ACCELERATED BRIDGE PROGRAM PHASE 1B ZONE 1 ......2012/04/11 · New York State Department of...

ACCELERATED BRIDGE PROGRAM PHASE 1B

ZONE 1 DESIGN-BUILD PROJECT

PIN SABP.01, Contract D900006

DB CONTRACT DOCUMENTS PART 3

PROJECT REQUIREMENTS

APRIL 11, 2012

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New York State Department of Transportation

Accelerated Bridge Program, Phase 1B, Zone 1 i Part 3, Design Requirements PIN SABP.01, Contract D900006 April 11, 2012

TABLE OF CONTENTS

1.0 GENERAL ......................................................................................................................... 1

1.1 PURPOSE ......................................................................................................................... 1 1.2 SUPPORTING ENGINEERING INFORMATION .............................................................. 1

1.2.1 Bridge Plans and Inspection Reports ....................................................................... 1 1.2.2 Surveying ................................................................................................................. 2

1.3 CADD .................................................................................................................................. 2 2.0 DESIGN CODES AND MANUALS ....................................................................................... 2 3.0 DESIGN CRITERIA ............................................................................................................ 3 3.1 BRIDGE LOADING .............................................................................................................. 3 3.2 PROPOSED DESIGN SPEED ............................................................................................. 3 3.3 GRADES .............................................................................................................................. 3

3.4 SAFETY CONSIDERATIONS .............................................................................................. 3

3.4.1 Geometrics ........................................................................................................................ 3 3.5 RIGHT-OF-WAY (ROW) ..................................................................................................... 3 3.5.1 ROW FENCING ................................................................................................................ 3 3.6 BASIS OF PAYMENT .......................................................................................................... 3

3.6.1 Region 1 Bridges – Work Payment Schedule .......................................................... 4 3.6.1.1 BIN 1053570—Route 9N Over Grove Creek .................................................... 4 3.6.1.2 BIN 1002610—Route 5 over Route 7 ................................................................ 4 3.6.1.3 BIN 4002590—Route 5 over Erie Canal ........................................................... 4 3.6.1.4 BIN 1004249—Route 7 over I-890 .................................................................... 5 3.6.1.5 BIN 1006800—Route 9N over Northwest Bay Brook ........................................ 5 3.6.1.6 BIN 1005720 – 912 Q over Route 9 .................................................................. 5

3.6.2 Region 7 Bridges Work Payment Schedule ............................................................. 6 3.6.2.1 BIN 1039340—Route 177 over North Branch Sandy Creek ............................. 6 3.6.2.2 BIN 3338960—Route 917V over Black River .................................................... 6 3.6.2.3 BIN 1032000—Route 193 over I-81 .................................................................. 6 3.6.2.4 BIN 1094690—Route 193 over I-81(NB) ........................................................... 6 3.6.2.5 BIN 1029320—Route 68 over Grannis Brook ................................................... 7 3.6.2.6 BIN 3339940—Route 812 over Indian River ..................................................... 7 3.6.2.7 BIN 1029590—Route 458 over St Regis River ................................................. 7

3.7 SCOPE OF WORK - MAJOR ITEMS ................................................................................... 7 3.7.0 Deck Removal and Replacement ............................................................................. 7 3.7.1 Bearing Restoration ................................................................................................. 8

3.7.1.1 Materials ............................................................................................................ 8 3.7.2 Bearing Replacement ............................................................................................... 9 3.7.3 Approach Work ........................................................................................................ 9 3.7.4 Pedestal Rehabilitation ............................................................................................ 9 3.7.5 Backwall Reconfiguration ......................................................................................... 9

3.7.5.1 Backwall Rehabilitation ................................................................................... 10 3.7.6 Curb Removal and Replacement ........................................................................... 10 3.7.7 Bridge Drainage ..................................................................................................... 10 3.7.8 Remove and Replace Joints .................................................................................. 10 3.7.9 Work Zone Traffic Control ...................................................................................... 10 3.7.10 Utilities .................................................................................................................. 11

3.8 SCHEDULE OF COMPLETION OF BRIDGES .................................................................. 12


Accelerated Bridge Program, Phase 1B, Zone 1 ii Part 3, Design Requirements PIN SABP.01, Contract D900006 April 11, 2012

3.9 LIQUIDATED DAMAGES................................................................................................... 13 3.10 ASBESTOS CONTAINING MATERIALS ......................................................................... 13 3.11 LOAD RATING SOFTWARE ........................................................................................... 14 3.12 BRIDGES OVER WATER ................................................................................................ 14 3.13 COMPLIANCE WITH APPROVED NEPA ACTION ......................................................... 14 3.14 ENVIRONMENTAL INFORMATION AND COMMITMENTS ........................................... 14

4.0 SCOPE OF WORK – REGION 1 BRIDGES ................................................................... 15

4.1 GENERAL ....................................................................................................................... 15 4.2 BRIDGE SPECIFIC SCOPE OF WORK ......................................................................... 16

4.2.1 BIN 1053570 – ROUTE 9N OVER GROVE BROOK ............................................. 16 4.2.2 BIN 1002610 – ROUTE 5 OVER ROUTE 7 ........................................................... 18 4.2.3 BIN 4002590 – ROUTE 5 OVER ERIE CANAL (WESTERN GATEWAY BRIDGE) ........................................................................................................................................ 20 4.2.4 BIN 1004249 – ROUTE 7 OVER I-890 .................................................................. 24 4.2.5 BIN 1006800 – ROUTE 9N OVER NORTHWEST BAY BROOK ........................... 26 4.2.6 BIN 1005720 – 912 Q OVER ROUTE 9 ................................................................. 28

5.0 SCOPE OF WORK – REGION 7 BRIDGES ................................................................... 31

5.1 GENERAL ....................................................................................................................... 31 5.2 BRIDGE SPECIFIC SCOPE OF WORK ............................................................................ 31

5.2.1 BIN 1039340 – ROUTE 177 OVER NORTH BRANCH SANDY CREEK ............... 31 5.2.2 BIN 3338960 – ROUTE 917V OVER BLACK RIVER ............................................ 33 5.2.3 BIN 1032000 – ROUTE 193 OVER I-81 (SB) ........................................................ 36 5.2.4 BIN 1094690 – ROUTE 193 OVER I-81 (NB) ........................................................ 37 5.2.5 BIN 1029320 –ROUTE 68 OVER GRANNIS BROOK ........................................... 39 5.2.6 BIN 3339940 – ROUTE 812 OVER INDIAN RIVER .............................................. 41 5.2.7 BIN 1029590 – ROUTE 458 OVER ST. REGIS RIVER ......................................... 42


Accelerated Bridge Program, Phase 1B, Zone 1 1 Part 3, Design Requirements PIN SABP.01, Contract D900006 April 11, 2012

1.0 GENERAL 1.1 PURPOSE This Part 3 establishes basic Design Requirements to be used in the design of the Project. In addition, NYSDOT standard drawings and specifications shall be followed for the preparation of construction documents. Any proposed deviation from the standard NYSDOT plans, details and specifications shall be submitted to NYSDOT for review and approval. Design is to be directed toward minimum maintenance expense and minimum disruption of local access and communities. Specific construction access and WZTC requirements shall be coordinated by the Design build team with NYSDOT. Preliminary requirements (when available) are listed for each bridge location. All design shall be performed in U.S. customary units. The Design shall be in conformance with the most recent edition of the New York State Department of Transportation, Standard Specifications, Construction and Materials, with addenda, issued by the Office of Engineering, except as noted in these design build documents. The Design-Builder (DB) shall prepare Design Plans and Project Specifications for the Project to New York State Department of Transportation standards for general content and format; and in accordance with the Contract and the following Department documents:

A) Department CADD Drafting Standards;

B) NYSDOT Highway Design Manual

C) NYSDOT Bridge Manual

D) NYSDOT Pavement Design Manual

E) NYS Steel Construction Manual

F) MUTCD

G) Precast Concrete Construction Manual Deviations may be made within the framework of these Design Requirements to meet the requirements of a particular problem. However, any deviation, discrepancy, or unusual solution requires Approval by the Department’s Project Manager before it can be included in the design. It is the responsibility of the Design-Builder to identify, explain, and justify any deviation from the established criteria and to secure the necessary Approval from the Department’s Project Manager. 1.2 SUPPORTING ENGINEERING INFORMATION 1.2.1 Bridge Plans and Inspection Reports Existing bridge plans and inspection reports are available from the following website:

https://www.dot.ny.gov/main/business-center/ABPphase1/xhy98754phase1b The Design-Builder shall verify and confirm available data, conditions and specific measurements prior to commencing the preparation of design documents.



1.2.2 Surveying The Design-Builder shall verify and confirm available survey data and specific field measurements prior to commencing the preparation of design documents.

1.3 CADD CADD formatting for Design and As-Built Plans shall conform to the Department’s CADD Drafting Standards and CADD Design Standards. 2.0 DESIGN CODES AND MANUALS In addition to these requirements, the Design-Builder must comply with all other applicable engineering codes and standards, including those of the various Federal, State, and local jurisdictions. If codes, standards and/or manuals are specified herein for the design of an element of the Project, then the edition(s) in effect at the date of issuance of the RFP (or date of subsequent addendum revising the code or manual) shall be applicable to the Project. Responsibility for design remains with the Design-Builder in accordance with the terms and conditions of the Contract. If a code, manual or standard is subsequently modified by the issuer, the Design-Builder shall notify the Department of such modification(s) and request the Department’s decision regarding application of the modification(s). If the Department directs the Design-Builder to comply with the modifications and any change in the cost or time of performance results, such change shall be covered by an Order-on-Contract. Specific codes and Standards include, but are not limited to the current edition of the following:

A) AASHTO A Policy on Geometric Design of Highways and Streets;

B) AASHTO Roadside Design Guide;

C) NYSDOT Highway Design Manual;

D) NYSDOT Bridge Manual;

E) NYSDOT Environmental Procedures Manual;

F) Manual of Uniform Traffic Control Devices (MUTCD);

G) NYSDOT Standard Specifications, Construction and Materials;

H) NYSDOT Policies and Standards for Entrances to State Highways;

I) NYSDOT Right-of-Way Mapping Manual;

J) NYSDOT Survey Standards and Procedures Manual;

K) NYSDOT Steel Construction Manual

L) NYSDOT BD Sheets

M) NYSDOT Standard Specifications for Highway Bridges-Blue Pages

N) AASHTO LRFD Bridge Design Specifications

O) Comprehensive Pavement Design Manual



P) Manual of Uniform Record Keeping (MURK) 3.0 DESIGN CRITERIA 3.1 BRIDGE LOADING The current level 1 or 2 inventory load ratings as indicated in this RFP shall not be reduced by more than 5% (after rehabilitation) of the current HS-20 capacity and the rehabilitated capacity shall always be more than HS-20 (36 Tons). 3.2 PROPOSED DESIGN SPEED The proposed design speed for a specific roadway shall be as listed in the design report. 3.3 GRADES New bridge decks, if cast in place, shall not have an overlay. The Design-Builder may propose milling the approach roadways and/or raising the bridge deck elevation to achieve a finished deck elevation that conforms to design requirements and standards for proper drainage and sight distance. See also specific bridge requirements listed below.

