W912BV21R0036 A0002.pdf

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

Oologah Sluice Gate and Butterfly Valve

Amendment 0002:

1. Deletes Paragraph 2.1.3 Rubber Seals and Subparagraph 2.1.3.1 Fabrication in section 05 59 20.

2. Deletes Paragraph 3.3 Functionality Test and replaces it in Section 05 59 20.

3. Deletes Note 2 in paragraph notes and replaces it in "Sheet ID S-202"

4. Adds "Gate Tow er Lead-Based Paint Equipment Sampling Results"

5. All other Terms and Conditions Remain Unchanged.

6. The POC for this modification is Ryan Kelly, Ryan.J.Kelly@usace.army.mil or (918) 669-7279.

1. CONTRACT ID CODE PAGE OF PAGES

1 2

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

16C. DATE SIGNED

BY 18-Aug-2021

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 W912BV21R0036

X 9B. DATED (SEE ITEM 11)

22-Jul-2021

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 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

18-Aug-2021

CODE

CONTRACTING DIV

US ARMY CORPS OF ENGINEERS, TULSA DISTRICT

2488 E. 81ST STREET

TULSA OK 74137-4290

W912BV 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W912BV21R0036

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

(End of Summary of Changes)

Amendment 002

SUMMARY OF CHANGES: SPECIFICATIONS

Section 05 59 20

1. Delete Paragraph 2.1.3 Rubber Seals and Subparagraph 2.1.3.1 Fabrication

2. Delete Paragraph 3.3 Functionality Test and replace with the following paragraph:

“The gates must be tested for functionality. The gates must be able to move smoothly and freely between the fully closed and fully opened positions without any jerking or binding. Gates must also successfully demonstrate leakage is the same or better than current leakage rates when gates are in the fully closed position. The contractor must perform a leakage test prior to each gate rehabilitation and determine current leakage rate. After rehabilitation efforts are complete, the contractor must perform another leakage test to demonstrate the leakage rates are the same or better than existing conditions. After each gate is tested individually, the Contractor must test the gates as pairs. Adjust the bronze adjusting screws at the bottom seal to minimize leakage. A functionality test plan must be submitted before any functionality test is permitted to begin. Government approval and inspection are required prior to testing each gate.”

SUMMARY OF CHANGES: DRAWINGS

Sheet ID S-202

1. Delete Note 2. In Paragraph Notes and replace with the following paragraph:

“2. Paint work must start where denoted “Start of Paint Rehab” at top of plate lifting lugs.

Paint work must end where denoted “End Paint Rehab” at the W3 member. Do not paint the roller assembly (link, pin, and roller), seals, or fasteners. All obstructions to blasting and painting of gate must be removed prior to paint work commencement. Prime the surface between gate and seals, do not paint this surface. Install the existing seals with new hardware. New seal hardware must be replaced in kind with existing.”

Additional Attachments

1. Attachment “Gate Tower Lead-Based Paint Equipment Sampling Results” is posted.

Oologah Sluice Gate and Butterfly Valve CW21OOLOGGATEVAL Oolagah Lake, OK

SECTION 05 59 20

REHABILITATION OF HYDRAULIC STEEL STRUCTURES

08/18

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 WELDING SOCIETY (AWS)

AWS D1.5M/D1.5 (2020) Bridge Welding Code

AWS QC1 (2016) Specification for AWS Certification of Welding Inspectors

ASTM INTERNATIONAL (ASTM)

ASTM A563 (2015) Standard Specification for Carbon and Alloy Steel Nuts

ASTM D395 (2016; E 2017) Standard Test Methods for Rubber Property - Compression Set

ASTM D412 (2016) Standard Test Methods for Vulcanized Rubber and Thermoplastic Elastomers - Tension

ASTM D471 (2016a) Standard Test Method for Rubber Property - Effect of Liquids

ASTM D2240 (2015; E 2017) Standard Test Method for Rubber Property - Durometer Hardness

ASTM E709 (2015) Standard Guide for Magnetic Particle Examination

ASTM F436/F436M (2019) Standard Specification for Hardened Steel Washers Inch and Metric Dimensions

ASTM F3125/F3125M (2019) Standard Specification for High Strength Structural Bolts and Assemblies, Steel and Alloy Steel, Heat Treated, Inch Dimensions 120 ksi and 150 ksi Minimum Tensile Strength, and Metric Dimensions 830 MPa and 1040 MPa Minimum Tensile Strength

RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS (RCSC)

RCSC S348 (2014; Errata 2015) RCSC Specification for Structural Joints Using High-strength Bolts

SECTION 05 59 20 Page 1

1.2 SUBMITTALS

Government approval is required for submittals with a "G" or "S" classification. Submittals not having a "G" or "S" classification are for information only. When used, a code following the "G" classification identifies the office that will review the submittal for the Government.

