Minervum 7441 4817 ZG Breda The...

CLIENT REVIEW CODE:

A APPROVED NO COMMENTS: FABRICATION MAY PROCEED

B APPROVED WITH COMMENTS: FABRICATION MAY PROCEED

C NOT APPROVED: FABRICATION MAY NOT PROCEED

D TAKEN FOR INFORMATION: NO COMMENTS FABRICATION MAY PROCEED

DATE: NAME: SIGNATURE:

C21 For construction 28-09-2017 PLA NLE KBO

C11 For construction 03-08-2017 PLA NLE KBO

A31 For approval 15-12-2016 PLA NLE KBO

A21 For approval 29-11-2016 PLA NLE KBO

A11 First Issue 28-09-2016 PLA NLE KBO

REV. DESCRIPTION DATE AUTHOR CHECKED APPROVED

KROHNE Oil & Gas B.V.

Minervum 7441

4817 ZG Breda

The Netherlands

CLIENT / PROJECT NAME: PURCHASE ORDER: PROJECT NUMBER:

Fadhili

N/A

16NL179

DOCUMENT TITLE:

Painting Procedure Structural Steel

KOG DOCUMENT NUMBER:

16NL179-PRO-0503

CLIENT DOCUMENT NUMBER:

N/A

KOG REVISION

C21

CLIENT REVISION

N/A

KROHNE Oil & Gas B.V. Painting Procedure Piping Rev.9 (Jan-16)

REV.DATE SECTION PAGE NO SUMMARY OF CHANGES AUTHOR

03-08-2017 0 2 Adding a change log PLA

03-08-2017 1 4 Adjusting DFT PLA

03-08-2017 2.3 5 Issue date adjusted (SAES-H-101V) PLA 03-08-2017 3.3 6 Changing paint application name PLA 03-08-2017 4.1 7 Changing values SSPC PA2 PLA 03-08-2017 4.2 7 Changing max measurement PLA 03-08-2017 4.4 7 Adding attachment information PLA 28-09-2017 1 4 Changing application (adding hot-dip galvanising) PLA

28-09-2017 3 6 Changing all sections PLA


TABLE OF CONTENTS

1. PROJECT SPECIFICATIONS & ADDITIONAL REQUIREMENTS ........................... 4

2. CONTRACTOR RESPONSEBILITY ......................................................................... 5 2.1 SCOPE ........................................................................................................................ 5 2.2 PURPOSE................................................................................................................... 5 2.3 APPLICABLE DOCUMENTS ...................................................................................... 5 2.4 SAFETY AND ENVIRONMENT .................................................................................. 5 2.5 HAZARDOUS COATING COMPONENTS ................................................................. 5 2.6 PERSONNEL .............................................................................................................. 5 2.7 BLASTING AND SPRAYING EQUIPMENT ............................................................... 5

3. PAINTING PROCEDURE .......................................................................................... 6 3.1 GRIT BLASTING (ON NEW STEEL STRUCTURES) ................................................ 6 3.2 HOT-DIP GALVANIZING ............................................................................................ 6 3.3 PREPARATION BEFORE 2

nd LAYER APPLICATION ............................................... 6

3.4 PAINTING APPLICATION 2nd

LAYER ........................................................................ 6 3.5 COATING SYSTEM (APCS-26) ................................................................................. 6

4. INSPECTION & QUALITY CONTROL ...................................................................... 7 4.1 FINAL DFT MEASUREMENT ..................................................................................... 7 4.2 COATING OF SKID CONSTRUCTION ETC .............................................................. 7 4.3 COATING RECORDS ................................................................................................. 7 4.4 INSPECTION AND TESTING REQUIRMENTS ......................................................... 8

APPENDICES

APPENDIX Inspection & testing requirements

Quality control daily checklist

12-SAMSS-007

APCS-26

Datasheets paint system


1. PROJECT SPECIFICATIONS, PAINT SYSTEM & ADDITIONAL REQUIREMENTS

Project Specifications

KOG job number 16NL179

Project name Fadhili

Vendor To be appointed

Preparation date 28th September, 2017

Applicable specifications SAES-H-001; SAES-H-101V; APCS-26; SSPC-PA-2; ASTM A123/A123M; ASTM E376; 12-SAMSS-007 and paint data sheets

Cleanblasting & painting procedure C21

Paint system Application as per: DFT

1st layer Hot-Dip Galvanizing

ASTM A123/A123M & ASTM E376

12-SAMSS-007

Hot-dip galvanizing procedure- and test-plan (“how”) to be submitted by sub-(sub)-contractor for approval by KROHNE Oil & Gas prior to the application.

2nd

layer

Carboguard 890 APCS-26 & datasheet Min 125 µm, max 200 µm

External surface (carboguard 890) Top colour RAL

Foundation steel & supports Traffic grey RAL 7042

Handrails, guardrails, ladders Zinc yellow RAL 1018

Lifting Lugs Rape yellow RAL 1021


2.CONTRACTOR RESPONSIBILITY 2.1 Scope This procedure is specific for KROHNE projects for SAUDI ARAMCO and is applicable for the painting of structural steel according SAUDI ARAMCO 12-SAMSS-007 and paintsystem APCS-26. 2.2 Purpose The primary purpose of the coating is to protect the structural steel against corrosion and

degradation. The surface preparation (derusting) will be with the most concern carried out in order

to become the maximum stand time of the coating system. The intention is to give the paintwork a

solid esthetic view and that the paintwork is in compliance with the contractual requirements.

2.3 Applicable documents SAES-H-001 Issue date: 10 April 2011 SAES-H-101V Issue date: 09 October 2012 APCS-26 Issue date: 10 April 2011 SSPC-PA-2 Issue date: 01 may 2012 12-SAMSS-007 Issue date: 17 may 2011 2.4 Safety and environment The contractor shall be responsible for all aspects of safety and personal protection related to the painting work to be done. Environmental regulations and rules shall be met.

Warning signs shall be prominently displayed at all access points to areas where abrasive blasting and painting is in progress.

2.5 Hazardous coating components

The contractor shall ensure that all layers of a coating system and all abrasive blasting materials comply with any local and/or regional standards or regulations on banned materials such as lead, chromate, crystalline silica or coal tar. Any coating system shall fully comply with any local and/or regional air quality or Volatile Organic Compounds (VOC) levels or emission standards or regulations. Handling and disposal of hazardous waste resulting from the painting activities shall be in accordance with regulations and specific requirements.

2.6 Personnel

Only professional, skilled blasters and painters shall be used. A skilled and appropriately certified foreman shall supervise the blasters and painters. 2.7 Blasting and spraying equipment

The contractor shall demonstrate that the blasting and spraying equipment to be used is in good condition and well maintained. Blasting and painting equipment shall fully comply with the local and/or regional regulations.


3. PAINTING PROCEDURE

3.1 Grit blasting (on new steel structures) Grit blasting will be carried out not more than 4 hours before a primer coat is brought on, otherwise inspection of the abrasive-cleaned surface is required. Grit blasting will only be carried out on carbon steel structures. The cleanliness of the surface shall meet EN-ISO 8501:2001/A1:2001 Sa 2.5 (Swedish norm SIS 055900-1967). Blasting will be carried out in a closed cabin where the temperature is at least 3°C more than the dewpoint at that time. 3.2 Hot-Dip Galvanizing Hot-dip galvanizing as per 12-SAMSS-007 and ASTM A123/A123M. 3.3 Preparation before 2

nd layer application

Sweep blast to lightly roughen the surface; solvent clean prior to sweep blasting. 3.4 Painting application 2

nd layer

All paints and thinners are kept in a frost free and ventilated area and are protected against sunlight. Only competent people will carry out the paintwork. No coating will be applied when:

The surfaces are less than 3°C above dew point. The relative humidity of the air is greater than 90%. The temperature of the air is below 5°C. The surface temperature is more than 70° C (Max. service temperature minus 10°C) The surface temperature is less than 10° C.

The layer will be sprayed on with airless spray. During the application, each spray pass will overlap the previous pass by 50%. The coat is to be applied completely over the entire surface. The air spray is equipped with a range of tips with varying spray angles and washers as recommended by the paint manufacturer. 3.5 Coating system 2

nd layer (APCS-26)

Carboline paint: Carboguard 890 Preparation: Sweep blast to lightly roughen the surface; solvent clean prior to

sweep blasting.

Coating: One coating with a min. total DFT of 125 µm and a max. of 200 µm. Colour structural steel and supports: RAL 7042 (Traffic Grey) Handrails, guardrails, ladders: RAL 1018 (yellow) Note: Stainless steel parts will not be painted. .


4. INSPECTION & QUALITY CONTROL

4.1 Final DFT measurement The final DFT shall be within the limits allowed in this coating system; procedure SSPC PA2 for determining conformance to dry coating thickness requirements shall be used as below described:

Thickness Gage Reading Spot Measurement Area Measurement

Skid construction, supports, stairways and bordesses

Min. 125 µm Unrestricted 80% of minimum 100 µm As specified

Max. 200 µm Unrestricted 200% of maximum 400 µm As specified

Gage reading: A single instrument reading. Spot measurement for skid construction, supports, stairways and bordesses: Is the average of gage readings made on devided surfaces of beams. Any unusually high or low gage readings that are not repeated consistently are discarded. The average of the acceptable gage readings is the spot measurement. Area measurement: The average of measurements performed on a painted surface less than 10m² with a representative number of measurements points but with a minimum of 5 spot measurements. 4.2 Coating of skid construction, supports, stairways, walkways Shall be as per coating thickness restriction level 5 of Table 1 in SSPC PA2 with an additional restriction on the maximum spot measurement of 400 µm and measured as per SSPC PA 2. Meaning that the spot measurements must be between 80% of minimum thickness and the maximum thickness may not exceed 400 µm. The individual gage readings are allowed to be lower than 80% of minimum thickness or higher than 400 µm of maximum thickness because only the average of the three readings must be within 80% – 400 µm. The area measurement must be within the minimum – maximum thickness range. The beam shall be divided in surfaces as shown in Figure A2 of SSPC PA 2 for gage readings, were the average of those 8 readings shall be calculated as 1 spot measurement. The toe of beams will not be taken as separate surface. The spot measurements on all skids and supports shall be marked on a drawing of that and shall be part of the paint report. +If any spot measurement falls outside the specified range, additional measurements may be made to define the non-conforming area. That area must be sand papered and repaired by repainting and re-measured as per this painting procedure. 4.3 Coating records The coating contractor and operator should apply the certificates. The report contains per painted batch as minimum date

Project name Coating system Batch number Abrasive type, manufacture, product number Primer and topcoat manufacture, product number, colour


Operator name and signature Signed off ITP with measurement reports. Drawing with marked spot measurements.

