Table of Contents (TOC) | NPS DSC Division 2 to 49 Specifications page 1 of 1

NPS DSC Division 2 to 49 Specifications Table of Contents

National Park Service (NPS) - Denver Service Center (DSC) | 3-20-25

Table of Contents (TOC)

02 41 19 Selective Demolition

05 05 13 Hot-Dip Galvanization

05 12 00 Structural Steel

09 97 14 Protection of Buried Steel Bulkhead Tie Rods

31 10 00 Site Clearing

31 23 00 Excavation and Fill

31 37 16 Riprap

31 41 16.16 Synthetic Sheet Piling

32 92 23 Sodding

33 93 00 Exterior Plant

STABILIZE KINGSLEY PLANTATION SHORELINE WITH SEAWALL EXTENSION

TIMU - 335507

CD

SELECTIVE DEMOLITION

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SECTION 02 41 19 – SELECTIVE DEMOLITION

PART 1 - GENERAL

1.1 DESCRIPTION

A. Section Includes:

1. Demolition and removal of selected portions of structure.

2. Demolition and removal of selected site elements.

3. Salvage of existing items to be reused or recycled.

1.2 DEFINITIONS

A. Remove: Detach items from existing construction and dispose of them off-site unless indicated to be salvaged or reinstalled.

B. Remove and Salvage: Detach items from existing construction, in a manner to prevent damage, and deliver to Owner ready for reuse.

C. Remove and Reinstall: Detach items from existing construction, in a manner to prevent damage, prepare for reuse, and reinstall where indicated.

D. Existing to Remain: Leave existing items that are not to be removed and that are not otherwise indicated to be salvaged or reinstalled.

E. Dismantle: To remove by disassembling or detaching an item from a surface, using gentle methods and equipment to prevent damage to the item and surfaces; disposing of items unless indicated to be salvaged or reinstalled.

1.3 MATERIALS OWNERSHIP

A. Unless otherwise indicated, demolition waste becomes property of Contractor.

B. Historic items, relics, antiques, and similar objects including, but not limited to, cornerstones and their contents, commemorative plaques and tablets, and other items of interest or value to Owner that may be uncovered during demolition remain the property of Owner.

1. Carefully salvage in a manner to prevent damage and promptly return to Owner.

1.4 PREINSTALLATION MEETINGS

A. Predemolition Conference: Conduct conference at Project site.

1. Inspect and discuss condition of construction to be selectively demolished.

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2. Review structural load limitations of existing structure.

3. Review and finalize selective demolition schedule and verify availability of materials, demolition personnel, equipment, and facilities needed to make progress and avoid delays.

4. Review requirements of work performed by other trades that rely on substrates exposed by selective demolition operations.

5. Review areas where existing construction is to remain and requires protection.

1.5 INFORMATIONAL SUBMITTALS

A. Engineering Survey: Submit engineering survey of condition of building.

B. Proposed Protection Measures: Submit report, including Drawings, that indicates the measures proposed for protecting individuals and property, for environmental protection, for dust control and, for noise control. Indicate proposed locations and construction of barriers.

C. Schedule of Selective Demolition Activities: Indicate the following:

1. Detailed sequence of selective demolition and removal work, with starting and ending dates for each activity.

2. Interruption of utility services. Indicate how long utility services will be interrupted.

3. Coordination for shutoff, capping, and continuation of utility services.

4. Coordination of Owner's continuing occupancy of portions of existing building and of

Owner's partial occupancy of completed Work.

D. Predemolition Photographs or Video: Show existing conditions of adjoining construction, including finish surfaces, that might be misconstrued as damage caused by demolition operations. Comply with Section 01 32 33 "Photographic Documentation." Submit before

Work begins.

E. Warranties: Documentation indicating that existing warranties are still in effect after completion of selective demolition.

1.6 CLOSEOUT SUBMITTALS

A. Inventory: Submit a list of items that have been removed and salvaged.

1.7 QUALITY CONTROL

A. Refrigerant Recovery Technician Qualifications: Certified by an EPA-approved certification program.

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1.8 FIELD CONDITIONS

A. Government will occupy portions of building immediately adjacent to selective demolition area. Conduct selective demolition so Government's operations will not be disrupted.

B. Conditions existing at time of inspection for bidding purpose will be maintained by

Government as far as practical.

1. Before selective demolition, Government will remove the following items:

a. Wooded Structure as indicated on the drawing.

C. Notify Contracting Officer of discrepancies between existing conditions and Drawings before proceeding with selective demolition.

D. Hazardous Materials: It is not expected that hazardous materials will be encountered in the Work.

1. If suspected hazardous materials are encountered, do not disturb; immediately notify Contracting Officer. Hazardous materials will be removed by Government under a separate contract.

E. Historic Areas: Demolition and hauling equipment and other materials shall be of sizes that clear surfaces within historic spaces, areas, rooms, and openings, including temporary protection, by 12 inches or more.

F. Storage or sale of removed items or materials on-site is not permitted.

G. Utility Service: Maintain existing utilities indicated to remain in service and protect them against damage during selective demolition operations.

1. Maintain fire-protection facilities in service during selective demolition operations.

1.9 COORDINATION

A. Arrange selective demolition schedule so as not to interfere with Owner's operations.

PART 2 - PRODUCTS

2.1 PERFORMANCE REQUIREMENTS

A. Regulatory Requirements: Comply with governing EPA notification regulations before beginning selective demolition. Comply with hauling and disposal regulations of authorities having jurisdiction.

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B. Standards: Comply with ASSE A10.6 and NFPA 241.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Verify that utilities have been disconnected and capped before starting selective demolition operations.

B. Review Project Record Documents of existing construction or other existing condition and hazardous material information provided by Government. Government does not guarantee that existing conditions are same as those indicated in Project Record

Documents.

