A.07.23_Solicitation_Ammendment_0003_W9127N18B0002_Coos_Bay_Dock_Repair_Follow_On.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

PROJECT TITLE: Coos Bay Dock Follow -On Repairs

1. The purpose of this amendment is to extend the In-w ater w ork w indow and to add the location of the bid opening.

Division 01 – General Requirements Section 01 10 10.00 25 subpart 1.5.1 has been updated.

Division 31 – Earthw ork Section 31 62 17.00 25 subpart 2.3 has been updated.

Section 31 62 17.00 25 subpart 3.2 has been updated.

Section 31 62 17.00 25 subpart 3.5 has been removed.

2. All other terms and conditions remain the same

Point of Contact for this amendment is Derek Caputi: derek.caputi@usace.army.mil

1. CONTRACT ID CODE PAGE OF PAGES

J 1 2

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

16C. DATE SIGNED

BY 15-Dec-2017

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 W9127N18B0002

X 9B. DATED (SEE ITEM 11)

01-Dec-2017

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-2017

CODE

USACE PORTLAND DISTRICT

333 SW 1ST AVE

PORTLAND OR 97204-3440

W9127N 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W9127N18B0002

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

SECTION 00 21 00 - INSTRUCTIONS

The following have been added by full text:

BID OPENING INFORMATION

BID OPENING

The bid opening will be held in the Fireside Room on the 1st floor, of the Block 300 Building, 333 S.W. First Avenue, Portland, Oregon on the date and time specified in block 13.

SECTION 00 73 00 - SUPPLEMENTARY CONDITIONS

The following have been modified:

52.211-10 COMMENCEMENT, PROSECUTION, AND COMPLETION OF WORK (APR 1984)

The Contractor shall be required to (a) commence work under this contract within ten (10) calendar days after the date the Contractor receives the notice to proceed, (b)prosecute the work diligently, and (c) complete the entire work ready for use not later than the dates below.

FINAL CONSTRUCTION PHYSICAL COMPLETION DATE is 09 March 2018.

CONTRACT END DATE is 90 days after the FINAL CONSTRUCTION PHYSICAL COMPLETION DATE.

(End of clause)

(End of Summary of Changes)

Coos Bay Dock Repair Follow-On

PROJECT TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

01 10 00.00 25 CONTRACT ADMINISTRATION DATA

01 10 10.00 25 CONTRACTOR'S OPERATIONS AND REQUIREMENTS

01 11 00.00 25 SUMMARY OF WORK

01 22 00.00 25 MEASUREMENT AND PAYMENT

01 33 00 SUBMITTAL PROCEDURES

01 35 26.00 25 GOVERNMENTAL SAFETY REQUIREMENTS

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 00.00 25 QUALITY CONTROL

01 45 00.15 25 RESIDENT MANAGEMENT SYSTEM CONTRACTOR MODE (RMS CM)

01 57 19.00 25 TEMPORARY ENVIRONMENTAL CONTROLS

01 78 39.00 25 PROJECT RECORD DOCUMENTS

DIVISION 05 - METALS

05 05 23.00 25 WELDING - STRUCTURAL STEEL

05 21 00.00 25 STRUCTURAL STEEL AND MISCELLANEOUS METAL

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 13 33.00 25 PIER TIMBERWORK

DIVISION 09 - FINISHES

09 97 13.26 25 COATING OF STEEL WATERFRONT STRUCTURES

DIVISION 31 - EARTHWORK

31 62 17.00 25 STEEL PIPE PILES (PERMANENT)