3.4 SAFETY CONSIDERATIONS

3.4.1 Geometrics

Within the Project limits, the design vertical grades shall satisfy roadway classification requirements.

3.5 RIGHT-OF-WAY (ROW) The existing right-of-way is not anticipated to be affected. If Project related ROW is required, it will be the Department’s responsibility to secure the necessary access. The Design-Builder is responsible for all non-project related ROW, such as securing easements for off-site ROW for material staging, equipment storage, project office/trailers and site for portable material laboratories.

3.5.1 ROW Fencing

ROW fencing is not anticipated to be affected by this project.

3.6 BASIS OF PAYMENT All work associated with a specific bridge shall be included in the lump sum price bid for that specific bridge. At each bridge, partial payments will be made according to the following schedule. It is anticipated that most bridges can be completed in two stages. If more than two stages are required, then the Stage One is defined as completion of 50% of the work associated with the



work item. Stage Two is defined as completion of the remainder of the work associated with this item. 3.6.1 Region 1 Bridges – Work Payment Schedule 3.6.1.1 BIN 1053570—Route 9N Over Grove Creek Work Item Percent of Lump Sum Price Stage One Demolition and Removal of Deck 5% Stage Two Demolition and Removal of Deck 5% Stage One Deck and Approach Slab Replacement

35%

Stage Two Deck and Approach Slab Replacement

35%

Completion of Bearing Repair/Replacement 5% All Other Miscellaneous Work (WZTC, Railings, etc.)

15%

3.6.1.2 BIN 1002610—Route 5 over Route 7 Work Item Percent of Lump Sum Price Stage One Demolition and Removal of Deck 5% Stage Two Demolition and Removal of Deck 5% Stage One Deck and Approach Slab Replacement

30%


30%

Stage One Curb and/or Sidewalk Replacement 5% Stage Two Curb and/or Sidewalk Replacement 5% Completion of Bearing Repair/Replacement 5% All Other Miscellaneous Work (WZTC, Railings, etc.)

15%

3.6.1.3 BIN 4002590—Route 5 over Erie Canal Work Item Percent of Lump Sum Price Stage One Demolition and Removal of Deck 5% Stage Two Demolition and Removal of Deck 5% Stage One Deck and Approach Slab Replacement

30%


30%

Stage One Curb and/or Sidewalk Replacement 5% Stage Two Curb and/or Sidewalk Replacement 5% Completion of Bearing Repair/Replacement 5% All Other Miscellaneous Work (WZTC, Railings, 15%



street lighting, etc.) NOTE: BECAUSE OF THE LENGTH OF THE BRIDGE, THE PAYMENT FOR THE STAGE ONE AND STAGE TWO DECK AND APPROACH SLAB REPLACEMENT WORK WILL BE BASED ON 1/11th OF WORK TO BE PAID FOR EACH SPAN COMPLETED FOR THAT STAGE. 3.6.1.4 BIN 1004249—Route 7 over I-890 Work Item Percent of Lump Sum Price Stage One Demolition and Removal of Deck 5% Stage Two Demolition and Removal of Deck 5% Stage One Deck and Approach Slab Replacement

30%


30%

Stage One Curb and/or Sidewalk Replacement 5% Stage Two Curb and/or Sidewalk Replacement 5% Completion of Bearing Repair/Replacement 5% All Other Miscellaneous Work (WZTC, Railings, etc.)

15%

3.6.1.5 BIN 1006800—Route 9N over Northwest Bay Brook Work Item Percent of Lump Sum Price Stage One Demolition and Removal of Deck 5% Stage Two Demolition and Removal of Deck 5% Stage One Deck and Approach Slab Replacement

35%


35%


15%

3.6.1.6 BIN 1005720 – 912 Q over Route 9 Work Item Percent of Lump Sum Price Demolition and Removal of Deck 10% Deck and Approach Slab Replacement 60% Curb and/or Sidewalk Replacement 10% Completion of Backwall Reconfiguration 5% All Other Miscellaneous Work (WZTC, Railings, etc.)

15%



3.6.2 Region 7 Bridges Work Payment Schedule 3.6.2.1 BIN 1039340—Route 177 over North Branch Sandy Creek Work Item Percent of Lump Sum Price Stage One Demolition and Removal of Deck 5% Stage Two Demolition and Removal of Deck 5% Stage One Deck and Approach Slab Replacement

30%


30%

Stage One Curb and/or Sidewalk Replacement 5% Stage Two Curb and/or Sidewalk Replacement 5% Completion of seismic retrofit 5% All Other Miscellaneous Work (WZTC, Railings, etc.)

15%

3.6.2.2 BIN 3338960—Route 917V over Black River Work Item Percent of Lump Sum Price Demolition and Removal of Deck 10% Deck and Approach Slab Replacement 60% Curb and/or Sidewalk Replacement 10% Completion of Pin and Hanger Cleaning and Painting

5%

All Other Miscellaneous Work (WZTC, Railings, etc.)

15%

3.6.2.3 BIN 1032000—Route 193 over I-81 Work Item Percent of Lump Sum Price Demolition and Removal of Deck 10% Deck and Approach Slab Replacement 70% Completion of Backwall Reconfiguration 5% All Other Miscellaneous Work (WZTC, Railings, etc.)

15%

3.6.2.4 BIN 1094690—Route 193 over I-81(NB) Work Item Percent of Lump Sum Price Demolition and Removal of Deck 10% Deck and Approach Slab Replacement 70% Completion of Backwall Reconfiguration 5% All Other Miscellaneous Work (WZTC, Railings, etc.)

15%



3.6.2.5 BIN 1029320—Route 68 over Grannis Brook Work Item Percent of Lump Sum Price Demolition and Removal of Deck 10% Deck and Approach Slab Replacement 70% Completion of Bearing Repair/Replacement 5% All Other Miscellaneous Work (WZTC, Railings, etc.)

15%

3.6.2.6 BIN 3339940—Route 812 over Indian River Work Item Percent of Lump Sum Price Stage One Demolition and Removal of Deck 5% Stage Two Demolition and Removal of Deck 5% Stage One Deck and Approach Slab Replacement

35%


35%


15%

3.6.2.7 BIN 1029590—Route 458 over St Regis River Work Item Percent of Lump Sum Price Demolition and Removal of Deck 10% Deck and Approach Slab Replacement 35% Curb and/or Sidewalk Replacement 10% Completion of Bearing Repair/Replacement 5% Primary Steel Member Rehabilitation 25% All Other Miscellaneous Work (WZTC, Railings, etc.)

15%

3.7 SCOPE OF WORK - MAJOR ITEMS 3.7.0 Deck Removal and Replacement Deck removal shall be in conformance with Section 580 of the NYSDOT Standard Specifications. The Design-Builder shall follow all local laws and codes regarding noise and dust control while performing the work. Deck replacement shall be in conformance with Section 557 of the NYSDOT Standard Specifications. The Design-Builder shall be responsible for the review and approval of all shop drawings needed for the scope of work at all the bridge sites. The Design Quality Assurance Engineer shall provide oversight.



All safety precautions and requirements must be strictly followed including protection of utilities and areas under the bridge decks. Pre-stressed forms are not permitted. Removable forms or steel SIP forms are permitted. As part of the deck removal existing bridge railing must be removed. Railing and any additional salvaged materials should be stockpiled to a location designated by NYSDOT adjacent to the bridge. NYSDOT will remove the salvaged material from the bridge site. If the Design-Builder proposes a precast deck system the design shall follow NYSDOT standards. The Design-Builder shall demonstrate that the proposed pre-cast deck system will have adequate structural performance and durability through structural testing similar to that indicated in the NTIS PB2011-101995 UHPC Deck connection Report. The testing laboratory or agency credentials shall be submitted for approval to NYSDOT. The deck shall have equal or better performance than a cast-in-place deck. 3.7.1 Bearing Restoration Restoration of bearings, when listed under a specific bridge, should consist of the following: Expose sliding/rocking surfaces, clean the bearings including the bearing sliding/rocking surface and the bearing plate surface of all rust and debris to bare metal, apply a coating of waterproof grease on both surfaces. Reinstall the bearing components to their as-designed configuration and alignment based on the ambient temperature at re-installation. Temporary bearings may be needed if existing bearing components need to be machined or replaced due to their condition. For elastomeric bearing restoration, if the neoprene is not damaged it should be retained. If the neoprene is damaged it shall be replaced. Steel elements shall be cleaned and painted accordingly to NYSDOT Standard Specification. The proposed scheme for restoration shall be submitted to DQAE for review and approval. Modern materials may be substituted in place of original materials (at no cost to the Department) if they can provide the same or better durability and function based on laboratory testing. Only materials on the approved materials list intended for bearings may be used as substitutes. The re-installed bearings shall then be painted as per NYSDOT standard painting requirements for steel elements. The Design-Builder has the option of replacing the bearings rather than restoring them if he determines that it is more advantageous to do so. An entire line of bearings shall be either replaced or restored. The proposed scheme shall be submitted to the CQAE for approval. 3.7.1.1 Materials Mill and shop inspection: All new steel shall be mill and shop inspected as required by the SCM. Fabrication details: The requirements of subsection 565-2.02 shall apply to all fabrication done for bearing restoration unless subsection 565-2.02 clearly does not apply to the bearing restored.



Lubricants: The lubricant shall be multi-purpose automotive grease conforming to SAE J310 designation MPG. Only fresh lubricant arriving at the work site, in the manufacturer’s unopened containers shall be used to lubricate the bearings. Bearing pads: New bearing pads shall comply with the requirements of 728-01, 728-02, or 728-03. Only one type of bearing pad shall be installed on any one structure. Protective coating: The requirements of subsection 565-2.04 shall apply

3.7.2 Bearing Replacement

Replacement of bearings, when listed under a specific bridge, should consist of the following: The bearings shall be removed and replaced. The new bearings shall be designed and constructed in accordance with NYSDOT standards. Replacement of bearings may also require raising the height of pedestals or increasing haunches or other means to achieve the proper elevation. The cost of this work is included in the lump sum bid price.

