Amendment 0002 W912P621B0012 Waukegan Harbor Breakwater Repairs.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

REFERENCE: INVITATION FOR BIDS NO. W912P621B0012, "WAUKEGAN HARBOR BREAKWATER REPAIRS, WAUKEGAN, LAKE COUNTY, ILLINOIS"

A. Interested Contractors are hereby advised that the due date for bids is extended. The Bid Opening Date has changed from June 22, 2021 to June 23, 2021. The bid opening time is unchanged. Therefore, Bids shall be submitted prior to 2:00 p.m. (Central Time) on June 23, 2021.

-For further details regarding bid submission, please refer to Solicitation 00 22 00 - "Supplementary Instructions."

-- THIS AMENDMENT CONTINUES ON THE FOLLOWING PAGES --

1. CONTRACT ID CODE PAGE OF PAGES

1 4

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

16C. DATE SIGNED

BY 21-Jun-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 W912P621B0012

X 9B. DATED (SEE ITEM 11)

21-May-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 X is extended, 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

21-Jun-2021

CODE

U.S. ARMY ENGINEER DISTRICT, CHICAGO

231 SOUTH LASALLE STREET SUITE 1500

CHICAGO IL 60604-1437

W912P6 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W912P621B0012

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

The following items are applicable to this modification:

AMENDMENT PARTICULARS

B. AMENDED SPECIFICATION SECTIONS: The following SPECIFICATION SECTIONS have been revised.

Therefore, bidders shall remove and replace the previously issued specification sections/pages with the respective sections/pages enclosed hereunder.

(1) Section Number 01 33 00 (Submittal Register): Grouting Work Plan has been removed from the submittal register.

(2) Section Number 05 50 14 (Structural Steel Members): All references to the submittal grouting work plan have been removed. All references to grout/grouting have been updated to concrete/concrete placement. Subpart 1.3.4 Structural Grouting Work has been removed. Subpart 2.1.5 Non-Shrink Grout has been removed.

C. CONTRACTOR’S INQUIRIES: By this Amendment, the Chicago District, USACE responds to Contractor’s inquiries.

Question 1: Products - 1.3.5 Structural Grouting Work Plan – Please show where there is structural grouting in the plans.

USACE Response 1: There is no structural grouting. Specification section has been removed via this Amendment.

Question 2: 2.1.6 Non Shrink Grout – “Grout behind armor plate panels shall be non-shrink and non-metallic…” Plans do not call out Non Shrink Grout. Please identify where there is Non Shrink Grout.

USACE Response 2: There is no grouting behind armor plate panels. Specification section has been removed via this Amendment.

Question 3: Fabrication - 2.2.1.1, Dimensional Tolerances for Structural Work –

“Measure dimensions using an approved calibrated steel tape of approximately the same temperature as the material being measured…An allowable variation of 1/32” is permissible in the overall length of component members with both ends milled; component members without milled ends must not deviate from the dimensions shown by more than 1/16” for members 30 feet or less in length, and by more than 1/8” for members over 30 feet in length.”

Please identify USACE intent for this specification. Measurements in shop may differ from measurements in the field. There is no temperature calibration for ¾” steel in the contract documents/drawings. Please advise which measurements and when should these measurements be taken in the fabrication/install process to satisfy USACE spec.

USACE Response 3: Section 05 50 14, Paragraph 2.2.1.1. states “The overall dimensions of an assembled structural unit must be with the tolerances indicated on the drawings or as specified in the particular section these specifications for the item of work.” Refer to Section 05 50 14 Paragraph 3.2 for required tolerances.

Question 4: Tests, Inspection and Verifications-

“Perform material tests and analyses certified by an approved laboratory to demonstrate that materials are in conformity with the specifications. Tests and analyses must be performed and certified at the contractor’s expense….Furnish specimens and samples for additional independent tests and analyses upon request by the CO…Submit certified test reports for materials with all materials delivered to the site.”

Certified test reports can be provided from the vendor…Is this paragraph directing KTR to check the vendor’s reports with his own independent testing?

USACE Response 4: Material tests and analyses shall be performed and certified as outlined in the respective specification section.

Question 5:

2.3.1 Non Destructive Testing –

“When Doubt exists as to the soundness of any material part, such part may be subjected to any form of NDT determined by the CO….Ultrasonic, magnaflux, dye penetrant, x-ray, gamma ray…Cost of such investigation will be borne by GOV if the part is found to be sound and by the KTR if the part is found defective”

2.3.3 Inspection of Structural Steel Welding –

“Non Destructive Testing of designated welds will be required. Supplemental examination of any joint or coupon cut from any location in any joint may also be required.”

2.3.3.2.3 Welds to be subject to NDT –

“Test 50% of CJP welds using ultrasonic testing…Randomly test 50% of all PJP and fillet welds or as indicated by magnetic particle or dye penetrant testing…”

2.3.1 and 2.3.3 contradict on when NDT is required. What is the frequency of testing required by USACE, and is there a preferred method, or will it be determined by CO. 2.3.3.2.3 States that Ultrasonic testing shall be used and 50% of random. Will Gov borne the cost of this testing per 2.3.1 if the parts tested are found sound?

