W912EF-15-R-0048-0009.pdf

W68SBV51203542

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

Revise the specifications for Vertical Lift Gate Systems

1. CONTRACT ID CODE PAGE OF PAGES

J 1 2

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

16C. DATE SIGNED

BY 08-Oct-2015

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-15-R-0048

X 9B. DATED (SEE ITEM 11)

28-Aug-2015

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

08-Oct-2015

CODE

USAED, WALLA WALLA - CONTRACTING DIV.

KENT R. BERNARD 201 N. THIRD AVENUE

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-15-R-0048

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

SECTION 00010 - SOLICITATION CONTRACT FORM

The following have been added by full text:

AMENDMENT 0009

1. Revised the following Specifications (see revised Specifications for details):

a. SECTION 35 01 43.00 28 VERTICAL LIFT GATE SYSTEMS

Revised Paragraph 1.3 REFERENCES Revised Paragraph 2.3.1 Pinion.

(End of Summary of Changes)

Lower Mon. Navlock Downstream Gate Hoist Machinery Upgrade W912EF-15-R-0048 Amend-0008

SECTION TABLE OF CONTENTS

DIVISION 05 - METALS

SECTION 05 50 01.00 28

METALWORK FABRICATION

PART 1 GENERAL

1.1 METAL WORK

1.2 REFERENCES

1.3 SUBMITTALS

1.4 QUALIFICATION OF WELDERS AND WELDING OPERATORS

1.5 CERTIFIED WELDING INSPECTOR

PART 2 PRODUCTS

2.1 WELD FILLER METAL

2.2 STRUCTURAL STEEL PLATES, BARS AND ANGLES

2.3 HOLLOW STRUCTURAL SECTIONS (HSS)

2.4 STRUCTURAL STEEL, W SHAPES

2.5 STRUCTURAL STEEL, L SHAPES

2.6 STRUCTURAL STEEL PIPE

2.7 FASTENERS

2.7.1 Bolts

2.7.2 Socket-Head Cap Screws

2.7.3 Shear Pins

2.7.4 Anchor Bolts

2.7.5 Nuts

2.7.6 Washers

2.8 BAR GRATINGS

2.8.1 Grating Fasteners

2.9 HANDRAILS AND GUARDRAILS

2.10 LADDERS

2.11 LADDER CAGES

PART 3 EXECUTION

3.1 STRUCTURAL FABRICATION

3.1.1 General

3.1.2 Dimensional Tolerances for Structural Work

3.1.3 Structural Steel Fabrication

3.2 BAR GRATINGS

3.3 GRATING FASTENERS

3.4 HANDRAILS AND GUARDRAILS

3.5 LADDERS

3.6 WELDING PROCEDURES

3.7 WELDING

3.7.1 General

3.7.2 Carbon Equivalence Testing: Gate Hoist Sheaves

3.7.3 Preheat And Interpass Temperature: Gate Hoist Sheaves

3.7.4 Temporary Welds

3.7.5 Tack Welds

3.7.6 Stress-Relief Heat Treatment

3.8 INSPECTION OF STRUCTURAL STEEL WELDING

3.8.1 General

3.8.2 Visual Examination

SECTION 05 50 01.00 28

3.8.3 Nondestructive Examination

3.8.3.1 Testing Agency

3.8.3.2 Examination Procedures

3.8.3.3 Acceptability of Welds

3.8.3.4 Welds to be Subject to Nondestructive Examination

3.8.4 Supplemental Examination

3.9 STRUCTURAL STEEL WELDING REPAIRS: GATE HOIST SHEAVES

3.10 GALVANIZING

3.10.1 Requirements

3.10.2 Items to Galvanize

3.10.3 Repair of Galvanized Surfaces

3.11 PAINTING

-- End of Section Table of Contents --

SECTION 05 50 01.00 28

G4EDHCMP

Line

SECTION 05 50 01.00 28

METALWORK FABRICATION

PART 1 GENERAL

1.1 METAL WORK

This specification provides the requirements for the following items/actions:

a. Rehabilitation and Weld Repair of the Gate Hoist Sheaves.

b. Fabrication of Machinery Supports and Pedestals.

c. Fabrication and installation of Work Platforms, Gratings, Hand Rails, Guard Rails, Ladders, and Ladder Cages.

