DRAFT_Calf_Creek_Bridge_Replacement_Specifications_1.pdf

PREPARED BY: DRAFT

Special Contract Requirements [PARIA DISTRICT, UTAH] GAOA TO06 CALF CREEK BRIDGE REPLACEMENT Bureau of Land Management

Table of Contents

SPECIAL CONTRACT REQUIREMENTS

PREFACE

Section 101. – TERMS, FORMAT AND DEFINITIONS

101.01 Meaning of Terms

101.03 Abbreviations

101.04 Definitions

Section 102. – BID, AWARD, AND EXECUTION OF CONTRACT Delete this section in its entirety

Section 103. – SCOPE OF WORK

103.02 Disputes

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103.03 Value Engineering

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103.04 Contractor Records

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Section 104. – CONTROL OF WORK

104.01 Authority of the Contracting Officer (CO)

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104.02 Authority of Inspectors

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104.03 Specifications and Drawings

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104.04 Coordination of Contract Documents

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Section 105. – CONTROL OF MATERIAL

105.02 Material Sources

105.02 (a). Government-provided sources

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105.02 (b) Government-provided material stockpile Delete in its entirety

105.02 (c) Contractor-located sources Add the following

Section 106. – ACCEPTANCE OF WORK

106.05 Statistical Evaluation of Work and Determination of Pay Factor

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DRAFT

Section 107. – LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC

107.01 Laws to be Observed

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107.02 Protection and Restoration of Property and Landscape

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107.03 Bulletin Board

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107.05 Responsibility for Damage Claims

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107.06 Contractor’s Responsibility for Work

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107.09 Legal Relationship of the Parties

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107.10 Environmental Protection

(e) Project specific Environmental Protection

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Section 108. – PROSECUTION AND PROGRESS Delete this section in its entirety

Section 109. – MEASUREMENT AND PAYMENT

109.03 Weighing Procedures and Devices

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109.06 Pricing of Adjustments

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109.07 Eliminated Work

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109.08 Progress Payments

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109.09 Final Payment

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Section 156. – PUBLIC TRAFFIC

156.04 Accommodating Traffic During Work:

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156.05 Maintaining Roadways During Work:

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156.08 Nighttime Operations

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156.09 Traffic Control Supervisor

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156.10 Qualifications

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Section 203. – REMOVAL OF STRUCTURES AND OBSTRUCTIONS

203.04 Removing Materials

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203.05 (b) Burn Delete subsection in its entirety

203.05 (c) Bury Delete subsection in its entirety

Section 208. – STRUCTURE EXCAVATION AND BACKFILL FOR SELECTED MAJOR

STRUCTURES

208.03 General

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Section 301. – UNTREATED AGGREGATE COURSE

301.03 General

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Section 552. – STRUCTURAL CONCRETE

552.03 Composition (Concrete Mix Design)

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552.03 (z) Add the following:

552.08 Delivery

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SECTION 571 – PREFABRICATED STRUCTURES

571.01 Description

571.02 Material

571.03 Construction Requirements

571.04 Steel Bridge Manufacturer

571.05 Applicable Codes and Standards

571.06 Bridge Characteristics

571.07 Structural Design Loads

571.08 Structural Design Criteria

571.09 Materials of Construction

571.10 Manufacturing and Quality Control

571.11 Site, Delivery, and Erection

571.12 Bridge Excavation

571.13 Abutments and Approaches

571.14 Expansion Joint

571.15 Utility Conduit

571.16 Lean Concrete Backfill

571.17 Structural Load Rating Calculations

571.19 Measurement

571.20 Payment

Section 617. – GUARDRAIL

617.05 Rail Element Installation

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Section 635. – TEMPORARY TRAFFIC CONTROL Delete this section in its entirety

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Section 636. – CONTROL OF MATERIAL

636.05 Conduit

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636.06 Traffic Signal and Lighting Systems

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636.07 Traffic Counter

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636.08 Traffic Loop

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SPECIAL CONTRACT REQUIREMENTS

FOR THE CONSTRUCTION OF

GAOA TO06 CALF CREEK BRIDGE REPLACEMENT

PROJECT NO: 140L0624F0063

Description of Work

This work consists of designing, fabricating, delivering, and installing prefabricated modular bridge superstructures and components. The work also includes constructing concrete abutments, bearings, and including excavation and backfill and anchoring bridge superstructures to abutments as required. All other items are considered incidental work to the project.

Applicable Standard Specifications

The General Requirements (Division 100) and the applicable sections of Divisions 150 through 700 of the Federal Highway Administration’s "Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects, FP-14, U.S. Customary Units" of the U.S. Department of Transportation, Federal Highway Administration apply to this project as modified by these Special Contract Requirements and Contract Clauses contained in the contract. Unless otherwise noted, all reference headings in these Special Contract Requirements refer to divisions, sections, subsections, articles or paragraphs of the Standard Specifications, FP-14. The Contractor shall keep a copy of FP-14 on site during all construction for this project.

The FP-14 is a separately published book by the Federal Lands Highway. To download FP-14 or to obtain a hard copy, visit:

http://flh.fhwa.dot.gov/resources/pse/specs/fp-14.htmDRAFT

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PREFACE

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These Standard Specifications for the Construction of Roads and Bridges on Federal Highway Projects are issued primarily for constructing roads and bridges on Federal Highway projects under the direct administration of the Bureau of Land Management. These specifications are cited as "FP-14" indicating "Federal Project" Standard Specifications issued in 2014 and contain both United States Customary and Metric units of measure.