USACE Response 5: The required NDT is described in Paragraph 2.3.3.2.3 and it states that 50% of all CJP welds will be randomly tested using Ultrasonic testing and 50% of all PJP and fillet welds by mag testing or dye penetrant. No, the government will not borne the cost of the required testing in 2.3.3.2.3 being part of the contract. If, after fabrication and the required testing from 2.3.3.2.3, doubt exists as to the soundness of any material and additional testing is requested by the GOV, the COR will determine what kind and how extensive the additional testing needs to be and the cost of the additional testing will be borne by the GOV if the part is found to be sound. If defective, the contractor will borne the costs.

Question 6: Execution-

3.2 Armor Plate Panel Erection

Each armor plate unit must be fabricated within a 1/4 inch per 10 feet vertical tolerance and a 1/4 inch per 24 feet horizontal tolerance. Installation tolerance shall be within a 1/4 inch per 10 feet vertical tolerance and a 1/4 inch per 24 feet horizontal tolerance. Tolerances apply before and after grouting of the panels.

Please confirm intent behind this specification, it has a fabrication tolerance, while also having an installation tolerance. The fabrication tolerance is described in paragraph 2.2.1.1 and these two paragraphs seem to contradict each other.

USACE Response 6: The fabrication and installation tolerances of Paragraph 3.2 are correct and contractors shall bid project to the specified tolerances. Paragraph 2.2.1.1 gives reference tolerances for “Where tolerances are not specified in other sections of these specifications or shown.”

D. MOST CURRENT WAGE DETERMINATION: This Amendment encloses the recently published Wage Determination, IL20210011 06/18/2021, which replaces the previously issued wage determination.

E. POINT OF CONTACT: The Point of Contact for this Amendment is Ericka Hillard at ericka.d.hillard@usace.army.mil.

END OF SUMMARY OF AMENDED AREAS

(The revised Specification Sections & most current Wage Determination follow on the next pages)

SUBMITTAL FORM,Jan 96 PREVIOUS EDITION IS OBSOLETE PAGE 1 OF 1 PAGES

Waukegan Harbor Breakwater Repairs

05 50 14 SD-01 Preconstruction Submittals

1.3.4 G DTArmor Plate Panel Erection Plan

3.2 G DTPanel Erection Plan

SD-02 Shop Drawings

1.3.1 G DTDetail Drawings

2.2.2.1.1 G DTWelding Procedures

2.3.4Welding Repair Plan

2.2.5 GLadder Diagram

SD-03 Product Data

2.2.2.1.3.1Filler Metal

2.2.5Ladders

3.4.2 G DTPaint Selection

3.3Adhesive Anchors

SD-06 Test Reports

2.3Tests, Inspections, and

Verifications

SD-07 Certificates

1.3.2Welding Qualifications

2.3.3.1Weld Inspection Log

2.3.3.1Certified Welding Inspector

2.3.3.2.1Nondestructive Testing Personnel

SUBMITTAL REGISTER

CONTRACT NO.

TITLE AND LOCATION CONTRACTOR

CONTRACTOR:

SCHEDULE DATES

CONTRACTOR

ACTION

APPROVING AUTHORITY

A C T I V I T Y

N O

T R A N S M I T T A L

N O

S P E C

S E C T

DESCRIPTION

ITEM SUBMITTED

P A R A G R A P H

C L A S S I F I C A T I O N

G O V T

O R

A E

R E V W

R SUBMIT

APPROVAL

NEEDED

BY

MATERIAL

NEEDED

BY

A C T I O N

C O D E

DATE

OF

ACTION

DATE FWD

TO APPR

AUTH/

DATE RCD

FROM

CONTR

DATE FWD

TO OTHER

REVIEWER

DATE RCD

FROM OTH

REVIEWER

A C T I O N

C O D E

DATE

OF

ACTION

MAILED

TO

CONTR/

DATE RCD

FRM APPR

AUTH REMARKS

(a) (b) (c) (d) (e) (f) (g) (h) (i) (j) (k) (l) (m) (n) (o) (p) (q) (r)