4.4 Inspection and testing requirements Attachment 1 – Saudi Aramco inspection and test requirements (IR091300) Attachment 2 - Quality control daily checklist (applicable to use & fill in daily during application by the coating contractor)

INSPECTION & TESTING REQUIREMENTSSAUDI ARAMCO FORM-175

REVISION: 12/08/2011

REPLACES: 05/22/2011

CODE NUMBER:

IR091300PAGE:

1 of 2

SCOPE: COATING: Shop Applied, Internal or External.

TEST AND INSPECTION PER: 09-SAMSS-089 ,09-SAMSS-091 and Specifications As Noted Below

(1) VISUAL INSPECTION WITNESSING BY INSPECTOR (Note 1)

(2) CERTIFICATES / RECORDS TO BE CHECKED BY INSPECTOR

(3) CERTIFICATES / DATA TO BE PROVIDED BY VENDOR / SUPPLIER / MANUFACTURER

0010* * * Pre-Fabrication/Production Requirements Specification Details / Notes:0010 X MTR’s for Coating Material

0020 X Blast Abrasive Chemical Analysis

0030 X Vendor Coating Inspector/s & Applicators Qualification Review by COMPANY Inspector required prior to work.

0040 X Work Procedure Approval RSA approval is required.

0020* * * In process inspection & test requirement Specification Details / Notes:0010 X Storage, Dates of Manufacture, Leakage & traceability See SAES-H-100 and applicable SAMSS for details.

0020 X Sample material receiving Inspection, prior to coating Applicable SAMSS and 01-SAMSS-024.

0030 Surface Preparation: Per SAES-H-100 and applicable SAMSS.

0040 X I. Pre-Blast Check, blotter test & weather condition; Shall be Free of oil, moisture and contamination. (See Note 3).

0050 X II. Cleaning, profile, cleanliness grade & check for any steel

imperfection

Removal of spent abrasive, scabs, silvers, gouges, laminations

etc.Defective pipe or fittings shall be set aside for final decision

by the Buyer representative.

0060 X III. Chloride Contamination Test Test only when blasted surfaces not treated to a phosphoric

acid and fresh water wash.

0070 X Calibration of Inspection Equipment Per Vendor QA/QC requirements.

0080 Paint & Coatings Application:

0090 X X a) Atmospheric Conditions ,cleanliness , Substrate Temperature &

gel time

Verify free of flash rusting, dust and surface debris prior to

coating. Blasted surfaces shall not left for more than 4 hrs

0100 X b) Primer application Only for Internal coating as per 09-SAMSS-91

IR091300 Continued...

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Text Box

Attachment 1

REVISION: 12/08/2011

REPLACES: 05/22/2011

INSPECTION & TESTING REQUIREMENTSSAUDI ARAMCO FORM-175

CODE NUMBER:

IR091300PAGE:

2 of 2

(1) VISUAL INSPECTION WITNESSING BY INSPECTOR (Note 1)

(2) CERTIFICATES / RECORDS TO BE CHECKED BY INSPECTOR

(3) CERTIFICATES / DATA TO BE PROVIDED BY VENDOR / SUPPLIER / MANUFACTURER

0030* * * Final inspection & test requirements Specification Details / Notes:0010 X X Production Bend, Adhesion, Cure, Holiday Detection Test ,

Stenciling & reproducing original marking

09-SAMSS-89/91 as applicable

0020 X X Visual Inspection of Finished Coatings Check for coating color, appearances, and uniformity.

0030 X Pipe Handling, Storage & Shipment Preparation Padding material and procedures shall be approved by

COMPANY inspector.

Notes:

(1) May only be waived by the responsible Saudi Aramco, ASC, or AOC Inspection Offices.

(2) See form SA175 000003 for instructions on using this form.

(3) As a minimum, the inspector shall check and approve air quality, humidity, dew point, surface temperature at the start, mid-point of each 8 hour

shift. Prior to blasting

End of IR091300

Document Responsibility: Paints and Coatings Standards Committee SAES-H-001

Issue Date: 10 April 2011 Coating Selection and Application

Next Planned Update: 10 April 2016 Requirements for Industrial Plants and Equipment

Page 120 of 121

Quality Control Daily Check List

Date: __/___/__

Coating Contractor: ___________________________________________

Location: _________________________ Plant #__________ Equipment #________

1. Environment:

Weather Condition Dew Point Reading

Rain Clear High Wind Cloudy Time

Air Temp.

Steel Temp.

2. Surface Preparation: Rel. Humidity

Chemical Cleaning Dew Point

Solvent

Detergent 3. Cleanliness & Profile: 4.Abrasives:

Steam Cleaning SA-2 Grit

Grinding SA-2.5 Garnet

Air Blasting SA-3 Hand and/or Power Tools

Water Washing Profile Others

Water Blasting

5.Air Compressor

Size

Nozzle Pressure 6. Blaster Safety:

Nozzle Size Dead Man Handles

Moisture Traps Hose Anti-static

Purifiers

7. Coating System Specification:

(Primer/Intermediate/Top Coatings)

Air Hose, Air Hood

Mfg. Date 8. Application Method:

Base Batch Number Brush

Curing Batch Number Roller

Color Conventional

AMS Stock Number Airless

Thinner Number

Thinner %

Wet Film Thickness

Dry Film Thickness

Coating Applied By

Comments:

Crew Supervisor Name:

Signature:

Saudi Aramco Inspector Name: Signature:

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Text Box

Attachment 2

Previous Issue: 3 September 2006 Next Planned Update: 17 May 2016

Revised paragraphs are indicated in the right margin Page 1 of 30

Primary contact Baldwin, Charles Cummins on 966-3-8760151

Copyright©Saudi Aramco 2010. All rights reserved.

Materials System Specification

12-SAMSS-007 17 May 2011

Fabrication of Structural and Miscellaneous Steel

Document Responsibility: Onshore Structures Standards Committee

Saudi Aramco DeskTop Standards

Table of Contents

1 Scope............................................................ 2

2 Conflicts and Deviations................................ 2

3 References.................................................... 2

4 Products and Materials................................. 7

5 Galvanizing, Painting and Coating.............. 10

6 Fabrication................................................... 14

7 Inspection and Testing................................ 27 Appendix 1 – ASTM Material Equivalency......... 30

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Text Box

Attachment 2

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Text Box

Attachment 3

Document Responsibility: Onshore Structures Standards Committee 12-SAMSS-007

Issue Date: 17 May 2011

Next Planned Update: 17 May 2016 Fabrication of Structural and Miscellaneous Steel

Page 2 of 30

1 Scope

This Specification defines the requirements for material selection, connections,

detailing, fabrication, galvanizing, painting and coatings, marking for erection and

delivery of structural and miscellaneous steel. Erection of structural steel shall be per

12-SAMSS-008. Offshore structures and pre-engineered metal buildings are excluded

from this specification.

2 Conflicts and Deviations

2.1 Any conflicts between this Specification and other applicable Saudi Aramco

Materials System Specifications (SAMSSs), Engineering Standards (SAESs),

Standard Drawings (SASDs) or industry standards, codes, and forms shall be

resolved in writing by the Company or Buyer Representative through the

Manager, Consulting Services Department.

2.2 Direct all requests to deviate from this Specification in writing to the Company or

Buyer Representative, who shall follow internal company procedure SAEP-302

and forward such requests to the Manager, Consulting Services Department of

Saudi Aramco, Dhahran.

3 References

The selection of material and equipment, and the design, construction, maintenance, and

repair of equipment and facilities covered by this Specification shall comply with the

latest edition of the references listed below, unless otherwise noted.

3.1 Saudi Aramco References

Saudi Aramco Engineering Procedure

SAEP-302 Instructions for Obtaining a Waiver of a

Mandatory Saudi Aramco Engineering

Requirement

Saudi Aramco Engineering Standards

SAES-B-063 Aviation Obstruction Marking and Lighting

SAES-H-001 Coating Selection and Application Requirements

for Industrial Plants and Equipment

SAES-H-100 Coating Material and Application Requirements

for Industrial Facilities

SAES-H-101 Approved Protective Coating Systems

http://standards/docs/SAMSS/PDF/12-SAMSS-008.pdf

http://standards/docs/SAEP/PDF/SAEP-302.pdf

http://standards/docs/SAEP/PDF/SAEP-302.pdf

http://standards/docs/SAES/PDF/SAES-B-063.pdf

http://standards/docs/SAES/PDF/SAES-H-001.pdf






Page 3 of 30

Saudi Aramco Materials System Specification

12-SAMSS-008 Erection of Structural and Miscellaneous Steel

Saudi Aramco Standard Drawing

AA-036322 Anchor Bolt Details – Inch and Metric Sizes

Saudi Aramco Inspection Requirements

Form 175-120100 Steel Structures

Form 175-120500 Tower: Communication

Saudi Aramco Forms and Data Sheets

SA-7927 Non-Material Requirements for Fabricated

Structural Steel

3.2 Industry Codes and Standards

American Institute of Steel Construction (AISC)

AISC Detailing for Steel Construction

AISC Steel Construction Manual, Thirteenth Edition

AISC Specification for Structural Steel Buildings

AISC Specification for Structural Joints Using

ASTM A325 or ASTM A490 Bolts

AISC Code of Standard Practice for Steel Buildings and

Bridges

American Society for Testing and Materials (ASTM)

