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D1.8 Seismic Supplement Welding Manual

A General Overview of AWS D1.8 Structural Welding Code - Seismic Supplement

www.lincolnelectric.com Structural Welding Code

Seismic Supplement

2D1.8 Seismic Supplement Welding Manual

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Introduction

Lincoln Electric, the worldwide leader in welding

equipment and consumables, is proud to present

this manual to the American Welding Society’s

D1.8 Seismic Supplement.

Because welding is essential in the construction of

the vast majority of buildings, innovative welding

techniques are and will continue to be critical to

safer, sounder structures in seismic zones.

The leader in seismic welding solutions is

Lincoln Electric.

Our leadership comes from our history; for over

100 years Lincoln Electric has been at the forefront

of welding technology. It comes from our people;

Duane Miller, Lincoln’s Manager of Engineering

Services, chaired the D1.8 committee. And it comes

from our products; we have consumables and

welding solutions designed help you meet new

and evolving requirements.

To assist structural fabricators, erectors, inspectors

and specifying engineers, Lincoln Electric has

created this D1.8 Seismic Supplement Welding

Manual as an aid to understand seismic welding

requirements and the Lincoln Electric consumables

tested to meet the AWS D1.8 requirements.

This update to Lincoln Electric’s D1.8 Seismic

Supplement Welding Manual is just one more way

Lincoln sets the standard for the welding industry.

That is why, for the most reliable welds in seismic

zones, the structural fabrication industry chooses

Lincoln.

Table of Contents

Introduction .......................................................2

Background .......................................................4

Purpose and Use ................................................6

Speciﬁcations ....................................................6

Overview ............................................................8

Differences from FEMA 353..............................10

A User’s Guide To AWS D1.8 .............................11

Engineers .....................................................11

Structural Detailers .....................................12

Fabricators and Erectors .............................12

Inspectors ....................................................18

References ........................................................19

Lincoln Electric Products .................................20

Exposure Testing ..............................................22

Appendices .......................................................24

A: D1.8 Certiﬁcations ..................................25

B: Intermix Testing ......................................40

C: Lot Control Alternative Documentation ..42

Note: Please refer to the Safety References Section on page 18 for more information on certiﬁcates, booklets and general safety practices.

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Customer Assistance Policy

The Lincoln Electric Company sells welding consumables and related equipment. On occasion, purchasers

may ask the Company for advice or information about the use of these products. As a customer

accommodation, our employees respond without charge based on information provided and their knowledge

of Lincoln Electric products. Lincoln Electric offers no guarantee or warranty, and assumes no liability, with

respect to such information or advice; nor does it assume any responsibility for updating or correcting any

such information or advice once it is given; nor does its provision of information or advice create, expand or

alter any warranty with respect to the sale of the Company’s products. Lincoln Electric expressly disclaims

any warranty of any kind, including any warranty of ﬁtness for any particular purpose, with respect to such

information or advice. The selection and use of products sold by Lincoln Electric is solely within the control

of, and remains the sole responsibility of, the customer.

Document Updates

The information contained in this document is believed to be accurate at the time of printing and is subject

to change as additional information and data becomes available. Examples of such modiﬁcations include,

but are not limited to, the incorporation of additional product data and alterations due to AWS D1.8 updates.

The reader is encouraged to check the Lincoln Electric website for updates (www.lincolnelectric.com). This

manual references other documents not published by Lincoln Electric. Those documents are also subject to

change, and the reader is encouraged to check the latest edition of referenced documents for any changes

that might affect the content of this manual.

This document is an update to Lincoln Electric’s 2008 D1.8 Seismic Supplement Welding Manual and

reﬂects changes made to the AWS D1.8 Structural Welding Code - Seismic Supplement in 2009.

4D1.8 Seismic Supplement Welding Manual

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Background

In January 1994, the Northridge, California earthquake caused unexpected damage to a number of welded

steel-framed buildings in the greater Los Angeles area. The Federal Emergency Management Agency (FEMA)

funded a variety of investigations that sought to address both the immediate and long-term needs related to

solving the performance problems associated with welded steel moment-frame connections. Several

documents were published as a result of these investigations, including Recommended Speciﬁcations and

Quality Assurance Guidelines for Steel Moment-Frame Construction for Seismic Applications (FEMA 353)1.

