ADDENDUM NO. 1

TO

CONTRACT DOCUMENTS

FOR

ST. MARYS WHEELER STREET BOAT RAMP

BOAT LAUNCH DOCK GANGWAY REPLACEMENT

CITY OF ST. MARYS May 1, 2023 General

1. This Addendum shall supplement, amend, and become part of the Bid Documents. All Bids shall be based on these modifications.

2. Bidders shall acknowledge the receipt of this addendum on their Bid Form.

3. Bid opening date has been changed to May 25, 2023, at 2:00 PM.

Specific

The following revisions should be noted at the appropriate part of the Contract Documents and made a part thereof:

1. Drawings

a) None.

2. Specifications

a) Revised section to include specific testing requirements. Those requirements are highlighted in yellow in addition to the other specification requirements. The revised specification section is attached.

3. Other

a) None.

RFI Response

No RFIs have been received. RFIs will now be due by May 18, 2023, in order to allow time for a response from the Owner.

End of Addendum No. 1

ST. MARYS WHEELER STREET BOAT RAMP

BOAT LAUNCH DOCK GANGWAY REPLACEMENT

ST. MARYS, GEORGIA

TECHNICAL SPECIFICATIONS

Project No. 23-1003

BID SET

NOT FOR CONSTRUCTION

Wheeler Street Boat Ramp Boat Launch Dock Gangway Replacement City of St. Marys

Rev #1 – May 1, 2023 BMG PN 23-1003 133600-1

FOR BID ONLY

SECTION 133600

ALUMINUM GANGWAY

PART 1 - GENERAL

1.1 SUMMARY

Work under this section includes the design, fabrication, and erection of a new prefabricated aluminum gangway. This shall consist of furnishing all labor, materials, tools, equipment, and incidentals to provide all metal fabrications, including connections, brackets, connection hardware, and other components as indicated on the Construction Drawings and specified herein.

All prefabricated gangway materials shall be manufactured or distributed by Ravens Marine, Gator Dock & Marine, or Design Criteria Professional-approved equivalent.

Framing/structural components of the gangways shall be designed with minimum safety factors on working stress which conform to those set forth in the latest issue of the Aluminum Association "SPECIFICATIONS FOR ALUMINUM STRUCTURES" for buildings and similar type structures.

1.2 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)

AISC 303 (2000) Code of Standard Practice for Steel Buildings and Bridges

AMERICAN WELDING SOCIETY (AWS)

AWS D1.1/D1.1M (2008) Structural Welding Code – Steel

AWS D1.2/D1.2M (2008) Structural Welding Code – Aluminum

AWS QC1 Standard for AWS Certification of Welding Inspectors

ASME INTERNATIONAL (ASME)

ASME B18.22.1 (1965; R 2003) Plain Washers

ASTM INTERNATIONAL (ASTM)

ASTM A 108 (2003) Standard Specification for Steel Bar, Carbon, and Alloy Cold Finished

ASTM A 123/A 123M (2002) Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

ASTM A 153/A 153M (2004) Zinc Coating (Hot-Dip) on Iron and Steel Hardware

ASTM A 276 (2006) Standard Specification for Stainless Steel Bars and Shapes

ASTM A 325 (2006) Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength

ASTM A 53 (1999b) Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded, and Seamless

ASTM A 449 (2007b) Standard Specification for Hex Cap Screws, Bolts and Studs, Steel, Heat Treated 120/105/90 ksi Minimum Tensile Strength, General Use

133600-2

ASTM A 500 (2003a) Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes

ASTM A 514 (2000a) High-Yield-Strength, Quenched, and Tempered Alloy Steel Plate, Suitable for Welding

ASTM A 572 (2006) Standard Specification for High-Strength Low-Alloy Columbium-Vanadium Structural Steel

ASTM A 563 (2004a) Carbon and Alloy Steel Nuts

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

ASTM A 666 (1996) Annealed or Cold Worked Austenitic Stainless Steel Sheet, Strip, Plate, and Flat Bar

ASTM A 780 (2001) Repair of Damaged and Uncoated Areas of Hot-Dipped Galvanized Coatings

