10B0004 AMENDMENT 0007.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/LOCATION: River Baling Deck, Chena Rvier Lakes Flood Control Project, North Pole, Alaska

The purpose of the amendment is to update revised documents as indicated on Page 2 of the Summary of Changes page.

YOU ARE REQUIRED TO ACKNOWLEDGE RECEIPT OF THIS AMENDMENT ON THE RVERSE SIDE OF THE STANDARD FORM 1442.

1. CONTRACT ID CODE PAGE OF PAGES

1 2

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

16C. DATE SIGNED

BY 13-Mar-2020

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 W911KB20B0004

X 9B. DATED (SEE ITEM 11)

03-Feb-2020

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

13-Mar-2020

CODE

U.S. ARMY ENGINEER DISTRICT, AK

CEPOA-CT (W911KB)

PO BOX 6898

JBER AK 99506-0898

W911KB 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W911KB20B0004

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

SUMMARY OF CHANGES

AMENDMENT #0007

• The following drawings are substituted for the superseded drawings:

Wing Wall Baling Deck S-001

• The following revised documents are substituted for the superseded documents. The identifier “AM#7” appears before and after new and/or revised material and replacement pages are provided, except as noted:

Section 01 19 40.00 29 – Added paragraph 1.11, reissuing page 3.

River Baling Deck (CHL020) Section 31 41 16 – Revised paragraphs 2.1, 3.2.1.1.1, 3.3.2.2.e and 3.3.4. Specification replaced in its entirety.

Wing Wall Baling Deck (CHL022) Section 03 45 33 – Revised paragraph 1.4.1.2.

Specification replaced in its entirety.

Wing Wall Baling Deck (CHL022) Section 05 12 00 – Revised paragraph 1.3.

Specification replaced in its entirety.

• The following documents/drawings are deleted:

NONE

• The following documents are added:

NONE

• The following revisions are incorporated:

• Other:

Pre-Bid Conference Notes are provided.

(End of Summary of Changes)

R0007 RIVER BALING DECK CHL020

underground utilities. Contractor shall utilize the 811 Alaska Clear Dig process and follow its instructions and procedures. Contractor can also use the services of a private locate company to locate utility lines within ghe project boundaries. The contractor shall coordinate with the respective utility owners any activity requring digging or work within close proximity to the identified utility lines. Contractor shall protect any utility lines found during construction in this contract. The suggested utility owners are: Alyeska Pipeline; ACS (phone and fiber);

AT&T (phone and fiber); Alaska Railroad; GCI; Golden Valley Electric (primary power and transformer); Eielson AFB (fuel lines). Both GVEA and ACS will locate their lines to the Nelson Road Boundary of the Chena Flood Control Project. Therefore, the services of a private locate firm shall be retained by the Contractor to provide locates in all work areas.

1.9 UTILITY OUTAGES

Utility outages shall be coordinated with the Chena Project Office through the Contracting Officer at least 7 days prior to the planned utility interruption. Outage periods shall exclude Saturdays, Sundays and holidays.

1.10 HAUL ROADS, LOADING RAMPS, AND DOCKS

The use of existing roads for hauling shall be coordinated with Federal, State and Local agencies. It shall be the Contractor's responsibility to acquire all permits and easements for use of existing roads or for construction of new haul roads or loading ramps. Prior to construction of any haul road or use of existing roads, the Contractor shall submit to the Contracting Officer, for information, a haul road plan demonstrating that the road(s) will meet the safety requirements of EM 385-1-1 . Upon completion of the project, the Contractor shall remove all haul roads and loading ramps it built within the project area, to the satisfaction of the Contracting Officer. Any temporary fill used for these facilities shall be removed and placed in an acceptable disposal area. Any existing access roads shall be left in as good condition as when work started.

AM#7...

1.11 CONTROL WORKS DECK LOADING

Load limits exist for crossing the Control Works. Diagrams showing load restrictions are included in the exhibit drawings. Crane mats are required for crossing the Control Works deck with a crawler crane. ...AM#7

PART 2 PRODUCTS - NOT USED

PART 3 EXECUTION - NOT USED

-- End of Section --

SECTION 01 19 40.00 29 Page 3

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 41 16

METAL SHEET PILING INSTALLATION

08/09

PART 1 GENERAL

1.1 REFERENCES

1.2 SUBMITTALS

1.3 QUALITY ASSURANCE

1.3.1 Welder Qualifications

1.4 STORAGE, AND HANDLING

PART 2 PRODUCTS

2.1 METAL SHEET PILING

2.2 PILE DRIVING TEMPLATES

2.3 PILE DRIVING SHOES

PART 3 EXECUTION

3.1 EARTHWORK

3.2 FABRICATION

3.2.1 Structural Steel Fabrication

3.2.1.1 Welding of Structural Steel

3.2.1.1.1 Welding Procedures for Structural Steel

3.2.1.1.2 Welding Process

3.2.1.1.3 Welding Technique

3.2.1.1.3.1 Filler Metal

3.2.1.1.3.2 Preheat and Interpass Temperature

3.2.1.1.3.3 Workmanship

3.2.1.1.3.4 Preparation of Base Metal

3.2.1.1.3.5 Tack Welds

3.2.1.2 Inspection of Structural Steel

3.2.1.2.1 Nondestructive Testing of Structural Steel Welds

3.2.1.3 Welding Repair Plan

3.3 INSTALLATION

3.3.1 Pile Driving Equipment

3.3.1.1 Driving Hammers

3.3.1.2 Jetting Equipment

3.3.2 Placing and Driving

3.3.2.1 Placing

3.3.2.2 Driving

3.3.3 Cutting-Off and Splicing

3.3.4 Inspection of Driven Piling

3.3.5 Pulling and Redriving

3.3.6 Disposal of Scraps

3.4 INSTALLATION RECORDS

3.5 ATTACHMENT

-- End of Section Table of Contents --

SECTION 31 41 16 Page 1

SECTION 31 41 16 Page 2

SECTION 31 41 16

METAL SHEET PILING INSTALLATION

08/09

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 D1.1/D1.1M (2015; Errata 1 2015; Errata 2 2016) Structural Welding Code - Steel

AM#6...

