TOWN OF GLASTONBURY

BID NO. GL-2026-18

HOUSE STREET PEDESTRIAN BRIDGE REPLACEMENT

AT SALMON BROOK

ADDENDUM NO. 2

JANUARY 15, 2026

BID DUE DATE: JANURAY 22, 2026 11:00 A.M.

REVISED BID DUE DATE: JANUARY 29, 2026 11:00 A.M.

The attention of bidders submitting proposals for the above-referenced project is called to the following Addendum to the specifications. The items set forth herein, whether of omission, addition, substitution or other change, are all to be included in and form a part of the proposed Contract Documents for the work. Bidders shall acknowledge this Addendum in the Bid Proposal by inserting its number on Page BP-1.

Make the following modifications to the Contract Documents:

NOTIFICATION TO BIDDERS:

Please be advised that the Bid due date has been extended to: JANUARY 29, 2026 11:00 A.M.

SPECIAL CONDITIONS: Section 11.01 of the Special Conditions TIME FOR COMPLETION/NOTICE TO PROCEED is hereby replaced with the attached Section 11.01 of the Special Conditions (see page SC-6). Revisions to the previous specification are highlighted in yellow.

SPECIAL PROVISIONS: The special provision for ITEM # 0604303A REPLACEMENT PEDESTRIAN BRIDGE SUPERSTRUCTURE- TIMBER DECK and ITEM # 0604304A REPLACEMENT PEDESTRIAN BRIDGE SUPERSTRUCTURE- CONCRETE DECK is hereby replaced with the attached special provision (see pages SP-14 to SP-26). Revisions to the previous specification are highlighted in yellow.

QUESTIONS AND ANSWERS

Q1-1: Can the adjacent commuter lot be used for staging area throughout the project?

A1-1: A portion of the town owned adjacent parking lot for the multi-use trail can be utilized for a staging area through a signed formal agreement. However, parking and access to the trail for residents must be kept open at all times. Temporary closure of the parking lot to the public for a short duration to perform tasks related to this project can be accommodated.

Q2-1: Will design specs be provided for the alternate concrete deck?

A2-1: The bridge designer will be responsible for the design of the reinforced concrete deck for Bid

Alternate No. 1. Attached is a manufacture’s detail sheets which depict the Concrete Floor Connections from Continental® Bridge on sheet 3.

Q3-1: Can the EOR (Engineer Of Record) show a detail on tolerances for new anchor bolts locations?

A3-1: Replacement anchor bolt locations must be coordinated with the bridge manufacturer to correlate with the new bridge bearing plate hole locations and attachment to the existing abutments.

Q4-1: Who will be approving submittals and shop drawings?

A4-1: Town of Glastonbury Engineering staff or Consultant will be reviewing and approving submittals and shop drawings.

Q5-1: In the “General Bridge Parameters” section of the bridge specification, it’s noted that the configuration of the bridge is to be an H-section. The existing bridge is built with an underhung floor beam configuration, which results in a much shallower profile and corresponding abutment back wall height. Since the existing abutments are not going to be reconstructed, it will be difficult or impossible to match that back wall height with an H-section configuration. Please confirm that it will be acceptable to supply the bridge with an underhung floor beam configuration?

A5-1: Proposed pedestrian bridge shall be an underhung floor beam configuration replicating the existing bridge configuration. Attached specifications sections have been revised as outlined above.

Q6-1: Please confirm that the bridge is to be fully galvanized and painted (per “Materials” section of spec). The “General Bridge Parameters” section indicates that it’s weathering steel trusses with galvanized and painted floor beams, stringers, and brace diagonals?

A6-1: Proposed pedestrian bridge shall be fully galvanized and painted. Attached specifications sections have been revised as outlined above.

Q7-1: Section 11.01 of the Special Conditions states that all contract work shall be completed within

30 calendar days of the start date listed in the Notice to Proceed. Can you clarify the timeframe that will be allocated between contract award and notice to proceed to allow for preconstruction submittals, utility coordination, fabrication, etc.?

A7-1: The 30 calendar days will be counted from the agreed upon date for delivery of the bridge.

See revised language for Special Conditions Section 11.01 in this Addendum.

Q8-1: Would the Town please consider extending the bid due date by one week?

A8-1: The bid due date has been extended to January 29, 2026 11:00 A.M. as mentioned above in the Notification to Bidders.

Q9-1: Does the parking area for Salmon Brook Trail need to remain open, or will that area be allowed to be closed during construction?

A9-1: See answer A1-1 above of this addendum.

NOTE: This Addendum consists of 20 pages including 1 page for the revised Special Conditions- Section 11.01, 4 pages depicting the manufacturers details for the Concrete Floor Connections and 13 pages for the revised Special Provisions as described above.

HOUSE STREET PEDESTRIAN BRIDGE REPLACEMENT AT SALMON BROOK BID #GL-2026-18

SPECIAL CONDITIONS- ADDENDUM #2

SC - 6

11.00 TIME FOR COMPLETION/NOTICE TO PROCEED

11.01 The work under this contract shall commence on the date ordered by the Engineer in the

Notice to Proceed. Reasonable time will be allowed for preparation of shop drawings and fabrication of the steel bridge and an installation date for the new bridge will be agreed upon. All contract work shall be completed within 30 calendar days of the established and agreed upon bridge installation date.

