13-Pecan Valley Addendum 3.pdf

ADDENDUM #3

CPN 105401 Pecan Valley Golf Course Bridge Replacement

September 3, 2026

TO ALL BIDDERS:

Please attach to your specifications. This addendum is hereby made a part of the Contract Documents and is issued to modify explain or correct the original drawings and/or project manual.

A NEW project was created on August 31, 2026, titled “ITB Pecan Valley Bridge Replacement” to better allow contractors to submit the required information. All requested information from bidders shall be submitted using the NEW project. The final bid opening price will be read aloud using the new project titled “ITB Pecan Valley Bridge Replacement”.

CONSTRUCTION DRAWINGS

REFER TO: Revisions were made to Sheet No. 18 (see public files).

PROJECT MANUAL

REFER TO: Revisions were made to Section 00 41 00 Bid Proposal Form and Bid Proposal Workbook (see public files).

REFER TO: Revised section 99 99 01 Prefabricated Pedestrian Bridge (see public files).

This addendum provides answers to all questions received through August 28, 2026, which is the final day for questions.

Question: Do you have an excel or pdf of the bid form available?

Answer: The excel and pdf bid form is available for submission. Refer to NEW project titled “ITB Pecan Valley Bridge Replacement” for requested information.

Question: Please provide the budget or engineer's estimate.

Answer: The construction budget is $850,000. Refer to NEW project titled “ITB Pecan Valley Bridge Replacement” for requested information.

Question: Is there a project manual or bid packet available? At the moment only document provided is the Bid Set Plans.

Answer: The project manual and bid packet are available. Refer to NEW project titled “ITB Pecan Valley Bridge Replacement” for requested information.

Question: Per Note N on Drawing Sheet 11, suppliers other than Contech Engineered Solutions may be approved by the Engineer of Record prior to bid. Please advise on the process and required documentation for Anderson Bridges LLC to be considered and approved as a proposed supplier for this project.

Answer: Qualification packages should be submitted to the engineer of record, Peter Caravano (pcaravano@bhbinc.com) and the City of Fort Worth Project Manager Patrick Vicknair (Patrick.Vicknair@fortworthtexas.gov) at least 10 days prior to the bid opening.

The qualification package should include the items which are listed in the 99 99 01 Prefabricated Pedestrian Bridge Part 1, Section 1.5 Submittals. All items listed in Section 99 99 01 Prefabricated Pedestrian Bridge Part 1, Section 1.5 Submittals must be submitted for consideration. Refer to NEW project titled “ITB Pecan Valley Bridge Replacement” for requested information.

Question: Will there be a site pre-bid meeting to review the city's preferred access path to the bridge location?

Answer: A pre-bid meeting is scheduled for August 18 at 2pm at the Pecan Valley Golf Course Club House located at 6400 Pecan Valley Dr, Fort Worth, TX 76132. Refer to NEW project titled “ITB Pecan Valley Bridge Replacement” for requested information.

Question: I only see a live load; will this bridge be specified for any vehicular loading?

Answer: There is no vehicular loading. Refer to NEW project titled “ITB Pecan Valley Bridge Replacement” for requested information.

Question: Please clarify if the mandated pre-qualifications are required for this project?

Some do not seem to be relevant to project scope.

Answer: There is no pre-qualification required for this project. Refer to NEW project titled “ITB Pecan Valley Bridge Replacement” for requested information.

Question: The bid documents require the bidders and designated subcontractors to be pre-qualified for the work types requiring pre-qualification per Sections 00 45 11 and 00 45 12.

Answer: There is no pre-qualification required for this project. Refer to NEW project titled “ITB Pecan Valley Bridge Replacement” for requested information.

Question: Section 00 45 13 states that financial statement must be mailed and requires us to mark the envelope however the page footer covers the instructions regarding the envelope marking. Can these instructions be clarified in order to make sure we are submitting the proper documentation in the format required.

Answer: There are no prequalification’s or financial statements required for this project.

Refer to NEW project titled “ITB Pecan Valley Bridge Replacement” for requested information.

Question: Section 00 14 13, page 2 includes a list of major work categories. Page 3 of the section includes a note that states "there is not a pre-qualification requirement for installation of concrete sidewalk, curb & gutter, driveways and panel requirement. only concrete paving. Can the City advise of this pre-qualification applies to this project. If so, can the city advise which major work category should be checked off and under which PW department?

