2370-1835_RevD_RAE_Bridge_and_Towers_Requirements_(DD1).pdf

REVISION

SYM REV DESCRIPTION CHANGE BY APPROVAL

C

Total drawing revision Retitled drawing Changed distribution statement

D

Drawing title edit Paragraph 1.A.7. added Paragraph 1.B.1. modified Table 2, Item #06 modified Paragraph 2.D.2.b.3) modified Paragraph 3.D.1.d. modified Paragraph 3.D.22. added App. A Paragraph 1.C.5.d. modified App. A Paragraph 2.B.2.f. added Added Brand Name or Equal statement to Paragraph 2., App. A Paragraph 2., App. B Paragraph 2., App C Paragraph 2.

DISTRIBUTION STATEMENT:

DISTRIBUTION STATEMENT "D": DISTRIBUTION AUTHORIZED TO THE DEPARTMENT OF DEFENSE AND U.S.

DOD CONTRACTORS ONLY; ADMINISTRATIVE AND OPERATIONAL USE. OTHER REQUESTS FOR THIS

DOCUMENT SHALL BE REFERRED TO PUGET SOUND NAVAL SHIPYARD AND INTERMEDIATE

MAINTENANCE FACILITY, BREMERTON, WA 98314.

A.D.C. REVIEW

SIGNATURE DATE

/S/ R.T. Wheeler 8-1-2018

CONCURRENCE

CODE

SIGN

DATE

/S/ = SIGNATURE ON FILE APPROVAL

SIGNATURE DATE

BRANCH SUPV. /S/ J. Byrnes 11 - 7 - 14

CHECKED /S/ M. Schroder 11 - 7 - 14

PREPARED /S/ B. Meacham 11 - 7 - 14

PUGET SOUND NAVAL

SHIPYARD AND INTERMEDIATE

MAINTENANCE FACILITY

CODE 2370

ENGINEERING DIVISION

NO DEVIATIONS SHALL BE MADE

WITHOUT CODE 2370 APPROVAL

TITLE

RAE BRIDGE AND TOWERS REQUIREMENTS (DD1)

DRAWING NO. SHEET NO. REV

2370-1835 1 of 35 D

C

/S R

G S m it h

R

T W h e e le r

R

.G S m it h

R

.T W h e e le r

2370-1835

1. GENERAL

A. Summary

1. This document, hereafter referred to as the Specification, provides general notes and specifications that shall be used in conjunction with Puget Sound Naval Shipyard and Intermediate Maintenance Facility

(PSNS) Drawings 2370-1830 and 2370-1832, hereafter referred to as the Drawings.

2. The Contractor shall construct and ship one (1) Bridge and two (2) Towers per the Drawings and

Specification. In addition to the Bridge and Towers, the Contractor shall procure and ship miscellaneous items listed in Table 2 of the Specification.

3. Construction of the Bridges and Towers shall be in accordance with AISC 303-16, Code of Standard

Practice for Steel Buildings and Bridges.

4. The Bridge and Tower assemblies shall be fabricated, erected, and assembled at the Contractor’s site.

5. The Contractor shall provide anchorages for erection of the Towers in accordance with Paragraph 3.B.3.

of the Specification.

6. The Contractor shall ship the Bridge and Towers to PSNS in Bremerton, WA.

7. Normal use of the Bridge and Towers will be outside in a coastal environment. The Lowest Anticipated

Service Temperature (LAST) is 5 °F.

B. References

1. Abbreviations and Acronyms

ADJ Adjustable

AISC American Institute of Steel Construction

ANSI American National Standards Institute

APPROX. Approximately

ASME American Society of Mechanical Engineers

ASTM American Society for Testing of Materials

AWS American Welding Society

BG Backgouge

B.O. Bottom of

BP Base Plate

BRB Buckling-Restrained Brace

CJP Complete Joint Penetration

CL Centerline

COL Column

CRP Cleanroom Panel

DC Demand Critical

DFT Dry Film Thickness

DOM Drawn on Mandrel

DTI Direct Tension Indicator

DWG Drawing

EA Each

ELEV or EL Elevation

EOR Engineer of Record

EQ. Equal

EQUIV Equivalent

FB Flat Bar

GA. Gage

G.O.L. Gage Outstanding Leg

HAZ Heat-Affected Zone

HDG Hot-Dip Galvanized

HLL Horizontal Lifeline

HORIZ Horizontal

HSS Hollow Structural Section

IMP Insulated Metal Panel

JCR Job Control Record

LAST Lowest Anticipated Service Temperature

LG Long

LLV Long Leg Vertical

LSH Long-Slotted Hole

MAX Maximum

MFR Manufacturer

MIN Minimum

MT Magnetic Particle Testing

MTR Mill Test Report

NAAMM National Association of Architectural Metal Manufacturers

NDT Nondestructive Testing

NTS Not To Scale

O.C. On Center

OSHA Occupational Safety and Health Administration

PL Plate

PLATF Platform

PLCS Places

PSNS Puget Sound Naval Shipyard and Intermediate Maintenance Facility

PTD Painted

QA Quality Assurance

QAI Quality Assurance Inspector

QAP Quality Assurance Plan

QC Quality Control

QCI Quality Control Inspector

REQ’D Required

RFI Request for Information

SC Slip Critical

SCH Schedule

SFRS Seismic Force-Resisting System

SIM Similar

SLV Short Leg Vertical

SSH Short-Slotted Hole

SSPC The Society for Protective Coatings

SST Stainless Steel

STL Steel

T&B Top and Bottom

T.O. Top of

T.O.G. Top of Grating

T.O.S. Top of Steel

TSC Thermal Spray Coating

TYP Typical

UL Underwriters Laboratory

UNO Unless Noted Otherwise

UT Ultrasonic Testing

W.P. Work Point

WPS Weld Procedure Specification

2. Definitions:

a. Demand critical: Welds that are part of the seismic force-resisting system requiring an extra degree of quality assurance. These are identified in the Drawings.

b. Engineer of Record, EOR: The PSNS Code 2370.24 designated engineer responsible for the design and approvals that are required by the Drawings and Specification.

c. Other steel and metal: Elements constructed for the Bridge and Towers that are not defined as structural steel or off-the-shelf products.

d. Protected zone: Area of members or connection of members that are part of the SFRS in which limitations apply to fabrication and attachments.

e. Seismic force-resisting system: That part of the structural system that has been considered in the design to provide the required resistance to seismic forces.

f. Structural steel: Elements of the structural system as defined by Section 2.1 of AISC 303.