Within five (5) business days after the date of the Notice of Award, the Contractor must provide the appropriate bond and insurance certificates to the Town Purchasing Agent and must be issued a Notice to Proceed and Purchase Order for the Project prior to initiating any work.

11.02 When the Contract time is stated on a calendar-day basis, that time shall be the number of consecutive calendar days contained in the Contract period, excluding the time period from each December 1 through the following March 31 (the “winter shutdown period”). The time will be computed as herein provided on a consecutive-day basis, including all Saturdays, Sundays, holidays, and non-work days from April 1 through November 30 of each included year. Time will not be charged for days in the winter shutdown period. If the Engineer so approves, the Contractor may work on certain tasks of the Project during the winter shutdown period with no charge being made against the Contract time. If work during winter shut down is approved by the Town, approval may be granted with the condition that work under the items Trafficperson (Municipal Police Officer) or Trafficperson (Uniformed Flagger) will not be measured for payment, at the discretion of the Town.

12.00 LIQUIDATED DAMAGES

12.01 As actual damages for any delay in completion of the work that the Contractor is required to perform under this Contract are impossible to determine, the Contractor and the Sureties shall be liable for and shall pay to the Town the sum of $850.00 as fixed, agreed and liquidated damages for each calendar day of delay from the above-stipulated completion, or completion as modified in writing by both parties, until such work is satisfactorily completed and accepted.

13.00 SCHEDULE OF DRAWINGS

13.01 The Contractor is hereby alerted that the below listed attached drawings, details, and bridge inspection and recommendations report to be utilized for informational purposes only and are to be considered part of this contract.

1. Attachment C Improvement Location Plan House Street Pedestrian Bridge

2. Attachment D: House Street Pedestrian Bridge at Salmon Brook- Shop Drawing

3. Attachment E: Field Inspection Report and Recommendations for House Street over Salmon Brook Glastonbury, CT.- January 26, 2024

14.00 CHANGES IN THE WORK

14.01 The Town reserves the right to remove portions of the work indicated on the plans and specifications from the Contract or to self-perform portions of the work in order to meet schedule or funding obligations as may be required. The reduction in the scope work to be performed by the Contractor shall be made without invalidating the Contract or the unit prices there-in. Whenever work is done by the Town contiguous to other work covered by this Contract, the Contractor shall provide reasonable opportunity for the execution of the work and shall properly coordinate his work with that of the Town.

SPECIAL PROVISIONS- ADDENDUM #2

SP-14

ITEM # 0604303A REPLACEMENT PEDESTRIAN BRIDGE SUPERSTRUCTURE- TIMBER DECK

Description:

Work under this item shall consist of dismantling, removal and off-site disposal of the existing pedestrian bridge superstructure, and designing, fabricating, furnishing and installing a replacement prefabricated pedestrian bridge superstructure with timber deck attached to the existing bridge abutment with new anchor bolts. Work shall also include furnishing, installing and maintaining sidewalk closure advance warning signs and bridge closure impassable barriers. The replacement prefabricated pedestrian bridge superstructure shall generally resemble but need not be identical to the existing pedestrian bridge as shown in the original bridge and abutment design plans included in Attachment D, however the entire bridge superstructure shall be fully zinc coated (hot dipped) galvanized and painted.

Materials:

The record shop drawing depicting the existing bridge that is being replaced is included with this bid for reference. The contractor shall verify in the field all existing dimensions shown on this plan and shall provide a bridge suitable for installation on the existing abutments with new anchor bolts to be provided and installed under a separate pay item. In verifying dimensions, particular attention shall be paid to the reinstalled anchor bolt layout as well as to the required structure depth in order to ensure that the finished walking surface of the proposed bridge matches flush with the top of the abutments and adjoining sidewalk.

STEEL SUPERSTRUCTURE: The replacement prefabricated pedestrian bridge superstructure shall be a Contech Engineered Solutions- Continental Bridge- Connector® Pedestrian Steel Truss Bridge or approved equal utilizing steel Pratt-style trusses. The entire bridge superstructure shall be fully zinc coated (hot dipped) galvanized and painted.

The structural steel fabricator shall be certified by the AISC Quality Certification Program for fabrication of Intermediate Steel Bridge Structures (IBr).

The Contractor shall submit Certified Test Reports and Materials Certificates for steel superstructure components, including galvanized high-strength bolts in accordance with Form 819, Article 1.06.07. All major components of the trusses, such as top chord, bottom chord, verticals and diagonals shall be fabricated from rectangular steel tubing. All floor beams, stringers and lateral bracing shall be fabricated from rectangular galvanized steel tubing or structural galvanized steel shapes.

All rectangular Hollow Structural Sections (HSS) shall conform to ASTM A847 and shall be tested per AASHTO T243 M/T, frequency P, for tubular members.