FEMA 353 discusses what has come to be known as the “Pre-Northridge Connection” and concluded that

“…the typical moment-resisting connection detail employed in steel moment-frame construction prior to

the 1994 Northridge earthquake… had a number of features that rendered it inherently susceptible to brittle

fracture. These included the following:

The most severe stresses occurred in the connection

“Wildcat” welding position

Connection detail makes it hard to inspect

Signiﬁcant ﬂexural stresses on the beam ﬂange at the column face

Weld access hole geometry

High restraint

Weak panel zones

The report continued on to say “…additional conditions contributed signiﬁcantly to the vulnerability of

connections...” including:

Low toughness FCAW-S welding the consumables

Low redundancy

Matching beam and column strength

FEMA 353 then proposed a variety of recommendations and quality assurance guidelines that addressed

various topics, including:

Overall structural design

Connection design

Connection details

Materials, including both base metal and weld metal

Workmanship

Inspection

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The provisions within FEMA 353 were not binding but did become mandatory when incorporated into

Contract Documents.

While the FEMA recommendations were being drafted, the American Institute of Steel Construction (AISC)

and the American Welding Society (AWS) began to evaluate their speciﬁcations and codes and revise them to

incorporate the post-Northridge research on steel connections. AISC issued a variety of interim updates to the

Seismic Provisions, as well as complete new editions of the standard. Contained in these AISC documents are

a variety of welding-related provisions. The primary focus of the AISC Seismic Provisions, however, is on the

design of structures intended to resist seismically induced loads, including the design of the connections and

thus, some welding-related provisions.

During this same time period, the AWS D1 Structural Welding Committee formed a new subcommittee D1L,

charged with the responsibility of developing a new standard to address welding-related requirements for

buildings designed to resist seismically induced loads. Ultimately, this subcommittee produced and the D1

committee approved, AWS D1.8 Structural Welding Code-Seismic Supplement2.

Many of the changes made to the AISC and AWS standards were the direct result of the work sponsored by

FEMA. Some of the provisions directly reﬂect the recommendations of FEMA 353. In other cases, the initial

recommendations were modiﬁed by the AISC and AWS consensus committees. Finally, some FEMA 353

recommendations deemed to be unnecessary by the AISC or AWS committees were eliminated.

The FEMA-sponsored effort focused on moment-resisting connections, whereas the AISC and AWS

documents addressed other Seismic Force Resisting Systems (SFRS), thus justifying some additional

provisions that were not contained within FEMA 353. Therefore, these latest documents do more than

simply incorporate FEMA 353 provisions directly into AISC or AWS speciﬁcations.

AWS D1.8 was approved in 2005 and ﬁrst printed and distributed in 2006. In 2009 the AWS published the

second edition of the AWS D1.8/D1.8M, Structural Welding Code - Seismic Supplement. Subsequent revisions

have also been made to this document.

6D1.8 Seismic Supplement Welding Manual

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The Purpose and Use of This Manual

This manual has been prepared by The Lincoln Electric Company to assist our customers in complying

with the requirements of AWS D1.8. Additionally, a summary of important provisions is included to assist

engineers, steel detailers and inspectors. This manual does not address every provision of D1.8, and tends

to discuss only the general condition that will typically be encountered, versus unique situations that may

arise. Readers of this manual are encouraged to obtain and review a copy of AWS D1.8, which can be

purchased through the AWS (www.awspubs.com).

Reference to AISC speciﬁcations is also made throughout this manual. Copies of pertinent AISC documents

can be downloaded from the AISC website (www.AISC.org) for free, or can be purchased in printed form.

This manual does not in any respect act as a substitute for or in compliance with AWS D1.8 or AISC

speciﬁcations. Should any conﬂict exist between the content of this manual and these referenced

speciﬁcations, the documents as published by AISC or AWS should be taken as the authoritative reference.

To assist the user, applicable provisions as contained in D1.8:2009 are referenced at the end of paragraphs

describing the requirements.

Speciﬁcations

AWS D1.8 and Other Speciﬁcations

AWS D1.8 alone cannot be used to design, fabricate, erect and inspect a structure intended to

resist seismic loadings. Of necessity, D1.8 is used in conjunction with other construction documents,

speciﬁcations and codes. Importantly, D1.8 does not contain all the welding-related requirements.

The general interaction of D1.8 and welding-related provisions is outlined below.

AWS D1.8 and AISC Speciﬁcations

Three AISC speciﬁcations may apply to a project where seismic resistance is required: AISC 360

Speciﬁcations for Structural Steel Buildings3, AISC 341 Seismic Provisions for Structural Steel Buildings4,

and AISC 358 Prequaliﬁed Connections for Special and Intermediate Steel Moment Frames for Seismic

Applications5. These three documents will be referred to as AISC Speciﬁcations, AISC Seismic Provisions

and AISC Prequaliﬁed Connections, respectively, throughout the remainder of this manual.

The relationship between AWS D1.8 and the AISC Speciﬁcations is no different than that between the AISC

Speciﬁcations and AWS D1.1.