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

...AM#6

1.2 SUBMITTALS

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

submittals not having a "G" designation are for information only.

Submit the following in accordance with Section 01 33 00 SUBMITTAL

PROCEDURES:

SD-02 Shop Drawings

Templates and Other Temporary Guide Structures for Installing Piles;

G Welding Procedures; G

SD-03 Product Data

Driving Pile Driving Equipment; G Pulling and Redriving; G Filler Metal

SD-06 Test Reports

Welding Inspection Reports

SD-07 Certificates

Welder Qualifications

Certified Welding Inspector

SD-11 Closeout Submittals

Pile Driving Record

SECTION 31 41 16 Page 3

1.3 QUALITY ASSURANCE

1.3.1 Welder Qualifications

Prior to welding, submit certification for each welder stating the type of welding and positions qualified for, the code and procedure qualified under, date qualified, and the firm and individual certifying the qualification tests. If the qualification date of the welder or welding operator is more than 6 months old, accompany the welding operator's qualification certificate with a current certificate by the welder attesting to the fact that he has been engaged in welding since the date of certification, with no break in welding service greater than 6 months.

Conform to all requirements specified in AWS D1.1.

1.4 STORAGE, AND HANDLING

Store and handle Government-provided sheet piling in the manner recommended by the manufacturer to prevent permanent deflection, distortion or damage to the interlocks; as a minimum, support on level blocks or racks spaced not more than 10 feet apart and not more than 2 feet from the ends. Storage of sheet piling should also facilitate required inspection activities. All handling of sheet piling between the Government stockpile to the project site shall meet these requirements.

PART 2 PRODUCTS

2.1 METAL SHEET PILING

Metal sheet piling will be furnished by the Government. Sheet piling is stored at the Chena River Lakes Flood Control Project Office, approximately 2.8 miles from the project site. Transportation of sheet piling from the storage area to the project work area, and any additional transportation required for fabrication, will be the responsibility of the Contractor. AM#7... The sheet piling does not have lifting eyes. ...AM#7 Testing and material certifications for the Government furnished sheet piling are attached to this specification for reference.

2.2 PILE DRIVING TEMPLATES

Submit detail drawings for templates and other temporary guide structures for installing piles, including fabricated sections, showing complete piling dimensions and details, driving sequence and location of installed piling. See subpart 3.3.2.1c for specific template and guide requirements.

a. Include in the drawings details of top protection, splices, and dimensions of templates and other temporary guide structures for installing piling. Provide details of the method for handling piling to prevent permanent deflection, distortion or damage to piling interlocks.

2.3 PILE DRIVING SHOES

It is not anticipated that driving shoes (tip protection) will be required; however, the contractor shall make an independent assessment based on selected means and methods and provide if determined necessary.

SECTION 31 41 16 Page 4

PART 3 EXECUTION

3.1 EARTHWORK

Perform in accordance with Section 31 00 00 EARTHWORK. Pre-excavation will be permitted to remove and stockpile existing rip rap (approx. 2 feet thick) and existing filter rock (approx. 1.5 feet thick). Backfill as indicated.

3.2 FABRICATION

Fabricate junction piles as shown in the Contract Drawings from the Government furnished flat sheet piles. Fabrication shall be performed inside a fabrication shop in accordance of the requirements of this Section. Under no circumstances will field fabrication of junction piles be permitted.

As a cost-saving measure, the Contractor may submit a proposal to the Contracting Officer to procure their own flat sheet piling for fabrication of junction piles and/or pre-fabricated junction piles. Contractor procured sheet piling or pre-fabricated junction piling must meet all other requirements of this section. Material certifications for pile shall be submitted for government approval if the cost-saving proposal is approved.

3.2.1 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. Prepare surfaces and edges in accordance with AWS D1.1/D1.1M , Prequalification of WPSs Clause. Where structural steel is not to be welded, chipping or grinding will not be required except as necessary to remove slag and sharp edges of mechanically guided or hand-guided cuts not exposed to view. Chip, grind or machine to sound metal hand-guided cuts which are to be exposed or visible.

3.2.1.1 Welding of Structural Steel

3.2.1.1.1 Welding Procedures for Structural Steel

Use prequalified welding procedures for structural steel as described in AWS D1.1/D1.1M , Prequalification of WPSs Clause or qualify by tests as prescribed in AWS D1.1/D1.1M , Qualification Clause. AM#7... DELETED TEXT ...AM#7

a. Submit a complete schedule of welding procedures for each steel structure to be welded prior to commencing fabrication. Provide the schedule in conformance with the requirements specified in the provisions of AWS D1.1/D1.1M .

b. Provide within the schedule detailed procedure specifications and tables or diagrams showing the procedures to be used for each required joint. Include in the welding procedures filler metal, preheat, interpass temperature and stress-relief heat treatment requirements.

Clearly identify each welding procedure as being prequalified or required to be qualified by tests.

c. All welds on junction piles will receive full verification by nondestructive testing.