Answer: There is no TPW or Water Department pre-qualification required for this project. Refer to NEW project titled “ITB Pecan Valley Bridge Replacement” for requested information.

Question: There is typically an excel file titled “Bid Table” that is part of the uploaded files on bid day. This is separate from the bid proposal workbook file. Is this required on this project?

Answer: The bid form is available in pdf and excel format which shall be submitted in the requested information. There is also a line item required for the total bid price which shall be entered as a number. The total bid price will be read aloud during the bid open.

Refer to NEW project titled “ITB Pecan Valley Bridge Replacement” for requested information.

Question: There appears to be an area to upload the SBE forms, but there isn’t an area to upload the Conflict of Interest, Bid Bond or Bid Form. Can you please advise me where to upload these items.

Answer: There is an area under requested information to upload all requested information to include Small Business Utilization Form, Conflict of Interest, Bid Bond and Bid Form. There is also a line item required for the total bid price which shall be entered as a number. The total bid price will be read aloud during the bid open. Refer to NEW project titled “ITB Pecan Valley Bridge Replacement” for requested information.

Question: The dead load reaction of 22.75 Kips per base plate provided on drawing 11, Design Criteria, Section A appears to be significantly lower than we would expect for an 8’ x 150’ prefabricated bridge with a normal-weight concrete deck. Can you please confirm that this reaction is accurate?

Answer: Please see the table below with reactions used in design. The final bridge and abutment design will be coordinated after award during review of the bridge shop drawings.

Question: In reviewing the plans, we are unable to find the full set of Contech reactions used for the abutment designs (we only find the dead load reactions on drawing 11).

Please provide the other reactions per base pate (i.e. live load, wind load, thermal load etc.).

Answer: Please see the table below with reactions used in design. The final bridge and abutment design will be coordinated after award during review of the bridge shop drawings.

Question: Per the specifications on the prefabricated pedestrian bridge, “A representative employed by the manufacturer is to be in attendance at the project pre-bid and pre-construction meetings, as well as during erection. Does this mean any bridge vendor not on the pre-bid attendance list is not approved?

Answer: Please see revised Section 99 99 01 Prefabricated Pedestrian Bridge. This requirement was removed.

Question: The bid form on this project calls for 46 EA – 4” caliper trees, but on the landscape plan it shows only 16 trees at 6” caliper. Can we get some clarification on what type of 4” caliper trees the golf course is wanting?

Answer: The bid form is updated to reflect 16 trees at 6” caliper. Refer to NEW project titled “ITB Pecan Valley Bridge Replacement” for requested information.

Question: The ITB uploaded in Addendum 1 and the ITB uploaded on 8-19-2026 both state a bid close date of 9-03-2026 however Bonfire shows a bid close date of 09-10- 2026. Would you please confirm the bid close date.

Answer: Addendum 2 uploaded on August 24, 2026, extended the bid date to September 10 at 2pm. Refer to NEW project titled “ITB Pecan Valley Bridge Replacement” for requested information.

END OF ADDENDUM # 3

Bid Opening Date: September 10, 2026

Acknowledge the receipt of this Addendum on your Proposal.

By: Patrick Vicknair, Project Manager

Release Date: September 3, 2026

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99 99 01 - 1

PREFABRICATED PEDESTRIAN BRIDGE

CITY OF FORT WORTH PECAN VALLEY GOLF COURSE BRIDGE REPLACEMENT

STANDARD CONSTRUCTION SPECIFICATION DOCUMENTS CPN# 105401

Revised August 5, 2026

SECTION 99 99 01

PREFABRICATED PEDESTRIAN BRIDGE

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes:

1. Design, fabrication, finishing, transporting, and installation of a fully engineered prefabricated half through truss (no overhead bracing) steel pedestrian bridge superstructure, including bearings

2. Reinforced concrete deck system with stay-in-place galvanized metal form deck

3. Safety rails, toe plates and expansion joint covers

4. Delivery and erection of the bridge superstructure

C. Related Specification Sections include, but are not necessarily limited to:

1. Division 00 – General Conditions

2. Division 01 – General Requirements

3. Section 03 30 00 – Cast-in-Place Concrete

.2 PRICE AND PAYMENT PROCEDURES

A. Measurement and Payment

1. Prefabricated Pedestrian Bridge, Furnished and Delivered

a. Measurement

1) Measurement for this Item shall be by lump sum.