ASTM A1 Standard Specification for Carbon Steel Tee Rails

ASTM A6/A6M Standard Specification for General Requirements

for Rolled Structural Steel Bars, Plates,

Shapes, and Sheet Piling

ASTM A36/A36M Standard Specification for Carbon Structural Steel

ASTM A53/A53M Standard Specification for Pipe, Steel, Black and

Hot-Dipped, Zinc-Coated, Welded and Seamless

ASTM A106/A106M Standard Specification for Seamless Carbon Steel

Pipe for High-Temperature Service

ASTM A108 Standard Specification for Steel Bar, Carbon and

Alloy, Cold Finished

http://standards/docs/SAMSS/PDF/12-SAMSS-008.pdf

http://standards/docs/Standard_Drawings/PDF/AA-036322-001.pdf

http://standards/docs/Inspection_Requirements/PDF/175-120100.pdf


http://standards/docs/Nonmaterial_Requirements/PDF/SA-7927.pdf




Page 4 of 30

ASTM A123/A123M Standard Specification for Zinc (Hot-Dip

Galvanized) Coatings on Iron and Steel

Products

ASTM A143/A143M Standard Practice for Safeguarding Against

Embrittlement of Hot-Dip Galvanized

Structural Steel Products and Procedure for

Detecting Embrittlement

ASTM A153/A153M Standard Specification for Zinc Coating (Hot-Dip)

on Iron and Steel Hardware

ASTM A193/A193M Standard Specification for Alloy-Steel and

Stainless Steel Bolting for High Temperature or

High Pressure Service and Other Special

Purpose Applications

ASTM A194/A194M Standard Specification for Carbon and Alloy Steel

Nuts for Bolts for High Pressure or High

Temperature Service, or Both

ASTM A307 Standard Specification for Carbon Steel Bolts and

Studs, 60,000 psi Tensile Strength

ASTM A325 Standard Specification for Structural Bolts, Steel,

Heat Treated, 120/105 ksi Minimum Tensile

Strength

ASTM A325M Standard Specification for Structural Bolts, Steel,

Heat Treated 830 MPa Minimum Tensile

Strength [Metric]

ASTM A384/A384M Standard Practice for Safeguarding Against

Warpage and Distortion during Hot-Dip

Galvanizing of Steel Assemblies

ASTM A385/A385M Standard Practice for Providing High-Quality

Zinc Coatings (Hot-Dip)

ASTM A490 Standard Specification for Structural Bolts, Alloy

Steel, Heat Treated, 150 ksi Minimum Tensile

Strength

ASTM A490M Standard Specification for High-Strength Steel

Bolts, Classes 10.9 and 10.9.3, for Structural

Steel Joints (Metric)

ASTM A500/A500M Standard Specification for Cold-Formed Welded

and Seamless Carbon Steel Structural Tubing

in Rounds and Shapes




Page 5 of 30

ASTM A501 Standard Specification for Hot-Formed, Welded

and Seamless Carbon Steel Structural Tubing

ASTM A563 Standard Specification for Carbon and Alloy Steel

Nuts

ASTM A563M Standard Specification for Carbon and Alloy Steel

Nuts [Metric]

ASTM A572/A572M Standard Specification for High-Strength Low-

Alloy Columbium-Vanadium Structural Steel

ASTM A653/A653M Standard Specification for Steel Sheet, Zinc-

Coated (Galvanized) or Zinc-Iron Alloy-Coated

(Galvannealed) by the Hot-Dip Process

ASTM A759 Standard Specification for Carbon Steel Crane

Rails

ASTM A780/A780M Standard Practice for Repair of Damaged and

Uncoated Areas of Hot-Dip Galvanized

Coatings

ASTM A786/A786M Standard Specification for Hot-Rolled Carbon,

Low-Alloy, High-Strength Low-Alloy, and Alloy

Steel Floor Plates

ASTM A992/A992M Standard Specification for Structural Steel Shapes

ASTM A1008/A1008M Standard Specification for Steel, Sheet, Cold-

Rolled, Carbon, Structural, High-Strength

Low-Alloy, High-Strength Low-Alloy with

Improved Formability, Solution Hardened, and

Baked Hardenable

ASTM A1011/A1011M 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 B695 Standard Specification for Coatings of Zinc

Mechanically Deposited on Iron and Steel

ASTM E376 Standard Practice for Measuring Coating

Thickness by Magnetic-Field or Eddy-Current

(Electromagnetic) Examination Methods

ASTM F436 Standard Specification for Hardened Steel

Washers

ASTM F436M Standard Specification for Hardened Steel




Page 6 of 30

Washers [Metric]

ASTM F606 Standard Test Methods for Determining the

Mechanical Properties of Externally and

Internally Threaded Fasteners, Washers,

Direct Tension Indicators, and Rivets

ASTM F606M Standard Test Methods for Determining the

Mechanical Properties of Externally and

Internally Threaded Fasteners, Washers, and

Rivets [Metric]

ASTM F959 Standard Specification for Compressible-Washer-

Type Direct Tension Indicators for Use with

Structural Fasteners

ASTM F959M Standard Specification for Compressible-Washer-

Type Direct Tension Indicators for Use with

Structural Fasteners [Metric]

ASTM F1554 Standard Specification for Anchor Bolts, Steel, 36,

55 and 105-ksi Yield Strength

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

American Welding Society (AWS)

AWS D1.1/ D1.1M Structural Welding Code – Steel

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

AWS D14.1/D14.1M Specification for Welding of Industrial and Mill

Cranes and Other Material Handling

Equipment

European Standards

EN 10204 BS EN 10204: Metallic Products – Types of

Inspection Documents

BS EN 10025-2 Hot Rolled Products of Structural Steel

National Association of Architectural Metals Manufacturers (NAAMM)

NAAMM MBG 531 Metal Bar Grating Manual

NAAMM MBG 532 Heavy Duty Metal Bar Grating Manual




Page 7 of 30

Process Industry Practices (PIP)

PIP STF05501 Fixed Ladders and Cages Fabrication Details

PIP STF05511 Fixed Industrial Stairs

PIP STF05520 Details for Pipe Railing for Walkway and Working

Surface

PIP STF05530 Grating Fabrication Details

Steel Deck Institute (SDI)

Design Manual for Composite Decks, Form Decks and Roof Decks – No. 31

Steel Joist Institute (SJI)

Standard Specifications and Load Tables for Steel Joists and Joist Girders

U.S. Department of Labor, Occupational Safety and Health Administration

(OSHA)

OSHA 29 CFR 1910 Occupational Safety and Health Standards

OSHA 29 CFR 1926 Safety and Health Regulations for Construction

4 Products and Materials

4.1 Material Requirements

4.1.1 All material shall be of new stock.

4.1.2 The minimum thickness of any part of a structural shape shall be 5 mm.

4.1.3 Where contact of dissimilar metals will cause galvanic corrosion, a

suitable insulating material shall be provided between the metals.

4.2 Structural Shapes, Plates and Bars

ASTM A36/ASTM A36M (for plates, bars, M, S, HP, C, MC and L-shapes);

ASTM A572/ASTM A572M, or ASTM A992/ASTM A992M (for WT and

W-shapes). Commonly accepted structural steel materials and shapes other than

ASTM may be used in accordance with Appendix 1 of this specification. Any

difference(s) in the material dimensions, section properties, yield strength or

tensile strength shall be accounted for in the design calculations.

Commentary Note:

Universal Beams and Universal Columns (UB & UC) and split tees rolled to BS EN 10025-2 S355JR/JO may be used as substitutes for W & WT shapes. Commonly accepted shapes include shapes specified to Japanese Standards

http://standards/docs/PIP/PDF/STF05501.pdf







Page 8 of 30

(JS), British Standards (BS), European Standards (EuroNorm) and German Standards (DIN).

4.3 Pipe Columns and Handrail

Pipe for columns or handrail shall be per ASTM A53/A53M Type E or S,

Grade B or ASTM A106/A106M Grade B.

4.4 Structural Tubing

Structural tubing shall be per ASTM A501 or ASTM A500/A500M Grade B.

4.5 Metal Decking

Floor and roof metal deck shall be cold-formed steel sheets conforming to

ASTM A653/A653M or ASTM A1008/A1008M or equal having a minimum

yield strength of 228 N/mm² (33,000 psi). The metal deck shall be galvanized

and receive a protective coating of zinc conforming to ASTM A653/A653M,

G90 Coating Designation. Design shall be in accordance with SDI Design

Manual for Composite Decks, Form Decks and Roof Decks, No. 31.

4.6 High Strength Bolt Assemblies

Bolt - ASTM A325 or A325M Type I, ASTM A490 or A490M, if specified on

the design drawings

Washer - ASTM F436 or F436M

Direct Tension Indicator (D.T.I.) Washers - ASTM F959 or F959M, when

specified on the design drawings

Heavy Hex Nut - ASTM A563 Grade DH or ASTM A563M Grade 10S

4.7 Standard Bolt Assemblies

Bolt - ASTM A307 Grade A, (Hex ¼" - 1½" diameter)

Washer - ASTM F436 or F436M

Nut - ASTM A563 or A563M Grade A, Heavy Hex

4.8 Anchor Bolt Assemblies shall be in accordance with Standard Drawing

AA-036322 Sht. No. 001 (Rev. No. 08 or later) and the following material

specifications:

Threaded Anchor Bolts - ASTM A36/ASTM A36M or ASTM F1554, Gr. 36





Page 9 of 30

Headed Bolts - ASTM A307 Grade A (Hex ½" - 1½" diameter, Heavy Hex over

1½" diameter)

Washers - ASTM F436 or ASTM F436M

Plate Washers - ASTM A36/ASTM A36M

Nuts - ASTM A563 Grade A, Heavy Hex or ASTM A563M

4.9 High Strength Anchor Bolt Assemblies shall be in accordance with Standard

Drawing AA-036322 Sht. No. 001 (Rev. No. 08 or later) and the following

material specifications:

Anchor Bolts - ASTM A193/A193M Gr. B7 or ASTM F1554, Gr. 105

Heavy Hex Nuts - ASTM A194/A194M or ASTM A563, DH or ASTM A563M

Grade 10S

Washers - ASTM F436 or ASTM F436M

Plate Washers - ASTM A36/ASTM A36M

4.10 Shear Connectors (for composite construction) - Headed Studs

ASTM A108 Grade 1010 through 1020, AWS D1.1 Section 7, Type B

4.11 Welding Filler Metal

Welding filler metal shall be per AWS D1.1, Section 3.3 (including Table 3.1)

low hydrogen with an electrode strength of 58 ksi (400 MPa) minimum yield

strength and 70 ksi (480 MPa) minimum tensile strength. (For example, use

E70XX for SMAW, F7XX-EXXX for SAW, ER70S-X for GMAW, and E7XT-

X for FCAW.) However, E60XX (410 MPa) electrodes may be used for tack

welding.