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

ASTM B 209 (2004) Aluminum and Aluminum-Alloy Sheet and Plate

ASTM B 211 (1999) Aluminum and Aluminum-Alloy Bar, Rod, and Wire

ASTM B 221 (2004a) Aluminum and Aluminum-Alloy Extruded Bars, Rods, Wire, Profiles, and Tubes

ASTM B 308 (1996) Aluminum-Alloy 6061-T6 Standard Structural Profiles

ASTM B 429 (1995) Aluminum-Alloy Extruded Structural Pipe and Tube

ASTM B 547 (1988) Aluminum-Alloy Formed and Arc-Welded Round Tube

ASTM D 1187 (1997; R 2002e1) Asphalt-Base Emulsions for Use as Protective Coatings for Metal

STM E 488 (1996; R 2003) Strength of Anchors in Concrete and Masonry Elements

ASTM E709 Standard Guide for Magnetic Particle Examination

ASTM F 593 (1998) Stainless Steel Bolts, Hex Cap Screws, and Studs

U.S. GENERAL SERVICES ADMINISTRATION (GSA)

FS TT-P-664 (Rev D) Primer Coating, Alkyd, Corrosion-Inhibiting, Lead and Chromate Free, VOC- Compliant

THE ALUMINUM ASSOCIATION, INC. (AA)

AA (1986) Specification for Aluminum Structures

AMERICAN SOCIETY FOR NONDESTRUCTIVE TESTING (ASNT)

ASNT SNT-TC-1A Recommended Practice for Personnel Qualification and Certification in Non- Destructive Testing

1.3 EXPERIENCE

Gangway manufacturers shall have a minimum of five (5) years of experience in the manufacturing and installation of gangway systems that are comparable in size and scope as this project. The gangway system being proposed for this project shall have been successfully installed for a minimum of three

133600-3 years at another location. All manufacturing and installation shall be supervised by personnel with previous satisfactory experience in the manufacturing and installation of two similar dock systems. The gangway system supplier shall have in place a quality control program for the manufacture and installation of the gangway system.

1.4 WARRANTY

The gangway system, including all structural components, shall be designed for a twenty-year life expectancy. The system shall carry a warranty for five (5) years after project acceptance. The warranty shall be for all materials and workmanship related to the gangway system. The Contractor will not be responsible for damages resulting from improper maintenance or improper use of the gangway system.

1.5 ACCEPTABLE MATERIAL COMBINATIONS

The following material combinations shall be permitted.

1.5.1 Gangways

Aluminum framing and handrails with aluminum decking. The gangway decking shall have a non-skid surface.

1.6 DESIGN REQUIREMENTS

Information presented in this Specification is based upon the Owner's best estimate of those environmental and physical factors that reasonably can be expected to affect the design, performance, and durability of the proposed gangway system. These criteria shall be considered minimum requirements for any proposed gangway system; however, mere conformance to the minimum sizes, strengths, and design parameters given herein will not automatically ensure approval of the gangway system. All proposed gangway system designs shall be subject to thorough engineering analysis using all relevant criteria that could affect the structural integrity of the installed gangway system. Final design calculations shall be prepared and submitted to the Owner, and the Owner shall review the proposed gangway system prior to starting fabrication.

gangway system shall be prepared under the supervision of, and sealed and signed by, a Professional Engineer in the State of Georgia who maintains professional liability insurance with a minimum policy limit of $250,000. Insurance certificates shall be submitted with calculations.

Final calculations shall be signed and sealed by a Georgia Registered Professional Engineer and furnish proof that the floating dock system (floats, piles, pile guides, and gangways), using the criteria specified here as a minimum standard, are designed to withstand the loading, singularly or in combinations given hereinafter, without damage throughout the design life of the system. The load combinations and allowable stresses are detailed hereinafter. The design loads shall be applied at locations and areas as hereinafter defined.

1.7 SUBMITTALS

Submit the following:

A. Qualifications (Certificates)

a. Contractor – The installing Contractor shall be a qualified Marine Contractor or General Contractor.