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.

ASTM INTERNATIONAL (ASTM)

ASTM A 123/A 123M (2009) Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

ASTM A 153/A 153M (2009) Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware

ASTM A 235 (1967) Specification for Carbon Steel Forgings for General Industrial Use

ASTM A325 (2014) Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength

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

ASTM A 780/A 780M (2009) Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings

ASTM A 924/A 924M (2010) Standard Specification for General Requirements for Steel Sheet, Metallic-Coated by the Hot-Dip Process

ASTM A 992/A 992M (2006a) Standard Specification for Structural Steel Shapes

ASTM A500/A500M (2010a) Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and

Shapes

ASTM A53/A53M (2010) Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless

ASTM A572/A572M (2007) Standard Specification for High-Strength Low-Alloy Columbium-Vanadium Structural Steel

ASTM A574 (2011) Standard Specification for Alloy Steel Socket-Head Cap Screws

ASTM A 563 (2007a) Standard Specification for Carbon and Alloy Steel Nuts

ASTM A 653/A 653M (2009a) Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process

ASTM E 165 (1995) Liquid Penetrant Examination Inspection Method

ASTM E709 (2014) Standard Guide for Magnetic Particle Examination

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

ASTM F 436 (20109) Hardened Steel Washers

AMERICAN WELDING SOCIETY (AWS)

AWS D1.1/D1.1M (2010) Structural Welding Code - Steel

AWS D1.5M/D1.5 (2010) Bridge Welding Code

ASTM INTERNATIONAL (ASTM)

ASTM A 709/A 709M (2009a) Standard Specification for Structural Steel for Bridges

ASTM A 751 (2011) Standard Test Methods, Practices, and Terminology for Chemical Analysis of Steel Products

NATIONAL ASSOCIATION OF ARCHITECTURAL METAL MANUFACTURERS (NAAMM)

NAAMM MBG 531 (2000) Metal Bar Grating Manual

U.S. NATIONAL ARCHIVES AND RECORDS ADMINISTRATION (NARA)

29 CFR 1910.27 Fixed Ladders

1.3 SUBMITTALS

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

submittals having an "I" designation are for information only. When used, a designation following the "G" or "I" 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

Welding Procedures; G C

Weld Repair Procedures; G CT

Carbon Equivalence Test Results; I

Welding Engineer; G C

Certified Welding Inspector; G C

SD-06 Test Reports

Nondestructive Examination; G C

1.4 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 the specifications listed below. Welders and welding operators shall pass the qualification tests prescribed by the specifications listed below within 12 months prior to performing work on this contract. The qualifications shall be submitted on Form N-5, Annex N of AWS D1.5M/D1.5 or Form N-4, Annex N of AWS D1.1/D1.1M as required below. The welder or welding operator shall be required to repeat the qualifying tests when, in the opinion of the Contracting Officer, 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 requalification shall be borne by the Contractor.

a. Sheaves: AWS D1.5M/D1.5

b. Machinery Supports and Pedestals: AWS D1.1/D1.1M

c. Work Platforms, Ladders, Ladder Cages, Handrails, and Guardrails:

AWS D1.1/D1.1M

1.5 CERTIFIED WELDING INSPECTOR

Inspector qualifications shall be in accordance with AWS D1.5M/D1.5 for Sheaves and AWS D1.1/D1.1M for other structural elements.

