4-03- BID DOCUMENTS - GEORGE WASHINGTON BLVD PEDESTRIAN BRIDGE.pdf

George Washington Blvd Pedestrian Bridge, 26-291

Bid Documents

George Washington Blvd Pedestrian Bridge

Bid Inquiry No. 26-291

June 2026

Table of Contents

Scope of Work

Bid Schedule

Technical Specifications

Measurement & Payment

Special Provision for Prefabricated Half Though Truss Span Bridge

Pedestrian Bridge Exhibits

Pedestrian Bridge Drawings & Details

Equipment/Supplies/Materials Purchase Agreement (Sample)

Table of Contents Page 1 of 1

SCOPE OF WORK

Scope of Work

It is proposed to install a pedestrian bridge over George Washington Blvd as part of the Virgin River South Trail. Below is information on location, proposed pedestrian bridge information, and anticipated delivery date:

Virgin River South Trail Location: Virgin River South Trail at the future crossing over George Washington Blvd.

Pedestrian Bridge Information: The pedestrian bridge is to span 95 feet and be 10 feet wide.

The decking is to be stamped concrete which will be installed by the project contractor.

Anticipated Delivery Date: March 1, 2027.

See other documents in the Bid Set for additional project information.

It is the CITY'S intention to have the pedestrian bridge delivered to the project site by the delivery date shown above. If BIDDERS are not able to meet this date, the BIDDERS are to provide the estimated lead time for the pedestrian bridge with their BID. If the BIDDERS provide a lead time that is unreasonable, the CITY has the right to reject their BID.

The winning bidder for the pedestrian bridge will need to enter into a City of St. George Equipment/Supplies/Materials Purchase Agreement. A sample of this agreement is provided in the Bid Set Documents.

Scope of Work Page 1 of 1

BID SCHEDULE

George Washington Blvd Pedestrian Bridge

Inquiry No. 26-291

6/11/2026

BID SCHEDULE

ITEM

NO.

ITEM DESCRIPTION

EST. QTY.

UNIT

UNIT COST

AMOUNT

EST. LEAD TIME

95 FOOT SPAN, 10 FOOT WIDE, PREFABRICATED

PEDESTRIAN BRIDGE

LUMP

BID SCHEDULE TOTAL AMOUNT

All bid items shown on the Bid Schedule are considered to be deductible bid items. The OWNER, in consultation with the ENGINEER, shall remove bid items as required to meet the construction budget. The low bid shall be considered to be that bid which has the lowest total cost on the bid items selected by the OWNER for inclusion in the final Agreement rather than the total cost of all bid items prior to the elimination of various deductible alternate bid items.

Bid Schedule

George Washington Blvd Pedestrian Bridge, 26-291 1 of 1

TECHNICAL SPECIFICATIONS

MEASUREMENT AND PAYMENT

ARTICLE 1 – Estimated Quantities

1.1 The quantities appearing in the Bid Schedule are approximate only. Payment to the Contractor will be made only for the actual quantities of work performed and accepted or materials furnished in accordance with the requirements of the Contract. The scheduled quantities of work to be done and materials to be furnished may each be increased, decreased, or omitted as hereinafter provided.

1.2 In the event the total amount of the lowest acceptable bid exceeds the amount of funds available for the project, the scope of work will be modified as determined by the Owner.

1.3 The Owner reserves the right to increase or decrease the quantities listed in the Bid Schedule by up to 25%, or to entirely eliminate certain Bid Items from the work or materials, if found desirable or expedient. The Contractor is cautioned against unbalancing his bid by prorating his overhead into one or two items only when there are a number of items on the Bid Schedule. The overhead and indirect charges should be prorated on all items in the Bid Schedule.

1.4 The Contractor will be allowed no claims for anticipated profits, loss of profits, or for damages because of any difference between the estimated and the actual quantities of work done, or materials furnished on the completed project.

ARTICLE 2 – Measurement

2.1 Measurement for all payments shall be made by the Contractor and submitted to the Engineer for approval and verification if required in accordance with the provisions of these documents. In the event verification is required, the Engineer shall independently measure the items submitted for payment and verify the amounts submitted. In the event of a discrepancy, the Engineer's measurements shall govern, except that if the payment submittal is the "Final Payment", then the Contractor and the Engineer shall agree to the quantities measured prior to payment.

2.2 When the term “plan quantity” is indicated in the contract bid item designation:

2.2.1 Accept the estimated quantity in the bid proposal as the final quantity for which payment will be made unless the Engineer revises the plan dimensions through an approved change order.

2.2.2 Request an adjustment to the final quantity for payment if an error is discovered in the estimated quantity in the bid proposal.

2.2.2.1 Provide all computations, plots, and supporting documentation necessary for the Engineer to verify the error and determine the final quantity for payment.

2.2.2.2 All work associated with providing computations, plots, and supporting documentation is at no cost to the Owner.

ARTICLE 3 – Basis of Payment

3.1 All payments made to the Contractor shall be made in lawful money of the United States and made in accordance with the provisions of these documents.

ARTICLE 4 – Non-Payment Items

4.1 No payment will be made for the following items. The costs associated with these items should be included in the unit prices for other items on the Bid Schedule.

4.1.1 Site Clean Up: Keep premises and site free from accumulation of waste materials or rubbish caused by employees and subcontractors.

4.1.2 Rework and Work Rejected by the Engineer: Provide all materials, labor and equipment required to excavate, uncover, remove, replace, or reconstruct any facility or improvement that was not properly inspected and tested at the time of installation as required by these specifications. Remove and replace all materials that are unable to meet testing or warranty requirements.

4.1.3 Final Punch List Items: Provide all items required to be finished on the final inspection

"Punch List".

