Fabrication of Structural & Miscellaneous Steel Specification

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TECHNICAL CORRECTION January 2002

Process Industry Practices

Structural

PIP STS05120Fabrication of Structural and

Miscellaneous Steel Specification



PURPOSE AND USE OF PROCESS INDUSTRY PRACTICES

In an effort to minimize the cost of process industry facilities, this Practice has

been prepared from the technical requirements in the existing standards of major

industrial users, contractors, or standards organizations. By harmonizing these technical

requirements into a single set of Practices, administrative, application, and engineering

costs to both the purchaser and the manufacturer should be reduced. While this Practice

is expected to incorporate the majority of requirements of most users, individual

applications may involve requirements that will be appended to and take precedence

over this Practice. Determinations concerning fitness for purpose and particular matters

or application of the Practice to particular project or engineering situations should not

be made solely on information contained in these materials. The use of trade names

from time to time should not be viewed as an expression of preference but rather

recognized as normal usage in the trade. Other brands having the same specificationsare equally correct and may be substituted for those named. All Practices or guidelines

are intended to be consistent with applicable laws and regulations including OSHA

requirements. To the extent these Practices or guidelines should conflict with OSHA or

other applicable laws or regulations, such laws or regulations must be followed.

Consult an appropriate professional before applying or acting on any material

contained in or suggested by the Practice.

This Practice is subject to revision at any time by the responsible Function Team

and will be reviewed every 5 years. This Practice will be revised, reaffirmed, or

withdrawn. Information on whether this Practice has been revised may be found atwww.pip.org.

© Process Industry Practices (PIP), Construction Industry Institute, The

University of Texas at Austin, 3925 West Braker Lane (R4500), Austin,

Texas 78759. PIP member companies and subscribers may copy this Practice

for their internal use. Changes, overlays, addenda, or modifications of any

kind are not permitted within any PIP Practice without the express written

authorization of PIP.

PRINTING HISTORY

November 1994 Issued January 2000 Technical Correction

January 1999 Revision January 2002 Technical Correction

Not printed with State funds



TECHNICAL CORRECTIONJanuary 2002

Process Industry Practices Page 1 of 17

Process Industry Practices

Structural

PIP STS05120Fabrication of Structural and

Miscellaneous Steel Specification

Table of Contents

1. Introduction..................................2 1.1 Purpose .............................................2 1.2 Scope................................................. 2

2. References....................................2

2.1 Process Industry Practices................2 2.2 Industry Codes and Standards.......... 2 2.3 Government Regulations...................4

3. Definitions ....................................4

4. General .........................................5 4.1 Quality Control...................................5 4.2 Submittals..........................................5 4.3 Performance Requirements ..............6

5. Products and Materials ...............6 5.1 Structural Shapes, Plates, and

Bars ................................................... 6 5.2 Pipe.................................................... 7 5.3 Structural Tubing ............................... 7

5.4 High-Strength Bolt Assemblies.......... 7 5.5 Standard Bolt Assemblies ................. 7 5.6 Headed Studs.................................... 7 5.7 Welding Filler Metal...........................7 5.8 Crane Rails........................................ 8

5.9 Checkered-Floor Plate ...................... 8 5.10 Welded-Steel Bar Grating andGrating Stair Treads ..........................8

5.11 Steel Deck ......................................... 8 5.12 Steel Joists ........................................ 8

6. Execution ..................................... 8 6.1 Connections....................................... 8 6.2 Erection and Shop Drawings...........13 6.3 Fabrication....................................... 14 6.4 Galvanizing...................................... 15 6.5 Handling, Shipping, and Delivery ....16



PIP STS05120 TECHNICAL CORRECTIONFabrication of Structural and Miscellaneous Steel Specification January 2002

Page 2 of 17 Process Industry Practices

1. Introduction

1.1 Purpose

This Process Industry Practice (Practice) provides the structural steel fabricator witha specification for fabrication of structural and miscellaneous steel.

1.2 Scope

This Practice describes the requirements for all material, connections, detailing,

fabrication, galvanizing, and delivery of structural and miscellaneous steel.

Any conflicts or inconsistencies between this Practice, design drawings, or other

contract documents shall be brought to the attention of the buyer for resolution.