PART 2 PRODUCTS

2.1 WELD 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 or shall be as shown where a specific choice of AWS specification allowables is required. 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 the following specifications:

a. Sheaves: AWS D1.5M/D1.5

b. Machinery Supports and Pedestals: AWS D1.1/D1.1M

c. Work Platforms, Ladders, Ladder Cages, Handrails, and Guardrails:

AWS D1.1/D1.1M

2.2 STRUCTURAL STEEL PLATES, BARS AND ANGLES

All structural steel plates, bars and angles shall conform to ASTM A 36/A 36M, ASTM A 709/A 709M, or ASTM A572/A572M as specified on the contract drawings.

2.3 HOLLOW STRUCTURAL SECTIONS (HSS)

All Hollow Structural Sections shall conform to ASTM A500/A500M Grade B unless otherwise specified on the contract drawings.

2.4 STRUCTURAL STEEL, W SHAPES

All Structural Steel, W Shapes shall conform to ASTM A 992/A 992M.

2.5 STRUCTURAL STEEL, L SHAPES

All Structural Steel, L Shapes shall conform to ASTM A 36/A 36M.

2.6 STRUCTURAL STEEL PIPE

All structural steel pipes shall conform to ASTM A53/A53M Grade B unless otherwise specified on the contract drawings.

2.7 FASTENERS

2.7.1 Bolts

All bolts shall be hot dip galvanized and comply with ASTM A325 unless otherwise noted in the drawings or specifications.

2.7.2 Socket-Head Cap Screws

All socket-head cap screws shall comply withASTM A574.

2.7.3 Shear Pins

All shear pins shall comply with ANSI/ASME B18.8.2.

2.7.4 Anchor Bolts

All anchor bolts shall be hot dip galvanized and comply with ASTM F 1554 unless otherwise noted in the drawings or specifications.

2.7.5 Nuts

All nuts shall be hot dip galvanized and comply with ASTM A 563 unless otherwise noted in the drawings or specifications.

2.7.6 Washers

All washers shall be hot dip galvanized and comply with ASTM F 436 unless otherwise noted in the drawings or specifications.

2.8 BAR GRATINGS

Gratings shall be steel and shall conform to the requirements of NAAMM MBG 531 and to the requirements indicated on the contract drawings.

Gratings shall be galvanized after fabrication. Bar grating shall be provided for all grating locations unless noted otherwise.

2.8.1 Grating Fasteners

Grating fasteners shall be of the same material and finish as gratings.

2.9 HANDRAILS AND GUARDRAILS

Railings shall be fabricated from steel pipe conforming to ASTM A53/A53M, unless otherwise indicated. Railings shall be galvanized after fabrication unless otherwise noted. Furnish handrails and guardrails of the type and size shown on the contract drawings. Provide all fittings, brackets, anchors, inserts, and other appurtenances as shown and as required for proper installation.

2.10 LADDERS

Ladders shall be constructed of 2 1/2 by 3/8 inch steel flats for stringers and 7/8 inch diameter steel rods for rungs conforming to ASTM A 36/A 36M.

Ladders shall be galvanized after fabrication.

2.11 LADDER CAGES

Ladder cages shall conform to 29 CFR 1910.27. Fabricate 3 by 1/2 inch horizontal bands and 1 1/2 by 1/2 inch vertical bars conforming to ASTM A 36/A 36M. Provide attachments for fastening bands to the side rails of ladders. Provide and fasten vertical bars on the outside of the horizontal bands. Ladder cages shall be galvanized after fabrication.

PART 3 EXECUTION

3.1 STRUCTURAL FABRICATION

3.1.1 General

Material shall be straight before being laid off or worked. If straightening is necessary it shall be done by methods that will not impair the metal. Sharp kinks or bends shall be cause for rejection of the material. Material with welds will not be accepted except where welding is definitely specified, indicated on the drawings or otherwise approved.

Bends shall be made by dies, press brakes or bending rolls normally used in this type of fabrication. Where heating is required, precautions shall be taken to avoid overheating the metal and it shall be allowed to cool in a manner that will restore the original properties of the metal. Proposed flame cutting of material other than structural steel shall be subject to approval and shall be indicated on shop drawings. Shearing shall be accurate and all portions of the work shall be neatly finished. Corners shall be square and true unless otherwise shown on the drawings.