3.7.3 Approach Work

It is anticipated that a minimum of 50 feet of roadway shall be milled or removed for transitioning the pavement on each end of the bridge and for the installation of new approach slabs. The distances required by design may be longer. A minimum of 12 inches of roadway depth shall be removed in removal areas. Old approach slabs (if present) shall be removed. New approach slabs shall be constructed as well as pressure relief joints and sleeper slabs, per NYSDOT standards. New pavement shall be placed on the approaches to the proper grade as required by design per NYSDOT Standards.

Provide current standard rail transitions at the approaches and necessary approach guiderail modifications or replacement as required to NYSDOT standards. When the bridge scope of work indicates that a concrete barrier be installed a granite curb and stone gutters shall be installed.

3.7.4 Pedestal Rehabilitation Pedestal rehabilitation, when listed under a specific bridge, should consist of the following: The pedestals shall be rehabilitated by removing unsound concrete and replacing the removed material with approved repair materials conforming to current standards. NYSDOT standard concrete repair procedures shall be used as outlined in Section 582 of the Standard Specifications. The limits of removal shall be mapped on the area to be repaired and presented for approval to CQAE or representative prior to beginning repairs. Work on the repairs shall not begin until approval is granted by the CQAE.

3.7.5 Backwall Reconfiguration

The upper 12 inches (minimum) of each backwall shall be removed permanently to allow for the placement of approach slabs and the bridge deck on the backwall. Joints at abutments shall be



eliminated unless noted otherwise. Additionally, the backwalls shall be reconfigured as needed to place the slab on top of the backwall. See BD-SS5E and associated drawings for details. 3.7.5.1 Backwall Rehabilitation Backwall rehabilitation, when listed under a specific bridge, should consist of the following: The backwalls shall be repaired by removing and replacing loose, hollow sounding or damaged concrete. NYSDOT Specifications Section 582 shall be followed for the execution of this repair. The limits to be repaired shall be mapped on the area to be repaired and presented for approval to the Department’s CQAE or his representative prior to beginning repairs. Work on the repairs shall not begin until approval is granted by the CQAE. 3.7.6 Curb Removal and Replacement Curb removal shall be in conformance with Section 580 of the NYSDOT Standard Specifications. The Design-Builder shall follow all local laws and codes regarding noise and dust control while performing the work. Curb replacement shall be in conformance with Section 609 of the NYSDOT Standard Specifications. The Design-Builder shall specify the shape of the curb in conformance with NYSDOT standards and guidelines. The new curb shall be granite. 3.7.7 Bridge Drainage The Design-Builder shall review all bridges with scuppers with the goal of eliminating the scuppers and the associated drainage pipes and downspouts. A hydraulic analysis and the guidance in the Department’s Bridge Manual in Section 5.4, Deck Drainage, shall be used to determine if the existing drainage system can be eliminated. If the system can be eliminated all parts of the system shall be removed from the structure and any connections to catch basins or other drainage facilities closed and sealed. If a bridge drainage system is necessary, a new system shall be installed in conformance with the current NYSDOT standards and applicable environmental regulations. 3.7.8 Remove and Replace Joints The Design-Builder shall review the existing bridge drawings and remove and replace existing joints unless noted otherwise in the bridge specific work listed below. The replacement joint shall provide the same expansion or contraction function as the existing joint. The Design-Builder shall select the appropriate type of joint from the Department’s BD sheets. The shop drawings will be reviewed by the Design-Builder for all the replacement joints. The design shall be submitted to the DQAE for review and acceptance. 3.7.9 Work Zone Traffic Control Each work site shall have a Work Zone Traffic Control (WZTC) that is fully designed in drawings and specifications conforming to Section 619 of the NYSDOT Standard Specifications. The site specific design shall be subject to approval by the Department’s Project Manager or representative before any work shall take place at that site.



NYSDOT’s CQAE and the Design-Builder shall coordinate with any municipality or agency affected by any detours or road closures that are part of the WZTC and have comments from those municipalities or agencies incorporated by the Design-Builder (as determined by the CQAE) into the site’s WZTC plan. 4 VMS signs shall be placed 14 days ahead of a full roadway closure and 2 VMS signs shall be placed 7 days ahead of a staged closure. VMS signs shall alert drivers and pedestrians of the impending roadway closure. Each specific bridge Scope of work states whether the bridge rehabilitation can be performed using a full closure or a partial closure. The Design-Builder has the option of proposing alternate WZTC schemes. These alternate schemes shall be presented to the NYSDOT for review and approval and then to the local agencies. If the scheme is approved a new NEPA checklist shall be prepared and submitted for approval. For bridges with full closures the work area shall be fully protected with concrete barrier and any other necessary traffic control devices required by the Manual of Uniform Traffic Control Devices and listed in Section 619 of the Standard Specifications. For full bridge closures an off-site detour shall be developed by the Design-Builder that utilizes the shortest route on State owned highways that has no bridges with load postings or R-posted restrictions or vertical clearance restrictions. The detour shall be fully signed. For bridges with partial closures that utilize alternating one-way traffic, temporary traffic signals shall be used. If there are existing traffic signals that are close to the work site and will be affected by the WZTC, they may be used as part of the WZTC plan, but shall be modified as needed so as to function safely during the performance of the work. If necessary, they may be relocated, re-timed, or otherwise modified, but shall be returned to their original condition when the work is completed. Coordination with local officials shall be conducted by the Design Builder and NYSDOT. NYSDOT’s CQAE shall be contacted by the Design Builder 2 weeks in advance of any proposed closure or staging. Areas and roadways beneath the bridges shall be protected from any falling debris or material as a result of the work. The Design-Builder shall submit to the Department’s CQAE the means and method of providing such protection prior to its use or installation. Roadways beneath the bridges with deck removal and replacement will also have a WZTC plan developed for any lane closings on those roadways and those WZTC plans shall be submitted to the Department’s Project Manager before any work at that site. The minimum lane width shall be 10’-0” (12 feet for interstates) unless noted otherwise in the WZTC sections. 3.7.10 Utilities The Design-Builder shall examine the record plans of the work site, make a field survey of the work site and examine all other available documents to determine the type and location of all



utilities that may be affected by the work. Before any work begins the Design-Builder shall inform the Department’s Project Manager what utilities are present and how they may be affected by the work. The Design-Builder in coordination with the Department’s Project Manager (or his designee) shall meet with all the affected Utility owners or operators for the purpose of discussing the affect on the utility facilities and to agree on a plan to maintain, protect, relocate, reinstall, or other action that may be necessary for the work to progress. All utilities must be maintained, supported and protected during construction. Any utility that is suspended, attached or fixed to the bridge superstructure shall be maintained in place and protected by the Design-Builder from any damage or interruption of service. Any damage due to the Design-Builder’s operations shall be repaired at the Design-Builder’s expense. Any utility conduit, conductor, splice box, pull box or other item that is part of a utility system or street light system that is embedded in a concrete deck, sidewalk or other concrete element that is being removed and replaced as part of this contract work shall be replaced in kind in the new sidewalk or deck. The design and construction of the replaced utility shall be to the current standards of the Utility owner. Any street light system attached to the bridge shall have poles and luminaires removed, stored and reinstalled. Care shall be taken that they are not damaged and any poles or luminaires damaged shall be repaired or replaced at the Design-Builder expenses. The Design-Builder shall make good any damage and consequential damages to those utilities caused by his operations. If the nature of the damage is such as to endanger the satisfactory operations of the utilities and the necessary repairs are not immediately made by the Design-Builder, the work may be done by the respective owning companies and the cost thereof charged against the Design-Builder. The Design-Builder shall provide the Construction Quality Assurance Engineer (CQAE) at least 10 days notice before construction begins on any portion of the bridge. The CQAE will notify the Regional Utility Engineer of the pending construction and of any planned interruptions to service. It should be noted that utility companies set their own notification time frames and requirements. Gas mains may not be taken out of service between November 15th and March 15th. Any interruptions to service will require the approval of the CQAE. The cost of this work shall be in the Lump Sum bid for the bridge item for each bridge. 3.8 SCHEDULE OF COMPLETION OF BRIDGES Four (4) of the bridges that are included in the Project Scope of Work shall be completed and fully opened to traffic before November 30, 2012. The Design-Builder may select any of the bridges to be completed prior to November 30, 2012 subject to any constraints in the particular Scope of Work for that bridge. The remainder of the bridges that are included in the project Scope of Work shall be completed and open to traffic prior to November 30, 2013. All work on the design and on the construction shall be completed prior to December 31, 2013.



3.9 LIQUIDATED DAMAGES Refer to Section DB 108-5 Liquidated Damages will be assessed based on the following table BIN Region County Town/City Liquidated

Damages per Calendar Day

1002610 1 Schenectady Schenectady $1,500

1004249 1 Schenectady Schenectady $1,500

1005720 1 Warren Lake George $1,500

1006800 1 Warren Bolton $1,000

1053570 1 Essex Port Henry $1,000

4002590 1 Schenectady Rotterdam $4,000

1029320 7 St. Lawrence

Canton $1,000

1029590 7 Franklin Waverly $1,500

1032000 7 Jefferson Ellisburg $1,000

1039340 7 Jefferson Rodman $1,500

1094690 7 Jefferson Ellisburg $1,000

3338960 7 Jefferson Le Ray $1,500

3339940 7 Lewis Croghan $1,000

3.10 ASBESTOS CONTAINING MATERIALS Refer to “ASBESTOS ASSESTMENT REPORT” website: https://www.dot.ny.gov/main/business-center/ABPphase1/xhy98754phase1b for list of inspections and samplings of the various structures associated with this contract, for the presence of asbestos-containing materials (ACM). The selected firm shall be responsible for providing any necessary asbestos inspection, project design and abatement project/air monitoring services as part of this contract in accordance with 12 NYCRR 56. NYSDOL asbestos licensure and applicable staff certification(s) are required for structure rehabilitation work where confirmed or presumed asbestos-containing materials are impacted. Suspect asbestos-containing bridge materials include, but are not limited to, the following:

• Suspended, buried or concrete-encased utilities (Telephone, Water, Sewer, Gas)



• Joint Fillers • Bond Breakers • Caulking and Sealers • Steel and Masonry Coatings