3. Reference standards: Where referenced, standards will be referred to by their society and number in an abbreviated format. Examples of this are AISC 360-16 Specification for Structural Steel Buildings will be referenced as AISC 360, and similarly ASTM A36/A36M – 14 Standard Specification for Carbon Structural

Steel will be referenced as ASTM A36.

a. American Association of State Highway and Transportation Officials (AASHTO):

1) AASHTO M 300-03 (2012) Standard Specification for Inorganic Zinc-Rich Primer

b. American Institute of Steel Construction (AISC):

1) AISC 303-16 Code of Standard Practice for Steel Buildings and Bridges

2) AISC 341-16 Seismic Provisions for Structural Steel Buildings

3) AISC 348-14 RCSC Specification for Structural Joints Using High-Strength Bolts

4) AISC 360-16 Specification for Structural Steel Buildings

5) AISC 420-10/SSPC-QP 3 Certification Standard for Shop Application of Complex Protective

Coating Systems

c. American Society of Mechanical Engineers (ASME):

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

d. American Society of Safety Engineers (ASSE):

1) ASSE Z359.7-2011 Qualification and Verification Testing of Fall Protection Products

e. Society for Testing and Materials (ASTM):

1) ASTM A6/A6M – 16a Standard Specification for General Requirements for Rolled Structural Steel

Bars, Plates, Shapes, and Sheet Piling

2) ASTM A36/A36M – 14 Standard Specification for Carbon Structural Steel

3) ASTM A53/A53M – 12 Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless

4) ASTM A123/A123M – 12 Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

5) ASTM A240/A240M – 15 Standard Specification for Chromium and Chromium-Nickel Stainless

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

6) ASTM A276/A276M – 16a Standard Specification for Stainless Steel Bars and Shapes

7) ASTM A312/A312M – 17 Standard Specification for Seamless, Welded, and Heavily Cold Worked

Austenitic Stainless Steel Pipes

8) ASTM A380/A380M – 13 Standard Practice for Cleaning, Descaling, and Passivation of Stainless

Steel Parts, Equipment, and Systems

9) ASTM A480/A480M – 14b Standard Specification for General Requirements for Flat-Rolled

Stainless Heat-Resisting Steel Plate, Sheet, and Strip

10) ASTM A500/A500M – 13 Standard Specification for Cold-Formed Welded and Seamless Carbon

Steel Structural Tubing in Rounds and Shapes

11) ASTM A563 – 15 Standard Specification for Carbon and Alloy Steel Nuts

12) ASTM A572/A572M – 15 Standard Specification for High-Strength Low-Alloy Columbium-

Vanadium Structural Steel

13) ASTM A606/A606M – 15 Standard Specification for Steel, Sheet and Strip, High-Strength, Low-

Alloy, Hot-Rolled and Cold-Rolled, with Improved Atmospheric Corrosion Resistance

14) ASTM A780/A780M – 09 Standard Practice for Repair of Damaged and Uncoated Areas of Hot-

Dip Galvanized Coatings

15) ASTM A992/A992M – 11 Standard Specification for Structural Steel Shapes

16) ASTM A1011/A1011M – 15 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

17) ASTM B695 – 04 Standard Specification for Coatings of Zinc Mechanically Deposited on Iron and

Steel

18) ASTM C633 – 13 Standard Test Method for Adhesion or Cohesion Strength of Thermal Spray

Coatings

19) ASTM C1193 – 13 Standard Guide for Use of Sealants

20) ASTM E84 – 16 Standard Test Method for Surface Burning Characteristics of Building Materials

21) ASTM F436/F436M – 16 Standard Specification for Hardened Steel Washers and Metric

Dimensions

22) ASTM F959 – 15 Standard Specification for Compressible-Washer-Type Direct Tension Indicators for Use with Structural Fasteners

23) ASTM F2329 – 15 Standard Specification for Zinc Coatings, Hot-Dip, Requirements for

Application to Carbon and Alloy Steel Bolts, Screws, Washers, Nuts, and Special Threaded

Fasteners

24) ASTM F3125/F3125M – 15a Standard Specification for High Strength Structural Bolts, Steel and

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

f. American Welding Society (AWS):

1) AWS A2.4:2012 Standard Symbols for Welding, Brazing, and Nondestructive Examination

2) AWS D1.1/D1.1M:2015 Structural Welding Code – Steel

3) AWS D1.3/D1.3M:2008 Structural Welding Code – Sheet Steel

4) AWS D1.6/D1.6M:2007 Structural Welding Code – Stainless Steel

5) AWS D1.8/D1.8M:2016 Structural Welding Code – Seismic Supplement

g. Code of Federal Regulations (CFR):

1) 29 CFR Part 1910 Occupational Safety and Health Standards

2) 29 CFR Part 1926 Safety and Health Regulations for Construction

h. National Association of Architectural Metal Manufacturers (NAAMM)

1) NAAMM AMP 521-01 Pipe Railing Systems Manual Including Round Tube

2) NAAMM AMP 555-92 Code of Standard Practice for the Architectural Metal Industry (Including

Miscellaneous Iron)

3) NAAMM MBG 531-09 Metal Bar Grating Manual

4) NAAMM MBG 533-09 Welding Standards for Fabrication of Steel, Stainless Steel and Aluminum

Bar Grating

i. Military Specifications (MIL):

1) MIL-PRF-23236D Coating Systems for Ships Structures

2) MIL-PRF-24635E Coating Systems, Weather Resistant, Exterior Use

j. The Society for Protective Coatings (SSPC):

1) SSPC Steel Structures Painting Manual, Volume 1, Good Painting Practices

2) SSPC Steel Structures Painting Manual, Volume 2, Systems and Specifications

3) SSPC-PA 1 (April 1, 2000; Editorial Revisions November 1, 2004) Shop, Field, and Maintenance

Painting of Steel

4) SSPC-PA 2 (January 26, 2015) Procedure for Determining Conformance to Dry Coating

Thickness Requirements

5) SSPC-Paint 20 (April 1, 2002; Editorial Revisions April 1, 2004) Zinc-Rich Coating Type I –

Inorganic and Type II - Organic

6) SSPC-SP 1 (April 23, 2015; Editorial Revisions April 10, 2016) Solvent Cleaning

7) SSPC-SP 2 (November 1, 1982; Editorial Revisions November 1, 2004) Hand Tool Cleaning

8) SSPC-SP 3 (November 1, 1982; Editorial Revisions November 1, 2004) Power Tool Cleaning

9) SSPC-SP 10/NACE No. 2 (January 1, 2007) Near-White Metal Blast Cleaning

k. Underwriters Laboratory (UL):

1) UL 723-2013 Standard for Test for Surface Burning Characteristics of Building

C. Submittals

The Contractor shall submit for approval, all of the items listed below, with information sufficient to evidence full compliance with the Drawings and Specification. Materials, fabricated articles, and the like to be installed in permanent work shall be equal to those of approved submittals. After an item has been approved, no change in make or model will be permitted unless approved by the EOR in writing. The EOR requires ten (10) working days for review of individual submittals. Submittals (other than samples) shall be in searchable PDF format. Submittals required under this contract are listed in Table 1.

