Amendment 0001.pdf

W81LJ893428939

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15A. NAME AND TITLE OF SIGNER (Type or print)

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

STANDARD FORM 30 (Rev. 10-83) Prescribed by GSA

FAR (48 CFR) 53.243

SOLICITATION NO. W912HN-10-B-0006, ROANOKE RIVER FLOOD REDUCTION PROJECT MEMORIAL AVENUE PARK TO BRIDGE STREET PEDESTRIAN TRAIL AND BRIDGES, ROANOKE RIVER BASIN, ROANOKE, VIRGINIA, IS AMENDED AS SHOWN ON THE FOLLOWING PAGE.

THERE IS NO CHANGE TO THE BID OPENING TIME AND DATE.

1. CONTRACT ID CODE PAGE OF PAGES

J 1 2

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

16C. DATE SIGNED

BY 21-May-2010

16B. UNITED STATES OF AMERICA15C. DATE SIGNED15B. CONTRACTOR/OFFEROR

(Signature of Contracting Officer)(Signature of person authorized to sign)

8. NAME AND ADDRESS OF CONTRACTOR (No., Street, County, State and Zip Code) X W912HN-10-B-0006

X 9B. DATED (SEE ITEM 11)

29-Apr-2010

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

X The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offer is extended, X is not extended.

Offer must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended by one of the following methods:

(a) By completing Items 8 and 15, and returning 1 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN

REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE

CONTRACT ORDER NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(B).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

10A. MOD. OF CONTRACT/ORDER NO.

2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

21-May-2010

CODE

U S ARMY CORPS OF ENGINEERS

WILMINGTON DISTRICT

ATTH: HILDA AYERS

69 DARLINGTON AVE

WILMINGTON NC 28403-1343

W912HN 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W912HN-10-B-0006

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

The following items are applicable to this modification:

SUMMARY OF CHANGES:

SECTION 05 12 00.00 38 - PREFABRICATED PEDESTRIAN BRIDGE

Delete existing Pages 1 through Page 14 in their entirety and replace with revised enclosed Pages 1 through Page 15.

NOTE:

Text that is added or revised by this amendment is replaced in its entirely and underlined and/or printed in bold and/or stamped appropriately.

The text changes may have necessitated reformatting of subsequent text or pages. If this is the case, those pages have also been issued as amended pages but are not underlined or bold text.

Encls As stated

-- End of Summary of Changes --

Memorial Avennue Park to Bridge Street W912HN-10-B-0006 Roanoke River Basin, Virginia

SECTION TABLE OF CONTENTS

DIVISION 05 - METALS

SECTION 05 12 00.00 38

PREFABRICATED PEDESTRIAN BRIDGE

PART 1 GENERAL

1.1 REFERENCES

1.2 SUBMITTALS

1.3 MODIFICATION OF REFERENCES

1.4 DELIVERY, STORAGE, AND HANDLING

1.5 QUALITY ASSURANCE

1.5.1 Qualifications

1.6 ENVIRONMENTAL REQUIREMENTS

1.7 SUSTAINABLE DESIGN REQUIREMENTS

1.8 SYSTEM DESCRIPTION

1.8.1 General

1.8.2 Configuration

1.8.2.1 Span

1.8.2.2 Width

1.8.2.3 Camber

1.8.2.4 Trusses

1.8.2.5 Deck

1.8.2.6 Safety rails

1.8.2.7 Handrail

1.8.2.8 Toe Plate

1.8.2.9 Bearing

1.8.2.10 Gate

1.9 SYSTEM RESPONSIBILITY

1.10 SYSTEM DESIGN REQUIREMENTS

1.10.1 General

1.10.2 Governing Design Codes and References

1.10.2.1 Structural Members

1.10.2.2 The Construction Code

1.10.3 Design Loads

1.10.3.1 Dead Load

1.10.3.2 Live Loads

1.10.4 Wind Load

1.10.5 Railing Loads

1.10.6 Load Combinations

1.10.7 Deflections

1.10.7.1 Vertical Deflections:

1.10.7.2 Horizontal Deflections:

1.10.8 Temperature

1.10.9 Stream Pressure Loading

1.11 WARRANTY

1.12 STANDARDS, SPECIFICATIONS, AND CODES

1.12.1 Standard Specifications

PART 2 PRODUCTS

SECTION 05 12 00.00 38 Page 1 (Revised by Amendment No. 0001)