Re-entrant cuts shall be filleted to a minimum radius of 3/4-inch unless otherwise approved. Finished members shall be free of twists, bends and open joints. All bolts, nuts and screws shall be tight.

3.1.2 Dimensional Tolerances for Structural Work

Dimensions shall be measured by a calibrated steel tape of approximately the same temperature as the material being measured at the time of measurement. The overall dimensions of an assembled structural unit shall be within the tolerances indicated on the drawings or as specified in the particular section of these specifications for the item of work. Where tolerances are not specified in other sections of these specifications or shown on the drawings an allowable variation of 1/32-inch is permissible in the overall length of component members with both ends milled, and component members without milled ends shall not deviate from the dimensions shown on the drawings by more than 1/16-inch for members 30 feet or less in length and by more than 1/8-inch for members over 30 feet in length.

3.1.3 Structural Steel Fabrication

Structural steel may be cut by mechanically guided or hand guided torches provided an accurate profile with a surface that is smooth and free from cracks and notches is obtained. Surfaces and edges to be welded and weld access holes shall be prepared in accordance with AWS D1.5M/D1.5. Where structural steel is not to be welded, all hand or mechanically guided cuts shall be chipped, ground or machined to sound metal. All exposed edges shall be ground to provide a radius, approximately 1/16 inch unless otherwise noted.

3.2 BAR GRATINGS

Bar grating edges shall be banded with bars 1/4 inch less in height than bearing bars for grating sizes above 3/4 inch. Banding bars shall be flush with the top of bearing bars.

3.3 GRATING FASTENERS

Fasteners shall not extend above surface of gratings. Grating fasteners shall be located and welded in accordance with the recommended procedures in NAAMM MBG 531.

3.4 HANDRAILS AND GUARDRAILS

Rigid joints in railings shall be made by welding members together with full penetration welds. Splice joints in horizontal sections of railings shall be an inner-sleeved pipe section, with one end of the sleeve welded to the railing end. The free end of railing over the sleeve shall be secured to the sleeve with a roundhead metal screw driven flush with bottom side of rail. Joints shall occur only at the intersection of horizontal sections of railings and railing posts. All welds shall be ground smooth.

Bends in railings shall be made in a manner that railings are not crushed and shall maintain their original cross-sectional shape. Railings shall be free from burrs, sharp corners and sharp edges. Handrails and guardrails shall be installed complete with all fittings, brackets, anchors, inserts, and other appurtenances as shown and as required for proper installation.

3.5 LADDERS

Fabricate vertical ladders conforming to Section 7 of 29 CFR 1910.27.

Rungs to be not less than 16 inches wide, spaced one foot apart, plug welded or shouldered and headed into stringers. Install ladders so that the distance from the rungs to the finished wall surface will not be less than 7 inches.

3.6 WELDING PROCEDURES

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. The weld procedure shall be submitted on Form N-2, Annex N of AWS D1.5M/D1.5 or Form N-1, Annex N of AWS D1.1/D1.1M as appropriate. The Weld Repair Procedures shall be submitted separately for approval. Properly documented evidence of compliance with all requirements of these specifications for previous welding joint qualifications tests will establish the joint welding procedure as prequalified and a qualification test will not be required. Each procedure shall be clearly identified as being either prequalified or qualified by tests. For purposes of developing weld procedures per AWS D1.5M/D1.5, the ASTM A 36/A 36M members on the sheaves shall be considered similar to ASTM A 709/A 709M, grade 36.

If the contractor is unable to find a sample of ASTM A 235 forging steel for completing the weld procedure, then the contractor shall have a welding engineer develop a weld procedure. All other requirements for developing a weld procedure are still required per AWS D1.5M/D1.5. The Government will provide the weld procedure used for fabricating the sheaves, and a copy of the ASTM A 235 specification. The welding engineer shall be a registered professional engineer with a minimum of ten years of experience in the field of welding engineering. The contractor shall submit the name and qualifications of the welding engineer to the Government for approval.