Waukegan Harbor Breakwater Repairs W912P621B0012

SECTION TABLE OF CONTENTS

DIVISION 05 - METALS

SECTION 05 50 14

STRUCTURAL METAL FABRICATIONS

05/29

PART 1 GENERAL

1.1 REFERENCES

1.2 SUBMITTALS

1.3 QUALITY ASSURANCE

1.3.1 Detail Drawings

1.3.2 Welding Qualifications

1.3.3 Fabrication

1.3.4 Armor Plate Panel Erection Plan

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Structural Steel

2.1.2 Steel Plates

2.1.3 Structural Steel Tubing

2.1.4 Bolts, Nuts, and Washers

2.1.4.1 High-Strength Bolts, Nuts, and Washers

2.1.4.2 Bolts, Nuts, and Washers (Other Than High-Strength)

2.1.4.3 Armor Plate Anchors

2.1.4.3.1 Threaded Rods

2.1.4.3.2 Anchor Nuts and Washers

2.1.4.3.3 Dielectric Insulating Washers and Sleeves

2.1.5 Welded Headed Shear Studs

2.2 FABRICATION

2.2.1 Structural Fabrication

2.2.1.1 Dimensional Tolerances for Structural Work

2.2.1.2 Structural Steel Fabrication

2.2.2 Welding

2.2.2.1 Welding of Structural Steel

2.2.2.1.1 Welding Procedures for Structural Steel

2.2.2.1.2 Welding Process

2.2.2.1.3 Welding Technique

2.2.2.1.3.1 Filler Metal

2.2.2.1.3.2 Preheat and Interpass Temperature

2.2.2.1.3.3 Stress-Relief Heat Treatment

2.2.2.1.4 Workmanship

2.2.2.1.4.1 Preparation of Base Metal

2.2.2.1.4.2 Temporary Welds

2.2.2.1.4.3 Tack Welds

2.2.3 Machine Work

2.2.3.1 Finished Surfaces

2.2.3.2 Unfinished Surfaces

2.2.3.3 Pin Holes

2.2.4 Miscellaneous Provisions

2.2.4.1 Metallic Coatings

SECTION 05 50 14 Page 1

RTA - 06/21/21

2.2.4.2 Cleaning of Corrosion-Resisting Steel

2.2.5 Ladders

2.3 TESTS, INSPECTIONS, AND VERIFICATIONS

2.3.1 Nondestructive Testing

2.3.2 Tests of Machinery and Structural Units

2.3.3 Inspection of Structural Steel Welding

2.3.3.1 Visual Examination

2.3.3.2 Nondestructive Testing

2.3.3.2.1 Testing Agency

2.3.3.2.2 Examination Procedures

2.3.3.2.2.1 Ultrasonic Testing

2.3.3.2.2.2 Magnetic Particle Inspection

2.3.3.2.2.3 Dye Penetrant Inspection

2.3.3.2.3 Welds to be Subject to Nondestructive Testing

2.3.3.3 Test Coupons

2.3.3.4 Supplemental Examination

2.3.4 Welding Repair Plan

2.3.5 Inspection and Testing of Steel Stud Welding

PART 3 EXECUTION

3.1 INSTALLATION

3.2 ARMOR PLATE PANEL ERECTION

3.3 ANCHORAGE, FASTENINGS, AND CONNECTIONS

3.4 FINISHES

3.4.1 Dissimilar Materials

3.4.2 Shop Painting

3.5 TESTS

3.5.1 Workmanship

3.5.2 Production Welding

-- End of Section Table of Contents --

SECTION 05 50 14 Page 2

SECTION 05 50 14

STRUCTURAL METAL FABRICATIONS

05/29

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.

ASME INTERNATIONAL (ASME)

ASME B18.2.1 (2012; Errata 2013) Square and Hex Bolts and Screws (Inch Series)

ASME B18.2.2 (2015) Nuts for General Applications:

Machine Screw Nuts, Hex, Square, Hex Flange, and Coupling Nuts (Inch Series)

ASME B18.21.1 (2009; R 2016) Washers: Helical Spring-Lock, Tooth Lock, and Plain Washers (Inch Series)

AMERICAN SOCIETY FOR NONDESTRUCTIVE TESTING (ASNT)

ANSI/ASNT CP-189 (2016) ASNT Standard for Qualification and Certification of Nondestructive Testing Personnel (ANSI/ASNT CP-105-2006)

AMERICAN WELDING SOCIETY (AWS)

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

AWS D1.2/D1.2M (2014) Structural Welding Code - Aluminum

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

ASME INTERNATIONAL (ASME)

ASME B4.1 (1967; R 2009) Preferred Limits and Fits for Cylindrical Parts

ASME B46.1 (2009) Surface Texture, Surface Roughness, Waviness and Lay

ASTM INTERNATIONAL (ASTM)

ASTM A108 (2013) Standard Specification for Steel Bar, Carbon and Alloy, Cold-Finished

ASTM A123/A123M (2017) Standard Specification for Zinc

SECTION 05 50 14 Page 3

(Hot-Dip Galvanized) Coatings on Iron and Steel Products

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

ASTM A320/A320M (2017b) Standard Specification for Alloy-Steel and Stainless Steel Bolting for Low-Temperature Service

ASTM A380/A380M (2017) Standard Practice for Cleaning, Descaling, and Passivation of Stainless Steel Parts, Equipment, and Systems

ASTM A500/A500M (2018) Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes

ASTM A572/A572M (2018) Standard Specification for High-Strength Low-Alloy Columbium-Vanadium Structural Steel

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

ASTM A992/A992M (2011; R 2015) Standard Specification for Structural Steel Shapes

ASTM B177/B177M (2011; R 2017) Standard Guide for Engineering Chromium Electroplating

ASTM B766 (1986; R 2015) Standard Specification for Electrodeposited Coatings of Cadmium

ASTM D1187/D1187M (1997; E 2011; R 2011) Asphalt-Base Emulsions for Use as Protective Coatings for Metal

ASTM E165/E165M (2018) Standard Practice for Liquid Penetrant Examination for General Industry

ASTM E709 (2015) Standard Guide for Magnetic Particle Examination

ASTM F436/F436M (2016) Standard Specification for Hardened Steel Washers Inch and Metric Dimensions

ASTM F593 (2017) Standard Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs

ASTM F594 (2009; E 2015) Standard Specification for Stainless Steel Nuts

ASTM F3125/F3125M (2015a) Standard Specification for High Strength Structural Bolts, Steel and Alloy

SECTION 05 50 14 Page 4

Steel, Heat Treated, 120 ksi (830 MPa) and 150 ksi (1040 MPa) Minimum Tensile Strength, Inch and Metric Dimensions