Submit the following in accordance with Section 01 33 00 SUBMITTAL

PROCEDURES:

SD-01 Preconstruction Submittals

Performance Qualification Records ; G, ECD-C

Fastener Installation Procedures ; G, ECD-C

Proposed Alignment Parameters Report ; G, ECD-C

Functionality Test Plan ; G, ECD-C

Alignment Parameters Measurement Report ; G, ECD-C

SD-02 Shop Drawings

PE-UHMW Plastic ; G, ECD-C

SD-03 Product Data

Bolts, Nuts, And Washers ; G, ECD-C

Ultra High Molecular Weight Plastic ; G, ECD-C

SD-06 Test Reports

Certified Test Reports ; G, ECD-C

SD-07 Certificates

Inspector Qualifications ; G, ECD-C

NDT Inspector Certification ; G, ECD-C

Neoprene Gaskets ; G, ECD-C

1.3 FIELD MEASUREMENTS

Consider all field conditions that affect the details and tolerances of the work to be performed . Contractor is responsible for accuracy and layout of work and must make necessary field measurements prior work commencement.

PART 2 PRODUCTS

2.1 FABRICATION

2.1.1 Welded Connections

2.1.1.1 Welding Procedure

a. Perform welding in accordance with the applicable provisions of

SECTION 05 59 20 Page 2

AWS D1.5M/D1.5 . Prior to the start of production welding, submit a complete schedule of welding procedures for a typical structure that conforms to the requirements specified in the provisions of AWS D1.5M/D1.5 . Provide detailed procedure specifications and tables or diagrams showing the procedures to be used for each required joint in the schedule.

b. Submit a Welding Procedure Specification (WPS) for each weld to be made. Submit Welding Procedure Specifications and Procedure Qualification Records (PQR) for approval before fabrication is commenced. Submit for approval copies of the Welding Procedure Specification and the results of the procedure qualification test for each type of welding which requires procedure qualification. Submit the WPS and PQR with the shop drawings. Prepare and qualify each WPS in accordance with the applicable provisions of AWS D1.5M/D1.5 . Show types and locations of welds designated or specified to receive nondestructive examination and identify the weld as FCM when applicable in the welding procedure. A WPS is always required, even if the procedure is considered prequalified in accordance with AWS D1.5M/D1.5 . Clearly identify each procedure as being either prequalified or qualified by tests. If a PQR is developed, a representative of the Government must witness the test plate welding and the specimen testing. Approval of any procedure, however, will not relieve the Contractor of the responsibility for producing a finished structure meeting all requirements of these specifications.

Make copies of the WPS available for reference to the welders, welding operators and tack welders. An AWS CWI meeting the specified qualifications or welding engineer must approve all WPS's and PQR's.

2.1.1.2 Welder Performance Qualification of Welders and Welding Operators

Qualify and requalify welding operators, welders, and tack welders if necessary for the particular type of work to be done. Perform qualification in accordance with AWS D1.5M/D1.5 . Before assigning any welder, welding operator, or tacker to work under this contract, submit the names and certification that each individual is qualified as specified. State the type of welding and positions for which the welder, welding operator, or tacker is qualified, the code and procedure under which the individual is qualified, and the date qualified on the certification. The company employing the welder must certify by signature that the welder has passed all code required testing and meets the requirements for certification. Submit copies of the Performance Qualification records for approval before fabrication is commenced. The welder and welding operators may have to repeat the qualifying tests when, in the opinion of the Contracting Officer, the work indicates a reasonable doubt as to proficiency. In such cases, the welder must be recertified, as above, after successfully passing the retest; otherwise, he/she must be disqualified until successfully passing a retest. The period of effectiveness for all welder and welding operator performance qualifications must be in accordance with AWS D1.5M/D1.5 . All welders performing the work must keep the certification current for the duration of the contract. All expenses are borne by the Contractor in connection with qualification and requalification.

2.1.1.3 Welding Process

Perform welding of structural steel in accordance with applicable provisions of AWS D1.5M/D1.5 by an electric arc welding process using a method which excludes the atmosphere from the molten metal for all welds.

SECTION 05 59 20 Page 3

Minimize residual stresses, distortion and shrinkage during welding.

