1 Scope

NOTE This standard establishes the project-wide welding quality program for all shop and field welding of structural carbon and low-alloy steel, governing welding personnel, procedures, consumables, preheat, weld quality, and nondestructive examination. (1.1)

NOTE It is written as a single general welding reference so that every steel and metal fabrication section on the project — framing, connections, joists, deck supports, stairs, railings, and miscellaneous metals — shares one consistent quality standard rather than carrying redundant and potentially conflicting welding language of its own. (1.2)

1.3Welding of structural carbon and low-alloy steel shall conform to AWS D1.1/D1.1M, supplemented by AWS D1.8/D1.8M for seismic demand-critical welds and protected zones.

1.4Where this standard and a referenced fabrication section both address welding, this standard shall govern the welding quality program and the fabrication section shall govern member geometry, fit-up, and acceptance of the assembled work.

NOTE The fabrication sections listed below incorporate this standard by reference for welder qualification, WPS qualification, consumable control, preheat, weld acceptance, and NDE. (1.5)

NOTE The following companion standards call this one up: Structural Steel Framing for hot-rolled framing, Structural Steel Connections for connection fabrication and inspection, Steel Joists for joist seats and bridging, Steel Deck for deck support welding (deck-to-support and sidelap welds themselves fall under AWS D1.3), Metal Fabrications and Miscellaneous Metals for shop-welded assemblies, and Metal Stairs And Railings for welded stair and rail assemblies. (1.6)

NOTE This standard covers structural carbon and high-strength low-alloy steel — including ASTM A36, A572, A992, A913, A500, A53, weathering grades, and plate up to 4 inches thick. (1.7)

NOTE This standard does not cover sheet-steel welding of material thinner than 1/8 inch, which is governed by AWS D1.3 and addressed for deck in Steel Deck. (1.8)

NOTE This standard does not cover reinforcing-steel welding (AWS D1.4, see Concrete Reinforcement), aluminum welding (AWS D1.2), stainless-steel welding (AWS D1.6), bridge welding (AASHTO/AWS D1.5), or pipe and pressure-vessel welding (ASME Section IX). (1.9)

NOTE Administration of the special-inspection program — inspector engagement, reporting routes, and discrepancy resolution — is governed by Special Inspections And Testing; this standard defines only the technical NDE requirements that program enforces. (1.10)

2 Referenced Standards

2.1Welding, consumables, qualification, and examination shall comply with the latest adopted edition of each of the following unless a specific edition is cited or the Authority Having Jurisdiction has adopted an earlier edition.

2.2Where referenced standards conflict, the more stringent requirement shall govern unless the Engineer of Record directs otherwise in writing.

Standard	Title
AWS D1.1/D1.1M:2025	Structural Welding Code — Steel
AWS D1.8/D1.8M:2016	Structural Welding Code — Seismic Supplement
AWS D1.3/D1.3M:2025	Structural Welding Code — Sheet Steel (scope boundary reference)
AWS D1.4/D1.4M:2005	Structural Welding Code — Reinforcing Steel (scope boundary reference)
AWS D1.6/D1.6M:2017	Structural Welding Code — Stainless Steel (scope boundary reference)
AWS A5.1/A5.1M:2012	Carbon Steel Electrodes for Shielded Metal Arc Welding
AWS A5.17/A5.17M:2019	Carbon Steel Electrodes and Fluxes for Submerged Arc Welding
AWS A5.18/A5.18M:2021	Carbon Steel Electrodes and Rods for Gas Shielded Arc Welding
AWS A5.20/A5.20M:2015	Carbon Steel Electrodes for Flux Cored Arc Welding
AWS QC1:2016	Standard for AWS Certification of Welding Inspectors
AWS B2.1/B2.1M	Specification for Welding Procedure and Performance Qualification
ANSI/AISC 360-22	Specification for Structural Steel Buildings
ANSI/AISC 341-22	Seismic Provisions for Structural Steel Buildings
ASTM A6/A6M	General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling
ASTM E165/E165M	Standard Practice for Liquid Penetrant Examination for General Industry
ASTM E709	Standard Guide for Magnetic Particle Testing

NOTE The applicable edition of AWS D1.1 shall be confirmed against the edition adopted by the building code in force; where the adopted edition differs from the 2025 edition, the adopted edition governs unless this standard cites a 2025 provision by number. (2.3)

