UPCOMING CLASS:
STEEL DETAILING IMPACT ON AWS D1.1 PREQUALIFIED WPSs
STEEL DETAILING IMPACT ON AWS D1.1 PREQUALIFIED WPSs
Next Course Date TBD
TOPICS COVERED:
- WELDING SYMBOLS, TERMS AND DEFINITIONS
- WELDING PROCESSES
- JOINT DESIGN
- WELD DETAILING IN CONFORMANCE TO AWS D1.1 PREQUALIFIED CLAUSE
- AWS D1.1 PREQUALIFIED JOINT DETAILS
- PREVENTING COMMON ERRORS IN DETAIL DRAWINGS
- WELDING SYMBOLS, TERMS AND DEFINITIONS
- WELDING PROCESSES
- JOINT DESIGN
- WELD DETAILING IN CONFORMANCE TO AWS D1.1 PREQUALIFIED CLAUSE
- AWS D1.1 PREQUALIFIED JOINT DETAILS
- PREVENTING COMMON ERRORS IN DETAIL DRAWINGS
Questions from our audience at the NASCC Conference:
1) Manufacturers have already tested the equipment and studs being welded in all positions, why not just have all positions prequalified? What is the concern there?
Answer: it is our view that when the D1 Committee reviewed the procedure qualification records from different companies, that the majority of them are on the flat (downhand position) as it is most often welded. It is also speculated that if the manufacturer qualified the stud, it should at least work in the flat position. In other applications, the application of the stud may be somewhat more difficult; it is possible the D1 Committee feels the fabricator or erector should be responsible for demonstrating these capabilities.
2) Should the engineer call out a size for the flare bevel groove welds on HSS or is the size determined by the radius of the corner?
Answer: The engineer is responsible for all load and stress calculations, including those stresses that will be transmitted through weld metal. In choosing the materials to be welded, the engineer must keep this in mind to chose material dimensions that will provide adequate weld size. In the case of HSS / tubular structures, these materials will have a predetermined radius, which can be found in Part I Dimensions and Properties in the AISC Steel Construction Manual. Given these dimensions (radii), the engineer should determine the weld size to ensure it meets load requirements and
the requirements of Table 5.5 Minimum Prequalified PJP Groove Weld Sizes. Should the engineer provide a PJP weld size that does not meet the requirements of Table 5.5, additional costs are added to the project as the fabricator is required to qualify that procedure by testing.
3) Who designates the weld size for fillet welds on Skewed T Joints?
Answer: See requirements in AWS D1.1:2020 Clause 5.4.3.4 Minimum Weld Size for Skewed T-Joints.
4) What standards apply to seal welds in sheet pile systems and where can these standards be found?
Answer: This should be called out by the engineer; however, AWS D1.3 Structural Welding Code - Sheet Steel is most likely to be used.
5) When applicable, for prequalified welds, are the fit-up and erection tolerances cumulative?
Answer: Referring to Figures 5.1 and 5.2 in AWS D1.1:2020, the engineer or detailer can apply the "As Detailed" tolerances to the fabrication or erection drawings. The fabricator or erector, can apply the "As fit-up " tolerances only to what is shown in the detail drawing. See Clauses 5.4.1.1, 5.4.1.8, 5.4.2.2 and 5.4.2.7.
6) A statement was made that groove welds can't have backing and must have an open root when subject to cyclic loading. Please clarify.
Answer: Clause 7.9 requires backing to be removed in a cyclically loaded tubular structure on welds that are transverse to the direction of computed stress. What makes tubular structures unique is that at least one of the four sides of a box tubing for example will be transverse to the direction of the computed stress, and given that it would be physically impracticable to get inside a T-Y-K connection to remove the backing, you are only left with the option of welding open root, which needs to be qualified by testing. Furthermore, Clause 10.22 Backing, provides requirements for backing in a T-Y-K Connection in statically loaded non tubular structures, but does not address backing in a cyclically loaded tubular structure. Not having provisions for this condition, by default makes it not allowed.
Disclaimer: For official interpretations, questions must be submitted to the AWS D1 Committee, per AWS D1.1:2020 Annex T Guidelines for the Preparation of Technical Inquiries for the Structural Welding Committee. Our answers are not an official interpretation and are based on our professional knowledge.
1) Manufacturers have already tested the equipment and studs being welded in all positions, why not just have all positions prequalified? What is the concern there?
Answer: it is our view that when the D1 Committee reviewed the procedure qualification records from different companies, that the majority of them are on the flat (downhand position) as it is most often welded. It is also speculated that if the manufacturer qualified the stud, it should at least work in the flat position. In other applications, the application of the stud may be somewhat more difficult; it is possible the D1 Committee feels the fabricator or erector should be responsible for demonstrating these capabilities.
2) Should the engineer call out a size for the flare bevel groove welds on HSS or is the size determined by the radius of the corner?
Answer: The engineer is responsible for all load and stress calculations, including those stresses that will be transmitted through weld metal. In choosing the materials to be welded, the engineer must keep this in mind to chose material dimensions that will provide adequate weld size. In the case of HSS / tubular structures, these materials will have a predetermined radius, which can be found in Part I Dimensions and Properties in the AISC Steel Construction Manual. Given these dimensions (radii), the engineer should determine the weld size to ensure it meets load requirements and
the requirements of Table 5.5 Minimum Prequalified PJP Groove Weld Sizes. Should the engineer provide a PJP weld size that does not meet the requirements of Table 5.5, additional costs are added to the project as the fabricator is required to qualify that procedure by testing.
3) Who designates the weld size for fillet welds on Skewed T Joints?
Answer: See requirements in AWS D1.1:2020 Clause 5.4.3.4 Minimum Weld Size for Skewed T-Joints.
4) What standards apply to seal welds in sheet pile systems and where can these standards be found?
Answer: This should be called out by the engineer; however, AWS D1.3 Structural Welding Code - Sheet Steel is most likely to be used.
5) When applicable, for prequalified welds, are the fit-up and erection tolerances cumulative?
Answer: Referring to Figures 5.1 and 5.2 in AWS D1.1:2020, the engineer or detailer can apply the "As Detailed" tolerances to the fabrication or erection drawings. The fabricator or erector, can apply the "As fit-up " tolerances only to what is shown in the detail drawing. See Clauses 5.4.1.1, 5.4.1.8, 5.4.2.2 and 5.4.2.7.
6) A statement was made that groove welds can't have backing and must have an open root when subject to cyclic loading. Please clarify.
Answer: Clause 7.9 requires backing to be removed in a cyclically loaded tubular structure on welds that are transverse to the direction of computed stress. What makes tubular structures unique is that at least one of the four sides of a box tubing for example will be transverse to the direction of the computed stress, and given that it would be physically impracticable to get inside a T-Y-K connection to remove the backing, you are only left with the option of welding open root, which needs to be qualified by testing. Furthermore, Clause 10.22 Backing, provides requirements for backing in a T-Y-K Connection in statically loaded non tubular structures, but does not address backing in a cyclically loaded tubular structure. Not having provisions for this condition, by default makes it not allowed.
Disclaimer: For official interpretations, questions must be submitted to the AWS D1 Committee, per AWS D1.1:2020 Annex T Guidelines for the Preparation of Technical Inquiries for the Structural Welding Committee. Our answers are not an official interpretation and are based on our professional knowledge.