boom.

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b. 3 ft thick.

These parameters are to be used to calculate the forces due to all loads/load combinations resulting from the debris field acting on the boom.

1.4.1.3 Supporting Information for Design

1. Debris type, area and depth details are included in Appendix E Debris and Ice Characteristics

2. Ice characteristics and details are included in Appendix E Debris and Ice Characteristics

3. Water Velocity parameters are included in Appendix B Hydrology & Hydraulics

4. Prevailing Winds parameters are included in Appendix B Hydrology & Hydraulics

5. Water depth parameters are included in Appendix C Water Management

6. Wind velocity parameters are included in Appendix B Hydrology & Hydraulics

7. Wave height and wave length parameters are included in Appendix B Hydrology & Hydraulics

8. The Truman spilling operations and sequencing are detailed in Appendix C Water Management

9. Subsurface geology is detailed in Appendix D Geotech And Geology

10. Existing lake bed anchor points details are detailed in Appendix F Record Drawings l1. Selected as-builts drawings of the dam face are included in Appendix F Record Drawings

1.4.1.4 Performance Requirements

1. Minimum design service life of 45 years

2. Debris boom should be unsinkable and made of solid material able to maintain buoyancy even when punctured.

3. Boom floats should be suitable for use in temperatures ranging from -38°F (-39°C) up to 130°F (54°C)

4. Any new anchors in any concrete section of the dam must be two times the depth of the anchor away from any monolith joint.

1.4.2 Construction Effort

1.4.2.1 Anchorage System

The Contractor is responsible for supplying all labor, equipment, supplies, and materials to complete installation of the site-specific debris boom system, to include the design and installation of any necessary anchorage systems. The need for drilling into the lakebed or

01 10 00.00 23 - 7 diving is not anticipated for anchorage installation. Concrete anchors must be designed in accordance with ACI 318 -19 and meet the requirement of

05 05 20 POST-INSTALLED CONCRETE ANCHORS.

Should drilling be needed, a Drilling and Invasive Activities Program Plan is required to be submitted and approved prior to any subsurface drilling activities. Depending on the activities it may be approved by the District Dam Safety Officer or may need to be approved by the Geotechnical, Geology and Materials Community of Practice (GG&MCOP) Standing Committee on Drilling and Instrumentation.

For drilling into the Dam concrete, the Contractor should use Ground Penetrating Radar (GPR) to locate existing reinforcing steel prior to any drilling. Do not allow any attachments to the Tainter structures, including vessels/watercraft without prior clearance.

If dive operations are required, the Contractor must follow all EM 385-1-1 diving requirements to include, submittal and approval by the District Dive Coordinator of all required dive plans, and personnel and equipment certifications prior to the dive team mobilizing to the work site. Only surface-supplied air diving is allowed in the Kansas City District (no SCUBA). If dive operations are conducted, then an approved USACE Dive Inspector must be on site at all time during dive operations.

Power generation and cable installation must be coordinated with project staff in advance. Safety precautions must be taken in order to minimize risk of a loose cable getting wrapped around a turbine. The Contractor must coordinate with project staff and the powerhouse to coordinate construction of cabling and anchor system. Appendix C provides full details on lake elevation restrictions for anchor and boom installation.

1.4.2.2 Debris Boom Construction

The Contractor should coordinate with project staff and the powerhouse to coordinate construction timing of the cabling and Boom system. Appendix C provides full details on lake elevation restrictions for anchor and boom installation. The lake elevation must be below 725.0 (NGVD 29)to begin installation. Once work has begun if the Truman pool elevation is forecast to exceed 732.0 feet (NGVD 29) the debris boom installer will be notified by the Contracting Officer or designated representative. Once the pool elevation reaches 732.0 feet (NGVD 29), the Contracting Officer or designated representative will review the current forecast and make a recommendation to stop work or continue to watch the forecast and wait as work continues. The recommendation will be given to the District Dam Safety Officer to make the final decision. The final decisison will be issued by the Contracting Officier to the contractor if a stop work order is issued. By the time the pool reaches 735.5 feet the debris boom installation team will prepare the work site for large Tainter gate releases. Work should not resume until the pool elevation is below elevation 732.0 feet and a favorable forecast exists.