2. References

When adopted in this Practice or in the contract documents, the latest edition of the followingcodes, standards, specifications, and references in effect on the date of contract award shall be

used, except as otherwise noted. Short titles will be used herein when appropriate.

2.1 Process Industry Practices (PIP)

– PIP STS05130 - Erection of Structural and Miscellaneous Steel Specification

2.2 Industry Codes and Standards

• American Institute of Steel Construction (AISC)

– AISC Allowable Stress Design (ASD) of Simple Shear Connections

– AISC Code of Standard Practice for Steel Buildings and Bridges – AISC Detailing for Steel Construction

– AISC Engineering for Steel Construction: A Source Book on Connections

– AISC Load and Resistance Factor Design (LRFD) of Simple Shear

Connections

– AISC Load and Resistance Factor Design (LRFD) Specification for Structural

Steel Buildings

– AISC Manual of Steel Construction, Allowable Stress Design (ASD)

– AISC Manual of Steel Construction, Load and Resistance Factor Design

(LRFD)

– AISC Manual of Steel Construction: Volume II Connections (ASD/LRFD)

– AISC Specification for Structural Joints Using ASTM A325 or A490 Bolts

– AISC Specification for Structural Steel Buildings: Allowable Stress Design and

Plastic Design

• American Society for Testing and Materials (ASTM)

– ASTM A1 - Carbon Steel Tee Rails





– ASTM E376 - Measuring Coating Thickness by Magnetic-Field or

Eddy-Current (Electromagnetic) Test Methods

– ASTM F436/F436M - Hardened Steel Washers AASHTO M293

– ASTM F606/F606M - Standard Test Methods for Determining the Mechanical

Properties of Externally and Internally Threaded Fasteners, Washers, and Rivets

– ASTM F959/F959M - Compressible-Washer-Type Direct Tension Indicators

for Use with Structural Fasteners

• American Welding Society (AWS)

– AWS D1.1 - Structural Welding Code - Steel

– AWS D1.3 - Structural Welding Code - Sheet Steel

– AWS QC1 - Standard for AWS Certification of Welding Inspectors

• National Association of Architectural Metals Manufacturers (NAAMM)

– NAAMM MBG 531 - Metal Bar Grating Manual

• Steel Deck Institute (SDI)

– SDI Design Manual for Composite Decks, Form Decks and Roof Decks -

No. 30

• Steel Joist Institute (SJI)

– SJI Standard Specifications and Load Tables

2.3 Government Regulations

Requirements by state or local agencies that have jurisdiction where the structural

steel is to be erected shall apply.

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

(OSHA)

– OSHA 29 CFR Part 1910

– OSHA 29 CFR Part 1926

3. Definitions

buyer: The party that awards the contract to the fabricator. The buyer may be the owner or

the owner’s authorized agent.

contract documents: Any and all documents, including design drawings, that the buyer has

transmitted or otherwise communicated, either by incorporation or reference, and made part

of the legal contract agreement or purchase order between the buyer and the fabricator

engineer of record: The buyer’s authorized representative with overall authority and

responsibility for the structural design

fabricator: The party responsible for furnishing fabricated structural and miscellaneous steel

owner: The owner of the proposed structure



TECHNICAL CORRECTION PIP STS05120January 2002 Fabrication of Structural and Miscellaneous Steel Specification


professional engineer: An engineer registered or licensed to practice engineering as defined

by the statutory laws of the locality in which the project is to be constructed

4. General

4.1 Quality Control

4.1.1 Unless exempted by the buyer, the fabricator shall be certified for Complex

Steel Buildings (Cbd) by AISC.

4.1.2 The fabricator shall be solely responsible for quality control of all materials

and workmanship.

4.1.3 Each piece of mill material shall be legibly marked with the heat number,

size of section, length, and mill identification marks in accordance with

ASTM A6/A6M plus the fabrication mill order number. Alternate material

tracking procedures may be used when approved by the buyer.

4.1.4 The fabricator shall have a written material handling procedure, qualitycontrol program, and inspection procedures document that shall provide

details of how compliance with the requirements in this Practice and the

design drawings shall be achieved.

4.1.5 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.

4.1.6 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.