b. Payment

1) The work performed and materials furnished in accordance with this Item shall be paid for at the lump sum price bid for “Pedestrian Bridge System”.

c. The price bid shall include:

1) Design of the bridge superstructure by the Bridge Manufacturer’s Design

Professional

2) Engineering drawings and structural calculations, signed and sealed

3) Fabrication of the truss superstructure, floor beams and deck support system

4) Bearings and lower setting plates

5) Safety rail system, toe plates and expansion joint covers

6) Stay-in-place galvanized metal form deck, shop attached

7) Surface preparation and finish

8) Shop quality control, weld inspection and non-destructive testing

9) Material certifications and quality documentation

10) Attendance of a Manufacturer’s representative at pre-construction meetings

11) Written lifting and splicing procedures

12) Warranty

13) Delivery by truck to a location nearest the site accessible to normal over-the-road equipment

99 99 01 - 2

CITY OF FORT WORTH PECAN VALLEY GOLF COURSE BRIDGE REPLACEMENT

STANDARD CONSTRUCTION SPECIFICATION DOCUMENTS CPN# 105401

Revised August 5, 2026

2. Prefabricated Pedestrian Bridge, Installation

a. Measurement

1) Measurement for this Item shall be by lump sum.

b. Payment

1) The work performed and materials furnished in accordance with this Item shall be paid for at the lump sum price bid for “Pedestrian Bridge Installation”.

c. The price bid shall include:

1) Unloading of all trucks delivering bridge materials at the time of arrival

2) All means, methods, equipment and sequence of erection

3) Field assembly of bridge sections using bolted, pretensioned connections

4) Anchor bolts, furnished and installed

5) Leveling and shimming of the setting plates and non-shrink grout

6) All concrete and reinforcing materials for the deck

7) Placement, finishing and testing of the deck concrete

8) Attendance of a Manufacturer’s representative during erection

1.3 REFERENCES

A. Definitions

1. Owner: Entity who ultimately will own the bridge.

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

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

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

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

6. Bridge Manufacturer: Firm who will be designing and supplying the bridge in accordance with this Section.

B. Governing Specification

1. The 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. AASHTO Ped shall control if any conflicting requirements occur with the reference standards listed below and/or other local Codes.

C. Reference Standards

1. AASHTO LRFD Bridge Design Specifications, 9th Edition, 2020 (AASHTO LRFD)

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

3. AISC Steel Construction Manual, 15th Edition, 2017 (AISC)

4. ANSI/AISC 360-16 Specification for Structural Steel Buildings, 2016 (AISC 360)

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

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

7)

7. Setra Technical Guide for Footbridges, 2006 (Setra)

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

99 99 01 - 3

CITY OF FORT WORTH PECAN VALLEY GOLF COURSE BRIDGE REPLACEMENT

STANDARD CONSTRUCTION SPECIFICATION DOCUMENTS CPN# 105401

Revised August 5, 2026

9. Tropical Timbers of the World, US Forest Products Laboratory

10. AISC Specification for Structural Joints Using High-Strength Bolts

11. Steel Structures Painting Council Surface Preparation Specification No. 7 (SSPC-SP7)

12. Federal Highway Administration Standard Specifications for Construction of Roads and

Bridges on Federal Highway Projects (FP-14)

1.4 ADMINISTRATIVE REQUIREMENTS

A. Qualified Bridge Manufacturer

1. Each Contractor is required to identify their intended supplier as part of the bid submittal and the anticipated bridge fabrication lead time.2. Pre-Approved Bridge Manufacturer:

a. Contech Engineered Solutions LLC, 1-800-338-1122, info@conteches.com

b. Bridge Consultant: Andrew Petty; Andrew.Petty@ContechES.com; 469-836-7310

3. Contractors utilizing a bridge manufacturer other than those listed above must submit Bridge

Manufacturer qualifications as outlined in 1.5 SUBMITTALS with sealed bids. The submitted information will be evaluated by the Engineer for accuracy and ability to provide the bridge in accordance with this Section. B. Coordination

1. A representative of the Manufacturer is to be in attendance at the project pre-construction meeting, as well as during erection.