DIVISION 35 - WATERWAY AND MARINE CONSTRUCTION

35 51 13.00 25 CONCRETE FLOATING PIER FOR SMALL CRAFT

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 1

SECTION TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

SECTION 01 10 10.00 25

CONTRACTOR'S OPERATIONS AND REQUIREMENTS

PART 1 GENERAL

1.1 DESCRIPTION OF WORK

1.2 REFERENCES

1.3 SUBMITTALS

1.4 SCHEDULE FOR CONSTRUCTION

1.5 IN-WATER WORK

1.5.1 In-Water Work (IWW) Periods

1.5.2 In-Water Work Activities

1.6 INCLEMENT WEATHER CONSTRUCTION

1.7 WORK BY THE GOVERNMENT CONCURRENT WITH CONTRACTOR WORK

1.8 CONTRACTOR EMPLOYEES

1.9 GOVERNMENT PROJECT ENGINEER'S OFFICE

1.10 SECURITY PROCEDURES

1.10.1 Project Security

1.10.2 Contractor's General Personnel

1.10.3 Verification of Employment Eligibility

1.10.4 Identification of Employees

1.10.5 Non-US Citizens

1.10.6 Safeguarding of Information

1.11 SECURITY TRAINING

1.12 CONSTRUCTION PROJECT IDENTIFICATION SIGN

1.13 UTILITIES

1.13.1 Sanitary Facilities

1.13.2 Telephone

1.14 CONTRACTOR'S EQUIPMENT

1.14.1 Contractor's Planned Equipment Methods

1.14.2 Plant and Equipment List

1.14.3 Movement of Equipment by the Contractor

1.15 CONTRACTOR USE OF GOVERNMENT CRANES

1.16 DAMAGED EQUIPMENT OR ABNORMAL CONDITIONS

1.17 DAILY CLEANUP AND DISPOSAL

1.18 PROTECTION OF MATERIAL AND WORK

1.19 PROTECTION OF EXISTING UTILITIES

1.20 RESTORATION OF PROJECT ROADS

PART 2 PRODUCTS - NOT USED

PART 3 EXECUTION - NOT USED

-- End of Section Table of Contents --

SECTION 01 10 10.00 25 Page 1

PROSECUTION, AND COMPLETION OF WORK. Other Contractor's work must also be coordinated in accordance with Contract Clause 52.236-8, OTHER CONTRACTS.

1.5 IN-WATER WORK

1.5.1 In-Water Work (IWW) Periods

The Government has established interim construction completion date, described as "in-water work periods," coinciding with the annual cycles of fish migration and related allowed maintenance periods. In general, this is a work period that allows for work in the water, on the water, and adjacent to the water where the work might affect fish passage (usually a 50-foot rule from the work site to the water). The IWW period established for this Contract is: October 1, 2017 through March 9, 2018.

1.5.2 In-Water Work Activities

For purposes of this Contract, work items that must be restricted to the IWW period, along with further work restrictions, are described below:

a. All work involving barges or other floating plant.

b. All work in an active streambed.

1.6 INCLEMENT WEATHER CONSTRUCTION

The Contractor's schedule must reflect adverse weather days in all weather dependent activities as defined in Contract Clause 52.236-4, PHYSICAL DATA. Protect work areas from inclement weather, wind damage, and precipitation so that no delay in the prosecution of critical work items, or damage to USACE property occurs. No time extensions will be authorized for materials, work in place, or equipment damaged due to negligence during periods of inclement weather.

1.7 WORK BY THE GOVERNMENT CONCURRENT WITH CONTRACTOR WORK

The Government will limit interference with the Contractor's work to the maximum reasonable extent and the Government and Contractor shall coordinate as necessary.

1.8 CONTRACTOR EMPLOYEES

Ensure that all employees are capable of demonstrating adequate knowledge of tools, supplies, equipment, and techniques necessary to competently perform the work. All personnel employed by the Contractor must be fully qualified in their respective fields to render the services necessary. The Government may require the Contractor to discontinue using any employee in the performance of the work specified in this Contract determined by the Government to be unsatisfactory. Contractor employees will not be permitted to bring guests, family members, or non-employees to the job site at any time.