BRIDGE FINISH: The entire bridge superstructure shall be fully zinc coated (hot dipped) galvanized and painted. All exterior surfaces to be painted shall be abrasively blast cleaned in accordance with SSPC-SP6 prior to application of primer. All exterior surfaces to be painted shall utilize a 2-coat system of an epoxy mid-coat and polyurethane topcoat. Paint color shall be a brown to closely match the weathered steel appearance (Sherwin Williams SW 2856 Fairfax Brown or similar), color samples to be provided and approved by the Town of Glastonbury.

All other steel shall be AASHTO M270 Grade 50W steel and tested per AASHTO LRFD Article 6.6.2 Fracture.

Charpy V-Notch Requirements

Type of Steel Grade of Steel Type of Member Min. Average Energy (FT- LBS)

Temperature (°F)

ASTM A1085 50 HSS 25 40

SP-15

AASHTO M270 50F2 All Remaining Shapes and Plates

25 40

Bolts shall be ASTM A325 galvanized. Washers shall be ASTM F436 galvanized. Nuts shall be ASTM A563 galvanized. All mounting hardware and fasteners shall be zinc coated (hot dipped) galvanized.

Tapered bearing plates shall be welded to the replacement bridge structure as shown on the original plans and shall be oriented such that the bottom of the sole plates are level (making up for residual camber) for installation of the replacement bridge on the existing abutments and new anchor bolts.

Bearing Pad(s): Existing bridge bearing pads are to be replaced with elastomeric bearing pads made of rubber like material. Bearing pads dimensions shall conform to the contract drawings and details to provide a flush transition to and from the existing sidewalk.

Welding details, procedures and testing shall conform to the ANSI/AWS D1.1 - Structural Welding Code.

Welding of shapes and plates shall conform to ANSI/AWS D1.5 Bridge Welding Code. All Fracture-Critical Members (FCM) shall be fabricated according to D1.5 Bridge Welding Code, Section 12.

TIMBER DECKING: Timber Decking shall be pressure treated 3” thick x 8” select structural southern yellow pine (Fb=1,400 psi min.) or better. Decking fasteners shall be zinc coated (hot dipped) galvanized.

GENERAL BRIDGE PARAMETERS:

Replacement pedestrian bridge superstructure shall be fully galvanized and painted.

Configuration: Underhung Floor Length: 71’ – 0” (center to center of bearing) 71’ – 10” (out to out) Width: 6 ft.

Elevation Difference: 1’-10”± Camber: Dead Load Only Finish: Fully zinc coated (hot dipped) galvanized and painted.

Decking: Pressure Treated 3”x 8” P.T. Southern Yellow Pine, shop installed Railing Type: Horizontal pickets spaced at 4” max up to 54” above deck with toe plate.

Design Code: AASHTO LRFD Guide Specification for Design of Pedestrian Bridges Live Load: 85 psf (no dynamic load allowance) Design Vehicle: H5 (no dynamic load allowance)

ABUTMENT DESIGN LOADS: Original documentation regarding the soil conditions and allowable bearing pressure used for design of the existing abutments is depicted on the existing bridge abutment plans located in Attachment D. It is understood however that the abutments were designed at a minimum to support the reactions shown on the existing bridge shop drawing included in Attachment D of 22.4 kips total vertical superstructure dead load and live load, 4,100 lbs. dead load, 6,400 lbs. vertical wind load and 3,500 lbs.

transverse wind load. The bridge manufacturer shall provide computations for new bridge reactions at the abutments per current design standards to the Town for comparison to prior loading and further evaluation of the abutments by a structural engineer to be retained by the Town.

Construction Methods:

Prior to fabrication, the Contractor shall prepare and submit calculations and working drawings for the design, fabrication and erection of the prefabricated bridge superstructure for review in accordance with Article

1.05.02 and Sub Article 6.03.03-2. An individual, independently packaged set of working drawings and computations, with all details and documents necessary for fabrication and erection of the replacement structure and its components, including a copy of the certificate of insurance, shall be prepared and submitted

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for each pedestrian bridge superstructure. The bridge number (or site identifier, if no bridge number has been assigned) shall be included on these documents. The working drawings and computations shall be prepared in Customary U.S. units.

The packaged set of working drawings and computations for the replacement bridge superstructure shall be submitted for review. The packaged set shall include the following:

title sheet table of contents contact information for designer, fabricator and metallizer – contact information should include name and address of each firm and the name of contact person with phone number and email address copy of the certificate of insurance copy of fabricator’s AISC certification replacement pedestrian bridge superstructure working drawings replacement pedestrian bridge superstructure design computations welding procedures fracture control plan bridge erection plans replacement pedestrian bridge reaction calculations at each end of bridge

The working drawings and design computations shall be signed, dated and sealed by a Professional Engineer licensed in the State of Connecticut, who shall also be available for consultation in interpreting his computations and drawings, and in the resolution of any problems which may occur during the performance of the work. Each working drawing shall be signed, dated and sealed. The cover/first sheet for the computations shall be signed, dated and sealed.

