Pre-bid_Site_Visit_Presentation_0003.pptx

Heart Butte Dam Safety Modification Pre-Bid Meeting and Site Visit Solicitation No. 140R6026R0004

U.S. Department of the Interior Bureau of Reclamation Missouri Basin Region

Presentation Agenda SF 1442 Summation Acquisition Strategy & Schedule Proposal Instructions Evaluation Process Scope of Work Location and Site Use Technical Specifications & Drawings Site Walk Through Please submit any questions in writing to Mitchell Frost at mitchell_frost@ios.doi.gov

Reclamation Presentation Team Mitchell Frost, Contracting Officer Kurt Anderson, Regional Construction Engineer Jake Weems, Technical Service Center Geotechnical Engineer Tim Dodd, Dakotas Area Office Civil Engineer

This is a Request for Proposal in accordance with FAR Part 15, Contracting by Negotiation:

Block 10 – SF1442 The estimated price range is greater than $10,000,000.00 The NAICS code is 237990 Other Heavy and Civil Engineering Construction with a Small Business Size Standard of $45 Million.

This project is issued for Full and Open Competition. (Block 10—SF1442).

Block 11 – SF1442 Completion of the entire contract work is 1277 calendar days after receiving the Notice to Proceed. The 1277-calendar days is mandatory and are inclusive of the submittal process, actual on-site construction work, clean up, etc.

Mitch

An offer guarantee is required, (Block 13b – SF 1442).

Offers providing less than 180 calendar days for Government acceptance after the date offers are due will not be considered and will be rejected, (Block 13 – SF 1442). This need stems from requirement for OMB approval to utilize funds prior to contract award.

Acknowledgement of all Amendments are required in Block 19 of the SF 1442, which is the form provided in the original solicitation.

The closing date for acceptance of proposals is May 29, 2026, at 5:00 p.m. MDT.

Proposals are to be submitted via email. File size limitations (25MB) may require multiple emails to submit entire proposal. Confirm with mitchell_frost@ios.doi.gov that all emails were received.

Procurement Schedule & Information Anticipated award date – December 31, 2026

Anticipated NTP date – January 11, 2027

Liquidated damages of $15,789.47 will be assessed for each day of performance beyond the required completion date (see FAR 52.211-12)

Payment of Technical Data. The Firm Fixed Price Lump Sum proposed for delivery of approved technical data will be evaluated for price reasonableness and unbalanced pricing.

Procurement Schedule & Information (cont.)

An offer guarantee (Bid Guarantee) is required to be submitted with proposals. The amount of the bid guarantee shall be 20 percent of the bid price or $8 million, whichever is less.

Performance and Payment Bonds are required.

Contractor use of Schedule of Values for payment of Lump Sum CLINs.

Procurement Schedule & Information (cont.)

Liability Insurance requirements are covered in FAR 52.228-5, WBR 1452.228-70 WORKERS' COMPENSATION AND EMPLOYER'S LIABILITY: $100,000 minimum coverage GENERAL LIABILITY: $500,000 per occurrence AUTOMOBILE LIABILITY: $200,000 each person, $500,000 each occurrence, $20,000 property damage

Work is subject to the Construction Wage Rates Requirements for Grant County, North Dakota and can be found in Section J (General Decision Number ND20260048 – January 16, 2026).

SECTION L – Instructions, Conditions and Notices to Offerors

WBR 1452.215-81 Proposal Instructions identifies how proposals are to be organized and submitted.

Proposals are submitted in three (3) separate volumes Volume I – Business Proposal (Representations, Certifications, and Offer) Volume II – Technical Proposal/past Performance Volume III – Pricing Proposal

Proposals shall be emailed to mitchell_frost@ios.doi.gov or submitted through Kiteworks as described in WBR 1452.215-82. The subject line shall contain the word “Proposal” and the Solicitation number 140R6026R0004.

