SF30Amend0001(09B0011)RRPedBridge.pdf

W81LJ890529994

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-09-B-0011, ROANOKE RIVER FLOOD REDUCTION PROJECT, WASENA PART TO HANNAH COURT PEDESTRIAN

BRIDGE, ROANOKE, VIRGINIA, IS AMENDED AS FOLLOWS:

A. NEW BID ITEM 0008, DRILLED SHAFT LOAD TEST, HAS BEEN ADDED TO THE BID SCHEDULE AND OTHER LINE ITEMS HAVE BEEN

RENUMBERED.

B. SEE ADDITIONAL CHANGES UNDER SUMMARY OF CHANGES.

1. CONTRACT ID CODE PAGE OF PAGES

J 1 3

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

16C. DATE SIGNED

BY 14-Aug-2009

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-09-B-0011

X 9B. DATED (SEE ITEM 11)

23-Jul-2009

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

14-Aug-2009

CODE

USAED, SAVANNAH, WILMINGTON CONTRACT OFF

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-09-B-0011

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

SECTION 00010 - SOLICITATION CONTRACT FORM

CLIN 0008

This CLIN has been renumbered to CLIN 0009.

CLIN 0009

This CLIN has been renumbered to CLIN 0010.

CLIN 0010

This CLIN has been renumbered to CLIN 0011.

CLIN 0011

This CLIN has been renumbered to CLIN 0012.

CLIN 0012

This CLIN has been renumbered to CLIN 0013.

CLIN 0013

This CLIN has been renumbered to CLIN 0014.

CLIN 0014

This CLIN has been renumbered to CLIN 0015.

CLIN 0008 is added as follows:

ITEM NO SUPPLIES/SERVICES QUANTITY UNIT UNIT PRICE AMOUNT

0008 1 Each DRILLED SHAFT LOAD TEST (Estd.Qty.)FOB: Destination

NET AMT

The following have been modified:

TOTAL:

TOTAL BID ( ITEMS 0001 THRU 0015): $_________________________

Page 3 of3

SECTION 01 45 01 – CONTRACTOR QUALITY CONTROL

Delete existing Section Page 4 through Page 7 in their entirety and replace with revised enclosed like-numbered Pages.

SECTION 05 12 00.00 38 – PREFABRICATED PEDESTRIAN BRIDGE

(1) Delete existing Table of Contents Page 1 and Page 2 in their entirety and replace with revised enclosed like-numbered Pages.

(2) Delete existing Section Page 1 through Page 12 in their entirety and replace with revised enclosed like-numbered Pages.

SECTION 31 63 26 – DRILLED SHAFTS

Delete existing Section Page 1 through Page 4 in their entirety and replace with revised enclosed like-numbered Pages.

NOTE:

Text that is added or revised by this amendment is replaced in its entirety 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.

(End of Summary of Changes)

Encls As stated

Roanoke River Flood Reduction Project W912HN-09-B-0011 Wasena Park To Hannah Court Pedestrian Bridge properly will also be included as part of the CQC organization. The Contractor's CQC staff shall maintain a presence at the site at all times during progress of the work and have complete authority and responsibility to take any action necessary to ensure contract compliance. The CQC staff shall be subject to acceptance by the Contracting Officer. The Contractor shall provide adequate office space, filing systems and other resources as necessary to maintain an effective and fully functional CQC organization.

Complete records of all letters, material submittals, shop drawing submittals, schedules and all other project documentation shall be promptly furnished to the CQC organization by the Contractor. The CQC organization shall be responsible to maintain these documents and records at the site at all times, except as otherwise acceptable to the Contracting Officer.

3.4.2 CQC System Manager

The Contractor shall identify as CQC System Manager an individual within the onsite work organization who shall be responsible for overall management of CQC and have the authority to act in all CQC matters for the Contractor. The CQC System Manager shall be a graduate engineer, with a minimum of five (5) years construction experience on construction similar to this contract. This CQC System Manager shall be on the site at all times during construction and shall be employed by the prime Contractor. An alternate for the CQC System Manager shall be identified in the plan to serve in the event of the System Manager's absence. The requirements for the alternate shall be the same as for the designated CQC System Manager.