C. Perform an engineering survey of condition of structure to determine whether removing any element might result in structural deficiency or unplanned collapse of any portion of structure or adjacent structures during selective demolition operations.

1. Perform surveys as the Work progresses to detect hazards resulting from selective demolition activities.

D. Steel Tendons: Locate tensioned steel tendons and include recommendations for de-tensioning.

E. Verify that hazardous materials have been remediated before proceeding with building demolition operations.

F. Survey of Existing Conditions: Record existing conditions by use of measured drawings and preconstruction photographs or video.

1. Comply with requirements specified in Section 01 32 33 "Photographic

Documentation."

2. Inventory and record the condition of items to be removed and salvaged. Provide photographs or video of conditions that might be misconstrued as damage caused by salvage operations.

3. Before selective demolition or removal of existing building elements that will be reproduced or duplicated in final Work, make permanent record of measurements, materials, and construction details required to make exact reproduction.

3.2 PROTECTION

A. Temporary Protection: Provide temporary barricades and other protection required to prevent injury to people and damage to adjacent buildings and facilities to remain.

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1. Provide protection to ensure safe passage of people around selective demolition area and to and from occupied portions of building.

2. Provide temporary weather protection, during interval between selective demolition of existing construction on exterior surfaces and new construction, to prevent water leakage and damage to structure and interior areas.

B. Temporary Shoring: Design, provide, and maintain shoring, bracing, and structural supports as required to preserve stability and prevent movement, settlement, or collapse of construction and finishes to remain, and to prevent unexpected or uncontrolled movement or collapse of construction being demolished.

1. Strengthen or add new supports when required during progress of selective demolition.

C. Remove temporary barricades and protections where hazards no longer exist.

3.3 SELECTIVE DEMOLITION, GENERAL

A. General: Demolish and remove existing construction only to the extent required by new construction and as indicated. Use methods required to complete the Work within limitations of governing regulations and as follows:

1. Proceed with selective demolition systematically, from higher to lower level.

Complete selective demolition operations above each floor or tier before disturbing supporting members on the next lower level.

2. Neatly cut openings and holes plumb, square, and true to dimensions required. Use cutting methods least likely to damage construction to remain or adjoining construction. Use hand tools or small power tools designed for sawing or grinding, not hammering and chopping. Temporarily cover openings to remain.

3. Cut or drill from the exposed or finished side into concealed surfaces to avoid marring existing finished surfaces.

4. Do not use cutting torches until work area is cleared of flammable materials. At concealed spaces, such as duct and pipe interiors, verify condition and contents of hidden space before starting flame-cutting operations. Maintain portable fire-suppression devices during flame-cutting operations.

5. Maintain adequate ventilation when using cutting torches.

6. Remove decayed, vermin-infested, or otherwise dangerous or unsuitable materials and promptly dispose of off-site.

7. Remove structural framing members and lower to ground by method suitable to avoid free fall and to prevent ground impact or dust generation.

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8. Locate selective demolition equipment and remove debris and materials so as not to impose excessive loads on supporting walls, floors, or framing.

9. Dispose of demolished items and materials promptly. Comply with requirements in

Section 01 74 19 "Construction Waste Management and Disposal."

B. Site Access and Temporary Controls: Conduct selective demolition and debris-removal operations to ensure minimum interference with roads, streets, walks, walkways, and other adjacent occupied and used facilities.

C. Work in Historic Areas: Selective demolition may be performed only in areas of Project that are not designated as historic. In historic spaces, areas, and rooms, or on historic surfaces, the terms "demolish" or "remove" shall mean historic "removal" or

"dismantling".

D. Removed and Salvaged Items:

1. Clean salvaged items.

2. Pack or crate items after cleaning. Identify contents of containers.

3. Store items in a secure area until delivery to Owner.

4. Transport items to Government's storage area on-site.

5. Protect items from damage during transport and storage.

E. Removed and Reinstalled Items:

1. Clean and repair items to functional condition adequate for intended reuse.

2. Pack or crate items after cleaning and repairing. Identify contents of containers.

3. Protect items from damage during transport and storage.

4. Reinstall items in locations indicated. Comply with installation requirements for new materials. Provide connections, supports, and miscellaneous materials necessary to make item functional for use indicated.

F. Existing Items to Remain: Protect construction indicated to remain against damage and soiling during selective demolition. When permitted by Contracting Officer, items may be removed to a suitable, protected storage location during selective demolition and cleaned and reinstalled in their original locations after selective demolition operations are complete.

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3.4 DISPOSAL OF DEMOLISHED MATERIALS

A. Remove demolition waste materials from Project site and dispose of them in an EPA-approved construction and demolition waste landfill acceptable to authorities having jurisdiction and recycle or dispose of them according to Section 01 74 19 "Construction

Waste Management and Disposal."

1. Do not allow demolished materials to accumulate on-site.

2. Remove and transport debris in a manner that will prevent spillage on adjacent surfaces and areas.

3. Comply with requirements specified in Section 01 74 19 "Construction Waste

Management and Disposal".

B. Burning: Do not burn demolished materials.

3.5 CLEANING

A. Clean adjacent structures and improvements of dust, dirt, and debris caused by selective demolition operations. Return adjacent areas to condition existing before selective demolition operations began.

END OF SECTION

HOT-DIP GALVANIZING 050513-1

SECTION 05 05 13 HOT –DIP GALVANIZING

1.1 DESCRIPTION

A. Work of this Section includes all labor, materials, equipment and services associated with the galvanizing of iron and steel materials to be hot-dip galvanized after manufacture or fabrication as shown on the Contract Drawings, as specified herein, or as directed by the Contracting Officer including but not limited to:

1. General steel articles

2. Structural steel members

3. Fabricated steel assemblies

4. Steel forgings

5. Iron castings

6. Iron and steel pipe

7. Fasteners and miscellaneous hardware

1.2 SUBMITTALS

A. General: Refer to and comply with Section 013323, "Submittal Procedures" and other

GENERAL REQUIREMENTS for procedures and additional submittal criteria.