All necessary asbestos inspection, project design and project/air monitoring work shall be conducted in conformance with policy and guidance provided in NYSDOT TEM Section 4.4.19 - Asbestos Management. 3.11 LOAD RATING SOFTWARE For bridges load rated using the Virtis AASHTOWare application, the following shall apply: (1) Firms currently licensing Virtis Version 6.2 for Department load rating work may continue to use Version 6.2. (2) Since AASHTOWare no longer ships Virtis Version 6.2, firms not currently licensing Virtis must license Version 6.3 with the supplemental BRASS-Girder (STD) analysis engine licensed directly from the Wyoming Department of Transportation. The Virtis Version 6.3 AASHTOWare engine does not allow composite rolled beam sections with bottom flange cover plates in the positive moment areas to go plastic and utilize Section 10.50.1.1 of the 17th Edition Standard Specification. The Virtis Version 6.3 AASHTOWare engine allows plastic analysis for steels with minimum yield strengths below 33 ksi. This provision should be disabled for these situations. 3.12 BRIDGES OVER WATER The Design-Builder shall not place any equipment or materials in the water or allow any material to fall into the water and shall not interfere with vessel traffic. The US Coast Guard shall be notified prior to start of work. 3.13 COMPLIANCE WITH APPROVED NEPA ACTION NEPA environmental approval for the subject project has been granted based on analysis and documentation of potential environmental impacts of the identified preferred alternative. This analysis is summarized along with any identified environmental commitments and depicted in the Design Report/Environmental Document for the subject project. If during detailed design and/or construction the Design-Builder introduces design elements, variations, or methodologies that potentially induce environmental impacts that differ from those identified in the approved Design Report/Environmental Document or is unable to comply with established environmental commitments then the NEPA process for this project will need to be re-evaluated prior to proceeding with construction. This requirement also applies to proposed variations which may affect resources covered under Section 106, Section 4(f), Executive Order 11990 (wetlands), and other applicable federal and state environmental regulations. The need to re-evaluate the NEPA process may impact the overall project schedule. 3.14 ENVIRONMENTAL INFORMATION AND COMMITMENTS The following table summarizes the available environmental information and commitments:



4.0 SCOPE OF WORK – REGION 1 BRIDGES 4.1 GENERAL The scope of rehabilitation for the bridges in this Region, includes but is not limited to, the following items:

a. Deck removal and replacement.



b. Sidewalk removal and replacement* c. Joint removal and replacement d. Wearing surface removal (new wearing surface and a waterproofing membrane shall be

provided only if precast deck is used)* e. Bridge Rail and pedestrian/snow fencing removal and replacement* f. Shear stud or shear spiral removal* (as required at Design-Builder option)* g. Installation of new shear studs h. Milling and replacement of approach pavements. i. Eliminate scuppers per drainage design* j. Hazmat analysis and disposal (see Design Reports)

*The presence of specific elements such as shear studs, sidewalks, joints, scuppers, fencing, etc. shall be determined by a review of existing contract plans and field visits as necessary. See Section 3.7 above for specific work item requirements. See also section 4.2 below for bridge specific requirements. See Section 3.1 for Bridge Loading. All repairs shall be structural in nature and shall be permanent. The standard NYSDOT concrete and steel repair details, specifications and materials shall be used for all repairs. Any proposed materials not on the NYSDOT approved materials list may be submitted for approval in accordance with the approval process. No construction work shall be performed without prior approval of signed and sealed “Release for Construction” drawings. The Design-Builder (DB) shall submit the signed and sealed drawings to the State’s Design Quality Assurance Engineer (DQAE) for review. The DQAE will review the drawings within 2 working days hours and give comments to the DB. When the DQAE comments have been addressed by the DB to the satisfaction of the DQAE, the DQAE will initial the drawings indicating such. Other bridge specific scope of work items are listed below: 4.2 BRIDGE SPECIFIC SCOPE OF WORK The following subsections define the specific anticipated scope of rehabilitation at each bridge in addition to the general scope listed above:

4.2.1 BIN 1053570 – ROUTE 9N OVER GROVE BROOK

Required Bridge Section

The required bridge section shall be 33’-8” feet fascia to fascia, the same width as the existing width. The roadway shall consist of two 4’-2” shoulders, and two 11-foot lanes. A 1’-8” of deck width on each side shall be provided for placement of the rail. Curbs or sidewalks shall not be provided. 4.2.1.1. General Bridge Description This one span bridge is approximately 33’-8” feet long and approximately 33 feet wide. It was constructed in 1941 as a non-composite concrete deck on steel members.



4.2.1.2. Load Rating The bridge currently has a Level 1 inventory load rating of HS-20 (35 Tons). Level 1 load rating calculations for the proposed rehabilitation shall be performed by the Design-Builder and submitted to NYSDOT for review and approval prior to commencing construction. 4.2.1.3 Specific Scope for this structure A. Bearing Restoration (12 estimated)

See Section 3.7.1. Exposed surfaces of fixed bearing shall only be cleaned and painted. B. Backwall Reconfiguration

See Section 3.7.5. B.1 Backwall Rehabilitation See Section 3.7.5.1 The end backwall shall be repaired in the areas of bay 3 by removing and replacing loose, hollow sounding or damaged concrete.

C. Utilities There are no utilities indicated in the original design plans. The Design-Builder shall confirm the presence or absence of utilities by coordinating with the respective utilities and reviewing available information. Should utilities exist on, under or over the bridge, they should be protected and all utility safety guidelines shall be followed during construction. D. Approach Work

See Section 3.7.3. E. Rail Existing bridge pylons shall be removed. New curb-less, four-rail steel bridge rail shall be provided, with transition guiderails updated to current standards.

F. Joints

Expansion and fixed deck joints shall be eliminated, per the approach work indicated in Section 3.7.3 and 3.7.5. G. Shear Studs



Shear studs shall be added if the existing steel is found to have satisfactory weldability. H. Work Zone Traffic Control

It is anticipated that the rehabilitation will be performed using staged construction. One-way traffic with temporary signals may be utilized to remove and replace each half of the bridge, as existing traffic volumes are maintained during construction. The following stipulations also apply: 1) During construction staging, 10-foot (min.) lanes in each stage are permitted.

Alternating one way traffic shall be controlled by temporary traffic signals. 2) There are no daily temporary lane closure restrictions, other than Holiday. 3) Pedestrians need not be accommodated in the staging. 4) Route 9N is BIKE ROUTE 9, so appropriate signing shall be included to

accommodate bikes in the travel lane. 5) The temporary signal system shall include the driveway in the SE quadrant. 6) All guiderail must be installed in the appropriate stage before changing stages. Coordination shall be conducted by the Design-Builder and NYSDOT to ensure that lane closure restrictions are met. Coordination with local fire, police and emergency services shall be performed by the Design-Builder.

4.2.2 BIN 1002610 – ROUTE 5 OVER ROUTE 7


The required bridge section shall be 76’-4” feet fascia to fascia, the same width as the existing width. The roadway shall consist of from left to right a 9’-1” sidewalk, 5” wide curb, a 15-foot lane, a 12-foot lane, an 11-foot lane, a 16-foot lane a 5” wide curb and a 9’-1” sidewalk. 1’-8” of deck width on each side shall be provided for placement of the rail. 4.2.2.1. General Bridge Description

This one span bridge is approximately 74 feet long and approximately 76 feet wide. It was constructed in 1957 as a concrete deck composite with rolled steel members, supported by steel sliding bearings on concrete abutments. 4.2.2.2. Load Rating The bridge currently has a Level 1 inventory load rating of HS-20 (52 tons). Level 1 load rating calculations for the proposed rehabilitation shall be performed by the Design-Builder and submitted to NYSDOT for review and approval prior to commencing construction. 4.2.2.3 Specific Scope for this structure A. Bearing Restoration (20 estimated)

See Section 3.7.1.



B. Pedestal Rehabilitation See Section 3.7.4. C. Backwall Reconfiguration

See Section 3.7.5

D. Utilities There are utilities indicated in the original design plans, including water pipes and other utility conduits under the deck, as well as electrical conduits in the westerly sidewalk. The Design-Builder shall confirm the presence or absence of utilities by coordinating with the respective utilities and reviewing available information. All impacted utilities shall either be replaced or supported during construction. Utilities existing on, under or over the bridge should be protected and all utility safety guidelines shall be followed during construction. Existing signals and overhead utilities located adjacent to the bridge shall be maintained during construction. Existing traffic signals may be utilized in the WZTC scheme per the requirements of 3.7.9 and subsection I. below. The following is a list of utilities and contact numbers that are available for this bridge: City of Schenectady Sewer 518-382-5116 City of Schenectady Traffic 518-382-5065 City of Schenectady Water 518-382-5023 Fiber Technologies LLC. (Clear) 800-497-5578 National Grid / East (Gas and Electric Clear) 800-262-8600 (There may be lighting circuits in bridge deck) NYS DOT Albany – Region 1 (Clear) 518-388-0380 NYS Office of Technology 518-858-2793 Department of Telecom Verizon / East (subsurface and under deck) 315-448-2506 E. Approach Work See Section 3.7.3. F. Rail New four-rail steel bridge rail with pedestrian fencing shall be provided, with transition guiderails updated to current standards. G. Joints

Expansion and fixed deck joints shall be eliminated as per Section 3.7.3 and 3.7.5. H. Shear Studs



If studs/spirals are removed then new studs shall be installed. If a precast deck option is selected, the existing shear studs/spirals shall be removed and replaced by new studs, as required to meet the above noted load capacity requirements post-rehabilitation. . I. Work Zone Traffic Control

It is anticipated that the rehabilitation will be performed using staged construction. The following WZTC stipulations are applicable to this structure:

1) During construction staging, one lane in each direction on Route 5, (min lane width of 11 ft.), and one sidewalk shall be kept open. Appropriate “SIDEWALK CLOSED” signing placed as per standard sheets shall be installed. Temporary lane closures will be allowed to set up and taken down during staging, but Route 5 shall not be totally closed at any time. Temporary lane closures will be allowed on Route 7 and Route 5 as follows: No temporary lane closures (non-concrete barrier stages) on EB and WB Route 7 and EB and WB Route 5 from 7-9 AM, 3-6 PM, Mon-Fri. There are no time restrictions for temporary lane closures either on Route 5 or Route 7 on weekends. Holiday restrictions (for temporary lane closures) apply for all sites.

2) Two adjacent traffic signals owned and maintained by the City of Schenectady on Route 5 must be modified during the Route 5 staging. Temporary actuation must be provided in each stage. The existing signal locations utilize mast arms. The Design-Builder shall coordinate with the City (John Collucio, City of Schenectady Traffic Operations – 518-382-5065) to determine if the signal heads can be relocated to the appropriate staging locations. If not then the Design-Builder shall provide temporary traffic signals to control the intersections on each end of the bridge.