2. If the erection Contractor needs special delivery, or delivery is restricted, they shall notify the Bridge Manufacturer prior to bid date. This includes site issues which may prevent over-the-road equipment from accessing the site.

3. 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 bid date.

1.5 SUBMITTALS

A. Substitution Request for Bridge Manufacturers shall be included with the bid and shall include:

1. Bridge Manufacturer’s product literature

2. Name of the Bridge Manufacturer’s design professional who will be signing and sealing the engineering submittals

3. Copy of current AISC certification

4. Representative copies of detailed drawings from a similar project, field procedures, calculations, quality control manual, welder’s certifications, proof of C.W.I., and proof of

Professional Engineer licensed in the State of Texas.

5. At least 5 similar bridge projects completed in the last 5 years

a. Each project must include a bridge shipped in multiple sections that are connected with splice points

6. Certification by the Bridge Manufacturer’s Design Professional that the bridge proposed will be in accordance with all project development done up to the date of this Section

7. Confirmation that the bridge will be shipped with all stay-in-place form work preinstalled, except for the formwork around the splice point of the bridge

1.6 ACTION SUBMITTALS/INFORMATIONAL SUBMITTALS

A. Engineering Drawings

1. Engineering drawings, 11x17 format, shall be prepared and submitted to the Contractor and

Owner for their review after receipt of the order.

99 99 01 - 4

CITY OF FORT WORTH PECAN VALLEY GOLF COURSE BRIDGE REPLACEMENT

STANDARD CONSTRUCTION SPECIFICATION DOCUMENTS CPN# 105401

Revised August 5, 2026

2. Submittal drawings shall be unique drawings, prepared to illustrate the specific portion of the bridge being fabricated.

3. 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.

4. Drawings shall have referenced details and sheet numbers.

5. All drawings shall be stamped, signed and dated by the Bridge Manufacturer’s Design

Professional licensed in the State of Texas.

B. Structural Calculations

1. 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.

2. 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.

C. Deck Quantities

1. 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.

D. Installation and Lifting Procedures

1. The Bridge Manufacturer will provide standard typical written procedures for lifting and splicing the bridge.

E. Quality Documentation

1. Written documentation from the Certified Weld Inspector that the bridge has been fabricated in accordance with this Section and the approved design drawings.

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

Traceability of heat numbers is required for all structural steel.

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

1.7 CLOSEOUT SUBMITTALS

A. Bridge Manufacturer’s inspection and maintenance procedures, including the minimum guidelines with which the Owner’s records must show compliance in order for the warranty to remain valid.

1.8 MAINTENANCE MATERIAL SUBMITTALS [NOT USED]

1.9 QUALITY ASSURANCE

A. Bridge Manufacturer Qualifications

1. Qualified Bridge Manufacturers must have at least 5 years of experience fabricating these types of structures and shall have an up to date quality certification by AISC per Paragraph

1.9.C.

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2. All suppliers shall fabricate their product utilizing a modern fabrication facility owned and operated by the Bridge Manufacturer that includes the use of CNC beam drilling machines.

No brokers are allowed.

B. Bridge Manufacturer’s Design Professional

1. 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 tasks and design.

2. The engineer shall have a minimum of 5 years of experience in bridge design, shall be a currently licensed civil or structural Professional Engineer in the State of Texas, and shall be the engineer who will seal and sign the plans.

C. AISC Certification

1. The bridge shall be fabricated in a shop owned by the Bridge Manufacturer.

2. This facility shall have up to date quality certification by AISC as Certified Bridge

Fabricator – Advanced (Major) with Fracture Critical Endorsement and Complex Coating

Endorsement (P1-Enclosed or P2-Covered).

D. Certified Weld Inspector

1. The Bridge Manufacturer shall employ at least two Certified Weld Inspectors (CWI), with endorsement by AWS QC1.

2. At least one CWI shall be present during the complete fabrication of the bridge.

E. Welders

1. Welders shall be qualified for each process and position used while fabricating the bridge.

Qualification tests shall be in accordance with AWS D1.1.

2. 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.