4.1.4 Utility Repairs: Repair any existing utilities including cable TV, power, telephone, water mains or laterals, sewer mains or laterals, gas lines, and irrigation lines damaged due to Contractor error or negligence.

4.1.5 Damage to Property: Repair damage to private or public property, or other physical facilities resulting from the Contractor's negligence or construction operations.

4.1.6 Scheduling and Delivery Coordination: Coordinate and schedule delivery of construction materials with material suppliers and inspection personnel.

4.1.7 Temporary Facilities: Provide and maintain the following temporary facilities at the direction of the Engineer:

4.1.7.1 Temporary Storage: Arrange for a site for equipment and materials. Provide for the parking of vehicles and storage of materials in an orderly manner.

4.1.7.2 Temporary Light and Power: Provide temporary light and power, including wiring, lamps, and connections as required for the completion of the work.

4.1.8 Existing Utility Coordination:

4.1.8.1. Coordinate potential utility conflicts with the applicable utility company prior to the start of construction. Exercise all possible caution to prevent damage to existing utilities not designated for removal on the Project Improvement Plans. While utility information shown on the plans has been compiled from available sources, its completeness and accuracy cannot be guaranteed, and it is presented simply as a guide to possible difficulties.

4.1.8.2 The cost for protection, relocation, and/or restoration of all utilities shown or indicated on the Project Plans is the responsibility of the Contractor.

4.1.8.3 The cost for protection, relocation, and/or restoration of all utilities not shown or indicated on the Project Plans will be handled in accordance with the General Conditions.

Measurement & Payment Page 2 of 3

MEASUREMENT AND PAYMENT – BID SCHEDULE

95 FOOT SPAN PREFABRICATED PEDESTRIAN BRIDGE,

10 FEET WIDE, VIRGIN RIVER SOUTH TRAIL CROSSING OVER

GEORGE WASHINGTON BLVD

LUMP

Inclusion (not limited to): Under this item, the Contractor (Bridge Supplier) shall be paid the lump sum price bid as full compensation for furnishing and delivering the 95’ Span Pedestrian Bridge. The lump sum price shall include design and manufacturing the span bridge, delivery of the span bridge, storage of span bridge if site is not ready, coordinating the delivery of bridge with the future project contractor, along with all labor, equipment and miscellaneous items required for the construction and delivery of the span bridge. The Contractor shall make his own determination of the effort required to construct the 95’ span bridge and base his lump sum price on that amount. No adjustments shall be made to the lump sum price quoted. All work for this bid item shall be done in accordance with the Contract Documents. (e.g., Drawings & Specifications)

Clarifications: This prefabricated pedestrian bridge is to be delivered to the Virgin River South Trail at the future George Washington Blvd crossing. Contractor (Bridge Supplier) is to provide the metal form deck. The project contractor will install the concrete decking after the bridge is set in place.

Anticipated delivery date is March 1, 2027.

END OF SECTION

SPECIAL PROVISIONS FOR PREFABRICATED HALF THROUGH TRUSS

SPAN BRIDGE

1.0 GENERAL

1.1 Scope

These specifications are for fully engineered half through truss (no overhead bracing) bridge of steel construction and shall be regarded as minimum standards for design and fabrication. The work included under this item shall consist of design, fabricating, finishing, and transporting the steel truss bridge superstructure including bearings.

1.2 Definitions

• Owner: Entity who ultimately will own the bridge.

• Engineer: Engineering Entity or Firm who will be representing the Owner.

• Contractor: Entity who will be installing, and/or purchasing, the bridge.

• Foundation Engineer. Engineering Entity or Firm who will be designing and detailing the foundation system.

• Geotechnical Engineer. Engineering Entity or Firm who will be responsible for providing the Geotechnical information necessary to design the foundation system.

• Bridge Manufacturer: Firm who will be designing and supplying the bridge in accordance with these Special Provisions.

1.3 Bridge Manufacturer’s Design Professional and Submittals

Bridge Manufacturer shall have as a direct employee, an engineer who is experienced in bridge design to be in responsible charge of all engineering related tasks and design.

The engineer shall have a minimum of 10 years of experience in bridge design and be a currently licensed civil or structural engineer in the State of Utah and shall be the engineer who will seal and sign the plans.

Engineering drawings shall be prepared and submitted to the Owner/Engineer for their review after receipt of the order. Submittal drawings shall be unique drawings, 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 referenced details and sheet numbers. All drawings shall be stamped, signed, and dated by the Bridge Manufacturer’s Design Professional.

Structural calculations for the design of the bridge superstructure shall be prepared by the Bridge Manufacturer and submitted for review after receipt of the order. Calculations shall include complete design, analysis and code checks for the controlling members, connectivity and support conditions, truss stability checks, deck design, deflection checks, bearings, and all splices.

2.0 APPLICABLE CODES AND STANDARDS

2.1 Governing Specifications

Bridge shall be designed in compliance with the AASHTO LRFD Guide Specifications for the Design of Pedestrian Bridges, 2009 (AASHTO Ped). Calculations shall be in accordance with this document, and formulas shall reference the appropriate sections.

2.2 Other Reference Codes, Specifications and Standards

• AASHTO LRFD Bridge Design Specifications, 9th Edition, 2020 (AASHTO

LRFD)

• AASHTO LRFD Specifications for Structural Supports for Highway Signs, Luminaires, and Traffic Signals, First Edition, 2005 (AASHTO Signs)

• AISC Steel Construction Manual, 15th Edition, 2017 (AISC)

• American Welding Society, Structural Welding Code, D1.1, 2015 (AWS D1.1)

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

(ASCE 7)

• Setra Technical Guide for Footbridges, 2006 (Setra)

• ANSI/AWC NDC-2015 National Design Specification for Wood Construction, 2015 (NDS)

• Tropical Timbers of the World, US Forest Products Laboratory

The AASHTO LRFD Guide Specifications for the Design of Pedestrian Bridges shall control if any conflicting requirements occur with the Other Reference Documents and/or other local Codes.