133600-4

b. Welders – Qualify welders in accordance with AWS D1.1/D1.1M for welding steel and AWS D1.2/D1.2M for welding aluminum. Use procedures, materials, and equipment required for the work.

c. Qualification of Welding Procedures - It is the responsibility of the Contractor to formulate and physically qualify welding procedures for each of the types of material (and anticipated combinations thereof) for each of the welding processes to be used in this work. Welding preparation, procedures and practices shall be qualified in accordance with AWS D1.1/D1.1 for steel and AWS D1.2/D1.2M for aluminum, Section 5, Part B, except as modified by this specification. All procedures shall be approved by the Owner, and his decision relative to qualification is final. Requests for approval shall be submitted in writing prior to usage for production welding. Approval is required prior to the initial usage of each procedure but not for similar applications of the procedure thereafter.

B. Design Submittal – To ensure that all specified criteria have been met, the Contractor shall be required to submit the following prior to fabrication during Shop Drawing Phase:

a. Dimensional layout of gangway components to be furnished under this Contract.

b. Engineering calculations showing compliance with the design criteria specified herein. All calculations will be stamped with the seal of a qualified, licensed Professional Engineer.

Computations shall include, as a minimum, compliance with loading requirements considering bending, deflection, and lateral loads.

c. Calculations shall also include compliance with combined live and dead load requirements considering bending and deflection and the effects of gangways and related loads on floating docks. Minimum load requirements shall be in accordance with the below. Also include calculations of maximum loads and strength at connections (hinges, rollers, tread plates, utilities, etc.)

i. Typical sections or details of the following:

1. Hinge and transition plate details w/ additional safety hasp;

2. Handrail and edge protection connection details;

3. Roller/dock interface detail, including transition plate; and

4. Gangway structural details.

1.8 DELIVERY, STORAGE, AND PROTECTION

Protect from corrosion, deformation, and other types of damage. Store items in an enclosed area free from contact with soil and weather. Remove and replace damaged items with new items.

PART 2 – PRODUCTS

2.1 GENERAL

The following requirements are a minimum and must be met by the Contractor in accordance with the requirements of the aforementioned part entitled general. Alternate approval must be in writing from the design criteria professional. Approval of shop drawings will be required prior to fabrication.

133600-5

2.2 MATERIALS

All aluminum construction shall be aluminum alloy 6061-T6 and shall be in accordance with AA "Specification for Aluminum Structures.” The material shall be tempered and suitable for saltwater service in accordance with applicable ASTM B 209, ASTM B 211, ASTM B 221, ASTM B 308, ASTM B 429, and ASTM B 547 for various materials used. All welds shall be in accordance with AA "Specifications for Aluminum Structures.”

All bolts, etc. They shall be 300 series stainless steel in accordance with ASTM F 593 and ASTM F 594.

Rollers for gangways shall be UHMW polyurethane with a black ultra-violet light inhibitor added.

PART 3 – EXECUTION

3.1 DESIGN OF GANGWAY SYSTEM

The gangway hinge and transition plates shall be designed to withstand a minimum uniform live load of 100 pounds per square foot applied vertically. Allowable deflection shall be L/240, where "L" is the free span between contact points in inches. The hinge connection to the fixed pierhead shall be designed with a secondary means of redundancy to prevent separation if the knuckle welds fail. The dead load weight of the gangway shall be coordinated with the floating dock design to ensure adequate flotation under gangway landing so that the landing area maintains the same freeboard as the rest of the floating docks.

The minimum loads for the handrail and toe rail shall be 250 lb according to requirements of ADAAG Section 15.2. Handrails shall be placed on both sides of the gangway with a minimum clear distance between them of 42 inches. The handrail height and configuration shall conform to any applicable local access codes.

Gangways shall be securely fastened to the fixed structure as the manufacturer recommends.

The decking shall be a non-skid surface to prevent slippage when wet and at a maximum angle.