SOCIETY FOR PROTECTIVE COATINGS (SSPC)

SSPC Paint 20 (2002; E 2004) Zinc-Rich Primers (Type I, Inorganic, and Type II, Organic)

SSPC Paint 29 (2002; E 2004) Zinc Dust Sacrificial Primer, Performance-Based

1.2 SUBMITTALS

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

submittals not having a "G" designation are for Contractor Quality Control approval. Submit the following in accordance with Section 01 33 00

SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Armor Plate Panel Erection Plan ; G, DT

Panel Erection Plan ; G, DT

SD-02 Shop Drawings

Detail Drawings ; G, DT

Welding Procedures ; G, DT

Welding Repair Plan

Ladder Diagram ; G

SD-03 Product Data

Filler Metal

Ladders

Paint Selection ; G, DT

Adhesive Anchors

SD-06 Test Reports

Tests, Inspections, and Verifications

SD-07 Certificates

Welding Qualifications

Weld Inspection Log

Certified Welding Inspector

SECTION 05 50 14 Page 5

Nondestructive Testing Personnel

1.3 QUALITY ASSURANCE

1.3.1 Detail Drawings

Submit detail drawings for metalwork and machine work, prior to fabrication, include within the detail drawings catalog cuts, templates, fabrication and assembly details and type, grade and class of material as appropriate. Indicate methods of protecting the work during shipping, storage, field assembly, and installation.

1.3.2 Welding 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/D1.1M ..

1.3.3 Fabrication

Form miscellaneous metalwork to shape and size, with sharp lines and angles and true curves. Drill and punch producing clean true lines and surfaces. Provide exposed surfaces of work in place with a smooth finish, and unless otherwise approved. Where tight fits are required, mill joints. Cope or miter corner joints, well formed, and in true alignment.

Accurately set work to established lines and elevations and securely fastened in place. Install in accordance with manufacturer's installation instructions and approved drawings, cuts, and details.

Perform welding continuously along the entire area of contact except where tack welding is permitted. Do not tack weld exposed connections of work in place. Grind exposed welds smooth.

1.3.4 Armor Plate Panel Erection Plan

The procedure shall provide for safe conduct of the work, careful placement of the armor plate panels, including storage, handling, lifting, installation, alignment, placement of concrete, protection of existing construction, equipment and machinery, and coordination operating requirements. The procedures shall include a detailed description of the methods and equipment to be used for each operation, and the sequence of operations. No work shall commence until the Contractor has recieved the Contracting Officer's approval in writing.

The following items will also be included in the armor plate panel erection plan:

a. Panel storage and staging procedures;

b. Panel lifting procedures;

c. Panel temporary bracing requirement during erection;

SECTION 05 50 14 Page 6

d. Concrete placement procedure and bracing requirements to support armor plate panels during concrete placement. Method to monitor distribution of concrete and volume of concrete placed behind armor plate to ensure no voids are left behind armor plate;

e. Joint preparation and sealing for concrete placement;

f. Heating procedures for cold weather concrete placement and curing;

g. Inspections and checks; and

h. Armor Plate Panel alignment - The procedures shall clearly detail the methods to be used to align and plumb the armor plate panels within the indicated tolerances. The procedures shall include a detailed description of the methods and equimpent to be used for each operation, and the sequence of operations.

PART 2 PRODUCTS

2.1 MATERIALS

Conform to the respective specifications and other designated requirements for miscellaneous metal materials and standard metal articles. Size as specified or indicated. Where material requirements are not specified, furnish materials suitable for the intended use and subject to approval.

2.1.1 Structural Steel

ASTM A992/A992M Grade 50

2.1.2 Steel Plates

ASTM A572/A572M Grade 50

2.1.3 Structural Steel Tubing

ASTM A500/A500M , Grade B, and nominal wall thickness as shown.

2.1.4 Bolts, Nuts, and Washers

Provide bolts, nuts, and washers of the material, grade, type, class, style and finish indicated or best suited for intended use.

2.1.4.1 High-Strength Bolts, Nuts, and Washers

ASTM F3125/F3125M Grade A325, hot-dip galvanized.

Conduct Rotational-capacity testing for all fastener assemblies in accordance with ASTM F3125/F3125M . Test as an assembly each combination of bolt production lot, nut lot, and washer lot. Assign a rotational-capacity lot number to each combination of lots tested. Test bolts in a hydraulic tension calibrator, or bolt tension calibrator or an acceptable equivalent device.

2.1.4.2 Bolts, Nuts, and Washers (Other Than High-Strength)

Bolts and Nuts: ASTM A307, Grade A, hot-dip galvanized or ASTM A320/A320M

SECTION 05 50 14 Page 7

Bolts: ASME B18.2.1

Nuts: ASME B18.2.2

Washers:

a. Plain Washers - ASME B18.21.1 , Type B

b. Lock Washer - ASME B18.21.1

c. Beveled Washers - ASTM F436/F436M

2.1.4.3 Armor Plate Anchors

2.1.4.3.1 Threaded Rods

ASTM F593 TYPE 316L with a minimum tensile strength of 85,000 psi .

2.1.4.3.2 Anchor Nuts and Washers

ASTM F594, Type 316L Nuts with Type 316L washers. Nuts shall be locking type and Hex style.