When designated in a contract, the FP-14 becomes part of the contract and binding upon all parties to the contract. Construction contracts of the Bureau of Land Management are also governed by the following regulations:

● Federal Acquisition Regulation (FAR), Title 48, Code of Federal Regulations, Chapter 1

The FAR regulations are not included in the FP-14. A complete copy of the FAR is available from the Superintendent of Documents, Congressional Sales Office, U.S. Government Printing Office, Washington, DC 20402.

U.S. Customary units of measure are used in the FP-14 as provided in the November 25, 2008 Memorandum from Jeffrey F. Paniati entitled Update on Metric Use Requirements for FHWA Documents. Metric units are noted in parentheses following the U.S. Customary Units. The references to Metric or Metric units apply only when the project or portion of the project expressly calls for Metric units of measure.

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DIVISION 100

GENERAL REQUIREMENTS

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Section 101. – TERMS, FORMAT AND DEFINITIONS

101.01 Meaning of Terms.

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101.03 Abbreviations.

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AA

AAN

AAR

ABA

ACPA

ADA

AFPA

AI

AIA

ARA

AREA

ASCE

ASCII

ASLA

BLM

FTMS

GSA

IEEE

MIL

MSHA

NESC

NFPA

PCA

SAE

USFS

USGS

USPS

WCLIB

WWPI

Aluminum Association American Association of Nurserymen Association of American Railroad Architectural Barriers Act American Concrete Pavement Association Americans with Disabilities Act American Forest and Paper Association Asphalt Institute American Institute of Architects American Railway Association American Railway Engineering Association American Society of Civil Engineers American Standard Code for Information Interchange American Society of Landscape Architects Bureau of Land Management Federal Test Method Standard General Services Administration Institute of Electrical and Electronic Engineers Military Specifications Mine Safety and Health Administration National Electrical Safety Code National Forest Products Association Portland Cement Association Society of Automotive Engineers United States Forest Service United States Geological Survey United States Postal Service West Coast Lumber Inspection Bureau Western Wood Preservers Institute

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Page | 10 hr mp ppm

Hour Milepost Part Per Million

101.04 Definitions.

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Bid Bidder

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Contract Time – Delete this definition and substitute the following:

Period of Performance (POP) – The specified time allowed for completion of contract work.

Notice to Proceed – Delete this definition and substitute the following:

Notice to Proceed – Written notice from the Contracting Officer to the Contractor to begin the contract work.

Maximum Particle Size – The smallest sieve opening through which all particles in the material will pass.

Neat Line – A line defining the proposed or specified limits of an excavation or structure.

Pioneer Road – Temporary construction access built along the route of the project.

Protected Streamcourse – A drainage shown on the plans that requires designated mitigation measures.

Right-of-Way – A general term denoting (1) the privilege to pass over land in some particular line (including easement, lease, permit, or license to occupy, use, or traverse public or private lands), or

(2) Real property necessary for the project, including roadway, buffer areas, access, and drainage areas.

Utilization Standards – The minimum size and percent soundness of trees described in the specifications to determine merchantable timber.

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Section 102. – BID, AWARD, AND EXECUTION OF CONTRACT

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Section 103. – SCOPE OF WORK

103.02 Disputes.

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103.03 Value Engineering.

103.04 Contractor Records.

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Section 104. – CONTROL OF WORK

104.01 Authority of the Contracting Officer (CO).

104.02 Authority of Inspectors.

104.03 Specifications and Drawings.

(c) As-built drawings.

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Use one set of Contractor-provided plans exclusively for as-built drawings.

(d) Submittals.

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1. Pre-engineered, pre-manufactured steel bridge calculations

2. Pre-engineered, pre-manufactured bridge shop drawings.

3. Bridge field erection plan.

4. Concrete mix design.

5. Reinforcing shop drawings.

6. Anchor rods.

7. Aggregate and Base Course Materials.

8. Asphalt Pavement Mix.

9. Seed Mix.

10. Environmental

104.04 Coordination of Contract Documents.

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Section 105. – CONTROL OF MATERIAL

105.02 Material Sources

105.02 (a). Government-provided sources.

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105.02 (b) Government-provided material stockpile.

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105.02 (c) Contractor-located sources.

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Contractor-located sources shall be certified weed free.

Section 106. – ACCEPTANCE OF WORK

106.05 Statistical Evaluation of Work and Determination of Pay Factor.

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Including all references to Statistical Evaluation. All references to Section 106.05 shall be replaced with references to Section 106.04 Measured or Tested Conformance.

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Section 107. – LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC

107.01 Laws to be Observed.

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107.02 Protection and Restoration of Property and Landscape.

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107.03 Bulletin Board.

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107.05 Responsibility for Damage Claims.

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107.06 Contractor’s Responsibility for Work.

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107.09 Legal Relationship of the Parties.

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107.10 Environmental Protection.

(e) Project specific Environmental Protection.

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The Government may direct the Contractor to discontinue all operations in the event that:

1. Cultural Resources

If cultural resources are discovered during project implementation, activity will cease, and a BLM archaeologist will be consulted immediately. Work will be suspended until written authorization to proceed is provided.