The CQC System Manager shall not be assigned as the contractor's Project Manager, Superintendent, Site Safety and Health Officer or any other designated position of responsibility. His duties shall be limited to those of the CQC System Manager as defined herein.

3.4.3 Site Safety and Health Officer

The name shall be included in the Accident Prevention Plan. See SECTION 01 35 26 for the qualifications and responsibilities of the SSHO.

3.4.4 Additional Requirement

In addition to the above experience, the CQC System Manager shall have completed the course entitled "Construction Quality Management For Contractors". The following is not a comprehensive list:

Carolinas AGC Point of Contact: Ginny Bingham Phone No.: (704) 372-1450, ext. 248

Associated Builders and Contractors, Inc. (ABC) of the Carolinas Points of Contact: Doug Carlson and Cliff Kelly 3705 Latrobe Drive - Suite 320 Charlotte, NC 28211 Phone No.: (704) 367-1331 Fax No.: (704) 364-4040

Associated Builders and Contractors, Inc. (ABC) Points of Contact: Patti Freeman and Jamie Ryan 5505 Robin Hood Road - Suite D Norfolk, VA 23513 Phone No.: (757) 855-8220

SECTION 01 45 01 Page 4 (Revised by Amendment No. 0001)

3.4.5 Organizational Changes

The Contractor shall maintain the CQC staff at full strength at all times.

When it is necessary to make changes to the CQC staff, the Contractor shall revise the CQC Plan to reflect the changes and submit the changes to the Contracting Officer for acceptance.

3.5 SUBMITTALS AND DELIVERABLES

Submittals, if needed, shall be made as specified in Section 01 33 00 SUBMITTAL PROCEDURES. The CQC organization shall be responsible for certifying that all submittals and deliverables are in compliance with the contract requirements.

3.6 CONTROL

Contractor Quality Control is the means by which the Contractor ensures that the construction, to include that of subcontractors and suppliers, complies with the requirements of the contract. All Quality Control records shall be prepared daily and copies furnished to the Contracting Officer by 8:00 AM of the following workday. At least three phases of control shall be conducted by the CQC System Manager for each definable feature of the construction work as follows:

3.6.1 Preparatory Phase

This phase shall be performed prior to beginning work on each definable feature of work, after all required plans/documents/materials are approved/accepted, and after copies are at the work site. This phase shall include:

a. A review of each paragraph of applicable specifications, reference codes, and standards. A copy of those sections of referenced codes and standards applicable to that portion of the work to be accomplished in the field shall be made available by the Contractor at the preparatory inspection. These copies shall be maintained in the field and available for use by Government personnel until final acceptance of the work.

b. A review of the contract drawings.

c. A check to assure that all materials and/or equipment have been tested, submitted, and approved.

d. Review of provisions that have been made to provide required control inspection and testing.

e. Examination of the work area to assure that all required preliminary work has been completed and is in compliance with the contract.

f. A physical examination of required materials, equipment, and sample work to assure that they are on hand, conform to approved shop drawings or submitted data, and are properly stored.

g. A review of the appropriate activity hazard analysis to assure safety requirements are met.

h. Discussion of procedures for controlling quality of the work

SECTION 01 45 01 Page 5 including repetitive deficiencies. Document construction tolerances and workmanship standards for that feature of work.

i. A check to ensure that the portion of the plan for the work to be performed has been accepted by the Contracting Officer.

j. Discussion of the initial control phase.

k. The Government shall be notified at least 48 hours in advance of beginning the preparatory control phase. This phase shall include a meeting conducted by the CQC System Manager and attended by the superintendent, other CQC personnel (as applicable), and the foreman responsible for the definable feature. The results of the preparatory phase actions shall be documented by separate minutes prepared by the CQC System Manager (see QCS/RMS Three Phase Checks Worksheets) and attached to the daily CQC report. The Contractor shall instruct applicable workers as to the acceptable level of workmanship required in order to meet contract specifications.