NOTE Jurisdictions frequently lag the current AWS edition by one or two cycles. Stating the governing edition explicitly prevents the recurring field dispute in which the inspector references one table and the fabricator another. (2.4)

3 Submittals

3.1The Contractor shall submit the following welding quality-program documents for review before any production welding begins:

Welding Procedure Specifications (WPS) for every joint, process, and position to be used, identifying prequalified status or referencing supporting qualification records.
Procedure Qualification Records (PQR) for every WPS that is not prequalified.
Welder, welding operator, and tack welder performance qualification records, with process, position, and date of last use for each individual.
Filler-metal manufacturer certifications, including classification, lot, and (for demand-critical work) certified Charpy V-notch results.
Manufacturer mill test reports for base metal, including supplementary toughness results where demand-critical welds are designated.
Welding consumable storage and control plan, including low-hydrogen electrode handling.
Inspector qualification records (CWI certificate per AWS QC1) and the NDE technician certifications for each method to be used.
Contractor's NDE procedures for each examination method (VT, MT, PT, UT, RT) to be performed.

Welding Action Submittalscheckbox

☐ Welding Procedure Specifications (WPS)

☐ Procedure Qualification Records (PQR)

☐ Welder / operator / tack welder qualification records

☐ Filler-metal manufacturer certifications

☐ Base-metal mill test reports

☐ Consumable storage and control plan

☐ Inspector (CWI) and NDE technician certifications

☐ Contractor NDE procedures (VT/MT/PT/UT/RT)

NOTE The Contractor shall not begin production welding until the WPS and supporting qualification records have been accepted in writing. (3.2)

NOTE Accepting WPS and PQR submittals after fabrication has started is the single most common welding quality-program failure on steel projects; the documents must precede the work, not chase it. (3.3)

3.4The Contractor shall submit the following closeout documents before final acceptance of the welded work:

Completed welding inspection reports for all shop and field welds, keyed to joint and member.
NDE reports for every examined weld, including method, extent, acceptance criteria, and disposition.
Repair records for all rejected welds, including the repair WPS and re-examination results.
Final weld map or list identifying demand-critical welds and the NDE performed on each.

Welding Closeout Submittalscheckbox

☐ Welding inspection reports (all welds)

☐ NDE reports (all examined welds)

☐ Weld repair records and re-examination results

☐ Demand-critical weld map and NDE record

4 Quality Assurance

4.1Welding shall be performed only by welders and welding operators currently qualified under AWS D1.1 Clause 6 for the process, position, and material thickness range of the work assigned.

4.2A welder or operator who has not used a qualified process for a period exceeding six months shall requalify in that process before performing production welding.

NOTE The Contractor shall verify continuity of qualification before accepting any welder qualification originating from a prior project. (4.3)

NOTE AWS D1.1 voids a welder's qualification in a given process after six months of disuse. Stale qualification cards from earlier projects are routinely presented; the spec must require continuity verification rather than accepting the card at face value. (4.4)

NOTE Welder qualification and WPS qualification are independent; a qualified welder using an unqualified WPS, or a qualified WPS executed by an unqualified welder, produces nonconforming work. (4.5)

NOTE The two qualifications govern different things — the person and the procedure — and both must be satisfied for any given weld. Treating one as a substitute for the other is a frequent source of nonconformance. (4.6)

4.7Visual inspection of welds shall be performed by an inspector qualified as an AWS Certified Welding Inspector (CWI) per AWS QC1, or by an Associate Welding Inspector working under the direct supervision of a CWI.

4.8Nondestructive examination by ultrasonic, radiographic, magnetic-particle, or liquid-penetrant methods shall be performed by technicians certified to at least Level II in the applicable method under a written practice conforming to ASNT recommended practice.

NOTE The Engineer's NDE plan — examination method, percentage, and the joint categories to which each applies — shall be defined in the contract documents and shall not be left to the Contractor's option. (4.9)

NOTE Delegating the extent and method of nondestructive examination to "contractor's option" creates a liability gap; the party carrying the design responsibility should specify method and extent in the contract documents so the inspection program is defined before work begins. (4.10)

4.11Inspection categories and personnel are summarized below.

Visual Weld Inspector Qualificationradio

● AWS CWI (Certified Welding Inspector) per AWS QC1

○ Associate Welding Inspector under direct CWI supervision

NDE Technician Minimum Certification Levelradio

● Level II (applicable method)

○ Level III (applicable method)

5 Welding Processes

5.1Structural welding shall be performed using one or more of the following processes as identified on accepted WPS: shielded metal arc welding (SMAW), flux cored arc welding (FCAW), gas metal arc welding (GMAW), submerged arc welding (SAW), or gas tungsten arc welding (GTAW).