1.10 DELIVERY, STORAGE, AND HANDLING

A. Delivery

1. Delivery shall be made via truck to a location nearest the site which is accessible to normal over-the-road equipment.

2. All trucks delivering bridge materials will need to be unloaded at the time of arrival.

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

B. Handling

1. For shipping purposes, the bridge may be fabricated in sections. Sections shall be field assembled using bolted connections.

1.11 FIELD [SITE] CONDITIONS

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

Article 3.12.2.

B. Site-specific geotechnical information necessary to design the foundation system shall be provided by the Geotechnical Engineer.

1.12 WARRANTY

A. The Bridge Manufacturer 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 Manufacturer, and that its steel structure is free of defects in design, material and workmanship. This warranty shall be valid

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B. 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.

C. This warranty shall not cover defects in the steel structure caused by abuse, misuse, overloading, accident, improper installation, maintenance, alteration, or any other cause not expressly warranted. This warranty shall not cover damage resulting from or relating to the use of any kind of de-icing material.

PART 2 - PRODUCTS

2.1 OWNER-FURNISHED [OR] OWNER-SUPPLIED PRODUCTS [NOT USED]

2.2 BRIDGE SYSTEM TYPE

A. Truss Style

1. The truss style shall be a Connector by Contech or an approved equal as outlined in Section

1.4.

2. The vertical trusses shall be designed such that the top and bottom chord members are parallel for the entire length of bridge.

3. 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.

4. Trusses shall be laid out such that diagonals shall be at an angle of 30 degrees or more with respect to the bottom chord.

B. Diagonal Style

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

C. Floor Beam Location

1. 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.

2. The distance from the top of deck to the bottom of the bottom chord shall be determined by the Bridge Manufacturer during final design.

2.3 BRIDGE GEOMETRY

A. Span Length

1. The bridge span length shall be 150 ft (horizontal straight line dimension), 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.

B. Width

1. The bridge width shall be 8 ft-0 in. as measured from the inside face of structural truss elements at the deck level.

C. Top of Truss Height Above Deck

1. The top of the top chord shall not be less than 48 in. above the deck, measured from the high point of the deck. This dimension may be exceeded due to truss height requirements for structural, deflection and vibration requirements.

D. Lower Steel Clearance

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1. 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.

E. Truss Bay Spacing

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

Bridge Manufacturer.

F. Camber

1. A single simple-span bridge shall have a vertical camber dimension at the mid-span equal to

150% of the anticipated full dead load deflection.

G. Elevation Difference

1. The top of the decks shall be at the same elevation at each end of the bridge.

2.4 STRUCTURAL DESIGN LOADS

A. Dead Load

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

B. Pedestrian Loading (PL)

1. 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.

C. Vehicle Load (VL)

1. When vehicular access is not prevented by permanent physical methods, the superstructure and deck system shall be designed for each of the following concentrated/vehicular loads:

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

b. 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:

1) 8,000 pound vehicle with 60% of the load distributed to the rear two wheels and 40% of the load distributed to the front two wheels.

D. Wind Load (WS)

1. Pedestrian bridges shall be designed for wind loads as specified in AASHTO Signs, Articles

3.8 and 3.9. The loading shall be applied over the exposed area in front elevations of both trusses including all enclosures.

2. 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.

E. Seismic (EQ)

1. The bridge structure shall be designed for seismic loading as specified in Section 3.10 of

AASHTO LRFD.

2. The transverse loads shall be calculated considering the transverse period of the bridge and longitudinal loads shall be calculated using a period of zero.

3. A response modification factor of 0.8 shall be used for the calculation of forces applied to the bridge anchorage. A response modification factor of 1.0 shall be used for the calculation of bearing reactions.

4. The transverse seismic load shall be applied to all the bearings and the longitudinal seismic load shall be applied to the fixed bearings only.

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5. The vertical bearing reactions shall be calculated using an overturning force on the bridge based on the center of gravity of the bridge times the transverse seismic load.

F. Fatigue Load (FL)

1. The fatigue loading shall be as specified in Section 11 of AASHTO Signs. The Natural Wind

Gust specified in Article 11.7.1.2 and the Truck-Induced Gust specified in Article 11.7.1.3 of AASHTO Signs need only be considered, as appropriate.