4.1.7 Welding procedures and individual welders shall be qualified in accordancewith the requirements of AWS D1.1.

4.1.8 Welding procedures previously qualified for the buyer may be used without

requalification. However, the buyer reserves the right to require

requalification of any questionable procedure before the start of fabrication.

4.1.9 The fabricator’s inspectors shall be qualified and certified as AWS Certified

Welding Inspectors in accordance with the provisions of AWS D1.1 or

AWS QC1, or shall be trained by and working under the supervision of an

AWS Certified Welding Inspector.

4.1.10 Certified mill test reports for each heat of structural steel and each lot of

high-strength bolts shall be available for review by the buyer.

4.1.11 The buyer may require a quantity of representative samples of bolt

assemblies that the fabricator shall supply to the buyer for testing. Testing in

accordance with ASTM F606/F606M will be at the buyer’s expense.

4.2 Submittals

4.2.1 Unless indicated elsewhere in the contract documents, the fabricator shall

submit, as a minimum, the following documents to the buyer before the start

of fabrication:





a. One set of checked, reproducible erection and shop drawings

b. One set of sample engineering calculations for each type of the

fabricator-designed connection

c. Quality Control Program and Inspection Procedures

d. Welding Procedure Specification (WPS)

e. Procedure Qualification Records (PQR)

f. Welder(s) qualification records

4.2.2 One set of reproducible final erection drawings, shop drawings, and field bolt

lists shall be sent to the persons responsible for managing construction at

their field office by next-day delivery before the shipment of steel. A

shipping list (including total weight of release and weight of shipment), a

bolt list, and one set of final erection drawings shall accompany the first

shipment of each release.

4.2.3 The fabricator shall submit, as a minimum, the following documents to the buyer for record purposes:

a. One set of reproducible final erection and shop drawings

b. Records of quality control inspection test reports requested by the buyer

c. One set of final sample engineering calculations for each type of the

fabricator-designed connection sealed and signed by the responsible

professional engineer

d. Records of calibration or recalibration performed on the tools or

equipment used by the fabricator during the work, if requested by the

buyer

4.3 Performance Requirements

4.3.1 All work covered by this Practice shall conform to the AISC Code of

Standard Practice for Steel Buildings and Bridges; either the AISC

Specification for Structural Steel Buildings: Allowable Stress Design and

Plastic Design or the AISC LRFD Specification for Structural Steel

Buildings; applicable portions of OSHA 29 CFR Part 1910 and Part 1926;

and any other applicable federal, state, or local requirements.

4.3.2 If local specifications, codes, or standards exist for the materials, section

properties, design, and test methods covered by this Practice that yield

equivalent quality and performance, they may be substituted only with prior

written approval by the buyer.

5. Products and Materials

5.1 Structural Shapes, Plates, and Bars

Structural steel wide-flange shapes, including WT shapes, shall be in accordance with

ASTM A992/A992M, unless otherwise specified in the contract documents. All other





structural shapes, plates, and bars shall be in accordance with ASTMA36/A36M,

unless otherwise specified in the contract documents.

5.2 Pipe

ASTM A53 Type E or S, Grade B or ASTM A106 Grade B

5.3 Structural Tubing

ASTM A501 or ASTM A500 Grade B

5.4 High-Strength Bolt Assemblies

• Bolt – ASTM A325/A325M Type 1 or ASTM A490/A490M , if specified on the

design drawings

• Washer – ASTM F436/F436M

• Direct tension indicator (DTI) washers – ASTM F959/F959M , when specified

in the contract documents• Heavy hex nut – ASTM A563/A563M Grade DH

5.5 Standard Bolt Assemblies

• Bolt – ASTM A307 Grade A heavy hex

• Washer – ASTM F436/F436M

• Heavy hex nut – ASTM A563/A563M Grade A

5.6 Headed Studs

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

5.7 Welding Filler Metal

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 electrodes

may be used for tack welding.





5.8 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

5.9 Checkered-Floor Plate

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

5.10 Welded-Steel Bar Grating and Grating Stair Treads

ASTM A569/A569M, galvanized in accordance with ASTM A123 and

NAAMM MBG 531. Top surface of bearing bars shall be plain unless serrated is

specified. Grating stair treads shall have abrasive- or checkered-plate nosing.