2. Equipment USE:

Prior to entering the project area, all equipment and machinery will be cleaned for petroleum accumulations, dirt, and plant material. All equipment and machinery leaks will be repaired prior to entering the site. Such equipment includes large machinery, stationary power equipment (such as generators), and gas-powered equipment with tanks larger than 5 gallons

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Heavy equipment use will be avoided during wet, muddy conditions to reduce the compaction of soils.

During construction, spill containment berms will be used in all locations where equipment refueling occurs. On-site absorbent pads and booms (long enough to extend across Calf Creek) will be available should a spill occur. The above serves to prevent the potential for hazardous petroleum-based materials to contaminate Calf Creek.

To the extent feasible, heavy equipment work along the creek will be from the top of the bank, unless work from another location (instream) would result in less habitat disturbance, less floodplain disturbance, or better meet project design criteria. Operating heavy equipment in streams would only occur when project specialists believe that such actions are the only reasonable alternative for implementation or would result in less sediment in the stream channel or damage (short- or long-term) to the overall aquatic and riparian ecosystem relative to other alternative methods.

3. Fisheries/Aquatics

Any instream work or periods of prolonged equipment in the stream channel will not occur during spawning season of brown trout (October-December) and cutthroat (spring when stream levels begin to rise) unless first cleared by a qualified biologist. If work needs to occur during spawning timeframes, other mitigation features such as block nets and fish removal from the construction area will be used.

4. Health and Human Safety

Hazard trees would be trimmed or removed as warranted.

Signs to warn of hazards will be installed as necessary.

The public will be allowed to use the site or portions of the site when mixing vehicular and pedestrian traffic with maintenance activities does not pose immediate safety concerns. When it is not safe, the site will be closed in whole or in part to the public for overnight and day use, including hiking Lower Calf Creek Falls Trail.

5. Paleontology

A qualified paleontologist will be on site to monitor construction activities during any bedrock disturbance, particularly at the proposed overflow parking area and any place along the proposed bypass-trail. If fossils are encountered during construction, the resource must either be avoided or collected, depending on the threat to the resource and the practicality of avoidance for construction.

6. Soils

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Storm drainage, erosion, and sediment control structures (swales, riprap, curbs, straw mats, vegetation, etc.) will be used to control erosion and sedimentation during and after construction.

7. Vegetation

Where practical, native plants that need to be removed during construction will be saved and replanted in areas where revegetation is needed.

8. Water Resources/Hydrologic Conditions

A Utah Division of Water Quality Stormwater Pollution Prevention Plan will be prepared prior to project construction to protect Calf Creek during and after construction.

A US Army Corp of Engineers/Utah Division of Water Rights Steam Channel Alteration Permit will be acquired prior to replacement of the culvert, low water crossing, and retaining walls by the creek.

Storm drainage from parking areas, roads, and facilities will be managed through engineering (slope, riprap, curbs, etc.) and by using sediment control structures (swales, straw mats, vegetation, etc.) to reduce the potential of contaminants entering Calf Creek during and after construction.

9. Wildlife

No construction activities that result in surface disturbance or the removal of vegetation will occur during the migratory bird primary nesting season (April 1 to July 1).

Construction activities that result in surface disturbance or the removal of vegetation implemented during the migratory bird maximum nesting season, during times that are not already excluded by the dates above (January 1 to March 31 and July 2 to August 31), will first be surveyed by a qualified BLM biologist within 7-10 days prior to work beginning. If nests with eggs or young are located, a 100- foot buffer will be implemented. Ground-disturbing activities within the buffer areas will be postponed until the birds have fledged and are no longer dependent on the nest.

To minimize potential impacts to the ongoing hummingbird monitoring study, the banding location would be shifted away from the construction. Banding will occur From May 1 to September 30 (once the existing bridge is removed) the hummingbird banding team will be allowed non-motorized access to CCRS (2 days per month) if they can safely walk through the creek to their banding site in the day use area.

Section 108. – PROSECUTION AND PROGRESS

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Section 109. – MEASUREMENT AND PAYMENT

109.03 Weighing Procedures and Devices.

(c) Project weighing system.

Manual scales may be used if approved in writing by the CO and if the method of weighing meets all other contract requirements. For aggregates weighed for payment, adjust scale weights of material to deduct the daily average moisture content in excess of 2 percentage points over optimum moisture as determined by AASHTO T 99 or the designated compaction method. If moisture determination is necessary, determine the daily average moisture content in accordance with AASHTO T 255, from not less than three representative samples of aggregate taken at random intervals each day that aggregate is being weighed.

109.06 Pricing of Adjustments.

109.07 Eliminated Work.

109.08 Progress Payments.

109.09 Final Payment.

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Section 156. – PUBLIC TRAFFIC

156.04 Accommodating Traffic During Work:

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The Contractor shall be responsible for maintaining the existing road as a temporary by-pass road during the construction of the new road and culvert. Contractor shall provide the Government at least 15 days advance notice prior to any temporary road closures, so that the Government may post the necessary closure notices.

The Contractor shall submit a traffic control plan for approval prior to beginning work. Traffic Control Plan shall meet MUTCD and include the use of temporary signs for the duration of the work.

The Contractor shall be responsible for acquiring all permits required by the Utah Department of Transportation (UDOT.)