2.1 GENERAL

2.2 STEEL

2.2.1 Structural Steel Members

2.2.2 Bolted Steel Connections

2.2.3 Welding Materials

2.2.4 Paint

2.3 WOOD RAILING AND ATTACHMENTS

2.4 ANTI-SLIP COATING

PART 3 EXECUTION

3.1 FABRICATION

3.1.1 Fabrication and Erection of Structural Steel

3.1.2 Steel Members

3.1.3 Railings

3.1.4 Tubes

3.1.5 Welding and Welding Procedures

3.1.6 Exposed Surfaces

3.1.7 Paint Application

3.2 INSTALLATION

3.3 CLEAN UP

3.4 PROFESSIONAL ENGINEER CERTIFICATION FORM

-- End of Section Table of Contents --

SECTION 05 12 00.00 38 Page 2

SECTION 05 12 00.00 38

PREFABRICATED PEDESTRIAN BRIDGE

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only. Where reference is made to one of the following standards, the revision in effect at the time of the bid opening shall apply unless otherwise noted.

AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) (AISC)

AISC 303 (2005) Code of Standard Practice for Steel Buildings and Bridges

American Concrete Institute (ACI)

ACI 318 (2008; Errata 2008) Building Code Requirements for Structural Concrete and Commentary

AMERICAN FOREST & PAPER ASSOCIATION (AF&PA)

AF&PA T101 (2001) National Design Specification (NDS)for Wood Construction

AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC)

AITC OT-01 (2004) Timber Construction Manual

ASTM INTERNATIONAL (ASTM)

ASTM A 242/A 242M (2004; R 2009) Standard Specification for High-Strength Low-Alloy Structural Steel

ASTM A 325 (2009) Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength

ASTM A 490 (2009) Standard Specification for Structural Bolts, Alloy Steel, Heat Treated, 150 ksi Minimum Tensile Strength

ASTM A 588/A 588M (2005) Standard Specification for High-Strength Low-Alloy Structural Steel with 50 ksi (345 MPa) Minimum Yield Point, with Atmospheric Corrosion Resistance

ASTM A 606/A 606M (2009) Standard Specification for Steel Sheet and Strip, High-Strength, Low-Alloy, Hot-Rolled and Cold-Rolled, with Improved Atmospheric Corrosion Resistance

SECTION 05 12 00.00 38 Page 3

ASTM A847/A847M-05 (2005) Standard Specification for Cold-Formed Welded and Seamless High Strength, Low Alloy Structural Tubing with Improved Atmospheric Corrosion Resistance

ASTM F 1554 (2007a)Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength

ASTM G 101-04 (2004) Guide for Estimating the Atmospheric Corrosion Resistance of Low-Alloy Steels

American Welding Society (AWS)

AWS D1.1/D1.1M (2008; Errata 2009) Structural Welding Code - Steel

THE SOCIETY FOR PROTECTIVE COATINGS (SSPC)

SSPC SP 7 (2007) Brush-Off Blast Cleaning

1.2 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Shop Drawings; G,A

Submit detailed fabrication and erection plans, sealed by a professional engineer licensed in the State of Virginia. Plans shall clearly indicate member sizes, connection details, bridge reactions, and anchor bolt sizes, embedments, and setting data.

SD-03 Product Data

Product Data; G,A

Submit manufacturer's information including product specifications, data on materials of construction, and details of fabrication and erection for the bridge and its appurtenances.

Calculations

Submit design calculations for the bridge structure. Calculations shall be sealed by a professional engineer licensed in the State of Virginia. Calculations shall bear the name and signature of an independent checking engineer. Calculations shall clearly indicate loads for which the structure was designed and structural deflections. Calculations will be for record only, and will not be reviewed by the Engineer.

