Table of Contents Page 1 of 1 Pedestrian Bridges for Trail Projects, 26-269

Bid Documents

Pedestrian Bridges for Trail Projects

Bid Inquiry No. 26-269

March 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 Example Proposed Bridge Photos

Fort Pearce Wash Trail Pedestrian Bridge Drawings & Details Santa Clara River Trail Pedestrian Bridge Drawings & Details

Equipment/Supplies/Materials Purchase Agreement (Sample)

SCOPE OF WORK

Scope of Work Page 1 of 1

Scope of Work

There are two projects where it is proposed to install prefabricated pedestrian bridges. The first bridge is for the Fort Pearce Wash Trail. The second bridge is for the Santa Clara River Trail.

Below is information on each location, proposed pedestrian bridge information, and anticipated delivery date:

Fort Pearce Wash Trail Location: Fort Pearce Wash next to the St. George Golf Club.

Pedestrian Bridge Information: The pedestrian bridge is to span 190 feet and be 10 feet wide.

The decking is to be stamped concrete which will be installed by the project contractor. The bridge surface will have about a 1% slope incline from west to east.

Anticipated Delivery Date: February 1, 2027.

Santa Clara River Trail Location: 870 S Circle, St. George, UT 84770.

Pedestrian Bridge Information: The pedestrian bridge is to span 200 feet and be 10 feet wide.

The decking is to be stamped concrete which will be installed by the project contractor. The bridge surface has no slope from west to east (is flat).

Anticipated Delivery Date: November 1, 2026.

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

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

Each pedestrian bridge will be awarded separately.

The winning bidder for each 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.

BID SCHEDULE

ITEM

NO. ITEM DESCRIPTION EST. QTY. UNIT UNIT COST AMOUNT EST. LEAD TIME

190 FOOT SPAN PREFABRICATED PEDESTRIAN BRIDGE,

10 FEET WIDE, FORT PEARCE WASH TRAIL 1 LUMP $ $

200 FOOT SPAN PREFABRICATED PEDESTRIAN BRIDGE,

10 FEET WIDE, SANTA CLARA RIVER TRAIL 1 LUMP $ $

Each Bid Item will be awarded separately.

BID SCHEDULE TOTAL AMOUNT

Pedestrian Bridges for Trail Projects Inquiry No. 26-269

3/9/2026

BID SCHEDULE

Bid Schedule Pedestrian Bridges for Trail Projects, 26-269 1 of 1

TECHNICAL SPECIFICATIONS

Measurement & Payment Page 1 of 3

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.

Measurement & Payment Page 2 of 3

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 3 of 3

MEASUREMENT AND PAYMENT – BID SCHEDULE

1 190 FOOT SPAN PREFABRICATED PEDESTRIAN BRIDGE,

10 FEET WIDE, FORT PEARCE WASH TRAIL 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 190’ 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 190’ 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 Fort Pearce Wash Trail.

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 February 1, 2027.

2 200 FOOT SPAN PREFABRICATED PEDESTRIAN BRIDGE,

10 FEET WIDE, SANTA CLARA RIVER TRAIL 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 200’ 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 200’ 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 Santa Clara River Trail at the following location: 870 S Circle, St. George, UT 84770. 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 November 1, 2026.

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

The 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 task 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 lengths shall be 190' and 200' (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 48" 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

190' Span, 2.00 feet.

200' 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 costs 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

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 Pretensioning.

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

The 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

EXAMPLE PROPOSED BRIDGE PHOTOS

Example Proposed Bridge Photos Page 1 of 2

Example Proposed Bridge Photos

Requesting a similar style bridge.

Example Proposed Bridge Photos Page 2 of 2

FORT PEARCE WASH TRAIL

PEDESTRIAN BRIDGE DRAWINGS & DETAILS

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BLOOMINGTON

WATER CO

SG-5-3-5-4240

ST. GEORGE CITY

SG-5-3-5-414

BLOOMINGTON

WATER CO

SG-5-3-5-4330

ST. GEORGE CITY

SG-5-3-6-11011

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DATE:

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SHEET

DWG:

OF SHEETS

352 East Riverside Drive, Suite A-2 St. George, Utah 84790

Ph (435) 673-8586 Fx (435) 673-8397 www.racivil.com

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ST. JAMES PARK

ST. GEORGE GOLF CLUB

TRAIL TO EXTEND THROUGH

CONCRETE BOX CULVERT SECTION

(8' VERTICAL CLEARANCE)

190' PEDESTRIAN BRIDGE

RIVER RD

FORT PIERCE DR.