3.0 BRIDGE SYSTEM TYPE

3.1 Truss Style

The truss style shall be a Connector®. The vertical trusses shall be designed such that the top and bottom chord members are parallel for the entire length of bridge. The interior verticals of the trusses shall be perpendicular to the top face of the bottom chord, and the end verticals of the trusses shall be plumb. Trusses shall be laid out such that diagonals shall be at an angle of 30-degrees or more with respect to the bottom chord.

3.2 Diagonal Style

The vertical truss shall use a single-diagonal, Pratt configuration, where all the diagonals are in tension for gravity loads.

3.3 Floor Beam Location

The bridge shall utilize an H-Section configuration where the ends of the floor beams are welded only to the interior face of the verticals. The distance from the top of deck to the bottom of the bottom chord shall be determined by the Bridge Manufacturer during final design.

4.0 BRIDGE GEOMETRY

4.1 Span Length

The bridge span length shall be 95' (horizontal straight line dimension) and measured from end to end of the bridge truss, not including the end dam, any deck extension or bearing that extends beyond the end of the truss.

4.2 Width

The bridge width shall be 10.0’ and shall be as measured from the inside face of structural truss elements at the deck level.

4.3 Top of Truss Height Above Deck

The top of the top chord shall not be less than 8' above the deck (measured from the high point of the deck). Note that this dimension may be exceeded due to truss height requirements for structural, deflection and vibration requirements.

4.4 Lower Steel Clearance

The bridge manufacturer shall determine the distance from the top of the deck (measured from the highest point of the deck) to the bottom of any steel member.

4.5 Truss Bay Spacing

The number of bays and the dimension of the panel points shall be determined by the Bridge Manufacturer.

4.6 Camber

A single simple-span bridge shall have a vertical camber dimension at the mid span equal to 100% of the anticipated full dead load deflection rounded up to the next ¼”.

4.7 Elevation Difference

95' Span, 0.00 feet.

5.0 STRUCTURAL DESIGN LOADS

5.1 Dead Load

The bridge structure shall be designed for the total bridge weight including the final deck system.

5.2 Pedestrian Loading (PL)

The bridge structure shall be designed for a uniform pedestrian loading of 90 psf. This loading shall be patterned to produce the maximum load effects. Consideration of dynamic load allowance is not required with this loading.

5.3 Vehicle Load (VL)

The superstructure and deck system shall be designed for each of the following concentrated/vehicular loads:

• A concentrated load of 1,000 pounds placed on any area 2.5' by 2.5' square.

• On bridges 6’ and wider a single truck shall be placed to produce the maximum load effects and shall not be placed in combination with the pedestrian load. The dynamic load allowance need not be considered for this loading. The truck shall be the following:

o 6’ Wide: 4,000-pound vehicle equally distributed to four wheels.

o 8’ & 10’ Wide: H5 vehicle (10,000 pound two-axle vehicle with 80% to rear axle).

o 12’ & 14’ Wide: H10 vehicle (20,000 pound two-axle vehicle with 80% to rear axle).

5.4 Wind Load (WS)

Pedestrian bridges shall be designed for wind loads as specified in AASHTO Signs, Articles 3.8 and 3.9. The loading shall be based on a wind speed of 115 mph and applied over the exposed area in front elevations of both trusses including all enclosures.

In addition to the wind load specified above, a vertical uplift line load as specified in AASHTO LRFD Article 3.8.2 and determined as the force caused by a pressure of 20 psf over the full deck width, shall be applied concurrently. This loading shall be applied at the windward quarter point of the deck width.

5.5 Seismic (EQ)

Seismic loads shall not be considered or included in the design.

5.6 Fatigue Load (FL)

The fatigue loading shall be as specified in Section 11 of AASHTO Signs. The Natural Wind Gust specified in Article 11.7.1.2 need only be considered. The Truck-Induced Gust specified in Article 11.7.1.3 of AASHTO Signs shall not be considered.

5.7 Combination of Loads

The load combinations and load factors to be used shall be as specified in AASHTO LRFD Table 3.4.1-1, with the following exceptions:

• Load combinations Strength II, Strength IV, and Strength V need not be considered.

• The load factor for Fatigue I load combination shall be taken as 1.0, and Fatigue II load combination need not be considered.

6.0 STRUCTURAL DESIGN CRITERIA

6.1 Modeling

The bridge shall be modeled and analyzed utilizing a three-dimensional computer software which shall account for moments induced in members due to joint fixity where applicable. Moments due to both truss deflection and joint eccentricity must be considered. All loads listed in Section 5 of these specifications shall be applied to the model and analyzed appropriately.

6.2 Lateral Frame Design

The bridge shall be designed and proportioned such that appropriate lateral stiffness is provided locally and globally, to ensure that the structure is stable.

For bridges without any overhead members (Half-Through Trusses), the vertical truss members, the floor beams, and their connections shall be proportioned to resist a lateral force applied at the top of the truss verticals at the center of the top chord. This lateral force shall be applied as an additional load to the top of the vertical at the center of the top chord, creating a cantilever moment, which is then added to the forces obtained from the three-dimensional model. The magnitude of this lateral force shall not be less than 0.01/K times the average factored design compressive force in the two adjacent top chord members increased by a factor of safety of 1.33.

The top chord shall be analyzed as a column with elastic lateral supports at the panel points, considering all moments due to in-plane and out-of-plane bending, along with moments due to eccentricities of the members.