3.6.2 Initial Phase

This phase shall be accomplished at the beginning of a definable feature of work. The following shall be accomplished:

a. A check of work to ensure that it is in full compliance with contract requirements. Review minutes of the preparatory meeting.

b. Verify adequacy of controls to ensure full contract compliance.

Verify required control inspection and testing.

c. Establish level of workmanship and verify that it meets minimum acceptable workmanship standards. Compare with required sample panels as appropriate.

d. Resolve all differences.

e. Check safety to include compliance with and upgrading of the safety plan and activity hazard analysis. Review the activity analysis with each worker.

f. The Government shall be notified at least 24 hours in advance of beginning the initial phase. Separate minutes of this phase shall be prepared by the CQC System Manager (see QCS/RMS Three Phase Checks Worksheets) and attached to the daily CQC report. Exact location of initial phase shall be indicated for future reference and comparison with follow-up phases.

g. The initial phase should be repeated for each new crew to work onsite, or any time acceptable specified quality standards are not being met.

3.6.3 Follow-up Phase

Daily checks shall be performed to assure control activities, including control testing, are providing continued compliance with contract requirements, until completion of the particular feature of work. The checks shall be made a matter of record in the CQC documentation. Final follow-up checks shall be conducted and all deficiencies corrected prior to the start of additional features of work which may be affected by the

SECTION 01 45 01 Page 6 deficient work. The Contractor shall not build upon nor conceal non-conforming work.

3.6.4 Additional Preparatory and Initial Phases

Additional preparatory and initial phases shall be conducted on the same definable features of work if: the quality of on-going work is unacceptable; if there are changes in the applicable CQC staff, onsite production supervision or work crew; if work on a definable feature is resumed after a substantial period of inactivity; or if other problems develop.

3.7 TESTS

3.7.1 Testing Procedure

The Contractor shall perform specified or required tests to verify that control measures are adequate to provide a product which conforms to contract requirements. Upon request, the Contractor shall furnish to the Government duplicate samples of test specimens for possible testing by the Government. Testing includes operation and/or acceptance tests when specified. The Contractor shall procure the services of a Corps of Engineers approved testing laboratory or establish an approved testing laboratory at the project site. The Contractor shall perform the following activities and record and provide the following data:

a. Verify that testing procedures comply with contract requirements.

b. Verify that facilities and testing equipment are available and comply with testing standards.

c. Check test instrument calibration data against certified standards.

d. Verify that recording forms and test identification control number system, including all of the test documentation requirements, have been prepared.

e. Results of all tests taken, both passing and failing tests, shall be recorded on the CQC report for the date taken. Specification paragraph reference, location where tests were taken, and the sequential control number identifying the test shall be given. If approved by the Contracting Officer, actual test reports may be submitted later with a reference to the test number and date taken. An information copy of tests performed by an offsite or commercial test facility shall be provided directly to the Contracting Officer. Failure to submit timely test reports as stated may result in nonpayment for related work performed and disapproval of the test facility for this contract.

3.7.2 Testing Laboratories

3.7.2.1 Capability Check

The Government reserves the right to check laboratory equipment in the proposed laboratory for compliance with the standards set forth in the contract specifications and to check the laboratory technician's testing procedures and techniques. Laboratories utilized for testing soils, concrete, asphalt, and steel must meet criteria detailed in ASTM D 3740 and

ASTM E 329.