4.12 Crane Rails

Rails 60 lb/yd to 84 lb/yd (30 kg/m to 42 kg/m) – ASTM A1

Rails 104 lb/yd to 175 lb/yd (52 kg/m to 88 kg/m) – ASTM A759

4.13 Checkered Floor Plates

ASTM A786/ASTM A786M Pattern 4 or 5 and ASTM A36/A36M





Page 10 of 30

4.14 Steel Bar Grating and Grating Stair Treads

Steel bar grating and grating stair treads shall be per ASTM A1011/A1011M,

galvanized per ASTM A123/A123M and comply with NAAMM MBG 531.

Steel grating shall be rectangular type, with plain 3/16-inch x 1-1/4-inch (5-mm

x 32-mm bearing bars on 1-3/16-inch (30-mm) spacing with cross bars on 4-inch

(100-mm) spacing. Grating stair treads shall have abrasive or checkered plate

nosing.

4.15 Heavy Duty Metal Bar Grating

Heavy duty metal bar grating shall comply with NAAMM MBG 532.

4.16 Grating Fasteners

Grating shall be securely fastened to the supporting members as shown in

NAAMM MBG531 and PIP STF05530. When grating clips are used, they shall

be from a recognized manufacturer with a published datasheet and written

installation procedures including tightening criteria. The grating fasteners shall

be of a design that permits installation by a single worker without requiring

access to the underside of the grating. The grating clips shall be stainless steel

or shall be galvanized per ASTM A153/ASTM A153M or ASTM B695.

4.17 Steel Joists

Steel joist and joist girders shall comply with SJI Standard Specifications and

Load Tables for Steel Joists and Joist Girders.

5 Galvanizing, Painting and Coating

5.1 Fireproofed Steel

5.1.1 Galvanized steel is acceptable under cementatious fireproofing.

Galvanized steel that will receive intumescent fireproofing materials

must be brush-off blasted (sweep blast) and then receive an APCS-1B

primer prior to the application of the intumescent fireproofing.

5.1.2 Bare carbon steel that will receive fireproofing shall be prepared as

follows:

a) A full APCS-1B system (primer and top coat(s)) shall be applied

under cementatious fireproofing materials.

b) APCS-1B primer shall be applied prior to the application of the

intumescent fireproof materials.





Page 11 of 30

5.2 Galvanizing

5.2.1 All materials, except ASTM A490 or ASTM A490M bolts, and crane

rails, shall be galvanized. Steel embedded in concrete (including

ASTM A36/A36M, ASTM A307 and ASTM F1554 anchor bolts) shall

be hot-dip galvanized.

5.2.2 Galvanizing of steel shapes, plates and hardware shall be in accordance

with the following ASTM specifications:

a) Steel shapes and plates - ASTM A123/A123M

b) ASTM A325 Type 1 or ASTM A325M Type 1 bolts and

corresponding nuts and washers -ASTM B695 or ASTM F2329

c) ASTM A36/A36M threaded bar or ASTM A307 bolts and

corresponding nuts and washers - ASTM F2329 or ASTM B695

d) All bolts, nuts, and washers shall meet required mechanical

properties after galvanizing.

5.2.3 General Fabrication

5.2.3.1 It shall be the Fabricator's responsibility to safeguard

against embrittlement and warpage per

ASTM A143/A143M and ASTM A384/A384M.

5.2.3.2 Fabrication details shall meet the requirements of

ASTM A385/A385M to allow for the creation of high

quality zinc coatings.

5.2.3.3 Whenever practical, cutting, drilling and welding shall be

performed before galvanizing. The Fabricator shall remove

weld slag before galvanizing.

5.2.3.4 The edges of tightly contacting surfaces shall be completely

seal welded.

5.2.3.5 Vent holes shall be provided for piping or tubular

assemblies as required by ASTM A385/A385M. The vent

holes shall be located in the bottom side to prevent

rainwater accumulation.

5.2.3.6 The Fabricator before proceeding shall bring potential

problems that require a modification in design to the

attention of the Buyer.




Page 12 of 30

5.2.4 Galvanizing of Steel Hardware

5.2.4.1 Nuts shall be tapped oversize in accordance with

ASTM A563 or ASTM A563M.

5.2.4.2 Nut threads shall be retapped after hot-dip galvanizing to

provide proper fit.

5.2.4.3 Direct tension indicators, if used, shall be mechanically

galvanized by the manufacturer according to the

requirements of Class 50 of ASTM B695.

5.2.4.4 Anchor bolt coatings shall be in accordance with Standard

Drawing AA-036322 Sht. No. 001 (Rev. No. 08 or later).

5.2.5 Inspection of Galvanized Steel

The Buyer reserves the right to inspect and reject all galvanized steel in

accordance with the provisions of ASTM A123/A123M and

ASTM E376.

5.2.6 Repair of Galvanized Steel

5.2.6.1 Any damage to galvanizing shall be repaired in accordance

with ASTM A780/A780M.

5.2.6.2 Before repair of damaged galvanized coating, exposed

substrate metal shall be cleaned to bright metal and free of

all visual rust, oil, or grease. Any non-adhering galvanizing

shall be removed to the extent that the surrounding

galvanizing is integral and adherent.

5.2.6.3 When surface defects exceed 2% of a member's area, the

defects shall be repaired by redipping the member in the

zinc bath.

5.2.6.4 Cold repair using an organic zinc rich coating (primer in

APCS-1C) shall be permitted if the following conditions

exist:

a. Total damaged area is less than 1% of the total coated

area of the member being repaired

b. No single repair is greater than 2 square inches

(1300 mm²)

5.2.6.5 Only products approved under APCS-1C shall be used.





Page 13 of 30

5.2.6.6 Hot repairs shall be made in the shop if any of the following

conditions exist:

a. Total damaged area is greater than 1% but less than

2% of the total coated area of the member being

repaired

b. Any single repair is at least 2 in² (1,300 mm²) in area

c. Any single repair is 12-inches (300 mm) long or more

5.2.6.7 Hot repair shall be made using zinc alloy rod or powder

manufactured for the repair of galvanized steel.

5.2.6.8 Flux, heavy ash, or heavy dross inclusions shall be removed

by brushing, grinding, or filing as required.

5.2.6.9 Galvanized steel which has been rejected shall be stripped,

regalvanized, and submitted again for inspection.

5.2.6.10 Correction of excessive warpage that exceeds

ASTM A6/A6M criteria, shall be by press straightening if

possible. The application of localized heating to straighten

must be approved by the Chairman of the Onshore

Structures Standards Committee.

5.2.6.11 If galvanized tension control bolts are used, all bare steel

surfaces (i.e., bolt ends) shall be repair galvanized per this

section.

5.3 Painting and Coatings

5.3.1 Where hot-dip galvanizing cannot be done after fabrication, uncoated

locations shall be painted in accordance with the Saudi Aramco

Engineering Standards SAES-H-001, SAES-H-100 and SAES-H-101.

5.3.2 Where fireproofing of structural steel is specified, the steel shall be

coated with materials that are qualified and approved in accordance

with SAES-H-001, APCS-1B, Epoxy Coated System with Epoxy

Primer (also see section 5.1.2).

5.3.3 Shop painting is not required unless specified in the Purchase Order,

except for communication towers, which require painting, aviation

marking and lighting as follows:

a) Surface preparation and dry film thickness requirements shall be

in accordance with SAES-H-001, APCS-1E.








Page 14 of 30

b) Minimum and maximum overcoating times must be in strict

accordance with the Manufacturer's Product Data Sheet, and all

coatings must be qualified and approved in accordance with

SAES-H-001, APCS-1E.

c) Aviation marking shall be in compliance with SAES-B-063.

5.3.4 Floor plate shall be coated with an anti-skid paint per SAES-H-001,

APCS-12, when required to be shop applied in the contract documents.

5.3.5 High-strength anchor bolts shall be coated in accordance with Standard

Drawing AA-036322 Sht. No. 001 (Rev. No. 08 or later).

5.4 Fixed Ladders and Cages

Fixed ladders and cages shall comply with PIP STF05501.

5.5 Fixed Industrial Stairs

Fixed industrial stairs shall comply with PIP STF05511.

5.6 Pipe Railing for Walkway and Working Surfaces

Pipe railing for walkway and working surfaces shall comply with PIP Standard

STF05520. Angle railing shall not be used.

5.7 Grating Details

Grating details shall comply with STF05530.

6 Fabrication

6.1 General

6.1.1 All fabrication shall be in accordance with the AISC Code of Standard

Practice for Steel Buildings and Bridges and the AISC Specification

for Structural Steel Buildings.

6.1.2 All structural steel shall be made by open hearth, basic oxygen or

electric furnace process. Bessemer steel is not acceptable.

6.1.3 No rimmed or capped steel shall be used.

6.1.4 Structural steel pipe shall be limited to seamless or electric-welded,

straight-seam pipe. Where steel pipes or tubing are used, all open ends

shall be sealed to prevent internal corrosion.


http://standards/docs/SAES/PDF/SAES-B-063.pdf










Page 15 of 30

6.1.5 The welding symbols used on plans and shop drawings shall be per the

American Welding Society (AWS). The field connection symbols

shall distinguish between assembly yard and erection site connections.

6.1.6 All welding shall be in accordance with AWS D1.1/D1.1M, Structural

Welding Code – Steel or AWS D.1.3, Structural Welding Code – Sheet

Steel, as appropriate.

6.1.7 Shop splices, substitutions of member sizes, or changes in details or

dimensions shall not be permitted without written authorization from

the Chairman of the Onshore Structures Standards Committee.