SECTION M – Evaluation Factors for Award

Per Section M, the following factors, and significant subfactors, will be considered in evaluating proposals and making the source selection:

The relative importance of the factors listed in paragraph (d) of this provision is as follows:

Factor 1 is more important than all other factors. Factors 2 and 3 are the same, but more important than Factor 4 and 5. Factors 4 & 5 are weighted the same. All non-price factors (Factors 1 through 5), when combined, are significantly more important than price (Factor 6). In evaluating past performance, the government reserves the right to give greater consideration to information on those contracts deemed most relevant to the effort described in this RFP.

Scope of Work Specifications Section 01 11 00 – Summary of Work The work includes, but is not limited to, the following principal components of work:

Temporary electrical utility infrastructure installation and removal See Amendment No. 2 Abandoning and removing existing piezometers and weirs Dewatering and unwatering system installation and operation Cofferdam and river crossing installation Design and construction of a soil reinforcement zone along the right side of the spillway chute access road

Section 01 11 00

Jake – change to Kurt???

Scope of Work (continued) Jet grouting test sections along the right side of the spillway chute Jet grouting treatment along the sides of the spillway/outlet works conduit and along the right side of the spillway chute Jet grouting treatment underneath the conduit Design and construction of a temporary conduit shoring system and demolition and reconstruction of a section of the conduit floor and side walls Backfill grouting of potential voids beneath the conduit Chemical grouting at existing joints and cracks within the conduit

Jake

Scope of Work (continued) Excavating existing dam embankment, foundation and spillway/outlet works discharge channel at the end of the stilling basin Installing sand filter, riprap bedding, and riprap layers in the spillway discharge channel at the end of stilling basin Constructing deep sand filter trench using a Contractor designed shoring system and placing and compacting sand filter material within the trench Furnishing and installing new filter sand and gravel drain seepage blanket Constructing cast-in-place concrete toe drain inspection well Furnishing and installing perforated and non-perforated high-density polyethylene (HDPE) toe drain pipes and cleanouts

Scope of Work (continued) Excavating, screening, and delivering borrow material for embankment stability berm fill Constructing new stability berm fill and constructing mechanically stabilized earth (MSE) wall along the right side of the stability berm Furnishing and installing flumes and weir boxes Placing riprap bedding and riprap along the toe of the stability berm below the access road Placing rockfill slope protection on lower face and sides of the stability berm above the access road Constructing new embankment measurement points and piezometers

Scope of Work (continued) Restoring all ground disturbance within construction use area and restoring gravel access roads Furnishing and installing roll-up door on conduit headwall Removal, design, and construction of a new fishing platform and access ramp adjacent to the left spillway chute wall Removal, design, and construction of new sidewalks

Work Restrictions – General Allowable Work Hours: 24 hr/day, Mon – Sat Lake Tschida (Heart Butte Reservoir) Downstream Campground will be closed to the public during construction but may be used with coordination with Campground Manager.

Public will be allowed access to Lake Tschida Reservoir and recreation areas.

Public will not be allowed to access work areas.

Highway 49 (dam crest) may be used as a haul route, but subject to NDDOT-load ratings.

Road closures limited to 30 minutes and must be between 9 am and 4 pm.

Lake Tschida campground trees must be protected.

5 ft of compacted fill must be placed over the conduit before any vehicles travel over it.

Specification 01 14 12

Kurt

Work Restrictions – Sequencing

See Section 01 14 12:

Soil reinforcement zone must be complete before construction of jet grout treatment zone.

Jet grouting test section and reports shall be approved before beginning jet grouting.

Jet grouting on sides of conduit shall be complete for 7 days before Phase I dewatering drilling.

Backfill grouting Jet grouting below conduit Conduit demo and repair Discharge channel filter Channel excavation Deep filter trench Blanket filter, drainage system, and shallow trench Chemical grouting CO will inform contractor at least 10- calendr days in advance of releases during work in conduit or discharge channel.