3) Due to adjacent neighborhoods, work hours are limited to 6 AM to 10 PM, daily, unless authorized by the State’s Construction Quality Assurance Engineer.

4) When access to ramps is prohibited due to staging, the Design Build team shall coordinate with the City to be able to design and use a signed detour over local highways. The DB can design and use State highways in the area to sign the shortest State detour.

5) All guiderail must be up in the appropriate stage before changing stages. 6) Re-establish existing traffic signal system operation upon completion of

construction. Coordination shall be conducted by the Design-Builder and NYSDOT to ensure that closure restrictions are met. Coordination with local fire, police and emergency services shall be performed by the Design-Builder.

4.2.3 BIN 4002590 – ROUTE 5 OVER ERIE CANAL (WESTERN GATEWAY BRIDGE)


The required bridge section shall be 70’-6” feet fascia to fascia, 2-6” wider than the existing width. The roadway shall consist of, from left to right: a 5’-2” sidewalk, a 5” wide



curb, a 4-foot shoulder, four-12 foot lanes, a 4-foot shoulder, a 5” wide curb and a 5’-2” sidewalk. Each fascia shall provide 1’-8” of deck width for placement of the rail.

It is brought to the attention of the Design-Builder that modifications to the fascia girder framing and the exterior bays may be necessary to accommodate the required wider section. The Design-Builder shall submit to the DQAE their proposed concept with supporting data for review prior to developing the design. Design development shall not begin until the DQAE’s comments on the concept have been addressed and responses have been accepted by the DQAE.

4.2.3.1. General Bridge Description This eleven span bridge is approximately 1873 feet long and approximately 68 feet wide. It was constructed in 1974 as a concrete deck composite with steel haunched plate girders supported by steel rocker bearings on eight concrete piers and two abutments. Four of the eleven spans are cantilevered, meeting at two pairs of roller bearing lines, which divide the total span length into approximately three equal expansion lengths. 4.2.3.2. Load Rating The bridge currently has a Level 2 inventory load rating of HS-20 (31 tons). Level 1 load rating calculations for the proposed rehabilitation shall be performed by the Design-Builder and submitted to NYSDOT for review and approval prior to commencing construction. Improvement of the load rating may be achieved by utilizing lightweight concrete, repairs to primary and secondary members or by replacement of the primary members, if the Design-Builder determines that this it is more advantageous to do so. Existing Virtis model requires corrections to the web profile to match the record plans. 4.2.3.3 Specific Scope for this structure A. Bearing Replacement (80 Estimated)

See Section 3.7.2. All bearings shall be replaced except as noted below. A1. Seismic Restrainers (16 Estimated) Seismic restrainers, catcher blocks or a combination of seismic rehabilitation elements are required on this bridge to satisfy seat width requirements. The Design-Builder may propose alternative concepts to address seismic seat width requirements. The concept shall be submitted for approval to NYSDOT for review and approval. The Design-Builder is directed to the FHWA “Seismic Retrofitting Manual for Highway Structures: Part 1 Bridges”, Section 8.4.2 – EXPANSION JOINT RETROFIT, for guidance on the expected retrofit scope and the AASHTO LRFD Bridge Design Specifications, Section 4.7.4.4. B. Bearing Restoration (16 estimated)



The roller bearings at piers 4 and 7 (ends of cantilever spans) shall be restored.

See Section 3.7.1. C. Superstructure Primary and Secondary Member Rehabilitation

Repairs to primary and secondary steel members identified in the inspection report as having condition ratings of less than 5 shall be performed. Roller bearings shall be analyzed and strengthened as needed to meet the seismic requirements of Section A1 above. D. Backwall Reconfiguration See Section 3.7.5

E. Utilities There are utilities indicated in the original design plans within the sidewalk and underneath the deck. The Design-Builder shall confirm the presence or absence of utilities by coordinating with the respective utilities and reviewing available information. All impacted utilities shall either be replaced or supported during construction. The roadway lighting system shall be removed, stored and reset. Light poles or fixtures damaged by the Design Builder shall be replaced at the Design Builder’s expense. The current lighting system shall be analyzed to determine if additional light standards are needed to meet current standards. If additional lights need to be installed and the system upgraded they shall be included in the scope of work and in the lump sum price bid for this bridge. There are currently 17 lights on the structure. There are 8 on the right side and 9 on the left. Utilities should be protected and all utility safety guidelines shall be followed during construction. Existing signals located adjacent to the bridge shall be maintained during construction. Existing navigation lights are currently bolted to the bridge deck fascia and shall be removed and replaced as required by the USCG guidelines. Active (working) navigation lights are required for the duration of construction. The number and location of new scuppers shall be determined by the Design-Builder. Calculations shall be submitted to NYSDOT for approval. See Section 3.7.7. The following is a list of utilities and contact numbers that are available for this bridge: City of Schenectady Sewer 518-382-5116 City of Schenectady Traffic 518-382-5065 City of Schenectady Water 518-382-5023 National Grid / East (Electric Marked, Gas Clear) 800-262-8600 (16 Inch Gas Transmission Line subsurface on Scotia Side of Bridge)



NYS DOT Albany – Region 1 518-388-0380 Time Warner Cable / Schenectady A (Clear) 708-844-6794 Town of Glenville 518-688-1217 Time Warner Telecom Albany (Clear) 704-844-6794 Verizon / East 315-448-2506 Village of Scotia 518-393-2159

F. Approach work

See Section 3.7.3. The length of approach transition may exceed 100 feet on each end. Abutment and wingwalls shall be modified, as necessary, to accommodate a total of 2’-6” widening of the superstructure. The widening will be equal on both sides. The overhangs will each increase by 1’-3”.

G. Shear Studs If studs/spirals are removed then new studs shall be installed. If a precast deck option is selected, the existing shear studs/spirals shall be removed and replaced by new studs, as required to meet the above noted load capacity requirements post-rehabilitation.

H. Joints

Replace deck joints at expansion piers (roller bearings). Existing expansion joints at each abutment will be eliminated. See Section 3.7.3 and 3.7.5. I. Rail

Remove existing inner bridge rail and outer pedestrian fencing. At each fascia, new four-rail steel bridge rail with sidewalk and pedestrian fencing shall be provided, with transition guiderails updated to current standards. J. Work Zone Traffic Control

It is anticipated that the rehabilitation will be performed using staged construction. Coordination shall be conducted by the Design-Builder and NYSDOT to ensure that closure restrictions are met. Coordination with local fire, police and emergency services shall be performed by the Design-Builder. Coordination with the U.S. Coast Guard shall be performed regarding the removal and replacement of navigation lights.

The following WZTC stipulations are applicable to this structure:

1) During construction staging, one 11-foot minimum lane in each direction and

pedestrian access shall be provided. Appropriate “SIDEWALK CLOSED” signs shall be placed as per standard sheets.

2) Prior to and after long term staging, daily lane closure restrictions shall be as follows: No temporary lane closures shall be made on EB Route 5 from 7 to 9 AM, and on WB Route 5 from 3 to 6 PM, Mon-Fri.



3) Route 5 is BIKE ROUTE 5 in this location, appropriate signing shall be included to accommodate bikes in the travel lane.

4) Be aware of overhead utility lines that may affect construction staging. 5) All guiderail must be installed in the appropriate stage before changing stages. 6) School ramps shall not be allowed to be closed.

4.2.4 BIN 1004249 – ROUTE 7 OVER I-890


The required bridge section shall be 61’-2” fascia to fascia, the same as the existing width. The roadway shall consist of from left to right a 2’-1” raised safety walk, a 2’-6” shoulder, two 12-foot lanes, a 4-foot median with a full section concrete barrier, two 12-foot lanes, a 2’-6” shoulder, and a 2’-1” raised safety walk. 4.2.4.1. General Bridge Description This bridge is approximately 212 feet long and approximately 61 feet wide, and consists of four simply supported spans. It was constructed in 1962 as a concrete deck composite with rolled steel members supported on steel sliding bearings on concrete piers and abutments. 4.2.4.2. Load Rating The bridge currently has a Level 2 inventory load rating of HS-20 (38 tons). Level 1 load rating calculations for the proposed rehabilitation shall be performed by the Design-Builder and submitted to NYSDOT for review and approval prior to commencing construction. 4.2.4.3 Specific Scope for this structure A. Bearing Restoration (63 Estimated)

See Section 3.7.1. B. Backwall Reconfiguration

See Section 3.7.5 B.1 Backwall Rehabilitation See Section 3.7.5.1. End abutment backwall shall be rehabilitated. C. Pedestal Rehabilitation

See Section 3.7.4

D. Utilities



There is a utility conduit in the safety walk that shall be removed and reinstalled during construction. The Design-Builder shall confirm the presence of utilities by coordinating with the respective utilities and reviewing available information. Utilities should be protected and all utility safety guidelines shall be followed during construction. The following is a list of utilities and contact number that are available for this bridge: AT & T (Clear) 800-252-1133 City of Schenectady Sewer 518-382-5116 City of Schenectady Traffic 518-382-5065 City of Schenectady Water 518-382-5023 National Grid / east (Electric and Gas Clear) 800-262-8600 NYS DOT Albany – Region 1 518-388-0380 NYS Office of Technology 518-858-2793 (Department of Telecom) Time Warner Cable / Schenectady A (Clear) 708-844-6794 Town Of Guilderland Water and Sewer (Clear) 518-456-6474 Town of Rotterdam Water and Sewer 518-355-7575 x395 Verizon / East (Clear) 315-448-2506

E. Approach Work and Wingwall Rehabilitation See Section 3.7.3. The end abutment wingwalls shall be rehabilitated by removing unsound concrete and replacing the removed material with approved repair materials conforming to current standards. NYSDOT standard concrete repair procedures shall be used. F. Rail New two-rail steel bridge rail with a brush curb shall be provided, with transition guiderails updated to current standards. New concrete median barrier shall be provided between directions of travel.

G. Joints

Abutment joints shall be eliminated. Expansion joints shall be removed and replaced. See Section 3.7.3 and 3.7.5.

H. Shear Studs

The existing structure is shown on the original plans to be composite. If studs/spirals are removed then new studs shall be installed. If a precast deck option is selected, the existing shear studs/spirals shall be removed and replaced by new studs, as required to meet the above noted load capacity requirements post-rehabilitation.