The Working Drawings shall include complete details of all replacement pedestrian bridge superstructure components. The drawings shall include, but not be limited to the following:

Project number, town and crossing with bridge identification number (Bridge No. or Site No. as applicable)

Reference to the design specifications, including interim specifications

Design criteria

Material specifications for all components, including Charpy testing

Non-destructive weld testing requirements

Layout plan, Elevation View and Typical Bridge Section with Shipping length, width, height and weight of units to be transported

Framing plan, showing trusses, locations and details of all connections and field splices, support beams, deck edge supports, lateral bracing and bearing plate details. The number of truss sections shall be minimized to reduce the amount of field splicing, but shall allow for the legal transportation of the sections being shipped.

Identify all Fracture Critical Members (FCM’s)

Fabrication details, including member sizes, shear connectors, materials lists, etc.

Bolted splice details, including plate sizes, materials lists, installation instructions, etc. Splice plates shall be installed inside of the tubular members.

Dead load and permanent camber requirements

Deck plan, sections and details

Fencing and handrail details

Erection Plan and details with lifting point locations and complete erection sequence Contractor is required to provide for review and approval a maintenance and protection of traffic plan as outlined under Item #0971001A- Maintenance and Protection of Traffic for the required temporary traffic

SP-17

detour associated with the removal of the existing pedestrian bridge and the installation of the replacement pedestrian bridge prior to the commencement of any work. Plans should depict proposed crane lifting location and lay down area proposed along with required truck space for off-site removal of the existing bridge and off-loading of the replacement bridge depicting appropriate construction signage, cones and barricades.

Contractor is required to carefully dismantle the existing pedestrian bridge to be transported off—site for disposal by means of a crane. Contractor shall unbolt the existing pedestrian bridge for its existing abutment anchor bolts for removal.

Contractor shall provide a Bridge Dismantling Plan and Sequence for removal and dismantling the existing bridge which shall include the following information:

The location and design capacity of any temporary shoring towers.

The weight of each section of the existing superstructure handled during dismantling and the weight of the bridge on any towers.

Detailed dismantling and removal procedure for all stages of bridge removal that breaks down each stage into easy to follow steps.

The capacity, position and orientation of all cranes, steerable trailers, mobile lifting equipment, delivery trucks, jacks, etc. used to dismantle/remove the existing superstructure sections.

Crane charts

The limits of roadway closure and anticipated duration of each step of the dismantling and removal procedure.

Contractor shall provide a Bridge Erection Plan and Sequence which shall include the following information for all stages of installation:

The location and design capacity of any temporary shoring towers.

The weight of each section of the superstructure handled during installation and the weight of the bridge on any towers.

Detailed installation procedure for all stages of installation that breaks down each stage into easy to follow steps.

The capacity, position and orientation of all cranes, steerable trailers, mobile lifting equipment, delivery trucks, jacks, etc. used to move/assemble the superstructure sections.

Crane charts

The limits of roadway closure and anticipated duration of each step of the installation procedure.

Temporary staging layout including orientation of equipment required to make splice connections.

The Design Computations shall include, but not be limited to the following:

The project number, town and bridge identification (crossing and Bridge No. or Site No.)

References to design specifications, including interim specifications, and the applicable code section and articles

Description/documentation for all computer programs used in the design

Drawings/models of the structure, components and connections, with dimensions, loads and references to the local and global coordinate systems used (as applicable), to facilitate review of the results

A tabulation of the section properties of the tubular members at each analyzed section. The tabulated values should include the dimensions of rectangular sections, wall thickness, inside bend radius, cross-sectional area, moment of inertia, section modulus, radius of gyration, and the effective length factor.

Field splice design and calculations.

SP-18

Coefficients and factors used in the design

Results of all group loads and load combinations

Horizontal and vertical deflections due to load combination Service I in Table 3.4.1-1of AASHTO

LRFD

The Contractor shall submit the packaged set of working drawings and calculations to the Town. The working drawings, and design computations shall be sealed by a Professional Engineer licensed in the State of Connecticut, who shall also be available for consultation in interpreting his computations and drawings and in the resolution of any problems which may occur during the performance of the work. Please note that each working drawing must be sealed.

The reviewed and stamped working drawings and calculations will be returned to the Contractor, along with a recommendation regarding acceptance. Should the Town recommend resubmittal, the Contractor shall address the comments and resubmit the corrected package with a letter indicating the disposition of his responses to the comments. After the Town has reviewed the revised package and the responses, ensured all comments have been addressed satisfactorily and have found the submittal to be acceptable, a recommendation for acceptance may be sent to the Contractor.

The replacement bridge superstructure shall be designed in accordance with the latest editions of the following specifications, including interim specifications: LRFD Guide Specifications for the Design of Pedestrian Bridges (LRFD Guide), and the AASHTO LRFD Bridge Design Specifications (LRFD Specifications).

The replacement superstructure shall have a total camber at mid span as shown on the original plans.

The replacement structure shall be shipped with sufficient dunnage and shall be securely tied down in such a manner as to protect the structure from damage.

The replacement superstructure supplier shall provide the services of an on-site technical advisor to instruct the Contractor in the proper method of handling and placement of the replacement prefabricated bridge superstructure. The technical advisor shall remain on the site during the entire bridge erection operation and will be discharged of his/her services only at the Engineer’s discretion. Installation of the bridge shall be performed and paid in accordance with these specifications.