B. Qualifications: For Applicator’s Qualifications: Submit as specified in Article 1.4, “Quality Control” herein with record of experience for coating applicator proposed, documenting a minimum of 5 years successful experience applying the specific coatings proposed.

C. Quality Control Submittals

1. Certificates: Submit the coating applicator's notarized Certificate of Compliance that the hot-dip galvanized coating meets or exceeds the specified requirements of

ASTM A123, ASTM A153, or ASTM F2329 as applicable. The Certificate must be signed by the galvanizer and contain a detailed description of the material processed. The Certificate shall include information as to the ASTM standard used for the coating.

1.3 REFERENCES AND STANDARDS

A. 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.

B. American Galvanizers Association (AGA):

AGA ‘Inspection of Products Hot-dip Galvanized after Fabrication

AGA ‘Recommended Details for Galvanized Structures

AGA AGA Quality Assurance Manual

HOT-DIP GALVANIZING 050513-2

C. American Society for Testing and Materials (ASTM):

ASTM A36 Standard Specification for Carbon Structural Steel

ASTM A53 Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc Coated, Welded and Seamless

ASTM A90 Standard Test Method for Weight [Mass] of Coating on Iron and Steel Articles with Zinc or Zinc-Alloy Coatings

ASTM A123 Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

ASTM A143 Practice for Safeguarding Against Embrittlement of Hot-Dip

Galvanized Structural Steel Products and Procedure for Detect-ing Embrittlement

ASTM A153 Standard Specification for Zinc Coating (Hot-Dip) on Iron and

Steel Hardware

ASTM A242 Standard Specification for High Strength Low Alloy Structural

Steel

ASTM A283 Standard Specification for Low and Intermediate Tensile

Strength Carbon Steel Plates

ASTM A307 Standard Specification for Carbon Steel Bolts, Studs, and

Threaded Rod 60 000 PSI Tensile Strength

ASTM A354 Standard Specification for Quenched and Tempered Alloy Steel

Bolts, Studs, and Other Externally Threaded Fasteners

ASTM A384 Standard Practice for Safeguarding Against Warpage and Dis-tortion During Hot-Dip Galvanizing of Steel Assemblies

ASTM A385 Standard Practice for Providing High-Quality Zinc Coatings

(Hot-Dip)

ASTM A394 Standard Specification for Steel Transmission Tower Bolts, Zinc-Coated and Bar

ASTM A499 Standard Specification for Steel Bars and Shapes, Carbon

Rolled from “T” Rails

ASTM A500 Standard Specification for Cold-Formed Welded and Seamless

Carbon Steel Structural Tubing in Rounds and Shapes

ASTM A501 Standard Specification for Hot Formed Welded and Seamless

Carbon Steel Structural Tubing

ASTM A529 Standard Specification for High Strength Carbon Manganese

Steel of Structural Quality

ASTM A563 Standard Specification for Carbon and Alloy Steel Nuts

ASTM A572 Standard Specification for High Strength Low Alloy Columbi-um Vanadium Structural Steel

ASTM A588 Standard Specification for High Strength Low Alloy Structural

Steel, up to 50 ksi [345 MPa] Minimum Yield Point, with At-mospheric Corrosion Resistance

ASTM A595 Standard Specification for Steel Tubes, Low-Carbon or High-

Strength Low-Alloy, Tapered for Structural Use

ASTM A780 Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings

ASTM A992 Standard Specification for Structural Steel Shapes

HOT-DIP GALVANIZING 050513-3

ASTM A1011 Standard Specification for Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High- Strength Low-Alloy, High-Strength

Low-Alloy with Improved Formability, and Ultra-High

Strength

ASTM F2329 Standard Specification for Zinc Coating, Hot-Dip, Require-ments for Application to Carbon and Alloy Steel Bolts, Screws, Washers, Nuts, and Special Threaded Fasteners

ASTM F3125 Standard Specification for High Strength Structural Bolts and

Assemblies, Steel and Alloy Steel, Heat Treated, Inch Dimen-sions 120 ksi and 150 ksi Minimum Tensile Strength, and Met-ric Dimensions 830 MPa and 1040 MPa Minimum Tensile

Strength

1.4 QUALITY CONTROL

A. Coating Applicator Qualifications: A company specializing in hot-dip galvanizing after fabrication and following the procedures in the AGA Quality Assurance Manual.

Applicator shall be a member of the AGA or equal approved by the engineer. A list of

American Galvanizers Association members is available upon request (800-468-7732) or at www.galvanizeit.org.

B. Pre-construction Conference for Metal Fabrications: Contractor shall schedule a meeting to be attended by Contractor, Architect/Engineer, fabricator and galvanizer.

Topics to be addressed include project schedule, scope of metal fabrications, coordination between fabricator and galvanizer, finish of surfaces, application of coatings, submittals and approvals.

C. Coordination between Fabricator and Galvanizer: Prior to fabrication, fabricators shall submit approved fabrication shop drawings to the galvanizer. The Galvanizer shall review fabricator'’ shop drawings for suitability of materials for galvanizing and coatings and coordinate any required fabrication modifications.

D. Materials: For steel to be hot-dip galvanized, provide steel chemically suitable for metal coatings complying with the following requirements: carbon below 0.25%, phosphorous below 0.04%, manganese below 1.3%, and silicon below 0.04%. Notify the galvanizer if steel does not meet these requirements so that suitability for galvanizing may be determined and whether special processing techniques are required.