5.11 Steel Deck

SDI Design Manual for Composite Decks, Form Decks and Roof Decks – No. 30

5.12 Steel Joists

SJI Standard Specifications and Load Tables

6. Execution

6.1 Connections

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

fabricator-designed. Unless otherwise noted on the contract documents, all

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

selected.

6.1.2 Engineer-Designed Connections

6.1.2.1 Engineer-designed connections will be fully designed and detailed

on the design drawings and shall be furnished as shown.

6.1.2.2 Engineer-designed connections shall be only those connections fully

detailed on the design drawings, showing all fastener sizes,

arrangement, dimensions, quantities and grades, and all connection

material and weld types, sizes, and lengths for each individual

member or part to be joined. The fabricator shall reflect this

information on shop drawings.

6.1.2.3 Any request to deviate from the specific details of any engineer-

designed connection by the fabricator must be in writing, withwritten approval of the engineer of record. Approval of this submittal

constitutes acceptance by the engineer of record of design

responsibility for the structural adequacy of the changed detail.





6.1.3 Fabricator-Selected Connections

6.1.3.1 Fabricator-selected connections shall be those for which the engineer

of record has authority and responsibility for the design adequacy

and the fabricator has authority and responsibility for the detailing.

6.1.3.2 Fabricator-selected connections are usually simple connections

(shear only). The fabricator shall detail these connections by

selecting standard details from the accepted standards listed in

Section 2.2 and shall meet all other requirements in the contract

documents.

6.1.3.3 The approval by the engineer of record of shop drawings detailing

the fabricator-selected connections constitutes acceptance by the

engineer of record of design responsibility for the structural

adequacy, but not the detailing, of the approved the fabricator-

selected connections.

6.1.4 Fabricator-Designed Connections

6.1.4.1 Fabricator-designed connections shall be designed and detailed by

the fabricator to carry all loads shown on the design drawings or as

provided in the contract documents.

6.1.4.2 The fabricator shall have a professional engineer design or supervise

the design of all fabricator-designed connections.

6.1.4.3 Fabricator-designed connections shall meet all requirements of the

contract documents. In all cases, the design shall consider the entire

joint (including beams, girders, columns, and bracing) and shall take

into account bolt shear, combined bolt tension and shear, prying

action, local bending, coped beam capacities, block shear, web

buckling, etc. The fabricator shall design and furnish stiffeners forcolumn webs, column flanges, and elements of other members

involved as required.

6.1.4.4 Sample engineering calculations for each type of the fabricator-

designed connection shall be sealed and signed by the responsible

professional engineer who designed or supervised the design of the

connections. Additionally, when required by the contract documents,

all shop drawings containing fabricator-designed connections shall

be sealed and signed by the responsible professional engineer.

6.1.4.5 Review of shop drawings detailing fabricator-designed connections

and engineering calculation sheets by the engineer of record does not

relieve the fabricator of responsibility for both the design adequacyand detailing of connections designed by the fabricator.

6.1.5 Bolted Connections

6.1.5.1 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.





ASTM A325 or A490 Bolts or AISC LRFD Specification for

Structural Joints Using ASTM A325 or A490 Bolts.

6.1.5.12 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 witheach bolt.

6.1.5.13 If used, direct tension indicator washers shall conform to

ASTM F959/F959M and shall be installed according to the

manufacturer’s published specifications.

6.1.5.14 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.

6.1.5.15 Mechanically galvanized bolts or nuts shall not be interchanged with

hot-dipped galvanized nuts or bolts, respectively.

6.1.5.16 All column splices shall be field-bolted and shall conform to AISC Detailing for Steel Construction, Appendix C.

6.1.5.17 All nuts for high-strength bolts shall be wax-dipped to reduce torque

during installation.

6.1.5.18 Each bolt component shall be clearly marked with the

manufacturer’s identification.

6.1.5.19 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 a 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 additionalrow 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.

6.1.6 Welded Connections

6.1.6.1 Design, detailing, and fabrication of welded 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.

6.1.6.2 ASD-based welded connection design shall conform to AWS D1.1,

AISC Manual of Steel Construction (ASD), AISC Manual of Steel

Construction: Volume II Connections (ASD/LRFD), and AISC

Detailing for Steel Construction.