2.1.1.4 Welding Technique

2.1.1.4.1 Filler Metal

The electrode, electrode-flux combination and grade of weld metal must conform to the appropriate AWS specification for the base metal and welding process being used or must be as shown where a specific choice of AWS specification allowable is required. Follow the requirements of AWS D1.5M/D1.5 for matching filler metal. Include the AWS designation of the electrodes to be used in the schedule of welding procedures. Use only low hydrogen electrodes for manual shielded metal-arc welding regardless of the thickness of the steel. Maintain low moisture of low hydrogen electrodes using a controlled temperature storage oven at the job site as prescribed by AWS D1.5M/D1.5 , AASHTO/AWS Fracture Control Plan (FCP) for Nonredundant Members Clause. Power controlled temperature storage ovens at all times. Subject FCAW filler metal to the storage and handling requirements defined in AWS D1.5M/D1.5 AASHTO/AWS Fracture Control Plan (FCP) for Nonredundant Members Clause. Do not combine filler metals and processes in the same joint or weld.

2.1.1.4.2 Preheat and Interpass Temperature

Perform preheating as required by the applicable provisions of AWS D1.5M/D1.5 for all welds except that the temperature of the base metal must be at least 70 degrees F . Preheat fracture critical welds in accordance with M 270M/M 270 (A709/A709M) Gr. 250 (36), 345 (50), 345S (50S) Minimum Preheat and Interpass Temperatures Table and the PQR/WPS.

Slowly and uniformly heat the weldments that are required to be preheated by approved means to the prescribed temperature, held at that temperature until the welding is completed and then permitted to cool slowly as required and in accordance with the approved WPS in order to prevent cracking or distortion.

2.1.1.5 Workmanship

Perform welding in accordance with AWS D1.5M/D1.5 , Workmanship Clause for all welds and other applicable requirements of these specifications.

2.1.1.5.1 Preparation of Base Metal

Prior to welding, inspect surfaces to be welded to assure compliance with the applicable Clauses of AWS D1.5M/D1.5 .

2.1.1.5.2 Tack and Temporary Welds

Make tack and temporary welds required for fabrication and erection in accordance with AWS D1.5M/D1.5 under the controlled conditions prescribed herein for permanent work. Tack welds that are to be incorporated into the permanent work are subject to the same quality requirements as the permanent welds. Clean and fuse such tack welds thoroughly with the permanent welds. Multiple-pass tack welds must have cascaded ends.

Remove defective tack welds before permanent welding. Make all welds using low-hydrogen welding electrodes and with welders qualified for permanent work as specified elsewhere in these specifications. Preheat as required by AWS D1.5M/D1.5 for permanent tack welds except that the minimum temperature must be 70 degrees F in any case, regardless of electrode used. All tack welds which will be incorporated into the final

SECTION 05 59 20 Page 4 weldment must be a maximum of 1/8 inch with a minimum length of 1 inch long spaced at a maximum of 6 inch on center. In making temporary welds, arc strikes must not be struck in other than the weld joints. Remove each temporary weld as required by AWS D1.5M/D1.5 , Workmanship Clause. Grind out and fill all arc strikes struck outside the weld zone, and inspect in accordance with AWS D1.5M/D1.5 .

2.1.1.5.3 Weld Access Holes

Provide weld access holes as shown on the shop drawings. Notify the Contracting Officer for the approval of weld access hole additions if the oversite of intersecting out-of-plane welds is encountered. Payment for the addition of weld access holes not shown on plans will be the Contractor's responsibility.

2.1.1.5.4 Weld Backing Removal

Unless otherwise indicated, remove all steel weld backing material from welded joints prior to testing.

2.1.2 Bolted Connections

Coat all fasteners, nuts, and washers with Fluoropolymer (FPTE) Coating as shown below:

a. Kinetic Friction Coefficient: 0.06 to 0.08

b. Thickness: 0.001"

c. Adhesion: 5B per ASTM D3359-17

d. Tensile strength: 4,000 psi

e. Elongation 35% to 45%

Install all high strength connections to a tension not less than that given below for ASTM F3125/F3125M Grade A325M A325 Bolts. Use turn-of-nut method, direct tension indicator, calibrated wrench, or alternative design bolt methods for tightening. The installation and verification of all bolted assemblies must follow the requirements of RCSC S348.

5/8 inch 19 kips

3/4 inch 28 kips

7/8 inch 39 kips

1 inch 51 kips

1-1/8 inch 56 kips

1-1/4 inch 81 kips

1-3/8 inch 97 kips

1-1/2 inch 118 kips

Tighten all other connections to the snug-tight condition. The snug-tight condition is defined as the tightness attained by either a few impacts of an impact wrench or the full effort of a worker with an ordinary spud

SECTION 05 59 20 Page 5 wrench that brings the plies into firm contact. Perform snugging in a systematic manner starting at the most rigid part of the joint and working to the outside of the connection or the free edges. Install all bolts in a connection to a snug tight condition prior to pretensioning. Perform pretensioning in the same order as snug-tightening.