After construction the Contractor must submit all final drawings, installation data and operations and maintenance data as specified in Specification Section 01 78 00 and Specification Section 01 78 23.

1.4.3 Inspection and Acceptance

All work should be conducted under the general direction of the Contracting Officer and is subject to Government inspection and testing at

01 10 00.00 23 - 8 all places and at all reasonable times before acceptance to ensure strict compliance with the terms of the contract. See FAR Clause 52.212-4(a) contained herein. The Contractor is responsible for adhering to the contract specifications and for quality control.

1.4.4 Geotechnical

A Geotechnical Report completed by the Government is provided in Appendix D.

The Design-Build Contractor shall be responsible for obtaining all additional geotechnical information deemed necessary by the Design-Build Contractor to adequately respond to the requirements of this RFP.

1.4.5 Site Engineering

LIMITS OF CONSTRUCTION: The Contractor shall establish the limits of construction for the site and shall accurately identify them on all plans and documents submitted for approval by the Government. The staging area shall be within the limits of construction. Limits shall not impede adjacent facilities. The Contractor shall adjust the limits of construction as necessary to obtain approval by the Government. Utility connections shall be included within the project boundaries.

EXISTING UTILITIES: Abandoned utilities should be demolished as necessary for construction. Where existing active utilities to support other facilities cross the construction, these lines shall remain intact and may not be disturbed.

1.4.6 Civil

The Design-Build Contractor shall accept the site as is and be solely responsible for any investigations required to accommodate any and all of the Design-Build Contractor's designs.

1.4.6.1 Site Clearing

Minimal site work to support the Design Build effort is required. Notify and provide in design of any proposed site changes. All grubbing, clearing demolished materials, rubbish and debris generated by this project must be hauled off site, and disposed off site by the contractor.

1.4.6.2 Site Development

Remove debris, keep a clean site, and secure facility.

PART 2 PRODUCTS - Not Used

PART 3 EXECUTION - Not Used

-- End of Section --

01 10 00.00 23 - 9

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SECTION TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

SECTION 01 20 00

PRICE AND PAYMENT PROCEDURES

PART 1 GENERAL

1.1 SUBMITTALS

1.2 CONTRACT COST BREAKDOWN

1.3 SINGLE JOB PAYMENT ITEMS

1.3.1 BASE CLIN 0001 Debris Boom System Design

1.3.1.1 Payment

1.3.1.2 Unit of Measure

1.3.2 BASE CLIN 0002 Debris Boom System Construction of Anchorage

System

1.3.2.1 Payment

1.3.2.2 Unit of Measure

1.3.3 BASE CLIN 0003 Installation of Debris Boom System

1.3.3.1 Payment

1.3.3.2 Unit of Measure

1.3.4 OPTION CLIN 0004 Debris Boom Extended Warranty

1.3.4.1 Payment

1.3.4.2 Unit of Measure

PART 2 PRODUCTS

PART 3 EXECUTION

01 20 00 - 1

SECTION 01 20 00

PRICE AND PAYMENT PROCEDURES

PART 1 GENERAL

1.1 SUBMITTALS

Government approval is required for submittals with a "G" or "S" classification. Submittals not having a "G" or "S" classification are for information only. When used, a code following the "G" classification identifies the office that will review the submittal for the Government.

Submit the following in accordance with Section 01 33 00 SUBMITTAL

PROCEDURES:

1.2 CONTRACT COST BREAKDOWN

The Contractor must furnish within 30 days after the date of Notice to Proceed, and prior to the submission of its first partial payment estimate, a breakdown of its single job pay item or items which will be reviewed by the Contracting Officer as to propriety of distribution of the total cost to the various accounts. Any unbalanced items as between early and late payment items or other discrepancies will be revised by the Contracting Officer to agree with a reasonable cost of the work included in the various items. This Contract cost breakdown will then be utilized as the basis for progress payments to the Contractor.