Specification 01 14 12

Releases and Reservoir Operations 1st Construction Season: Normal Operations Conduit releases through Oct 31

2nd Construction Season:

Drawdown by Aug 1 Restricted releases until the following spring

3rd Construction Season:

Drawdown by July 1 Restricted releases until the following spring

4th Construction Season:

Resume normal operations

Nov 1 – Dec 15: No spillway releases expected Dec 15 – Jan 15: Low likelihood of uncontrolled spillway releases Potential outlet works releases to prevent uncontrolled spillway releases during drawdowns

Section 01 14 20

Specification Requirements Specifications Section 013210 – Construction Program Representative Information – Required 7 days after notice to proceed (NTP) Baseline Schedule – Required 21 days after the NTP.

An approved Schedule of Values is required for progress payment on any lump-sum items

Specifications Section 013300 – Submittals Reclamation’s submittal process is extremely thorough, and the successful contractor will not be allowed to begin work until the appropriate submittals are reviewed and approved. The time required to review a submittal or resubmittal is 28 days, unless specified otherwise and resubmittals are within 14 days. DO NOT UNDERESTIMATE THIS EFFORT.

Specification Requirements Specifications Section 014600 – Quality Procedures

Specifications Section 014625 – Third-Party Quality Control Inspections Special Inspections Required for Definable Features of Work Backfill Grouting, Section 03 64 00 – Backfill Grouting.

Chemical Grouting, Section 03 81 17 – Chemical Grout Repair.

Concrete Demolition and Repair, Section 03 11 10 – Concrete Forming; Section 03 20 00 – Concrete Reinforcing; Section 03 30 00 – Cast-In-Place Concrete; Section 03 81 10 – Concrete Demolition and Removal.

Jet Grouting, Section 31 32 36 – Jet Grouting.

Specification Requirements

Specifications Section 015100 – Temporary Utilities Coordinate with local Electrical Power Utility: Mor-Gran-Sou for temporary power.

An existing transformer is located south of Lake Tschida campground shown on Drawing 203-D-60004 (specifications Section 520000).

Electrical utility bills are the Contractor’s responsibility.

Temporary Water Water from Lake Tschida will be available for construction purposes from the special use area shown on drawings.

Location Map Dwg 203-D-60002

Heart Butte Dam Constructed 1948-49 Rolled earthfill structure w/ two zones Zone 1 core and downstream Zone 2 Crest Length: 1,850 ft, Crest Width: 40 ft Structural Height: 142 ft

Dwg 203-D-37 FIO Combined outlet works and service spillway Service Spillway: Uncontrolled morning glory concrete inlet Outlet works: 5’3” dia. barrel on top of service spillway conduit

Combined Spillway and Outlet Works

Dwg 203-D-71 FIO

Morning Glory Spillway Intake, El. 2064.5 Hwy 49 Crest, El. 2124 Spillway/Outlet Works Conduit Conduit Stilling Basin and Spillway Channel Max RWS 2119.5 Flood Control RWS 2094.5 Normal RWS 2064.5 Dead pool 2030.0

Dwg 203-D-71 FIO

Geology

Site Geology Dam foundation includes Alluvium (Qal) and Bullion Creek Formation (Tb) Alluvium (Qal) Valley section of embankment is founded on alluvium Variable compositions and thickness - clay and silt to sand and gravel Bullion Creek Formation (Tb) Interbedded sandstone, siltstone, and shale Spillway and outlet works conduit and chute founded on Tb Relatively flat-lying bedrock

Sandstone is very poorly cemented, silty, and fine grained Some discontinuous lenses of cemented, moderately hard sandstone Very friable and easily broken down by finger pressure Continuous clay shale bed at ~El. 1980 across site

Geologic Sections

B-B’: Profile along mid-D/S slope F-F’: Profile along D/S toe G-G’: Profile along Spillway/OW

G-G’ B-B’ F-F’ Geology Dwg G2

Geologic Sections

B-B’: Section along mid-D/S slope (Geology Dwg G7) F-F’: Section along D/S toe (Geology Dwg G12)

Geologic Sections

G-G’: Profile along Spillway/OW (Geology Dwg G13)