The gangway connection to the landing shall be able to pivot to compensate for the water level fluctuations and have provisions to reduce hinge wear. The gangway connection to the floating dock shall be outfitted with wheels with stainless steel axles that allow the gangway's bottom to be capable of free movement. The gangway shall include a toe plate the width of the gangway meeting local code requirements. The toe plate and gangway frame shall prevent damage to the floating dock deck during vertical gangway movement. All hardware shall be heavy-duty, suitable for the intended service, and appropriate for a saltwater environment.

3.2 FABRICATION REQUIREMENTS

A. Handrails and transition plates for gangway (see plans) shall be fabricated and installed to generally conform to section 15.2 of the most current Americans with disabilities act accessibility guidelines

(ADAAG).

B. The dockside end of the gangway shall ride on UHMW polyurethane or alternate design criteria professional-approved deck plates installed to provide protection to the dock surface and silent operation during normal and extreme water level movements.

3.3 INSTALLATION

Install items at locations indicated, according to the manufacturer's instructions. Items listed below require additional procedures.

133600-6

3.4 INSPECTION OF PRODUCTION WELDING

A. Contractor's Responsibility - Contractor shall provide all completed field test records to the Owner. The Contractor shall provide a minimum of 8 hours on site of weld inspection to ensure all welds are in accordance with the contract documents.

B. Inspector and NDT Personnel Requirements

Welding Inspectors: Personnel performing weld inspections shall be AWS Certified Welding Inspectors (CWI) qualified and certified in accordance with the provisions of AWS QC1. Certified Welding Inspectors may be supported by assistant welding inspectors (not necessarily qualified to AWS QC1) who may perform specific inspection functions under the supervision of a CWI.

Nondestructive Testing Personnel: Personnel performing nondestructive testing shall be qualified in accordance with the American Society for Nondestructive Testing Recommended Practice No.

ASNT RP SNT-TC-1A. Only individuals qualified for NDT LEVEL I and working under the NDT LEVEL II or individuals qualified for NDT Level II may perform nondestructive testing.

Area Preparation: Prior to inspection of the Contractor's work, the Contractor shall clean the working area sufficiently to allow access to the work. The Contractor shall furnish, install and maintain in a safe operating condition, the necessary scaffolding, ladders, walkways, lighting, etc., to allow for safe and thorough inspection by the Owner.

Access to Work: Technicians engaged in non-destructive test activities shall have access to the Contractor's fabricating facility in general and the area of testing in particular. The Contractor shall not interfere with testing activities and shall allow adequate time for inspection.

Surface Preparation: The Contractor shall clean all major welds of slag, spatter, dirt, grease, oil, and loose scale to aid in visually inspecting those welds. The surface condition for properly applied welds should be adequate for proper interpretation of test results; therefore, any additional preparation of surfaces necessary, prior to instituting specific nondestructive mediums, shall be provided by the Contractor.

C. Weld Classification - All welds shall be subject to visual examination. Welds vital to the strength and integrity of the structure are defined as "critical welds" and shall be subject to examination by means other than visual. Welds designated as critical shall include:

• Splices in primary structural members.

• Joints in primary structure (tubular and otherwise).

• Hinge connections.

• Railing connections.

• Plate-to-support connections.

3.5 NONDESTRUCTIVE TESTING

A. Radiographic Inspection (RT) - All "critical welds" shall be radiographically inspected throughout their full length where possible. Those "critical welds" which cannot be radiographically inspected shall be tested by ultrasonic methods as specified hereinafter.

B. Magnetic Particle Inspection (MT) - All "critical welds" shall be inspected by magnetic particle examination. Those not amenable to radiographic examinations shall be cleared by magnetic particle inspection prior to performing ultrasonic inspection.

133600-7

C. Ultrasonic Inspection (UT) - All "critical welds" not amenable to radiographic examination shall be inspected by ultrasonic methods following magnetic particle inspection. Butt welds made from one side shall be checked to determine that the depth of penetration into the joint root meets the requirements of the design welding details.

3.6 CORRECTION OF DEFECTIVE WELDS

A. Radiographic Inspection - Weld areas containing defects exceeding the standards of acceptance in AWS D1.1/D1.1M as revealed by radiography, shall be repaired and additional radiographs of the repaired areas shall be made at the Contractor's expense.

*** End of Section 133600 ***