1.5 DELIVERY, STORAGE AND HANDLING

A. Load and store galvanized articles in accordance with accepted industry standards.

HOT-DIP GALVANIZING 050513-4

PART 2 - PRODUCTS

2.1 STEEL MATERIALS

A. Material for galvanizing shall be geometrically suitable for galvanizing as described in

ASTM A384 and ASTM A385. Steel materials suitable for galvanizing include structural shapes, pipe, sheet, fabrications, components and assemblies.

B. Materials shall be chemically suitable for galvanizing.

C. In cases where steel is selected for considerations other than galvanizing and the chemistry of the elements (C, Mn, P, and Si) exceeds the limits indicated above, the steel may be galvanizable. The galvanizer must be advised of the variation in advance so that it can be determined if the material is galvanizable and whether special processing techniques are required.

D. Recommended steel materials for hot-dip galvanizing include but are not limited to:

1. Structural Shapes and Plates: ASTM A36, ASTM A242 type 2, ASTM A283, ASTM A500, ASTM A501, ASTM A529, ASTM A572, ASTM A588 and ASTM

A992.

2. Steel for Fasteners:

General Category Bolt Material Nut Material

Carbon Steel ASTM A307 Gr A or B ASTM A563 Gr A

High-Strength ASTM F3125 Gr A325

Type 1

ASTM A563 Gr DH

Tower Bolts ASTM A394 ASTM A563 Gr A

Quenched & Tempered

(Carbon Steel Bolts)

ASTM A499 ASTM A563 Gr C

Quenched & Tempered

(Alloy Steel Bolts)

ASTM A354 Gr BC ASTM A563 Gr DH

3. Steel for sheet metal articles: ASTM A1011.

4. Steel for pipe or tubing: ASTM A53 or ASTM A595, Gr A or B.

2.2 FABRICATION REQUIREMENTS

A. Fabricate structural steel in accordance with Class I, II, III guidelines as described in

AGA's ‘Recommended Details for Galvanized Structures.’

B. Fabrication Practices for Products: In accordance with the applicable portions of

ASTM A143, ASTM A384, and ASTM A385, except as specified herein. Avoid fabrication techniques that could cause steel distortion or embrittlement.

HOT-DIP GALVANIZING 050513-5

C. The fabricator shall consult with Architect/Engineer and hot-dip galvanizer regarding potential concerns, including handling issues, during the galvanizing process that may require design modification before fabrication proceeds.

D. Remove all welding slag, splatter, anti-splatter compounds and burrs prior to delivery for galvanizing.

E. Provide holes and/or lifting lugs to allow for handling during galvanizing.

F. Avoid unsuitable marking paints. Fabricator shall consult with the galvanizer about removal of grease, oil, paint, and other deleterious material prior to fabrication.

G. Remove by blast-cleaning, or other methods, surface contaminants and coatings that are not removable by the normal chemical cleaning process in the galvanizing operation.

H. Whenever possible, slip joints should be used to minimize field welding of material.

PART 3 - EXECUTION

3.1 SURFACE PREPARATION

A. Pre-clean steel work in accordance with accepted methods to produce an acceptable surface for quality hot-dip galvanizing.

3.2 COATING APPLICATION

A. Galvanize steel members, fabrications, and assemblies after fabrication by the hot-dip process in accordance with ASTM A123.

B. Galvanize bolts, nuts, washers and iron and steel hardware components in accordance with ASTM F2329.

C. Safeguard products against steel embrittlement in conformance with ASTM A143.

D. Handle all articles to be galvanized in such a manner as to avoid any mechanical damage and to minimize distortion.

3.3 COATING REQUIREMENTS

A. Conform to Paragraph 6.1 of ASTM A123, Table 1 of ASTM A153, or as appropriate.

B. Surface Finish: Continuous, adherent, as smooth and evenly distributed as possible and free from any defect detrimental to the stated end use of the coated article.

C. Adhesion: Withstand normal handling consistent with the nature and thickness of the coating and normal use of the article.

HOT-DIP GALVANIZING 050513-6

3.4 FIELD QUALITY CONTROL

A. Inspection and testing of hot-dip galvanized coatings shall be done under the guidelines provided in the AGA ‘Inspection of Products Hot-dip Galvanized after Fabrication.’

B. Include visual examination and tests in accordance with ASTM A123, ASTM A153 or

ASTM F2329, as applicable, to determine the thickness of the zinc coating on the metal surface.

3.5 REPAIR OF DAMAGED COATING

A. The maximum area to be repaired is defined in accordance with ASTM A123, Section

6.2.1 and 6.2.2.

1. The maximum area to be repaired in the field shall be determined in advance by mutual agreement between parties.

B. Repair areas damaged by welding, flame cutting or during handling, transport or erection by one of the approved methods in accordance with ASTM A780 whenever damage exceeds 3/16 inch in width. Minimum thickness requirements for the repair are those described in ASTM A123, Section 6.2.3.

STRUCTURAL STEEL 051200-1

SECTION 05 12 00 - STRUCTURAL STEEL

1.1 DESCRIPTION

A. The Work of this Section includes all labor, materials, equipment, and services necessary to provide items, fabrications and installation of steel tie rods and other associated metal works for waterfront structures as shown on the plans and/or specified herein, or as directed by the Contracting Officer.

1.2 DEFINITIONS

A. Structural Steel: Elements of the structural members (steel tie rods) indicated on

Drawings and as described in ANSI/AISC 303.

B. Heavy Sections: Rolled and built-up sections as follows:

1. Shapes included in ASTM A6/A6M with flanges thicker than 1-1/2 inches.

2. Welded built-up members with plates thicker than 2 inches.

3. Column base plates thicker than 2 inches.

C. Protected Zone: Structural members or portions of structural members indicated as

"protected zone" on Drawings. Connections of structural and nonstructural elements to protected zones are limited.