SECTION 31 41 16 Page 5

AM#6...

d. The Contractor shall provide the services of an independent AWS-

Certified Welding Inspector and non-destructive testing personnel.

Submit certificates indicating that the Certified Welding Inspector meets the requirements of AWS QC1. ...AM#6

3.2.1.1.2 Welding Process

Perform welding of structural steel by an electric arc welding process using a method which excludes the atmosphere from the molten metal and conforms to the applicable provisions of AWS D1.1/D1.1M . Minimize residual stresses, distortion and shrinkage from welding.

3.2.1.1.3 Welding Technique

3.2.1.1.3.1 Filler Metal

Provide the electrode, electrode-flux combination and grade of filler metal conforming to the appropriate AWS specification for the base metal and welding process being used. Submit filler metal product data. Include the AWS designation of the electrodes to be used in the schedule of welding procedures.

3.2.1.1.3.2 Preheat and Interpass Temperature

Perform preheating as required by AWS D1.1/D1.1M , Fabrication Clause or as otherwise specified except that the temperature of the base metal must be at least 70 degrees F. Slowly and uniformly preheat the joint area 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.

3.2.1.1.3.3 Workmanship

Perform welding workmanship in accordance with AWS D1.1/D1.1M , Fabrication Clause and other applicable requirements of these specifications.

3.2.1.1.3.4 Preparation of Base Metal

Prior to welding inspect surfaces to be welded to ensure compliance with AWS D1.1/D1.1M , Fabrication Clause. The Certified Welding Inspector shall perform this inspection. Welding may not commence until the Certified Welding Inspector has inspected and approved the base metal preparation.

Correct any deficiencies to the satisfaction of the Certified Welding Inspector.

3.2.1.1.3.5 Tack Welds

Tack welds that are to be incorporated into the permanent work are to exhibit the same quality requirements as the permanent welds; clean and thoroughly fuse them with permanent welds. Perform preheating as required by AWS D1.1/D1.1M for permanent welds except that the minimum temperature must be 120 degrees F. Provide cascaded ends on multiple-pass tack welds. Remove defective tack welds before permanent welding.

AM#6...

SECTION 31 41 16 Page 6

3.2.1.2 Inspection of Structural Steel

A Certified Welding Inspector must perform visual inspection on 100 percent of the welds. If the Certified Welding Inspector finds a deficiency, the deficiency must be corrected to the satisfaction of the Certified Welding Inspector before welding continues. Document the inspections in welding inspection reports. Copies of all welding inspection reports will be furnished to the Government.

3.2.1.2.1 Nondestructive Testing of Structural Steel Welds

All welds on junction piles will be tested 100 percent with ultrasonic testing. Ultrasonic testing shall begin after 20 percent of the welding on a given junction pile is completed. Repair all defects found by ultrasonic testing to the satisfaction of the Certified Welding Inspector and the Contracting Officer at no cost to the Government. ...AM#6

3.2.1.3 Welding Repair Plan

Repair welds found to be defective by ultrasonic testing in accordance with AWS D1.1/D1.1M , Fabrication Clause. Remove defective weld metal to sound metal by use of air carbon-arc or oxygen gouging. Thoroughly clean surfaces before welding to the satisfaction of the Certified Welding Inspector. Welds shall be retested by ultrasonic testing. Submit welding repair plans for Government approval prior to making repairs.

3.3 INSTALLATION

3.3.1 Pile Driving Equipment

Submit complete descriptions of sheet piling driving equipment including hammers, extractors, protection caps and other installation appurtenances, prior to commencement of work. Descriptive information includes manufacturer's name, model numbers, capacity, rated energy, hammer details, cushion material, helmet, and templates. Provide pile driving equipment conforming to the following requirements.

3.3.1.1 Driving Hammers

Hammers shall be vibratory type. The driving energy of the hammers shall be as recommended by the manufacturer for the piling weights and subsurface materials to be encountered. Refer to the Geotechnical Engineering Report #31-1-20083-006 by Shannon and Wilson. Repair damage to piling caused by use of a pile hammer with excess delivered force or energy.

3.3.1.2 Jetting Equipment

Jetting will not be permitted.

3.3.2 Placing and Driving

3.3.2.1 Placing

Any excavation required within the area where sheet pilings are to be installed shall be completed prior to placing sheet pilings. Pilings properly placed and driven shall be interlocked throughout their length with adjacent pilings to form a continuous diaphragm throughout the circumference of piling wall.

SECTION 31 41 16 Page 7

a. Pilings to be placed in cells and connecting arcs shall be picked up and completely threaded to demonstrate that they slide freely in interlock.

b. Pilings shall be carefully located as indicated on the drawings.

Pilings shall be placed plumb with out-of-plumbness not exceeding 1/8 inch per foot of length and true to line. Place the pile so the face will not be more than 6 inches from vertical alignment at any point.

Top of pile at elevation of cut-off shall be within 1/2 inch horizontally and 2 inches vertically of the location indicated.

Manipulation of piles to force them into position will not be permitted. Check all piles for heave. Redrive all heaved piles to the required tip elevation.

c. Provide temporary wales, templates, current deflectors or guide structures to ensure that the pilings are placed and driven to the correct alignment. Use a system of structural framing sufficiently rigid to resist lateral and driving forces and to adequately support the sheet piling until design tip elevation is achieved. Use two templates, at least, when placing each piling not more than 20 feet apart vertically. Templates shall not move when supporting sheet piling. Fit templates with wood blocking to bear against the web of each alternate sheet pile and hold the sheet pile at the design location alignment. Provide outer template straps or other restraints as necessary to prevent the sheets from warping and buckling during installation or wandering from the alignment. Mark template for the location of the leading edge of each alternate sheet pile. If in view, also mark the second level to assure that the piles are vertical and in position. If two guide marks cannot be seen, other means shall be used to keep the sheet pile vertical along its leading edge.