1.9 GOVERNMENT PROJECT ENGINEER'S OFFICE

Provide the Government Project Engineer with a temporary office, approximately 200 square feet in floor area; locate where directed and provide space heat, cooling, electric light, and power. Provide a mail slot in the door or a lockable mail box mounted on the surface of the door. Include a 4- by 8-foot plan table, a standard size office desk, and

SECTION 01 10 10.00 25 Page 3

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 62 17.00 25

STEEL PIPE PILES (PERMANENT)

PART 1 GENERAL

1.1 SCOPE

1.2 REFERENCES

1.3 SUBMITTALS

1.4 QUALITY CONTROL

1.5 SHOP DRAWINGS

1.6 EQUIPMENT DESCRIPTIONS

1.7 DELIVERY, STORAGE, AND HANDLING

1.8 REPORTING

PART 2 PRODUCTS

2.1 GENERAL

2.1.1 Welding Plan

2.1.2 Welder Qualifications, Procedure Qualification Records (PQR)

2.1.3 Welding Procedure Specifications (WPS)

2.1.4 Weld Inspector Qualifications

2.1.5 Spiral Welded Pipe Piles

2.2 CHEMICAL COMPOSITION

2.3 DIMENSION TOLERANCES

2.4 WELD MATERIAL

2.5 SHOP TESTING

2.6 REPAIRS

2.7 PILE ACCESSORIES

2.7.1 Conical Pile Caps

2.7.2 Conical Points

PART 3 EXECUTION

3.1 PILE REMOVAL

3.2 INSTALLATION

3.2.1 Pile Driving Equipment

3.2.1.1 Pile Driving Leads or Templates

3.2.1.2 Cap Blocks

3.2.1.3 Pile Extractors

3.2.2 Placement

3.2.3 Lengths of Permanent Piles

3.2.4 Driving Records

3.2.5 Penetration Criteria

3.2.6 Driving

3.2.7 Heaved Piles

3.2.8 Pulled Piles

3.2.9 Jetting

3.2.10 Preboring

3.2.11 Void Backfill

3.2.12 Cutting of Piles

3.2.13 Splicing

SECTION 31 62 17.00 25 Page 1

3.3 STRUCTURAL AND WELDING TEST

3.4 NON DESTRUCTIVE TESTING OF WELDS

3.5 DELETED

-- End of Section Table of Contents --

SECTION 31 62 17.00 25 Page 2 criteria for Statically Loaded Nontubular Connections. Include CVN tests of the weld HAZ in the PQR.

2.2 CHEMICAL COMPOSITION

The steel can have a maximum phosphorous content of 0.05 percent.

2.3 DIMENSION TOLERANCES

a. Out-of-Roundness: The out-of-roundness tolerance is within 1 percent of the nominal outside diameter.

b. Straightness : The straightness, in units of feet, is equal to or less than 0.002 times the length of the pile. The length of the pile must be measured in inches. See Appendix A for additional clarification (Attachment A6).

c. Radial Offset: A maximum radial offset of 1/8 inch is permitted.

The offset transition with a taper weld at the slope not less than 1 times the thickness on 2.5 times the length. See Appendix B for additional clarification (Attachment A6).

d. Weld Reinforcement (Bead Height): The weld reinforcement (bead height) must not be greater than 1/8 inch per AWS D1.1/D1.1M.

e. Misalignment of Weld Beads : Misalignment of the weld beads must not exceed 1/8 inch. This applies only to double-sided welded pipe.

f. Wall Thickness: The wall thickness tolerance is 12.5 percent less than the nominal thickness specified on the contract drawings.

Indicate a minimum wall thickness of 0.656 inches for a 3/4 inch nominal thickness and 0.328 inches for a 3/8 inch nominal thickness.

g. Outside Diameter : The tolerance for the outside diameter must be within 0.5 percent of the nominal size.

2.4 WELD MATERIAL

Weld material must conform to the requirements in the AWS Filler Metal Specification for carbon steel using the SAW process (A5.17).