Should the Contractor cause any damage to the roadway or its appurtenances, utilities above or below the roadway or other structures nearby, he shall be responsible to repair the damage or replace the damaged element at his own cost. Such repairs or replacement are subject to prior approval by the Engineer.

The replacement prefabricated pedestrian bridge superstructure may be delivered to the job site in sections with measurements and weights as depicted on the plans and accepted Working Drawing submittal.

Fabrication and construction of the replacement pedestrian bridge superstructure shall conform to the Standard Form 819, Article 6.03.03.

Bearing plates shall be shop welded to the structure prior to installation. Contractor to furnish and install Elastomeric Bearing Pads, Setting Plate and grout required per the approved shop drawing.

The minimum vertical and horizontal clearances for operating equipment under and adjacent to overhead utility lines shall be in accordance with the current State of Connecticut & OSHA Regulations. Deviations, including power outages, require prior written approval from the utility owner.

Installation of the replacement superstructure shall be completed in accordance with a detailed Bridge Erection Plan and Sequence submitted to and accepted by the Engineer a minimum of 60 calendar days before the scheduled installation date of the superstructure.

The deck shall be constructed with edge supports beneath the timber decking walkway as part of the structural steel framing. The deck shall be designed with a maximum deflection due to live loads of L / 820.

Restoration of all areas disturbed as part of this work shall also be included under this line item.

Topsoil, Turf Establishment, and patching of Bituminous Concrete Pavement, as necessary, shall conform to applicable sections of the Form 819.

SP-19

Contractor is required to furnish, install, maintain and relocate sidewalk closure advanced warning signs and barricades within the work zone throughout the project duration in locations approved by the Engineer. If there is any duration of time between removal of the existing pedestrian bridge and installation of the replacement pedestrian bridge, the Contractor is required to furnish, install and maintain impassable safety barriers with signage in the vicinity of each of the existing abutments warning the bridge is out. Impassable safety barrier location, material and signage shall be reviewed and approved by the Engineer prior to installation.

Method of Measurement:

REPLACEMENT PEDESTRIAN BRIDGE SUPERSTRUCTURE- TIMBER DECK, being paid for on a lump sum basis, will not be measured for payment.

Furnishing, installing, maintaining and relocating sidewalk closure advanced warning signs and barricades within the work zone throughout the project duration and furnishing, installing and maintaining impassable safety barriers with signage in the vicinity of each of the existing abutments will not be measured for payment. This work and material will be included in the unit price bid for “REPLACEMENT PEDESTRIAN BRIDGE

SUPERSTRUCTURE- TIMBER DECK”.

Construction Surveying required for fabrication and installation of the replacement pedestrian bridge will not be measured for payment. This work will be included in the unit price bid for “REPLACEMENT PEDESTRIAN

BRIDGE SUPERSTRUCTURE- TIMBER DECK”.

Basis of Payment:

This work will be paid for at the lump sum price for “REPLACEMENT PEDESTRIAN BRIDGE SUPERSTRUCTURE- TIMBER DECK”, complete, in-place, and accepted, which price shall include all permits, materials, equipment, tools and labor incidental to the dismantling, removal and disposal of the existing pedestrian bridge superstructure, design, fabrication, construction, delivery, handling, unloading and erection of the replacement prefabricated bridge superstructure, including elastomeric bearing pads, setting plates, grout, temporary bridge support(s), furnishing and installing timber decking, furnishing, installing, maintaining and relocating sidewalk closure advanced warning signs and barricades, furnishing, installing and maintaining impassable safety barriers with signage, construction surveying, and turf and pavement restoration as required.

The cost of restoring any areas disturbed as part of the work, including topsoil, turf establishment, or pavement repairs, shall also be included in the lump sum bid price for “REPLACEMENT PEDESTRIAN

BRIDGE SUPERSTRUCTURE- TIMBER DECK”.

The cost for Construction Surveying required for fabrication and installation of the replacement pedestrian bridge shall be included in the lump sum bid price for “REPLACEMENT PEDESTRIAN BRIDGE

SUPERSTRUCTURE- TIMBER DECK”.

Item No. Description Unit

0604303A REPLACEMENT PEDESTRIAN BRIDGE SUPERSTRUCTURE- TIMBER DECK L.S

SP-20

ITEM # 0604304A REPLACEMENT PEDESTRIAN BRIDGE SUPERSTRUCTURE- CONCRETE DECK

Description:

Work under this item shall consist of dismantling, removal and off-site disposal of the existing pedestrian bridge superstructure, and designing, fabricating, furnishing and installing a replacement prefabricated pedestrian bridge superstructure with reinforced concrete deck attached to the existing bridge abutment with new anchor bolts. Work shall also include furnishing, installing and maintaining sidewalk closure advance warning signs and bridge closure impassable barriers. The replacement prefabricated pedestrian bridge superstructure shall generally resemble but need not be identical to the existing pedestrian bridge as shown in the original bridge and abutment design plans included in Attachment D, however the entire bridge superstructure shall be fully zinc coated (hot dipped) galvanized and painted.