3.3.2.2 Driving

Submit records of the completed sheet piling driving operations, including a system of identification which shows the disposition of approved piling in the work, driving equipment performance data, piling penetration rate data, piling dimensions and top and bottom elevations of installed piling. The format for driving records shall be as directed. Prior to driving pilings in water, paint a horizontal line on both sides of each piling at a fixed distance from the bottom so that it will be visible above the water line after installation. This line shall indicate the profile of the bottom elevation of installed pilings and potential problem areas can be identified by abrupt changes in its elevation. Drive pilings with the proper size hammer and by approved methods so as not to subject the pilings to damage and to ensure proper interlocking throughout their lengths.

a. Maintain driving hammers in proper alignment during driving operations by use of leads or guides attached to the hammer. Caution shall be taken in the sustained use of vibratory hammers when a hard driving condition is encountered to avoid interlock-melt or damages.

Discontinue the use of vibratory hammers and impact hammers employed when the penetration rate due to vibratory loading is one foot or less per minute.

b. Employ a protecting cap in driving when using impact hammers to prevent damage to the tops of pilings. Remove and replace pilings damaged during driving or driven out of interlock at the Contractor's

SECTION 31 41 16 Page 8 expense. Store Government furnished pilings, damaged during driving, at the site as directed.

c. Take adequate precautions to ensure that pilings are driven plumb. If at any time the forward or leading edge of the piling wall is found to be out-of-plumb in the plane of the wall, approved corrective measures shall be taken to insure the plumbness of succeeding pilings.

d. Pilings in each run or continuous length of piling wall shall be driven alternately in increments of depth to the required depth or elevation. No piling shall be driven to a lower elevation than those behind it in the same run except when the pilings behind it cannot be driven deeper. Incrementally sequence driving of individual piles such that the tip of any sheet pile shall not be more than 4 feet below that of any adjacent sheet pile. When the penetration resistance exceeds five blows per inch, the tip of any sheet pile shall not be more than 2 feet below any adjacent sheet pile. For cofferdam cells the driving increments shall be such that no piling leads the adjacent piling by more than 6 feet and the direction of advancing the driving hammer shall be reversed after each pass around the cell. If the piling next to the one being driven tends to follow below final elevation it may be pinned to the next adjacent piling.

e. If obstructions restrict driving a piling to the specified penetration, the obstructions shall be removed or penetrated. If the Contractor demonstrates that removal or penetration is impractical, make changes in the design alignment of the piling structure as directed AM#7. . . by the Contracting Officer ...AM#7 to ensure the adequacy and stability of the structure. AM#7... Any changes to the design alignment shall be handled under the applicable clause(s) of the contract. ...AM#7 Pilings shall be driven to depths shown and shall extend up to the elevation indicated for the top of pilings. A tolerance of 2 inches above the indicated top elevation will be permitted. At least the first two sheets of the connecting arcs adjacent to the main cells shall be driven in the cofferdam cells prior to filling the cells.

f. Pre-augering or spudding of piles may be used at no additional cost to the Government. Discontinue pre-augering or spudding approximately 20 feet above the indicated pile tip elevation. Drive the pile the final 20 feet of penetration.

3.3.3 Cutting-Off and Splicing

Pilings driven to AM#6... the required tip elevation and ...AM#6 extending above the required top elevation in excess of the specified tolerance shall be cut off to the required elevation. Pilings driven below the required top elevation and pilings damaged by driving and cut off to permit further driving shall be extended as required to reach the top elevation by splicing when directed at no additional cost to the Government. If directed, pilings shall be spliced as required to drive them to depths greater than shown and extend them up to the required top elevation.

a. Pilings adjoining spliced pilings shall be full length unless otherwise approved. If splices are allowed in adjoining pilings, the splices shall be spaced at least 20 feet apart in elevation. Splicing of pilings shall be full penetration welds. Ends of pilings to be spliced shall be squared before splicing to eliminate dips or camber.

SECTION 31 41 16 Page 9

Pilings shall be spliced together with concentric alignment of the interlocks so that there are no discontinuities, dips or camber at the abutting interlocks. Spliced pilings shall be free sliding and able to obtain the maximum swing with contiguous pilings. Shop and field welding, qualification of welding procedures, welders, welding operators and inspections shall be in accordance with AWS D1.1/D1.1M .

AM#4. . . DELETED TEXT. . . AM#4

b. Cut holes in pilings for bolts, rods, drains or utilities in a neat and workmanlike manner, as shown or as directed. Use a straight edge in cuts made by burning to avoid abrupt nicks. Bolt holes in steel piling shall be drilled or may be burned and reamed by approved methods which will not damage the surrounding metal. Holes other than bolt holes shall be reasonably smooth and the proper size for rods and other items to be inserted.

3.3.4 Inspection of Driven Piling

Perform continuous inspection during pile driving. Inspect all piles for compliance with tolerance requirements. Bring any unusual problems which may occur to the attention of the Contracting Officer. Inspect the interlocked joints of driven pilings extending above ground. Pilings found to be out of interlock shall be removed and replaced at the Contractor's expense. AM#7... DELETED TEXT ...AM#7

3.3.5 Pulling and Redriving

Submit the proposed method of pulling sheet piling, prior to pulling any piling. Pull, as directed, selected pilings after driving to determine the condition of the underground portions of pilings. Any piling so pulled and found to be damaged, to the extent that its usefulness in the structure is impaired, shall be removed and replaced at the Contractor's expense. Pilings pulled and found to be in satisfactory condition shall be redriven when directed. Government furnished pilings pulled and not redriven shall be stored as directed.