D. Demand-Critical Welds: Those welds, the failure of which would result in significant degradation of the strength and stiffness of the seismic-load-resisting system and which are indicated as "demand critical" or "seismic critical" on Drawings.

1.3 COORDINATION

A. Coordinate installation of anchorage items to be embedded in or attached to other construction without delaying the Work. Provide setting diagrams, sheet metal templates, instructions, and directions for installation.

1.4 PREINSTALLATION MEETINGS

A. Preinstallation Conference: Conduct conference at Project site.

1.5 DESIGN AND PERFORMANCE REQUIREMENTS

A. Be responsible for correctness of detailing, fabrication, and for the correct fitting of structural members. Consider connections, for any part of the structure not shown on the

Drawings, simple shear connections and designed and detailed in accordance with pertinent provisions of the AISC 360. Substitution of sections or modification of connection details will not be accepted unless approved by the Contracting Officer. AISC

360 will govern the work.

STRUCTURAL STEEL 051200-2

1.6 SUBMITTALS

A. General: Refer to and comply with Section 01 33 00, “Submittal Procedures” for procedures and additional submittal criteria.

B. Action Submittals

1. Product Data

a. Structural-steel materials.

b. High-strength, bolt-nut-washer assemblies.

c. Shear stud connectors.

d. Anchor rods.

e. Threaded rods.

f. Forged-steel hardware.

g. Galvanized-steel primer.

h. Etching cleaner.

i. Shop primer. Include test report for Class B primer

j. Welding electrodes and rods

k. Load indicator washers

l. Stainless steel bolts and plates

2. Shop Drawings:

a. Fabrication Drawings: Submit fabrication drawings for approval prior to fabrication. Prepare in accordance with applicable provisions of the AISC

326 and AISC 360. Drawings must not be reproductions of contract drawings.

Include complete information for the fabrication and erection of the structure's components, including the location, type, and size of bolts, welds, member sizes and lengths, connection details, blocks, copes, and cuts. Use

AWS 2.4 standard welding symbols. Member substitutions of details shown on the contract drawings must be clearly highlighted on the fabrication drawings. Explain the reasons for any deviations from the contract drawings.

1) Shoring and temporary bracing, if required, must be designed by

Contractor’s Engineer. Submit, for record purposes, design and calculations with shop drawings.

2) Structural Connections: Welds must be indicated by standard welding symbols in accordance with AWS 2.4, showing length, size and spacing

(if not continuous). Auxiliary views must be shown to clarify all welding. Notes such as “¼ inch weld”, “weld” and “tack weld” are not acceptable.

3) Include shop and erection details including members (with their connections) not shown on the Drawings.

3. Erection Plan: Prior to erection, submit erection plan of the structural steel framing describing all necessary temporary supports, shoring, guying, and bracing, sequence of installation and removal and a detailed sequence of welding, including each welding procedure required. This submittal is for information only and will not be returned.

STRUCTURAL STEEL 051200-3

a. Show any additional provisions to be made for hot-dip galvanizing of assemblies and components. Include record of consultation with galvanizer.

b. date of the welding operator is more than one-year old, the welding operator's qualification certificate must be accompanied by a current certificate by the welder attesting to the fact that he/she has been engaged in welding since the date of certification, with no break in welding service greater than 6 months.

4. Fabrication: A copy of the AISC certificate indicating that the fabrication plant meets the specified structural steelwork category.

1.7 REFERENCES AND STANDARDS

A. The publications listed below form a part of this specification to the extent referenced.

The publications are referred to in the text by basic designation only.

B. American Institute of Steel Construction (AISC)

AISC 326 Detailing for Steel Construction

AISC 341 Seismic Provisions for Structural Steel Buildings

AISC QC001 Certification Program for Structural Steel Fabricators

C. American Society for Testing and Materials (ASTM)

ASTM A6M Standard Specification for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling

ASTM A153M Standard Specification for Zinc Coating (Hot-Dip) on Iron and

Steel Hardware

ASTM A240 Standard Specification for Chromium and Chromium-Nickel

Stainless Steel Plate, Sheet, and Strip for Pressure Vessels and for General Applications

ASTM A276 Standard Specification for Stainless Steel Bars and Shapes

ASTM A307 Carbon Steel Bolts and Studs, 60,000 PSI Tensile Strength

ASTM A563 Standard Specification for Carbon and Alloy Steel Nuts

ASTM Standard Specification for Uncoated High-Strength Steel Bars for Prestressing Concrete

ASTM C920 Standard Specification for Elastomeric Joint Sealants

ASTM D6690 Standard Specification for Joint and Crack Sealants, Hot

Applied, for Concrete and Asphalt Pavements

ASTM F436 Hardened Steel Washers

ASTM F844 Washers, Steel, Plain (Flat), Unhardened for General Use

ASTM F2329 Standard Specification for Zinc Coating, Hot-Dip, Requirements for Application to Carbon and Alloy Steel Bolts, Screws, Washers, Nuts, and Special Threaded Fasteners

D. The Society for Protective Coatings1(SSPC)

SSPC SP3 Power Tool Cleaning

SSPC SP6 Commercial Blast Cleaning

STRUCTURAL STEEL 051200-4

1.8 QUALITY ASSURANCE

A. Qualifications: Structural steel fabrication and erection must be performed by organizations experienced in structural steel work of equivalent magnitude. Submit resumes as specified in Section 01 33 00, “Submittal Procedures”, for the following.

1. Fabricating and erecting firm must have completed at least 5 projects, of similar scope, material, design, and extent to that indicated for this Project and with a record of successful in-service performance over the last 5 years.

2. All work must be performed by qualified operators experienced in their field of work and as otherwise required by these specifications.

B. Testing Agency/Laboratory: Engage the services of an independent testing laboratory approved by the Contracting Officer to perform testing specified to be performed by the

Contractor. Testing must be performed by an approved accredited laboratory.