1. Drawings and plans:

a. Fabrication shop drawings: Show all information required to fabricate structural steel, other steel, and metal components in accordance with AISC 303 and AISC 360. Include the following information:

1) Fabrication tolerances

2) Details of cuts, copes, splices, holes, and other pertinent data

3) Shop welds by symbols in accordance with AWS A2.4. Show size, length, type, and classification

(e.g. SFRS or SFRS-DC) of each weld

4) Type, size, and length of bolts and joint types (e.g. snug-tightened or pretensioned)

5) Shop-applied coatings of steel

b. Erection drawings: Show the location of every member or subassembly of members so that the Bridge and Towers can be erected accurately in accordance with AISC 303 and AISC 360. Include the following information:

1) Erection tolerances

2) Tower anchorage details

3) Bridge erection support details

4) Field welds by symbols in accordance with AWS A2.4. Show size, length, type, and classification

(e.g. SFRS or SFRS-DC) of each weld

5) Members and connections of the seismic force-resisting system

6) Locations and dimensions of protected zones

c. Shipping plan including the following information:

1) Shipping method

2) Shipping schedule

3) Shipping route

4) Design wind speed

5) Maximum sea state

6) Arrangement and tie-down drawings including elevation, plan, and detail views

7) Calculations stamped by a Professional Engineer licensed in the state of Washington or in the state the Bridge and Towers are constructed. Calculations shall demonstrate tie-down design has adequate strength to withstand normal shipping loads and the loads associated with the design wind speed and maximum sea state.

8) Shipping restrictions: Contractor shall state conditions under which shipping will not proceed, such as forecast wind speed or sea state in excess of design limits anywhere along the shipping route during the planned shipping duration.

2. Product data:

a. Manufacturer’s product data sheets or catalog data for all products

b. Mill test reports (MTRs) showing that structural steel conforms to the corresponding ASTM requirements in accordance with Section A3.1 of AISC 360

c. Structural fasteners: Manufacturer’s certifications in accordance with Section A3.3 of AISC 360

d. Manufacturer’s product data sheets or catalog data for welding filler metals. The data sheets shall describe the product, limitations of use, recommended or typical welding parameters, and storage and exposure requirements, including baking, if applicable.

e. Welding consumables: Manufacture’s certifications in accordance with Section A3.5 of AISC 360

f. Paint: Product data sheets and SDSs

3. Quality Control:

a. The Contractor’s quality control manual

b. The Contractor’s examples of previous work in similar scope to the Bridge and Towers

c. Structural steel fabricator’s quality control manual

d. Structural steel fabricator’s AISC certification(s)

e. Structural steel fabricator’s examples of previous work in similar scope to the Bridge and Towers

f. Steel erector’s quality control manual

g. Steel erector’s qualifications

h. Steel erector’s examples of previous work in similar scope to the Bridge and Towers

i. Bolting installation procedures

j. Weld procedure specifications (WPSs) and corresponding procedure qualification records (PQRs)

k. Welding personnel performance AWS certifications, qualification records (WPQRs), and continuity records

l. Shop painting applicator’s certifications

m. Quality assurance agency/agencies’ contact information

n. Quality assurance agency/agencies’ written practices for qualification of personnel and inspection procedures

o. NDT equipment calibration records

p. Bolting inspectors qualifications

q. Welding inspector’s AWS certifications

r. Paint Inspector’s SSPC certifications

s. Surveyor’s state certifications

4. Inspection and test reports: Required inspections and tests are listed in Paragraph 3.I. of the Specification.

a. Inspection and NDT reports of structural steel in accordance with Chapter N of AISC 360 and Chapter