All fastener installation procedures must be submitted for approval prior to installation.

Contractor must field verify the fasteners and fastener holes on the existing gates for compatibility with the new fasteners prior to purchasing fasteners. Fastener installation procedures must be submitted for approval prior to installation.

2.1.2.1 Bolts, Nuts, and Washers

Provide bolts, nuts and washers of the type specified or indicated. Use ASTM A563 nuts from Table X1.1 with high strength bolts. Equip all nuts with washers. Where the use of high strength bolts is specified or indicated the materials, workmanship and installation must conform to the applicable provisions of ASTM F3125/F3125M and RCSC Specifications for Structural Joints using Grade A325 or Grade A490 Bolts. Use ASTM F436/F436M washers with high strength bolts. Submit product data for government approval.

Carbon steel bolts or high strength bolts must be ASTM F3125/F3125M , Grade A325, Type 1.

Countersunk bolts must be ASTM F593, Alloy 316 with flat washers matching the bolt material. Nylon locking nut must conform to ASTM F593 with the same material as the bolt.

Stainless steel (CRES) bolts indicated on original as-built drawings must be ASTM F593, Alloy 316 with flat washers matching the bolt material.

Nylon locking nut must conform to ASTM F593 with the same material as the bolt.

Countersunk bolts must be flush with the surface within tolerances of 1/16 inch.

2.1.3 Rubber Seals

Bolt holes in the rubber seals must be match-drilled with the seal support and clamping bars, as applicable; to ensure proper fit and spacing between holes of the completed seal assembly. Seal support and clamping bars must conform to the configurations shown on the drawings and must be machine finished. The seals and plates must be installed after painting has been completed and paint has cured for the curing period specified in Section 09 97 02 .

Rubber seals must be mold type only, compounded of natural rubber, synthetic polyisoprene, or a blend of both, and contain reinforcing carbon black, zinc oxide, accelerators, antioxidants, vulcanizing agents, and plasticizers. Physical characteristics of the seals must meet the following requirements:

SECTION 05 59 20 Page 6 m5ecdmjh Cross-Out m5ecdmjh Callout Not applicable.

PHYSICAL TEST TEST VALUE TEST METHOD SPECIFICATION

Tensile Strength 2,500 psi (min.) ASTM D412, Die C

Elongation at Break 450 percent (min.) ASTM D412

300% Modulus 900 psi (min.) ASTM D412

Durometer Hardness (Shore Type A)

60 to 70 ASTM D2240

Water Absorption 5 percent by weight (max.) ASTM D471, 48 hours @ 70°C

Compression Set 30 percent (max.) ASTM D395, Method B, 22 hours @ 212°C

Tensile Strength (after aging 48 hours)

80 percent (min.) tensile strength

ASTM D572

The "Water Absorption" test must be performed with distilled water. The washed specimen must be blotted dry with filter paper or other absorbent material and suspended by means of small glass rods in the oven at a temperature of 70 degrees C plus/minus 2 degrees C for 22 hours plus/minus 1/4 hour. The specimen must be removed, allowed to cool to room temperature in air and weighed. The weight must be recorded to the nearest 1 mg as M1 (M1 is defined in ASTM D471). The immersion temperature must be 70 degrees plus/minus 1 degree C and the duration of immersion must be 166 hours.

2.1.3.1 Fabrication

The film must be 0.060 inch thick Huntington Abrasion Resistant Fluorocarbon Film No. 4508, or prior approved equal, and must have the following physical properties:

PHYSICAL TEST TEST VALUE TEST METHOD SPECIFICATION

Tensile Strength 2,000 psi (min.) ASTM D412, Die C

Elongation at Rupture 250 percent (min.) ASTM D412

The outside surface of the bonded film must be flush with the surface of the rubber seal and must be free of adhering or bonded rubber. Strips and corner seals must be molded in lengths suitable for obtaining the finish lengths shown and with sufficient excess length to provide test specimens for testing the adequacy of the adhesion bond between the film and bulb of the seal. At one end of each strip or corner seal to be tested, the fluorocarbon film must be masked during bonding to prevent a bond for a sufficient length to hold the film during testing.