There is signiﬁcant interaction between the AISC Seismic Provisions and D1.8. Typically, AISC Seismic

Provisions specify where and when certain welding related provisions apply, while AWS D1.8 will specify

how such provisions are implemented. For example, AWS D1.8 does not specify when steel backing must be

removed from a connection. However, when backing removal is required by AISC speciﬁcations, AWS D1.8

speciﬁes how the backing is to be removed.

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The AISC’s Prequaliﬁed Connections document prescribes prequaliﬁed structural connections

(beam-to-column connections, for example, not to be confused with AWS prequaliﬁed welding procedure

speciﬁcations, or with prequaliﬁed joint details). As part of connection prequaliﬁcation, welding-related

issues such as backing removal, weld tab removal, weld metal properties and inspection requirements

are prescribed.

AWS D1.8 and Other AWS Standards

AWS D1.8 supplements AWS D1.1 Structural Welding Code—Steel6. D1.8 does not replace D1.1, and except

as modiﬁed by D1.8, all of D1.1 still applies when D1.8 is speciﬁed. See D1.8, clause 1.1.

AWS D1.8 is intended to be used on steel structures, where D1.1 applies. D1.8 should not, for example,

be used to supplement AWS D1.6 Structural Welding Code—Stainless Steel7. See D1.8, clause 1.3.

AWS D1.8 references the AWS A5 Filler Metal Speciﬁcations. Of particular interest is the reference to AWS

A5.20: 20058 since this speciﬁcation has incorporated a new supplemental electrode designator, the “-D”

sufﬁx. This sufﬁx reﬂects a concept contained in both FEMA 353 and D1.8, that of high-low heat input

testing, discussed later in this manual. It is expected that future editions of AWS A5.29 will include a

similar supplemental designator.

AWS D1.8 and Contract Documents

Contract Documents are used to specify requirements that may modify provisions contained within codes.

In the case of D1.8, Contract Documents play an especially important role, since many provisions typically

required for buildings designed to resist seismic loading are not speciﬁed in D1.8. Rather, D1.8 requires that

when such provisions are to apply, the Engineer must specify them in the Contract Documents. Thus,

Contract Documents may be used to “customize” requirements around a speciﬁc project. The implication is

that one project governed by D1.8 may have signiﬁcantly different requirements from another, because the

Contract Documents for the two projects are different.

AWS D1.8 and FEMA 353

D1.8 and FEMA 353 are totally separate documents, and it would be impossible to impose both provisions to

govern a project without creating signiﬁcant conﬂict and contradictions. However, qualiﬁcations and various

tests done to meet the criteria of FEMA 353 may be used to meet similar or identical requirements in D1.8.

Accordingly, such transfer of results is encouraged in D1.8, subject to the Engineer’s approval. For example,

the welder qualiﬁcation test as prescribed in FEMA 353, Appendix B is similar to that speciﬁed in D1.8 Annex

D, and the D1.8 commentary speciﬁcally encourages the Engineer to accept previous welder qualiﬁcation

testing done to FEMA 353 requirements.

8D1.8 Seismic Supplement Welding Manual

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Overview of D1.8

Content

FEMA 353 identiﬁed a variety of factors that made the pre-Northridge connection “…inherently susceptible

to brittle fracture...” and then listed variables that can be grouped into the broad categories of overall

structural design, connection design, connection details, materials, workmanship and inspection. While most

of the design-related issues are covered in AISC standards, D1.8 addresses connection details, materials,

workmanship and inspection issues.

These topics are covered in seven clauses as follows:

Clause 1 General Requirements

Clause 2 Reference Documents

Clause 3 Deﬁnitions

Clause 4 Welded Connection Details

Clause 5 Welder Qualiﬁcation

Clause 6 Fabrication

Clause 7 Inspection

Following these clauses are eight mandatory annexes as follows:

Annex A WPS Heat Input Envelope Testing of Filler Metals for Demand Critical Welds

Annex B Intermix CVN Testing of Filler Metal Combinations (where one of the ﬁller metals is FCAW-S)

Annex D Supplemental Welder Qualiﬁcation for Restricted Access Welding

Annex E Supplemental Testing for Extended Exposure Limits for FCAW Filler Metals

Annex F Supplemental Ultrasonic Technician Testing

Annex G Supplemental Magnetic Particle Testing Procedures

Annex H Flaw Sizing by Ultrasonic Testing

Annex I Guidelines for the Preparation of Technical Inquiries for the Structural Welding Committee

Finally, the document concludes with an extensive commentary that provides background material and

explains the Structural Welding Committee’s intent behind many of the provisions, as well as an index.

New Terminology

In a manner that has been coordinated with the applicable AISC committees, D1.8 utilizes some new

terminology. An understanding of these terms, ofﬁcially deﬁned in Clause 3: Terms and Deﬁnitions of D1.8,

is necessary to properly apply the code.