SD-07 Certificates

SECTION 05 12 00.00 38 Page 4

PE Certification; G,A

Submit four copies of a completed P.E. Certification Form bearing the original signature and seal of a professional engineer licensed in the State of Virginia who is responsible for performing the design of the bridge. Certification form shall be as included at the end of this specification section.

Manufacturer's Certification

Submit evidence of bridge manufacturer's certification under Category I of the Quality Certification Program of the American Institute of Steel Construction.

Welder qualification

Submit welder qualification certificates, and welding procedures if requested in writing by the Engineer.

SD-08 Manufacturer's Instructions; G,A

Submit manufacturer's instructions for lifting, splicing, and erecting the bridge structure.

SD-09 Manufacturer's Field Reports

Statements of Qualification; G,A

Submit manufacturer's record of experience demonstrating satisfactory completion of not less than 10 prefabricated pedestrian bridge structures, similar in size and span to bridge shown on drawings, during the 5-year period immediately preceding the date on which bids for this Contract are opened.

SD-10 Operation and Maintenance Data

Inspection and Maintenance Procedures

Submit manufacturer's recommended procedures for structure inspection and maintenance during the life of the bridge structure.

SD-11 Closeout Submittals

As-built Drawings; G,A

Submit two sets of reproducible and eight copies of "as-built" erection and fabrication plans for each prefabricated pedestrian bridge. Plans shall bear the seal and signature of a professional engineer licensed in the State of Virginia.

1.3 MODIFICATION OF REFERENCES

Modifications to references cited in Section 1.1 apply only if specifically indicated in this specification.

1.4 DELIVERY, STORAGE, AND HANDLING

Deliver, handle, and store prefabricated components so that they will not

SECTION 05 12 00.00 38 Page 5 be damaged or deformed. Store bridges off the ground and by means that will protect the structure from damage and abrasion of the surfaces.

Provide equipment of adequate reach and load capacity to safely lift, unload, and place bridge segments. Lifting and handling shall use lifting points and support methods recommended by the manufacturer.

1.5 QUALITY ASSURANCE

1.5.1 Qualifications

An established manufacturer of recognized ability shall design and fabricate the bridges. The bridge manufacturer shall have successfully designed, fabricated, and placed into service not less than 10 bridges of similar span and construction during the 5-year period preceding the date on which bids are opened for this work. The manufacturer shall submit a record of experience including not less than 5 bridge projects of similar span and construction that have been in service for at least 3 years before the date on which bids are opened for this work. The record or experience shall include for each bridge its location and name of the project for which it was constructed; the bridge type, span, and width; the name of the owner; and the name, address, and telephone number of a reference contact for each project.

Bridge manufacturer shall hold Category I Certification ("Conventional Steel Structures"), with a current endorsement, as issued under the Quality Certification Program of the American Institute of Steel Construction

(AISC).

Bridges shall be designed by a registered professional engineer, licensed in the State of Virginia, and experienced in the structural design of truss tubular steel bridges with top chord lateral stability criteria provided by elastic lateral restraints.

Welders shall be properly accredited operators who have demonstrated the capability to make uniform and sound welds of the type required. The manufacturer shall have on file welder qualification certificates for each welder participating in the work, and shall submit such certificates upon written request from the Engineer. Certificates shall demonstrate that the welder has satisfactorily passed AWS qualification tests for all positions with base metal thickness corresponding to that required for this work.

1.6 ENVIRONMENTAL REQUIREMENTS

All local, state, and federal environmental regulations shall apply to the fabrication and installation of the bridge.

1.7 SUSTAINABLE DESIGN REQUIREMENTS

To the extent reasonably possible, sustainable elements shall be incorporated into the design and fabrication of the bridge.

1.8 SYSTEM DESCRIPTION

1.8.1 General

The pedestrian bridges shall be pre-fabricated clear span structure utilizing two welded steel side trusses, steel top chord struts and brace diagonals, and a timber deck structure supported by a steel floor system

SECTION 05 12 00.00 38 Page 6 suspended between the trusses to form a structure with a Box-shaped section. Steel members shall be fabricated from "weathering steel," which does not require painting. A five-foot length of each truss shall be painted at each end of the bridge. Bridge spans and width shall be as shown on the Plans.