Rubber seals must be continuous over the full length. Seals must be accurately fitted and drilled for proper installation. Bolt holes must be drilled in the rubber seals by using prepared templates or the retainer (clamping) bars as templates. Splices in seals must be fully molded, develop a minimum tensile strength of 50 percent of the unspliced seal, and occur at locations shown. Vulcanizing of splices must be done in the shop. The vulcanized splices between molded corners and straight lengths must be located as close to the corners as practicable. Splices must be on a 45 degree bevel related to the "thickness" of the seal. The surfaces

SECTION 05 59 20 Page 7 m5ecdmjh Cross-Out of finished splices must be smooth and free if irregularities. The installation of the seals must not over-compress or misalign the seals.

The Contractor must submit a seal installation plan for approval before fabrication.

2.2 CERTIFIED TEST REPORTS

Submit reports of tests, inspections, and verifications of all materials used under this contract approved by the Government before incorporation into the structure.

2.2.1 General

Tests, inspections, and verifications must conform to the requirements of the particular sections of these specifications for the respective items of work unless otherwise specified or authorized. Conduct tests in the presence of the Contracting Officer.

2.2.2 Nondestructive Testing

When doubt exists as to the soundness of any material part, such part may be subjected to any form of nondestructive testing determined by the Contracting Officer. This may include ultrasonic, magnetic particle, dye penetrant, x-ray, gamma ray or any other test that will thoroughly investigate the part in question. The cost of such investigation will be borne by the Government. Any defects will be cause for rejection and rejected parts must be replaced and retested by the same test method that located the defect at the Contractor's expense.

2.2.3 Inspection of Structural Steel Welding

Maintain an approved inspection system and perform required inspections.

Inspect welding to determine conformance with the requirements of AWS D1.5M/D1.5 and the approved welding procedures and provisions stated in other sections of these specifications. Clean and carefully visually examine all completed welds for insufficient leg sizes, cracks, undercutting, overlap, excessive convexity or reinforcement and other surface defects to ensure compliance with the requirements of AWS D1.5M/D1.5 , Inspection Clause and the additional requirements of AASHTO/AWS Fracture Control Plan (FCP) for Nonredundant Members Clause for the Fracture Control Plan. In addition, the Government may choose to hire a third party inspector to perform verification of this work. The Government's third party inspection will occur at various times throughout the duration of fabrication. The Contractor will be advised that third party inspection must be coordinated with the Contracting Officer, and the Contractor for all verification inspections selected by the Government.

2.2.3.1 Visual Examination

Prior to any welding, a certified weld inspector (CWI) supplied by the Contractor must visually inspect and document on the weld tracking log the preparation of material for welding at each weld or joint in order to assure compliance with AWS D1.5M/D1.5 and approved WPS. The CWI must also perform visual inspection on all completed welds throughout the welding process to assure compliance with AWS D1.5M/D1.5 and approved WPS. Clean all completed welds free of oxide, flux, scale, paint spatter, or other foreign matter before inspection. Document all non-destructive testing on the weld tracking log.

SECTION 05 59 20 Page 8 m5ecdmjh Cross-Out

2.2.3.2 Nondestructive Examination

Perform the nondestructive examination of welds as specified or described on the drawings or as listed in the following paragraphs. Document all non-destructive testing on the weld tracking log.

2.2.3.2.1 Testing Agency

Perform the nondestructive examination of welds and the evaluation of examination tests as to the acceptability of the welds 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 and the examination tests must be made in the presence of the Contracting Officer. The evaluation of examination tests are subject to the approval of, and all records become the property of, the Government. Qualify and certify Certified Weld Inspectors (CWI) in accordance with the provisions of AWS QC1 and the CWI must be familiar with AWS D1.5M/D1.5 fracture critical member inspection as required in AWS D1.5M/D1.5 AASHTO/AWS Fracture Control Plan (FCP) for Nonredundant Members Clause. The laboratory and all personnel performing nondestructive testing must be qualified as specified. Only individuals qualified for NDT Level II or Level III may perform nondestructive testing. The Level III NDT inspector who supervises all NDT must possess a currently valid American Society for Nondestructive Testing (ASNT) Level III certificate for each of the processes for which they are qualified. Include copies of the NDT inspector certification s, including the ASNT certificate of Level III NDT Technician that certified the Level II Technicians in the submittals.

2.2.3.2.2 Examination Procedure and Extent

Perform all nondestructive testing in accordance with AWS D1.5M/D1.5 , Inspection Clause or AASHTO/AWS Fracture Control Plan (FCP) for Nonredundant Members Clause, as applicable. Perform testing as defined in the following paragraph.

2.2.3.2.3 Acceptability of Welds

Welds will be unacceptable if shown to have defects prohibited by

AWS D1.5M/D1.5 .