NOTE Short-circuit transfer GMAW shall not be used for structural welding; GMAW shall be limited to spray or pulsed transfer. (5.2)

NOTE AWS D1.1 does not prequalify short-circuit transfer GMAW for structural work because of its limited fusion. Field crews experienced in pipe welding will default to short-circuit transfer unless the specification explicitly prohibits it, so the prohibition must be stated rather than implied. (5.3)

5.4Self-shielded FCAW (FCAW-S) may be used for field welding where wind conditions make gas shielding impractical, provided the consumable is classified for the position and toughness required.

NOTE SAW and spray-transfer GMAW shall be limited to shop welding in the flat and horizontal positions unless the WPS qualifies them for the field conditions and positions of use. (5.5)

NOTE Submerged arc and spray-arc deposition rates are excellent but both processes are position- and environment-limited; they belong in the shop unless a qualified procedure demonstrates otherwise. (5.6)

5.7The welding process for the principal structural welds shall be selected to suit shop versus field conditions, position, and deposition requirements.

Primary Shop Welding Processselect

SMAW (E7018 low-hydrogen)

FCAW-G (gas-shielded)

GMAW (spray or pulsed transfer)

SAW (submerged arc)

Primary Field Welding Processselect

SMAW (E7018 low-hydrogen)

FCAW-G (gas-shielded)

FCAW-S (self-shielded)

6 Welding Procedure Specifications

6.1Each welding operation shall be governed by a WPS that is either prequalified under AWS D1.1 Clause 5 or qualified by testing under AWS D1.1 Clause 6.

6.2A prequalified WPS shall meet every condition of AWS D1.1 Clause 5, including approved base-metal and filler-metal combinations, prequalified joint details, and the prescribed preheat and interpass limits; any deviation from the prequalified envelope shall require procedure qualification by testing.

6.3A qualified WPS shall be supported by a PQR documenting the procedure qualification test results in accordance with AWS D1.1 Clause 6 or, where Clause 6 cannot be satisfied, AWS B2.1.

6.4Each WPS shall identify the process, base-metal specification and thickness range, filler-metal classification, position, joint detail, preheat and interpass temperatures, and the essential variables required by AWS D1.1.

6.5The qualification basis for the project's WPS shall be established before production welding.

WPS Qualification Basisradio

● Prequalified per AWS D1.1 Clause 5

○ Qualified by testing (PQR) per AWS D1.1 Clause 6

○ Mixed (prequalified where eligible, tested otherwise)

7 Filler Metals and Consumables

NOTE Filler metals shall conform to the applicable AWS A5 specification for the process and shall be matched to the base metal strength in accordance with the AWS D1.1 prequalified base-metal/filler-metal combinations. (7.1)

NOTE For the carbon and low-alloy steels in scope, matching-strength filler metals are required for complete-joint-penetration groove welds in primary members. The classifications below are the standard procurable consumables for each process and are available from multiple manufacturers. (7.2)

Process	Typical Classification	Governing Spec
SMAW	E7018 (low-hydrogen)	AWS A5.1
FCAW-G	E71T-1C	AWS A5.20
FCAW-S	E71T-8	AWS A5.20
GMAW / GTAW	ER70S-6	AWS A5.18
SAW	EM12K with neutral flux	AWS A5.17

7.3Low-hydrogen SMAW electrodes shall be furnished in hermetically sealed containers and, once opened, stored in a holding oven at 250 to 300 °F until use.

NOTE Low-hydrogen electrodes exposed to the atmosphere beyond the limit permitted by AWS D1.1 Table 5.5 shall be reconditioned by baking at 700 to 800 °F before reuse or shall be discarded. (7.4)

NOTE For standard low-hydrogen carbon-steel electrodes the atmospheric exposure limit is on the order of four hours; once exceeded, the electrode must be re-baked to restore its low-hydrogen condition. Uncontrolled electrode exposure is a leading cause of hydrogen-assisted cracking. (7.5)

7.6The filler-metal diffusible-hydrogen designator shall be selected to suit the application.