6.1.8 In order to reduce field connections to a minimum, shop assembly shall

be as complete as possible, consistent with the feasibility and economy

of the handling and shipping of the assembled units. Sections or

assemblies too long for shipment shall be provided with field joints of

the same member strength.

6.1.9 Lifting lugs required for lifting of fully assembled structural units or

skids shall be designed for attachment to primary structural members

only. Lifting lugs shall be attached by means of a complete joint-

penetration groove weld or continuous fillet welds (see paragraph

7.6.e).

A design factor of safety of 5 shall be applied to all limit states for

the lifting lug and its attachment.

Eccentric forces and impact factors shall be considered in the

design of the lugs and their attachment.

Block outs in the support beam flange to accommodate lifting lugs

shall be attached to the lug plate in a manner to develop the full

tension capacity of the flange.

Also see section 6.2.6.2 for additional welding requirements.

6.1.10 All beams, except cantilevers, shall be fabricated with natural mill

camber in the up position.

6.1.10 All re-entrant corners shall be shaped, notched-free, to a radius.

6.1.12 Fabricator, when performing shop assembly work, shall not exceed the

tolerances specified in AISC Code of Standard Practice for Steel

Buildings and Bridges.

6.1.13 Base plate hole sizes for structural steel columns shall be as follows:




Page 16 of 30

Anchor bolts ½ to 7/8 inch (12-22 mm) – 5/16 inch (8 mm) oversize

Anchor bolts 1 to 1-3/4 inch (25-44 mm) – ½ inch (12 mm) oversize

Anchor bolts over 2 to 2-1/4 inch (50 - 57 mm) – 3/4 inch (19 mm)

oversize

Anchor bolts 2-1/2 inch and over (64 mm) – 1 inch (25 mm) oversize

6.1.14 All pieces shall be clearly marked with permanent identifying erection

mark number. Method and location of marking shall be approved by

Buyer.

6.1.15 Before surface preparation, the Fabricator shall remove all sharp

corners, burrs (including bolt hole burrs), weld spatter, slag, weld flux,

loose mill scale and other foreign matter.

6.1.16 Exposed corners, edges, burrs or rough spots on handrails, guards,

ladders, platforms and stairs, which might cause injury to personnel

using the assembled structure, shall be ground or filed smooth.

6.1.17 Platforms, stairways and handrails shall be shop-assembled in the

largest units suitable for handling and shipping. Ladder cages shall be

shop assembled on ladders.

6.1.18 The method for fastening grating shall be as specified on the design

drawings and shall also comply with the requirements in section 4.15

of this specification. A minimum of two fasteners per panel shall be

used at each support, with a minimum of four fasteners per panel.

The fasteners shall be supplied by the Fabricator with 5% extra to

cover losses.

6.1.19 Grating / checkered plate openings dimensioned on the design

drawings shall be cut and banded in the shop as shown on the design

drawing. Undimensioned grating/checkered plate openings will be cut

in the field by others.

6.1.20 Joints perpendicular to the span of grating and checkered plate flooring

shall occur only over support members.

6.1.21 Checkered plate shall have ½ inch (12 mm) diameter drain holes (when

specified on contract drawings) provided for each 20 ft² (2 m²) of area,

with a minimum of one hole per panel.

6.2 Connections

All connections shall be either engineer-designed, fabricator-selected, or




Page 17 of 30

fabricator-designed. Unless otherwise noted on the design drawings, all

connections not fully detailed on the design drawings shall be fabricator-

designed or fabricator-selected as defined below.

6.2.1 Engineer-Designed Connections

6.2.1.1 Engineer-designed connections will be fully designed and

detailed on the design drawings and shall be furnished as

shown.

6.2.1.2 Engineer-designed connections shall be only those

connections fully detailed on the design drawings, showing

all fastener sizes, arrangement, dimensions, and all

connection material, and weld types, sizes and the length

for each individual member or part to be joined. The

fabricator shall reflect this information on shop drawings.

6.2.1.3 Requests to deviate from the specific details of any

engineer-designed connection by the Fabricator must be in

writing, with written approval from Saudi Aramco.

6.2.2 Fabricator-Selected Connections

Fabricator-selected connections are usually simple connections (shear

only). The Fabricator shall detail these connections by selecting

standard details from the AISC Steel Construction Manual Part 10,

Table 10-2 or Table 10-3.

6.2.3 Fabricator-Designed Connections

6.2.3.1 Fabricator-Designed connections shall be designed and

detailed by the Fabricator to carry all loads shown on the

design drawings or as specified in the contract documents.

6.2.3.2 The Fabricator shall have an experienced Structural

Engineer design or supervise the design of all fabricator-

designed connections.

6.2.3.3 Fabricator-designed connections shall meet all requirements

of the contract documents. In all cases, design shall

consider the entire joint (including beams, girders, columns,

and bracing) and shall take into account all applicable limit

states, including bolt shear, combined bolt tension and

shear, prying action, local bending, coped beam capacities,

block shear, web buckling, etc. The Fabricator shall design




Page 18 of 30

and furnish stiffeners for column webs, column flanges and

elements of other members involved as required.

6.2.3.4 If transfer forces (axial forces at ends of beams and girders)

are shown on the design drawings, framed beam

connections shall be designed to carry the transfer forces in

combination with the beam end reactions.

6.2.3.5 Checked engineering calculations for each Fabricator-

designed connection shall be sealed and signed by the

responsible structural engineer who designed or supervised

the design of the connections. Additionally, where required

by the contract documents, all shop drawings containing

fabricator-designed connections shall be sealed and signed

by the responsible structural engineer and shall be

submitted to the Saudi Aramco Representative for review.

6.2.3.6 Review of shop drawings detailing fabricator-designed

connections and engineering calculation sheets by the Saudi

Aramco Representative does not relieve the Fabricator of

the responsibility for both the design adequacy and

detailing of connections designed by the Fabricator.

6.2.4 Allowable Stress Increase

The Fabricator shall not increase allowable stresses in the design of

connections (i.e., no one-third increase for wind and seismic as

required by ASD), unless noted otherwise on the design drawings (if

LRFD design is used).

6.2.5 Bolted Connections

6.2.5.1 Design, detailing, and fabrication of bolted connections

shall be in accordance with either the AISC Allowable

Stress Design (ASD) or Load and Resistance Factor Design

(LRFD) method, as noted in the contract documents.

6.2.5.2 Connection design shall conform to the following standards:

a) AISC Specification for Structural Joints using

ASTM A325 or A490 Bolts

b) AISC Steel Construction Manual

c) AISC Detailing for Steel Construction




Page 19 of 30

6.2.5.3 ASTM A325/A325M high-strength bolts, ¾ inch (20 mm)

in diameter, shall be used in all bolted structural

connections, unless otherwise noted in the contract

documents. However, larger ASTM A325/A325M bolts

may be used when required to meet connection capacity

requirements and shall be clearly flagged on the erection

drawings.

6.2.5.4 All ASTM A325 or ASTM A325M high-strength bolts,

shall be Type 1, galvanized. Galvanized washers and nuts

shall be furnished for galvanized bolts.

6.2.5.5 All bolts, nuts, and washers shall be properly identified and

marked with the material grade and manufacturer's logo if

required by respective ASTM standard. All fasteners not so

marked shall be rejected. Should any unmarked fasteners

be installed, they shall be removed. Mechanical testing of

unmarked fasteners shall not constitute justification for their

use.

6.2.5.6 The minimum available strength of all bolted, or mixed

bolted and welded, framed-beam connections shall be the

member end reaction shown on the design drawings. If the

member end reaction is not shown, the minimum available

strength shall be one-half of the maximum total uniform

load capacity as shown in the Maximum Total Uniform

Load Tables in AISC Steel Construction Manual for the

given beam size, span, and grade of material, unless

otherwise specified in the contract documents. In addition

to vertical load, all beam connections shall be designed to

transfer an assumed longitudinal force equal to 5% of the

dead and live load. If not shown on the drawings, loads

shall be based on the Maximum Total Uniform Load

Tables.

6.2.5.7 The minimum number of bolts in a framed beam connection

shall be two bolts.

6.2.5.8 High-strength bolted connections shall be bearing-type in

accordance with A325-N with the threads included in the

shear plane.

6.2.5.9 Slip-critical connections in accordance with A325-SC shall

be used if noted on the contract documents.




Page 20 of 30

6.2.5.10 All high-strength bolts shall be fully tightened, unless they

are clearly identified on the design drawings to be tightened

only to a snug-tight condition.

6.2.5.10 Ladder, stair tread, purlin, girt, doorframe and handrail

connections may be made with standard machine bolts,

conforming to ASTM A307.

6.2.5.11 ASTM A307 bolts, when used, shall be limited in size to

85 inch (16 mm) diameter and smaller.

6.2.5.12 All bolt holes shall be standard holes as defined in Tables

J3.3 and J3.3M of the AISC Specification for Structural

Steel Buildings, unless otherwise specified on the design

drawings or noted in the following subsections.

6.2.5.13 For framed-beam bearing connections, horizontal short-

slotted holes are permitted in the outstanding leg of clip

angles if approved by the engineer of record.

6.2.5.14 For framed beam slip-critical connections, oversized or

horizontal short slotted holes as defined in Tables J3.3 and

J3.3M of the AISC Specification for Structural Steel

Buildings may be used in the outstanding legs of clip angles

if approved by the engineer of record. However, in both

these cases bolt shear allowable loads are reduced, as

shown in Tables 7-3 or 7-4, of the AISC Steel Construction

Manual.

6.2.5.15 For slotted holes, the long direction of the slot shall be

perpendicular to the load direction. All slotted or oversize

hole dimensions shall be as defined in Tables J3.3 and

J3.3M of the AISC Specification for Structural Steel

Buildings.

6.2.5.16 Hardened washers shall be provided under all bolt heads

and/or nuts adjacent to any ply with oversized or slotted

holes. For standard holes, a minimum of one hardened

washer shall be supplied with each bolt.

6.2.5.17 If direct tension indicator washers are used, they shall be in

accordance with ASTM F959/F959M and shall be installed

according to the washer manufacturer's published

specifications.