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E A

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TAMARACK RIDGE

ESTATES HOA

ST. GEORGE CITY

SG-5-3-8-13101

ST. GEORGE CITY

SG-5-3-8-13101

ST. GEORGE CITY

SG-5-3-8-13101

EXISTING VIRGIN

RIVER SOUTH TRAIL

CONNECT TO EXISTING

LARKSPUR TRAIL

ALTERNATIVE

ALIGNMENT

CROSSWALK TO EXISTING

FORT PIERCE DRIVE TRAIL

BOX CULVERTS TO ALLOW

GOLF CART TRAFFIC TO

PASS UNDER TRAIL

BOX CULVERT TO ALLOW

GOLF CART TRAFFIC TO

PASS UNDER TRAIL

SMITH FRANCES

PACKARD TRUSTEE

SG-5-3-5-23031

HM SHARPE

PROPERTIES LLC

SG-5-3-5-2306

PAINTED

DESERT ESTATES

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DWG:

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352 East Riverside Drive, Suite A-2 St. George, Utah 84790

Ph (435) 673-8586 Fx (435) 673-8397 www.racivil.com

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ALTERNATE ALIGNMENT TO

AVOID JACKSON PROPERTY

RIVER RD

NEW DESERT

HOLDINGS, LLC

SG-5-3-8-1144

NEW DESERT

HOLDINGS, LLC

SG-5-3-8-1132

WASHINGTON COUNTY

SG-5-3-9-4301

ST. GEORGE CITY

SG-5-3-8-13101

JACKSON JOHN J

SG-5-3-8-1101

ENCE KEVIN

AND DEBBIE

SG-5-3-9-42431

ST. GEORGE CITY

SG-5-3-9-3401

SMITH FRANCES

PACKARD TRUSTEE

SG-5-3-5-23031

HM SHARPE

PROPERTIES LLC

SG-5-3-5-2306

ST. GEORGE CITY

SG-5-3-8-13101

PAINTED DESERT

ESTATES HOA

SG-5-3-9-440

DESERT SANDS AT

PAINTED DESERT

THE RIVERFRONT

CJM LIMITED

PARTNERSHIP

SG-5-3-9-4302

PAINTED

DESERT

ESTATES

2450 SOUTH

PAINTED

DESERT

ESTATES

PAINTED

DESERT

ESTATES

PAINTED

DESERT

ESTATES

PAINTED

DESERT

ESTATES DESERT SANDS AT

PAINTED DESERT

TRAIL CONNECTION

TO QUARRY RIDGE DR.

FUTURE TRAILHEAD

TRAIL UNDER

EXISTING BRIDGE

TRAIL ACCESS

TRAIL ACCESS

TRAIL ACCESS

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EXISTING FORT

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8' CONCRETE SIDEWALK

CONNECTION BY OTHERS

190 FT PEDESTRIAN BRIDGE

BOX CULVERTS TO ALLOW

GOLF CART TRAFFIC TO

PASS UNDER TRAIL

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SANTA CLARA RIVER TRAIL

PEDESTRIAN BRIDGE DRAWINGS & DETAILS

11.5'11.5'7.5'

2.5'5'

6' TYP

22' TYP

TRAFFIC

LANE

EX TRAFFIC

LANE

EX

SHOULDER

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36.5' TYP

EX ASPHALT WIDTH

EX TRAFFIC

LANE

EX

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EX DIRT

SHOULDER

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TRAIL

TRAFFIC

LANE

EXISTING STRIPING DIMENSIONS

PROPOSED STRIPING DIMENSIONS

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SHEET

DWG:

OF SHEETS

352 East Riverside Drive, Suite A-2 St. George, Utah 84790

Ph (435) 673-8586 Fx (435) 673-8397 www.racivil.com

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IN

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ACCESS TO SANTA CLARA RIVER TRAIL

THROUGH WEST BEND SUBDIVISION

START OF PROTECTED URBAN TRAIL (RE-STRIPE

ROAD TO ACCOMMODATE 8' PEDESTRIAN

LANE, TACK-ON CURB, AND 2' SHOULDER)

CRESOLE DR.