2.5 SHOP TESTING

Nondestructive examination must be performed on all spiral welded pipe piles in accordance with AWS D1.1/D1.1M Clause 6.

a. Testing Agency: The nondestructive examination of welds and the evaluation of examination tests as to the acceptability of the welds must be performed by a testing agency adequately equipped and competent to perform such services or by the Contractor using suitable equipment and qualified personnel. The laboratory and all personnel performing nondestructive testing must be qualified in accordance with ASNT CP-189. In either case written approval of the examination procedures is required. The evaluation of examination tests shall be subjected to the acceptance, and all records become property of the Government.

b. Examination Procedures: Nondestructive testing must comply with AWS D1.1/D1.1M Clause 6, criteria for Statically Loaded Nontubular Connections. Specifically, visual inspection is required for 100% of

SECTION 31 62 17.00 25 Page 7

a. Install floating surface boom to capture floating surface debris.

b. Keep all equipment (e.g. bucket, steel cable, vibratory hammer) out of the water, grip piles above the waterline, and complete all work during low water and low current conditions. Pile driving must cease if Steller sea lions approach to within 1,200 feet of the pile being driven.

c. Dislodge the piling with a vibratory hammer, when possible; never intentionally break a pile by twisting or bending.

d. Slowly lift the pile from the sediment and through the water column

e. Place the pile in a containment basin on a barge deck, pier, or shoreline without attempt in to clean or remove any adhering sediment may be constructed of durable plastic sheeting with sidewalls supported by hay bales or another support structure to contain all sediment and return flow which may otherwise be directed back to the waterway.

f. Dispose of all removed piles, floating surface debris, any sediment spilled on work surfaces, and all containment supplied at a permitted upland disposal site.

3.2 INSTALLATION

3.2.1 Pile Driving Equipment

Pile driving hammers must be of the vibratory type and capable of satisfying the requirement of paragraph "Penetration Criteria." Submit any changes for approval by the Government if the replacement hammer demonstrates it meets or exceeds the hammer energy transfer as the initial hammer. Submit the following information for each proposed hammer:

a. Make and model;

b. Total weight for vibratory hammer;

c. Anvil weight (pounds);

d. Weight of the moving parts of the hammer (pounds);

e. Rated energy range (foot-pounds);

f. Air pressure, hammer, and boiler and/or compressor (pounds per square inch);

g. Power pack description;

h. Eccentric moment capacity for vibratory hammer.

3.2.1.1 Pile Driving Leads or Templates

Leads must align the pile and hammer concentrically, and maintain the pile in proper position and alignment throughout driving. Hammers must be supported and guided with suspended leads, fixed extended leads or fixed underhung leads. The leads must be of sufficient length to fully accommodate the combined length of the pile and hammer. If necessary, laterally support the pile during driving.

SECTION 31 62 17.00 25 Page 9

3.2.1.2 Cap Blocks

The cap block (hammer cushion) used between the driving cap and the hammer ram may be of solid hardwood block with grain parallel to the pile axis and enclosed in a close-fitting steel housing or may consist of aluminum and approved industrial type plastic laminate disks stacked alternately in a steel housing. Steel plates must be used at the top and the bottom of the cap block. The cap block must be replaced if it has been damaged, highly compressed, charred, or burned or has become spongy or deteriorated in any manner. If a wood cap block is used, it must not be replaced during the final driving of any pile. Under no circumstances will the use of small wood blocks, wood chips, rope, or other material permitting excessive loss of hammer energy be permitted.

3.2.1.3 Pile Extractors

Pile extractors may be vibratory only. For the use of the vibratory hammer, weight indicator must be attached to the crane during extraction.

3.2.2 Placement

All piles must be driven as accurately as practicable in the correct locations, true to line both laterally and longitudinally and to the vertical or batter lines, all as indicated in the drawings. A lateral deviation from the correct location at the cut-off elevation of not more than 6 inches will be permitted. A vertical deviation from the correct location at the cut-off elevation of not more than 3 inches will be permitted. A variation in slope of not more than 1/4-inch per foot of longitudinal axis will be permitted. The correct relative position of group piling must be maintained by the use of templates or by other approved means. Any pile driven out of correct location must be pulled and re-driven. Request acceptance from the COR on a case by case basis. Pre and post placement surveys of all piles must be performed to determine whether any heave of the piles occurred during placement of adjacent piles.