J of AISC 341

b. Survey reports

c. Surface preparation, paint, and surface finish reports

d. Filled and signed inspection tables from the Drawings

e. Weight reports

f. Lift point load test reports

Table 1: Required Submittals

Item # Description Paragraph Timing

Drawings and Plans

1 Fabrication shop drawings 1.C.1.a. PC

2 Erection drawings 1.C.1.b. PC

3 Shipping plan 1.C.1.c. PS

Product Data

4 Product data sheets or catalog data 1.C.2.a. PC

5 MTRs for structural steel 1.C.2.b. PC

6 Certifications for structural fasteners 1.C.2.c. PC

7 Product data for weld filler material 1.C.2.d. PC

8 Certification for welding consumables 1.C.2.e. PC

9 Product data and SDS for paint products 1.C.2.f. PC

Quality Control

10 Contractor’s QC manual 1.C.3.a. PA

11 Contractor’s examples of work 1.C.3.b. PA

12 Structural steel fabricator’s QC manual 1.C.3.c. PC

13 Structural steel fabricator’s AISC certifications 1.C.3.d. PC

14 Structural steel fabricator’s examples of work 1.C.3.e. PC

15 Steel erector’s QC manual 1.C.3.f. PC

16 Steel erector’s qualifications 1.C.3.g. PC

17 Steel erector’s examples of work 1.C.3.h. PC

18 Bolting installation procedures 1.C.3.i. PC

19 WPSs and PQRs 1.C.3.j. PC

20 Welder’s AWS certifications, WPQRs, and continuity records 1.C.3.k. PC

21 Shop painting applicator’s AISC/SSPC certifications 1.C.3.l. PC

22 QA agency’s contact information 1.C.3.m. PC

23 QA agency’s written practices 1.C.3.n. PC

24 NDT equipment calibration records 1.C.3.o. PC

25 Bolting inspector qualifications 1.C.3.p. PC

26 Welding inspector’s AWS certifications 1.C.3.q. PC

27 Paint inspector’s SSPC certification 1.C.3.r. PC

28 Surveyor’s state certification 1.C.3.s. PC

Inspection and Test Reports

29 Inspection and NDT reports of structural steel 1.C.4.a. PS

30 Survey reports 1.C.4.b. PS

31 Surface preparation, paint, and surface finish reports 1.C.4.c. PS

32 Filled and signed inspection tables from the Drawings 1.C.4.d. PS

33 Weight reports 1.C.4.e. PS

34 Lift point load test reports 1.C.4.f. PS

Buckling-Restrained Braces

35 BRB manufacturer’s QA plan App. A 1.C.1. PC

36 Preliminary fabrication drawings App. A 1.C.2.a. PC

37 Calculations App. A 1.C.2.b. PC

38 Final drawings and calculations App. A 1.C.3. PC

39 Erection drawings App. A 1.C.4. PC

40 Certified MTRs App. A 1.C.5. PC

41 Qualification test reports App. A 1.C.6. PC

42 Welder’s AWS certifications, WPQRs, and continuity records App. A 1.C.7.a. PC

43 WPSs and PQRs App. A 1.C.7.b. PC

Insulated Metal Wall Panels

44 Product data App. B 1.C.1. PC

45 Shop drawings App. B 1.C.2. PC

46 Samples App. B 1.C.3. PC

47 Design data and test reports App. B 1.C.4. PC

48 Manufacturer erection instructions App. B 1.C.5. PC

Thermal Spray Coating

49 Product data App. C 1.C.1. PC

50 TSC applicator’s written TSC procedures App. C 1.C.2. PC

51 Completed JCRs App. C 1.C.3. PS

52 Test reports App. C 1.C.4. PS

PA: Pre-Award, Submittal shall be transmitted with bid

PC: Pre-Construction, Submittal shall be transmitted and approved prior to that Work being performed

PS: Pre-Shipment, Submittal shall be transmitted and approved prior to shipment of the Bridge and Towers

D. Miscellaneous Deliverable Items

1. The Contractor shall procure and ship the miscellaneous items listed in Table 2 below. These items shall be shipped inside the storage chests on the Towers or shipped separately by crate.

Table 2: Miscellaneous Deliverable Items

Item # Description Paragraph Quantity

01 Bolts, 1 1/2” – 6 x 5” LG, heavy hex A325, galvanized finish 2.D.1.a.1) 50

02 DTI washers, for 1 1/2” A325 bolts, galvanized finish 2.D.1.d. 50

03 Hardened washers, for 1 1/2” bolts, galvanized finish 2.D.1.c. 50

04 Lindapter clamp, P/N LAF075M, galvanized finish 2.D.2.b.1) 90

05 Lindapter packing piece Type AFCW P/N LAF075CW, galvanized finish 2.D.2.b.2) 180

06 Square washer, for 3/4” bolts, 2” x 2” x 1/4” thick, galvanized finish 2.D.2.b.3) 90

07 Lindapter spacer Type AFW: P/N LAF075W, galvanized finish 2.D.2.b.4) 90

08 Bolts, 3/4” – 10 x 6” LG, heavy hex A490, plain finish 2.D.1.a.2) 90

09 DTI washers, for 3/4” A490 bolts, plain finish 2.D.1.d. 90

10 Hardened washers, for 3/4” bolts, plain finish 2.D.1.c. 90

11 Heavy hex nuts, for 3/4” bolts, plain finish 2.D.1.b. 90

12 RAE hold-down clamp per DWG 2370-1830 View 2/S17 16

13 Bolts, 3/4” – 10 x 4” LG, heavy hex A325, galvanized finish 2.D.1.a.1) 32

14 DTI washers, for 3/4” A325 bolts, galvanized finish 2.D.1.d. 32

15 Hardened washers, for 3/4” bolts, galvanized finish 2.D.1.c. 64

16 Heavy hex nuts, for 3/4” bolts, galvanized finish 2.D.1.b. 32

17 Plate washers per DWG 2370-1832 View 5/S17 20

18 Plate washers per DWG 2370-1832 View 6/S17 4

19 Plate washers per DWG 2370-1832 View 4/S18 4

20 Lower ladder per DWG 2370-1830 View 1/S25 1

E. Quality Control (QC) And Quality Assurance (QA)

1. Structural steel: QC and QA for fabrication and erection of structural steel shall be in accordance with the requirements of Chapter N of AISC 360. QC and QA for the fabrication and erection of structural steel members designated as SFRS in the Drawings shall be in accordance with the requirements of Chapter J of AISC 341 in addition to the requirements of Chapter N of AISC 360.

2. Other steel and metals: QC and QA for fabrication and erection of doors, gratings, ladders, platforms, railing systems, and stairs shall by in accordance with Section 8 of NAAMM AMP 555. Workmanship of products per this paragraph shall be classified as Class 3.

3. Surface preparation and coatings: QC and QA for surface preparation and coatings shall be in accordance with the SSPC Painting Manual, Volumes 1 and 2.

4. Quality Control:

a. QC shall be provided by the Contractor, fabricator(s), and erector(s).

b. QC manual: The Contractor, fabricator, and erector shall each establish and maintain quality manuals.

At a minimum, these shall include the following:

1) Material control procedures

2) Inspection procedures

3) Nonconformance procedures

5. Quality Assurance:

a. Chapter N of AISC 360 is the Quality Assurance Plan (QAP) for structural steel framing.

b. Chapter J of AISC 341 is the QAP for structural steel framing designated as SFRS.

c. QA shall be provided by a third-party. The Contractor shall select and subcontract the agency or agencies responsible for QA.

d. QA written practices: The agency or agencies responsible for QA shall establish and maintain written practices for qualification of personnel and inspection and NDT procedures.

6. Documentation:

a. Inspections and NDT performed shall be documented. For shop fabrication, the reports shall identify the tested weld by piece mark and location in the piece. For field work, the reports shall identify the tested weld by location in the structure, piece mark, and location in the piece. When a weld is rejected on the basis of NDT, the NDT record shall indicate the location of the defect and the basis of rejection.

b. Inspection and reports shall contain, at a minimum, the following:

1) Technician(s) performing inspections or NDT

2) Date

3) Weather conditions

4) Project location

5) Equipment used and calibration certification

6) Inspections performed

7) Acceptance criteria

8) Unique identifier of item inspected

9) Rejected items (if any)

F. Qualifications

1. Structural steel fabricator: The structural steel fabricator shall participate in the AISC Quality Certification

Program and be designated an AISC Certified Building Fabricator, BU.

2. BRB manufacturer: Refer to Appendix A for BRB requirements.

3. Structural steel erector: The structural steel erector shall have not less than ten (10) years successful experience in the erection of structural steel and other metals similar to this project

4. Shop painting applicators: Shop painting applicators performing painting of structural steel shall be certified in accordance with AISC 420/SSPC-QP 3.

5. Welding:

a. Weld processes: Prior to use, the Contractor and/or their subcontractors shall prepare Weld Procedure

Specifications (WPSs) and qualify each WPS in accordance with AWS D1.1, AWS D1.3, or D1.6, as applicable, for each weld process performed in the construction of the Bridge and Towers.

Qualification of WPSs shall be documented with a WPS Qualification Test Record.

b. Weld personnel: Welders shall be qualified in accordance with AWS D1.1, AWS D1.3, AWS D1.6, and/or AWS D1.8, as applicable, for the weld process and position used. Welders shall be AWS certified.