2.2.3.2.4 Examination Procedures

Perform examination procedures to the following requirements:

2.2.3.2.4.1 Magnetic Particle Inspection (MT)

Perform magnetic particle inspection of welds in accordance with the provisions of ASTM E709 and AWS D1.5M/D1.5 , Inspection Clause and AASHTO/AWS Fracture Control Plan (FCP) for Nonredundant Members Clause where applicable. Requirements of AWS D1.5M/D1.5 Inspection Clause do not apply to these specifications, such that secondary members are subject to MT sampling as required. MT by the prod method is prohibited.

2.2.4 Welds to be Subject to Nondestructive Examination

2.2.4.1 Structural Steel Fracture Critical Member Welds

Test all welds on FCM in accordance with AWS D1.5M/D1.5 , AASHTO/AWS

SECTION 05 59 20 Page 9

Fracture Control Plan (FCP) for Nonredundant Members Clause. Subject 100 percent of all fracture critical complete joint penetration groove welds on fracture critical members to ultrasonic testing. Inspect all fracture critical welds to the tension criteria of the AASHTO/AWS Fracture Control Plan (FCP) for Nonredundant Members Clause of AWS D1.5M/D1.5 . Perform all testing of fracture critical welds to the tension acceptance criteria of Inspection Clause. Inspect all partial joint penetration groove welds and fillet welds on fracture critical members with 100% MT in additional to visual inspection. Remove weld backing from all fracture critical welds prior to all NDE unless the weld backing member is permanent. The UT report for all groove welds must include non-rejectable indications with defect severity ratings within 5 db of being rejectable and must be fully recorded as to indication, rating, size, and location. In accordance with AWS D1.5M/D1.5 AASHTO/AWS Fracture Control Plan (FCP) for Nonredundant Members Clause, record all discontinuities found by UT.

2.2.5 Structural Steel Welding Repairs

Defective welds in the structural steel should be defined as critical repairs repairs and must be repaired in accordance with AWS D1.5M/D1.5 , Workmanship Clause and AASHTO/AWS Fracture Control Plan (FCP) for Nonredundant Members Clause for FCM. Make asubmittal for Welding Repairs

- Fracture Critical Members . Submit welding repair plans for steel and for fracture critical welds, approved prior to making repairs. Address weld repairs within the weld as well as weld repairs for base metal defects in the welding repair plan. All weld repairs to fracture critical members are considered critical welds in accordance with AWS D1.5M/D1.5 AASHTO/AWS Fracture Control Plan (FCP) for Nonredundant Members Clause and must be approved by the Contracting Officer. Weld repairs to mill defects in the base metal, repair of cracks, or a revised design to compensate for deficiencies require approval from the Government. The Contractor may prepare procedures and specifications for the repair of anticipated routine problems and submit them for approval before fabrication begins.

Critical weld repairs require a WPS specific to the weld repair. Remove defective weld metal to sound metal by use of air carbon-arc gouging or by mechanical methods. Oxygen gouging for purposes of weld repair is not permitted. Thoroughly clean metal surfaces before welding. Inadequate removal of welds that damages the base metal are subject to replacement of the base metal, or compensation for the deficiency in a manner approved by the Contracting Officer. Retest repaired welds by the same methods used in the original inspection. Except for the repair of members cut to remove test coupons and found to have acceptable welds, costs of repairs and retesting are borne by the Contractor.

2.3 NEOPRENE GASKETS

Neoprene gaskets must be produced from 100% neoprene-based elastomer sheets. Dimensions must be 1/16" thick continuous for the entire length of splice plates. Neoprene sheets must be oil and ozone resistant black plate smooth finish, 55-65 Shore A durometer, 1500 psi minimum tensile strength, and 300% minimum elongation. All stated properties must be consistent over a temperature range of -40F to 200F. Neoprene sheet must meet ASTM D2000 line call-out 2BE-615-A14-B14-C-12-EO14-F17-Z1.

2.4 ULTRA HIGH MOLECULAR WEIGHT PLASTIC (PE-UHMW)

The following PE-UHMW Plastic material specifications are typical properties. Contractor must submit product data for government approval.

SECTION 05 59 20 Page 10

Property PE-UHMW

Specific Gravity (ASTM D 792) 0.932

Water Absorption, Immersion 24 Hours Nil / Slight

Yield Strength (psi) (ASTM D 638) 3500 psi

Elongated at Break (ASTM D 638) 340%

Flexural Modulus of Elasticity (ASTM D 790) 110,000 psi

Hardness, Rockwell (ASTM D785)

Heat Deflection Temperature @ 264 psi (ASTM 648) 180 deg F

Submit PE-UHMW Plastic shop drawings for government approval. Show complete details of materials, tolerances, and connections on the shop drawings. Include catalog cuts, templates, fabrication and assembly details, and type, grade, and class of materials, as appropriate in the shop drawings. Fasten type shall be per manufacturer's recommendation.