Page 21 of 30

6.2.5.18 Where high-strength bolts are used, "turn-of-nut" or "load

indicating washer" methods may be used for bolt

tightening. Temporary shop erection bolts must be

removed and replaced with high-strength bolts. A marking

system shall be used to mark high-strength bolted

connections after tightening is completed.

6.2.5.19 All bolt lengths shall be determined from the Commentary

in Specifications for Structural Joints Using ASTM A325 or

ASTM A490 Bolts, Table C-2.2.

6.2.5.20 A minimum of 5% extra quantities of each bolt size and

length, including nuts and washers, shall be furnished by

the fabricator for field erection.

6.2.5.21 All column splices shall be field-bolted and conform to

AISC Detailing for Steel Construction.

6.2.5.22 A washer shall be furnished with each anchor bolt. Plate

washer thicknesses shall be as shown on the design

drawings.

6.2.5.23 All nuts for high-strength bolts shall be wax-dipped to

reduce torque during installation.

6.2.5.24 As required by OSHA 29 CFR 1926 Subpart R, when two

structural members on opposite sides of a column web, or a

beam web over a column, are connected sharing common

connection holes, the fabricator shall provide means of

supporting one member while erecting the other member.

Unless the means of support is indicated in the contract

documents, the fabricator may provide one additional row

of bolts in the member to be erected first, an erection seat

for the member to be erected first, or other suitable means.

Unless additional loading is indicated, the erection seat

shall be sized and attached to the column or supporting

beam web with sufficient bolts to support the dead weight

of the member. See the OSHA document for additional

information.

6.2.6 Welded Connections

6.2.6.1 Design, detailing, and fabrication of welded connections

shall be in accordance with either AISC's Allowable Stress




Page 22 of 30

Design (ASD) or Load and Resistance Factor Design

(LRFD) method, as noted in the Contract Documents.

6.2.6.2 Welded connection design shall be in accordance with

AWS D1.1, AISC Steel Construction Manual and AISC

Detailing for Steel Construction. Welding for monorail,

lifting lugs and other below the hook devices required for

lifting or rigging shall conform to AWS D14.1.

6.2.6.3 The minimum available strength of all welded framed beam

connections shall be the member end reaction shown on the

design drawings. If the member end reaction is not shown

on the design drawings, the minimum available strength

shall be one-half of the values shown in the Maximum

Total Uniform Load Tables in the AISC Steel Construction

Manual for the given beam size, span, and grade of

material, unless otherwise specified in the contract

documents.

6.2.6.4 The minimum fillet weld size is 3/16 inch (5 mm) for

structural welds. Seal welds may be 1/8 inch (3 mm)

minimum fillet weld.

6.2.6.5 All structural strength welding shall be continuous, unless

alternate procedures are approved by the Chairman of the

Onshore Structures Standards Committee.

6.2.6.6 The Fabricator shall design and install erection clips for

field-welded connections.

6.2.6.7 Field connections for random-length materials of handrail

and ladder cage assemblies shall be welded.

6.2.6.8 Continuous seal-welding shall be used in places that are not

self-draining or where crevice corrosion is likely to occur.

If seal-welding is not practical, alternative methods of

sealing shall be used with the approval of the Saudi Aramco

Representative.

6.2.6.9 Fabricator shall remove all run-off bars and extension tabs.

6.2.7 Shop and Field Connections

6.2.7.1 All field connections shall be bolted and all shop

connections shall be either bolted or welded, unless

otherwise shown on the design drawings.




Page 23 of 30

6.2.7.2 Single-angle shear connections shall not be used.

6.2.7.3 To ensure electrical continuity if shop-applying non-

conductive coatings (i.e., epoxies), all contact surfaces shall

be masked unless otherwise noted in the contract

documents. All locations of no-paint or areas requiring full

masking or strip masking shall be noted on the shop

drawings.

6.2.8 Bracing Connections

6.2.8.1 Unless otherwise noted on the design drawings, connections

for pre-assembled bracing and truss members shall be

designed for the forces shown on the design drawings, but

not less than 50% of allowable tension capacity of the

members or 6 kips (27 Kn), whichever is greater. The

available tension strength of a member shall be calculated

using the gross cross section of the member. A minimum

of two bolts per connection is required.

6.2.8.2 All cross-bracing shall be bolted at intersections with one

bolt minimum for angles and two bolts minimum for tees.

6.2.8.3 All bracing connections, including gusset plates, shall be

designed in accordance with the AISC Steel Construction

Manual.

6.2.8.4 All gusset and stiffener plates shall be 3/8 inch (10 mm)

minimum thickness. For minor structures such as platforms

and miscellaneous structures, ¼ inch (6 mm) thick gusset

and stiffener plates may be used. The minimum thickness

for connection plates in electrical transmission towers or

communication towers shall be ¼ inch (6 mm).

6.2.8.5 Unless otherwise noted on the design drawings, all vertical

bracing and knee bracing shall have gusset plates on

column centerlines.

6.2.8.6 Unless otherwise noted on the design drawings, the

following working points shall be used:

a) For vertical bracing at the intersection of a column,

beam and brace, the gusset plate shall be connected to

both beam and column. The work point shall be the

point at which the beam and column centerlines

intersect.




Page 24 of 30

b) For the connection of V-braces to nominal beams

10 inches (250 mm) or smaller, the working point

shall be the intersection of the horizontal centerline of

the beam and the centerline of the bay.

c) For the connection of V-braces to nominal beams

12 inches (300 mm) or larger, the working point shall

be the intersection of a horizontal line 5-inches

(125 mm) below the top flange if the brace is above

the beam, or 5-inches (125 mm) above the bottom

flange if the brace is below the beam, and the

centerline of the bay.

6.2.9 Connections for Concrete Fireproofed Members

6.2.9.1 Connections for members fireproofed with concrete shall be

detailed to minimize blockouts in shop applied fireproofing.

6.2.9.2 Gusset plates for vertical or horizontal bracing members

and single-plate shear connections for beams shall extend

outside fireproofing a sufficient length to make the

connection with the fireproofing in place.

6.2.9.3 Handrails shall not be connected to fireproofed columns.

6.3 Handling, Shipping, and Delivery

6.3.1 Handling and Shipping

6.3.1.1 Delivery of steel shall be in the order needed for erection.

The delivery sequence for the fabricated steel, unless

otherwise noted in the contract documents or arranged by

Saudi Aramco, shall be as follows:

a. Anchor bolts

b. Loose base plates

c. Steel embedded in concrete

d. Erection bolts

e. First tier columns and framing for all its levels

(including stairs, grating and handrail)

f. Second tier columns and its framing, etc.

6.3.1.2 All bolts, washers and nuts shall be packaged and delivered

in rigid, weatherproof containers. Cardboard containers are




Page 25 of 30

not acceptable.

6.3.1.3 Railcars and/or trucks shall be loaded and cribbed so that

they can be readily unloaded by others. Load in such a

manner that continuous drainage is assured.

6.3.1.4 The Fabricator shall ensure that all steel and its coatings are

protected from any damage caused by handling, storage or

shipping prior to receipt by the Buyer.

6.3.1.5 The Fabricator shall ensure that adequate protection is

provided for threads on sag rods, anchor bolts, and any

other threaded components to prevent damage during

shipping and handling. Care shall be taken that holes and

surfaces prepared for connection and the threads of bolts,

anchors, mortises, etc., stay clean and undamaged.

6.3.1.6 The bottom of base plates shall be clean and free of any rust

or corrosion.

6.3.2 Delivery

6.3.2.1 The Fabricator is responsible for delivering all materials

and documentation to the job site in good condition.

All material and documentation will be inspected

immediately upon receipt by Buyer to determine that all

items included in the Bill of Materials have been supplied,

to assure that all documentation has been received, and to

check for any damage.

6.3.2.2 All materials designated for the care, custody and control of

the Erector shall be received, unloaded, stored, and

otherwise handled in a manner that will prevent distortion,

deterioration, or damage.

6.3.2.3 Saudi Aramco reserves the right to reject all damaged or

substandard material or documentation.

6.4 Erection and Shop Drawings

6.4.1 Shop drawings and erection drawings shall be prepared in accordance

with the AISC documents listed in this specification.

6.4.2 Erection drawings shall reference the corresponding design drawings.

Every steel piece on the shop drawings shall reference the appropriate

erection drawing.




Page 26 of 30

6.4.3 Shop drawings shall clearly show the specification and grade of steel to

be used.

6.4.4 Erection and shop drawings shall be grouped in sets and identified

separately for each structure or yard area.

6.4.5 Erection drawings shall clearly show the mark number and position for

each member. The mark number system shall be agreed upon in

advance with the Buyer.

6.4.6 Erection drawings shall clearly identify slip critical high strength

bolted connections.

6.4.7 All fabricated steel sections shall be match-marked for field assembly

with designating numbers or letters corresponding to the field erection

drawings. Match-marking of steel shall be done with suitable paint,

waterproof ink or with pressed metal tags.

6.4.8 In addition to the Fabricator's identification marks, each item or bundle

of walkways and platforms shall be marked with a unique tag number to

clearly indicate its associated equipment. Each item or bundle of

walkways and platforms shall also be indicated on the erection drawings.

6.4.9 Shop drawings shall state the welding procedure and welding electrode

to be used.

6.4.10 Shop drawings shall clearly show the specification and grade of steel to

be used.

6.4.11 The buyer's purchase order number shall be shown on all erection and

shop drawings.

6.4.12 Surface preparation and shop-applied coatings, including areas to be

masked, shall be noted on the shop drawings.

6.4.13 The Fabricator shall provide a bolt list and a list of other fasteners

showing the number, grade, size, and length of field bolts for each

connection. These lists may be shown on either the shop drawings or

on separate sheets.

6.4.14 In the event that drawing revisions are necessary, the Fabricator shall

clearly flag on the shop drawings all changes showing the latest

revisions.

6.5 Submittals

6.5.1 A shipping list (including total weight), a bolt list, and a minimum of




Page 27 of 30

two sets of final erection and shop drawings shall accompany the first

shipment of each release.

6.5.2 Design drawings including foundation loading diagrams shall be

provided for approval of the Buyer as specified in the Non-Material

Requirements, Form SA-7927 attached to the Purchase Order.