6.1.6.3 LRFD-based welded connection design shall conform to AWS D1.1,

AISC Manual of Steel Construction (LRFD), and AISC Detailing for

Steel Construction.





6.1.6.4 The minimum design capacity of all welded framed-beam

connections shall be the member end reaction shown on the design

drawings. When the member end reaction is not shown, the

minimum design capacity shall be one-half of the total uniform load

capacity as shown in the Allowable Uniform Load Tables in Part 2

of the AISC Manual of Steel Construction (ASD) for the given beam

size, span, and grade of material, unless otherwise specified in the

contract documents.

6.1.6.5 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.

6.1.6.6 Welds shall be continuous, unless otherwise approved by the

engineer of record.

6.1.6.7 The fabricator shall design and install erection clips for field-welded

connections.

6.1.6.8 The fabricator shall remove all run-off bars and extension tabs.

6.1.7 Shop and Field Connections

6.1.7.1 All field connections shall be bolted and all shop connections shall

be either bolted or welded, unless otherwise shown on the design

drawings.

6.1.7.2 To ensure electrical continuity when shop-applying nonconductive

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.

6.1.8 Bracing Connections

6.1.8.1 Unless otherwise noted on the design drawings, connections for

preassembled bracing and truss members shall be designed for the

forces shown on the design drawings; however, not less than 50% of

the allowable tension capacity of the member or 6 kips, whichever is

greater. The allowable tension capacity shall be calculated using the

gross cross section of the member. A minimum of two bolts per

connection is required.

6.1.8.2 All cross bracing shall be bolted at intersections with a one-bolt

minimum for angles and a two-bolts minimum for tees.

6.1.8.3 All heavy bracing connections, including gusset plates, shall be

designed according to either the AISC Manual of Steel Construction:Volume II Connections (ASD/LRFD), Chapter 7 or the AISC Manual

of Steel Construction (LRFD), as applicable.

6.1.8.4 All gusset and stiffener plates shall be of 3/8-inch (10-mm) minimum

thickness.

6.1.8.5 All vertical bracing and knee bracing shall have gusset plates on

column centerlines, unless otherwise noted on the design drawings.





6.1.8.6 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 the beam and

column. The work point shall be the point at which the beamand the column centerlines intersect.

b. For the connection of K-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 K-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

when the brace is above the beam, or 5-inches (125-mm) above

the bottom flange when the brace is below the beam and the

centerline of the bay.

6.1.9 Connections for Concrete Fireproofed Members

6.1.9.1 Connections for members fireproofed with concrete shall be detailed

to minimize blockouts in shop-applied fireproofing.

6.1.9.2 Gusset plates for vertical or horizontal bracing members and single-

plate shear connections for beams shall extend outside fireproofing

for a sufficient length to make the connection with the fireproofing in

place.

6.1.9.3 Handrails shall not be connected to fireproofed columns.

6.2 Erection and Shop Drawings6.2.1 Shop drawings and erection drawings shall be prepared in accordance with

the AISC documents listed in this Practice.

6.2.2 Erection drawings shall reference the corresponding design drawings; shop

drawings shall reference the corresponding erection drawings.

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

used.

6.2.4 Erection and shop drawings shall be grouped in sets and identified separately

for each building, structure, or yard area.

6.2.5 Erection drawings shall clearly show the mark number and position for each

member.

6.2.6 The buyer’s purchase order number shall be shown on all erection and shop

drawings.

6.2.7 Shop drawings shall state the welding electrode to be used.

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

shall be noted on the shop drawings.





6.3.13 Checkered plate shall have 1/2-inch (12-mm) diameter drain holes provided

for each 20 square feet (2 square meters) of area, with a minimum of one

hole per panel.

6.4 Galvanizing

6.4.1 All materials, except ASTM A490 bolts, ASTM A490M bolts, and crane rails,

shall be galvanized, unless otherwise noted in the contract documents.

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

the following ASTM specifications:

a. Steel shapes and plates - ASTM A123

b. ASTM A325/A325M bolts and corresponding nuts and washers –

ASTM B695 (or ASTM A153/A153M, when approved by the buyer)

c. ASTM A36/A36M threaded bar or ASTM A307 bolts and corresponding

nuts and washers - ASTM A153/A153M or ASTM B695

6.4.3 General Fabrication

6.4.3.1 It shall be the fabricator’s responsibility to safeguard against

embrittlement and warpage per ASTM A143 and ASTM A384.