G. Utility Load

1. The bridge structure shall be designed for a utility loading of 30 plf along the truss.

H. Combination of Loads

1. 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:

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

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

2.5 STRUCTURAL DESIGN CRITERIA

A. Modeling

1. The bridge shall be modeled and analyzed utilizing 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.

2. All loads listed in Article 2.4 of this Section shall be applied to the model and analyzed appropriately.

B. Lateral Frame and Member Design

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

2. 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.

3. 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.

4. 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:

a. 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 and Strength III load combinations.

b. 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

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Strength I and Strength III load combinations.

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

d. 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, shall be accounted for in the strength design of the connections.

5. The vertical and floor beam members shall be proportioned such that the effective length factor, K, used in the design of the top chord shall not be greater than 2.0.

6. 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.

7. 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.

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

9. 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.

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

11. HSS member connections shall be evaluated per the requirements of AISC 360 Chapters J and K.

C. Deflections

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

2. The horizontal deflection of the bridge under unfactored wind loading shall not exceed

1/360 of the span length.

D. Fracture

1. The fracture toughness requirements and designation of Fracture Critical Member and Main

Member designation are hereby waived for these structures.

E. Vibrations

1. Vibration of the structure shall not cause discomfort or concern to the users of the bridge.

2. 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.

3. The fundamental frequency of the pedestrian bridge in the lateral direction shall be greater than 1.3 Hz.

4. If the fundamental frequency cannot satisfy these limitations, then the bridge shall be proportioned such that either of the following criteria are satisfied:

a. f ≥ 2.86 × ln(180/W)

b. W ≥ 180 × e(-0.35 × f)

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

5. 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.

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2.6 DECK SYSTEM

A. General

1. Deck shall be comprised of reinforced concrete designed to span from floor beam to floor beam.

2. The concrete deck shall be designed to span longitudinally from floor beam to floor beam and to support the loads specified in Article 2.4 of this Section.

3. Concrete shall be cast in place and the responsibility of the Contractor.

B. Concrete

1. 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%.

2. Concrete mix design, materials, quality, mixing, placement, finishing and testing shall be in accordance with the requirements of Section 552 of FP-14, available at http://flh.fhwa.dot.gov/resources/specs.

C. Stay-In-Place Metal Form Deck

1. 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.

2. 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.

3. The longitudinal sheet laps shall be attached with self-drilling self-tapping fasteners at 36

in. maximum spacing.

4. 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.

5. Metal form deck panels shall be of a length to span a minimum of two bays of the truss supports.

6. 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 in.

D. Load Distribution Width

1. 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:

a. E = 4 + 0.06S, where S is the floor beam spacing minus one-half of the floor beam width

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

c. 0.75 times the lateral wheel spacing of the vehicle

d. 0.6S + Wheel Width, where S is the floor beam spacing minus one-half of the floor beam width, and the Wheel Width in inches is 2.5 × √(0.01 × P / 2.5), where P is the wheel load in pounds

E. Reinforcing Steel

1. Reinforcing steel shall be ASTM A615 Grade 60 non-coated bars.

2. All bar bends, anchorage and splices shall be in accordance with AASHTO Specifications.

3. Top reinforcing shall have a minimum clearance of 2 in. to the top of deck.

4. Contractor shall supply all concrete and reinforcing materials.

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2.7 MATERIALS OF CONSTRUCTION

A. Structural Steel

1. 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.

2. All open ends of end posts and floor support beams shall be capped.

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

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

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

B. Fasteners

1. Structural bolts used to field splice or connect all main members shall be ASTM F3125

Grade A325. The nuts for these structural bolts shall be ASTM A563. The Bridge

Manufacturer shall determine the finish of the structural bolts; they will be either Type 3

(Weathering) or Type 1 (Hot-Dipped or Mechanically Galvanized).

2. Bolts used for the connection of a wood rub rail shall be 18-8 or 316 Stainless Steel, 1/4 in.

diameter carriage bolts.

3. Screws for the attachment of wood deck shall be steel, 5/16 in. 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.

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

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

6. Other miscellaneous fasteners shall be ASTM A307 zinc plated or galvanized, as determined by the Bridge Manufacturer.

2.8 FINISH

A. For corrosion resistant high-strength low-alloy (weathering) steel, no surface finish treatment is necessary.

B. All exposed surfaces of structural steel shall be cleaned in accordance with 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.