PART 3 EXECUTION

3.1 INSTALLATION

3.1.1 Cleaning

Thoroughly clean all parts to be installed. Remove packing compounds, rust, dirt, grit and other foreign matter. Clean holes and grooves for lubrication. Examine enclosed chambers or passages to make sure that they are free from damaging materials. Where units or items are shipped as assemblies they will be inspected prior to installation. Disassembly, cleaning and lubrication will not be required except where necessary to place the assembly in a clean and properly lubricated condition. Do not use pipe wrenches, cold chisels or other tools likely to cause damage to the surfaces of rods, nuts or other parts for assembling and tightening parts. Tighten non-Structural bolts and screws firmly and uniformly but care must be taken not to overstress the threads. Place a half nut first when it is used for locking followed by the full nut. Lubricate threads of all bolts except high strength bolts, nuts and screws with an approved lubricant before assembly. Coat threads of corrosion-resisting steel bolts and nuts with an approved antigalling compound. Driving and drifting bolts or keys will not be permitted.

3.1.2 Alignment and Setting

Each machinery component or structural unit attached to structures fabricated according to this specification must be accurately aligned after painting by the use of steel shims or other approved methods so that no binding in any moving parts or distortion of any member occurs before it is fastened in place. The alignment of all parts with respect to each other must be in the same working condition before disassembly. Contractor must perform functionality tests in accordance with Section 3.3

FUNCTIONALITY TEST.

The contractor must be responsible for determining and measuring the

SECTION 05 59 20 Page 11 alignment parameters of the gates, and slots. The Proposed Alignment Parameters Report must be submitted and approved prior to measuring the gates, and slots. The Alignment Parameters Measurement Report must be approved prior to working on the gates. The Alignment Parameters Measurement Report must be resubmitted after each gate is complete before and after measurement data.

3.2 PROTECTION OF FINISHED WORK

Thoroughly clean machined surfaces of foreign matter. Protect all finished surfaces by suitable means. Oil and wrap with moisture resistant paper unassembled pins and bolts or protect by other approved means. Wash finished surfaces of ferrous metals to be in bolted contact with an approved rust inhibitor and coated with an approved rust resisting compound for temporary protection during fabrication, shipping and storage periods.

3.3 FUNCTIONALITY TEST

The gates must be tested for functionality. The gates must be able to move smoothly and freely between the fully closed and fully opened positions without any jerking or binding. Gates must also successfully demonstrate leakage is no more than 7 gallons per minute when gates are in fully closed postion. After each gate is tested individually, the Contractor must test the gates as pairs with existing gates. A functionality test plan must be submitted before any functionality test is permitted to begin. Government approval and inspection are required prior to testing each gate.

3.4 PAINTING

Paint all exposed surfaces of the structure as specified in Section 09 97 02 : PAINTING - HYDRAULIC STRUCTURES. Grind all edges of plate prior to coating. Perform grinding of plate edges before paint preparation in order to remove hardness as a result of flame cutting. Brake and grind all square edges and holes other than bolt holes to a 1/16 inch radius prior to painting.

-- End of Section --

SECTION 05 59 20 Page 12 m5ecdmjh Cross-Out m5ecdmjh Callout

3.3 FUNCTIONALITY TEST

The gates must be tested for functionality. The gates must be able to move smoothly and freely between the fully closed and fully opened positions without any jerking or binding. Gates must also successfully demonstrate leakage is the same or better than current leakage rates when gates are in the fully closed position. The contractor must perform a leakage test prior to each gate rehabilitation and determine current leakage rate. After rehabilitation efforts are complete, the contractor must perform another leakage test to demonstrate the leakage rates are the same or better than existing conditions. After each gate is tested individually, the Contractor must test the gates as pairs. Adjust the bronze adjusting screws at the bottom seal to minimize leakage. A functionality test plan must be submitted before any functionality test is permitted to begin. Government approval and inspection are required prior to testing each gate.

/2

PLATES

(E) 5/8" STIFF

(E) 2" PLATE LIFTING LUG

'-4

'-0

'-0

'-0

'-0

'-0

'-0

'-0

'-0

'- 1

/2

PLATE

" SKIN 8

(E)

TYP.

(E) W24 x 131, PLATE, TYP.