Contractor Use and Borrow Areas Drawing 203-D-60004

Borrow/Stockpile/Waste Area

Stockpile/Staging/Contractor Use Areas

Special Use Area - Temp Reservoir Water Access

Special Use Area - Lake Tschida Campground

Dwg 203-D-60004

03 64 00 - Backfill Grouting

Objective: Grout any possible voids and permeable lenses in the sandstone foundation directly underneath the conduit

Dwg 203-D-60045

Dwg 203-D-60046

03 64 00 - Backfill Grouting

3.01 CORE DRILLING EQUIPMENT

Drill holes through existing concrete conduit for grout holes and for the conduit drainage ports shall be cored with a rotary diamond core bit utilizing water return methods

3.04 BACKFILL GROUTING

Drill grout holes in accordance with approved methods.

Install approved grout hole packer and pipe assembly immediately upon completing drilling operations for each grout hole.

The ball valve on each grout hole packer and pipe assembly shall remain closed upon installation until initiating grouting operations or as determined by COR or Government Grouting Specialist.

Backfill grout voids beneath existing concrete conduit Grout pressure: 10 pounds per square inch plus any pressure due to water behind the lining

Government Grouting Specialist onsite during backfill grouting operations.

Refer to 03 64 00 – Backfill Grouting for full description of backfill grouting execution, including requirements prior to grouting, injection rate, and sequencing

31 32 36 – Jet Grouting

Objective: Create a seepage barrier below the conduit, along the sides of the conduit, and continuing to the right and downstream of the conduit.

3.01 GENERAL

Contractor shall design jet grouting treatment plan to meet specified requirements.

Compressed air shall not be allowed for use in pre-drilling jet grout holes, jet grouting operations, or verification drilling operations.

Treatment shall extend to the full dimensions horizontally and vertically as shown on the Drawings.

Proportion and inject jet grout mix so that soil-cement … attains a minimum unconfined compressive strength at 28 days of 300 pounds per square inch … and a permeability less than or equal to 1.0E-06 cm/sec … at 28 days.

Jet grout columns shall be constructed to achieve a minimum 1-foot of overlap of adjacent columns Wet on wet jet grout column installation is not allowed.

Production jet grouting from within conduit Production jet grouting from outside conduit 31 32 36 - Jet Grouting Production jet grouting from outside conduit Production jet grouting from within conduit (concept design for information only)

Jet grouting test sections

31 32 36 – Jet Grouting

3.05 JET GROUTING TEST SECTIONS

…The Contractor shall design and complete two test sections to inform the grout mix design, column diameter, column spacing, drilling operations, jet grouting parameters (such as grout injection rates, injection pressures, withdrawal rates, and rotation speed), jet grout monitor, constructability, treatment and handling of jet grout waste, and schedule relative to the specified work restrictions for jet grouting.

Test Section A shall utilize the equipment capable of performing jet grouting operations within the conduit.

Test Section B shall utilize the equipment proposed for performing jet grouting operations outside of the conduit.

I. Design grout mix and grouting procedures to achieve specified design criteria.

The Contractor shall complete a Report summarizing the results of each test section within 60 days of completion of the jet grouting operations for the test sections.

3.02 INSTALLATION SEQUENCE RESTRICTIONS FOR JET GROUT COLUMNS BENEATH CONDUIT

The Contractor shall sequence jet grouting operations to maintain adequate bearing capacity beneath the conduit during jet grouting operations.

See 31 32 36 – Jet Grouting, Paragraph 3.02 for installation sequence for jet grout columns beneath the conduit and adequate bearing requirements.

3.07 WORKING PAD WITHIN OUTLET CONDUIT

Install working pad within conduit in accordance with approved plan.

Upon completing jet grouting work within conduit, remove working pad within conduit.

3.08 JET GROUT COLUMNS

A.1. Columns shall be used to treat the foundation units to elevations shown on the Drawings.

A.3. Well-cemented sandstone lenses may be encountered within the treatment zone.

A.3.b. Sandstone that is well-cemented and encountered in verification core holes within the treatment zone will be acceptable to the Government.