C. Surveys

1. Conduct field surveys and field verification as required incorporating existing “as built” conditions of previous Contract work to the work of this Section before shop drawings are produced.

1.9 JOB CONDITIONS

A. Seismic Provisions: Provide the structural steel system in accordance with AISC 341.

1.10 DELIVERY, HANDLING, AND STORAGE

A. Store and support materials out of contact with the ground in such manner and location as will minimize deterioration. Store materials to permit easy access for inspection and identification.

B. Do not handle structural steelwork until coatings have thoroughly dried. Exercise care to avoid abrasions and other damage.

C. Protect steel members and packaged materials from corrosion and deterioration or from damage by construction operations. Reject and immediately remove from the site materials showing evidence of damage.

D. Do not store materials on the structure in a manner that might cause distortion or damage to members or supporting structures. Repair or replace damaged materials or structures as directed.

E. Deliver all structural bolts, nuts, washers, anchor bolts and load indicators to the site, where they will be installed, in unopened containers. Protect all structural fasteners from weathering and corrosion prior to installation and tightening.

1.11 DISSIMILAR MATERIALS

A. Where dissimilar metals are in contact the contact surfaces protect them with a coat of bituminous paint or asphalt varnish.

STRUCTURAL STEEL 051200-5

2.1 STEEL

A. Tie rods: ASTM A307 Grade A, ASTM F1554 Grade 36 steel with a protective wrap as specified in Section 09 97 14 “Protection of Buried Steel Bulkhead Tie Rods”.

1. Couplers and hex nuts for all thread bars must develop the full ultimate load of the bar.

B. Stainless steel plates: ASTM A240, Type 316. Stainless steel plates used for bearings must have a surface finish of less than 20 micro inches RMS on the contact sides.

2.2 STRUCTURAL STEEL ACCESSORIES

A. Nuts and Washers

1. General: ASTM F2329 hot-dip galvanize all nuts and washers unless otherwise indicated.

2. Carbon Steel Nuts and Washers: Hot dip galvanized.

a. Nuts: ASTM A563, Grade A, Hex style.

b. Washers: ASTM F844

3. High Strength Nuts and Washers: The bolt heads and the nuts of the supplied fasteners must be marked with the manufacturer's identification mark, the strength grade and type specified by ASTM specifications.

a. Nuts: ASTM A 563, Grade DH, heavy hex style

b. Plain washers: ASTM F436

4. Stainless-Steel Bolts and Nuts: Regular hexagon-head annealed stainless-steel bolts, nuts and, where indicated, flat washers; ASTM F593 for bolts and ASTM

F594M for nuts, Alloy Group 2.

B. Turnbuckles: Forged from cold-finished carbon-steel bars, ASTM A108, AISI C-1035

F1145 TYPE 1 GRADE 1. Turnbuckles must be hot dip galvanized to ASTM A153M.

C. Eye Bolts and Nuts: Made from cold-finished carbon-steel bars, ASTM A108, AISI C-

1030.

D. Sleeve Nuts: Made from cold-finished carbon-steel bars, ASTM A108, AISI C-1018.

2.3 MISCELLANEOUS ACCESSORIES

A. Coating Repair:

1. Repair shop primer in accordance with the paint manufacturer's recommendation for surfaces damaged by handling, transporting, cutting, welding, or bolting.

2. Repair damage to galvanized coatings in accordance with provisions of Section 05

05 13, “Hot-Dip Galvanizing”, for galvanizing damaged by handling, transporting, cutting, welding, or bolting. Do not heat surfaces to which repair paint has been applied. Galvanize after fabrication where practicable.

STRUCTURAL STEEL 051200-6

B. Supplementary Parts: Provide as necessary to complete each item of work, even though such supplementary parts are not shown or specified.

C. Sealant: ASTM D6690 or ASTM C920, Type M, Class 25, Use T.

2.4 FABRICATION

A. Fabrication steel in accordance with the applicable provisions of ANSI/AISC 303 and to

ANSI/AISC 360. Fabricate and assemble in the shop to the greatest extent possible. Coat or galvanize concealed members before assembly. Compression joints depending on contact bearing must have a surface roughness not in excess of 500 micro inches 12.7μm as determined by ASME B46.1, and ends must be square within the tolerances for milled ends specified in ASTM A6M. Prepare structural steelwork, except surfaces to be field welded, and contact surfaces of friction-type high-strength bolted connections for coating in accordance with Section 12.3 "Material Preparation for Application of Coatings" of

AISC QC001 and, except for galvanized surfaces, primed with the specified paint.

B. Markings: Prior to erection, identify members by a painted erection mark. Match mark connecting parts assembled in the shop for reaming holes in field connections with scratch and notch marks. Do not locate erection markings on areas to be welded or on surfaces of weathering steels that will be exposed in the completed structure. Do not locate match markings in areas that will decrease member strength or cause stress concentrations. Affix embossed tags to hot-dipped galvanized members.

C. Thermal Cutting: Perform thermal cutting by machine to greatest extent possible.

D. Cleaning:

1. Clean all steel to SSPC SP6, except steel hidden from view in finished construction may be cleaned to SSPC SP3 when recommended by the shop primer manufacturer.

Keep steel surfaces free from rust, dirt, oil, grease, and other contaminants through final assembly.

E. General:

1. Fabrication and Tolerances: In accordance with the applicable provisions of AISC

360.

a. Assume all thermally cut edges are subject to substantial stresses.

b. Paragraph M4.6 (Field Painting) must be considered deleted from Chapter

M.

c. The last sentence of paragraph M5.1 must be deleted from Chapter M.

2. Grind burrs, sharp rises and ragged edges that would prevent solid seating of the connected parts.

3. Perform manual oxygen cutting only with mechanically guided torches. An unguided torch may be used provided the cut is within 1/8-inch of the required line.