156.05 Maintaining Roadways During Work:

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Maintain the roadway in a safe and acceptable condition. This includes using a water truck and grader as needed to keep the roadway in operational condition during construction. If corrective action is requested and the corrective action is not taken immediately, the condition may be corrected, and the cost of the corrective action deducted from monies due to the Contractor.

156.08 Nighttime Operations.

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156.09 Traffic Control Supervisor.

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156.10 Qualifications.

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Section 203. – REMOVAL OF STRUCTURES AND OBSTRUCTIONS

203.04 Removing Materials.

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Remove the existing culvert structure composed of steel plate culvert, concrete headwalls, concrete wingwalls, steel railing, and concrete footings. Backfill and compact cavities left by structure removal with native materials to the lines and grades of the finished ground. Existing channel cross section and slope shall be preserved during the removal of the footings and wingwalls. Compact material according to Subsection 209.10.

203.05 (b) Burn.

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203.05 (c) Bury

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Section 208. – STRUCTURE EXCAVATION AND BACKFILL FOR SELECTED

MAJOR STRUCTURES.

208.03 General.

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“Where necessary, blast rock according to Section 205.”

Section 301. – UNTREATED AGGREGATE COURSE

301.03 General.

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Approved aggregate sources shall UDOT Standard Specification 02721 Untreated Base Course

(UTBC).

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Section 552. – STRUCTURAL CONCRETE

552.03 Composition (Concrete Mix Design)

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“Submit concrete mix designs on FHWA Form 1608, 552 Structural Concrete Mix Design Submittal.”

552.03 Composition (Concrete Mix Design)

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(z) The abutment and wingwall concrete color shall match color manufacturer’s standard color palette and chosen by the government. The color additive is to be mixed integrally with concrete mix.

552.08 Delivery

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“All waste concrete, i.e. excess, rinse waste from concrete trucks, rinse waste from pumper truck, etc. shall be placed in a concrete washout container. No waste concrete shall be disposed of onsite or on native ground. The Contractor shall follow EPA guidelines for the disposal of waste concrete. All waste concrete shall be removed from the project site after hardening.”

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SECTION 571 – PREFABRICATED STRUCTURES

571.01 Description

This work consists of designing, fabricating, delivering, and installing prefabricated modular bridge superstructures and components. The work also includes constructing concrete abutments, bearings, and including excavation and backfill and anchoring bridge superstructures to abutments as required.

Calf Creek Recreational site is located between Boulder and Escalante, UT along Highway 12. Highway 12 is a very narrow and winding road. The contractor shall be aware of limited access requirements when proposing a route for the delivery of the pre-manufactured bridge.

The project site is very tight, and space is limited. The construction staging area will be limited to the upper parking area shown on the plans and is noted as a construction staging area. The crane site for the placement of the bridge is shown on the plans. The use of other proposed staging areas or crane site location shall be approved by the government prior to their use.

The project is adjacent to a wilderness study area (WSA). No construction activities or equipment is allowed in the WSA. The contractor shall be responsible for maintaining a construction fence and buffer zone during construction.

571.02 Material

Conform to the following Sections:

Concrete compressive strength, structural steel tensile strength, finish and designation, and other material specifications shall be as required in the contract documents.

571.03 Construction Requirements

Place Bridge This work consists of all labor, materials, and equipment necessary to place and connect bridge to the cast-in-place concrete abutments, setting the bridge per manufacturer’s recommendations, bolting the connections, and installing anchor bolts.

Technical Assistance.

Structural Concrete 552

Reinforcing Steel 554

Steel Structures 555

Bridge Railing 556

Lean Concrete Backfill 614

Structural Metal 717

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The successful bidder through the Manufacturer and/or Supplier shall provide a qualified Technical Assistant at the jobsite while the primary structure components (superstructure) are installed. The Contractor shall not place any bridge, superstructure or element associated with the pre-manufactured bridge without a Technical Assistant provided by the Manufacturer on-site. The Contractor shall notify the Manufacturer or their representative at least two weeks in advance of the planned installation. The Technical Assistant shall have at least five (5) years’ experience in the installation of similar bridges.

The Manufacturer shall provide at the time of original shipment, a Reinstallation Manual for the government detailing the disassembly and inspection requirements of members, connections and fasteners and the recommendations for reuse based on conditions assessed after disassembly. The manual shall include condition logs for recording members and connection conditions once disassembled.

Field Erection Plan:

The Contractor shall submit Field Erection Plans and Erection Procedures to the government for bridge unit identified on the contract plans and specifications. A field erection plan shall be submitted by the Contractor to the government for review at least 2 weeks prior to completing the erection process.

The Contractor’s Erection Plans shall provide the following information:

The location of each crane for primary picks showing all necessary information.

Capacity chart for each crane configuration.

Center of gravity, lift weight (including rigging) for all primary member picks.

Primary member site delivery location and storage orientation.

Erection sequence for all members Expected condition of each bearing device Traffic control Any other information that may be pertinent to the erection.

Materials Provide material per manufacturer’s direction. The Contractor shall coordinate with the bridge manufacturer on delivery times and location.

Construction Requirements Complete installation of the bridge per plans and manufacturer’s recommendation.