All weld procedures shall be reviewed and approved by a certified weld inspector prior to submittal.

3.7 WELDING

3.7.1 General

Welding shall be by an electric arc welding process using a method which excludes the atmosphere from the molten metal. Welding shall conform to following specifications:

a. Sheaves: AWS D1.5M/D1.5

b. Machinery Supports and Pedestals: AWS D1.1/D1.1M

c. Work Platforms, Ladders and Guardrails: AWS D1.1/D1.1M

The enlargement of or creation of new fillet welds over existing groove welds shall be considered weld repairs and shall conform to AWS D1.5M/D1.5, Chapter 12.

The Contractor shall sequence and perform work in a manner to minimize distortion.

3.7.2 Carbon Equivalence Testing: Gate Hoist Sheaves

Carbon Equivalence Testing shall be performed on the gate hoist sheaves by a certified lab in accordance with the requirements of AWS D1.5M/D1.5, Annex VIII, paragraph VIII6.1.1 to determine the carbon equivalence for the metals being welded to, as shown on the drawings. The hubs are made of ASTM A 235 Class A carbon steel forging. Chemical analysis shall be determined in accordance with methods specified in ASTM A 751. 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) ASTM A 709/A 709M steel to the hub.

b) Addition of fillet weld reinforcing on hub and other structural members.

c) ASTM A 709/A 709M steel to the WF12x133 spokes.

3.7.3 Preheat And Interpass Temperature: Gate Hoist Sheaves

Preheating shall be performed on the gate hoist sheaves as required by AWS D1.5M/D1.5 or as otherwise specified. 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. Required preheating and interpass temperatures shall be the greater of that determined from the carbon equivalence testing, or as follows:

a. All repair welds and enlargement of, or creation of new fillet welds over existing groove welds, when attached to the hub - 400 degrees F.

b. All repair welds and enlargement of, or creation of new fillet welds over existing groove welds, that are not attached to the hub - 325 degrees F.

c. Welding new plates on the sheave - 320 degrees F.

The steel members shall be considered highly restrained when determining the appropriate preheat and interpass temperatures.

3.7.4 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 D1.5M/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.

3.7.5 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 shall be removed before permanent welding.

3.7.6 Stress-Relief Heat Treatment

If stress-relief heat treatment is needed it shall be done in accordance with the requirements of AWS D1.5M/D1.5. The following weldments shall be stress relieved: Machinery Supports and Pedestals.

3.8 INSPECTION OF STRUCTURAL STEEL WELDING

3.8.1 General

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 the following specifications and the approved welding procedures and provisions stated in other sections of these specifications. .

a. Sheaves: AWS D1.5M/D1.5

b. Machinery Supports and Pedestals: AWS D1.1/D1.1M

c. Work Platforms, Ladders and Guardrails: AWS D1.1/D1.1M

Nondestructive examination of designated welds will be required.

Supplemental examination of any joint or coupon cut from any location in any joint may be required.

3.8.2 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 the following specifications:.

a. Sheaves: AWS D1.5M/D1.5

b. Machinery Supports and Pedestals: AWS D1.1/D1.1M

c. Work Platforms, Ladders and Guardrails: AWS D1.1/D1.1M

3.8.3 Nondestructive Examination

The nondestructive examination of shop and field welds shall be performed as designated or described in the sections of these specifications covering the particular items of work.

3.8.3.1 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. 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.

3.8.3.2 Examination Procedures

Examination procedures shall conform to the following requirements.

(1) Ultrasonic Testing (UT) - Making, evaluating and reporting ultrasonic testing of welds shall conform to the requirements of the following specifications:

(i) Sheaves: AWS D1.5M/D1.5

(ii) Machinery Supports and Pedestals: AWS D1.1/D1.1M

(iii) Work Platforms, Ladders and Guardrails: AWS D1.1/D1.1M

The Certified inspector shall make a permanent record of the test indications.

