Amendment 0002.pdf

W68SBV82417289

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

Changes are made to Technical Specifications, Section 05 60 05.00 28, and draw ings. See Page 2 of this amendment for description of the changes made. Bid opening remains unchanged at: January 06, 2009 at 3:00 pm.

LOWER MONUMENTAL DAM NAVIGATION LOCK DOWNSTREAM GATE REPAIR, SPRING 2009.

1. CONTRACT ID CODE PAGE OF PAGES

J

FAR (48 CFR) 53.243

1 2

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

16C. DATE SIGNED

BY 15-Dec-2008

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 W912EF-09-B-0003

X 9B. DATED (SEE ITEM 11)

02-Dec-2008

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

15-Dec-2008

CODE

USAED, WALLA WALLA CONTRACTING DIVISION

PHYLLIS L. BUERSTATTE

201 NORTH 3RD AVE.

WALLA WALLA WA 99362-1876

W912EF 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W912EF-09-B-0003

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

The following items are applicable to this modification:

AMENDMENT 0002

1. Bid opening date remains unchanged as a result of this amendment.

2. Bidders must acknowledge receipt of this amendment. See Block No. 11 of Standard Form 30 for methods of acknowledging solicitation amendments.

3. The following changes are made to the solicitation:

A. Section 05 60 05.00 28 Added paragraph 3.1 Dewater the work area.

B. Section 05 60 05.00 28 Added sentence to end of paragraph 3.5.3 Qualifications of Welders and Welding Operations that states the Contractor is not required to be an AISC Category III Certified fabricator in accordance with AWS D1.5, Subsection 12.8.

C. Updated Index to Drawings (G-002) and added three new information only drawings (I-016, I-017 and I-018).

Lower Monumental NLDS Gate Repair FY09 W912EF-09-B-0003 amendment 0002

SECTION TABLE OF CONTENTS

DIVISION 05 - METALS

SECTION 05 60 05.00 28

NAVIGATION LOCK GATE REPAIRS

PART 1 GENERAL

1.1 REFERENCES

1.2 SUBMITTALS

1.3 DEFINITIONS

1.4 SYMBOLS

1.5 CARBON EQUIVALENCE TESTING

1.6 CRACK INVENTORY

PART 2 PRODUCTS

2.1 BOLTS, NUTS, AND WASHERS

2.2 FILLER METAL

2.3 BARS AND PLATES

PART 3 EXECUTION

3.1 DEWATER THE WORK AREA

3.2 CRACK INSPECTION AND REPAIR

3.3 SKIN PLATE FRAMING INSPECTION

3.4 BOLTS

3.5 WELDING

3.5.1 CONTAINMENT

3.5.2 Welding Operations

3.5.3 Qualification of Welders and Welding Operators

3.5.4 Workmanship Requirements

3.5.4.1 Welding Procedure

3.5.4.2 Preheat and Interpass Temperature

3.5.4.3 Temporary Welds

3.5.4.4 Tack Welds

3.6 INSPECTION OF WELDING

3.6.1 Certified Welding Inspector

3.6.2 Visual Examination

3.6.3 Nondestructive Examination

3.7 Workmanship

3.8 INVENTORY OF CRACKS FOLLOWS

-- End of Section Table of Contents --

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NAVIGATION LOCK GATE REPAIRS

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 325 (2005) Manual of Steel Construction

AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

ASTM A 36/A 36M (2005) Standard Specification for Carbon Structural Steel

ASTM A 441 (1989) High Strength Low-Alloy Structural Manganese Vanadium Steel

ASTM A 325 (1994) Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength

ASTM A 307 (2007) Standard Specification for Carbon Steel Bolts and Studs, 60 000 PSI Tensile Strength

ASTM A 563 (2000) Carbon and Alloy Steel Nuts

ASTM A 572/A 572M (2007) Standard Specification for High-Strength Low-Alloy Columbium-Vanadium Structural Steel

ASTM A 751 (1996) Test Methods, Practices, and Terminology for Chemical Analysis of Steel products.