The U-Frame Stiffness of the verticals and floor beams shall be as specified in AASHTO Ped Article 7.1.2, assuming that the vertical and floor beam connection is rigid. This means that the following must be met:

• On H-Section floor beam connections, the floor beam width shall be at least 80% of the vertical face width in order to prevent any deformation due to tube wall plastification of the vertical member faces under service loads. The connection design will be checked at Strength I & Strength III load combinations.

• On Underhung floor beam connections, the vertical width shall match the bottom chord width in order to transfer vertical moments through the walls of the bottom chord to the verticals with no deformation of the chord side walls due to sidewall yielding or crippling under service loads. The connection design will be checked at Strength I & Strength III load combinations.

• The vertical and floor beam members shall not be connected to faces of the bottom chord at a 90-degrees to one another.

• All fixed end moments in the floor beams and verticals due to floor beam rotations, in addition to the loads derived from a U-Frame analysis have been accounted for in the strength design of the connections.

At no time shall a K>2.0 be used in the design of the top chord.

The end verticals shall be designed as a simple cantilever to carry the loads obtained from the three-dimensional model, plus the cantilever moment due to a lateral load of

0.01 times the axial force in the end vertical, applied laterally at the top end of the end vertical at the center of the top chord.

The floor beams shall be sized for the forces obtained from a simple span, pinned end analysis, or from the forces obtained from the three-dimensional model, whichever controls.

The diagonals and brace diagonals shall be analyzed as pinned-end connection members.

Interior verticals shall be analyzed as pinned-end connections unless longitudinal forces are applied to the verticals such as when the brace diagonals are connected to floor beams on an H-Section floor beam configuration. When longitudinal forces are applied to the verticals they shall be analyzed as fixed-end connections.

All other members shall be analyzed as fixed-end connections.

6.3 Deflections

The vertical deflection of the bridge due to the unfactored pedestrian live loading shall not exceed 1/360 of the span length.

The horizontal deflection of the bridge under unfactored wind loading shall not exceed 1/360 of the span length.

6.4 Fracture

The fracture toughness requirements and designation of Fracture Critical Member and Main Member designation are hereby waived for these structures.

6.5 Vibrations

Vibration of the structure shall not cause discomfort or concern to the users of the bridges. To assure this, the fundamental frequency (f) of the pedestrian bridge in the vertical direction, without live load, shall be greater than 3.0 hertz (Hz) to avoid the first harmonic. The fundamental frequency of the pedestrian bridge in the lateral direction shall be greater than 1.3 Hz. If the fundamental frequency cannot satisfy these limitations, then the bridge should be proportioned such that either of the following criteria are satisfied:

f > 2.86 * ln(180/W) or

W > 180 * e(-0.35 * f)

Where W is the weight of the bridge in kips and f is the fundamental frequency in the vertical direction in Hz.

For bridges longer than 85 ft and shorter than 125 ft the vertical and horizontal vibration must also meet the requirements for Bridge Class III with a Mean comfort level in accordance with Setra.

7.0 DECK SYSTEM

7.1 Deck System

Deck to be comprised of Reinforced Concrete designed to span from floor beam to floor beam.

Reinforced concrete shall be normal weight concrete (145 pounds per cubic foot maximum) and shall have a minimum compressive strength of 4,500 psi at 28 days, with an air content of 6% +/- 1.5%.

Concrete mix design, materials, quality, mixing, placement, finishing and testing shall be in accordance with the requirements of Section 552 of Federal Highway Administration Standard Specifications for Construction of Roads and Bridges on Federal Highway

Projects (FP-14). FP-14 can be viewed or downloaded at:

http://flh.fhwa.dot.gov/resources/specs

The surface of deck concrete shall be finished with a sidewalk finish per Section 552.14(c) of FP-14.

Stay-in-place galvanized (G90 coating) metal form deck shall be used and shall be designed to support the weight of the wet concrete plus a 20 pounds per square foot construction load. Form deck shall be shop attached to floor beams via self-drilling fasteners, welding, or power actuated fasteners. Welding shall not be used on painted or galvanized bridges. The longitudinal sheet laps shall be attached with self-drilling self-tapping fasteners at 36-inch maximum spacing. The attachment of the form deck to the floor beams is only necessary to keep the form deck in place during transportation and during the concrete placement. The form deck is not to be used for diaphragm action or composite action and provides no structural benefit to the truss or the deck after the concrete is set. Metal form deck panels shall be of a length to span a minimum of two bays of the truss supports. The top of deck to bottom of form deck shall be as required to support the anticipated loads but shall not be less than 5".

The concrete deck shall be designed to span longitudinally from floor beam to floor beam and to support the loads specified in Section 5.0 of these specifications.

A distribution width of deck is allowed, to support the anticipated vehicle wheel loads.

This distribution width (E in feet) shall be the narrower of the following:

• E = 4 + .06S o Where S is the floor beam spacing minus one-half of the floor beam width.

• One-half of the total driving width of the bridge deck.

• 0.75 times the lateral wheel spacing of the vehicle.

• 0.6S + Wheel Width o Where S is the floor beam spacing minus one-half of the floor beam width.

The Wheel Width (in inches) is 2.5 ∗ √(0 .01∗P) , where P is the wheel load

2.5 in pounds

Reinforcing steel shall be ASTM A615 Grade 60 non-coated bars. All bar bends, anchorage and splices shall be in accordance with AASHTO Specifications. Top reinforcing shall have a minimum clearance of 2" to the top of deck.

Bridge Manufacturer shall designate the estimated slab thickness and reinforcing requirements at time of quotation. These estimates are to be used for quoting purposes only. Actual quantities may vary during the final design process, with cost variances due to any changes to the quantities being the sole responsibility of the contractor. Contractor shall supply all concrete and reinforcing materials.