1.3 SINGLE JOB PAYMENT ITEMS

Payment items for the work of this Contract for which Contract job payments will be made are listed in the PROPOSAL SCHEDULE and described below. All costs for items of work, which are not specifically mentioned to be included in a particular job or unit price payment item, are included in the listed job item most closely associated with the work involved. The job price and payment made for each item listed constitutes full compensation for furnishing all plant, labor, materials, and equipment, and performing any associated Contractor quality control, environmental protection, meeting safety requirements, tests and reports, and for performing all work required for which separate payment is not otherwise provided.

1.3.1 BASE CLIN 0001 Debris Boom System Design

1.3.1.1 Payment

Payment will be made for costs associated with operations necessary for design of the debris boom system at the Harry S Truman Dam in accordance with the design requirements of this solicitation and contract.

1.3.1.2 Unit of Measure

Unit of measure: job.

01 20 00 - 2

1.3.2 BASE CLIN 0002 Debris Boom System Construction of Anchorage System

1.3.2.1 Payment

Payment will be made for costs associated with operations necessary for construction of the debris boom anchoring system at the Harry S Truman Dam in accordance with the design requirements of this solicitation and contract.

1.3.2.2 Unit of Measure

Unit of measure: job.

1.3.3 BASE CLIN 0003 Installation of Debris Boom System

1.3.3.1 Payment

Payment will be made for costs associated with the procurement and installment of the commercially purchased portion of the debris boom system.

1.3.3.2 Unit of Measure

Unit of measure: job.

1.3.4 OPTION CLIN 0004 Debris Boom Extended Warranty

1.3.4.1 Payment

Payment will be made for costs associated with providing a warranty .

1.3.4.2 Unit of Measure

Unit of measure: job.

PART 2 PRODUCTS

Not Used

PART 3 EXECUTION

Not Used

01 20 00 - 3

SECTION TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

SECTION 01 30 00

ADMINISTRATIVE REQUIREMENTS

PART 1 GENERAL

1.1 REFERENCES

1.2 SUBMITTALS

1.3 UTILITIES

1.3.1 Interruptions to Utility Services

1.3.2 Protection of Utility Lines

1.4 VIEW LOCATION MAP

1.5 PROGRESS AND COMPLETION PICTURES

1.6 MINIMUM INSURANCE REQUIREMENTS

1.7 SUPERVISION

1.7.1 Superintendent Qualifications

1.7.2 Minimum Communication Requirements

1.7.3 Duties

1.7.4 Non-Compliance Actions

1.8 PRECONSTRUCTION CONFERENCE

1.8.1 Attendees

1.9 FACILITY TURNOVER PLANNING MEETINGS (Red Zone Meetings)

1.9.1 Red Zone Checklist

1.9.2 Meetings

1.10 PARTNERING

1.10.1 Team-Led (Informal) Partnering

1.11 TIME EXTENSIONS FOR UNUSUALLY SEVERE WEATHER

1.12 ENVIRONMENTAL REQUIREMENTS

1.12.1 Secondary Containment

1.13 HAZARDOUS SUBSTANCES

1.13.1 Unexpected Hazardous Substances

1.14 FIELD OFFICE OVERHEAD (FOOH) ACCOUNTING METHOD

1.14.1 FIELD OFFICE OVERHEAD PER DIEM RATE

1.14.2 FIELD OFFICE OVERHEAD PERCENTAGE MARKUP

PART 2 PRODUCTS

PART 3 EXECUTION

01 30 00 - 1

SECTION 01 30 00

ADMINISTRATIVE REQUIREMENTS

PART 1 GENERAL

1.1 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.

U.S. ARMY CORPS OF ENGINEERS (USACE)

EM 385-1-1 (2024) Safety -- Safety and Health Requirements Manual

1.2 SUBMITTALS

Government approval is required for submittals with a "G" or "S" classification. Submittals not having a "G" or "S" classification are for information only. When used, a code following the "G" classification identifies the office that will review the submittal for the Government.