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CONNECTION TO EXISTING SANTA CLARA

RIVER TRAIL AT COTTONWOOD COVE PARK

RAISE EXISTING TRAIL (USE REINFORCED

SECTION) TO ELEVATE BRIDGE ABOVE

100 YEAR WATER SURFACE ELEVATION

D

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EX 20' ACCESS

EASEMENT

EXISTING TRAIL

PROPERTY BOUNDARIES

CITY PROPERTY

PROPOSED ROUTE

WEST BEND

SUBDIVISION

SHADOW CREEK

SUBDIVISION

PINE BROOK

SUBDIVISION

BLAKE PARK

COTTONWOOD

COVE PARK

SHADOW CREEK HOA

SG-6-2-35-141

SANTA CLARA RIVER

MEANDER GROUND

T-6G LLC

SG-6-2-26-3211

T-6G LLC

SG-6-2-26-3211

T-6G LLC

SG-6-2-26-3211

SECTION A-A - PROTECTED URBAN TRAIL AND RE-STRIPING

870 S CIR

REPLACE HB CURB WITH MODIFIED

CURB FOR 15', TRANSITIONING

FROM END OF EX INLET STRUCTURE

PROPOSED REINFORCED

10' ASPHALT TRAIL

B 3.1

B 3.1

EXISTING EROSION PROTECTION

EXISTING GABION BASKET

EROSION PROTECTION

EXISTING GABION BASKET

EROSION PROTECTION

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SCALE: 1"=100'

CONNECT TO

EXISTING SIDEWALK

ELEV: 2618.24

INTERSECTION

WITH ELEVATED

COTTONWOOD

COVE PARK TRAIL

ELEV: 2612.5

EXISTING GROUND

PROPOSED

TRAIL CL GRADE

100 YEAR WSEL = 2609.46

CONCRETE

ABUTMENT

EXISTING EROSION PROTECTION

REMOVE ROCK IN FRONT OF ABUTMENT,

SLOPE DOWN @ 1.5:1 TO ABUTMENT SEAT

FROM TOP OF ROCK ON BOTH SIDES

EXISTING EROSION PROTECTION

CONCRETE

ABUTMENT

INTERSECTION WITH

BRIDGE APPROACH TRAIL

ELEV: 2612.5

EXISTING TRAIL

CL GRADE

PROPOSED

TRAIL CL GRADE

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SHEET

DWG:

OF SHEETS

352 East Riverside Drive, Suite A-2 St. George, Utah 84790

Ph (435) 673-8586 Fx (435) 673-8397 www.racivil.com

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PROPERTY BOUNDARIES

CITY PROPERTY

PROPOSED ROUTE

HORIZONTAL SCALE: 1"=20'

SANTA CLARA RIVER TRAIL PROFILE VIEW - COTTONWOOD COVE PARK TO 870 S.

VERTICAL SCALE: 1"=20'

HORIZONTAL SCALE: 1"=20'

SANTA CLARA RIVER TRAIL PROFILE VIEW - EXISTING COTTONWOOD COVE PARK TRAIL REPLACEMENT

VERTICAL SCALE: 1"=20'

D 3.1

E 3.1

RAISE EXISTING TRAIL (USE REINFORCED

SECTION) TO ELEVATE BRIDGE ABOVE

100 YEAR WATER SURFACE ELEVATION

B 3.1

CONCRETE BRIDGE

ABUTMENT

D 3.1

CONCRETE WINGWALL

WITH SAFETY RAILING

(4'L X 3'H X 8"W)

E 3.1

CONCRETE WINGWALL

WITH SAFETY RAILING

(6'L X 3'H X 8"W)

E 3.1

CONCRETE WINGWALLS

WITH SAFETY RAILING

(5'L X 4'H X 8"W TYP.)

CONCRETE BRIDGE

ABUTMENT

D 3.1

ACCESS TO SANTA CLARA RIVER TRAIL

THROUGH WEST BEND SUBDIVISION

EX 20' ACCESS

EASEMENT

WEST BEND

SUBDIVISION

COTTONWOOD

COVE PARK

SHADOW CREEK HOA

SG-6-2-35-141

SANTA CLARA RIVER

MEANDER GROUND

870 S CIR

REPLACE HB CURB WITH MODIFIED

CURB FOR 15', TRANSITIONING

FROM END OF EX INLET STRUCTURE

PROPOSED REINFORCED

10' ASPHALT TRAIL

B 3.1

PROPOSED REINFORCED

10' ASPHALT TRAIL

B 3.1

EAGAR, BRIAN

SG-WBD-3

CITY OF ST. GEORGE

SG-6-2-35-136

CITY OF ST. GEORGE

SG-6-2-35-144

DRAPER, ANDREW M.