ASTM E 165 (1995) Liquid Penetrant Examination Inspection Method

ASTM E 709 (1995) Magnetic Particle Examination

AMERICAN WELDING SOCIETY (AWS)

AWS A2.4 (1998) Standard Symbols for Welding, Brazing and Nondestructive Examination

AWS A3.0 (1994) Standard Welding Terms and Definitions

AWS D1.5 (2002) Bridge Welding Code

SECTION 05 60 05.00 28

ASTM INTERNATIONAL (ASTM)

ASTM F 436 (2004) Hardened Steel Washers

THE SOCIETY FOR PROTECTIVE COATINGS (SSPC)

SSPC Guide 6 (1997) Guide for Containing Debris Generated During Paint Removal Operations

1.2 SUBMITTALS

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

submittals not having a "G" designation are for information only or as otherwise designated. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. The following shall be submitted in accordance with Section

01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Qualification of Welders and Welding Operators; G C

Containment

Welding Procedure; G C

Certified Welding Inspector

SD-06 Test Reports

Crack Inspection and Repair Report; G ST

Nondestructive Examination; G C

1.3 DEFINITIONS

Definitions of welding terms shall be in accordance with AWS A3.0.

1.4 SYMBOLS

Symbols shall be in accordance with AWS A2.4, unless otherwise indicated.

1.5 CARBON EQUIVALENCE TESTING

Carbon equivalence testing was performed in 2004 in accordance with the requirements of AWS D1.5, Annex VIII, paragraph VIII6.1.1 to determine the carbon equivalence for the T1 and ASTM A 441 steel on the downstream lift gate, as indicated. Chemical analysis of the T1 and ASTM A 441 steel members was determined in accordance with methods specified in ASTM A 751.

The results of the testing are included at the end of this section. The carbon equivalence test results shall be used to determine welding conditions (principally preheat) necessary to prevent cold cracking and shall be incorporated into all welding procedure specifications for the following:

a) T1 steel to T1 steel

b) T1 to ASTM A 441 steel

c) ASTM A 441 steel to ASTM A 441 steel

d) T1 steel to ASTM A 572/A 572M, Grade 50 stiffeners

e) ASTM A 441 steel to ASTM A 572/A 572M, Grade 50 stiffeners

1.6 CRACK INVENTORY

An inventory of cracks to be repaired and inspected is attached to the end of this Section. The cracks are listed as Types 1, 2, 3A, 3B, 3C, 3D, 3R-B, 3R-C, 4, 5, 6, and 7. Repairs for Types 1 through 6 cracks are fully detailed on the drawings.

PART 2 PRODUCTS

2.1 BOLTS, NUTS, AND WASHERS

All 7/8" diameter bolts shall be high strength and conform to ASTM A 325 Type 3. All 3/8" diameter bolts shall conform to ASTM A 307 Grade B. Carbon steel nuts shall conform to ASTM A 563. Washers shall conform to ASTM F 436.

2.2 FILLER METAL

The electrode, electrode-flux combination and grade of weld metal shall conform to the appropriate AWS specification for the base metal or metals and welding process being used. Only low hydrogen electrodes shall be used for shielded metal-arc welding. The AWS designation of the electrodes to be used shall be included in the schedule of welding procedure to be furnished. The filler metal shall meet the requirements of AWS D1.5. To maintain low moisture of low-hydrogen electrodes, a controlled temperature storage oven shall be used at the welding work area as prescribed by

AWS D1.5.

2.3 BARS AND PLATES

Reinforcing bars and stiffener plates shall conform to ASTM A 572/A 572M Grade 50. All other bars shall conform to ASTM A 36/A 36MASTM A 36

PART 3 EXECUTION

3.1 DEWATER THE WORK AREA

The Government will set the floating bulkheads and unwater the lock chamber so the Contractor can access the work area in the lock. The seals on the downstream floating bulkhead leak and water will run over the concrete gate sill in the work area. The Contractor shall install sandbags to contain the water leakage and either pump the water over the bulkhead into the river or channel the water over the concrete sill into the lock chamber upstream of the concrete sill.