6.5.3 The foundation loading diagram to be provided by the Vendor shall

show the type, size, location and projection of all anchor bolts for the

metal system components, and the minimum length and width of the

foundation required. Column reactions (magnitude and direction) and

minimum base plate dimensions shall also be included.

7 Inspection and Testing

7.1 All NDT procedures shall be submitted to the Inspection Department /

Operations Inspection Division (OID) ASNT Level-III for acceptance prior to

work commencing.

7.2 The Buyer has the right to inspect all materials and workmanship, and shall have

unrestricted entry to the shop of the Fabricator at all times while work is being

performed. The Buyer may reject improper, inferior, defective, or unsuitable

materials and workmanship. All materials and workmanship rejected shall be

repaired or replaced by the Fabricator as directed by the Buyer. The company

inspector shall have access to the vendor's facilities to see that SAES-H-100

quality elements are in place prior to and during blasting, priming and coating

operations.

7.3 The Inspection Test Plan (ITP) shall be provided for review and approval by the

company inspector.

7.4 Inspection and testing shall conform to this Specification and Saudi Aramco

Inspection Requirements Forms 175-120100 or 175-120500 attached to the

Purchase Order.

7.5 Welding procedures and individual welders shall be qualified in accordance with

the requirements of AWS D1.1/D1.1M, AWS D1.3 or AWS D14.1 as

appropriate. All welding procedures and welding performance qualification

records shall be made available to the Buyer's Inspector for review.

7.6 Inspection of welding shall be performed in accordance with the Structural

Welding Code, AWS D1.1/D1.1M. Ultrasonic testing may be substituted for

radiography if approved by Saudi Aramco Inspection.

a) All welds shall have 100% visual inspection performed per AWS D1.1.

http://standards/docs/Nonmaterial_Requirements/PDF/SA-7927.pdf







Page 28 of 30

In addition, any strikes, gouges, and other indications of careless

workmanship (such as surface porosity) shall be removed by grinding.

b) Pipes used as piling (circumferential welds) and tubular structures shall be

randomly radiographed at the rate of 10% [one weld of each ten (10) welds

shall be 100% radiographed]. The specified amount of random

radiography shall include X-ray samples from each welder's daily

production.

c) The butt-welded flange sections for all primary load-bearing members

shall be 100% radiographed at the weld. Primary load-bearing members

shall be defined as the main frames and any members that are part of the

lateral load carrying system. For skids, primary load-bearing members

shall be defined as; exterior longitudinal and end framing members as well

as any full-depth cross beams at lifting lug locations.

d) Secondary members such as purlins, girts or rafters that are not part of the

main sway frame, the butt-welds can be tested as follows; 10% of the butt-

welds of each days production (randomly selected) shall have radiographic

tests performed on the welds.

e) All lifting lug connections shall be 100% magnetic particle inspected.

Full penetration groove welds in lifting lugs shall be 100% UT inspected.

Procedures and operator qualifications shall meet AWS D1.1 and be

submitted to the Company Inspector for review and approval.

f) The minimum percent coverage of the specified NDT method may be

increased (at any level up to 100%) if, in the opinion of the Company

Inspector, the welds are of questionable workmanship or NDT indicates an

excessive number of defects. Additional or alternative NDT methods may

be used at the discretion of the Company Inspector in order to assist in

determining the type or extent of defects.

7.7 Material test reports for each heat of structural steel, each lot of high-strength

and ASTM A307 bolts shall be available for review by the Buyer. Material test

reports shall conform to EN 10204, Type 3.1.

7.8 The Buyer may require a quantity of representative samples of bolt assemblies

which the Fabricator shall supply to the Buyer for testing. Testing in accordance

with ASTM F606 or ASTM F606M will be at the Buyer's expense.

7.9 If any damage is discovered, or any parts, components, or documentation are

missing or otherwise defective, the occurrence shall be immediately reported to

the Buyer in writing.

7.10 Shop inspection may include, but not be limited to the following:




Page 29 of 30

Verification of conformance of materials with this Specification and the

drawings. The limits of acceptability and repair of surface imperfections for

structural steel shall be in accordance with ASTM A6/ASTM A6M.

7.11 Inspection of high-strength bolted connections shall be in accordance with AISC

Specification for Structural Joints Using ASTM A325 or ASTM A490 Bolts.

7.12 The buyer reserves the right to inspect and reject all galvanized steel in

accordance with ASTM A123/A123M and ASTM E376.

Revision Summary 17 May 2011 Revised the "Next Planned Update". Reaffirmed the contents of the document, and reissued

with minor revision.




Page 30 of 30

Appendix 1 – ASTM Material Equivalency

ASTM Materials EN Materials ISO Materials JIS Materials

ASTM A36/A36M EN 10025-2, Gr S275J0 ISO 630-95, E275 C G3106-95, SM490A

EN 10025-2, Gr S275JR

ASTM A53 ISO 9329-1, TS430 G3454-88, STPG 410

ISO 9330-1, TW430

ASTM A108, G1010 EN 10016-2, C10D ISO 4954, CC 11 X

G1015 EN 10016-2, C15D ISO 4954, CC 15 K

G1020 EN 10016-2, C20D ISO 4954, CC 21 K

ASTM A307 No Substitute No Substitute No Substitute


ASTM A325M No Substitute ISO 7412 per ASTM A325M No Substitute

ASTM A500 EN 10219-1, S355J0H G3444-94, STK490

G3466-88, STKR490

ASTM A501 EN 10210-1, S275J0H G3444-94, STK490

G3466-88, STKR490


ASTM A563M No Substitute ISO 4775 per ASTM A563M No Substitute

ASTM A1011/A1011M EN 10025-2, Gr S235JR ISO 3573, HR1 G3131, SPHC

ASTM A572/A572M, G50 EN 10025-2, Gr S355JR ISO 4950-2, E355DD G3106, SM490YA

G65 EN 10025-2, Gr S450JO ISO 4950-2, E460CC G3106, SM570

ASTM A759 None ISO 5003 E1101, E1103

ASTM A992/A992M EN 10025-2, Gr S355JR ISO 630-95, E355 C G3106, SM490YA

EN 10025-2, Gr S355J0 G3106, SM570

G3136

Note: The minimum published yield strength may vary based on the material thickness. Refer to the appropriate material specification.




Page 110 of 121

APCS - 26

1 Type of Coating

Epoxy Mastic Coating (Self-Priming)

2 General Data

2.1 Typical Use

a) One coat for coating maintenance works, fast dry alternative to APCS - 4

and APCS - 6.

b) A coating for galvanized steel and aluminum for appearance or increased

chemical resistance.

c) A maintenance coating over existing sound coatings.

d) For new steel structures in mild corrosive areas.

2.2 Service Condition Limitations

2.2.1 Maximum Service Temperature: 120°C

2.2.2 Usually not suitable for buried service.

2.3 Purchase Specification: 09-SAMSS-101

2.4 SAP Material Numbers (SAMS Stock Numbers)

2.4.1 Coating: 1000194381 (09-612-330),

1000194386 (09-612-331),

1000194401 (09-612-332),

1000194407 (09-612-333),

1000194420 (09-612-334),

1000194427 (09-612-335),

1000194471 (09-612-336) or

1000194476 (09-612-337) depending on color.

2.4.2 Thinner: 1000198487 (09-738-420)

3 Surface Preparation Requirements

3.1 Minimum Cleanliness Level

3.1.1 New Construction: Sa 2-1/2 (SSPC-SP5)

http://standards/docs/SAMSS/PDF/09-SAMSS-101.PDF

http://linkmanager.ihs.com/LinkManagerService/LKMLink.aspx?LinkRefName=SSPC+SP+5+-+2007&RefGroupId=30

nllaatpe

Text Box

Attachment 4




Page 111 of 121

Touch-Up: Sa 2-1/2 (SSPC-SP5)

St 2.5 (SSPC-SP2) for areas less than 0.1 m²

3.1.2 Maintenance Coating Steel Surfaces

Exposed Steel: Sa 2 (SSPC-SP6) for areas greater than 0.1 m²

St 2 (SSPC-SP2) for areas less than 0.1 m²

Sound Coating: Pressure Wash

3.1.3 Galvanized Steel and Aluminum: Sweep blast to lightly roughen the

surface. On new galvanizing, solvent

clean prior to sweep blasting.

3.2 Profile: New Coating 40-65 micrometers, min. – max.

Maintenance Coating N/A

Abrasive: 1000161068 (08-220-865),

1000161203 (08-220-895) or

1000160374 (08-202-900)

4 Dry Film Thickness Requirements

4.1 For Maintenance over Existing Sound Coating

4.1.1 Each Coat: One or more coats

125-200 micrometers, minimum-maximum

4.1.2 Total System: Minimum one coat

125-200 micrometers minimum-maximum

(above the thickness of any existing coating).

4.2 For New Construction

4.2.1 Each Coat Two or more coats

150 – 200 microns, minimum - maximum

4.2.2. Total System: 300 – 400 microns

Commentary Note:

Mandatory technical properties and storage, mixing, and application requirements shall be as given in the Saudi Aramco Data Sheets (SAES-H-101V).





http://standards/docs/SAES/PDF/SAES-H-101V.PDF

Carboguard® 890

June 2016 0986

To the best of our knowledge the technical data contained herein is true and accurate on the date of publication and is subject to change without prior notice. User must contact Carboline Companyto verify correctness before specifying or ordering. No guarantee of accuracy is given or implied. We guarantee our products to conform to Carboline quality control. We assume no responsibility forcoverage, performance or injuries resulting from use. Liability, if any, is limited to replacement of products. NO OTHER WARRANTY OR GUARANTEE OF ANY KIND IS MADE BY CARBOLINE,EXPRESS OR IMPLIED, STATUTORY, BY OPERATION OF LAW, OR OTHERWISE, INCLUDING MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE. Carboline® and Carboguard®are registered trademarks of Carboline Company.