3.2.3 Lengths of Permanent Piles

The lengths of piles required are indicated on the drawings.

3.2.4 Driving Records

Develop a form for recording the pile driving operations, obtain approval of this form, and compile complete records of the operations. Pile driving records must include pile dimensions and location, pile identification number, date driven, original pile length, deviations from design location, cutoff and tip elevations, batter alignment, description of hammer used, rated hammer energy, operating frequency, rate of pile penetration (ft/s;

in/s for final foot), penetration under the combined weight of the pile and hammer, time for start and finish of driving, total driving time in minutes and seconds for each pile, cushion information including changes during driving, and any other information as required or requested. Include information such as unusual driving conditions, interruptions or delays during driving, observed pile damage, heave detected in adjacent piles, records of restriking, depth and description of voids formed adjacent to the pile, and any other pertinent information.

3.2.5 Penetration Criteria

Penetration criteria depends on reaching a layer of dense sand or bedrock

SECTION 31 62 17.00 25 Page 10 at or below elevation -76 feet MSL. The soil profile is generally soft as shown on the boring profile D-2 attached to the drawings. Use a driving probe to verify the depth to a dense layer. Probe should be a relatively small diameter pile that may be easily driven with the production hammer to at least 5 feet below the minimum tip elevation shown on the contract plans.

3.2.6 Driving

Permanent piles must be driven with hammers of the same model and manufacturer, same energy and efficiency, and using the same driving system as the test piles. Any substitutions must be approved by the COR prior to the drive. The hammer must be operated at all times at the speed and under the conditions recommended by the manufacturer subject to the approval of the COR. Once pile driving has begun, conditions such as alignment and batter must be kept constant. Each pile must be driven continuously and without interruption until the required depth of penetration has been attained. Deviation from this procedure will be permitted only if driving is stopped by causes that reasonably could not have been anticipated. A pile that cannot be driven to the required depth because of an obstruction, as indicated by a sudden unexplained change in blow count and drifting, must be pulled and re-driven or cut off and abandoned, whichever is directed by the COR. Report any pile that has not reached the required penetration criteria when the top has been driven to the cutoff elevation.

The COR will direct driving a replacement pile at an adjacent location or pull the pile and drive a longer pile in its place. Report any pile that cannot be driven to the required tip elevation because the maximum permissible blow count is exceeded. The COR will direct cutting the pile off, pull and re-drive the pile, or perform other corrective measures.

Observations must be made to detect heave in accordance with paragraph "Heaved Piles." After piles are driven, the driving head or any excess pile above the cutoff elevation must be removed in accordance with paragraph "Cutting of Piles."

3.2.7 Heaved Piles

When driving piles in clusters or under conditions of relatively close spacing, observations must be made to detect heave of adjacent piles.

Heaved piles must be restruck sufficiently to relieve soil setup and driven to the original penetration criteria.

3.2.8 Pulled Piles

Piles damaged or impaired for use during driving must be pulled and replaced with new piles. The COR may require that any pile be pulled for inspection. Piles pulled at the direction of the COR and found to be in suitable condition must be re-driven at a directed location. Any pile which is damaged because of internal defects or by improper handling or driving, or which is otherwise damaged by fault of the Contractor so as to impair it for its intended use, or any pile driven out of proper location, must be removed and replaced. All work of removal and cost of replacement is borne by the Contractor. The COR may require the Contractor to pull certain selected piling after driving for inspection to determine the condition of the piling. Any pile so pulled and found to be damaged to such extent as, in the opinion of the COR, would impair its usefulness in the completed structure, must be removed from the site of the work and the Contractor must furnish and drive a new pile to replace the damaged pile. Piling pulled and found to be sound and in a satisfactory condition as determined by the COR must be re-driven. Any holes which remain as a result of pulling operations must be filled as specified in paragraph "Void Backfill".