571.04 Steel Bridge Manufacturer.

This work consists of providing the structural steel design, shop drawings, and manufacture of the bridge pursuant to the Applicable Codes and Standards, and transportation to the location indicated in the Contract Documents.

These specifications are for fully engineered multi-piece modular bridge(s) of steel construction and shall be regarded as minimum standards for design, fabrication, and construction. The work included under this item shall consist of designing, fabricating, finishing, and transporting the steel modular beam bridge superstructure(s) including bearings.

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Manufacturer Experience: The Manufacturer shall have designed and manufactured at least ten (10) permanent premanufactured bridges of approximately the same size and configuration as the proposed bridge in the plan during a period of not more than five (5) continuous years immediately preceding the bid opening. All suppliers shall fabricate their product, no brokers are allowed.

AISC Certification: The Manufacturer shall have an up-to-date and maintained certification by the American Institute of Steel Construction (AISC) (Intermediate Steel Bridges-IBR), including Fracture Critical for a period of at least five (5) continuous years immediately preceding the bid opening.

Within 7 days after bid opening, the successful manufacturer is required to submit:

Copy of current AISC certifications as provided above.

Copy of Quality Assurance Programs.

Splicing and erection procedures.

Approved welding process procedures.

The name and qualifications of the Manufacturer’s representative designated to represent the Manufacturer for all pre-bid activities.

The name and qualifications of the Technical Assistant that shall conduct on-site assistance during field installation of the Bridge until secure and stable.

List ten (10) permanent steel bridges similar in size and configuration to the bridge, which the applicant has manufactured in the preceding five (5) years, together with drawings, calculations, project details and contact information.

The name and qualifications of Manufacturer’s State of Utah licensed professional engineer responsible for design of the bridge.

Bridge Manufacturer’s Design Professional and Submittals. The Manufacturer shall provide a direct employee, an engineer who is experienced in bridge design, to perform all engineering related tasks and design for each structure. The engineer must have a minimum of ten (10) years’ experience in bridge design of similar structures and be a currently licensed civil or structural engineer in the State of Utah.

Provide and submit an electronic copy of the engineering drawings for the bridge, on 11x17 sheets, to the Contractor or government for their review after receipt of the order. Submittal drawings must be unique drawings for each structure, prepared to illustrate the specific portion of the bridge being fabricated. All relative design information such as member size, ASTM/AASHTO material specification, dimensions necessary to fabricate and required welding shall be clearly shown on the drawings. Drawings shall have cross-referenced details and sheet numbers. All drawings shall be stamped, signed, and dated by the Bridge Manufacturer’s Design Professional licensed in the State of Utah.

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Provide and submit an electronic copy of the structural calculations on 8.5x11 sheets for the design of the structure to the government for their review after receipt of the order. Calculations shall include complete design, analysis and code checks for the controlling members, connectivity and support conditions, deck design, deflection checks, bearings, splices, and load rating. Structural calculations and load rating shall meet the required code requirements and be stamped, signed, and dated by the Bridge Manufacturer’s Design Professional licensed in the State of Utah. Load rating for the HL-93 truck at inventory level must exceed 1.00 when including all design and future loads.

When furnishing a prefabricated bridge superstructure, submit design drawings, calculations, or shop drawings at least 21 days in advance of the start of fabrication to allow time for review and correction of any changes and approval by the government. Include plan, elevation, and section views of the modular bridge superstructure, dimensions of all components, welding and connection details, and general and specific notes regarding design and construction.

571.05 Applicable Codes and Standards

Governing Specifications: Bridge(s) shall be designed in compliance with the AASHTO LRFD Bridge Design Specifications, 9th Edition, 2021 (AASHTO LRFD). Calculations shall be in accordance with this document, and formulas shall reference the appropriate sections.

Other Reference Codes, Specifications and Standards:

AISC, Steel Construction Manual, 16th Edition, 2022 (AISC)

American Welding Society, Structural Welding Code, D1.5, 2020 (AWS D1.5)

ASCE/SEI 7-10 Minimum Design Loads for Buildings and Other Structures, 2010 (ASCE 7)

Construction Requirements. Provide materials, construction, and workmanship in accordance with the Standard Specifications for Construction of Roads and Bridges on Federal Highway projects, FP-14 and Special Contract requirements.

571.06 Bridge Characteristics

Provide a single span bridge in length as shown on the plans. Span is defined as the center-to-center distance between bearing centerlines of the primary members. The Manufacturer must determine the final out-to-out length of the bridge. The bridge shall be defined individually as laid out per the plans and specifications.

The proposed width for the bridge is defined as the clear roadway width between bridge railings and shall be 18’-0”, 14’-0” travel lane and 4’-0” pedestrian walkway, as shown on plans for each bridge replacement. The bridge shall be oriented on a skew as shown on plans. The superstructure’s skew shall be defined as the angle, in degrees, measured from a lateral line from the bridge’s longitudinal axis to the substructure’s bearing centerline.

Total depth of the structure from profile line at center line to bearing shall be 51.7". The assumed depth for each part of the structure is as follows: 40.45" Girder Depth, 4.25" Corrugated Deck Depth, 3.00”

Page | 26 minimum thickness of asphalt with a 1.00% cross slope shown in the plans and Bearing Assembly Thickness is 3.00".

The Manufacturer shall determine the distance from the top of the deck to the bottom of any steel member.