Submit the following in accordance with Section 01 33 00 SUBMITTAL

PROCEDURES:

SD-01 Preconstruction Submittals

View Location Map

Progress and Completion Pictures

1.3 UTILITIES

1.3.1 Interruptions to Utility Services

A schedule showing the approximate times of interruptions of utility services and roads shall be submitted approximately 30 days in advance of interrupting services to make connections. Where it is necessary to interrupt services to make connections and the period of interruption will last more than 2 hours, the connections shall be performed on Saturday or Sunday, unless otherwise approved by the Contracting Officer. Final arrangements shall be made with the Contracting Officer at least 72 hours in advance of the scheduled times of interruptions.

1.3.2 Protection of Utility Lines

a. It shall be the Contractor's responsibility to protect all existing utility lines from damage during excavation for utilities systems.

Any damage resulting to existing utility systems shall be repaired by the Contractor, to the satisfaction of the contracting officer, at no additional cost to the Government.

b. All requests for access and/or locations must be made through the Contracting Officer's Representative (COR) or Resident Engineer. The Director of Public Works will work directly with the Resident Engineer

01 30 00 - 2 to provide timely information to the Contractor.

1.4 VIEW LOCATION MAP

Submit, prior to or with the first digital photograph submittals, a sketch or drawing indicating the required photographic locations. Update as required if the locations are moved.

1.5 PROGRESS AND COMPLETION PICTURES

Photographically document site conditions prior to start of construction operations. Provide monthly, and within one month of the completion of work, digital photographs, 1600x1200x24 bit true color minimum resolution in JPEG file format showing the sequence and progress of work. Take a minimum of 20 digital photographs each week throughout the entire project from a minimum of ten different viewpoints selected by the Contractor unless otherwise directed by the Contracting Officer. Submit with the monthly invoice two sets of digital photographs, each set on a separate compact disc (CD) or data versatile disc (DVD), cumulative of all photos to date. Indicate photographs demonstrating environmental procedures.

Provide photographs for each month in a separate monthly directory and name each file to indicate its location on the view location sketch. Also provide the view location sketch on the CD or DVD as a digital file.

Include a date designator in file names. Photographs provided are for unrestricted use by the Government.

1.6 MINIMUM INSURANCE REQUIREMENTS

Provide the minimum insurance coverage required by FAR 28.307-2 Liability, during the entire period of performance under this contract. Provide other insurance coverage as required by State law.

1.7 SUPERVISION

1.7.1 Superintendent Qualifications

Provide project superintendent with a minimum of 10 years experience in construction with at least 5 of those years as a superintendent on projects similar in size and complexity. The individual must be familiar with the requirements of EM 385-1-1 and have experience in the areas of hazard identification and safety compliance. The individual must be capable of interpreting a critical path schedule and construction drawings. The qualification requirements for the alternate superintendent are the same as for the project superintendent. The Contracting Officer may request proof of the superintendent's qualifications at any point in the project if the performance of the superintendent is in question.

1.7.2 Minimum Communication Requirements

Have at least one qualified superintendent, or competent alternate, capable of reading, writing, and conversing fluently in the English language, on the job-site at all times during the performance of Contract work. In addition, if a Quality Control (QC) representative is required on the Contract, then that individual must also have fluent English communication skills.

1.7.3 Duties

The project superintendent is primarily responsible for managing

01 30 00 - 3 subcontractors and coordinating day-to-day production and schedule adherence on the project. The superintendent is required to attend partnering meetings, and quality control meetings. The superintendent or qualified alternative must be on-site at all times during the performance of this contract until the work is completed and accepted.

1.7.4 Non-Compliance Actions

The Project Superintendent is subject to removal by the Contracting Officer for non-compliance with requirements specified in the contract and for failure to manage the project to ensure timely completion.

Furthermore, the Contracting Officer may issue an order stopping all or part of the work until satisfactory corrective action has been taken. No part of the time lost due to such stop orders is acceptable as the subject of claim for extension of time for excess costs or damages by the Contractor.

1.8 PRECONSTRUCTION CONFERENCE

Upon completion of design and design acceptance by the government , prior to commencing any work at the site, coordinate with the Contracting Officer a time and place to meet for the Preconstruction Conference . The purpose of this conference is to discuss and develop a mutual understanding of the administrative requirements of the Contract including but not limited to: daily reporting, invoicing, value engineering, safety, base-access, outage requests, hot work permits, schedule requirements, quality control, schedule of prices or earned value report, shop drawings, submittals, cybersecurity, prosecution of the work, government acceptance, final inspections and contract close-out. Contractor must present and discuss their basic approach to scheduling the construction work and any required phasing.