SECTION 31 62 17.00 25 Page 11

3.2.9 Jetting

Jetting of piles will not be allowed.

3.2.10 Preboring

Preboring will be allowed only when directed by the COR.

3.2.11 Void Backfill

a. Voids occurring around piles as a result of pile driving or due to any other cause and abandoned holes for piles that have been pulled be filled to within (3 feet) of the adjacent ground surface with native material. The upper (3 feet) of the hole must be filled with earth and compacted to the same density as the surrounding soil. If the voided stratum is above final finish grade, the contractor may propose an alternate backfill material to be approved by the Government.

b. QA may presume to self-filled as a result of the vibratory disturbances where removed from loose sand and gravels. Issue to be determined by inspection with QA representative onsite.

3.2.12 Cutting of Piles

The pipe piles will be cut to elevation by hand or track torch. Piles must not be cut to final elevation without approval from the Government.

3.2.13 Splicing

a. Splice details are shown on the drawings and must be included in the shop drawing submittal. Welding must comply with Section K of API RP-2A-LRFD. Welding Procedure Specifications (WPS) must be submitted.

Damaged portions of the driven pile segment must be removed as directed by the COR and accepted by the Resident Engineer. The abutting ends must be prepared as shown on the drawings and comply with paragraph M.5.4 of API RP-2A-LRFD. A weld inspector meeting the weld inspector qualifications must perform a visual test (VT) as specified in paragraph N4.3.1 of API RP-2A-LRFD as the work progresses. The entire splice length must be inspected by ultrasonic testing (UT). The UT technique and acceptance criteria must comply with AWS D1.1/D1.1M.

Repairs must be done in accordance with AWS D1.1/D1.1M and repairs must be retested. Splices may be used after the splice details and methods have been reviewed and approved by The COR. Note that refabricated and mechanical splices will not be allowed. Splices must be located in the middle 1/3 of the pile unless approved by COR and accepted by the Resident Engineer on a case by case basis. The splices must be able to develop 100 percent of the pile structural capacity. Lateral joints must be made with a continuous full penetration butt weld in accordance with AWS D1.1/D1.1M. Backer rings must be provided. Backer rings must meet the following criteria:

(1) Minimum of 3/8 inch thick.

(2) Splicing in the backer rings must be made by full penetration welds.

(3) Attachment of the rings to the pipe must be done by using the minimum size and spacing of tack welds that will securely hold the

SECTION 31 62 17.00 25 Page 12 backing ring in place.

(4) Tack welding must be done in the root area of the weld splice.

(5) The gap between the backing ring and the pipe wall must be no greater than 5/64 inch.

b. Unless reduced by an approved WPS, the minimum preheat and interpass temperature for splice welding and for making repairs must be 150 degrees F regardless of the pipe wall thickness. In the event welding is disrupted, preheating to 150 degrees F must occur before welding is resumed. Welds must not be water quenched but allowed to cool unassisted to ambient temperature.

3.3 STRUCTURAL AND WELDING TEST

a. Favorable results for these tests are required before driving of piles can commence:

b. CVN Impact Test: Charpy V Notch (CVN) testing must be conducted in accordance with ASTM A 370. A CVN impact test must be conducted on the base metal once per heat and must be conducted on the weld metal once per 50 piles. A minimum average absorbed energy of 20 foot-pounds and the minimum individual value of 15 foot-pounds must be obtained at 0 degrees Fahrenheit. Tests must be conducted for each different pipe pile section.

3.4 NON DESTRUCTIVE TESTING OF WELDS

Submit certified copies of all visual testing (VT), ultrasonic testing (UT) and magnetic particle testing (MT) conducted for approval prior to acceptance. Inspection and NDT must comply with the requirements of AWS D1.1/D1.1M Clause 6. Submit test results, including sketches of defects, within seven days of testing.

3.5 DELETED

-- End of Section --

SECTION 31 62 17.00 25 Page 13

A6-1 AMD #0003

A6-2 AMD #0003

Attachment A6