3.2 CRACK INSPECTION AND REPAIR

The contractor shall inspect by Nondestructive Examination (NDT) (see paragraph: Nondestructive Examination in this section) all cracks indicated in the crack inventory sheets following this specification. The Contractor shall fill out and submit to the Contracting Officer a daily report with the results of the inspections and repairs completed. The Crack Inspection and Repair Report shall be submitted electronically each day via e-mail in Excel Spreadsheet, Word Document, or Adobe Acrobat PDF format. This report shall include a crack repair ID number for each repair location included on the Government Inventory of Cracks, a description of the location of the

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Line crack, a digital photo of each crack, the results of each inspection, and the recommended type of repair for each crack. The Government will review the daily report and approve or not approve the type of crack repair recommended by the contractor for all cracks indicated as "inspection needed". All "inspection needed" cracks that have been approved for repair shall be repaired during this contract period. Upon completion of all crack inspections, repair work, and NDT testing, the contractor shall submit a cumulative Crack Inspection and Repair Report. The final Crack Inspection and Repair Report shall be submitted for approval with the Final As-built Contract Drawings.

3.3 SKIN PLATE FRAMING INSPECTION

The contractor shall visually inspect the entire skin plate frame (See drawing sheet S-401)which includes but not limited to the following: arched rib channels, vertical tee's, diagonal brace members, and web plates. The inspection shall be performed by a certified welding inpsector and/or professional engineer. Any suspected cracks on structural members or connections shall be tested by Nondestructive Examination (NDT) (see paragraph: Nondestructive Examination in this section). The contractor shall submit a report with the results of the inspection. The report shall include crack lengths, locations, and photos. The contractor shall use the existing rib and tee numbering system (See drawing sheet S-401) for describing crack locations.

3.4 BOLTS

The Contractor shall install ASTM A 325 high strength bolts, and ASTM A 307 bolts with nuts and washers at the locations indicated on the drawings. The bolts shall be tensioned to meet slip critical requirements as specified in AISC 325 LRFD. The bolted connections shall eliminate leaks through holes created to stop crack progression.

3.5 WELDING

Welding of new plates or bars shall be as specified in AWS D1.5, Section

12. All welding repair of cracked welds and cracked base metal performed for this work will be considered critical repair welding as specified in AWS D1.5, Section 12.17. Crack repair procedures shall be as indicated on the drawings and as specified herein.

Welding of structural steel shall be by an electric arc welding process using a method which excludes the atmosphere from the molten metal and shall conform to all the applicable provisions of AWS D1.5, including Section 12.

Workmanship for welding shall be in accordance with AWS D1.5, Section 3 and all other applicable requirements of these specifications.

3.5.1 CONTAINMENT

The Contractor shall contain debris generated during surface grinding of welds and paint removal operations. Paint removal operations shall be in accordance with the requirements of SSPC Guide 6 Vacuum Blasting.

3.5.2 Welding Operations

Welding of new plates or bars shall be as specified in AWS D1.5, Section

12. All welding repair of cracked welds and cracked base metal performed for this work will be considered critical repair welding as specified in AWS D1.5, Section 12.17. Crack repair procedures shall be as indicated on the drawings and as specified herein.

3.5.3 Qualification of Welders and Welding Operators

Welding operators, welders, and tack welders shall be qualified for the particular type of work to be done. Qualification shall be in accordance with AWS D1.5 Section 12. Welders and welding operators shall pass the qualification tests prescribed by AWS D1.5 within 12 months prior to performing work on this contract. The welder or welding operator shall be required to repeat the qualifying tests when, in the opinion of the COR, their work indicates a reasonable doubt as to their proficiency.

Certification shall be submitted for those passing the test and upon approval, they shall be considered qualified. Those not passing shall be disqualified until passing. All expenses in connection with qualification or re-qualification shall be borne by the Contractor. The Contractor is not required to be an AISC Category III Certified fabricator in accordance with AWS D1.5, Subsection 12.8

3.5.4 Workmanship Requirements

3.5.4.1 Welding Procedure

The approved weld procedure shall consist of detailed procedure specifications for each required joint to be welded with tables or diagrams showing the procedure to be used. Qualification of welding procedures for welding for all welding procedures shall conform to the requirements of AWS D1.5. Properly documented evidence of compliance with all requirements of these specifications for previous welding joint qualifications tests will establish the joint welding procedure as pre-qualified and a qualification test will not be required. Each procedure shall be clearly identified as being either pre-qualified or qualified by tests.

3.5.4.2 Preheat and Interpass Temperature

The minimum Preheat temperature shall be 200 degrees F. The weldments to be preheated shall be slowly and uniformly heated by approved means to the prescribed temperature, held at that temperature until the welding is completed and then permitted to cool slowly in still air. The use of rose buds is not permitted for preheating.