1.8.1 Attendees

Contractor attendees must include the Project Manager, Superintendent, Site Safety and Health Officer (SSHO), Quality Control Manager and major subcontractors.

1.9 FACILITY TURNOVER PLANNING MEETINGS (Red Zone Meetings)

Meet with the Government to identify strategies to ensure the project is carried to expeditious closure and turnover to the Client. Start planning the turnover process at the Pre-Construction Conference meeting with a discussion of the Red Zone process and convene at regularly scheduled Red Zone Meetings beginning at approximately 80 percent of project completion. Include the following in the facility Turnover effort:

1.9.1 Red Zone Checklist

a. COR will provide the Contractor a copy of the Red Zone Checklist template.

b. Prior to 80 percent completion, modify the Red Zone Checklist template by adding or deleting critical activities applicable to the project and assign planned completion dates for each activity. Submit the modified Red Zone Checklist to the Contracting Officer. The Contracting Officer may request additional activities be added to the Red Zone Checklist at any time as necessary.

01 30 00 - 4

1.9.2 Meetings

a. Conduct regular Red Zone Meetings beginning at approximately 80 percent project completion, or three to six months prior to Beneficial Occupancy Date (BOD), whichever comes first.

b. The Contracting Officer will establish the frequency of the meetings, which is expected to increase as the project completion draws nearer.

At the beginning, Red Zone meetings may be every two weeks then increase to weekly towards the final month of the project.

c. Using the Red Zone Checklist as a Plan of Action and Milestones (POAM) and basis for discussion, review upcoming critical activities and strategies to ensure work is completed on time.

d. During the Red Zone Meetings discuss with the COR any upcoming activities that require Government involvement.

e. Maintain the Red Zone Checklist by documenting the actual completion dates as work is completed and update the Red Zone Checklist with revised planned completion dates as necessary to match progress.

Distribute copies of the current Red Zone Checklist to attendees at each Red Zone Meeting.

1.10 PARTNERING

To most effectively accomplish this Contract, the Contractor and Government must form a cohesive partnership with the common goal of drawing on the strength of each organization in an effort to achieve a successful project without safety mishaps, conforming to the Contract, within budget and on schedule. The partnering team must consist of personnel from both the Government and Contractor including project level and corporate level leadership positions. Key Personnel from the supported command, end user, those who will occupy the facility, Contractor, key subcontractors and the Designer of Record are required to participate in the Partnering process.

1.10.1 Team-Led (Informal) Partnering

a. The Contracting Officer will coordinate the initial Team-Led (Informal) Partnering Session with key personnel of the project team, including Contractor and Government personnel. The Partnering Session will be co-led by the Government Construction Manager and Contractor's Project Manager.

b. The Initial Team-led Partnering session may be held concurrently with the meeting. Partnering sessions will be held at a location mutually agreed to by the Contracting Officer and the Contractor, typically at a conference room on-base or at the Contractor's temporary trailer.

c. The Initial Team-Led Partnering Session will be conducted and facilitated using electronic media (a video and accompanying forms) provided by Contracting Officer.

d. The Partners will determine the frequency of the follow-on sessions.

e. Participants will bear their own costs for meals, lodging and transportation associated with Partnering.

01 30 00 - 5

1.11 TIME EXTENSIONS FOR UNUSUALLY SEVERE WEATHER

a. This provision specifies the procedure for determination of time extensions for unusually severe weather in accordance with the CONTRACT CLAUSE 52.249-10 Default (Fixed Price Construction) in Section 00 72 00 of this Contract. In order for the Contracting Officer to award a time extension under this clause, the following conditions must be satisfied:

(1) The weather experienced at the project site during the contract period must be found to be unusually severe, that is, more severe than the adverse weather anticipated for the project location during any given month.