8.0 MATERIALS OF CONSTRUCTION

8.1 Structural Steel

All members of the truss and deck support system shall be fabricated from square or rectangular hollow structural shapes (HSS), with the exception that floor beams may be wide flange shapes. All open ends of end posts and floor support beams shall be capped.

Drain holes shall be provided for all sections at the low point of the member that may become filled with water.

o http://flh.fhwa.dot.gov/resources/specs

All bridges shall be fabricated using A847 for HSS sections and A588 for structural shapes and plates.

Minimum nominal thickness of primary hollow structural shapes shall be 1/4". Rolled shapes shall have a minimum thickness of 1/4"

8.2 Fasteners

Structural bolts used to field splice or connect all main members shall be ASTM F3125 Grade A325 Type 3 (Weathering). The nuts for these structural bolts shall be ASTM A563 Type 3 (Weathering).

Bolts used for the connection of a wood rub rail shall be 18-8 or 316 Stainless Steel, ¼” diameter carriage bolts.

Screws for the attachment of wood deck shall be steel, 5/16” diameter, six lobe drive, self-tapping screws. The screws shall have flat heads for the screws in the wood and round heads for the screws on the edge cover. The screws shall have a protective coating that will prevent corrosion due to contact with treated wood and environmental exposure.

Self-drilling fasteners for attachment of the form decking shall be #14 x 1” zinc plated hex washer head Tek screws.

Power Actuated fasteners shall be Hilti sheet metal nail X-ENP-19 fastener.

9.0 FINISH

For corrosion resistant high-strength low-alloy (weathering) steel no surface finish treatment is necessary. All exposed surfaces of structural steel to be cleaned in accordance with Steel Structures Painting Council Surface Preparation Specifications No. 7, SSPC -SP7 brush-off blast cleaning. Exposed surfaces of steel shall be defined as those surfaces seen from the deck or from the outside and bottom of the structure. All other surfaces to have standard mill finish. The steel will be allowed to form a protective weathering patina over time.

10.0 ATTACHMENTS

10.1 Safety Rails

Safety rail system shall be placed on the inside of the structure, spaced so as to prevent a 4-inch sphere from passing through the side truss for the full height of the side truss, or 48 inches, whichever is less. The top of the top chord may be considered the top of the rail system.

Rails system shall consist of horizontal rails. Rails shall be L 1 ¼ x 1 ¼ x 1/8 placed at a 45-degree orientation with both legs welded to truss verticals and with a maximum unsupported length of 6’-0” if placed on the inside of the structure and 7’-0” if placed on the outside of the structure. If the truss vertical spacing is greater than the maximum unsupported length, mid-bay supports will be required. When safety rails are placed on the inside of the structure and not covered by the end vertical, the ends of rail near the end of the bridge shall be mitered at a 45-degree angle, capped and ground smooth. No solid plate covering all rails as a unit will be allowed.

Each element of the pedestrian rail system shall be designed to support a uniformly applied load of 50 pounds per lineal foot, both transversely and vertically, acting simultaneously. In addition, each longitudinal element shall be designed to support a concentrated load of 200 pounds, which will act simultaneously with the above uniform loads at any point and in any direction at the top of the longitudinal element.

The posts of the pedestrian rail system shall be designed for a concentrated load applied at either the center of gravity of the upper longitudinal element or 60" above the top of the walkway, whichever is less. This concentrated load shall be equal to 200 pounds plus

0.05 times the post spacing in feet

10.2 Toe Plate

Toe Plates shall be steel channel shape section, 4” high by 1” wide minimum with the end of the channel legs welded directly to the inside face of the truss verticals. The maximum unsupported length shall be 7’-0”. If the vertical spacing is greater than the maximum unsupported length, mid-bay supports will be required. When the ends of the toe plates near the end of the bridge are not covered by the end verticals, they shall be capped and ground smooth. The bottom of the toe plate shall be placed 2” above the finished height of the deck. All seams of the toe plates shall be fully welded to give the appearance of a continuous member (welding should be located at a support member). If toe plates are incorporated into a safety rail system, they may be modified as needed but shall be a minimum of 4” high.

10.3 Rub Rail

Rub Rails shall be provided at a height of 3’-6” from top of the deck to the top of rub rail.

Rub rails shall be steel channel shape section, 4” high by 1” wide minimum with the end of the channel legs welded directly to the inside face of the truss verticals. The maximum unsupported length shall be 7’-0”. If the vertical spacing is greater than the maximum unsupported length, mid-bay supports will be required. When the ends of the rub rails near the end of the bridge are not covered by the end verticals, they shall be capped and ground smooth. All seams of the rub rails shall be fully welded to give the appearance of a continuous member (welding should be located at a support member). If rub rails are incorporated into a safety rail system, they may be modified as needed but shall be a minimum of 4” high.

10.4 Expansion Joint

The gap between the end of the bridge deck and the back wall of the foundation system be sized to accommodate bridge movements due to thermal expansion of the bridge over the design temperature range. The gaps shall be covered with a steel cover which attaches to the bridge and extends over the gap and onto the top of the foundation system back wall. The steel cover shall have its edges rounded or beveled at a 45-degree angle. A compression seal sized for movement and rated for pedestrian traffic may be used in place of the steel cover.

11.0 BEARINGS

11.1 Bearing Type

Bearing type and size shall be designed by the Bridge Manufacturer based on anticipated loads and movements.

11.2 Design Temperature Range

The Design Temperature Range will be site specific and will be determined per AASHTO LRFD Article 3.12.2.

11.3 Non-Shrink Grouting

The bridge will be supplied with a lower setting plate. This setting plate shall be leveled and shimmed to the proper elevation. The space between the lower surface of the setting plate and the foundation surface shall be filled with a non-shrink grout capable of achieving a minimum compressive strength equal to or greater than the strength of the foundation concrete. The cost of the leveling, shimming, and non-shrink grout shall be the responsibility of the Contractor.