A single simple-span bridge shall have a vertical camber dimension at mid-span equal to 100% of the anticipated full dead load deflection. If beam mill camber is adequate to accommodate full dead load deflection, then indicate so on drawings.

The top of the deck at the end of each bridge shall be constructed with a vertical elevation difference to produce grade slope as specified in the plans.

The bridge shall utilize corrugated metal decking with lean concrete backfill. Designer to provide design charts and assumptions for the corrugated metal deck in the design calculations.

The bridge shall utilize the bridge bearings designed by the Manufacturer per AASHTO LRFD Bridge Design Specifications, 9th Edition, 2021 (AASHTO LRFD).

571.07 Structural Design Loads

Dead Load: Provide a bridge superstructure that is designed for the total bridge weight plus an additional allowance of 100 pounds per square foot total wearing surface, 28 pounds future wearing surface, and 25 pound per foot for utilities. Verify dead loads weights on the plans and typical sections.

Vehicle Load: Each bridge shall be designed for one lane of traffic and pedestrian traffic, supporting HL-93 vehicle plus Dynamic Load Allowance. The design ADT (Average Daily Traffic) shall be 500.

Utilize a minimum multiple presence factor of 1.20.

Wind Load: The wind load that is applied horizontally against the height of the stringer plus the side dam shall be as specified in AASHTO LRFD Article 3.8.

Fatigue Load: The fatigue loading shall be as specified in AASHTO LRFD Article 6.6.

Combination of Loads: Provide load combinations and load factors as specified in AASHTO LRFD Table 3.4.1-1.

571.08 Structural Design Criteria

Deflections: Provide a vehicle load deflection limit of shall be1/800 of the span length, calculated in accordance with Section 3.6.1.3.2 of the LRFD Bridge Design Specifications, latest edition, by

AASHTO.

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Fracture: The main beams of the structure shall meet CVN values of 15 ft-lbs @ 40-degrees Fahrenheit.

Wheel Load Distribution: The bridge deck of each structure shall be designed to support the maximum wheel load from the HL-93 vehicle. For HL-93 vehicle, the tire contact area is to be assumed to be 20" transverse and 10" longitudinal.

Analysis: Structural analysis for each bridge shall include, at a minimum, a two-dimensional analysis for gravity dead loads and moving live (truck) loads on transverse and longitudinal members, and lateral loads including seismic, wind, and vehicle collision, as applicable. Location of axle loads, lane loads, wheel loads; and the distribution of wheel loads shall be applied as such to produce the maximum stress (or applied force) in the member or members under consideration. The bridge manufacturer shall be responsible for the final design of the anchor bolts based on the bridge reactions. The bridge manufacturer shall indicate the minimum embedment into the concrete abutment that is required for the anchor bolts.

571.09 Materials of Construction

Structural Steel:

All structural steel shapes and plates shall conform to the requirements of AASHTO M 270 Grade 50W (ASTM A709 / ASTM A588 weathering steel). Secondary weathering members may be tubular shapes carrying the ASTM A847 (50 ksi) designation; all domestically produced and provided by an AISC recognized supplier.

Steel Decking:

Steel decking on each bridge shall be zinc-coated (galvanized) structural steel sheet conforming to ASTM Specification A653 with a coating class of G165. The steel decking shall be designed to support all dead loads plus an additional 50 psf for construction loads. The unit working stress in the steel sheet shall not exceed 0.725 times the specified minimum yield strength of the material, or 36 ksi, whichever is smaller. Deflection of the steel decking under all dead loads shall not exceed 1/180 of the form span or ½-inch, whichever is less. The Bridge Manufacturer is responsible for the design of the metal decking. The steel decking shall be shop installed by the Bridge Manufacturer as much as possible to minimize field installation. Corrugated steel decking shall have drain holes in the low corrugations to allow water and moisture to drain out of the deck system. Drain holes shall be drilled into corrugated steel prior to galvanizing. All exposed galvanized decking steel surfaces shall be treated with Natina reactive color treatment or equal product to make it look rusty / dark in color.

Deck:

Deck for each structure shall be designed per plans and shall conform to LRFD Bridge Design Specifications.

End Dams:

The superstructure shall be furnished with end dams in the transverse direction at the ends of the bridge of sufficient height to match the top of the specified asphalt wearing surface.

End dams shall be constructed from self-weathering steel.

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Edge Dam:

The superstructure shall be furnished with edge dams in the longitudinal direction along both sides of the bridge of sufficient height to match the top of the specified asphalt wearing surface. Edge dams shall be constructed from self-weathering steel.

Fasteners:

Structural bolts used to field splice or connect all main members shall be ASTM F3125 Grade A325, Type 3. The nuts for these structural bolts shall be ASTM A563. One flat hardened washer meeting ASTM F436 shall be supplied with all bolts. All bolts, nuts and washers shall be weathering steel and shall be furnished in an amount of 5% in excess of the number required for each size and length.

Anchor Bolts:

The anchor bolts supplied with each bridge system shall be ASTM A449 Type 3 Full Thread Rod Weathering Steel. Each anchor bolt shall include at a minimum one A563 Heavy Hex Nut and one F436 Flat Washer, or whichever is determined by calculations. All bolts, nuts and washers shall be weathering steel.