(2) The unusually severe weather must actually cause a delay to the completion of the project. The delay must be beyond the control and without the fault or negligence of the Contractor.

b. The following schedule of monthly anticipated adverse weather delays is based on National Oceanic and Atmospheric Administration (NOAA) or similar data for the project location and will constitute the base line for monthly weather time evaluations. The project schedule shall include these anticipated adverse weather delay days in the durations of all weather-sensitive activities throughout the original contract duration. This shall be accomplished by creating a "weather calendar" within the project schedule and then assigning this calendar to each weather-sensitive activity. This weather calendar shall contain the applicable number of anticipated adverse weather delay days as non-work days, distributed evenly throughout each month of the original contract duration. After the original contract completion date, the weather calendar shall not contain any anticipated adverse weather delay days.

MONTHLY ANTICIPATED ADVERSE WEATHER DELAY

WORK DAYS BASED ON (5) DAY WORK WEEK*

Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec

(6) (5) (5) (6) (7) (6) (5) (4) (5) (4) (5) (5) Harry S Truman Reservoir, MO

c. Upon acknowledgment of the Notice to Proceed (NTP) and continuing until the work is complete, the Contractor shall record on the daily CQC report, the occurrence of adverse weather and resultant impact to normally scheduled work. Actual adverse weather delay days must prevent work on critical path activities for 50 percent or more of the Contractor's scheduled work day. Within ten days of the following month, the Contractor shall provide in writing a list of their proposed dates of the actual adverse weather delay days for each month. The number of actual adverse weather delay days shall include days impacted by actual adverse weather (even if adverse weather occurred in previous month), be calculated chronologically from the first to the last day of each month, and be recorded as full days. If the number of actual adverse weather delay days exceeds the number of days anticipated in paragraph (b), above, the Contracting Officer will convert any qualifying delays to calendar days and issue a modification in accordance with the Contract Clause entitled "Default (Fixed Price Construction)". After the original contract completion

01 30 00 - 6 date has passed, adverse weather that causes delay to the completion of the project will be granted day-for-day without deducting anticipated adverse weather delay days and will be converted from work days to calendar days.

* Monthly anticipated weather delay days shall be adjusted proportionally if work is scheduled to be performed in a work week with greater than or less than a five-day work week. The following formula shall be used to adjust the monthly anticipated weather delays:

Adjusted monthly anticipated weather delays = A multiplied by ( B divided by C); where

A = The monthly anticipated adverse weather delay for a particular month based on a five-day work week.

B = The actual average number of days work is scheduled to be performed in a work week during that particular month.

C = The number five (5).

for example, If the monthly anticipated adverse weather delay for January based on a five day work week is 10 days, but the Contractor actually scheduled an average of a six-day work week for that month, the monthly anticipated weather delay would be adjusted by applying the above formula as follows: 10 x (6/5) = 12 days.

* Monthly anticipated weather delay days shall also be adjusted proportionally for those situations involving a fractional part of a month. Some examples are the month Notice to Proceed is acknowledged and the month of the original contract completion date. The following formula shall be used to adjust the monthly anticipated weather delays:

Adjusted monthly anticipated weather delays = D multiplied by ( E divided by F); where

D = The monthly anticipated adverse weather delay for a particular month.

E = The number of calendar days during that fractional part of a particular month.

F = The number of calendar days in that particular month.

for example, The monthly anticipated adverse weather delay for the particular month is 9 days. The original contract completion date is on the twentieth (20th) day of a thirty (30) day month. The monthly anticipated adverse weather delay would be adjusted by applying the above formula as follows:

9 x (20/30) = 6 days.

1.12 ENVIRONMENTAL REQUIREMENTS

1.12.1 Secondary Containment

All petroleum, oil, lubricants, hazardous materials, and hazardous wastes in 55-gallon containers or larger must have secondary containment capable of holding at least 110% of the capacity of the single largest container.

01 30 00 - 7

This also applies to animal-based and vegetable-based grease commonly associated with dining facilities.