Filler-Metal Diffusible-Hydrogen Designatorradio

● H16 (≤16 mL/100g) — standard applications

○ H8 (≤8 mL/100g) — required for demand-critical welds

○ H4 (≤4 mL/100g) — high-restraint or thick sections

Low-Hydrogen Electrode Holding-Oven Temperaturerange

°F

250300

Default: 280 °F

8 Preheat and Interpass Temperature

8.1Preheat and interpass temperatures shall be established by the WPS in accordance with AWS D1.1 Table 5.11, by the AWS D1.1 Annex B heat-input method, or by a contractor-developed procedure accepted in writing by the Engineer of Record.

8.2The minimum preheat for a given joint shall be governed by the base-metal classification group and the thickness of the thickest part at the point of welding.

NOTE Preheat shall be applied to the full thickness of the base metal and maintained over a zone extending at least 3 inches in all directions from the point of welding. (8.3)

NOTE The current AWS D1.1 edition sets the preheat zone at a minimum of 3 inches on each side of the joint. Heating only the immediate weld line allows the surrounding cold mass to draw heat away, defeating the purpose of preheat. (8.4)

NOTE When the base metal is below 32 °F, the base metal shall be preheated to the specified minimum and to at least 70 °F regardless of thickness, and maintained during welding. (8.5)

NOTE Cold base metal accelerates cooling of the weld and its heat-affected zone, raising the risk of cracking. Below-freezing steel must be warmed even where the thickness-based table would otherwise call for no preheat. (8.6)

8.7The interpass temperature shall not exceed the maximum established by the WPS for the base metal; excessive interpass temperature degrades the toughness of the heat-affected zone.

8.8Representative preheat and interpass values for common base metals are summarized below; the governing WPS values prevail where they differ.

Base Metal / Thickness	Minimum Preheat	Maximum Interpass
A36 / A572 Gr.50, 3/4 to 1-1/2 in	150 °F	550 °F
A36 / A572, over 2-1/2 in	225 °F	550 °F
A913 / A992, up to 1-1/2 in	50 °F	550 °F
A913 / A992, over 2-1/2 in	150 °F	550 °F
Quenched-and-tempered (e.g. A514)	per WPS	400 °F

Preheat Determination Methodradio

● AWS D1.1 Table 5.11 (prescriptive by group and thickness)

○ AWS D1.1 Annex B heat-input calculation

○ Contractor-developed, EOR-accepted procedure

Maximum Interpass Temperature (standard carbon steel)range

°F

400600

Default: 550 °F

9 Joint Preparation and Fit-Up

9.1Surfaces to be welded shall be free of loose scale, slag, rust, moisture, grease, and other foreign material that would prevent proper welding or impair weld quality.

9.2Joint root openings, groove angles, and fit-up tolerances shall conform to the dimensions shown on the accepted WPS and the AWS D1.1 prequalified joint details, within the tolerances of AWS D1.1.

9.3Thermal cutting, gouging, and grinding of joint preparations shall produce surfaces meeting the surface-roughness and notch limits of AWS D1.1; sharp notches and gouges shall be removed by grinding.

9.4Tack welds incorporated into the final weld shall be made with a qualified WPS by a qualified welder.

9.5Tack welds incorporated into the final weld shall be cleaned before final welding.

9.6Tack welds that are cracked or otherwise defective shall be removed before final welding.

9.7Weld access holes shall be formed to the geometry required by the joint type.

Weld Access Hole Geometryradio

● Standard access hole per AISC 360

○ Improved access hole per AISC 358 (prequalified moment connections)

10 Weld Types and Sizes

10.1The weld type for each joint — complete-joint-penetration (CJP) groove, partial-joint-penetration (PJP) groove, or fillet — shall be as shown on the design documents.

10.2Each weld shall develop the strength required by ANSI/AISC 360 Chapter J for the joint type and loading condition.

NOTE The minimum fillet weld size shall be governed by the thickness of the thinner part joined, in accordance with AWS D1.1 Table 7.7. (10.3)

NOTE The minimum fillet size exists to ensure adequate heat input for fusion in the thicker member, not to provide strength. The thresholds below are the code minimums; the design may require larger welds. (10.4)

Thinner Part Thickness	Minimum Fillet Leg
1/4 to 1/2 in	3/16 in
over 1/2 to 3/4 in	1/4 in
over 3/4 in	5/16 in

NOTE A fillet weld shall not exceed the maximum single-pass size for its position; fillet welds larger than the single-pass maximum shall be made in multiple passes. (10.5)

NOTE For flat and horizontal SMAW and FCAW, the practical single-pass fillet limit is about 5/16 inch; larger welds deposited in a single pass risk undersized throats and poor profile. (10.6)

NOTE PJP groove welds shall not be used where the joint is subject to tension transverse to its axis unless ANSI/AISC 360 permits the application and the effective throat is shown on the documents. (10.7)

NOTE PJP welds have a defined effective throat smaller than the joint thickness and limited tension capacity; using them on full-tension butt joints without design verification is a common error. (10.8)

10.9The default connection fillet weld and groove configuration shall be selected to suit the design.