Materials:

The record shop drawing depicting the existing bridge that is being replaced is included with this bid for reference. The contractor shall verify in the field all existing dimensions shown on this plan and shall provide a bridge suitable for installation on the existing abutments with new anchor bolts to be provided and installed under a separate pay item. In verifying dimensions, particular attention shall be paid to the reinstalled anchor bolt layout as well as to the required structure depth in order to ensure that the finished walking surface of the proposed bridge matches flush with the top of the abutments and adjoining sidewalk.

STEEL SUPERSTRUCTURE: The replacement prefabricated pedestrian bridge superstructure shall be a Contech Engineered Solutions- Continental Bridge- Connector® Pedestrian Steel Truss Bridge or approved equal utilizing steel Pratt-style trusses. The entire bridge superstructure shall be fully zinc coated (hot dipped) galvanized and painted.

The structural steel fabricator shall be certified by the AISC Quality Certification Program for fabrication of Intermediate Steel Bridge Structures (IBr).

The Contractor shall submit Certified Test Reports and Materials Certificates for steel superstructure components, including galvanized high-strength bolts in accordance with Form 819, Article 1.06.07. All major components of the trusses, such as top chord, bottom chord, verticals and diagonals shall be fabricated from rectangular steel tubing. All floor beams, stringers and lateral bracing shall be fabricated from rectangular galvanized steel tubing or structural galvanized steel shapes.

All rectangular Hollow Structural Sections (HSS) shall conform to ASTM A847 and shall be tested per AASHTO T243 M/T, frequency P, for tubular members.

BRIDGE FINISH: The entire bridge superstructure shall be fully zinc coated (hot dipped) galvanized and painted. All exterior surfaces to be painted shall be abrasively blast cleaned in accordance with SSPC-SP6 prior to application of primer. All exterior surfaces to be painted shall utilize a 2-coat system of an epoxy mid-coat and polyurethane topcoat. Paint color shall be a brown to closely match the weathered steel appearance (Sherwin Williams SW 2856 Fairfax Brown or similar), color samples to be provided and approved by the Town of Glastonbury.

All other steel shall be AASHTO M270 Grade 50W steel and tested per AASHTO LRFD Article 6.6.2 Fracture.

Charpy V-Notch Requirements

Type of Steel Grade of Steel Type of Member Min. Average Energy (FT- LBS)

Temperature (°F)

ASTM A1085 50 HSS 25 40

SP-21

AASHTO M270 50F2 All Remaining Shapes and Plates

25 40

Bolts shall be ASTM A325 galvanized. Washers shall be ASTM F436 galvanized. Nuts shall be ASTM A563 galvanized. All mounting hardware and fasteners shall be zinc coated (hot dipped) galvanized.

Tapered bearing plates shall be welded to the replacement bridge structure as shown on the original plans and shall be oriented such that the bottom of the sole plates are level (making up for residual camber) for installation of the replacement bridge on the existing abutments and new anchor bolts.

Bearing Pad(s): Existing bridge bearing pads are to be replaced with elastomeric bearing pads made of rubber like material. Bearing pads dimensions shall conform to the contract drawings and details to provide a flush transition to and from the existing sidewalk.

Welding details, procedures and testing shall conform to the ANSI/AWS D1.1 - Structural Welding Code.

Welding of shapes and plates shall conform to ANSI/AWS D1.5 Bridge Welding Code. All Fracture-Critical Members (FCM) shall be fabricated according to D1.5 Bridge Welding Code, Section 12.

REINFORCED CONCRETE DECK: 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 medium broom sidewalk finish.

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 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.

o The Wheel Width (in inches) is 2.5 ∗ √ሺ

.ଵ∗

ଶ.ହ ሻ , where P is the wheel load in pounds

Reinforcing steel shall be ASTM A615 Grade 60 epoxy coated bars. All bar bends, anchorage and splices

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shall be in accordance with AASHTO Specifications. Top reinforcing shall have a minimum clearance of 2" to the top of deck.

Reinforced concrete bridge deck shall be a minimum of 6” thick from the top of the decking to the bottom of the corrugated Stay-in-Place (S.I.P.) galvanized forms.

GENERAL BRIDGE PARAMETERS:

Replacement pedestrian bridge superstructure shall be fully galvanized and painted.

Configuration: Underhung Floor Length: 71’ – 0” (center to center of bearing) 71’ – 10” (out to out) Width: 6 ft.

Elevation Difference: 1’-10”± Camber: Dead Load Only Finish: Fully zinc coated (hot dipped) galvanized and painted.

Decking: Reinforced Concrete Railing Type: Horizontal pickets spaced at 4” max up to 54” above deck with toe plate.