3.5.4.3 Temporary Welds

Temporary welds shall be made under the controlled conditions prescribed herein for permanent work. Welders qualified for permanent work as specified elsewhere in these specifications shall make all temporary welds.

Preheat furnished for temporary welds shall conform to the requirements of AWS D1.5. In making temporary welds, arcs shall not be struck in other than weld locations. Each temporary weld shall be removed after serving its purpose and ground flush with adjacent surfaces.

3.5.4.4 Tack Welds

Tack welds that are to be incorporated into the permanent work shall be subject to the same quality requirements as the permanent welds. Preheating shall be performed as specified for temporary welds above. Such tack welds shall be cleaned and fused thoroughly with the permanent welds.

Multiple-pass tack welds shall have cascaded ends. Defective tack welds

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Line shall be removed before permanent welding.

3.6 INSPECTION OF WELDING

The Contractor shall maintain an approved inspection system and perform required inspections in accordance with Section 01 45 04.00 28 CONTRACTOR QUALITY CONTROL. Welding shall be subject to inspection to determine conformance with the requirements of AWS D1.5, the approved welding procedures, and provisions stated in other sections of these specifications. Nondestructive examination of designated welds will be required.

3.6.1 Certified Welding Inspector

Inspection and nondestructive testing personnel shall be qualified in accordance with the requirements of ASNT-01 for Levels I or II in the applicable nondestructive testing method. The inspector may be supported by assistant welding inspectors who are not qualified to ASNT-01, and assistant inspectors may perform specific inspection functions under the supervision of the qualified inspector.

3.6.2 Visual Examination

All visual examination of completed welds shall be cleaned and carefully examined for insufficient throat or leg sizes, cracks, undercutting, overlap, excessive convexity or reinforcement and other surface defects to ensure compliance with the requirements of AWS D1.5, Sections 3 and 9 and all other applicable sections of AWS D1.5.

3.6.3 Nondestructive Examination

The nondestructive examination (NDT) of field welds shall be performed as designated or described in the sections of these specifications covering the particular items of work. All cracks to be repaired shall be tested prior to performing any crack repair work. The testing shall determine the extent of cracking so the correct repair procedure can be performed. All completed crack repairs shall be tested to ensure no crack remains. Test methods used may include ultrasonic, magnetic particle, or dye penetrant inspection. Defects identified will be used as the basis for making repairs, as directed by the COR.

a. Testing Agency - The nondestructive examination of welds and the evaluation of examination tests as to the acceptability of the welds shall be performed by a testing agency adequately equipped and competent to perform such services or by the Contractor using suitable equipment and qualified personnel. In either case, written approval of the examination procedures is required. The evaluation of examination tests shall be subject to the approval and all records shall become the property of the Government.

b. Examination Procedures - Examination procedures shall conform to the following requirements.

(1) Ultrasonic Testing - Making, evaluating and reporting ultrasonic testing of welds shall conform to the requirements of AWS D1.5, Section 6, Part C. The ultrasonic equipment shall be capable of making a permanent record of the test indications. The Certified inspector shall make a permanent record of the test indications.

(2) Magnetic Particle Inspection - Magnetic particle inspection of welds shall conform to the applicable provisions of ASTM E 709.

(3) Dye Penetrant Inspection - Dye penetrant inspection of welds shall conform to the applicable provisions of ASTM E 165.

c. Acceptability of Welds - Welds shall be unacceptable if shown to have defects prohibited by AWS D1.5, or possess any degree of incomplete fusion, inadequate penetration or undercutting.

d. Welds to be Subject to Nondestructive Examination

(1) One hundred (100) percent of completed welds shall be cleaned and visually inspected to ensure compliance with the requirements of AWS D1.5.

(2) One hundred (100) percent of all fillet and partial penetration welds shall be inspected by magnetic particle testing or liquid penetrant testing.

e. The report shall include detailed information about the location of all the areas inspected, and the results of the inspections, including if any cracks were found and the overall geometry of all cracks found.

3.7 Workmanship

Workmanship shall be of the highest grade and in accordance with the best modern practices to conform with the specifications for the item of work being furnished.

3.8 INVENTORY OF CRACKS FOLLOWS