Default Connection Fillet Weld Sizeselect

3/16

1/4

5/16

3/8

1/2

Groove Weld Type for Full-Strength Butt Jointsradio

● CJP with backing bar

○ CJP welded from both sides, back-gouged

○ PJP (where AISC 360 permits)

11 Seismic Demand-Critical Welds

11.1Where the seismic-force-resisting system is designed under ANSI/AISC 341 in seismic design category C through F, welds designated demand-critical shall comply with AWS D1.8 in addition to AWS D1.1.

NOTE Demand-critical welds shall be identified as such on the contract documents by the Structural Engineer of Record; the AWS D1.8 requirements do not apply to welds not so designated. (11.2)

NOTE The elevated AWS D1.8 requirements — notch-tough filler metals, increased preheat, and 100% ultrasonic testing — activate only for welds the engineer explicitly designates as demand-critical. Omitting the designation on the documents leaves the seismic system unprotected even though the seismic design category would otherwise require it. This is the most consequential omission in a seismic steel package. (11.3)

11.4Filler metals for demand-critical welds shall furnish a minimum Charpy V-notch toughness of 20 ft-lb at 0 °F, supported by the manufacturer's certified test report, in accordance with AWS D1.8 Clause 6.3.

11.5Filler metals for demand-critical welds shall be of the low-hydrogen H8 designator or lower.

NOTE Within a designated protected zone, decking attachments, shear-stud welds outside those shown, arc strikes, tack welds, and unapproved repairs are prohibited. (11.6)

NOTE AWS D1.8 protects a defined zone at the ends of seismic members where plastic hinging is expected. Discontinuities introduced by other trades — hanger clips, deck puddle welds, or a stray arc strike from an attachment weld — can initiate fracture in this zone; the restriction therefore applies to MEP and deck trades as well as the steel fabricator. (11.7)

11.8The protected-zone restrictions shall be communicated to all trades whose work occurs near designated members so that no attachment or repair is made within the protected zone without engineering approval.

Seismic Demand-Critical Welds Designatedradio

○ Yes — AWS D1.8 applies to designated welds

● No — no demand-critical welds on this project

Demand-Critical Filler-Metal CVN Toughnessradio

● 20 ft-lb at 0 °F (AWS D1.8 minimum)

○ 20 ft-lb at −20 °F (low-temperature service)

12 Weld Quality Acceptance

12.1All completed welds shall satisfy the visual acceptance criteria of AWS D1.1 for statically or cyclically loaded connections as applicable, and the supplemental criteria of AWS D1.8 for demand-critical welds.

12.2Cracks of any size or orientation shall be unacceptable in any weld or in the adjacent base metal.

12.3Undercut shall not exceed 1/32 inch in depth for material supporting primary tensile or cyclic stress.

12.4Undercut shall not exceed 1/16 inch in depth for other members; the depth and length limits of AWS D1.1 govern accumulated undercut.

NOTE The 2025 edition limits accumulated undercut on primary members such that undercut deeper than 1/16 inch does not exceed 0.16 times the weld length. Undercut concentrates stress and reduces the effective section, so it is held tighter on members carrying tension. (12.5)

12.6Weld profiles, including convexity, concavity, and fusion at the toes, shall conform to the profile requirements of AWS D1.1.

12.7Porosity, slag inclusions, and incomplete fusion shall be within the limits established by AWS D1.1 for the applicable loading condition and joint type.

13 Nondestructive Examination

13.1All welds shall receive 100 percent visual inspection by a qualified inspector; visual inspection is the primary acceptance method and a prerequisite to any volumetric or surface examination.

13.2Surface examination by magnetic-particle testing shall conform to ASTM E709; liquid-penetrant testing of non-ferromagnetic surfaces or where MT is impractical shall conform to ASTM E165.