3.13 CONTRACTOR FIELD QUALITY CONTROL

Testing shall be performed by an independent testing laboratory retained by the Contractor on drilled core samples obtained by the Contractor from selected columns or as determined by the COR Cement Slurry Sampling and Testing In-Situ Wet Soil Cement Sampling and Testing Verification Coring

See 31 32 36 – Jet Grouting, Paragraph 3.13 for testing requirements, frequencies, and verification coring requirements.

3.15 FINAL JET GROUTING REPORT

3.16 RESTORATION OF CONDUIT UPON COMPLETION OF JET GROUTING OPERATIONS

Refer to Section 03 81 10 – Concrete Demolition and Removal and Section 03 30 00 – Cast-In-Place Concrete for concrete replacement requirements following grouting operations.

Refer to Section 01 56 10 – Protection of Existing Spillway Conduit and Stilling Basin for restoration requirements within conduit.

03 81 10 – Concrete Demolition and Removal

Repair of the outlet works conduit is required due to damage sustained from the jet grouting process Loss of reinforcement from drilling through bottom of conduit Contractor-designed temporary shoring installed inside the conduit to support the upper half of the conduit section

Dwg 203-D-60036

3.04 REMOVAL

Initially remove damaged, deteriorated, loosened, or unbonded portions of existing concrete, or as otherwise indicated on Drawings, by high and ultra-high pressure water blasting, jetting, hydrodemolition, jack hammering, or other approved method. Follow with approved mechanical means if necessary.

Use methods which will not damage concrete or reinforcement to remain in place.

Saw cutting:

Perform after:

Hydrodemolition Removal of concrete damage resulting from reinforcing steel corrosion.

Fully encompass removal area.

Produce clean, sharp edges.

Saw cut depth: 1-inch.

3.04 REMOVAL

Reinforcement:

Replace all reinforcing steel that is cut or otherwise damaged during concrete removal…

3.05 REPAIR

Repair concrete and reinforcement outside of prescribed removal lines damaged or loosened during cutting and removal operations. Repair or replace:

As directed by CO.

In accordance with Section 03 33 00 - Cast-in-Place Concrete, Section 03 20 00 –Concrete Reinforcing and Section 03 20 30 - Post-Installed Adhesive Anchors.

See 03 20 00 - Concrete Reinforcing, Section 03 20 30 - Post-Installed Adhesive Anchors, 03 33 00 - Cast-in-Place Concrete, and 03 81 10 - Concrete Demolition and Removal for demolition, removal, and repair requirements.

31 03 10 - Care of Reservoir Releases During Construction

Optional items in the event of a large reservoir inflow event and impending spillway release during construction of major work components in the conduit and spillway channel

31 03 10 - Care of Reservoir Releases During Construction

3.01 GENERAL

If unexpected spillway releases are necessary during ongoing work within the conduit or spillway channel, all the construction activities associated with evacuating the conduit and spillway channel, preparing for releases, and reconstruction to resume work after spillway releases shall be directed by the CO.

Begin preparations for evacuation for spillway releases within one day of notification from the CO.

See 31 03 10 - Care of Reservoir Releases During Construction for descriptions and requirements

31 03 33 – Removal and Control of Water

Objective: Lower groundwater levels to improve slope stability during excavation activities and allow jet grouting within the conduit and demo/repair to occur Dewatering: Government-designed Unwatering: Contractor-designed Dewatering Phases 1 through 4 coinciding with the following project components:

Jet Grouting Treatment Zone beneath Conduit and Conduit Demolition and Repair Spillway Channel Excavation Deep Filter Trench Excavation Blanket Filter and Shallow Filter Trench Excavation

51 00 95 – Photographs, Photograph 17. – Spillway channel downstream of spillway chute during stilling basin unwatering performed late-July 2018.

Phase 1: Supports jet grouting beneath conduit and conduit demo/repair Phase 2: Supports spillway channel remediation Phase 3: Supports deep filter trench excavation Phase 4: Supports blanket filter and shallow filter trench *Stilling basin unwatering required during all phases

1.07 CONTRACTOR RESPONSIBILITY

For all unwatering aspects of the project, refer to Sections 51 00 30 – Historic Unwatering for Stilling Basin Inspections and 53 10 00 – Geologic Investigations for more information. Specifically, the Contractor unwatering system shall control and remove water due to the following:

Ponded water within the stilling basin and behind the cofferdam following outlet works releases.