3.3.6 Disposal of Scraps

Cutoff pieces and unused sheet piles shall AM#4... remain the property of the Government and be stockpiled near the Chena Project Office at a location designated by the Government. ...AM#4

3.4 INSTALLATION RECORDS

Maintain a pile driving record for each sheet pile driven. Indicate on the installation record: installation dates and times, type and size of hammer, rate of operation, total driving time, dimensions of driving helmet and cap used, blows required per foot for each foot of penetration, final driving resistance in blows for final 6 inches, pile locations, tip elevations, ground elevations, cut-off elevations, and any reheading or cutting of piles. Record any unusual pile driving problems during driving. Submit complete records to the Contracting Officer.

3.5 ATTACHMENT

Sheet Pile Testing and Material Certification

SECTION 31 41 16 Page 10

SECTION 31 41 16 Page 11

R0007 WING WALL BALING DECK CHL022

CHENA RIVER LAKES FLOOD CONTROL PROJECT

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 45 33

PRECAST STRUCTURAL CONCRETE

05/16

PART 1 GENERAL

1.1 REFERENCES

1.2 MODIFICATION TO REFERENCE

1.3 SUBMITTALS

1.4 QUALITY ASSURANCE

1.4.1 Qualifications

1.4.1.1 Manufacturer Qualifications

1.4.1.2 Erector Certification

1.4.1.3 Welding Qualifications

1.4.2 Regulatory Requirements

1.4.3 Concrete Mix Design

1.4.4 Certificates: Record Requirement

1.5 DELIVERY, STORAGE, AND HANDLING

1.5.1 Transportation

1.5.1.1 Transporting Members

1.5.1.2 Lateral Deflection or Vibration

1.5.2 Storage

1.5.2.1 Storage Areas

1.5.2.2 Stacked Members

1.5.3 Handling of Members

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

2.1.1 Design Requirements

2.1.1.1 Loads

2.1.1.2 Drawing and Design Calculation Information

2.2 MATERIALS

2.2.1 Cementitious Materials

2.2.1.1 Fly Ash

2.2.1.2 Raw or Calcined Natural Pozzolan

2.2.1.3 Portland Cement

2.2.2 Water

2.2.3 Aggregates

2.2.4 Grout

2.2.4.1 Nonshrink Grout

2.2.4.2 Cementitious Grout

2.2.5 Admixtures

2.2.5.1 Air-Entraining

2.2.5.2 Accelerating

2.2.5.3 Water Reducing

2.2.6 Reinforcement

2.2.6.1 Reinforcing Bars

2.2.6.2 Wire

2.2.6.3 Welded Wire Reinforcement

SECTION 03 45 33 Page 1

2.2.6.4 Supports for Concrete Reinforcement

2.2.7 Metal Accessories

2.2.7.1 Inserts

2.2.7.2 Structural Steel

2.2.7.3 Bolts

2.2.7.4 Nuts

2.2.7.5 Washers

2.2.8 Bearing Pads

2.2.8.1 Elastomeric

2.3 PRODUCTION QUALITY CONTROL PROCEDURES

2.3.1 Forms

2.3.2 Tolerances

2.3.3 Reinforcement Placement

2.3.4 Built-In Anchorage Devices

2.3.5 Lifting Devices

2.3.6 Blockouts

2.3.7 Identification Markings

2.3.8 Concrete

2.3.8.1 Concrete Mixing

2.3.8.2 Concrete Placing

2.3.8.3 Concrete Curing

2.3.9 Surface Finish

2.3.9.1 Unformed Surfaces

2.3.9.2 Formed Surfaces

2.3.10 Acceptance/Rejection of Defects

2.3.10.1 Minor Defects

2.3.10.2 Major Defects

2.4 TESTS, INSPECTIONS, AND VERIFICATIONS

2.4.1 Factory Inspection

PART 3 EXECUTION

3.1 EXAMINATION

3.2 ERECTION

3.3 BEARING SURFACES

3.4 ANCHORAGE

3.5 WELDING

3.6 OPENINGS

3.7 GALVANIZING REPAIR

3.8 GROUTING

3.9 PROTECTION AND CLEANING

SECTION 03 45 33 Page 2

SECTION 03 45 33

PRECAST STRUCTURAL CONCRETE

05/16

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 in the text by the basic designation only.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO M 251 (2006; R 2011) Standard Specification for Plain and Laminated Elastomeric Bridge Bearings

AMERICAN CONCRETE INSTITUTE (ACI)

ACI 318 (2014; Errata 1-2 2014; Errata 3-5 2015;

Errata 6 2016; Errata 7-9 2017) Building Code Requirements for Structural Concrete (ACI 318-14) and Commentary (ACI 318R-14)

AMERICAN WELDING SOCIETY (AWS)

AWS D1.1/D1.1M (2015; Errata 1 2015; Errata 2 2016) Structural Welding Code - Steel

AWS D1.4/D1.4M (2011) Structural Welding Code - Reinforcing Steel

ASTM INTERNATIONAL (ASTM)

ASTM A1064/A1064M (2017) Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete

ASTM A123/A123M (2017) Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

ASTM A153/A153M (2016) Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware

ASTM A27/A27M (2017) Standard Specification for Steel Castings, Carbon, for General Application