1.13 HAZARDOUS SUBSTANCES

1.13.1 Unexpected Hazardous Substances

In the event that suspected hazardous substances are revealed during construction activities, all such construction activities in the immediate area shall be immediately suspended. Hazardous substances for purposes of this specification only, shall be defined as Comprehensive Environmental Response, Compensation, and Liability Act (CERCLA) hazardous substances, infectious or radioactive wastes, asbestos or oil. The Contractor shall leave the materials undisturbed and shall immediately report the find to the Contracting Officer's Representative (COR) so that proper authorities can be notified. The Contractor shall not resume construction activities in the vicinity of the suspected hazardous substances until written clearance is received from the COR. Identification and removal of any such materials will be conducted in accordance with all Federal, state and local environmental laws and regulations according to the CONTRACT CLAUSE titled "Differing Site Conditions."

1.14 FIELD OFFICE OVERHEAD (FOOH) ACCOUNTING METHOD

NOTICE TO OFFERORS: Offerors will have to declare below the single accounting practice that you will apply to this contract to calculate field office overhead for all change orders, modifications, and requests for equitable adjustment. Pursuant to Federal Acquisition Regulations (FAR) Parts 31.105(d)(3) and 31.203(d)(1), an accounting practice that varies from modification to modification is not allowed. Select one of the following:

1. TIME DISTRIBUTION BASE FOR A PER DIEM RATE

Field Office Overhead Per Diem Rate paragraph below for more information on this accounting practice.

2. DIRECT COST DISTRIBUTION BASE FOR PERCENTAGE MARKUP

Field Office Overhead Percentage Markup paragraph below for more information on this accounting practice.

3. OTHER ACCOUNTING PRACTICE THAT IS ALLOWABLE UNDER THE FAR AND THAT

USES A SINGLE DISTRIBUTION BASE

If you choose 3, you must describe the accounting practice in sufficient detail below to allow the contracting officer to determine what account practice is being utilized by your company and that it complies with the FAR.

1.14.1 FIELD OFFICE OVERHEAD PER DIEM RATE

If any change to the contract, issued pursuant to the Changes Clause or otherwise, for which the Government is responsible, causes an increase or decrease in the Contractor's cost of, or the time required for, performance under the contract, the Contracting Officer shall make an equitable adjustment and modify the contract in writing.

Under such equitable adjustment, no percentage markup for field office overhead shall be allowed. Additionally, no payment of field office overhead shall be allowed for any changes when the completion of the

01 30 00 - 8 contract is not extended by reason of the change, except the Contractor may be reimbursed any variable expense it incurs due to the change, provided it can substantiate the variables. The Contractor shall be reimbursed for field office overhead using only a per diem basis when the completion of the contract is extended by reason of the change issued under any clause except the Default clause. Equitable adjustment shall be made for the costs that are incurred or are to be incurred due to the change. The Contractor shall provide a detailed breakdown of its proposed increase or decrease of costs as required by Contract Clause DFARS

252.236-7000 MODIFICATION OF PROPOSALS - PRICE BREAKDOWN.

1.14.2 FIELD OFFICE OVERHEAD PERCENTAGE MARKUP

If any change to the contract issued pursuant to the changes Clause, or otherwise, for which the Government is responsible, causes an increase or decrease in the Contractor's cost, or in the time required for performance under the contract, the Contracting Officer shall make an equitable adjustment and modify the contract in writing.

Under such equitable adjustment, no per diem rate for field office overhead shall be allowed. In such a case, payment of field office overhead shall be allowed for any change using only a percentage markup basis regardless of whether the completion of the contract is or is not extended by reason of the change, except for modifications issued pursuant to the Default Clause. The Contractor shall provide a detailed breakdown of its proposed increase or decrease of costs as required by Contract Clause DFARS

252.236-7000 MODIFICATION OF PROPOSALS - PRICE BREAKDOWN.