SECTION 01 45 01 Page 7

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 ORDER OF WORK ABUTMENTS

1.5 DELIVERY, STORAGE, AND HANDLING

1.6 QUALITY ASSURANCE

1.6.1 Qualifications

1.7 ENVIRONMENTAL REQUIREMENTS

1.8 SUSTAINABLE DESIGN REQUIREMENTS

1.9 SYSTEM DESCRIPTION

1.9.1 General

1.9.2 Configuration

1.9.2.1 Span

1.9.2.2 Width

1.9.2.3 Camber

1.9.2.4 Trusses

1.9.2.5 Deck

1.9.2.6 Safety Rails

1.9.2.7 Handrail

1.9.2.8 Toe Plate

1.9.2.9 Bearing

1.9.2.10 Gate

1.10 SYSTEM RESPONSIBILITY

1.11 SYSTEM DESIGN REQUIREMENTS

1.11.1 General

1.11.2 Governing Design Codes and References

1.11.3 Design Loads

1.11.4 Wind Load

1.11.5 Railing Loads

1.11.6 Load Combinations

1.11.7 Deflections

1.11.8 Temperature

1.11.9 Stream Pressure Loading

1.12 WARRANTY

1.13 STANDARDS, SPECIFICATIONS, AND CODES

1.13.1 Standard Specifications

PART 2 PRODUCTS

2.1 GENERAL

2.2 STEEL

2.2.1 Structural Steel Members

2.2.2 Bolted Steel Connections

2.2.3 Welding Materials

SECTION TABLE OF CONTENTS 05 12 00.00 38 Page 1

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

-- End of Section Table of Contents --

SECTION TABLE OF CONTENTS 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.

AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)

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

ACI INTERNATIONAL (ACI)

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

AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC)

AITC OT-01 (2004) Timber Construction Manual

ASTM INTERNATIONAL (ASTM)

ASTM A 242/A 242M (2004e1) 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 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

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 G101-04 (2004) Standard Guide for Estimating the

SECTION 05 12 00.00 38 Page 1

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, A" designation;

submittals not having a "G, A" 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

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

SECTION 05 12 00.00 38 Page 2

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

Welder Qualifications

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

SD-08 Manufacturer's Instructions

Maufacturer'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.

Project Record Documents

SD-10 Operation and Maintenance Data

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 paragraph REFERENCES apply only if specifically indicated in this specification.

1.4 ORDER OF WORK ABUTMENTS

The contractor shall construct the East Abutment and wingwalls on the Wasena Park side as the first order of work. The Contractor shall complete the construction of the East abutment and wingwalls prior to the start of the construction of the West abutment on the Hannah Court side.

1.5 DELIVERY, STORAGE, AND HANDLING

Deliver, handle, and store prefabricated components so that they will not be damaged or deformed. Store bridges off the ground and by means that

SECTION 05 12 00.00 38 Page 3 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.

1.6 QUALITY ASSURANCE

1.6.1 Qualifications

1. 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.

2. 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).

3. 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.

4. 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.

1.7 ENVIRONMENTAL REQUIREMENTS

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

1.8 SUSTAINABLE DESIGN REQUIREMENTS

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

1.9 SYSTEM DESCRIPTION

1.9.1 General

The pedestrian bridge 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 4 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.

1.9.2 Configuration

1.9.2.1 Span

The bridge span, measured from end of deck to end of deck, shall be a single span 215-feet total, with a 2" minimum thermal gap at each end of the span, as shown on the Plans.

1.9.2.2 Width

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

1.9.2.3 Camber

Vertical camber at mid-span of the bridge 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.

1.9.2.4 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.

1.9.2.5 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.

1.9.2.6 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.

1.9.2.7 Handrail

A hardwood rub-rail, of dimensions as shown on the Plans, shall be above the deck and located along the entire length of each bridge side railing.

SECTION 05 12 00.00 38 Page 5

1.9.2.8 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.

1.9.2.9 Bearing

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

1.9.2.10 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. Requirements for the gate are as shown on the Plans.

1.10 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.

1.11 SYSTEM DESIGN REQUIREMENTS

1.11.1 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.

1.11.2 Governing Design Codes and References

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

2. 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 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/D1.1M. 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

SECTION 05 12 00.00 38 Page 6 the bolt embedment.

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

b. 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.

1.11.3 Design Loads

1. Dead Load

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

2. Live Loads

a. 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.

b. 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 each member being designed.

1.11.4 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.

1.11.5 Railing Loads

1. 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.

2. The safety railing system shall be designed for a minimum

SECTION 05 12 00.00 38 Page 7 loading of 200-pounds applied horizontally at right angles to a one-square foot area at any point in the system.