12.0 FOUNDATIONS

12.1 Foundation System

Foundation system shall utilize abutments designed by the Foundation Engineer in conjunction with the bridge bearing requirements and dimensions provided by the Bridge Manufacturer and the site-specific geotechnical information provided by the Geotechnical Engineer. All abutment dimensions and materials shall be shown on the final contract plans and must be approved by Owner/engineer prior to manufacturing.

12.2 Anchor Bolts

Bridge Manufacturer shall design the diameter and grade of anchor bolts, based on the shear and tensile strength of the anchor bolt material only. All design considerations regarding concrete breakout strength in shear and tension, pullout strength, concrete side-face blowout strength, concrete pry out strength, embedment depth, type of anchorage or any other concrete failure modes are the responsibility of the Foundation Engineer and shall be shown on the final contract plans. All anchor bolts shall be galvanized. The Foundation Engineer shall determine if the anchor bolts shall be cast-in-place, drilled/epoxy, or expansion anchors. Anchor bolts shall be provided and installed by the Contractor.

13.0 FABRICATION

13.1 Welding

Welding procedures and weld qualification test procedures shall conform to the provisions of AWS D1.1. Filler metal shall be in accordance with the applicable AWS Filler Metal Specification and shall match the corrosion properties of the base metal.

13.2 Welders

Welders shall be qualified for each process and position used while fabricating the bridge. Qualification tests shall be in accordance with AWS D1.1. All weld qualifications and records shall be kept in accordance with the Fabricator’s Quality Assurance Manual which has been approved and audited by AISC as the basis for certification.

13.3 Shop Splices

Shop splices for main truss members shall be full penetration welds all around the perimeter of the member. These shop splices shall be performed using a full perimeter backing plate. After welding of the shop splices, the weld shall be ground smooth to match the perimeter of the member. Grinding these welds smooth is required and will be grounds for rejection of the bridge upon delivery if not completed.

Shop splices for all horizontal rail components to be located at the centerline of the truss verticals, each end welded to the truss vertical and seal welded together. Exposed surface of the seal welds as seen from the deck shall be ground smooth.

Shop spliced for all horizontal stringers to be located at the centerline of the floor beams, each end welded to the floor beam and seal welded together.

13.4 Bolted Splices

For shipping purposes, the bridge may be fabricated in sections. Sections shall be field assembled using bolted connections. No field welding of members shall be allowed.

The chord members of the bridge shall be bolted such that at least two faces of the member are bolted. This is to provide reasonable force distribution around the perimeter of the member. Bolted splices shall be designed and fabricated such that the head of the bolt and washer are the only item exposed. No through-bolting of the member is allowed.

The nuts of the fastener cannot be welded to the internal splice plate and shall be held in plate with a nut capture system per Patent US 10,267,345 B2 or equal.

The diagonals and brace diagonals shall be bolted utilizing a through-bolt system with plates on the exterior faces of the members. An internal stiffening plate is required to keep the member from crushing during the bolt tightening process.

All bolted connections are considered to be pretensioned or slip-critical connections. All bolts are to be pretensioned per the requirements of section 8.2 of the Specification for Structural Joints Using High-Strength Bolts. Recommended tightening method of all structural bolts shall be Turn-of-the-Nut Pre-tensioning.

14.0 QUALITY CONTROL

14.1 AISC Certification

The bridge shall be fabricated in a shop owned by the Bridge Manufacturer. This facility shall have up to date quality certification by AISC per Section 1.3 of these specifications.

14.2 Certified Weld Inspector

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

14.3 Documentation

Material Certifications shall be available for review for all materials within the bridge.

Traceability of heat numbers is required for all structural steel.

Documentation showing the performance of all critical quality checks shall also be made available for review by the Engineer or Owner.

14.4 Non-Destructive Testing

All welds within the structure shall be visually inspected for conformance to size, under cut, profile, and finish.

All shop splices of main truss members shall be magnetic particle tested.

15.0 DELIVERY AND ERECTION

15.1 Delivery

Delivery shall be made via truck to a location nearest the site which is accessible to normal over-the-road equipment. All trucks delivering bridge materials will need to be unloaded at the time of arrival. If the erection Contractor needs special delivery or delivery is restricted, they shall notify the Bridge Manufacturer prior to delivery date. This includes site issues which may prevent over-the-road equipment from accessing the site.

Steerable dollies are not used in the cost provided by the Bridge Manufacturer.

Determining the length of bridge section which can be delivered is the responsibility of the Contractor and shall be communicated to the Bridge Manufacturer prior to the delivery date.

Bridge Manufacturer must store bridge for up to 3 months if required.

15.2 Installation & Lifting Procedures.

The Bridge Manufacturer will provide standard typical written procedures for lifting and splicing the bridge. All actual means, methods, equipment, and sequence of erection used are the responsibility of the Contractor.

16.0 WARRANTY

Bridge Manufacture shall warrant, at the time of delivery, that it has conveyed good title to its steel structure, free of liens and encumbrances created by the Bridge Manufacture, and that its steel structure is free of defects in design, material, and workmanship. This warranty shall be valid for a period of one (1) year from the time the bridge is installed. Paint, galvanizing, and other special coatings, if warranted, shall be warranted by the coating manufacturer in accordance with their warranty provisions and are not covered under the Bridge Manufacturer’s warranty.