C. All other surfaces shall have standard mill finish.

D. The steel will be allowed to form a protective weathering patina over time.

2.9 ATTACHMENTS

A. Safety Rails

1. Safety rail system shall be placed on the inside of the structure, spaced so as to prevent a 4

in. sphere from passing through the side truss for the full height of the side truss, or 48 in., whichever is less. The top of the top chord may be considered the top of the rail system.

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2. Rail system shall consist of vertical pickets in between horizontal top and bottom rails. The top and bottom horizontal rail shall be HSS 1 x 1 x 1/8 welded directly to the truss verticals.

In between these rails, vertical pickets shall be 1/2 in. round bar welded to the top and bottom rail.

3. The maximum unsupported length shall be 7 ft-0 in. if placed on the inside of the structure and 8 ft-0 in. if placed on the outside of the structure. If the vertical spacing is greater than the maximum unsupported length, mid-bay supports will be required.

4. When the rail system is placed on the inside of the structure and not covered by the end vertical, the ends of the horizontal rails near the end of the bridge shall be capped and ground smooth.

5. If a toe plate is also specified, then the bottom horizontal rail may be modified to be used as a steel toe plate as specified. If a rub rail is also specified, then the top horizontal rail may be modified to be used as a steel rub rail as specified.

6. 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.

7. 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 in. 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.

B. Toe Plate

1. Toe plates shall be steel channel shape section, 4 in. high by 1 in. wide minimum, with the end of the channel legs welded directly to the inside face of the truss verticals.

2. The maximum unsupported length shall be 7 ft-0 in. If the vertical spacing is greater than the maximum unsupported length, mid-bay supports will be required.

3. 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.

4. The bottom of the toe plate shall be placed 2 in. above the finished height of the deck.

5. 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.

6. If toe plates are incorporated into a safety rail system, they may be modified as needed but shall be a minimum of 4 in. high.

C. Expansion Joint

1. The gap between the end of the bridge deck and the back wall of the foundation system shall be sized to accommodate bridge movements due to thermal expansion of the bridge over the design temperature range.

2. 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.

3. A compression seal sized for movement and rated for pedestrian traffic may be used in place of the steel cover.

2.10 BEARINGS

A. Bearing Type

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

B. Setting Plates

1. The bridge will be supplied with a lower setting plate.

2.11 FABRICATION

A. Welding

1. Welding procedures and weld qualification test procedures shall conform to the provisions of AWS D1.1.

2. Filler metal shall be in accordance with the applicable AWS Filler Metal Specification and shall match the corrosion properties of the base metal.

B. Shop Splices

1. Shop splices for main truss members shall be full penetration welds all around the perimeter of the member, 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.

2. Shop splices for all horizontal rail components shall 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.

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

C. Bolted Splices

1. 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.

2. The chord members of the bridge shall be bolted such that at least two faces of the member are bolted, to provide reasonable force distribution around the perimeter of the member.

3. Bolted splices shall be designed and fabricated such that the head of the bolt and washer are the only items exposed. No through-bolting of the member is allowed.

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

5. 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.

6. The bridge shall be shipped with all stay-in-place form work preinstalled, except for the formwork around the splice point of the bridge.

2.12 SOURCE QUALITY CONTROL

A. Non-Destructive Testing

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

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

B. Documentation

1. The CWI shall provide written documentation that the bridge has been fabricated in accordance with this Section and the approved design drawings.

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

Traceability of heat numbers is required for all structural steel.

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

PART 3 - EXECUTION

3.1 INSTALLERS [NOT USED]

3.2 EXAMINATION [NOT USED]

3.3 PREPARATION

A. Foundation System

1. 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.

2. All abutment dimensions and materials shall be shown on the final contract plans.

B. Anchor Bolts

1. Bridge Manufacturer shall design the diameter and grade of anchor bolts based on the shear and tensile strength of the anchor bolt material only.

2. 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.

3. All anchor bolts shall be galvanized.

4. The Foundation Engineer shall determine if the anchor bolts shall be cast-in-place, drilled/epoxy, or expansion anchors.

5. Anchor bolts shall be provided and installed by the Contractor.

3.4 INSTALLATION

A. Erection

1. The Bridge Manufacturer will provide standard typical…