ASTM A307 (2014; E 2017) Standard Specification for Carbon Steel Bolts, Studs, and Threaded Rod 60 000 PSI Tensile Strength

SECTION 03 45 33 Page 3

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

ASTM A36/A36M (2014) Standard Specification for Carbon Structural Steel

ASTM A47/A47M (1999; R 2018; E 2018) Standard Specification for Ferritic Malleable Iron Castings

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

ASTM A615/A615M (2016) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

ASTM A780/A780M (2009; R 2015) Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings

ASTM C1107/C1107M (2017) Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink)

ASTM C150/C150M (2018) Standard Specification for Portland Cement

ASTM C1602/C1602M (2012) Standard Specification for Mixing Water Used in Production of Hydraulic Cement Concrete

ASTM C260/C260M (2010a; R 2016) Standard Specification for Air-Entraining Admixtures for Concrete

ASTM C311/C311M (2017) Standard Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use in Portland-Cement Concrete

ASTM C33/C33M (2018) Standard Specification for Concrete Aggregates

ASTM C494/C494M (2017) Standard Specification for Chemical Admixtures for Concrete

ASTM C618 (2017a) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C94/C94M (2017a) Standard Specification for Ready-Mixed Concrete

ASTM D5759 (2012) Characterization of Coal Fly Ash and Clean Coal Combustion Fly Ash for Potential Uses

ASTM F436 (2011) Hardened Steel Washers

ASTM F844 (2007a; R 2013) Washers, Steel, Plain

SECTION 03 45 33 Page 4

(Flat), Unhardened for General Use

PRECAST/PRESTRESSED CONCRETE INSTITUTE (PCI)

PCI MNL-116 (1999) Manual for Quality Control for Plants and Production of Structural Precast Concrete Products, 4th Edition

PCI MNL-120 (2010) PCI Design Handbook - Precast and Prestressed Concrete, 6th Edition

PCI MNL-135 (2000) Tolerance Manual for Precast and Prestressed Concrete Construction

1.2 MODIFICATION TO REFERENCE

In the ACI publications, reference to the "Building Official," the "Structural Engineer" and the "Architect/Engineer" must be interpreted to mean the Contracting Officer.

1.3 SUBMITTALS

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

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Precast Concrete Erector Qualifications

SD-02 Shop Drawings

Drawings of Precast Members; G

SD-03 Product Data

Precast Concrete Members Design Calculations; G

SD-06 Test Reports

Concrete Mix Design; G

SD-07 Certificates

Quality Control Procedures

SD-11 Closeout Submittals

Concrete Batch Ticket Information

1.4 QUALITY ASSURANCE

1.4.1 Qualifications

1.4.1.1 Manufacturer Qualifications

PCI MNL-116 . Plants must be certified by the PCI Plant Certification

SECTION 03 45 33 Page 5

Program for Category C1 work. At the Contracting Officer's option, PCI Plant quality control program records must be available for review.

1.4.1.2 Erector Certification

Erector with erecting organization and all erecting crews certified and designated by PCI's Certificate of Compliance to erect Category S1 (Simple Structural Systems). AM#7. . . In lieu of PCI certification, the precast concrete erector may demonstrate experience with similar projects. Provide documentation of at least three (3) similar projects completed within the past 10 years to demonstrate precast concrete erector qualifications. ...AM#7

1.4.1.3 Welding Qualifications

Provide AWS D1.1/D1.1M qualified welders who are currently certified at contract award date and have maintained their certificates over the past year.

1.4.2 Regulatory Requirements

Provide precast members in conformance with ACI 318 and PCI MNL-120 .

1.4.3 Concrete Mix Design

ACI 318 . The minimum compressive strength of concrete at 28 days must be 5000 psi, unless otherwise indicated. Add air-entraining admixtures at the mixer to produce between 4 and 6 percent air by volume.

Thirty days minimum prior to concrete placement, submit a mix design for each strength and type of concrete. Submit a complete list of materials including type; brand; source and amount of cement, complementary cementitious materials, and admixtures; and applicable reference specifications. Submit mill test and all other test for cement, complementary cementitious materials, aggregates, and admixtures. Provide documentation of maximum nominal aggregate size, gradation analysis, percentage retained and passing sieve, and a graph of percentage retained verses sieve size. Provide mix proportion data using at least three different water-cementitious material ratios for each type of mixture, which produce a range of strength encompassing those required for each type of concrete required. If source material changes, resubmit mix proportion data using revised source material. Provide only materials that have been proven by trial mix studies to meet the requirements of this specification, unless otherwise approved in writing by the Contracting Officer. Indicate clearly in the submittal where each mix design is used when more than one mix design is submitted. Resubmit data on concrete components if the qualities or source of components changes.

For previously approved concrete mix designs used within the past twelve months, the previous mix design may be re-submitted without further trial batch testing if accompanied by material test data conducted within the last six months. Obtain mix design approval from the contracting officer prior to concrete placement.

1.4.4 Certificates: Record Requirement

ASTM C94/C94M. Submit mandatory concrete batch ticket information for each load of ready-mixed concrete.

SECTION 03 45 33 Page 6

1.5 DELIVERY, STORAGE, AND HANDLING

1.5.1 Transportation

1.5.1.1 Transporting Members

Transport members in a manner to avoid excessive stresses that could cause cracking or other damage.

1.5.1.2 Lateral Deflection or Vibration

Any noticeable indication of lateral deflection or vibration during transportation must be corrected by rigid bracing between members or by means of lateral trussing.