PEDESTRIAN BRIDGE EXHIBITS

ROCK RIP-RAP EROSION

PROTECTION

10' WIDE ASPHALT TRAIL 10'

TOP CHORD

95' PEDESTRIAN BRIDGE

CABLE RAILING TO BE INCLUDED WITH BRIDGE BY THE SUPPLIER IN

BETWEEN THE DECK AND THE TOP CHORD. HORIZONTAL CABLES

SHALL BE 1/4" DIAMETER, 1X19 CONSTRUCTION, TYPE 316 STAINLESS

STEEL STRAND, SPACED @ 3" O.C., AND TENSIONED ENOUGH TO

PREVENT A 4" DIAMETER SPHERE FROM PASSING BETWEEN THE

CABLES. NO HORIZONTAL OR DIAGONAL TRUSS MEMBERS SHALL BE

LOCATED BETWEEN THE RUB RAIL AND THE TOP CHORD.

BRIDGE STRUCTURE SHALL

HAVE WEATHERED STEEL FINISH

RUB RAIL

MSE WALL FACING -

GRAPE STAKE TEXTURE

CONCRETE ABUTMENT

WITH WING WALLS

6" REINFORCED CONCRETE DECK TO BE POURED IN

PLACE AFTER BRIDGE INSTALLATION. GALVANIZED

DECK FORM TO BE MANUFACTURED WITH BRIDGE.

TOE RAIL

FLOOR BEAM

BOTTOM CHORD

TYPICAL BRIDGE SECTION

SCALE: 1" = 2'

TOP OF DECK ELEV. AT

ABUTMENT: 2571.94

42" GUARDRAIL

0.5'

CABLE RAILING TO BE INCLUDED WITH BRIDGE BY THE SUPPLIER IN BETWEEN THE DECK AND THE TOP CHORD.

HORIZONTAL CABLES SHALL BE 1/4" DIAMETER, 1X19 CONSTRUCTION, TYPE 316 STAINLESS STEEL STRAND, SPACED @

3" O.C., AND TENSIONED ENOUGH TO PREVENT A 4" DIAMETER SPHERE FROM PASSING BETWEEN THE CABLES. NO

HORIZONTAL OR DIAGONAL TRUSS MEMBERS SHALL BE LOCATED BETWEEN THE RUB RAIL AND THE TOP CHORD.

95'

TOP CHORD

APPROXIMATE RUB RAIL

LOCATION (42" ABOVE DECK)

PREFABRICATED PEDESTRIAN BRIDGE WITH CABLE

RAILING, CONCRETE DECK, AND WEATHERED STEEL FINISH

95' SPAN X 10' WIDTH X 8' RAILING HEIGHT

0.5'

42" GUARDRAIL

1" STEEL KICK PLATE

SPANNING 1-1/2" GAP

PROPOSED TRAIL CL GRADE

ASPHALT TRAIL

CENTERLINE GRADE

10'

SOIL REINFORCING

DRIVEN PILES

6'

GUARDRAIL (30" HEIGHT UNDER

BRIDGE , 42" HEIGHT EXTENDING

TO ENDS OF MSE WALL)

MIN. BOTTOM CHORD ELEV: 2568.94

DECK

BOTTOM CHORD

6'

GUARDRAIL (30" HEIGHT UNDER

BRIDGE , 42" HEIGHT EXTENDING

TO ENDS OF MSE WALL)

10'

SOIL REINFORCING

ASPHALT TRAIL

CENTERLINE GRADE

3.5' MAXIMUM SEAT HEIGHT.

FINAL HEIGHT TO BE BASED ON

BRIDGE MANUFACTURER'S PLANS

SETTING AND BEARING PLATES

(PROVIDED BY BRIDGE MANUFACTURER)

MIN. LOW CHORD

ELEV: 2568.94

3/4" ANCHOR BOLTS, 6"

MIN EMBEDMENT DEPTH

1.5' 1'

#4 BARS @ 12" O.C. CONTINUOUS TYP.

#4 BARS @ 12" O.C.

2" MIN COVER ALL SIDES

1.5' 1.5' #5 BARS @ 8" O.C. BOTH WAYS

EXISTING GROUND

12'

59'

CROWN OF ROAD ELEVATION: 2551.44

6' 6'

EXISTING GROUND

3" COVER

5.5'

PEDESTRIAN OVERPASS ELEVATION VIEW

SCALE: 1" = 6'

ABUTMENT DETAIL

SCALE: 1" = 2'

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EQUIPMENT/SUPPLIES/MATERIALS

PURCHASE AGREEMENT (SAMPLE)

Page 1 of 4 Approved by Legal: 01/05/2026

EQUIPMENT/SUPPLIES/MATERIALS PURCHASE AGREEMENT

FOR PEDESTRIAN BRIDGES FOR TRAIL PROJECTS

THIS AGREEMENT is made and entered into on , by and between the City of

St. George, a Utah municipal corporation, whose address is 61 S. Main St., St. George, Utah

84770 (“City”) and Seller’s Name, whose address is Seller’s Address, (“Seller”).

RECITALS

WHEREAS, City desires to purchase equipment/supplies/materials listed in Exhibit A (hereinafter

“Goods”); and

WHEREAS, Seller submitted a bid/quote which outlines the equipment/supplies/materials to be purchased, the quantity and the price as shown in Exhibit A and incorporated herein; and

WHEREAS, City selected Seller to provide the Goods.

NOW, THEREFORE, for the consideration hereinafter set forth and in accordance with the conditions and representations contained herein, the parties hereby agree as follows:

TERMS

Based on the foregoing recitals and the following covenants, obligations, terms and conditions, the receipt and sufficiency of which as sufficient consideration the Parties hereby acknowledge, the

Parties agree as follows:

1. Recitals. The foregoing recitals are incorporated herein by this reference.

2. Purchase. Seller hereby sells, conveys, and transfers to City all rights, title, and interest in and to the Goods which goods shall comply with the terms of the Bid Documents and/or

Specifications which are incorporated as a term of this agreement by this reference.

3. Purchase Price and Payment. City shall pay Seller a total sum of $Amount of Purchase for the Goods. City shall pay Seller in full within 30 days of delivery of the Goods to City, acceptance of those Goods by the City and receipt of the invoice.