2.1.4.3.3 Dielectric Insulating Washers and Sleeves

Provide nylon dielectric insulating washers and sleeves to separate stainless steel washers and threaded anchors from contact with the carbon steel plates.

2.1.5 Welded Headed Shear Studs

ASTM A108

2.2 FABRICATION

2.2.1 Structural Fabrication

Material must be straight before being laid off or worked. Perform straightening, if necessary, by methods that will not impair the metal.

Sharp kinks or bends are cause for rejection of the material. Material with welds will not be accepted except where welding is definitely specified, indicated or otherwise approved. Make bends using approved dies, press brakes or bending rolls. Where heating is required, take precautions to avoid overheating the metal and allow it to cool in a manner that will not impair the original properties of the metal.

Proposed flame cutting of material, other than structural steel, is subject to approval and must be indicated on detail drawings. Shearing must be accurate and all portions of the work neatly finished. Make corners square and true unless otherwise shown. Fillet re-entrant cuts to a minimum radius of 3/4 inch unless otherwise approved. Provide finished members free of twists, bends and open joints. Tighten bolts, nuts and screws.

2.2.1.1 Dimensional Tolerances for Structural Work

Measure dimensions using an approved calibrated steel tape of approximately the same temperature as the material being measured. The overall dimensions of an assembled structural unit must be within the

SECTION 05 50 14 Page 8 tolerances indicated on the drawings or as specified in the particular section of these specifications for the item of work. Where tolerances are not specified in other sections of these specifications or shown, an allowable variation of 1/32 inch is permissible in the overall length of component members with both ends milled; component members without milled ends must not deviate from the dimensions shown by more than 1/16 inch for members 30 feet or less in length, and by more than 1/8 inch for members over 30 feet in length.

2.2.1.2 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.

2.2.2 Welding

2.2.2.1 Welding of Structural Steel

2.2.2.1.1 Welding Procedures for Structural Steel

Use prequalied 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. For welding procedures qualified by tests, the coupon welding and specimen testing will be witnessed and the test report document signed by the Contracting Officer. Approval of any welding procedure does not relieve the Contractor of the responsibility for producing a finished structure meeting all requirements of these specifications. The Contractor will be directed or authorized to make any changes in previously approved welding procedures that are deemed necessary or desirable by the Contracting Officer.

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. Show types and locations of welds designated or in the specifications to receive nondestructive testing in the welding procedures.

2.2.2.1.2 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.

SECTION 05 50 14 Page 9

2.2.2.1.3 Welding Technique

2.2.2.1.3.1 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 or be as shown where a specific choice of AWS specification allowables is required. Submit filler metal product data. 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. Use a controlled temperature storage oven at the job site as prescribed by AWS D1.1/D1.1M , Fabrication Clause to maintain low moisture of low hydrogen electrodes.

2.2.2.1.3.2 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.

2.2.2.1.3.3 Stress-Relief Heat Treatment

Where stress relief heat treatment is specified or shown, perform in accordance with the requirements of AWS D1.1/D1.1M , Fabrication Clause unless otherwise authorized or directed.

2.2.2.1.4 Workmanship

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

2.2.2.1.4.1 Preparation of Base Metal

Prior to welding inspect surfaces to be welded to ensure compliance with AWS D1.1/D1.1M , Fabrication Clause.

2.2.2.1.4.2 Temporary Welds

Make temporary welds, required for fabrication and erection, under the controlled conditions prescribed for permanent work. Make temporary welds using low-hydrogen welding electrodes and by welders qualified for permanent work as specified in these specifications. Conduct preheating for temporary welds as required by AWS D1.1/D1.1M for permanent welds except that the minimum temperature must be 120 degrees F in any case. In making temporary welds, do not strike arcs in other than weld locations.

Remove each temporary weld and grind flush with adjacent surfaces after serving its purpose.

2.2.2.1.4.3 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 specified above for temporary welds. Provide cascaded ends on

SECTION 05 50 14 Page 10 multiple-pass tack welds. Remove defective tack welds before permanent welding.

2.2.3 Machine Work

Tolerances, allowances and gauges for metal fits between plain, non-threaded, cylindrical parts conform to ASME B4.1 for the class of fit shown or required unless otherwise shown on approved detail drawings.

Where fits are not shown they will be suitable as approved. Tolerances for machine-finished surfaces designated by non-decimal dimensions must be within 1/64 inch . Sufficient machining stock will be allowed on placing pads to ensure true surfaces of solid material. Provide finished contact or bearing surfaces true and exact to secure full contact. Polish journal surfaces and finish all surfaces with sufficient smoothness and accuracy to ensure proper operation when assembled. Accurately machine parts entering any machine and all like parts be interchangeable except that parts assembled together for drilling or reaming of holes or machining will not be required to be interchangeable with like parts. Accurately locate all drilled bolt holes.

2.2.3.1 Finished Surfaces

Provide surface finishes, indicated or specified, in accordance with ASME B46.1 . Values of required roughness heights are arithmetical average deviations expressed in microinches . These values are maximum. Lesser degrees will be satisfactory unless otherwise indicated. Compliance with surface requirements is determined by sense of feel and visual inspection of the work compared to Roughness Comparison Specimens in accordance with the provisions of ASME B46.1 . Values of roughness width and waviness height must be consistent with the general type of finish specified by roughness height. Where the finish is not indicated or specified use that which is most suitable for the particular surface, provide the class of fit required and be indicated on the detail drawings by a symbol which conforms to ASME B46.1 when machine finishing is provided. Flaws such as scratches, ridges, holes, peaks, cracks or checks which make the part unsuitable for the intended use will be cause for rejection.