1.8.2 Configuration

1.8.2.1 Span

The West Bridge is a two-span bridge with a 173-foot span and a 82-foot span for a total length of 255 feet measured from end of deck to end of deck. The East Bridge is a single span with a total length of 200 feet measured from end of deck to end of deck. Both bridges shall have a 2" minimum thermal gap at the end of each span, as shown on the Plans.

1.8.2.2 Width

The inside clear width between bridge handrails shall be 10-feet, as shown on the Plans.

1.8.2.3 Camber

Vertical camber at mid-span of each bridge span shall not be less than 100 percent of the full dead load deflection plus 1 percent of the span length. Total rise of the bridge deck, measured from end of span to center of span and after dead load deflection is subtracted from initial camber, shall not exceed 16-inches.

1.8.2.4 Trusses

Trusses forming the bridge shall be fabricated from square or rectangular structural steel tubing, or structural steel elements fabricated into a square or rectangular shape. Unless otherwise approved by the Engineer, the truss layout shall provide one diagonal per panel, and vertical end members. All vertical truss members shall appear plumb after the bridge is erected and dead loads have been applied. The connection of the bridge end posts to the top chord shall include a mitered joint with exposed welds ground smooth. At each end of the bridge a five-foot length shall be sandblasted per SSPC SP7 and painted with the manufacturer's standard paint system in a flat brown color matching the color of the weathering steel.

1.8.2.5 Deck

Ipe hardwood planks shall be used for the decking.The bridge deck surface shall be positioned so that the side trusses help form a guardrail whose top surface is located not less than 54-inches above the deck. An anti-slip coating shall be applied to the top surface of the deck.

1.8.2.6 Safety rails

Horizontal safety rails shall be provided inside the truss structure.

Safety rails shall be spaced so as to prevent a 4-inch diameter sphere from passing between them anywhere within the projection of the sides of the bridge above the deck. Safety rails shall be welded to the truss.

1.8.2.7 Handrail

A hardwood rub-rail, of dimensions as shown on the Plans, shall be above

SECTION 05 12 00.00 38 Page 7 the deck and located along the entire length of each bridge side railing.

There shall be no sharp edges on the rub-rail.

1.8.2.8 Toe Plate

A 4-inch high steel continuous steel toe plate shall be located 2-inches above the deck along the entire length of each bridge side railing.

1.8.2.9 Bearing

Bridge bearings shall consist of steel bearing plates attached to the bridge and placed over elastomeric or teflon slide bearings, which in turn rest on setting plates attached to the concrete abutments. Expansion or slide bearings shall be teflon on teflon, or stainless steel on teflon.

Bearings shall be installed with provisions to allow movement under thermal expansion and contraction. Bridge manufacturer shall design and provide bearing and anchor details required to transfer all horizontal and uplift forces to the abutments.

1.8.2.10 Gate

A steel gate shall be attached to each end of the bridge. The gate shall be capable of being locked in the open and closed positions. A support shall be positioned on the outside of the bridge truss to securely hold the gate in place when it's in the open position. Requirements for the gate are as shown on the Plans.

1.9 SYSTEM RESPONSIBILITY

The Contractor shall have ultimate responsibility for engineering, design, workmanship, materials, construction, installation, testing, and performance of all items and accessories under this Section. The Engineer's approval of manufacturer's design or other submittals shall not relieve the Contractor of these responsibilities.

1.10 SYSTEM DESIGN REQUIREMENTS

1.10.1 General

Structural design of the bridge shall be performed by or under the direct supervision of a registered Professional Engineer who holds a current license in the State of Virginia.

1.10.2 Governing Design Codes and References

1.10.2.1 Structural Members

Structural members shall be designed in accordance with recognized engineering practices and principles, and in accordance with the provisions of the following specifications.

1.10.2.2 The Construction Code

The construction code governing design of the bridge, except as modified herein, shall be the AASHTO.

a. Structural Steel

(1) Structural steel design shall conform to the requirements of

SECTION 05 12 00.00 38 Page 8 the AASHTO LRFD Bridge Design Specifications, 4th Edition and the AISC Load and Resistance Factor Design Specification for Structural Steel Buildings, the more stringent specifications shall govern.