Design Code: AASHTO LRFD Guide Specification for Design of Pedestrian Bridges Live Load: 85 psf (no dynamic load allowance) Design Vehicle: H5 (no dynamic load allowance)

ABUTMENT DESIGN LOADS: Original documentation regarding the soil conditions and allowable bearing pressure used for design of the existing abutments is depicted on the existing bridge abutment plans located in Attachment D. It is understood however that the abutments were designed at a minimum to support the reactions shown on the existing bridge shop drawing included in Attachment D of 22.4 kips total vertical superstructure dead load and live load, 4,100 lbs. dead load, 6,400 lbs. vertical wind load and 3,500 lbs.

transverse wind load. The bridge manufacturer shall provide computations for new bridge reactions at the abutments per current design standards to the Town for comparison to prior loading and further evaluation of the abutments by a structural engineer to be retained by the Town.

Construction Methods:

Prior to fabrication, the Contractor shall prepare and submit calculations and working drawings for the design, fabrication and erection of the prefabricated bridge superstructure for review in accordance with Article

1.05.02 and Sub Article 6.03.03-2. An individual, independently packaged set of working drawings and computations, with all details and documents necessary for fabrication and erection of the replacement structure and its components, including a copy of the certificate of insurance, shall be prepared and submitted for each pedestrian bridge superstructure. The bridge number (or site identifier, if no bridge number has been assigned) shall be included on these documents. The working drawings and computations shall be prepared in Customary U.S. units.

The packaged set of working drawings and computations for the replacement bridge superstructure shall be submitted for review. The packaged set shall include the following:

title sheet table of contents contact information for designer, fabricator and metallizer – contact information should include name and address of each firm and the name of contact person with phone number and email address copy of the certificate of insurance copy of fabricator’s AISC certification replacement pedestrian bridge superstructure working drawings replacement pedestrian bridge superstructure design computations welding procedures

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fracture control plan bridge erection plans replacement pedestrian bridge reaction calculations at each end of bridge

The working drawings and design computations shall be signed, dated and sealed by a Professional Engineer licensed in the State of Connecticut, who shall also be available for consultation in interpreting his computations and drawings, and in the resolution of any problems which may occur during the performance of the work. Each working drawing shall be signed, dated and sealed. The cover/first sheet for the computations shall be signed, dated and sealed.

The Working Drawings shall include complete details of all replacement pedestrian bridge superstructure components. The drawings shall include, but not be limited to the following:

Project number, town and crossing with bridge identification number (Bridge No. or Site No. as applicable)

Reference to the design specifications, including interim specifications

Design criteria

Material specifications for all components, including Charpy testing

Non-destructive weld testing requirements

Layout plan, Elevation View and Typical Bridge Section with Shipping length, width, height and weight of units to be transported

Framing plan, showing trusses, locations and details of all connections and field splices, support beams, deck edge supports, lateral bracing and bearing plate details. The number of truss sections shall be minimized to reduce the amount of field splicing, but shall allow for the legal transportation of the sections being shipped.

Identify all Fracture Critical Members (FCM’s)

Fabrication details, including member sizes, shear connectors, materials lists, etc.

Bolted splice details, including plate sizes, materials lists, installation instructions, etc. Splice plates shall be installed inside of the tubular members.

Dead load and permanent camber requirements

Deck plan, sections and details

Fencing and handrail details

Erection Plan and details with lifting point locations and complete erection sequence

Contractor is required to provide for review and approval a maintenance and protection of traffic plan as outlined under Item #0971001A- Maintenance and Protection of Traffic for the required temporary traffic detour associated with the removal of the existing pedestrian bridge and the installation of the replacement pedestrian bridge prior to the commencement of any work. Plans should depict proposed crane lifting location and lay down area proposed along with required truck space for off-site removal of the existing bridge and off-loading of the replacement bridge depicting appropriate construction signage, cones and barricades.

Contractor is required to carefully dismantle the existing pedestrian bridge to be transported off—site for disposal by means of a crane. Contractor shall unbolt the existing pedestrian bridge for its existing abutment anchor bolts for removal.

Contractor shall provide a Bridge Dismantling Plan and Sequence for removal and dismantling the existing bridge which shall include the following information:

The location and design capacity of any temporary shoring towers.

The weight of each section of the existing superstructure handled during dismantling and the weight of the bridge on any towers.

Detailed dismantling and removal procedure for all stages of bridge removal that breaks down

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each stage into easy to follow steps.

The capacity, position and orientation of all cranes, steerable trailers, mobile lifting equipment, delivery trucks, jacks, etc. used to dismantle/remove the existing superstructure sections.

Crane charts

The limits of roadway closure and anticipated duration of each step of the dismantling and removal procedure.

Contractor shall provide a Bridge Erection Plan and Sequence which shall include the following information for all stages of installation:

The location and design capacity of any temporary shoring towers.

The weight of each section of the superstructure handled during installation and the weight of the bridge on any towers.

Detailed installation procedure for all stages of installation that breaks down each stage into easy to follow steps.

The capacity, position and orientation of all cranes, steerable trailers, mobile lifting equipment, delivery trucks, jacks, etc. used to move/assemble the superstructure sections.

Crane charts

The limits of roadway closure and anticipated duration of each step of the installation procedure.

Temporary staging layout including orientation of equipment required to make splice connections.

The Design Computations shall include, but not be limited to the following:

The project number, town and bridge identification (crossing and Bridge No. or Site No.)