6. Inspection and NDT personnel:

a. Welding and bolting inspectors: Personnel performing QC inspections or QA inspections and associated NDT shall satisfy the requirements of Section N4 of AISC 360 and Section J4 of AISC 341.

b. Paint inspectors: Personnel performing surface preparation and coatings inspection of shall be a

SSPC certified Protective Coatings Inspector.

c. Surveyors: Personnel performing surveys shall be licensed land surveyor in the state in which work is performed.

G. Delivery, Storage, and Handling

1. Materials and products shall be stored, loaded, and shipped to avoid damage and deterioration.

2. The Bridge and Towers shall be shipped to PSNS in a complete condition meeting all requirements of the

Drawings and Specification. No site work at PSNS will be permitted.

3. The Contractor shall ship via barge each Bridge and each Tower to PSNS in Bremerton, WA.

4. Barge tiedown and cribbing requirements:

a. The Contractor may secure the Bridge to the barge deck using only the holes provided in the column base plates, so long as the maximum allowed shipping conditions are limited to 80mph wind speed and sea state 5. Additional supports shall be provided in the contractor’s tie-down drawings, subject to

EOR approval, for maximum allowed shipping conditions above 80mph wind speed or sea state 5.

b. The Contractor may secure each Tower to the barge deck using only the holes provided in the column base plates, so long as the maximum allowed shipping conditions are limited to 80mph wind speed and sea state 5. Additional supports shall be provided in the contractor’s tie-down drawings, subject to

EOR approval, for maximum allowed shipping conditions above 80mph wind speed or sea state 5.

5. PSNS will provide docking and offload services for receiving the Bridge and Towers provided that the following requirements are met:

a. Barge custody shall be transferred to PSNS in the Sinclair Inlet just outside of the PSNS Controlled

Industrial Area barrier.

b. PSNS requires 24 hours for offload.

c. PSNS shall transfer barge custody back to the Contractor in the Sinclair Inlet just outside of the PSNS

Controlled Industrial Area barrier after offload is complete.

6. The Contractor or their designated representative shall be at PSNS for observation during the entire receiving process. Coordinate with the EOR three months prior to shipment for PSNS entry requirements.

H. Special Instructions and Conditions

1. The EOR or their designated representative reserve the right to perform site visits of the Contractor’s site(s) used for fabrication, erection, and assembly of the Bridge and Towers with a minimum notice to the

Contractor of 24 hours.

2. PRODUCTS

All materials and products shall be new and in accordance with corresponding standards and specifications.

Written authorization from the EOR is required for substitutions of materials and products or their specifications.

Brand Name or Equal. See Paragraphs 2.D., 2.G., 2.H., 2.I., 2.J., 3.E., and 3.F. for salient characteristics “or

Equal” must meet.

A. Buckling-Restrained Braces (BRBs)

Refer to Appendix A for BRB requirements.

B. Steel

1. W-Shapes: ASTM A992

2. C-Shapes: ASTM A36

3. HSS Tubing: ASTM A500 Grade B

4. Angles: ASTM A36

5. Pipe: ASTM A53 Grade B

6. Plate: ASTM A36 or ASTM A572 Grade 50 (either is acceptable unless noted otherwise in the Drawings)

7. Flat Bar: ASTM A36

8. Sheet: ASTM A606 or ASTM A1011

C. Stainless Steel

1. Plate: ASTM A240

2. Pipe: ASTM A312

3. Sheet: ASTM A240, Type 304/304L, No. 4 Finish in accordance with ASTM A480

D. Structural Bolt Assemblies

1. Structural bolt assemblies shall be treated as matched assemblies provided from a single manufacturer.

CAUTION: Do not use a structural bolt and nut from different manufacturers in the same assembly.

a. Bolts:

1) Group A: ASTM F3125, Heavy Hex Grade A325 or Twist-Off Type Grade F1852, Type 1

2) Group B: Heavy Hex Grade A490 or Twist-Off Type Grade F2280, Type 1

3) Unless noted otherwise in the Drawings and Specification, it is the Contractor’s option where to use heavy hex or twist-off type bolts for structural steel connections. When using a heavy hex bolt, a DTI washer shall be used.

b. Nuts: ASTM A563, Heavy Hex, Grade DH

c. Hardened washers: ASTM F436, Circular, Type 1

d. DTI washers: ASTM F959, Type 325-1

e. Finish: Hot-dip or mechanical galvanized in accordance with ASTM F2329 or ASTM B695, respectively. Note that Grades A490 and F2280 bolts are not permitted to be galvanized; therefore, they shall be ordered black. Nuts shall be ordered lubricated in accordance with ASTM A563 S1.

2. Girder clamp assembly:

a. Manufacturer: Lindapter International; (866) 566-2658; www.lindapter.com

b. Basis of design: Lindapter Type AF Slip Resistance Clamp. One (1) clamp assembly contains the following:

1) One (1) Clamp: Lindapter P/N LAF075M

2) Two (2) Type AFCW packing pieces: Lindapter P/N LAF075CW

3) One (1) Square washer, for 3/4” bolts, 2” x 2” x 1/4” thick, galvanized finish

4) One (1) Type AFW spacer: Lindapter P/N LAF075W

5) One (1) 3/4” – 10 UNC x 6” long bolt, Heavy Hex A490

6) One (1) ASTM F959 DTI washer for 3/4” A490 bolt

7) One (1) ASTM F436 washer for 3/4” bolt

8) One (1) ASTM F563 nut for 3/4” bolt

E. Gratings and Treads

1. Floor Gratings: Grating shall be welded steel bar grating with bearing bars and cross bars welded together in accordance with NAAMM MBG 531.

a. Material: Steel

b. Finish: Galvanized in accordance with ASTM A123

c. Dimensions:

1) Bearing bar height: 1 1/4 inch and 2 inch as noted in the Drawings

2) Bearing bar thickness: 3/16 inch

3) Bearing bar spacing: 1 3/16 inch

4) Cross bar spacing: 4 inch

d. Banding: All grating ends shall have banding installed by the grating manufacturer. Banding bars shall be rectangular profile with the same depth and thickness of the bearing bars to which they are attached.

e. Attachment method: Welded anchorage and weld lugs as indicated in the Drawings.

2. Stair Treads: Treads shall be welded steel bar grating treads with checker plate nosing in accordance with

NAAMM MBG 531.

a. Material: Steel

b. Finish: Galvanized in accordance with ASTM A123

c. Dimensions:

1) Tread width: 10 15/16 inch

2) Tread length: 36 inch

3) Bearing bar height: 1 inch

4) Bearing bar thickness: 3/16 inch

5) Bearing bar spacing: 1 3/16 inch

6) Cross bar spacing: 4 inch

d. Tread surface: Smooth

e. Nosing: Rolled floor checker plate nosing

F. Insulated Metal Wall Panels

Refer to Appendix B for insulated metal wall panel requirements.