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The seismic load resisting system (SLRS) has been renamed as seismic force resisting system (SFRS) to be

consistent with terminology as revised in AISC seismic provisions and is “the assembly of structural elements

in the building that resists seismic loads.” These are the speciﬁc components in a building, such as columns,

beams, girders and braces, and the connections that join those components designed to resist seismic loads.

The SFRS does not typically include all the various structural elements in a building. See D1.8, clause 3.1.

Demand Critical welds are deﬁned as “welds designated by the Engineer in Contract Documents, and

required to meet speciﬁc requirements of this code.” The most rigorous requirements of D1.8 are imposed

upon welds designated as “Demand Critical” (DC). See D1.8, clause 3.2.

The protected zone (PZ) is “that portion of a member of the SFRS… in which inelastic straining is anticipated

to occur….” Special limitations apply to attachments and fabrication practices associated with this zone.

See D1.8, clause 3.3.

It is important to note that D1.8 requires the Engineer to specify in contract documents the locations of

members that are part of the SFRS, which welds are Demand Critical, and the portion of members that

comprise the protected zone. Illustrative examples are contained in the commentary, although such

examples are not prescriptive or deﬁnitive. Contract documents should contain the speciﬁc requirements

applicable to a particular project. See D1.8, clause 1.2.1.

Three Kinds of Welds

When a structure is designed in accordance with the AISC Seismic Provisions, the welds on the building will

ﬁt into three categories. The applicable code depends on the characteristics of the weld, as illustrated in the

following table:

Welds that are not on the SFRS as designated by the Engineer in contract documents are governed by

D1.1, and no special requirement for seismic considerations apply. Welds on the SFRS, but not designated

Demand Critical by the Engineer in contract documents, are governed by D1.8, but the additional provisions

for Demand Critical welds do not apply. Demand Critical welds (which, by deﬁnition, must be part of the

SFRS), are subject to all the applicable requirements of D1.8, as well as those additional provisions that

apply to Demand Critical welds. See D1.8, Commentary C-1.1.

TABLE 1: CODE COVERAGE FOR VARIOUS WELDS

Not Part of SFRS Part of SFRS

Not Demand Critical Demand Critical

Code Coverage AWS D1.1 AWS D1.8 AWS D1.8 DC

10 D1.8 Seismic Supplement Welding Manual

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Differences between FEMA 353 and AWS D1.8

As was previously mentioned, much of D1.8 was based upon recommendations contained within FEMA 353.

However, differences between the two documents exist. In many cases, FEMA 353 recommendations are

not contained in D1.8, but rather reside in the applicable AISC speciﬁcation. In some situations, the AWS

consensus committee made deliberate decisions to approach the issue in a different manner.

Contained below is a partial listing of some of the signiﬁcant differences:

The complicated and complex “weld categories” as contained in FEMA 353 have been replaced

with the three broader and simpler categories as outlined previously in Table 1.

Details of the WPS Heat Input Envelope Testing have been modiﬁed. In D1.8, the root pass can be

made in a single pass (versus a split pass, as required in FEMA 353), and the position of welding is

no longer an essential variable for this test. See D1.8, Annex A.

The Supplemental Welder Qualiﬁcation test was expanded to include a testing procedure to address

welder qualiﬁcation when steel backing is not used, including where copper or ceramic backing is

used, as well as when open root joints are used. See D1.8, Annex D.

Testing of the Supplemental Welder Qualiﬁcation for Restricted Access Welding may be accomplished

by either radiographic testing (RT), ultrasonic testing (UT) or by mechanical testing (FEMA 353

permitted only mechanical testing or RT). Additionally, the typographical error as contained in FEMA

353 that called for 3/4 in. bend tests has been corrected in D1.8 to call for the intended 3/8 in. thick

bend specimens. See D1.8, Annex D.

D1.8 contains more deﬁnitive alternatives to lot tested ﬁller metals. See D1.8, clause 6.3.8.

D1.8 speciﬁcally exempts the high/low heat envelope testing for the welding consumables when

SMAW is used with speciﬁc ﬁller metals, and when GMAW is performed with solid electrodes.

See D1.8, clause 6.3.5.

D1.8 has extended the standard exposure period for FCAW electrodes from 24 to 72 hours.

See D1.8, clause 6.4.3.

A variety of other changes have been made, and a careful review of the two documents must be made if

the user is interested in a comprehensive comparison.

Differences between AWS D1.8/D1.8M:2005

and AWS D1.8/D1.8M: 2009

The second edition of the AWS D1.8/D1.8M, Structural Welding Code – Seismic Supplement features editorial

and technical revisions from the previous edition. These revisions are primarily reﬁnements or clariﬁcations

of information presented in the 2005 edition.

Indice

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