2.2.3.2 Unfinished Surfaces

Lay out all work to secure proper matching of adjoining unfinished surfaces unless otherwise directed. Where there is a large discrepancy between adjoining unfinished surfaces chip and grind smooth or machine to secure proper alignment. Unfinished surfaces must be true to the lines and dimensions shown and be chipped or ground free of all projections and rough spots. Fill in depressions or holes not affecting the strength or usefulness of the parts in an approved manner.

2.2.3.3 Pin Holes

Pin holes are to be bored true to gauges, smooth, straight and at right angles to the axis of the member. Do the boring after the member is securely fastened in position.

2.2.4 Miscellaneous Provisions

2.2.4.1 Metallic Coatings

a. Zinc Coatings - Apply zinc coatings in a manner and of a thickness and quality conforming to ASTM A123/A123M . Where zinc coatings are

SECTION 05 50 14 Page 11 destroyed by cutting, welding or other causes regalvanize the affected areas. Regalvanize coatings 2 ounces or heavier with a suitable low-melting zinc base alloy similar to the recommendations of the American Hot-Dip Galvanizers Association to the thickness and quality specified for the original zinc coating. Repair coatings less than 2 ounces in accordance with ASTM A780/A780M .

b. Cadmium Coatings - Provide cadmium coatings of a quality and thickness conforming to the requirements of ASTM B766 and inspections conforming to the requirements of ASTM E165/E165M .

c. Chromium Coatings - Apply chromium coatings for engineering in conformance with ASTM B177/B177M .

2.2.4.2 Cleaning of Corrosion-Resisting Steel

Remove oil, paint and other foreign substances from corrosion-resisting steel surfaces after fabrication. Perform cleaning by vapor degreasing or by the use of cleaners of the alkaline, emulsion or solvent type. After the surfaces have been cleaned give a final rinsing with clean water followed by a 24 hour period during which the surfaces are intermittently wet with clean water and then allowed to dry for the purpose of inspecting the clean surfaces. Visually inspect the surfaces for evidence of paint, oil, grease, welding slag, heat treatment scale, iron rust or other forms of contamination. If evidence of foreign substance is found, clean again in accordance with the applicable provisions of ASTM A380/A380M . Furnish the proposed method of treatment for approval. Visually reinspect after treatment. Use only stainless steel or nonmetallic bristle brushes to remove foreign substances. Remove any contamination occurring subsequent to the initial cleaning by one or more of the methods indicated above.

2.2.5 Ladders

Shop fabricate all ladders as shown in plans. Provide ladder diagram shop drawings. Ladders must be of an entirely welded construction with caps welded on the top and bottom of the stringers to prevent water from corroding the interior of structural tubing. All other welded conections should be made as water-tight as possible.

2.3 TESTS, INSPECTIONS, AND VERIFICATIONS

Perform material tests and analyses certified by an approved laboratory to demonstrate that materials are in conformity with the specifications.

These tests and analyses must be performed and certified at the Contractor's expense. Perform tests, inspections, and verifications conforming 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 if so required. Furnish specimens and samples for additional independent tests and analyses upon request by the Contracting Officer. Properly label specimens and samples and prepare for shipment. Submit certified test reports for materials with all materials delivered to the site.

2.3.1 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, magnaflux, dye penetrant, x-ray, gamma ray or any other test that will thoroughly

SECTION 05 50 14 Page 12 investigate the part in question. The cost of such investigation will be borne by the Government if the part is found to be sound and by the Contractor if the part is found to be defective. Any defects will be cause for rejection; replace and retest rejected parts at the Contractor's expense.

2.3.2 Tests of Machinery and Structural Units

The details for tests of machinery and structural units must conform to the requirements of the particular sections of these specifications covering these items. Assemble each complete machinery and structural unit and test them in the shop, in the presence of the Contracting Officer, unless otherwise directed. Waiving of tests does not relieve the Contractor of responsibility for any fault in operation, workmanship or material that occurs before the completion of the contract or guarantee.

After being installed at the site, operate each complete machinery or structural unit through a sufficient number of complete cycles to demonstrate to the satisfaction of the Contracting Officer that it meets the specified operational requirements in all respects.

2.3.3 Inspection of Structural Steel Welding

Nondestructive testing of designated welds will be required. Supplemental examination of any joint or coupon cut from any location in any joint may also be required.

2.3.3.1 Visual Examination

All visual inspection will be conducted in accordance with AWS D1.1/D1.1M , by a Certified Welding Inspector . Document this inspection in the Visual Weld Inspection Log . Submit certificates indicating that certified welding inspectors meet the requirements of AWS QC1.

2.3.3.2 Nondestructive Testing

Perform as designated or described in the sections of these specifications, the nondestructive testing of shop and field welds covering the particular items of work. Record final nondestructive testing results in the Weld Inspection Log which identifies final NDT inspection of all welds requiring inspection and submit the log.

2.3.3.2.1 Testing Agency

The nondestructive testing of welds and the evaluation of 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. All personnel performing nondestructive testing shall be certified Level I or II in the method of NDT being utilized in accordance with ANSI/ASNT CP-189 .