Seepage entering the excavation not intercepted by the dewatering system(s).

Surface runoff caused by possible seepage down the excavated dam face and abutments.

Surface runoff caused by precipitation.

Leakage past the outlet works regulating gate and seepage into the conduit.

Contractor-designed unwatering system shall include unwatering of the spillway stilling basin for all phases.

See 31 03 33 – RCW, Paragraph 1.08 for dewatering sequencing.

31 03 33 – Removal and Control of Water

Objective: Excavate through the sandstone foundation and into shale bedrock to create a vertical filter diaphragm to prevent soil particle migration with seepage flow Adjacent to jet grout cutoff wall left of the outlet conduit 10-ft wide, 60-ft long, 25-ft deep

Dwg 203-D-60008 31 23 18 – Excavation of Deep Filter Trench and Shoring

1.03 SUBMITTALS

RSN 31 23 18-1, Excavation Plan RSN 31 23 18-2, Excavation Shoring System Design RSN 31 23 18-3, Deep Filter Trench Incident Response Plan

1.05 DESIGN REQUIREMENTS

Design the excavation shoring system to safely support the deep filter trench excavation and placement and compaction of Zone 3 - Filter Sand Material within the excavation up to 25 feet in depth.

Design the excavation shoring system to be installed incrementally with the deep filter trench excavation.

Design the excavation shoring system to address the expected seepage conditions in the lower portion of the deep filter trench excavation near the contact of the sandstone and shale as described in Section 31 03 33 – Removal and Control of Water.

Establish incident response plan in coordination with the Government prior to beginning deep filter trench excavation Government will have design and O&M representatives onsite once the excavation is below El. 1987

31 23 18 – Excavation of Deep Filter Trench and Shoring

From 31 03 33 – RCW, Paragraph 1.10.H:

Not all water may be removed from the lower portion of the deep filter trench excavation near the contact of the sandstone and shale because the geologic interface is expected to reduce the effectiveness of the Phase III dewatering system as the groundwater level is lowered.

Visible flowing seepage into the deep filter trench excavation is not acceptable.

The Contractor shall include a plan to address expected seepage conditions while shoring, excavating, and backfilling the deep filter trench as described in Section 31 23 18 – Excavation of Deep Filter Trench and Shoring.

The Contractor shall include an incident response plan to define actions to filter seepage and protect foundation materials from erosion in the event of water entering the deep filter trench excavation…

3.01 PREPARATION

Allowable work hours for the deep filter trench excavation and shoring are 24 hours a day, Monday through Sunday.

Establish incident response plan in coordination with the Government prior to beginning deep filter trench excavation.

Excavation shall stay 3 feet above water table, except when at the sandstone/shale interface at the base of the deep filter trench. Unwatering techniques may be required.

From 01 14 12 – Work Restrictions, Paragraph 1.02.F:

Minimum volumes of Zone 3 - Filter Sand Material shall be placed in stockpiles on site before beginning deep filter trench excavation… 1.a. Zone 3: 550 cy

Thank you for attending the Bureau of Reclamation’s Pre-Bid Meeting and Site Visit.

Please sign in to acknowledge your attendance, whereby an amendment will provide the attendance list to facilitate interested suppliers and sub-contractors.

Please submit questions in writing to mitchell_frost@ios.doi.gov

Site Visit

1. Spillway inlet/water source area on the upstream side of the dam

2. Electrical junction box on the northeast side of the campground (2a) and the proposed location of the transformer pad (2b)

3. Relic river channel area and conduit exterior

4. Downstream spillway channel/access road area

5. Borrow pit image15.png image18.jpeg image19.png image17.png image20.png image21.png image22.png image23.png image24.png image25.png image26.png image27.png image28.png image29.png image30.png image31.png image32.png image33.png image34.png image35.png image36.png