4. Dressing: Dress edges of all plates cut by flame to remove slag, scale, irregularities, and excessive hardening.

5. When bending steel plate:

a. Bend plates perpendicular to the rolling direction.

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b. Grind flame cut plate edges transverse to the bend line.

c. Grind out nicks in plate edges transverse to the bend line.

d. Round sharp corners on plate edges transverse to the bend line.

6. Heat straightening will be permissible by the use of properly controlled heat, skilled personnel, proper equipment and in accordance with documents prepared by the fabricator and accepted. Reject materials that contain kinks or sharp angles.

Material straightened prior to fabrication will be rejected where it shows signs of distress or defects.

F. Bolting, General:

1. Cut, drill, or punch standard bolt holes perpendicular to metal surfaces.

2. Provide bolts of a length that will extend to a point at least flush with the surface of the nuts, though not more than a length equal to the height of the nut, beyond the nuts unless otherwise noted.

3. Insert bolts into holes without damaging the threads.

4. Use through-hardened: ASTM F 436 washers on bolts. Use ASTM F 436 beveled washers where bolts bear on surfaces with a slope greater than 1:20 relative to the bolt.

5. Install bolts with threads excluded from the shear plane.

6. Manufacturer’s symbol and grade markings must appear on all bolts, nuts, through-hardened washers, and direct tension indicators.

7. Mark product containers with lot numbers and traceability information so that correspondence with mill reports can be established.

8. Circular and slotted holes: AISC 348. For purposes of hole fabrication assume dynamically loaded connections.

9. Where bolt holes are subject to welding shrinkage stresses drill the holes.

G. Unfinished Bolts (Machine Bolts) and Anchor Rods:

1. Install and tighten unfinished bolts in accordance with requirements for snug tightened bolts as defined in AISC 348.

2. Mutilate (peen) bolt threads for unfinished bolts to prevent the nuts from backing off.

H. High-Strength Bolts

1. Install high-strength threaded fasteners in accordance with AISC 348. Contact surfaces of bolted parts must as a minimum comply with the Class A requirements.

2. Tighten high-strength bolts and nuts using Direct Tension Indicator. Calibrated wrench and “Turn of Nut” methods are not acceptable. Grade F1582 or F2280

Twist-Off type Tension Control Bolt assemblies complying with ASTM F3125 are a suitable alternative to Grade A325 or A490 structural bolt assemblies, provided that direct tension indicators are used on each assemblies for inspection purposes.

STRUCTURAL STEEL 051200-8

3. When connection has bolts and welds, fully tighten bolts prior to welding with the exception that in moment connections the flange welds must be completed prior to final tightening of high strength bolts.

4. When already tensioned bolts have had their tension relaxed, replace the bolt and tension indicator, and re-tighten.

2.5 GALVANIZING

A. Conform to requirements of Section 05 05 13, “Hot-Dip Galvanizing”.

PART 3 - EXECUTION

3.1 CONDITION OF SURFACES

A. Prior to commencing with the erection and/or installation of structural steel fabrications of this Section, inspect the job site and verify that the structural steel fabrications may be erected in accordance with the Drawings and Specifications.

B. Check the alignment and elevation of all anchor bolts and other installation conditions with transit and level instruments before starting erection and installation of steelwork.

C. Discrepancies:

1. In the event of discrepancy, immediately notify the Contracting Officer.

2. Do not commence construction in the region of the discrepancy until the discrepancy or discrepancies have been resolved.

3.2 PREPARATION

A. Take field measurements required for proper and adequate fabrication and installation of the work covered in this Section. Assume responsibility for exact measurements.

B. Furnish templates for exact locations of items to be embedded in concrete and any setting instructions required for installation.

3.3 ERECTION

A. General:

1. Erection/installation of structural steel fabrications, except as indicated in paragraph 3.3C, “Structural Connections”, must be as detailed Drawings and must be in accordance with the applicable provisions of AISC 360. Erection plan must be reviewed, stamped and sealed by the Contractor’s Professional Engineer.

2. Dimensions shown on drawings are based on an assumed design temperature of

70°F. Fabrication and erection procedures must take into account the ambient temperature range at the time of the respective operations.

3. Protect work already installed from damages resulting from structural steel erection.

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4. Use of gas-cutting torch in the field for correcting fabrication errors will not be permitted on any major member in the structural framing. Use of a gas cutting torch will be permitted on minor members not under stress only after approval has been obtained from the Contracting Officer.

B. Field Assembly:

1. Set assemblies and members to the lines and elevations indicated. Make necessary adjustments to compensate for discrepancies in elevations and alignment.

2. Before assembly, clean bearing surfaces and other surfaces which will be in permanent contact after assembly.

3. Do not enlarge unfair holes in members by burning or by the use of drift pins. Ream holes that need to be enlarged to admit bolts. Where a hole is required to be enlarged by more than 3/32-inch, ream to and use next larger bolt size.

4. Do not use gas cutting torches in the field for correcting fabricating errors in the structural framing unless accepted by the Contracting Officer. Finish gas cut sections equal to a sheared appearance when permitted.

5. The quality of field welds or bolting must be the same as that performed in the shop.

6. Preheat and post-heat procedures for welded joints must be utilized to prevent rapid cooling of welds, particularly in cold weather. Procedures are Contractor’s responsibility.