SECTION 05 50 01.00 28

(2) Radiographic Testing - Making, evaluating and reporting radiographic testing of welds shall conform to the requirements of the following specifications:

(i) Sheaves: AWS D1.5M/D1.5

(ii) Machinery Supports and Pedestals: AWS D1.1/D1.1M

(iii) Work Platforms, Ladders and Guardrails: AWS D1.1/D1.1MThe Contractor shall submit the film as part of the testing results.

(3) Magnetic Particle Inspection - Magnetic particle inspection of welds shall conform to the applicable provisions of ASTM E709.

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

3.8.3.3 Acceptability of Welds

Welds shall be unacceptable if shown to have defects prohibited by the following specifications, or possess any degree of incomplete fusion, inadequate penetration or undercutting:

(1) Sheaves: AWS D1.5M/D1.5. All full penetration welds subject to UT shall be accepted or rejected based on criteria set forth in Table 6.3 for welds subject to tensile stress.

(2) Machinery Supports and Pedestals: AWS D1.1/D1.1M. All full penetration welds subject to UT shall be accepted or rejected based on criteria set forth in Table 6.2 for statically loaded nontubular welds subject to tensile stress.

(3) Work Platforms, Ladders and Guardrails: AWS D1.1/D1.1M. All full penetration welds subject to UT shall be accepted or rejected based on criteria set forth in Table 6.2 for statically loaded nontubular welds subject to tensile stress.

3.8.3.4 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 the following specifications:

(i) Sheaves: AWS D1.5M/D1.5

(ii) Machinery Supports and Pedestals: AWS D1.1/D1.1M

(iii) Work Platforms, Ladders and Guardrails: AWS D1.1/D1.1M

(2) One hundred (100) percent of full penetration welds shall be ultrasonically tested or Radiographic tested.

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

3.8.4 Supplemental Examination

When the soundness of any weld is suspected of being deficient due to faulty welding or stresses that might occur during shipment or erection the Government reserves the right to perform nondestructive supplemental examinations before final acceptance. The cost of such inspection will be borne by the Government.

SECTION 05 50 01.00 28

3.9 STRUCTURAL STEEL WELDING REPAIRS: GATE HOIST SHEAVES

Defective welds on the gate hoist sheaves shall be repaired in accordance with AWS D1.5M/D1.5 chapter 12. Defective weld metal shall be removed to sound metal by use of air carbon-arc. Preheat to 150 degrees F before back-gouging. Oxygen gouging is prohibited. The surfaces shall be thoroughly cleaned before welding. Welds that have been repaired shall be retested by the same methods used in the original inspection. All costs of repairs and retesting shall be borne by the Contractor.

3.10 GALVANIZING

3.10.1 Requirements

Hot-dip galvanize items specified to be zinc-coated, after fabrication where practicable. Galvanizing must meet requirements of ASTM A 123/A 123M, ASTM A 153/A 153M, ASTM A 653/A 653M or ASTM A 924/A 924M, G90, as applicable.

3.10.2 Items to Galvanize

Galvanize gratings, handrails, guardrails, ladders, ladder cages, carbon steel anchor bolts, grating fasteners, washers, and parts or devices necessary for proper installation, unless indicated otherwise.

3.10.3 Repair of Galvanized Surfaces

Repair damaged surfaces with galvanizing repair method and paint conforming to ASTM A 780/A 780M or by application of stick or thick paste material specifically designed for repair of galvanizing, as approved by Contracting Officer. Clean areas to be repaired and remove slag from welds. Heat surfaces to which stick or paste material is applied, with a torch to a temperature sufficient to melt the metallics in stick or paste; spread molten material uniformly over surfaces to be coated and wipe off excess material.

3.11 PAINTING

All exposed surfaces of structural steel fabrications shall be painted as specified in Section 09 97 02.00 28 PAINTING unless otherwise indicated in the drawings or specifications. All edges of plates and holes shall be ground to a minimum 1/16 inch radius prior to painting.

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