(E) 1" DIAPHRAGM

"4

1'-0"

(E) TOP SEAL

11" 11" 11" "4

9'-6"

"8

'-6

'-9

" **8

"4

PLATES

(E) 5/8" STIFF

4'-6" 1'-0" 4'-6"

1"

1" 1 1/4" x 1'-9" x 9'-6"

SHEET =

TOP PROTECTIVE

1 1/4" x 2'-6 3/8" x 9'-6"

SHEET =

BOTTOM PROTECTIVE

DIVERSION CAP

± W1

W2

W3

FOR HANG TEST

ADJUST DIMENSION

"2

10'-9

" **4

(E) TOP SEAL FILL PLATE

WEIGHT BALLAST

PE-UHMW

"±8

W24 x 131

ADHESIVE.

AND THREADLOCKER

WITH OVERSIZED WASHER

12" C.C. MAX SPA. INSTALL

WITH PE-UHMW, TYP.,

COUNTERBORE, FLUSH

3/4" DIA. SCREW

TOGETHER

DOVETAIL TWO SHEETS

SHEET

TOP PROTECTIVE

SHEET

BOTTOM PROTECTIVE

10'-4" - W24 x 131

TYP.

AS NEEDED,

T Y

P

A S

N E

E D

E D

4'-6"

11" "4

611"11"

(E) 5/8" PLATE

"8

'-6

R

"8

5 "4

11 "8

ADHESIVE.

THREADLOCKER

WASHER AND

WITH OVERSIZED

12" C.C. MAX SPA. INSTALL

WITH PE-UHMW, TYP.,

COUNTERBORE, FLUSH

3/4" DIA. SCREW

W24 RADIUS

CLIP CORNER TO FIT "8

1""

7 "

"2

1'-10

RECOMMENDATIONS

MANUFACTURER

PIECES PER PLASTIC

INTERLOCKING

"4

2'-3

PIECES

INTERLOCKING

2" 2"12" SPA. MAX.

3/4" DIA. SCREW CSK,

SHEET ID

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IT

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D E of Engineers ® US Army Corps

A

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2 3 4 5 6 7 8 9 10

FLOW

START PAINT REHAB

REHAB

END PAINT

1/4

TYP.

PROTECTIVE SHEET THICKNESS.

PLATES TO ENSURE APPROPRIATE

TOP PLATES. FIELD MEASURE

1/8 INCH LESS THAN THE EXISTING

** PROTECTIVE SHEETS SHALL BE

1/8" LESS THE TOP SEAL PLATES.

NOTE: PROTECTIVE SHEETS SHALL BE

J F

E N

G P

.E

J F

E N

G P

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M .H

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X X

X X

X X

-X X

-X -X

X X

X

X X

X X

X X

-X X

-X -X

X X

X

X X

-X X

X -X

X X

X -X

X

X X

X X

X X

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-X X

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S-202 BETWEEN GATE AND SEALS; DO NOT PAINT THIS SURFACE. INSTALL THE EXISTING SEALS WITH NEW HARDWARE. NEW SEAL HARWARE MUST BE REPLACED IN KIND WITH EXISTING.

ROLLER ASSEMBLY (LINK, PIN, AND ROLLER), SEALS, OR FASTNERS. ALL OBSTRUCTIONS TO BLASTING AND PAINTING GATES MUST BE REMOVED PRIOR TO PAINT WORK COMMENCEMENT. PRIME THE SURFACE

2. PAINT WORK SHALL START WHERE DENOTED "START OF PAINT REHAB AT TOP OF PLATE LIFTING LUG. PAINT WORK SHALL END WHERE DENOTED "END PAINT REHAB" AT THE W3 MEMBER. DO NOT PAINT THE

1. NOT ALL GATE FEATURES ARE SHOWN. SEE AS-BUILT DRAWINGS. SEE SHEET G-002 FOR ADDITIONAL NOTES.

NOTE:

SERVICE GATE SECTION A5

SCALE: 3/4" = 1'-0"S-202

A1

DOWNSTREAM ELEVATION

SERVICE GATE

SCALE: 3/4" = 1'-0"

F7 NEW BALLAST POSITION

SCALE: 1" = 1'-0"S-202

A7 PROTECTIVE SHEETS DETAILS

SCALE: 1 1/2" = 1'-0"S-202

C7 DIVERSION CAP DETAILS

SCALE: 1 1/2" = 1'-0"S-202

E7 DIVERSION CAP SECTION

SCALE: 1 1/2" = 1'-0"S-202

REQUIREMENTS AND WORKABILITY.

NOTE: WEIGHT BALLAST SHALL BE SIZED AND SPACED AS APPROPRIATE FOR GATE HANGING

IA

W

A

M E

N D

M E

N T

S-202

C7

S-202

F7

S-202

A5

S-202

E7

S-202

A7