4. Delivery. Time is of the essence in the performance of this Agreement. Seller will arrange for delivery to City the Goods. Seller will deliver the Goods required by the Agreement on or before the Day and Month, Year, unless the period for delivery is extended by City. Seller shall be solely responsible for the Goods until they are accepted by City. City, upon receiving possession of the Goods, shall have a reasonable opportunity to inspect the Goods to determine if the Goods conform to the requirements of the conditions of this sale. If the City, in good faith, determines that all or a portion of the Goods are non-conforming, the City may return the Goods to the Seller at no cost to City. Seller is strictly liable for Goods until City accepts delivery of Goods. The

Goods shall not be deemed accepted until City deems the Goods conform to the terms and

Page 2 of 4 Approved by Legal: 01/05/2026 conditions of the sale and the Goods are in good order and condition, and City is satisfied with the same. City has the right to cancel the order if the Goods are not delivered on time.

5. Title to Goods. Seller represents that he owns the Goods free and clear and that such Goods are free of all liens. Seller will defend and indemnify City against a claim that the Goods belong to a third party. Seller shall reimburse City all expenses for defending any such claim.

6. Warranties. Seller warrants all Goods for the Warranty Period shown in Exhibit A. The warranty period begins on the date the Goods are accepted by City and continues for the time shown in Exhibit A.

7. Infringement Indemnity. Seller will defend and indemnify City against a claim that the

Goods infringe a copyright or patent. City shall be reimbursed for all expenses for defending any such claim.

8. Compliance with Applicable Laws. Seller expressly acknowledges and agrees that nothing in this Agreement shall be deemed to relieve Seller from any obligation to comply with all applicable requirements of City including the payment of fees and compliance with all other applicable ordinances, resolutions, regulations, policies and procedures of City, except as modified, waived or declared in this Agreement. Seller shall comply with all federal, state, and local laws, regulations, and ordinances.

9. Compliance with Public Contract Boycotting Restrictions. Seller certifies it is in compliance with the public contract boycotting restrictions set forth in Utah Code § 63G-27-201 and agrees not to engage in any such restricted boycotting for the duration of this Agreement, and to notify the City in writing if it begins engaging in an economic boycott.

10. Conflicts. In the event of a conflict between this Agreement and any other documents with

Seller, this Agreement shall govern.

11. No Waiver. The failure of either Party to enforce any of this Agreement’s provisions shall not be construed to be a waiver of the rights of such party to enforce such provisions.

12. Notices. All notices required or permitted to be made by either party in connection with this Agreement shall be in writing, and shall be deemed to have been duly given: (a) five (5) business days after the date of mailing if sent by U.S. mail, postage prepaid, (b) when transmitted if sent by facsimile, provided a confirmation of transmission is produced by the sending machine and a copy of such facsimile is promptly sent by another means specified in this Section; or (c) when delivered if delivered personally or sent by express courier service. All notices shall be sent to the other party at its address as set forth below unless written notice is given by either party of a change of address:

CITY: City of St. George

61 S. Main St.

St. George, Utah 84770

INDEPENDENT

CONTRACTOR:

(Company Name)

(Address)

(City, State, Zip)

Attention: City Attorney Attention: (Contact Name)

Copy: legal@sgcity.org

13. Governing Law and Venue. Utah law shall govern this Agreement without respect to any principles of choice of law or conflicts of law. Jurisdiction and venue of any action commenced relating to this Agreement shall be exclusively in courts located in, or with jurisdiction over, mailto:legal@sgcity.org

Page 3 of 4 Approved by Legal: 01/05/2026

Washington County, Utah. Nothing in this Agreement shall be construed to waive the sovereign immunity of the government parties.

14. Construction. This Agreement has been reviewed and revised by legal counsel for all the parties and no presumption or rule that ambiguities shall be construed against the drafting party shall apply to the interpretation or enforcement of this Agreement.

15. Legal Fees. Each party shall bear its own costs, expenses, and attorneys’ fees in connection with this Agreement. This obligation includes, without limitation, all costs and expenses which may arise or accrue from enforcing this Agreement or in pursuing any remedy provided hereunder or by applicable law, whether such remedy is pursued by filing a lawsuit or otherwise.

16. Modification of Agreement. City specifically reserves the right to modify or amend this

Agreement and the total sum due hereunder either by enlarging or restricting the scope of the work.

All modifications shall be in writing and executed by both parties.

17. Assignment. Neither this Agreement nor any of the provisions, terms or conditions hereof can be assigned, sublet, sold, transferred or otherwise disposed of to any other party, individual or entity without assigning the rights and the responsibilities under this Agreement and without prior written consent of City, which consent shall not be unreasonably withheld.

18. Binding Effect. This Agreement shall be binding upon and inure to the benefit of the parties hereto and their respective heirs, executors, administrators, successors, and assigns, but shall not inure to the benefit of any third party or other person.

19. No Joint Venture, Partnership or Third-Party Rights. It is not intended by this

Agreement to, and nothing contained in this Agreement shall, create any partnership, joint venture, or other arrangement between the parties. No term or provision of this Agreement is intended to or shall, be for the benefit of any person, firm, organization, or corporation not a party hereto, and no such other person, firm, organization, or corporation shall have any right or cause of action hereunder.

20. Integration. This Agreement contains the entire Agreement with respect to the subject matter hereof and integrates all prior conversations, discussions or understanding of whatever kind or nature and supersedes and replaces all terms and conditions of any prior agreements, arrangements, negotiations, or representations, written or oral, with respect to this matter.

21. Severability. If any part or provision of this Agreement shall be determined to be unconstitutional, invalid, or unenforceable by a court of competent jurisdiction, then such a…