1.5.2 Storage

1.5.2.1 Storage Areas

Storage areas for precast members must be stabilized, and suitable foundations must be provided, so differential settlement or twisting of members will not occur.

1.5.2.2 Stacked Members

Stack members with adequate dunnage and bracing to control cracking, distortion, warping or other physical damage. Stack members such that lifting devices will be accessible and undamaged.

1.5.3 Handling of Members

The location of pickup points for handling of the members and details of the pickup devices must be shown in shop drawings. Pickup locations are to be determined by the Contractor. Members must be handled only by means of approved devices at designated locations. Members must be picked up and supported as shown in approved shop drawings.

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

The work includes the provision of precast non-prestressed concrete herein referred to as precast members. Precast members must be the product of a manufacturer specializing in the production of precast concrete members.

Precasting shall be performed at a precasting facility. No onsite precasting is allowed.

2.1.1 Design Requirements

Design precast members in accordance with ACI 318 and the PCI MNL-120 .

Any changes to the design shown in the plans, with the exception of lifting loops and incidental reinforcement must be submitted to the Contracting Officer for approval.

2.1.1.1 Loads

Members detailed on the plans have been designed for final dead and live loads. Contractor/producer shall design for all shipping, placement, and

SECTION 03 45 33 Page 7 handling loads.

2.1.1.2 Drawing and Design Calculation Information

Submit drawings and design calculations indicating complete information for the fabrication, handling, and erection of the precast members.

Include a cover page with the design calculations, signed and sealed by the registered design professional who prepared the design. The design professional must be registered in the State of Alaska. Drawings must not be reproductions of contract drawings. The drawings must indicate, as a minimum, the following information:

a. Plans, elevations and other drawing views showing the following:

(1) Member piece marks locating and defining products furnished by the manufacturer.

(2) Location and size of openings and blockouts as shown on the plans.

(3) Relationships to adjacent material.

(4) Joints and openings between members and between members and other construction.

(5) Location of field installed anchors.

(6) Erection sequences and handling requirements.

(7) Location of embedded steel elements.

(8) Lifting and erection inserts.

b. Elevations, sections and other details for each member showing the following:

(1) Connections between members and connections between members and other construction.

(2) Connections for work of other trades and cast-in items and their relation to other trades.

(3) Dimensioned size and shape for each member with quantities, position and other details of reinforcing steel, anchors, inserts and other embedded items.

(4) Lifting, erection and other handling devices and inserts.

(5) Surface finishes of each member.

(6) Estimated cambers

c. Strength properties for concrete, steel and other materials.

d. Methods for storage and transportation.

e. Description of loose, cast-in and field hardware.

f. All dead, live, handling, erection and other applicable loads used in the design.

SECTION 03 45 33 Page 8

g. Signature and seal of the registered design professional who prepared the design.

2.2 MATERIALS

2.2.1 Cementitious Materials

For exposed concrete, use one manufacturer and one source for each type of cement, ground slag, fly ash, and pozzolan.

2.2.1.1 Fly Ash

ASTM C618, Class F, except that the maximum allowable loss on ignition must not exceed 3 percent. Class F fly ash for use in mitigating Alkali-Silica Reactivity must have a Calcium Oxide (CaO) content of less than 8 percent and a total equivalent alkali content less than 1.5 percent.

Add with cement. Fly ash content must be a minimum of 35 percent by weight of cementitious material, provided the fly ash does not reduce the amount of cement in the concrete mix below the minimum requirements of this specification. Where the use of fly ash cannot meet the minimum level, provide the maximum amount of fly ash permittable that meets the code requirements for cement content. Report the chemical analysis of the fly ash in accordance with ASTM C311/C311M. Evaluate and classify fly ash in accordance with ASTM D5759.

2.2.1.2 Raw or Calcined Natural Pozzolan

Natural pozzolan must be raw or calcined and conform to ASTM C618, Class N, including the optional requirements for uniformity and effectiveness in controlling Alkali-Silica reaction and must have an ignition loss not exceeding 3 percent. Class N pozzolan for use in mitigating Alkali-Silica Reactivity must have a Calcium Oxide (CaO) content of less than 13 percent and total equivalent alkali content less than 3 percent.

2.2.1.3 Portland Cement

Provide cement that conforms to ASTM C150/C150M, Type I or II with tri-calcium aluminates (C3A) content less than 10 percent and a maximum cement-alkali content of 0.80 percent Na2Oe (sodium oxide) equivalent. Use one brand and type of cement for formed concrete having exposed-to-view finished surfaces.

2.2.2 Water

Water must comply with the requirements of ASTM C1602/C1602M . Minimize the amount of water in the mix. Improve workability by adjusting the grading rather than by adding water. Water must be potable; free from injurious amounts of oils, acids, alkalis, salts, organic materials, or other substances deleterious to concrete.

2.2.3 Aggregates

ASTM C33/C33M, except as modified herein. Furnish aggregates for exposed concrete surfaces from one source. Provide aggregates that do not contain any substance which may be deleteriously reactive with the alkalies in the cement.

SECTION 03 45 33 Page 9

2.2.4 Grout

2.2.4.1 Nonshrink Grout

ASTM C1107/C1107M .

2.2.4.2 Cementitious Grout

Must be a mixture of portland cement, sand, and water. Proportion one part cement to approximately 2.5 parts sand, with the amount of water based on placement method. Provide air entrainment for grout exposed to the weather.

2.2.5 Admixtures

2.2.5.1 Air-Entraining

ASTM C260/C260M.