Level I inspectors must have direct supervision of a Level II inspector.

Submit certification for nondestructive testing personnel prior to all testing. In either case, written approval of the examination procedures is required and performance of the examination tests must be done in the presence of the Contracting Officer. The evaluation of tests are subject to the approval and all records become the property of the Government.

2.3.3.2.2 Examination Procedures

Conform to the following requirements.

SECTION 05 50 14 Page 13

2.3.3.2.2.1 Ultrasonic Testing

Examine, evaluate and report ultrasonic testing of welds in conformance to the requirements of AWS D1.1/D1.1M , Inspection Clause, for statically loaded connections. Provide ultrasonic equipment capable of making a permanent record of the test indications. Make a record of each weld tested.

2.3.3.2.2.2 Magnetic Particle Inspection

Conform magnetic particle inspection of welds to the applicable provisions of ASTM E709.

2.3.3.2.2.3 Dye Penetrant Inspection

Perform dye penetrant inspection of welds conforming to the applicable provisions of ASTM E165/E165M .

2.3.3.2.3 Welds to be Subject to Nondestructive Testing

Test 50% of CJP welds using ultrasonic testing per Table 6.2 of AWS D1.1/D1.1M . Randomly test 50% of all PJP and fillet welds or as indicated by magnetic particle or dye penetrant testing.

2.3.3.3 Test Coupons

The Government reserves the right to require the Contractor to remove coupons from completed work when doubt as to soundness cannot be resolved by nondestructive testing. When coupons are removed from any part of a structure, repair the members cut in a neat manner with joints of the proper type to develop the full strength of the members. Peen repaired joints as approved or directed to relieve residual stress. The expense for removing and testing coupons, repairing cut members and the nondestructive testing of repairs is borne by the Government or the Contractor in accordance with the Contract Clauses INSPECTION AND

ACCEPTANCE.

2.3.3.4 Supplemental Examination

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

2.3.4 Welding Repair Plan

Repair defective welds 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.

Retest welds that have been repaired 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 will be borne by the Contractor. Submit welding repair plans for steel, prior to making repairs.

SECTION 05 50 14 Page 14

2.3.5 Inspection and Testing of Steel Stud Welding

Perform fabrication and verification inspection and testing of steel stud welding conforming to the requirements of AWS D1.1/D1.1M , Welding Clause except as otherwise specified. The Contracting Officer will serve as the verification inspector. Bend or torque test one stud in every 100, including studs that do not show a full 360 degree weld flash, have been repaired by welding or whose reduction in length due to welding is less than normal as required by AWS D1.1/D1.1M , Stud Welding Clause. If any of these studs fail, bend or torque test two additional studs. If either of the two additional studs fails, all of the studs represented by the tests will be rejected. Studs that crack under testing in the weld, base metal or shank will be rejected and replaced by the Contractor at no additional cost.

PART 3 EXECUTION

3.1 INSTALLATION

Install items at locations indicated, according to manufacturer's instructions. Verify all measurements and take all field measurements necessary before fabrication. Exposed fastenings must be compatible materials, generally match in color and finish, and harmonize with the material to which fastenings are applied. Include materials and parts necessary to complete each item, even though such work is not definitely shown or specified. Poor matching of holes for fasteners is cause for rejection. Conceal fastenings where practicable. Thickness of metal and details of assembly and supports provide strength and stiffness. Form joints exposed to the weather to exclude water. Items listed below require additional procedures.

3.2 ARMOR PLATE PANEL ERECTION

Armor plate panels must be erected in accordance with the approved shop drawings. Each armor plate unit must be fabricated within a 1/4 inch per 10 feet vertical tolerance and a 1/4 inch per 24 feet horizontal tolerance. Installation tolerance shall be within a 1/4 inch per 10 feet vertical tolerance and a 1/4 inch per 24 feet horizontal tolerance.

Tolerances apply before and after concrete placement behind panels. Panels shall be marked and fit in the shop to ensure fit upon delivery to the site. All panels shall be braced as required during fabrication, transportation, and erection. Place armor plate panels level, plumb, square, and true within tolerances. Align member ends. Submit Panel Erection Plan .

3.3 ANCHORAGE, FASTENINGS, AND CONNECTIONS

Provide anchorage where necessary for fastening miscellaneous metal items securely in place. Include for anchorage not otherwise specified or indicated slotted inserts, expansion anchors, and powder-driven fasteners, when approved for concrete; toggle bolts and through bolts for masonry;

machine and carriage bolts for steel; through bolts, lag bolts, and screws for wood. Do not use wood plugs in any material. Provide non-ferrous attachments for non-ferrous metal. Make exposed fastenings of compatible materials, generally matching in color and finish, to which fastenings are applied. Conceal fastenings where practicable.

Submit adhesive adhesive anchors product data.

SECTION 05 50 14 Page 15

3.4 FINISHES

3.4.1 Dissimilar Materials

Where dissimilar metals are in contact, protect surfaces with a coat conforming to SSPC Paint 20 or SSPC Paint 29 to prevent galvanic or corrosive action. Where aluminum is in contact with concrete, plaster, mortar, masonry, wood, or absorptive materials subject to wetting, protect with ASTM D1187/D1187M , asphalt-base emulsion.