G. Rigid Insulation

1. Manufacturer: The Dow Chemical Company; (800) 258-2436; www.dow.com

2. Basis of design: THERMAX Heavy Duty Insulation board

3. Description: Closed cell polyisocyanurate foam board with glass fiber reinforced core, faced on both sides with embossed aluminum.

4. Board thickness: 2 inch

5. Board edges: Square

6. Faces: 4.0 mil thick white embossed aluminum facer one side, and a 1.25 mil thick plain embossed aluminum facer on the other side.

7. Compressive strength: Minimum 25 psi

8. Mounting: Impalement-type fasteners

H. Cleanroom Panels

1. Manufacturer: Plascore Inc; 615 N Fairview St; Zeeland, MI 49464; (800) 630-9257; www.plascore.com

2. Basis of design: Plascore Pharmaceutical 1/2 inch Non-Walkable Ceiling System

3. Description: Metal interior cleanroom panel with an aluminum honeycomb core, faced on both sides with steel sheet

4. Overall panel thickness: 1/2 inch

5. Panel width: 4 foot

6. Edge treatment: Roll-formed

7. Panel finish: UPVC

8. Color: Snow White

9. Mounting: Panels shall be mounted by attaching back or top skin to supporting structure. Provide a 7/16 inch clear hole in face skin to install fastener.

10. Hole plugs: White plugs for 7/16 inch pilot hole in face skin

I. Fall Protection, Ladders, and Railings

1. Fall Protection Anchors:

a. Manufacturer: ClimbTech, LLC; 7303 Burleson Rd. Suite 901; Austin, TX 78744; (512) 308-6440;

www.climbtech.com

b. Basis of design: ClimbTech Swivel Anchor Model SWS100N

c. Description: Bolt-on swivel type fall protection anchorage tested in accordance with ASSE Z359.7.

d. Material: Stainless steel

e. Breaking strength: 5000 lb

2. Horizontal Lifeline (HLL):

a. Manufacturer: Sperian Fall Protection, Inc.; (800) 873-5242; www.millerfallprotection.com

b. Basis of design: Miller Xenon Permanent Horizontal Lifeline

c. Description: Permanent HLL fall protection system with automatic pass-through shuttles.

d. Number of workers supported per HLL: four (4)

e. Quantity of shock absorbers per HLL: two (2)

f. Quantity of shuttles per Bridge: eight (8)

g. Wire rope material: Stainless steel

h. Anchor material: Stainless steel

3. Ladder Rungs:

a. Manufacturer: SlipNOT Metal Safety Flooring; 2545 Beaufait St; Detroit, MI 48207; (800) 754-7668;

www.slipnot.com

b. Description: Solid round ladder rungs with anti-slip coating

c. Material: Stainless steel

d. Diameter: 1 inch

e. Anti-slip surface texture: Medium to coarse

f. Anti-slip surface coefficient of friction: 0.6 minimum

g. Surface to substrate bond strength: 2,000 psi minimum in accordance with ASTM C633

4. Self-Closing Safety Gates:

a. Manufacturer: BlueWater Manufacturing; 4064 Peavey Rd; Chaska, MN 55318; (866) 621-1776;

www.bluewater-mfg.com

b. Basis of design: GuardDog Self-Closing Industrial Safety Gate

c. Description: Self-closing swing gate shall have a top and mid rail in accordance with 29 CFR.

d. Size: To be determined by the Contractor for each location

e. Material: Steel

f. Finish: Hot-dip galvanized

J. Storage Chests

1. Manufacturer: Apex Tool Group; 14600 York Rd. Suite A; Sparks, MD 21152; (800) 643-0084;

www.apextoolgroup.com

2. Basis of design: JOBOX Heavy-Duty Lifting Chest, P/N 1-659990

3. Description: Weather resistant and durable storage chest. The chest must include lifting attachments and a lockable lid.

4. Minimum loaded capacity: 2000 lbs

5. Approximate length: 48 inch

6. Approximate width: 24 inch

7. Approximate height: 28 inch

3. EXECUTION

A. Fabrication

1. Fabrication of structural steel shall be in accordance with Section M2 of AISC 360 and Section 6 of AISC

303.

2. Dimensional Tolerances:

a. Structural steel: Fabrication tolerances, unless noted otherwise, shall be in accordance with Section

6.4 of AISC 303 and the following:

1) The Tower columns and Bridge main girders shall meet the dimensional requirements of ASTM

A6 whether or not they are spliced.

b. Other steel and metals:

1) ± 1/16 inch for all dimensions equal to or less than 24 inch

2) ± 1/8 inch for all dimensions greater than 24 inch

3) ±1° for all angular dimensions

3. Typical construction details and welds shall be used for similar items.

4. Complete structural steel weldments in shop to the greatest extent possible prior to shop blasting and painting.

5. Splices in structural steel members are not permitted unless noted otherwise in the Drawings.

6. Finishing: Accurately finish ends of columns, base plates, cap plates, and other members that transmit bearing loads. Finished surfaces shall have a surface roughness not in excess of 500 micro-inches in accordance with ASME B46.1.

7. Cut ends of members shall be square within the tolerances for milled ends specified in ASTM A6.

8. Perform thermal cutting by machine to the greatest extent possible. Plane thermally cut edges to be welded to comply with the requirements of AWS D1.1.

9. Weld access hole geometry of SFRS beam to column connections shall be in accordance with Subclause

6.11.1.2 of AWS D1.8 for Alternate Geometry.

10. Break all sharp edges to a 1/32 inch chamfer (minimum).

11. Punch, subpunch, ream, and drill bolt holes perpendicular to the surface of the member. Do not flame cut holes or enlarge holes by burning.

12. Cap and seal weld all open pipe and tube ends.

13. Railing systems including stair railings shall be welded pipe construction in accordance with NAAMM AMP

521. Welds shall be Type 3 in appearance.

14. Closed pipe sections shall have at least one 1/8 inch vent hole drilled on the underside when installed.

15. Stainless steel surfaces shall be protected during forming from free iron deposits.

B. Erection

1. Erection of structural steel shall be in accordance with Section M4 of AISC 360 and Section 7 of AISC 303.

2. Erection tolerances shall be in accordance with Section 7.13. of AISC 303 and the following:

a. Tower tolerances requiring special inspections are provided in the Drawings.

b. Bridge tolerances requiring special inspections are provided in the Drawings.

c. The elevation of the bottom of Tower base plates shall have a variation of no more than 1/8 inch.

d. The elevation of the Bridge main girders’ erection supports shall have a maximum allowable variation of 1/8 inch.