1.11.6 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; VEH = Vehicle Load; min LL = Minimum Live Load with VEH, per Section 1.10.C.2.b above.)

DL + LL

DL + (VEH + min LL)

DL + WL

DL + LL + WL

DL + (VEH + min LL) + 0.3WL

LRFD Strength I Load Combination

LRFD Extreme Event I Load Combination

1.11.7 Deflections

a. 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.

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

1.11.8 Temperature

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

1.11.9 Stream Pressure Loading

The design of all bridge elements shall consider the effect of stream pressure loading from the 100-year flood event.

1.12 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.

SECTION 05 12 00.00 38 Page 8

1.13 STANDARDS, SPECIFICATIONS, AND CODES

1.13.1 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 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 G101-04, 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/D1.1MAWS.

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.

SECTION 05 12 00.00 38 Page 9

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 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 303. Bolted joints shall conform to the provisions of AISC Specification for Structural Joints using ASTM A 325or A490 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 steel members shall be 3/8-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

SECTION 05 12 00.00 38 Page 10 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).

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 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.

3.3 CLEAN UP

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

SECTION 05 12 00.00 38 Page 11

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 Wasena Park to Hannah Court Pedestrian Bridge, 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:

P.E. SEAL Name: ___________________________________

Signature: ___________________________________

Address: ____________________________________

CONTRACTOR:

Firm: ____________________________________

Name/Title: ____________________________________

Signature: ____________________________________

Address: ____________________________________

-- End of Section --

SECTION 05 12 00.00 38 Page 12

SECTION 31 63 26

DRILLED SHAFTS

PART 1 GENERAL

1.1 UNIT PRICES

1.1.1 Basis of Bids

Base the bid on the number and total length of shafts, established by top and bottom elevations and diameters, as indicated and specified.

Adjustment of the contract will be made in accordance with the CONTRACT CLAUSES, should the total length of shafts installed and approved be greater or less than the total length shown. The Contractor will not receive payment for rejected shafts or for those not conforming to specifications.

1.1.2 Tests

1.1.2.1 Load Test

Base the bid on the number of drilled shaft load tests performed as directed by the Contracting Officer. The Contract includes a single load tests rated at twice the design load. The Contracting Officer reserves the right to increase or decrease the number of load tests.

1.1.3 Separate Unit Prices

1.1.3.1 Removal of Obstructions Other Than Rock

Separate payment will not be made for removing obstructions.

1.1.4 Basis Of Payment

1.1.4.1 Unit Price

The Contracting Officer has the right to increase or decrease the linear footage of drilled foundation shafts to be furnished and installed by changing the foundation shaft elevations, by requiring the installation of additional shafts, or omission of shafts from the requirements shown and specified. Whether or not such changes are made, the Contractor will be paid at the contract unit price per linear foot multiplied by the total linear feet of acceptable shafts actually installed provided, however, that in the event the Contracting Officer requires an increase or decrease in the linear footage of shafts furnished and installed, the contract unit price will be adjusted in accordance with the CONTRACT CLAUSES.

1.1.4.2 Full Compensation

Payment in accordance with the above paragraph Unit Price constitutes full compensation for furnishing, delivering, handling, and/or installing (as applicable) all material, labor and equipment necessary to meet contract requirements applicable to the foundation shafts. The Contractor will not be allowed payment for rejected shafts.

SECTION 31 63 26 Page 1

1.1.4.3 Load Tests

The Contract includes a single drilled shaft load test to twice the design load. The Contracting Officer reserves the right to increase or decrease the number of load tests. In the event the Contracting Officer requires an increase or decrease in the number of load tests, the contract unit price will be adjusted in accordance with the CONTRACT CLAUSES.

1.2 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.