I. Work Zone Traffic Control



It is anticipated that the rehabilitation will be performed using staged construction. Coordination shall be conducted by the Design-Builder and NYSDOT to ensure that closure restrictions are met. Coordination with local fire, police and emergency services shall be performed by the Design-Builder. The following WZTC stipulations are applicable to this structure: 1) During construction staging, one lane (11 ft min stage 1, 13 ft min stage 2) in each

direction shall be provided. Pedestrians are not required to be accommodated. 2) Shall the staging entail merging the ramp from EB I-890 into EB Chrysler Ave,

traffic enforcement shall be retained in peak times to reduce non-compliance. 3) No temporary single lane closures will be allowed on Route 7 from 7 to 9 AM, 3 to

6 PM, Mon-Fri. There will be no restrictions for temporary single lane closures on I-890. Temporary double lane closures on I-890 shall be restricted from 6 to 10 AM, 3 to 7 PM, Mon-Fri.

4) Overhead signs shall be modified / covered prior to each stage. 5) The concrete barrier will need to be connected to the existing median guiderail

during the staging. Include appropriate detail. 6) All guiderail must be installed in the appropriate stage before changing stages. 7) There are no weekend restriction

4.2.5 BIN 1006800 – ROUTE 9N OVER NORTHWEST BAY BROOK


The required bridge section shall be 29’-4” fascia to fascia, 4 inches wider than the existing width. The roadway shall consist of from left to right a 2’-0” shoulder, two 11-foot lanes, and a 2’-0” shoulder. 1’-8” of deck width on each side shall be provided for placement of the rail. Curbs shall not be provided. 4.2.5.1. General Bridge Description This bridge is approximately 33 feet long and approximately 29 feet wide. It was constructed in 1926 as a non-composite concrete deck on rolled steel members supported on steel bearing plates on concrete abutments. 4.2.5.2. Load Rating The bridge currently has a Level 2 inventory load rating of HS-20 (73 tons). Level 1 load rating calculations for the proposed rehabilitation shall be performed by the Design-Builder and submitted to NYSDOT for review and approval prior to commencing construction. 4.2.5.3 Specific Scope for this structure A. Bearing Replacement ( 8 Estimated)

See Section 3.7.2. Replace expansion bearings only. A.1 Superstructure Widening



The proposed rehabilitation includes the widening of the deck by a total of 4”. The backwalls and wingwalls of each abutment shall be modified as necessary to accommodate this increase in superstructure width, B. Bearing Restoration ( 8 Estimated) See Section 3.7.1. Restore fixed bearings only. C. Pedestal Rehabilitation

See Section 3.7.4 D. Backwall Reconfiguration

See Section 3.7.5.

E. Primary Member Rehabilitation

The section loss in the web of the fascia stringers shall be repaired by the addition of new steel plates. All new steel shall be painted in accordance with NYSDOT specifications.

F. Utilities There are no utilities indicated in the original design plans. The Design-Builder shall confirm the presence or absence of utilities by coordinating with the respective utilities and reviewing available information. Should utilities exist on, under or over the bridge they shall be protected and all utility safety guidelines shall be followed during construction.

G. Approach Work See Section 3.7.3. Modify backwall and wingwalls to accommodate the permanent removal of the bridge curb. H. Rail New curbless, four-rail steel bridge rail shall be provided, with transition guiderails updated to current standards.

I. Joints

Expansion and fixed deck joints at the abutments shall be eliminated. See Section 3.7.3 and 3.7.5. J. Shear Studs



Shear studs shall be added if the existing steel is found to have satisfactory weldability. K. Work Zone Traffic Control

It is anticipated that the rehabilitation will be performed using staged construction. Coordination shall be conducted by the Design-Builder and NYSDOT to ensure that closure restrictions are met. Coordination with local fire, police and emergency services shall be performed by the Design-Builder. The following WZTC stipulations are applicable to this structure: 1) During construction staging, at least one 10 ft travel lane to be maintained by a

one way temporary traffic signal. Pedestrian access is not required for this rural site.

2) There are no temporary lane closure restrictions. Holiday / Event restrictions will be included, but only refer to temporary lane closures, not the long term signal system.

3) All guiderail must be up in the appropriate stage before changing stages.

4.2.6 BIN 1005720 – 912 Q OVER ROUTE 9


The required bridge section shall be 51’-2” fascia to fascia, matching the existing width. The roadway shall consist of from left to right a 2’-7” brush curb, a 3’-0” shoulder, two 12-foot lanes, one 4 feet median and one 12-foot lanes, a 3’-0” shoulder, and a 2’-7” brush curb. 4.2.6.1. General Bridge Description This three span bridge is approximately 142 feet long and approximately 51’-2” feet wide. It was constructed in 1964 as a composite concrete deck on steel members. 4.2.6.2. Load Rating The bridge currently has a Level 2 inventory load rating of HS-20 (59 tons). Level 1 load rating calculations for the proposed rehabilitation shall be performed by the Design-Builder and submitted to NYSDOT for review and approval prior to commencing construction. 4.2.6.3 Specific Scope for this structure

A. Approach Work

See Section 3.7.3. B. Backwall Reconfiguration

See Section 3.7.5.



C. Utilities There are no utilities indicated in the original design plans. The Design-Builder shall confirm the presence or absence of utilities by coordinating with the respective utilities and reviewing available information. Should utilities exist on, under or over the bridge they should be protected and all utility safety guidelines shall be followed during construction.

D. Rail New two-rail steel bridge rail shall be provided, mounted on 2’-7” brush curb, with transition guiderails updated to current standards.

E. Joints

Expansion and fixed deck joints at the abutments shall be eliminated. See Section 3.7.3 and 3.7.5. F. Shear Studs The existing structure is shown on the original plans to be composite. If studs/spirals are removed then new studs shall be installed. If a precast deck option is selected, the existing shear studs/spirals shall be removed and replaced by new studs, as required to meet the above noted load capacity requirements post-rehabilitation. G. Work Zone Traffic Control

Coordination shall be conducted by the Design-Builder and NYSDOT to ensure that closure restrictions are met. Coordination with local fire, police and emergency services shall be performed by the Design-Builder. The following WZTC stipulations are applicable to this structure: 1) The proposed work on this structure shall be performed under a total closure. The

work window shall be: no road closure allowed from Jan 1 to March 31, no road closure between Memorial Day Weekend to the Sunday after Labor Day Weekend (inclusive), and no road closure from Nov 15 to Dec 31.

2) Pedestrians will not be accommodated during construction. 3) There are no daily lane closure restrictions from Jan 1 to Memorial Day Weekend,

and from the Sunday after Labor Day Weekend to Dec 31. All proposed work between Memorial Day and Labor Day shall include a No 7-9 AM, 3-6PM, Mon-Fri., no Saturday / Sunday work allowed restriction.

4) VMS should be included on I-87 to direct traffic to appropriate exit during closure period.

5) There are no restrictions on Route 9.



5.0 SCOPE OF WORK – REGION 7 BRIDGES 5.1 GENERAL The scope of rehabilitation for the bridges in this Region, includes but is not limited to, the following items:

a. Deck removal and replacement* b. Sidewalk removal and replacement* c. Joint removal and replacement* d. Wearing surface removal (new wearing surface and a waterproofing membrane SHALL

NOT be provided if a precast deck is used)* e. Bridge Rail and pedestrian/snow fencing removal and replacement* f. Shear stud or shear spiral removal (as required at Design-Builder option)* g. Installation of new shear studs h. Milling and replacement of approach pavements i. Eliminate scuppers per drainage design* j. Hazmat analysis and disposal (See DR Reports)

*The presence of specific elements such as shear studs, sidewalks, scuppers, fencing, etc. shall be determined by a review of existing contract plans and field visits as necessary See Section 3.1 for Bridge Loading. All repairs shall be structural in nature and shall be permanent. The standard NYSDOT concrete and steel repair details, specifications and materials shall be used for all repairs. Any proposed materials not on the NYSDOT approved materials list may be submitted for approval in accordance with the approval process. No construction work shall be performed without prior approval of signed and sealed “Release for Construction” drawings. The Design-Builder (DB) shall submit the signed and sealed drawings to the State’s Design Quality Assurance Engineer (DQAE) for review. The DQAE will review the drawings and give comments to the DB. When the DQAE comments have been addressed by the DB to the satisfaction of the DQAE, the DQAE will initial the drawings indicating his approval. 5.2 BRIDGE SPECIFIC SCOPE OF WORK The following subsections define the specific anticipated scope of rehabilitation at each bridge in addition to the general scope listed above: 5.2.1 BIN 1039340 – ROUTE 177 OVER NORTH BRANCH SANDY CREEK


The required bridge section shall be 35 out to out of the fascia girder flange, the same as the existing width. The required bridge section shall consist of a 1’- 5” brush curb, a 5” wide granite curb, a 3-foot shoulder, two 12-foot lanes, a 3-foot shoulder, a 5” wide curb and a 1’-5” brush curb. There are 7 inches from the edge of the fascia girder flange to



the centerline of girder on both sides. A portion of the brush curb is under the fascia girder flange and 1” clear from the fascia girder web. 5.2.1.1. General Bridge Description This bridge is approximately 259 feet long and approximately 35 feet wide and consists of three simply supported spans. It was constructed in 1959 as a concrete deck composite with steel members. 5.2.1.2. Load Rating The bridge currently has a Level 2 inventory load rating of HS-20 (35 tons). Level 1 load rating calculations for the proposed rehabilitation shall be performed by the Design-Builder and submitted to NYSDOT for review and approval prior to commencing construction. 5.2.1.3 Specific Scope for this structure A. Superstructure

Exterior girders and framing may require modifications including the addition of new steel members to accommodate the new deck and to provide sufficient load capacity as needed. Grating and grating support stringers shall be removed.

A1. Seismic Restrainers Seismic restrainers, catcher blocks or a combination of seismic rehabilitation elements are required on this bridge to satisfy seat width requirements. The Design-Builder may propose alternative concepts to address seismic seat width requirements. The concept shall be submitted for approval to NYSDOT for review and approval. The Design-Builder is directed to the FHWA “Seismic Retrofitting Manual for Highway Structures: Part 1 Bridges”, Section 8.4.2 – EXPANSION JOINT RETROFIT, for guidance on the expected retrofit scope and the AASHTO LRFD Bridge Design Specifications, Section 4.7.4.4.

B. Backwall Reconfiguration

See Section 3.7.5.

C. Utilities There are no utilities indicated in the original design plans. The Design-Builder shall confirm the presence or absence of utilities by coordinating with the respective utilities and reviewing available information. Should utilities exist on, under or over the bridge they should be protected and all utility safety guidelines shall be followed during construction. Existing overhead utilities located adjacent to the bridge shall be maintained during construction.