13.3Volumetric examination of complete-joint-penetration groove welds shall be performed by ultrasonic testing or, where geometry permits, radiographic testing, at the extent and joint categories defined in the Engineer's NDE plan and not less than the minimum of AWS D1.1 Table 8.1.

13.4All demand-critical complete-joint-penetration welds shall receive 100 percent ultrasonic testing in accordance with AWS D1.8.

NOTE Ultrasonic testing of complete-joint-penetration welds shall not begin until the weld has cooled and, for steels over 1-1/2 inch thick or where preheat was required, not less than 24 hours after weld completion. (13.5)

NOTE Hydrogen-assisted cracking can appear hours after welding in thick or preheated joints. Examining too soon can pass a weld that subsequently cracks, so AWS D1.1 guidance establishes a hold time before ultrasonic testing. (13.6)

13.7Welds rejected by any examination shall be repaired with a qualified repair procedure and re-examined by the same method that detected the original rejection; repair within a protected zone shall require engineering approval.

13.8The nondestructive examination extent for each weld category shall be defined below; volumetric percentages apply to CJP groove welds.

Weld Category	Method	Minimum Extent
All welds	Visual (VT)	100%
CJP groove, standard connections	UT (or RT)	per NDE plan, typically 25–50%
Demand-critical CJP	UT	100%
Fillet welds, surface	MT or PT	per NDE plan

CJP Groove Weld UT Coverage (standard connections)range

%

0100

Default: 25 %

Surface NDE Method for Fillet Weldsradio

○ Magnetic particle (MT) per ASTM E709

○ Liquid penetrant (PT) per ASTM E165

● Visual only

UT Hold Time After Weld Completion (thick / preheated joints)range

h

2448

Default: 24 h

14 Welding in Adverse Conditions

14.1Welding shall not be performed when the base metal is wet, when rain or snow is falling on the weld area, or when the welding zone is exposed to wind exceeding the consumable's shielding tolerance, unless the area is suitably protected.

NOTE When the ambient temperature is below 0 °F, welding shall not be performed regardless of preheat. (14.2)

NOTE AWS D1.1 prohibits welding when the surrounding air temperature is below 0 °F. Even with preheat, the working conditions and the steel's behavior at that temperature make sound welding impractical. (14.3)

14.4Gas-shielded processes used in the field shall be protected from wind by enclosures or windscreens, or a self-shielded process shall be substituted where wind makes gas shielding unreliable.

15 Identification and Traceability

15.1Each welder and welding operator shall be assigned an identifying mark, and the Contractor shall maintain records correlating each production weld to the individual who made it.

NOTE Where required by the contract documents, the welder's identifying mark shall be applied adjacent to the completed weld in a manner that does not damage the base metal. (15.2)

NOTE Traceability lets a rejected weld be correlated to a welder and procedure so that systemic problems are caught early. Stamping must avoid hard stamps on members carrying cyclic or seismic stress, where the stamp notch itself is a defect. (15.3)

16 Repair and Correction of Defects

16.1Defective welds shall be removed by grinding, gouging, or machining without damaging the surrounding base metal, and shall be re-welded with a qualified procedure.

NOTE The number of repair cycles at a single location shall be limited as required by AWS D1.1, and repeated failure at one location shall be reported to the Engineer of Record for evaluation before further repair. (16.2)

NOTE Repeated repair at one location reworks the heat-affected zone each cycle and can mask an underlying fit-up or base-metal problem. Beyond the code repair limit, the cause must be investigated rather than welded over again. (16.3)

16.4Repairs within a designated seismic protected zone shall not be performed without the written approval of the Structural Engineer of Record.

17 Delivery, Storage, and Handling

17.1Welding consumables shall be delivered in the manufacturer's original sealed containers marked with classification, lot number, and applicable AWS A5 specification.

17.2Consumables shall be stored in a dry, protected environment, and low-hydrogen electrodes and fluxes shall be maintained in holding ovens in accordance with the consumable control plan until issued for use.

17.3Consumables whose identification is lost, whose containers are damaged, or which show evidence of moisture or contamination shall not be used.

18 Warranty

18.1The Contractor shall warrant that all welding conforms to the accepted WPS and to AWS D1.1 and, where applicable, AWS D1.8, and shall correct nonconforming welds discovered within the warranty period at no cost to the Owner.

18.2The warranty period for welded work shall run concurrently with the general construction warranty unless a longer period is specified.

Welded Work Warranty Periodrange

months

1260

Default: 12 months

Welding Requirements