Gusset Plates:

Gusset plates, if required, shall be adequately designed to transfer member forces in accordance with governing sections of the Design Specifications and FHWA Publication Number IF-09-014. All gusset plates shall have 1” radiused corners, except for the lower corners aligned toward the mid-line of the bridge. They shall be square to aid their orientation during assembly.

Camber & Deflection:

Calculation of each structure’s dead and live load deflection is required. Live load deflection of the primary members should be limited to the span-to-deflection ratio of L/800 unless otherwise specified.

Dead load deflection shall be accommodated by forming camber into the unloaded geometry of the members. Profile grade curvature shall also be considered when determining the fabricated (or induced) camber of the members. No camber adjustment is required for spans of less than 50 ft., except that they be fabricated with their natural mill camber as “up”. Sag, an inherent characteristic of pin-connected structures that contributes to a structure’s total deflection, is due to pin and pin-hole clearance. Sag is undesirable and prohibited. Bidders with panel bridge types that sag shall be considered unresponsive, and their bids shall be disqualified.

Railings:

Railings shall be designed to provide a continuous, snag-free alignment along each bridge’s edge of roadway. The railing system shall be designed to meet the dimensional requirements of the Design Specification and to resist vehicular impact loads in accordance with the Design Specification: TL2 (AASHTO LRFD). Two-tube railing with intermediate rails to meet pedestrian safety rails across the bridge. The pedestrian safety railing shall be mounted above the traffic railing so that the finish height of the railing is 42” high. All railing components shall be constructed from self-weathering steel. For pedestrian safety railing, do not allow a 4” sphere to pass under of between spindles railing and it shall be designed to hold a 250 lb. horizontal load. Railing to be mounted on exterior sides of bridge without separating pedestrians from traffic. Design drawings shall note the crash test level or designed by

Page | 29 calculations, design standard for the traffic railing, and the design load for the pedestrian safety railing components. All steel material, bolts, nuts, washers, and fasteners shall be structural grade, HSS self-weathering steel with a minimum wall thickness of ¼”.

Bearings:

This item consists of providing and installing bridge bearings for each bridge in accordance with the Contract Documents, this specification, and the manufacturer’s recommendations. Bearing pads for each structure shall be designed in accordance with AASHTO Section 14.7.5. Bearing pads are to be designed for low temperature Zone D with elastomer grade 4 with a shear modulus of 130 psi. Bearing pad design shall produce the specified thickness, after compression and vulcanizing, sufficient to withstand compression loads and lateral movement produced by thermal expansion/contraction in accordance with the specified design method’s governing section for bearing design. Elastomeric and laminated elastomeric bearing pads shall be custom molded from neoprene or natural rubber. Laminated pads shall be reinforced with internal steel plates and vulcanize-bonded to alternating layers of the elastomer during the molding process. Fabricate bearing in accordance with AASTHO M 251.

571.10 Manufacturing and Quality Control

SSPC Qualifications:

The Manufacturer shall employ painters trained and certified under the Structural Steel Paint Council, SSPC QP3 Standard Procedure for Evaluating Qualifications of Shop Painting Applicators and familiar with material safety data sheets (MSDS), product data sheets, painting tools and equipment and quality procedures.

Certification Manual:

A current copy of the AISC Program Manual describing the Bridge Manufacturer’s operations and practices shall be maintained by the quality Control Manager for review by designated quality control inspectors. Copies of the AISC Certification Manual shall be made available to customers and their representatives, upon request.

Cleaning and Surface Preparation:

All structural members, fasteners, and railing shall be weathering steel and shall be prepared after fabrication in accordance with the Steel Structures Painting Council Surface Preparation Specification No. 6 Commercial Blast Cleaning (SSPC-SP) to assure uniform weathering of all railing.

Cambering:

Provide a bridge for each location that is cambered in accordance with the plans, Contract Documents, and the design computations to offset the predicted total dead load deflection and to accommodate the profile grade indicated in the Contract Documents. Mechanical (cold) cambering may be used where permitted by the applicable construction specifications and the government’s customary practices. Heat cambering by experienced workers may be employed, as an optional method.

Welding:

The bridge manufacturer shall employ a Certified Weld Inspector (CWI), with endorsement by AWS QC1. This CWI shall be present during the complete fabrication of the bridge. The CWI shall provide

Page | 30 written documentation that the bridge has been fabricated in accordance with these specifications and the approved design drawings.

All welding shall conform to the AASHTO/AWS D1.5 Bridge Welding Code. Welding of tubular connections is covered in the AWS D1.1 Welding Code. All welding shall utilize E70 or E80 series electrodes. The weld process used shall be Flux Core Arc Welding (FCAW) or Shielded Manual Arc Welding (SMAW) per ANSI/AASHTO/AWS D1.5 “Bridge Welding Code.” Welding operators shall be properly accredited and experienced. Qualifications of welders shall be made available upon request.

Plate & Shape Cutting:

Plate and shape cutting shall conform to methods specified in AASHTO/AWS D1.5 Bridge Welding Code Section 3 Workmanship. Computer Numerically Controlled (CNC) cutting equipment shall be utilized as a manufacturing method as it allows for highly accurate dimensional cutting along with precise and rapid shop operations. Exceptions to CNC processing should be submitted in writing to the government for approval, before commencing fabrication.