2.2.5.2 Accelerating

ASTM C494/C494M, Type C or E.

2.2.5.3 Water Reducing

ASTM C494/C494M, Type A, E, or F.

2.2.6 Reinforcement

2.2.6.1 Reinforcing Bars

ASTM A615/A615M , Grade 60.

2.2.6.2 Wire

ASTM A1064/A1064M .

2.2.6.3 Welded Wire Reinforcement

ASTM A1064/A1064M .

2.2.6.4 Supports for Concrete Reinforcement

Include bolsters, chairs, spacers, and other devices necessary for proper spacing, supporting, and fastening reinforcement bars and wire in place.

Ensure legs of supports in contact with formwork for sections that will be exposed to weather are hot-dip galvanized after fabrication, plastic coated, or corrosion-resistant steel bar supports.

2.2.7 Metal Accessories

Provide ASTM A123/A123M or ASTM A153/A153M galvanized.

2.2.7.1 Inserts

ASTM A47/A47M, Grade 32510, or ASTM A27/A27M Grade 60-30.

SECTION 03 45 33 Page 10

2.2.7.2 Structural Steel

ASTM A36/A36M.

2.2.7.3 Bolts

ASTM A307; ASTM A325.

2.2.7.4 Nuts

ASTM A563.

2.2.7.5 Washers

ASTM F844 washers for ASTM A307 bolts, and ASTM F436 washers for ASTM A325 bolts.

2.2.8 Bearing Pads

2.2.8.1 Elastomeric

AASHTO M 251, for plain neoprene bearings.

2.3 PRODUCTION QUALITY CONTROL PROCEDURES

PCI MNL-116 unless specified otherwise. Submit quality control procedures established in accordance with PCI MNL-116 by the precast manufacturer.

2.3.1 Forms

Brace forms to prevent deformation. Forms must produce members that have a smooth, dense surface. Use forms and form-facing materials that are nonreactive with concrete such as wood, metal, plastic, or other approved materials. Conform to the shapes, lines, and dimensions indicated and are within the limits of the specified fabrication tolerances. Chamfer exposed edges 3/4 inch, unless otherwise indicated. Provide threaded or snap-off type form ties.

2.3.2 Tolerances

Fabricate structural precast concrete members of shapes, lines and dimensions indicated, so each finished member complies with PCI MNL-135 product tolerances as well as position tolerances for cast-in items.

2.3.3 Reinforcement Placement

ACI 318 and PCI MNL-116 for placement and splicing. Place and secure steel bars, welded-wire reinforcement, and other reinforcement by means of metal bar supports and spacers. Reinforcement may be preassembled before placement in forms. Provide exposed connecting bars, or other approved connection methods, between precast and cast-in-place construction.

Remove any excess mortar that adheres to the exposed connections.

2.3.4 Built-In Anchorage Devices

Position, anchor, and locate anchorage devices where they do not affect the position of the main reinforcement or placing concrete. Bearing plates; set level, aligned properly, and anchored in the exact location indicated.

SECTION 03 45 33 Page 11

2.3.5 Lifting Devices

Provide lifting devices designed for 100-percent impact, and of materials sufficiently ductile to ensure visible deformation before fracture.

2.3.6 Blockouts

Provide blockouts as indicated.

2.3.7 Identification Markings

Clearly mark each structural section in a permanent manner to indicate its location and orientation and the pickup points.

Ensure each structural section has the date of casting plainly indented in the unexposed face of the concrete.

2.3.8 Concrete

2.3.8.1 Concrete Mixing

ASTM C94/C94M. Mixing operations must produce batch-to-batch uniformity of strength, consistency, and appearance.

2.3.8.2 Concrete Placing

PCI MNL-116 .

2.3.8.3 Concrete Curing

PCI MNL-116 .

2.3.9 Surface Finish

Repairs located in a bearing area must be approved by the Contracting Officer prior to repairs. Defects must be repaired or rejected as specified in paragraph ACCEPTANCE/REJECTION OF DEFECTS.

2.3.9.1 Unformed Surfaces

Provide a steel troweled finish.

2.3.9.2 Formed Surfaces

PCI MNL-116 , Appendix C, for grades of surface finishes.

a. Unexposed Surfaces: Provide a standard grade surface finish.

b. Exposed Surfaces: Provide a standard grade surface finish.

2.3.10 Acceptance/Rejection of Defects

2.3.10.1 Minor Defects

All honeycombed areas, chipped corners, air pockets over 1/4 inch in diameter, and other minor defects involve less than 36 square inches of concrete must be repaired. Form offsets or fins over 1/8 inch must be ground smooth. All unsound concrete must be removed from defective areas

SECTION 03 45 33 Page 12 prior to repairing. All surfaces permanently exposed to view must be repaired by a blend of portland cement and white cement properly proportioned so that the final color when cured will be the same as adjacent concrete. Precast members containing hairline cracks which are visible and are less than 0.01 inches in width, may be accepted, except that cracks larger than 0.005 inches in width for surfaces exposed to the weather must be repaired.

2.3.10.2 Major Defects

Major defects are those which involve more than 36 square inches of concrete or expose reinforcing steel. If one or more major defects appear in a member, it will be rejected. Cracks of a width of more than 0.01 inch will be cause for rejection of the member.

2.4 TESTS, INSPECTIONS, AND VERIFICATIONS

2.4.1 Factory Inspection

At the option of the Contracting Officer, precast units may be inspected by the Contracting Officer prior to being transported to the job site. If the Government does not inspect precast units prior to transportation, the Contractor's QC Representative must inspect and certify the precast units prior to being…