3. Tower erection support: The Contractor shall provide column anchorages for the Towers in accordance with OSHA 1926.755.

4. Bridge erection support: At a minimum, the Contractor shall support the main girders of the Bridge at Grids

2B, 2D, 3B, 3D, 6B, 6D, 7B, and 7D.

5. Top of steel elevations shown in the Drawings indicate plane of steel after erection and assembly are complete.

6. Provide temporary shores, guys, braces, and other supports during erection to maintain structural steel secure, plumb, and in alignment against temporary construction loads. Remove temporary supports when permanent structural steel, connections, and bracing are in place unless noted otherwise.

7. Before assembly, clean bearing surfaces and other surfaces that will be in permanent contact with members.

8. Align and adjust members that form part of the structural frame before permanently fastening.

9. Perform necessary adjustments to compensate for the discrepancies in elevations and alignment.

10. Do not use thermal cutting during erection unless approved by the EOR. Finish thermally cut sections in accordance with the smoothness limits of AWS D1.1.

11. Ream holes that must be enlarged to admit bolts. Do not enlarge unfair holes in members by burning or using drift pins.

C. Bolted Joints

1. Install structural high-strength bolted connections in accordance with AISC 348.

2. Bolted joint callouts in the Drawings specified as “A325/F1852” OR “A490/F2280” shall be installed as snug-tightened joints in accordance with AISC 348.

3. Bolted joint callouts in the Drawings specified as “A325/F1852 PT” OR “A490/F2280 PT” shall be installed as pretensioned joints in accordance with AISC 348.

4. Bolted joint callouts in the Drawings specified as “A325/F1852 SC” OR “A490/F2280 SC” shall be installed as slip-critical joints in accordance with AISC 348.

5. Bolts, nuts, and washers shall be clean of dirt and rust and be lubricated prior to installation.

6. Ensure joint surfaces that will become inaccessible upon assembly of bolted joints are coated per

Paragraph 3.E., prior to assembly of the joint.

7. Bolt assemblies may be oriented as shown in the Drawings or may be turned 180° to facilitate assembly of bolted joints.

D. Welding

1. All welding performed shall fully comply with the procedure and performance requirements of the following standards:

a. Steel: AWS D1.1

b. Sheet steel: AWS D1.3

c. Stainless steel: AWS D1.6

d. Seismic force-resisting system (SFRS): AWS D1.8. Except as modified by AWS D1.8, all of AWS D1.1 still applies when AWS D1.8 is specified

e. Gratings: NAAMM MBG 533

2. Structural steel welds are classified into one of three categories. Weld callouts in the Drawings indicate which category a weld is classified as. The three categories are as follows:

a. Non-SFRS Welds: Welds not included in the SFRS are governed by AWS D1.1 and no special seismic considerations apply. Weld callouts for these welds will not have any special indicator in the tail of the weld symbol (i.e. SFRS or SFRS-DC).

b. SFRS Welds: Welds that are part of the SFRS, but not Demand Critical, are governed by AWS D1.8.

Weld callouts for these welds will have SFRS in the tail of the weld symbol.

c. Demand Critical (DC) Welds: Welds that are part of the SFRS and Demand Critical are subject to all the applicable requirements of AWS D1.8 as well as those additional provisions that apply to demand critical welds. Weld callouts for these welds will have SFRS-DC in the tail of the weld symbol.

3. Protected zones:

a. No unauthorized welds or attachments are permitted in the protected zones without written approval of the EOR. Welds shown in the Drawings are considered authorized by the EOR. If erection aids are required to be attached within the protected zone, the Contractor shall obtain the written approval of the EOR for use of such attachments.

b. No notches or gouges other than those shown in the Drawings are permitted in the protected zone without written approval of the EOR.

c. Any repairs in the protected zone shall be inspected following repair work in accordance with AWS

D1.8.

4. All welding shall be in accordance with the weld procedure specifications (WPSs).

5. Toughness and notch sensitivity of the steel shall be considered in the formation of all welding procedures to prevent brittle, premature fracture during construction.

6. Weld symbols shown are in accordance with AWS A2.4.

7. Weld sizes shown are the minimum acceptable sizes.

8. Weld filler metal shall have a minimum tensile strength of 70 ksi.

9. Welds shall be sequenced to minimize distortion. Where distortion does occur, straightening per AWS

D1.1 (for steel) and AWS D1.6 (for stainless steel) shall be performed to achieve tolerances of the

Drawings and Specification.

10. Built-up sections and weldments assembled by welding shall be free of warpage and all axes shall have true alignment.

11. Prior to welding, welded surfaces shall be thoroughly cleaned of all foreign matter including paint for at least 2 inches from the root of the weld.

12. Minimum preheat and inter-pass temperatures for structural steel welding are specified in AWS D1.1, except that no welding shall be performed when ambient temperature is lower than 0°F. The temperature shall be measured from the side opposite that in which the preheat is applied.

13. Welds shall be sound throughout. There shall be no crack in any weld or weld pass. Welds shall be considered sound if they conform to AWS requirements.

14. Welds shall be free from overlap.

15. Craters shall be filled to the full cross-section of the welds.

16. Visually inspect all welds in accordance with AWS D1.1, AWS D1.3, or AWS D1.6, as applicable, with the following exception. No undersized welds or porosity greater than 1/8 inch is allowed.

17. Welded joints shall not be painted until after welding has been completed and the weld inspected.

18. Remove all weld splatter from exposed surfaces.

19. Welds may be ground flat for fit-up of other pieces.

20. No welding is allowed in the k-area of columns in accordance with the Drawings.

21. HSS to HSS, HSS to pipe, and pipe to pipe connections must be fully welded.

22. Remove all backing, end dams, and weld tabs from joints after welds are complete.

E. Surface Preparation, Painting, and Surface Finish

1. Coating systems:

a. Structural steel:

1) Manufacturer: PPG Industries, Inc.; One PPG Place; Pittsburgh, PA 15272; www.ppg.com

2) Base coat requirements:

a) Basis of design: PPG AMERCOAT 235

b) Description: Phenalkamine epoxy

c) Specification: MIL-PRF-23236D, Type V, Class 7, Grades B & C

d) Color: Oxide Red

e) Applied dry film thickness: 4.0 to 8.0 mils

3) Topcoat requirements:

a) Basis of design: PPG PSX 700 SG

b) Description: Siloxane epoxy

c) Specification: MIL-PRF-24635E, Type V & VI, Class 2, Grades B & C

d) Color(s): Haze Gray and Safety Yellow as indicated in the Drawings and Specification

e) Sheen: Semi-gloss

f) Applied dry film thickness: 4.0 to 7.0 mils

4) Structural steel topcoat shall meet Class “A” surface burning characteristics having a Flame