(2) Welded steel connections shall conform to the recommendations of AWS D1.1. Welded tubular connections shall be checked.

(3) Anchor bolts shall be designed, on an ultimate strength basis, to fail by yielding of the steel before fracture of the concrete at the bolt embedment.

b. Timber

Design of timber members shall conform to the requirements of ANSI/ AF&PA T101/ NDS National Design Specification for Wood Construction, and the AITC OT-01AITC Timber Construction Manual.

c. Concrete

Design of abutment and wingwall concrete shall conform to the AASHTO LRFD Bridge Design Specifications, 4th Edition and the requirements of ACI 318, the more stringent specifications shall govern.

1.10.3 Design Loads

1.10.3.1 Dead Load

Design of the bridge shall take account of the actual self-weight of the structure including timber deck by others.

1.10.3.2 Live Loads

Uniform live load (pedestrians, snow, and ice):

85-pounds per square foot minimum.

Apply live load over vertical projected area of bridge.

Reductions in live load based on tributary area supported by a member are not permitted.

Concentrated Loads

Single concentrated load of 1,000-pounds placed on any area 30-inch x 30-inch square.

Vehicle load: 20,000-pounds gross weight vehicle. Vehicle load shall be distributed such that 80 percent of the load is on the rear axle (per AASHTO). Apply in addition to a 30 psf uniformly distributed live load. It may be assumed that there is only one vehicle on the bridge at any give time. Assumptions that vehicles only travel down the center of the bridge, or that the vehicle load is a uniform line load, will not be permitted. Vehicle impact allowance is not required.

Place concentrated loads as required to produce maximum stress in

SECTION 05 12 00.00 38 Page 9 each member being designed.

1.10.4 Wind Load

Minimum 35-pounds per square foot horizontal. Wind loads to the structure shall be calculated based on the entire projected vertical face of the bridge, as if the structure was fully enclosed.

1.10.5 Railing Loads

Truss top chord, truss handrail, and the members which support them, shall be designed to resist the effects of a uniformly applied load of 50 pounds per linear foot, or a single 200 pound concentrated load, applied in any direction and at any point along the top chord or the handrail.

The safety railing system shall be designed for a minimum loading of 200-pounds applied horizontally at right angles to a one-square foot area at any point in the system.

1.10.6 Load Combinations

The loads specified shall be considered to act in the following combinations, and others that may be deemed more critical by the bridge designer. Other combinations that, in the opinion of the design engineer, create more severe forces in the structure shall also be evaluated. (DL = Dead Load; LL = Live Load, WL = Wind Load; WA = Water Load and Stream Pressure; VEH = Vehicle Load; min LL = Minimum Live Load with VEH, per Section 1.10.3.2 above.)

DL + LL

DL + (VEH + min LL) + WA

DL + WL + WA

DL + LL + WL + WA

DL + (VEH + min LL) + 0.3WL + WA

LRFD Strength I Load Combination

LRFD Extreme Event I Load Combination

1.10.7 Deflections

1.10.7.1 Vertical Deflections:

The full live loads specified shall be used for deflection checks. Maximum vertical deflection of the bridge due to uniform live load shall not exceed 1/500th of the span length. Maximum vertical deflection of the bridge due to vehicle live load shall not exceed 1/800th of the span length. Maximum vertical deflection of the floor system members due to full pedestrian live load shall not exceed 1/360th of the span.

1.10.7.2 Horizontal Deflections:

Maximum horizontal deflection of the bridge due to lateral wind load shall not exceed 1/500th of the span length.

SECTION 05 12 00.00 38 Page 10

1.10.8 Temperature

Bridge and its connections to the abutments shall be designed to accommodate a temperature range of 120 degrees F.

1.10.9 Stream Pressure Loading

The design of all bridge elements shall consider the effect of stream pressure loading from the 100-year flood (1 percent annual chance) event.