PART 2 PRODUCTS

Not Used

PART 3 EXECUTION

Not Used

01 30 00 - 9

SECTION TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

SECTION 01 32 16.01 23

PROGRESS CHART (KCD)

PART 1 GENERAL

1.1 SUBMITTALS

1.2 PRECONSTRUCTION SCHEDULE REQUIREMENT

1.3 SCHEDULE MONTHLY UPDATES

1.4 CONTRACT MODIFICATION

1.5 3-WEEK LOOK AHEAD SCHEDULE

1.6 CORRESPONDENCE AND TEST REPORTS

1.7 ADDITIONAL SCHEDULING REQUIREMENTS

PART 2 PRODUCTS

PART 3 EXECUTION

01 32 16.01 23 - 1

SECTION 01 32 16.01 23

PROGRESS CHART (KCD)

PART 1 GENERAL

1.1 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only or as otherwise designated. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. The following shall be submitted in accordance with Section

01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Baseline Construction Schedule; G, RO

SD-07 Certificates

Monthly Updates; G, RO

1.2 PRECONSTRUCTION SCHEDULE REQUIREMENT

Within 30 calendar days after contract award and prior to the start of work, prepare and submit to the Contracting Officer a Baseline Construction Schedule in the form of a Bar Chart Schedule in accordance with the terms in Contract Clause FAR 52.236-15 Schedules for Construction Contracts, except as modified in this contract. The approval of a Baseline Construction Schedule is a condition precedent to:

a. The Contractor starting demolition work or construction stage(s) of the contract.

b. Processing Contractor's invoice(s) for construction activities/items of work.

c. Review of any schedule updates.

Submittal of the Baseline Construction Schedule, and subsequent schedule updates, is understood to be the Contractor's certification that the submitted schedule meets the requirements of the Contract Documents, represents the Contractor's plan on how the work will be accomplished, and accurately reflects the work that has been accomplished and how it was sequenced (as-built logic).

1.3 SCHEDULE MONTHLY UPDATES

Update the Schedule at monthly intervals or when the schedule has been revised. Keep the updated schedule current, reflecting actual activity progress and plan for completing the remaining work. Submit copies of

01 32 16.01 23 - 2 purchase orders and confirmation of delivery dates as directed by the Contracting Officer.

a. Narrative Report: Identify and justify the following:

(1) Progress made in each area of the project;

(2) Longest Path

(3) Date/time constraint(s), other than those required by the contract;

(4) Listing of changes made between the previous schedule and current updated schedule including: added or removed activities, original and remaining durations for activities that have not started, logic (sequence, constraint, lag/lead), milestones, planned sequence of operations, longest path, calendars or calendar assignments, and cost loading.

(5) Any decrease in previously reported activity Earned Amount;

(6) Pending items and status thereof, including permits, changes orders, and time extensions;

(7) Status of Contract Completion Date and interim milestones;

(8) Current and anticipated delays (describe cause of delay and corrective actions(s) and mitigation measures to minimize);

(9) Description of current and future schedule problem areas.

For each entry in the narrative report, cite the respective Activity ID and Activity Name, the date and reason for the change, and description of the change.

1.4 CONTRACT MODIFICATION

Submit a Time Impact Analysis (TIA) with each cost and time proposal for a proposed change. TIA must illustrate the influence of each change or delay on the Contract Completion Date or milestones. No time extensions will be granted nor delay damages paid unless a delay occurs which consumes all available Project Float, and extends the Projected Finish beyond the Contract Completion Date. The time extension will be in calendar days.

Actual delays that are found to be caused by the Contractor's own actions, which result in a calculated schedule delay will not be a cause for an extension to the performance period, completion date, or any interim milestone date.

a. Each TIA must be in both narrative and schedule form. The narrative must define the scope and conditions of the change; provide start and finish dates of impact, successor and predecessor activity to impact period, responsible party, describe how it originated, and how it impacts the schedule. The schedule submission must consist of three native files:

(1) Fragnet used to define the scope of the changed condition

b. For claimed as-built project delay, the inserted fragnet TIA method

01 32 16.01 23 - 3 must be modified to account for as-built events known to occur after the data date of schedule update used.

c. TIAs must include any mitigation, and must determine the apportionment of the overall delay assignable to each individual delay. The associated narrative must clearly describe analysis methodology used, and the findings in a chronological listing beginning with the earliest delay event.

1.5 3-WEEK LOOK AHEAD SCHEDULE

Prepare and issue a 3-Week Look Ahead schedule to provide a more…