Page 1 of 2

Selection & Specification Data Generic Type Cycloaliphatic Amine Epoxy

Description Highly chemical resistant epoxy mastic coatingwith exceptionally versatile uses in all industrialmarkets. Self-priming and suitable for applicationover most existing coatings, and tightly adherentto rust. Serves as stand-alone system for a varietyof chemical environments and is also designed forvarious immersion conditions.

Features • Excellent chemical resistance• Surface tolerant characteristics• Conventional and low-temperature versions• Self-priming and primer/finish capabilities• Very good abrasion resistance• VOC compliant to current AIM regulations• Suitable for use in USDA inspected facilities

Color Refer to Carboline Color Guide. Certain colors mayrequire multiple coats for hiding. Note: The lowtemperature formulation will cause most colors toyellow or discolor more than normal in a short periodof time.

Finish Gloss

Primer Self-priming.

Dry FilmThickness

4.0 - 6.0 mils (102 - 152 microns) per coat

6.0-8.0 mils (150-200 microns) over light rust and for uniform gloss overinorganic zincs. Don't exceed 10 mils (250 microns) in a single coat.Excessive film thickness over inorganic zincs may increase damageduring shipping or erection.

Solids Content By Volume 75% +/- 2%

TheoreticalCoverage Rate

1203 ft2 at 1.0 mils (29.5 m2/l at 25 microns)

301 ft2 at 4.0 mils (7.4 m2/l at 100 microns)

200 ft2 at 6.0 mils (4.9 m2/l at 150 microns) Allow for loss in mixing and application.

VOC Value(s) Thinner 2 13oz/gal=2.30 lbs/gal (276g/l)Thinner 2 7oz/gal=2.08lbs/gal (250g/l)Thinner 33 16oz/gal=2.43lbs/gal (291g/l)Thinner 33 7oz/gal=2.08lbs/gal (250g/l)As Supplied 1.81lbs/gal (217 g/l)

*Use Thinner #76 up to 8 oz/gal for 890 and 16 oz/gal for 890 LT wherenon-photochemically reactive solvents are required.These are nominal values and may vary with color.

Dry Temp.Resistance

Continuous: 300 °F (149 °C)Non-Continuous: 350 °F (177 °C)

Discoloration and loss of gloss occurs above 200 F (93 C) but does notaffect performance.

Under InsulationResistance

Continuous: 300 °F (149 °C)

Discoloration and loss of gloss occurs above 200 F (93 C) but does notaffect performance.

Limitations Do not apply over latex coatings. For immersionprojects use only factory made material in specialcolors. Consult Technical Service for specifics.

Topcoats

Substrates & Surface Preparation General Surfaces must be clean and dry. Remove all dirt, dust,

oil and all other contaminant.

Steel Immersion: SSPC-SP10Non-immersion: SSPC-SP61.5-3.0 mils (38-75 microns) SSPC-SP2 or SP3 aresuitable cleaning methods for mild environments.

Galvanized Steel Prime with specific Carboline primers asrecommended by your Carboline SalesRepresentative. Refer to the specific primer’s ProductData Sheet for requirements.

Concrete or CMU Concrete must be cured 28 days at 75°F (24°C) and50% relative humidity or equivalent. Prepare surfacesin accordance with ASTM D4258 Surface Cleaning ofConcrete and ASTM D4259 Abrading Concrete. Voidsin concrete may require surfacing. Mortar joints shouldbe cured a min of 15 days.

Drywall & Plaster Joint compound and plaster should be fully cured priorto coating application.

Previously PaintedSurfaces

Lightly sand or abrade to roughen surface and deglossthe surface. Existing paint must attain a minimum3A rating in accordance with ASTM D3359 “X-Cut”adhesion test.

Performance Data Test Method System Results

ASTM B 117 Salt Fog Blasted Steel 2 cts. 890 No effect on plane,rust in scribe. 1/16"

undercutting at scribeafter 2000 hours

ASTM B117 Salt Fog Blasted Steel 1ct. IOZ 1 ct 890

No effect on plane,no rust in scribe

and no undercuttingafter 4000 hours

ASTM D 4060 Abrasion Blasted Steel 1 ctEpoxy Pr. 1 ct 890

85 mg. loss after1000 cycles, CS17

wheel 1000 gm. loadASTM D1735 Water Fog Blasted Steel 1 ct.

Epoxy Pr. 1 ct. 890No blistering, rusting

or delaminationafter 2800 hours

ASTM D2486Scrub Resistance

Blasted Steel 1 ct. 890 93% gloss retainedafter 10,000 cycles w/

liquid scrub mediumASTM D3359 Adhesion Blasted Steel 1 ct 890 5A

ASTM D3363Pencil Hardness

Blasted Steel 2 cts 890 Greater than 8H

ASTM E84 Flameand Smoke

2 ct 890 5 Flame 5Smoke Class A

Test reports and additional data available upon written request.

Mixing & Thinning Mixing Power mix separately, then combine and power mix.

DO NOT MIX PARTIAL KITS.

NLLAATPE

Text Box

Attachement 5

Carboguard® 890

June 2016 0986

To the best of our knowledge the technical data contained herein is true and accurate on the date of publication and is subject to change without prior notice. User must contact Carboline Companyto verify correctness before specifying or ordering. No guarantee of accuracy is given or implied. We guarantee our products to conform to Carboline quality control. We assume no responsibility forcoverage, performance or injuries resulting from use. Liability, if any, is limited to replacement of products. NO OTHER WARRANTY OR GUARANTEE OF ANY KIND IS MADE BY CARBOLINE,EXPRESS OR IMPLIED, STATUTORY, BY OPERATION OF LAW, OR OTHERWISE, INCLUDING MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE. Carboline® and Carboguard®are registered trademarks of Carboline Company.

Page 2 of 2

Mixing & Thinning Thinning Spray: Up to 13 oz/gal (10%) w/ #2

Brush: Up to 16 oz/gal (12%) w/ #33Roller: Up to 16 oz/gal (12%) w/ #33Thinner #33 can be used for spray in hot/windyconditions. Use of thinners other than those suppliedor recommended by Carboline may adversely affectproduct performance and void product warranty,whether expressed or implied.*See VOC values for thinning limits.

Ratio 1:1 Ratio (A to B)

Pot Life 3 Hours at 75°F (24°C)

Pot life ends when coating loses body and begins to sag. Pot life timeswill be less at higher temperatures.

Application Equipment Guidelines Listed below are general equipment guidelines for the application of this product. Job site conditionsmay require modifications to these guidelines to achieve the desired results.

Spray Application(General)

This is a high solids coating and may requireadjustments in spray techniques. Wet film thicknessis easily and quickly achieved. The following sprayequipment has been found suitable and is availablefrom manufacturers such as Binks, DeVilbiss andGraco.

ConventionalSpray

Pressure pot equipped with dual regulators, 3/8”I.D. minimum material hose, .070” I.D. fluid tip andappropriate air cap.

Airless Spray Pump Ratio: 30:1 (min.)*GPM Output: 3.0 (min.)Material Hose: 3/8” I.D. (min.)Tip Size: .017”-.021”Output PSI: 2100-2300 Filter Size: 60 mesh*Teflon packings are recommended and available fromthe pump manufacturer.

Brush & Roller(General)

Multiple coats may be required to obtain desiredappearance, recommended dry film thickness andadequate hiding. Avoid excessive re-brushing orrerolling. For best results, tie-in within 10 minutes at75°F (24°C).

Brush Use a medium bristle brush.

Roller Use a short-nap synthetic roller cover with phenoliccore.

Application Conditions Condition Material Surface Ambient HumidityMinimum 50 °F (10 °C) 50 °F (10 °C) 50 °F (10 °C) 0%Maximum 90 °F (32 °C) 125 °F (52 °C) 110 °F (43 °C) 90%

This product simply requires the substrate temperature to be above the dew point. Condensationdue to substrate temperatures below the dew point can cause flash rusting on prepared steel andinterfere with proper adhesion to the substrate. Special application techniques may be requiredabove or below normal application conditions.

Curing Schedule Surface

Temp.*Dry to Recoat Dry to Recoat

& Topcoat w/other finishes

Final CureGeneral

Final CureImmersion

50 °F (10 °C) 12 Hours 24 Hours 3 Days NR60 °F (16 °C) 8 Hours 16 Hours 2 Days 10 Days75 °F (24 °C) 4 Hours 8 Hours 1 Days 5 Days90 °F (32 °C) 2 Hours 4 Hours 16 Hours 3 Days

Higher film thickness, insufficient ventilation or cooler temperatures will require longer cure times andcould result in solvent entrapment and premature failure. Excessive humidity or condensation on thesurface during curing can interfere with the cure, can cause discoloration and may result in a surfacehaze. Any haze or blush must be removed by water washing before recoating. During high humidityconditions, it is recommended that the application be done while temperatures are increasing.Maximum recoat/topcoat times are 30 days for epoxies and 90 days for polyurethanes at 75°F(24°C). If the maximum recoat times have been exceeded, the surface must be abraded by sweepblasting or sanding prior to the application of additional coats.

Cleanup & Safety Cleanup Use Thinner #2 or Acetone. In case of spillage, absorb

and dispose of in accordance with local applicableregulations.

Safety Read and follow all caution statements on this productdata sheet and on the MSDS for this product. Wearprotective clothing, gloves and use protective creamon face, hands and all exposed areas.

Ventilation When used as a tank lining or in enclosed areas,thorough air circulation must be used during and afterapplication until the coating is cured. User should testand monitor exposure levels to insure all personnelare below guidelines.

Packaging, Handling & Storage Shelf Life Part A: 36 months at 75°F (24°C)

Part B: 15 months at 75°F (24°C)

*When kept at recommended storage conditions and in originalunopened containers.

Shipping Weight(Approximate)

2 Gallon Kit - 29 lbs (13 kg)10 Gallon Kit - 145 lbs (66 kg)

StorageTemperature &Humidity

40° -110°F (4°-43°C)0-100% Relative Humidity

Flash Point(Setaflash)

89°F (32°C) for Part A73°F (23°C) for Part B

Storage Store Indoors.

This product is solvent based and not affected by excursions belowthese published storage temperatures, down to 10°F, for a duration of nomore than 14 days. Always inspect the product prior to use to make sureit is smooth and homogeneous when properly mixed.

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