The design shall also consider the effect of stream pressure loading from other flood events. The stream velocity and associated water surface elevation for various flood events is estimated to be as follows:

West Bridge

100-year flood (1 percent annual chance) - velocity = 8 feet/second, water surface elevation = 956.4

50-year flood (2 percent annual chance) - velocity = 7.5 feet/second, water surface elevation = 954.0

25-year flood (4 percent annual chance) - velocity = 7 feet/second, water surface elevation = 951.4

East Bridge

100-year flood (1 percent annual chance) - velocity = 9 feet/second, water surface elevation = 952.5

50-year flood (2 percent annual chance) - velocity = 8.5 feet/second, water surface elevation = 950.1

25-year flood (4 percent annual chance) - velocity - 8 feet/second, water surface elevation = 947.5

1.11 WARRANTY

Provide manufacturer's warranty against defects in materials or workmanship for a period of 15 years following the date of substantial completion of the pedestrian bridge structure. All warranties shall extend and be transferable to the City of Roanoke, Virginia and/or the Virginia Department of Transportation.

Submit manufacturer's certificate of warranty.

1.12 STANDARDS, SPECIFICATIONS, AND CODES

1.12.1 Standard Specifications

Where the term "Standard Specification" is used, such reference shall mean the latest edition of the Standard Specifications for Highway Bridges, State of Virginia, Department of Transportation, and Guide Specification for Design of Pedestrian Bridges as applicable and all current supplemental specifications. Where reference is made to a specific part of the Standard Specifications, such applicable part shall be considered as part of this Section of the Specifications. In case of conflict in the requirements of the Standard Specifications and the requirements stated herein, the requirements herein shall prevail. Method of measurement and basis of payment included in the Standard Specifications shall not be applied in

SECTION 05 12 00.00 38 Page 11 this Section and shall be deleted from all applicable bid items.

PART 2 PRODUCTS

2.1 GENERAL

The use of a manufacturer's name and model or catalog number is for the purpose of establishing the standard of quality and general configuration desired.

Prefabricated pedestrian bridge shall be as manufactured by Continental Bridge of CONTECH Construction Products, Inc. - Bridge Solutions, West Chester, Ohio (800-526-3999); Echo Bridge Inc., 123 Bob Masia Drive, Pine City, NY 14871 (888-327-4343); Big R Bridge, Greeley, Colorado (800-234-0734); or approved equal.

2.2 STEEL

2.2.1 Structural Steel Members

Structural steel members shall be fabricated from atmospheric corrosion-resistant, high-strength, low alloy structural steel. Plates and structural shapes shall conform to the requirements of ASTM A 242/A 242M, ASTM A 588/A 588M, or ASTM A 606/A 606M. Tubular sections shall conform to the requirements of ASTM A847/A847M-05. Minimum steel yield strength, Fy, shall not be less than 50,000 psi, and minimum steel tensile strength shall not be less than 70,000 psi. The minimum corrosion index of the steel, as measured in accordance with ASTM G 101-04, shall be 5.8.

2.2.2 Bolted Steel Connections

Bolted steel connections shall be made using high-strength structural bolts conforming to ASTM A 325, Type 3.

2.2.3 Welding Materials

Welding materials shall conform to the requirements of AWS D1.1/D1.1M.

Filler material as specified in Section 4.1 of that document for the particular welding process being used. Welding shall utilize E70XX or E80XX series electrodes.

2.2.4 Paint

Paint shall conform to VDOT and ASTM or Federal Specifications and standards.

2.3 WOOD RAILING AND ATTACHMENTS

Bridge wood rub rail shall be Ipe hardwood. Each handrail plank shall be made from solid lumber. A single plank shall not have joints, splices, or be otherwise composed of more than one piece of wood. Nominal rub rail thickness shall be 2-inches by 6-inches tall.

2.4 ANTI-SLIP COATING

An anti-slip coating shall be applied to the top surface of the Ipe hardwood plank decking. The coating used shall be a single component elastomeric resistant to weathering such as Loctite Big Foot Acrylic Pedestrian Grade or an approved equal. The coating shall be applied in

SECTION 05 12 00.00 38 Page 12 conformance with coating manufacturer's requirements.

PART 3 EXECUTION

Workmanship and fabrication shall be in accordance with the requirements of the Standard Specifications.