D. Approach Work

See Section 3.7.3. E. Rail New two-rail steel bridge rail shall be provided on a raised safety walk, with transition guiderails designed to meet standards. F. Joints Abutment joints shall be eliminated. Existing deck expansion joints shall be removed and replaced. See Section 3.7.3 and 3.7.5. G. Shear Studs The existing structure is shown on the original plans to be composite. If studs/spirals are removed then new studs shall be installed. If a precast deck option is selected, the existing shear studs/spirals shall be removed and replaced by new studs, as required to meet the above noted load capacity requirements post-rehabilitation. H. Work Zone Traffic Control

It is anticipated that the rehabilitation will be performed using staged construction. Minimum of eleven feet travel lane shall be used. Alternating one-way traffic with temporary traffic signals is permitted. See section 3.7.9. Coordination shall be conducted by the Design-Builder and NYSDOT to ensure that closure restrictions are met. Coordination with local fire, police and emergency services shall be performed by the Design-Builder.

5.2.2 BIN 3338960 – ROUTE 917V OVER BLACK RIVER


The required bridge section shall be 41’-11” feet fascia to fascia, 9” narrower than the existing width. The new section shall consist of (from left to right) a 1’-8” of deck for placement of a rail, 6-foot shoulder, two 12- foot lanes and a 3-foot shoulder, 5” granite curb and a 5’-2” sidewalk and an additional 1’-8” of sidewalk width for placement of the rail. The installation of edge beams spanning between floorbeams may be required.

It is brought to the attention of the Design Builder that modifications to the fascia girder framing and the exterior bays may be necessary to accommodate the required section.

The overhang on the left side shall be 1’-8”. The overhang on the right side shall be 4’-3”.

The Design Builder shall submit their proposed concept with supporting data for review to the DQAE prior to developing the design. Design development shall not begin until



the DQAE’s comments on the concept have been addressed and accepted by the DQAE. 5.2.2.1. General Bridge Description This five span bridge is approximately 418 feet long and approximately 42’-8” feet wide. It was constructed in 1953 as a non-composite concrete deck supported on skewed floorbeams. The floorbeams rest on built-up riveted steel plate girders that are supported by steel rocker bearings on two concrete piers and two abutments. The central span (3) is suspended from cantilever spans 2 and 4 via pin-and-hanger connections. 5.2.2.2. Load Rating The bridge currently has a Level 2 inventory load rating of HS-20 (32 tons). Level 1 load rating calculations for the proposed rehabilitation shall be performed by the Design-Builder and submitted to NYSDOT for review and approval prior to commencing construction. The Design-Builder shall improve the load rating and has the option of using lightweight concrete, strengthen primary members or replacing the primary members if the Design-Builder determines that this it is more advantageous to do so. An accurate load rating using Virtis/Opis is not possible due to the skewed interior floorbeams. Another method of analysis should be used for the final Level 1 Load Rating of the floorbeams. May want to consider using a 8.5” composite deck to achieve HS-20 capacity. 5.2.2.3 Specific Scope for this structure A. Superstructure / Secondary Steel Member Modifications Connections at twenty-one (21) locations between vertical struts from the bottom lateral bracing and floorbeam bottom flanges shall be modified to improve floorbeam fatigue life. The retrofit consists of grinding off a weld on a clip angle and bolting it. If cracks are found, they shall be repaired in accordance with NYSDOT requirements. B. Pedestal Rehabilitation

See Section 3.7.4 C. Pin and Hanger Cleaning, lubrication and painting

The pin and hanger connections shall be cleaned, lubricated and painted. The pins shall not be removed. D. Backwall Reconfiguration

See Section 3.7.5.

E. Utilities



There are utilities indicated in the original design plans and other sources, which note a 6” diameter sanitary force main in a 12” HDPE casing suspended from the W24 floorbeams. The Design-Builder shall confirm the presence or absence of utilities by coordinating with the respective utilities and reviewing available information. Utilities should be protected and all utility safety guidelines shall be followed during construction. The number and location of new scuppers shall be determined by the Design-Builder and submitted to NYSDOT for approval. See Section 3.7.7.

BIN Utility Owner Contact Address/Telephone 3338960 Sanitary

Sewer Force

Development Authority of the North Country

Byron Perry 315-661-3210 315-767-8954

F. Approach Work

See Section 3.7.3 G. Bridge Rails Existing two-rail bridge rail at each edge of roadway, and four-rail bridge rail with fencing along the fascia of each sidewalk shall be removed. The new superstructure shall have a widened shoulder and no sidewalk on the left side side, with new three-rail steel bridge railing along the fascia on the roadway. The right side of the superstructure shall have a sidewalk with new four-rail steel bridge railing along the fascia. The reconstructed sidewalk shall include two 2½” diameter conduits for future utility use. Transition guiderails on both sides of the new deck shall be designed to meet current standards. H. Joints Abutments joints shall be eliminated, deck expansion joints above the pin-and-hangers shall be removed with the existing deck and replaced with the new deck. See Section 3.7.3 and 3.7.5. I. Shear Studs

Design-Builder has the option of a cast-in-place deck where shear studs will be needed. If a precast slab is proposed the Design-Builder shall add studs if the Design-Builder determines necessary to do so. J. Work Zone Traffic Control

An off-site detour, utilizing NYS Routes 971V, 3, and 342 is the preferred method of maintaining traffic. Coordination shall be conducted by the Design-Builder and NYSDOT



to ensure that closure restrictions are met. The maximum closure time is limited to 174 calendar days. No winter closures (Nov. 1 to April 1) will be permitted. Temporary signs will need to be installed advising motorists of the presence of local business that have been bypassed by the detour. Coordination with local fire, police and emergency services shall be performed by the Design-Builder.

5.2.3 BIN 1032000 – ROUTE 193 OVER I-81 (SB)


The required bridge section shall be 38’-10” fascia to fascia, 3’-7 ½ ” wider than the existing width. The roadway shall consist of 5’-9 ½” shoulders and two-12 foot lanes. 1’-7 ½ ” of deck width on each side shall be provided for placement of a concrete barrier. 5.2.3.1. General Bridge Description This bridge is approximately 126 feet long and approximately 35 feet wide and consists of three simply supported spans. It was constructed in 1961 as a concrete deck composite with rolled steel members supported on steel sliding bearings on two three-column concrete piers and concrete abutments. 5.2.3.2. Load Rating The bridge currently has a Level 2 inventory load rating of HS-20 (50 tons). Level 1 load rating calculations for the proposed rehabilitation shall be performed by the Design-Builder and submitted to NYSDOT for review and approval prior to commencing construction. 5.2.3.3 Specific Scope for this structure A. Superstructure Widening

The proposed rehabilitation includes a widening of the deck by a total of 3’-7½”. The backwalls and wingwalls of each abutment shall be modified as necessary to accommodate this increase in superstructure width. The steel sidewalk and steel curbing along with railing shall be removed. Grating and supporting elements shall be removed also. B. Backwall Reconfiguration

See Section 3.7.5.

C. Utilities There are no utilities indicated in the original design plans. The Design-Builder shall confirm the presence or absence of utilities by coordinating with the respective utilities and reviewing available information.



Should utilities exist on, under or over the bridge they should be protected and all utility safety guidelines shall be followed during construction.

D. Approach Work

See Section 3.7.3 The approach roadways shall be transitioned to match the new bridge width. E. Rails Existing two-rail bridge rail with snow fencing shall be removed and new F-shaped reinforced concrete bridge barrier shall be provided along each fascia, with transition guiderails updated to current standards. One barrier shall include two 2½” diameter conduits within the base for future utility use. F. Joints

Abutment joints shall be eliminated. Existing deck expansion joints shall be removed with the existing deck and replaced with the new deck. See Section 3.7.3 and 3.7.5. G. Shear Studs The existing structure is shown on the original plans to be composite. If studs/spirals are removed then new studs shall be installed. If a precast deck option is selected, the existing shear studs/spirals shall be removed and replaced by new studs, as required to meet the above noted load capacity requirements post-rehabilitation. H. Work Zone Traffic Control An off-site detour, utilizing I-81, is the preferred method of maintaining traffic. Part of the detour is on County Road 90. Detour resolution is pending. Daily lane closures are acceptable on I-81. Maximum combined closure time for BIN 1032000 and BIN 1094690 to be limited to 146 calendar days. No winter closures (Nov. 1 to April 1) will be permitted. Coordination shall be conducted by the Design-Builder and NYSDOT to ensure that closure restrictions are met. Coordination with local fire, police and emergency services shall be performed by the Design-Builder.

5.2.4 BIN 1094690 – ROUTE 193 OVER I-81 (NB)


The required bridge section shall be 38’-10” fascia to fascia, 3’-7 1/2” wider than the existing width. The roadway shall consist of 5’-9 ½” shoulders and two 12-foot lanes. A 1’-7 ½” deck width on each side shall be provided for placement of a concrete barrier. 5.2.4.1. General Bridge Description



This bridge is approximately 126 feet long and approximately 35 feet wide and consists of three simply supported spans. It was constructed in 1961 as a concrete deck composite with rolled steel members supported on steel sliding bearings on two three-column concrete piers and concrete abutments. 5.2.4.2. Load Rating The bridge currently has a Level 2 inventory load rating of HS-20 (46 tons). Level 1 load rating calculations for the proposed rehabilitation shall be performed by the Design-Builder and submitted to NYSDOT for review and approval prior to commencing construction. 5.2.4.3 Specific Scope for this structure A. Superstructure Widening

The proposed rehabilitation includes a widening of the deck by a total of 3’-7½”. The backwalls and wingwalls of each abutment shall be modified as necessary to accommodate this increase in superstructure width. The steel sidewalk and curb shall be removed as well as supporting secondary members. B. Backwall Reconfiguration

See Section 3.7.5.

C. Utilities There are no utilities indicated in the original design plans. The Design-Builder shall confirm the presence or absence of utilities by coordinating with the respective utilities and reviewing available information. Should utilities exist on, under or over the bridge they should be protected and all utility safety guidelines shall be followed during construction. D. Approach Work

See Section 3.7.3 The approach roadways shall be transitioned to match the new bridge width. E. Bridge Rails Existing two-rail bridge rail with snow fencing shall be removed and new F-shaped reinforced concrete bridge barrier shall be provided along each fascia, with transition guiderails updated to current standards. One barrier shall include two 2½” diameter conduits within the base for future utility use. F. Joints

Abutment joints shall be eliminated. Existing deck expansion joints shall be removed with the existing deck and replaced with the new deck. See Section 3.7.3 and 3.7.5.