7. Erection bolts for welded connection must be tightened securely and left in place.

C. Structural Connections

1. General:

a. Provide anchor bolts and other connections and properly locate and build into connecting work. Field welded structural connections, where permitted must be completed before load is applied.

b. Fit connections accurately together to form tight, hairline 1/32-inch maximum joints. At angled conditions abutting joints / seams must be uniform in size. Weld connections that are not to be left as exposed joints but cannot be shop welded because of shipping size limitations. Grind exposed joints smooth and touch up shop paint coat. Do not weld, cut, or abrade the surfaces of exterior units that have been hot dip galvanized after fabrication and are intended for bolted or screwed field connections.

c. Seal all metal-to-metal mechanically attached interfacing conditions with sealant to prevent water penetration or moisture collection that could cause corrosion or staining. Wipe off excess sealant on exposed surfaces so that no sealant is visible.

d. Except as modified in this section, connections not detailed must be designed in accordance with AISC 360. Do not tighten anchor bolts set in concrete with impact torque wrenches. Punch, sub-punch and ream, or drill bolt [and pin] holes perpendicular to the surface of the member. Holes must not be cut or enlarged by burning. Bolts, nuts, and washers must be clean of dirt and rust and lubricated immediately prior to installation.

STRUCTURAL STEEL 051200-10

2. Bolted Connections:

a. Common Grade (ASTM A307) Bolts: Tighten to a "snug tight" fit. "Snug tight" is the tightness that exists when plies in a joint are in firm contact. If firm contact of joint plies cannot be obtained with a few impacts of an impact wrench, or the full effort of a man using a spud wrench, contact the

Contracting Officer for further instructions.

D. Bearing Plates: Provide base and bearing plates for beams, girders, and similar members.

Separate setting plates under base plates will not be permitted.

E. Tie rods:

1. Connect end pieces of tie rods with sheet piles and tread tie rods in the deadman anchorage as shown on contract drawings. Eliminate slack using turnbuckle.

2. Wrap tie rod and apply protective coating and wrap to all threaded parts, turnbuckles and connections to bulkhead as specified in Section 09 97 14:

“Protection of Buried Steel Bulkhead Tie Rods”.

F. Field Touch-up:

1. For Galvanized Assemblies: If existing or new galvanized steel surfaces are damaged by handling, transporting, cutting, welding, or bolting, repair surfaces in accordance with provisions of Section 05 05 13, “Hot-Dip Galvanizing”. Do not heat surfaces to which repair paint has been applied.

3.4 ERECTION / INSTALLATION TOLERANCES

A. Plumb, level and align individual pieces in accordance with AISC 360.

3.5 FIELD QUALITY CONTROL

A. Special Inspections: Contractor will engage a special inspector to perform the following special inspections:

1. Verify structural-steel materials and inspect steel frame joint details.

2. Verify weld materials and inspect welds.

3. Verify connection materials and inspect high-strength bolted connections.

4. Bolted Connections: Inspect bolted connections in accordance with RCSC's

"Specification for Structural Joints Using High-Strength Bolts."

B. Testing:

1. The Inspector must observe all Direct Tension Indicators to see if proper tightness is achieved, or bolts must be tested with calibrated manual torque wrenches.

2. Notify the Contracting Officer in writing of defective welds, bolts, nuts, and washers within 7 working days of the date of weld inspection.

STRUCTURAL STEEL 051200-11

3.6 DEFECTIVE WORK

A. Any special tests not specifically covered by this specification that are proposed by the

Contractor as a result of failure to comply with this Section will be at the Contractor’s expense. The Contractor will be responsible for any consequential costs or delays.

B. The results of those tests will be accepted, at the discretion of the Contracting Officer, as proof of adequate materials or workmanship.

C. Work deemed defective will be removed from the site at the Contractor’s expense.

PROTECTION OF BURIED STEEL BULKHEAD TIE RODS 099714-1

SECTION 09 97 14 PROTECTION OF BURIED STEEL BULKHEAD TIERODS

1.1 DESCRIPTION

A. Work of this Section includes the requirements and application methods for tape wrapping systems that establish exterior protection of buried steel bulkhead tie rods.

B. Related Sections includes the following:

1. Section 05 12 00, “Structural Steel” for furnishing and fabrication of tie rods and walers.

2. Section 31 41 16.16, “Synthetic Sheet Piling” for furnishing retaining bulkhead wall and deadman.

1.2 DEFINITIONS

A. Coating: A continuous, uniformly thick layer formed on a surface by the mechanical application of liquid, mastic, powdered, or extruded film material. Some types of application require elevated temperatures.

B. Coating System: One or more coatings applied to a properly prepared steel surface. If only one coating, that coating is applied directly to the steel surface; if more than one coating, each coating is applied in one operation over the previously applied and cured coating. For some applications, the first coating is a primer. Coatings of a particular system function together as a collective entity to protect the steel surface from corrosion. Coating system may be either liquid or tape applied.

C. Tape: Prefabricated laminate of plastic film backing with a homogeneous sealant layer, or a pressure-sensitive adhesive layer produced in sheets, pads, or rolls wound on hollow cores. Tape applications do not require elevated temperatures.

D. Tape Coating System: One or more layers of tape applied cold over a properly prepared and primed steel surface. Tape on the primed surface protects the steel surface from corrosion.

1.3 SUBMITTALS

A. General: Refer to and comply with Section 01 33 00 “Submittal Procedures”, for procedures and additional submittal criteria.

B. Action Submittals

1. Product Data:

a. Factory-applied coating system

1) Tape Coating System

2) Electrical-flaw detector

3) Primer or Mastic

03/XX/26

PROTECTION OF BURIED STEEL BULKHEAD TIERODS 099714-2

C. Informational Submittals

1. Qualifications Submittals:

a. Coordinate with provisions specified in Section 01 73 00 “Execution”.

b. Testing Technicians and Testing Agency: Submit data on qualifications of

Contractor’s proposed testing agency and technicians for approval by the

Contracting Officer prior to performing any work. Comply with related requirements in Article 1.5 “Quality Assurance” herein and

Section 01 40 00 “Quality Requirements”.

2. Quality Control Submittals

1) Test Reports

a) Inspector's certificate Submit for each inspection and test.

2) Manufacturer's Instructions

a)…