3.1 FABRICATION

3.1.1 Fabrication and Erection of Structural Steel

Fabrication and erection of structural steel shall be in accordance with the provisions of AISC Code of Standard Practice for Steel Buildings and Bridges. Bolted joints shall conform to the provisions of AISC Specification for Structural Joints using ASTM A 325 or ASTM A 490 bolts.

Anchor bolts at bridge bearing and connection to concrete foundations shall be ASTM F 1554, Grade 105 as indicated on the Drawings.

3.1.2 Steel Members

Minimum thickness of main steel members, except diagonals, shall be 3/8-inch nominal unless otherwise approved by the Engineer. Minimum thickness of diagonals and all other steel members shall be 1/4-inch nominal unless otherwise approved by the Engineer.

3.1.3 Railings

All railings shall have a smooth inside surface with no burrs, protrusions, or depressions. Ends of angles and tubes shall be closed and ground smooth.

3.1.4 Tubes

Tubes that may collect water inside, either during construction or after erection of the bridge shall be provided with drain holes located so that water may drain out.

3.1.5 Welding and Welding Procedures

Welding and welding procedures shall conform to the provisions of AWS D1.1/D1.1M. Electrodes shall conform to the requirements of AWS D1.1/D1.1M for exposed, bare, unpainted weathering steel. Welding on tubular members shall develop full weld throat thickness. Fillet welds that run on to the radius of a tube shall be built up to obtain the full leg and throat thickness.

3.1.6 Exposed Surfaces

To provide a uniformly "weathered" appearance, all exposed surfaces of self-weathering steel shall be cleaned in accordance with SSPC SP 7, "Brush-Off Blast Cleaning." Exposed surfaces shall be defined as those that will be seen by persons walking on the bridge deck, or walking outside the structure on a surface located 4-feet below the elevation of the bridge deck at the end of the bridge.

3.1.7 Paint Application

Application of paint shall conform to the requirements of the Society of Protective Coatings (formerly Steel Structures Painting Council).

SECTION 05 12 00.00 38 Page 13

3.2 INSTALLATION

a. Concrete abutments shall have reached their minimum specified 28-day compressive strength before the prefabricated bridge structure is placed.

b. Assemble and install bridges in accordance with manufacturer's instructions.

c. Bridge erection shall conform to the AISC 303, the approved erection plans, and the manufacturer's installation instructions.

Ensure that all safety procedures for erection of the bridge are strictly enforced, and that any required ties, stays, and temporary supports are positioned as necessary to keep the structure stable and secure at all times.

d. Clean bearing and contact surfaces before assembly.

e. Set base and bearing plates accurately, using metal wedges or shims as required. After structure is aligned and plumb and connections are tightened, grout solidly between the base plates and bearing surfaces using non-shrink cement grout.

f. Parts of the bridge shall not be modified in the field unless written instructions for modifications have been received from the Engineer whose seal and signature appears on the fabrication and erection plans.

SECTION 05 12 00.00 38 Page 14

3.3 CLEAN UP

Throughout erection, remove debris, rubbish, and waste material.

3.4 PROFESSIONAL ENGINEER CERTIFICATION FORM

PE CERTIFICATION FORM

The undersigned certifies that he/she is a licensed Professional Engineer registered in the State of Virginia, and that he/she has been employed by ___________________________________ (Bridge Engineer) to design the prefabricated pedestrian bridge located at _____________________________ for the Memorial Ave. Park to Bridge St. East and West Bridges, for _____________________________, (Contractor).

(name of Contractor)

The undersigned further certifies that he/she has performed the design of the prefabricated pedestrian bridge described above, and that said design is in conformance with all applicable local, state, and federal codes, rules, and regulations, and that his/her signature and Professional Engineer's seal have been affixed to all calculations and plans used in and resulting from the design.

The undersigned hereby agrees to make all original design plans and calculations available to Owner or Virginia Department of Transportation or Owner's Representative within seven days following written request from the Owner or Virginia Department of Transportation.

PROFESSIONAL ENGINEER:

Name: P.E. SEAL

Signature:

Address:

CONTRACTOR:

Firm:

Name/Title:

Signature:

Address:

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