G. Shear Studs The existing structure is shown on the original plans to be composite. If studs/spirals are removed then new studs shall be installed. If a precast deck option is selected, the existing shear studs/spirals shall be removed and replaced by new studs, as required to meet the above noted load capacity requirements post-rehabilitation. H. Work Zone Traffic Control An off-site detour, utilizing I-81, is the preferred method of maintaining traffic. Part of the detour is on County Road 90. Detour resolution is pending. Daily lane closures are acceptable on I81. Maximum combined closure time for BIN 1032000 and BIN 1094690 to be limited to 146 calendar days. No winter closures (Nov. 1 to April 1) will be permitted. Temporary signs shall be installed advising motorists of the presence of local business that have been bypassed by the detour. Coordination shall be conducted by the Design-Builder and NYSDOT to ensure that closure restrictions are met. Coordination with local fire, police and emergency services shall be performed by the Design-Builder.

5.2.5 BIN 1029320 –ROUTE 68 OVER GRANNIS BROOK


The required bridge section shall be 33’-4” feet fascia to fascia, 2 feet wider than the existing width. The roadway shall consist of 4-foot shoulders and two 11-foot lanes. 1’-8” of deck width on each side shall be provided for placement of the rail. 5.2.5.1. General Bridge Description This one span bridge is approximately 49 feet long and approximately 33’-4” feet wide. It was constructed in 1959 as a non-composite concrete deck on rolled steel members supported on steel sliding bearing plates on concrete abutments. 5.2.5.2. Load Rating The bridge currently has a Level 1 inventory load rating of HS-20 (21 tons). The bridge is currently R-Restricted. Level 1 load rating calculations for the proposed rehabilitation shall be performed by the Design-Builder and submitted to NYSDOT for review and approval prior to commencing construction. The Design-Builder shall improve the load rating and has the option of using lightweight concrete, strengthen primary members or replacing the primary members if the Design-Builder determines that this it is more advantageous to do so. The addition of shear studs to the existing girders, as described below, should contribute to increasing the load rating. 5.2.5.3 Specific Scope for this structure A. Superstructure Widening



The proposed rehabilitation includes a widening of the deck by a total of 2’-0”. The backwalls and wingwalls of each abutment shall be modified as necessary to accommodate this increase in superstructure width. B. Bearing Restoration (4 estimated)

See Section 3.7.1. Expansion bearings shall be restored. Fixed bearings shall be cleaned and painted only. C. Backwall Reconfiguration

See Section 3.7.5. D. Pedestal Rehabilitation See Section 3.7.4. E. Utilities There are no utilities indicated in the original design plans. The Design-Builder shall confirm the presence or absence of utilities by coordinating with the respective utilities and reviewing available information. Utilities should be protected and all utility safety guidelines shall be followed during construction. Existing overhead utilities located adjacent to the bridge shall be maintained during construction.

F. Approach Work

See Section 3.7.3 The approach roadways shall be transitioned to match the new bridge width. G. Bridge Rails New three-rail steel bridge rail shall be provided along each fascia, with transition guiderails updated to current standards. H. Joints

Abutment deck joints shall be eliminated. See Section 3.7.3 and 3.7.5. I. Shear Studs

Shear studs shall be added if the existing steel is found to have satisfactory weldability. J. Work Zone Traffic Control



An off-site detour, utilizing US Route 11 and NYS Route 56, is the preferred method of maintaining traffic. Maximum closure time will be limited to 73 calendar days. No winter closures (Nov. 1 to April 1) will be permitted. Temporary signs shall be installed advising motorists of the presence of local business that have been bypassed by the detour. Coordination shall be conducted by the Design-Builder and NYSDOT to ensure that closure restrictions are met. Coordination with local fire, police and emergency services shall be performed by the Design-Builder.

5.2.6 BIN 3339940 – ROUTE 812 OVER INDIAN RIVER

Required Bridge Section The required bridge section shall be 34’-3” feet fascia to fascia, 3 feet 6 inches wider than the existing width. The roadway shall consist of 4’-5 1/2” shoulders and two 11-foot lanes. 1’-8” of deck width on each side shall be provided for placement of the rail. 5.2.6.1. General Bridge Description This one span bridge is approximately 45 feet long and approximately 31 feet wide. It was constructed in 1950 as a non-composite concrete deck on rolled steel members supported on steel bearing plates on concrete abutments. 5.2.6.2. Load Rating The bridge currently has a Level 2 inventory load rating of HS-20 (32 tons). Level 1 load rating calculations for the proposed rehabilitation shall be performed by the Design-Builder and submitted to NYSDOT for review and approval prior to commencing construction. 5.2.6.3 Specific Scope for this structure A. Superstructure Widening

The proposed rehabilitation includes a widening of the deck by a total of approximately 3’-6”. The backwalls and wingwalls of each abutment shall be modified as necessary to accommodate this increase in superstructure width. B. Bearing Restoration (4 estimated)

See Section 3.7.1. Fixed bearings shall be cleaned and painted only. C. Pedestal Rehabilitation See Section 3.7.4. D. Backwall Reconfiguration

See Section 3.7.5. D.1 Backwall Rehabilitation



See Section 3.7.5.1 Repair spalls to beginning and end backwall as shown in the inspection report included in Reference Documents section of the RFP. E. Utilities

There are no utilities indicated in the original design plans. The Design-Builder shall confirm the presence or absence of utilities by coordinating with the respective utilities and reviewing available information. Should utilities exist on, under or over the bridge they shall be protected and all utility safety guidelines shall be followed during construction. Existing overhead utilities located adjacent to the bridge shall be maintained during construction. F. Approach Work

See Section 3.7.3. The approach roadways shall be transitioned to match the new bridge width. G. Bridge Rail

Existing two-rail bridge rail shall be removed and new three-rail steel bridge rail shall be provided along each fascia, with transition guiderails updated to current standards.

H. Joints

Expansion and fixed joints shall be eliminated. See Section 3.7.3 and 3.7.5. I. Shear Studs

Shear studs shall be added if the existing steel is found to have satisfactory weldability. J. Work Zone Traffic Control

It is anticipated that the rehabilitation will be performed using staged construction. It may be possible to have short term lane closures, with the maintained lanes a minimum of 11 feet wide, pending approval by local authorities. Pedestrian traffic shall be maintained as per Department Engineering Instructions. Envision using a pedestrian push button phase in temporary signal system. No winter closures (Nov. 1 to April 1) will be permitted. Coordination shall be conducted by the Design-Builder and NYSDOT to ensure that closure restrictions are met. Coordination with local fire, police and emergency services shall be performed by the Design-Builder.

5.2.7 BIN 1029590 – ROUTE 458 OVER ST. REGIS RIVER




The required section will be 24 feet curb to curb, matching the existing section. It shall consist of two 1’-0” shoulders and two 11’-0” lanes. Granite bridge curbs shall be installed. The existing 6-foot sidewalk outside of the truss shall be removed and replaced. 5.2.7.1. General Bridge Description This one span truss bridge is approximately 105 feet long and approximately 33 feet wide. It was constructed in 1934 as a non-composite concrete deck supported by a ten panel through-truss consisting of built-up riveted steel members supported by steel bearings on concrete abutments. There are no stringers in the framing system. 5.2.7.2. Load Rating The bridge currently has a Level 2 inventory load rating of HS-20 (32 tons). Level 1 load rating calculations for the proposed rehabilitation shall be performed by the Design-Builder and submitted to NYSDOT for review and approval prior to commencing construction. 5.2.7.3 Specific Scope for this structure A. Bearing Replacement (4 Estimated)

See Section 3.7.2 B. Backwall Reconfiguration

See Section 3.7.5. B.1 Backwall Rehabilitation See Section 3.7.5.1 Repair area of begin abutment backwall as shown in the inspection report included in Reference Documents section of the RFP. C. Utilities

There are no utilities indicated in the original design plans. The Design-Builder shall confirm the presence or absence of utilities by coordinating with the respective utilities and reviewing available information. Should utilities exist on, under or over the bridge they shall be protected and all utility safety guidelines shall be followed during construction. Existing overhead utilities located adjacent to the bridge shall be maintained during construction.



There is a waterline located in the approaches. Care shall be taken to mark out its location and depth prior to performing any work in the area. D. Approach Work

See Section 3.7.3. The Design-Builder shall submit the proposed guide rail layout for approval to NYSDOT. The guide rail layout shall allow for the continuous access between the sidewalk and pedestrian trail located in the northwest quadrant of the bridge. E. Rails/Sidewalk

New double box beam truss railing upgrade shall be provided, and transition guiderails designed to meet current standards. A new sidewalk and pedestrian railing shall be provided outboard to the north truss supported by the existing sidewalk brackets extending from selected floorbeams. F. Joints

Expansion and fixed joints shall be eliminated. See Section 3.7.3 and 3.7.5. G. Shear Studs

Shear studs shall be installed in the rehabilitated structure. H. Repair of Flags – Primary Steel Member Rehabilitation

Red Flag No. 7C110018, as noted in the 11/22/2011 Biennial inspection report on file with NYSDOT, shall be repaired as part of this contract. The begin floorbeam (W33) right side connection to the truss is nearly fully cracked through the height of the connection and shall be repaired. Steel repairs consisting of replacing all bottom gusset plates at each floorbeam connection on the right truss, replacing all tie plates along the bottom chord on the right truss, replacing the bottom flange splice plates on the bottom chord of the right truss, replacing all connection angles associated with the end floorbeams at their connections to the trusses, replacing lattice bars at the end right end post and replacing approximately 200 deteriorated rivets with high strength bolts at various locations shall be performed. Bottom gusset plates that are replaced will be enlarged to bridge the section loss locations on the bottom chord of the right truss. The limits of repair/replacement shall be identified on the structure and presented for approval to the CQAE or his representative prior to beginning repairs. Work on the repairs/removal shall not begin until approval is granted by the CQAE. I. Work Zone Traffic Control

An off-site detour, utilizing NYS Routes 30 and 11B, is the preferred method of maintaining traffic. Maximum closure time to be limited to 83 calendar days.



No winter closures (Nov. 1 to April 1) will be permitted. Temporary signs shall be installed advising motorists of the presence of local business that have been bypassed by the detour. Coordination shall be conducted by the Design-Builder and NYSDOT to ensure that closure restrictions are met. Coordination with local fire, police and emergency services shall be performed by the Design-Builder.

ACCELERATED BRIDGE PROGRAM PHASE 1B ZONE 1 ......2012/04/11 · New York State Department of...

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