AMERICAN WELDING SOCIETY (AWS)

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

AWS D1.4/D1.4M (2005; Errata 2005) Structural Welding Code - Reinforcing Steel

ASTM INTERNATIONAL (ASTM)

ASTM A 123/A 123M (2008) Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

ASTM A 36/A 36M (2008) Standard Specification for Carbon Structural Steel

ASTM A 615/A 615M (2008a) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

1.3 SUBMITTALS

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

submittals not having a "G" designation are for Contractor Quality Control approval. 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

Design Drawings and calculations for the proposed Shafts sealed by a professional engineer registered in the Commonweatlth of Virginia.; G

Survey of shaft locations.; G

Description of the drilling and concreting equipment and procedures. Details of methods to maintain a stable hole including lengths and diameters of temporary casing, types and properties of slurries (if used), methods of de-sanding and cleaning the drill hole prior to concreting.; G

Concrete mix design information in accordance with Section 03 31

00.00 10 CAST-IN-PLACE STRUCTURAL CONCRETE.; G

SECTION 31 63 26 Page 2

Reinforcing steel details and information in accordance with Section 03 20 01.00 10 CONCRETE REINFORCEMENT in addition to centralizer type and locations and method of temporarily supporting the steel during concrete placement.; G

SD-07 Certificates

Shafts

A certified copy of the survey. Establish lines, levels, and shaft centerline locations, staked and maintained by a registered surveyor or engineer.

Qualifications; G

Records for each qualified welding operator; G

SD-11 Closeout Submittals

Records

Detailed records for each shaft as specified in paragraph titled "Records."

1.4 QUALITY ASSURANCE

1.4.1 Survey of Shaft Locations

Employ a surveyor licensed in the Commonwealth of Virginia who shall layout the shaft locations in the field and determine and certify the as drilled location of each shaft as installed, and shall submit certified lists and drawings of the shaft locations with shaft designation numbers, tip and cutoff elevations as installed and deviations from plumb. Surveyor shall also survey settlement monitoring points.

1.4.2 Specialty Subcontractor Qualifications

Submit Contractor Qualifications for foundation systems, proving its engagement in the successful installation of similar drilled foundation shafts for at least 5 years.

1.4.3 Welding

Perform all detail and field welding in accordance with AWS D1.1/D1.1M.

Qualification of welding procedures, welders, and welding operators shall be in accordance with AWS D1.1/D1.1M, Section 4. Keep and make available, for examination by the Contracting Officer, all records of test results of welding procedures not prequalified, copies of records for each qualified welding operator, and records on positions of welding and types of electrode qualifications. Submit records for each qualified welding operator.

1.4.4 Pre-installation Conference

Within 30 calendar days of notice to proceed provide, for approval, the following schedule of submittals: Preliminary detailed drawings in an approved form, for each shaft, showing shaft diameters, top and bottom elevations, bearing strata description, casing description, water conditions, concrete strength, concrete volume, rock elevations, dates of

SECTION 31 63 26 Page 3 excavation and concrete placement, and other pertinent information.

1.4.5 Contractor Supervision

Provide for the supervision of all phases of drilled shaft construction.

Supervision is the Contractor's responsibility as outlined in Quality Control provisions of the Specialty Subcontractor Requirements. Check each drilled shaft excavation for its depth, water removal, cleanup, workmanship, and for all tolerance requirements before any concrete is placed.

1.4.6 Government Inspection

The Contracting Officer will inspect each drilled shaft excavation. Do not place concrete until the excavation has been approved by the Contracting Officer. Furnish the Contracting Officer all necessary equipment required for proper inspection of drilled shaft excavations.

1.4.7 Safety Precautions for Workmen and Inspectors

1.4.8 Local Laws and Regulations

Comply with all rules, regulations, laws and ordinances of the City of Roanoke, the Commonwealth of Virginia and of all other authorities having jurisdiction. All labor, materials, equipment and services necessary to make work comply with such requirements shall be provided at no additional cost to the Owner.

1.5 DELIVERY, STORAGE, and HANDLING

Deliver casings and appurtenant equipment to the job site in an undamaged and ready to place condition.

1.5 PROJECT/SITE CONDITIONS

1.5.1 Subsurface Data

Subsurface soil data logs are presented in the Geotechnical Analysis Report. The subsurface investigation report and samples of materials, as taken from subsurface investigations, are available for examination at Falls Church.

1.5.2 Shaft Drilling Equipment

Provide shaft drilling equipment having a…