3.4.2 Shop Painting

All ladders must be painted in-shop prior to transportation to the job site. Clean the metal surfaces of all rust, oil, grease, or any other substance which would diminish the effectiveness of the paint. Make sure the surface is dry prior to painting.

The paint should be corrosion resistant and intedned by the manufacturer for use in marine enviroments.

The paint should be highly visable yellow in color, similar to the existing ladders installed on the south pier of Waukegan Harbor.

Submit paint selection for approvial prior to application.

3.5 TESTS

3.5.1 Workmanship

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

3.5.2 Production Welding

Perform production welding conforming to the requirements of AWS D1.1/D1.1M or AWS D1.2/D1.2M , as applicable. Studs, on which pre-production testing is to be performed, must be welded in the same general position as required on production items (flat, vertical, overhead or sloping). Test and production stud welding will be subjected to visual examination or inspection. If the reduction of the length of studs becomes less than normal as they are welded, stop welding immediately and do not resume until the cause has been corrected.

-- End of Section --

SECTION 05 50 14 Page 16

6/21/2021 SAM.gov https://sam.gov/wage-determination/IL20210011/5 1/22

"General Decision Number: IL20210011 06/18/2021

Superseded General Decision Number: IL20200011

State: Illinois

Construction Types: Heavy and Highway

Counties: Boone, De Kalb, Du Page, Kane, Kendall, Lake, McHenry and Will Counties in Illinois.

HEAVY AND HIGHWAY CONSTRUCTION PROJECTS (does not include landscape projects).

Note: Under Executive Order (EO) 13658, an hourly minimum wage of $10.95 for calendar year 2021 applies to all contracts subject to the Davis-Bacon Act for which the contract is awarded (and any solicitation was issued) on or after January 1, 2015. If this contract is covered by the EO, the contractor must pay all workers in any classification listed on this wage determination at least $10.95 per hour (or the applicable wage rate listed on this wage determination, if it is higher) for all hours spent performing on the contract in calendar year 2021. If this contract is covered by the EO and a classification considered necessary for performance of work on the contract does not appear on this wage determination, the contractor must pay workers in that classification at least the wage rate determined through the conformance process set forth in 29 CFR 5.5(a)(1)(ii) (or the EO minimum wage rate,if it is higher than the conformed wage rate). The EO minimum wage rate will be adjusted annually. Please note that this EO applies to the above-mentioned types of contracts entered into by the federal government that are subject to the Davis-Bacon Act itself, but it does not apply to contracts subject only to the Davis-Bacon Related Acts, including those set forth at 29 CFR 5.1(a)(2)-(60). Additional information on contractor requirements and worker protections under the EO is available at www.dol.gov/whd/govcontracts.

Modification Number Publication Date 0 01/01/2021 1 04/23/2021 2 05/07/2021 3 05/14/2021 4 06/11/2021 5 06/18/2021

CARP0555-003 06/01/2021

DUPAGE ANE LAKE COUNTIES

Rates Fringes

CARPENTER

Building....................$ 50.86 37.34 Heavy & Highway.............$ 50.86 37.34

CARP0555-008 06/01/2020

WILL COUNTY

Rates Fringes https://sam.gov/wage-determination/IL20210011/5 2/22

Carpenter and Piledriver.........$ 49.76 38.26

* CARP0555-011 06/01/2021

KANE, McHENRY (North of Hwy 52), AND KENDALL COUNTIES

Rates Fringes

Carpenter and Piledriver.........$ 50.86 37.35

CARP0790-003 05/01/2021

DE KALB COUNTY

Rates Fringes

CARPENTER........................$ 44.81 32.72

CARP0790-004 05/01/2021

CARROLL, JO DAVIESS, LEE, OGLE (Oregon and South thereof), STEPHENSON, and WHITESIDE COUNTIES

Rates Fringes

CARPENTER........................$ 44.81 32.72

CARP0792-003 05/01/2021

BOONE COUNTY

Rates Fringes

CARPENTER........................$ 46.00 31.53

ELEC0009-002 05/31/2020

WILL COUNTY

Rates Fringes

Line Construction Groundman...................$ 42.82 61.93% Lineman and Equipment Operator....................$ 54.90 61.93%

ELEC0117-001 06/01/2020

KANE (Northern Half) and McHENRY (All) COUNTIES

Rates Fringes

ELECTRICIAN......................$ 51.15 35.2%+17.19

ELEC0150-001 05/31/2021

LAKE COUNTY

Rates Fringes

ELECTRICIAN......................$ 42.82 45.77

ELEC0176-011 06/01/2020

https://sam.gov/wage-determination/IL20210011/5 3/22

WILL COUNTY

Rates Fringes

ELECTRICIAN......................$ 47.00 41.09

ELEC0196-001 03/02/2020

BOONE, DEKALB, DUPAGE, KANE, KENDALL, LAKE, and MCHENRY COUNTIES

Rates Fringes

Line Construction Equipment Operator..........$ 44.61 36.25%+6.50+A Groundman Truck Driver......$ 35.52 36.25%+6.50+A Groundman...................$ 34.27 36.25%+6.50+A Lineman, Substation Technician, Cable Splicing Technician, Digger Operator, Crane Operator 20 tons and above, and Signal Technician...........$ 53.63 36.25%+6.50+A

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