Fabrication details shall meet the requirements of ASTM A385 to

allow for the creation of high-quality zinc coatings.

6.4.3.2 Whenever practical, cutting, drilling, and welding shall be performed

before galvanizing. The fabricator shall remove weld slag before

galvanizing.

6.4.3.3 The edges of tightly contacting surfaces shall be completely seal

welded.

6.4.3.4 Vent holes shall be provided for piping or tubular assemblies asrequired by ASTM A385.

6.4.3.5 Potential problems that require a modification in design shall be

brought to the attention of the buyer by the fabricator before

proceeding.

6.4.4 Galvanizing of Steel Hardware

6.4.4.1 Nuts shall be tapped oversize in accordance with

ASTM A563/A563M.

6.4.4.2 Nut threads shall be retapped after hot-dip galvanizing to provide a

proper fit.

6.4.4.3 Direct tension indicators, if used, shall be mechanically galvanized

by the manufacturer according to the requirements of Class 50 of

ASTM B695.

6.4.5 Inspection of Galvanized Steel

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

accordance with ASTM A123 and ASTM E376.





6.4.6 Repair of Galvanized Steel

6.4.6.1 Any damage to galvanizing shall be repaired in accordance with

ASTM A780.

6.4.6.2 Before repair of damaged galvanized coating, the exposed substrate

metal shall be cleaned to bright metal and free of all visual rust, oil,

or grease. Any nonadhering galvanizing shall be removed to the

extent that the surrounding galvanizing is integral and adherent.

6.4.6.3 When surface defects exceed 2% of a member’s area, the defects

shall be repaired by redipping the member in the zinc bath.

6.4.6.4 Cold repair using an organic zinc-rich coating is allowed if the total

damaged area is less than 1% of the total coated area of the member

being repaired and no single repair is greater than 2 square inches

(1,300 mm2) or 12–inches (300–mm) long. The dry film thickness

shall be 2 mils to 3 mils (0.05 mm to 0.08 mm) and contain a

minimum of 65% zinc dust by weight.

6.4.6.5 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 square inches (1,300 mm2) in area

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

6.4.6.6 Hot repairs shall be made using zinc alloy rod or powder

manufactured for the repair of galvanized steel.

6.4.6.7 Flux, heavy ash, or heavy dross inclusions shall be removed by

brushing, grinding, or filing as required.

6.4.6.8 Galvanized steel that has been rejected shall be stripped,

regalvanized, and submitted again for inspection.

6.4.6.9 Correction of excessive warpage (that exceeds ASTM A6/A6M

criteria) shall be by press straightening when possible. The

application of localized heating to straighten must be approved by

the engineer of record.

6.4.6.10 If galvanized tension control bolts are used, all bare steel surfaces

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

6.5 Handling, Shipping, and Delivery

6.5.1 Handling and Shipping

6.5.1.1 Delivery of steel shall be made in the order needed for erection. The

delivery sequence for the fabricated steel, unless otherwise noted in

the contract documents or arranged by the buyer, shall be as follows:

loose base plates, steel embedded in concrete, erection bolts, first-tier

columns and framing for all its levels (including stairs and handrail),

second-tier columns and its framing, etc.




P I d t P ti P 17 f 17

6.5.1.2 All bolts, washers, and nuts shall be packaged and delivered in rigid

(not cardboard), weatherproof containers.

6.5.1.3 Railcars and/or trucks shall be loaded and cribbed so that others can

readily unload them. Load in such a manner that continuous drainage

will occur.

6.5.1.4 The fabricator shall ensure that all steel and its coatings are protected

from any damage caused by handling, storage, or shipping before

receipt by the buyer.

6.5.1.5 The fabricator shall ensure that adequate protection is provided for

threads on sag rods and any other threaded components to prevent

damage during shipping and handling.

6.5.2 Delivery

6.5.2.1 The fabricator is responsible for delivering all materials and

documentation to the job site in good condition. All materials and

documentation will be inspected immediately upon receipt by the 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.

6.5.2.2 The buyer reserves the right to reject all damaged or below-quality

material or documentation.

Fabrication of Structural & Miscellaneous Steel Specification

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