Spread Index of 0 to 25 and Smoke Developed Index of 0 to 450 when tested in accordance with

ASTM E84 or UL 723.

b. Slip critical faying surfaces:

1) Manufacturer: PPG Industries, Inc.; One PPG Place; Pittsburgh, PA 15272; www.ppg.com

2) Coating requirements:

a) Basis of design: PPG Dimetcoat 9 H

b) Description: Inorganic Zinc Silicate Primer

c) Specifications:

(1) SSPC Paint 20, Type IC, Level 1

(2) AASHTO M 300

d) Color: Green

e) Applied dry film thickness: 2.5 to 5.0 mils

f) Shall be qualified as a RCSC Class B slip coefficient for high strength bolted connections

c. Thermal spray coating (TSC): Refer to Appendix C for TSC requirements.

d. Sealant for thermal spray coated surfaces

1) Manufacturer: PPG Industries, Inc.; One PPG Place; Pittsburgh, PA 15272

2) Coating requirements:

a) Topcoat: Amerlock 400AL

b) Description: Aluminum Epoxy Mastic

c) Color: Aluminum

d) Sheen: Flat

e) Applied dry film thickness: 3.0 to 5.0 mils

e. Hot-dip galvanizing: Where indicating in the Drawings, structural steel and other steels shall be hot-dip galvanized in accordance with ASTM A123.

2. Carbon steel:

a. Surface preparation: Prior to priming, prepare carbon steel surfaces to be painted by dry abrasive blasting to a near-white metal in accordance with SSPC-SP 10/NACE No. 2.

b. Paint:

1) Only carbon steel (ferrous) surfaces shall be painted. Surfaces that do not receive paint (unless approved by the EOR) include nonstructural fasteners, threaded holes, surfaces requiring NDT

(e.g. visual inspections, MTs, or UTs) until after NDT has been performed, stainless steel, galvanized finish materials (e.g. joists as noted in the Drawings, gratings, and stair treads), product/certification labels, and commercial items with factory applied coatings.

2) Paint shall be applied in accordance with SSPC-PA 1 and manufacturer’s instructions.

c. Slip-critical faying surfaces:

1) Coated: Structural faying surfaces that are indicated in the Drawings as slip-critical, “SC”, shall have the slip-critical coating system applied in accordance with SSPC-PA 1 and manufacturer’s instructions.

2) Hot-dip galvanized: Slip critical faying surfaces that are hot-dip galvanized do not require additional coating and shall be roughened by means of hand wire brushing as indicated in AISC

348. Power wire brushing is not permitted.

3. Thermal spray coated surfaces:

a. Surface preparation: Prior to painting, remove all oil, grease, dirt and other foreign material from surfaces by solvent cleaning per SSPC-SP 1.

b. Paint:

1) Only surfaces that have been thermally spray coated per Appendix C of the Specification shall be painted with Aluminum Epoxy Mastic.

2) The Aluminum Epoxy Mastic is to serve as a seal coat for thermally spray coated surfaces without compromising anti-slip properties.

3) Thin the paint to the maximum extent permitted by the manufacturer prior to application, to achieve a single, thin seal coat.

4) Paint shall be applied in accordance with SSPC-PA 1 and manufacturer’s instructions.

4. Stainless steel:

a. Stainless steel sheet that is used as trim and flashing shall have a No. 4 finish in accordance with

ASTM A480. Do not blast these surfaces.

b. After forming and welding, stainless steel plate surfaces shall be glass bead blasted in accordance with ASTM A380.

c. After blasting, stainless steel plate surfaces shall be free of markings, free iron deposits, oxide, scale, rust, grease, oil, particles, metal chips, soil, or dirt in accordance with ASTM A380.

d. Where stainless steel is welded to carbon steel, perform touch-up painting in accordance with the

“Touch-up painting” paragraph below to the heat affected zone of the stainless steel and welded area.

5. Cleaning and protection:

a. All piece, erection, and inspection markings shall be removed, ground smooth, and touch-up painted.

b. Applied coatings shall be free of flaking, rusting, peeling, cracking, checking, blistering, scaling, undercutting, runs, orange peel, and similar application deficiencies.

c. Touch-up painting: Immediately after erection, clean exposed areas where paint is damaged or missing and touch-up paint with base coat paint then topcoat paint in accordance with SSPC-PA 1.

Clean and prepare surfaces in accordance with SSPC-SP 2, hand-tool cleaning, or SSPC-SP 3, power-tool cleaning.

d. Galvanized surfaces: Where galvanizing is damaged or missing, clean and repair galvanizing in accordance with ASTM A780. This includes any cuts or holes made in galvanized pieces made after initial galvanizing.

e. If free iron deposits are detected on stainless steel surfaces, cleaning and removal shall be in accordance with ASTM A380.

F. Sealant

1. Material:

a. Manufacturer: Dow Corning; (800) 248-2481;www.dowcorning.com

b. Basis of Design: Dow Corning 795 Silicone Building Sealant

c. Description: Neutral-cure, one-part silicone sealant

d. Standards: ASTM C920, Type S, Grade NS, Class 50, Use NT

e. Color: White

f. Sealant shall have the following surface burning characteristics when tested in accordance with ASTM

E84:

1) Flame spread index: 0 – 25

2) Smoke developed index: 0 – 450

2. Examination:

a. Validation date: Do not use sealants that have exceeded their shelf life.

3. Preparation:

a. Cleaning: Clean surfaces from dirt, frost, moisture, grease, oil, wax, lacquer, or other foreign matter that would tend to destroy or impair adhesion. Remove oil and grease with solvent. Surfaces must be wiped dry with clean cloths. When resealing an existing joint, remove existing sealant prior to applying new sealant. Follow sealant manufacturer recommendations for cleaning and preparing each substrate surface type.

b. Masking tape: Use masking tape on cleanroom panel joints to create clean sealant lines. Remove tape immediately after tooling without disturbing joint seal.

4. Application:

a. Sealant installation standard: Comply with recommendations in ASTM C1193 for use of joint sealants as applicable to materials, applications and conditions indicated.

b. Backstops: Install backstops dry and free of tears and holes. Tightly pack the back or bottom of joint cavities with backstop material to produce cross-sectional shapes and depths of installed sealants relative to joint widths that allow optimum sealant movement capability.

c. Apply the sealant in accordance with the manufacturer’s…