Bolt Holes:

All bolt hole fabrication for high strength, slip critical bolted connections shall conform to the workmanship requirements of the Research Council on Structural Connections (RCSC) Specifications for Structural Joints Using A325 or A490 Bolts. Computer Numerically Controlled (CNC) drilling equipment shall be utilized as a manufacturing method as it allows for highly accurate hole location along with precise and rapid shop operations. Exceptions to CNC processing should be submitted in writing to the government for approval, before commencing fabrication.

Shop Assembly:

Shop assembly for each structure shall conform to AASHTO Construction Specifications and AASHTO/NSBA S2.1 Guide Specifications If the span is too long for a complete shop assembly, the Manufacturer shall check-assemble a minimum of three adjacent shippable units of the bridge, in a sequential manner, to ensure that an accurate fit-up of assemblies is possible in the field. Complex framing members such as skewed floor beams shall also be check -assembled in the shop, to ensure geometric accuracy and fit-up has been achieved. Stringer beams, transverse bracing and accessory pieces are not required to be check-assembled to their primary members unless specified in the Contract Documents.

Shop Inspection:

Each bridge shall be inspected by a qualified shop inspector. For all welded assemblies the inspector shall be a Certified Weld Inspector that is qualified under the AWS QC-1 program. Each inspection shall include as a minimum requirement the following: review of shop drawings, weld procedures, welder qualifications and weld testing reports, visual inspection of welds and verification of overall dimensions and geometry of the Bridge. Nondestructive testing of welds shall be performed both before and after galvanizing. All welds shall be visually inspected 100%. All welds shall be magnetic particle tested for a minimum length or 12“. Welds over 12” long shall be magnetic particle tested at least 12” for every 10’ of length. A report of these inspections shall be provided.

Material Certification:

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The Manufacturer shall maintain a program to receive, inspect, record and trace materials used for each bridge. Material Test Reports shall be used to prove domesticity, and document chemistry and physical test records. Certificates of Conformance shall be used to document compliance with specifications.

Traceability shall be met by heat and lot number records from the producing mill or supplier. This program shall be in evidence by the Manufacturer’s AISC Certification, and a written copy found in the Manufacturer’s AISC Certification Manual.

571.11 Site, Delivery, and Erection

Government responsibility: The government shall procure all necessary information about the site and soil conditions. Pertinent information related to the design and performance of the bridge superstructure shall be made available to the Bridge Manufacturer upon execution of the agreement. The Contractor shall install the anchor bolts in accordance with the Bridge Manufacturer’s Drawings and recommendations. All roadway approach work and paving of the Bridge’s roadway shall be the responsibility of the Contractor.

Delivery:

Delivery of the Bridge shall be within an agreed period of time after approval of Engineering Drawings and made via truck to a location nearest the project site or local highway jurisdiction laydown yard which is accessible to normal over-the-road equipment, at the discretion of the government. The Contractor shall give the government fourteen (14) working days’ notice before delivery of the bridge.

Bearing plates, anchor bolts and expansion joints can be provided in advance of each bridge for incorporation into the abutment construction, upon receipt of a timely request by the Contractor. All trucks delivering bridge materials shall be unloaded at the time of arrival. If the prefabricated superstructure is not installed immediately upon delivery to the project site, provide appropriate equipment and labor to unload and stack, support, and store all material at the delivery point. Support and stack all components to prevent damage. Furnish and install blocking to support all components at least 12 inches above the ground. Furnish all tools, devices, special equipment, and material needed for installation in well-marked watertight containers suitable for long-term, outdoor storage.

Erection:

The Manufacturer shall advise the Contractor of the attachment points and other necessary information required to install each bridge. The method and sequence of erection shall be the responsibility of the Contractor unless otherwise included in the agreement. Unloading, stabilization, splicing, bolting, and proper rigging and lifting are the responsibility of the Contractor. Each section shall be lifted from the lifting lugs provided by the Manufacturer. Attach rigging to lifting lugs with adequately sized rigging hardware. Rigging materials and methods are the responsibility of the Installer.

571.12 Bridge Excavation.

Perform excavation, backfill, and embankment for bridge work under Sections 208 and 209.

Dispose of existing structure and debris resulting from operations in accordance with Section 203.

571.13 Abutments and Approaches.

Construct required abutments, wingwalls, and bearings, according to Division 550. The abutment and wingwall concrete color shall match color manufacturer’s standard color palette and chosen by the

Page | 32 government. The color additive is to be mixed integrally with concrete mix. Structural concrete shall achieve a minimum concrete strength of 80% of the 28 day compressive strength prior to any traffic loading.

Construct approaches including excavation and backfill according to sections 208 and 209.

571.14 Expansion Joint.

Construct expansion joints for bridge work according to Section 552.

571.15 Utility Conduit.

Construct 2 inch PVC utility conduit according to UDOT “2025 Standard Specifications Book” Section 13553 ITS Conduit.

571.16 Lean Concrete Backfill.

Construct lean concrete backfill in flutes of bridge deck level to the top of deck corrugation for the bridge work according to Section 614. Lean concrete fill shall achieve a minimum concrete strength of 80% of the 28 day compressive strength prior to any traffic loading.

571.17 Structural Load Rating Calculations.

For bridge designed and/or provided by the Contractor (including prefabricated bridge superstructures) structural load calculations shall be performed and submitted to the government for the following vehicles configurations: HL-93…