References to design specifications, including interim specifications, and the applicable code section and articles

Description/documentation for all computer programs used in the design

Drawings/models of the structure, components and connections, with dimensions, loads and references to the local and global coordinate systems used (as applicable), to facilitate review of the results

A tabulation of the section properties of the tubular members at each analyzed section. The tabulated values should include the dimensions of rectangular sections, wall thickness, inside bend radius, cross-sectional area, moment of inertia, section modulus, radius of gyration, and the effective length factor.

Field splice design and calculations.

Coefficients and factors used in the design

Results of all group loads and load combinations

Horizontal and vertical deflections due to load combination Service I in Table 3.4.1-1of AASHTO

LRFD

The Contractor shall submit the packaged set of working drawings and calculations to the Town. The working drawings, and design computations shall be sealed by a Professional Engineer licensed in the State of Connecticut, who shall also be available for consultation in interpreting his computations and drawings and in the resolution of any problems which may occur during the performance of the work. Please note that each working drawing must be sealed.

The reviewed and stamped working drawings and calculations will be returned to the Contractor, along with a recommendation regarding acceptance. Should the Town recommend resubmittal, the Contractor shall address the comments and resubmit the corrected package with a letter indicating the disposition of his responses to the comments. After the Town has reviewed the revised package and the responses, ensured

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all comments have been addressed satisfactorily and have found the submittal to be acceptable, a recommendation for acceptance may be sent to the Contractor.

The replacement bridge superstructure shall be designed in accordance with the latest editions of the following specifications, including interim specifications: LRFD Guide Specifications for the Design of Pedestrian Bridges (LRFD Guide), and the AASHTO LRFD Bridge Design Specifications (LRFD Specifications).

The replacement superstructure shall have a total camber at mid span as shown on the original plans.

The replacement structure shall be shipped with sufficient dunnage and shall be securely tied down in such a manner as to protect the structure from damage.

The replacement superstructure supplier shall provide the services of an on-site technical advisor to instruct the Contractor in the proper method of handling and placement of the replacement prefabricated bridge superstructure. The technical advisor shall remain on the site during the entire bridge erection operation and will be discharged of his/her services only at the Engineer’s discretion. Installation of the bridge shall be performed and paid in accordance with these specifications.

Should the Contractor cause any damage to the roadway or its appurtenances, utilities above or below the roadway or other structures nearby, he shall be responsible to repair the damage or replace the damaged element at his own cost. Such repairs or replacement are subject to prior approval by the Engineer.

The replacement prefabricated pedestrian bridge superstructure may be delivered to the job site in sections with measurements and weights as depicted on the plans and accepted Working Drawing submittal.

Fabrication and construction of the replacement pedestrian bridge superstructure shall conform to the Standard Form 819, Article 6.03.03.

Bearing plates shall be shop welded to the structure prior to installation. Contractor to furnish and install Elastomeric Bearing Pads, Setting Plate and grout required per the approved shop drawing.

The minimum vertical and horizontal clearances for operating equipment under and adjacent to overhead utility lines shall be in accordance with the current State of Connecticut & OSHA Regulations. Deviations, including power outages, require prior written approval from the utility owner.

Installation of the replacement superstructure shall be completed in accordance with a detailed Bridge Erection Plan and Sequence submitted to and accepted by the Engineer a minimum of 60 calendar days before the scheduled installation date of the superstructure.

The deck shall be constructed on a Steadfast™ galvanized Stay-In-Place (S.I.P.) form deck beneath the reinforced concrete decking walkway as part of the structural steel framing. Reinforcing steel required shall be ASTM A615 Grade 60 epoxy coated bars. The deck shall be designed with a maximum deflection due to live loads of L / 820.

Restoration of all areas disturbed as part of this work shall also be included under this line item.

Topsoil, Turf Establishment, and patching of Bituminous Concrete Pavement, as necessary, shall conform to applicable sections of the Form 819.

Contractor is required to furnish, install, maintain and relocate sidewalk closure advanced warning signs and barricades within the work zone throughout the project duration in locations approved by the Engineer. If there is any duration of time between removal of the existing pedestrian bridge and installation of the replacement pedestrian bridge, the Contractor is required to furnish, install and maintain impassable safety barriers with signage in the vicinity of each of the existing abutments warning the bridge is out. Impassable safety barrier location, material and signage shall be reviewed and approved by the Engineer prior to installation.

Method of Measurement:

REPLACEMENT PEDESTRIAN BRIDGE SUPERSTRUCTURE – CONCRETE DECK, being paid for on a lump sum basis, will not be measured for payment.

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Furnishing, installing, maintaining and relocating sidewalk closure advanced warning signs and barricades within the work zone throughout the project duration and furnishing, installing and maintaining impassable safety barriers with signage in the vicinity of each of the existing abutments will not be measured for payment. This work and material will be included in the unit price bid for “REPLACEMENT PEDESTRIAN BRIDGE

SUPERSTRUCTURE – CONCRETE DECK”.

Construction Surveying required for fabrication and installation of the replacement pedestrian bridge will not be measured for payment. This work will be included in the unit price bid for “REPLACEMENT PEDESTRIAN

BRIDGE…