SG-WBD-4

CITY OF ST. GEORGE

CITY OF ST. GEORGE

SG-6-2-35-132

EXISTING EROSION PROTECTION

EXISTING GABION BASKET

EROSION PROTECTION

EXCAVATE EXISTING ROCK RIP-RAP AS NECESSARY FOR

CONSTRUCTION OF ABUTMENTS, REPLACE ROCK

AROUND ABUTMENTS UPON COMPLETION, MATCHING

EXISTING GRADES AS CLOSELY AS POSSIBLE.

D 3.1

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2.

5"

10'2.5' 2.5'

2" VOIDLESS ASPHALT MIX

4" ROADBASE

(95% COMPACTION)

6H:1V MAX SLOPE

3H:1V SLOPE

EXISTING GROUND, TYP.

6"

18" MIN. OVER

EXCAVATION

(95% COMPACTION)

2%

2.

5"

10'

6"

1'

6"

GEOGRID (TENSAR 1200

BX OR EQUIVALENT)

3" WASHED ROCK

(95% COMPACTION)

6" MIN. OVER

EXCAVATION

(95% COMPACTION)

2.5'2.5'

2" VOIDLESS ASPHALT MIX

4" ROADBASE

(95% COMPACTION)

6H:1V MAX SLOPE

3H:1V SLOPE

EXISTING GROUND

2%3H:1V SLOPE

EXISTING NRCS ROCK RIP-RAP EROSION

PROTECTION (REMOVE AS NECESSARY

FOR INSTALLATION OF TRAIL SECTION)

VARIES 3'-10'

6"

10'

1'

2'3'

6" CONCRETE

EXISTING GROUND

2%

GABION BASKETS

3' (H) X 3' (W)

PVC COATED

EXISTING NRCS ROCK RIP-RAP

EROSION PROTECTION

ROCK RIP-RAP (D50=30")

TIE INTO EXISTING

EROSION PROTECTION

GABION BASKETS

1' (H) X 12' (W)

PVC COATED

6"

1'

VARIES 3'-10'

' T

YP

LOW CHORD OF

VALLEY VIEW

DRIVE BRIDGE

1'

5.

5'

2'

1.5'

3.

5'

1.5'

1.5'

1.5'

1.

5'

1.5'

9" 9"

9"

8.5'

5.5'

NOTES:

1) EXTEND GEOGRID, ROADBASE, AND 2" ROCK 18" BEYOND

ENDS OF ABUTMENTS

2) EXCAVATE EXISTING ROCK RIP-RAP AS NECESSARY FOR

CONSTRUCTION OF ABUTMENTS, REPLACE ROCK

AROUND ABUTMENTS UPON COMPLETION, MATCHING

EXISTING GRADES AS CLOSELY AS POSSIBLE.

#4 BARS @ 12" O.C.

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

3" COVER

2" MIN COVER ALL SIDES

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

4" ROADBASE

95% COMPACTION

(3) LAYERS OF GEOGRID

(TENSAR NX 650 OR

APPROVED EQUAL)

2" ANGULAR WASHED ROCK

EXISTING GROUND

PROPOSED TRAIL CL GRADE

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S 1'

HEEL BARS #4 @ 10" O.C.

#4 BARS @ 12" O.C. (HORZ.)

TOE BARS #4 @ 10" O.C.

SAFETY RAIL

8"

#4 BARS @ 10" O.C. (VERT.)

6"

(5) #4 BARS CONT.

1'

4'

1'

2'-4"

ASPHALT TRAIL

2' SHOULDER @

6:1 MAX SLOPE

4" ROADBASE (95%

COMPACTION)

6"

3 4"

4"

1 2"

HSS 1 12" X 1 12" X 14" A500 POST

6" X 6" X 12" A36 STEEL BASE PLATE

2" X 5" A307 ANCHOR BOLT*

IN 58" DIA. HOLE (TYP.)

NOTES:

-PROVIDE POWDER COAT FINISH ON ALL GUARD RAIL

-ANCHOR BOLTS TO BE INSTALLED WITH SIMPSON SET-EX EPOXY

-USE 18" THICK MOLDED BEARING PAD

E705

6' O.C. MAX

3.

5'

M

IN

5" O.C. MAX

MAIN SUPPORTS INTO TOP OF RETAINING WALL.

SEE BASE PLATE DETAIL FOR ATTACHMENT INFO.

1" STEEL SQ. VERTS. @ 5" O.C. MAX

1 12" STEEL SQ. TUBE MAIN SUPPORTS

SAFETY RAIL TO EXTEND TO ENDS

OF CONCRETE…