Do all column splices require CJP groove welds?

No. The engineer of record determines whether CJP or PJP is appropriate based on the load path, moment demand, and any seismic classification. Many compression-dominated splices use PJP groove welds or fillet welds on flanges only.

Can a prequalified WPS cover a column splice?

Yes, if the joint geometry matches a prequalified joint listed in AWS D1.1 Clause 5 and all prequalified WPS conditions — base metal, filler metal, preheat, and position — are met. Joints requiring back gouging must use appropriate prequalified joint configurations.

What NDE is required on column splice CJP welds?

AWS D1.1 requires UT or RT on CJP groove welds in primary tension members. The engineer of record may specify additional MT on flanges. Always confirm with the project inspection plan before writing the NDE scope.

What inspection hold points apply to column splice welding?

Minimum: fit-up verification before welding, preheat documentation, visual inspection after root pass if back gouging is required, and final visual plus NDE after completion. The CWI signs off at each hold point.

Column Splice WPS: CJP Groove Welds Under AWS D1.1

Column splices need a qualified WPS covering joint geometry, process, and inspection. AWS D1.1 CJP groove weld requirements for fabricators and field CWIs.

Column splices are among the most common CJP groove weld situations in structural steel fabrication. Beam-to-column moment frames, multi-story building columns, and heavy crane runway girder columns all generate column splices that require a carefully constructed welding procedure. Yet in fabrication audits, column splice WPSs are a persistent deficiency item — either missing entirely or covering the wrong thickness range for the production sections being welded.

This article covers what the WPS needs to say, how to qualify it, and what the CWI needs to check.

CJP vs. PJP: Who Decides

The structural engineer (engineer of record, or EOR) specifies the joint type. AWS D1.1 does not dictate when a column splice must be CJP — that comes from the structural design documents, AISC 360 provisions, and any seismic design requirements.

For compression-dominated column splices in gravity frames, partial joint penetration (PJP) groove welds in the flanges plus fillet welds on the web are often sufficient. These still require a WPS, but the qualification path and inspection requirements are different.

For moment-frame column splices — especially in seismic force-resisting systems — the EOR will typically require CJP groove welds in both flanges with specific Charpy V-notch (CVN) requirements on the filler metal. If the project references AWS D1.8 (Seismic Supplement), additional requirements apply beyond standard AWS D1.1 provisions.

Confirm the connection type before writing or selecting the WPS. A WPS written for a PJP splice cannot be applied to a CJP joint.

Joint Geometry Selection

For column splices with erection access on one side only — typical in field-spliced columns — the joint must accommodate limited backside access. Prequalified AWS D1.1 single-bevel or double-bevel CJP joints with or without steel backing are the common options.

Key geometry decisions:

Steel backing bar: A backing bar on the root side eliminates the need for back gouging, which speeds shop production. However, backing bars left in place create a fatigue-initiating notch, which is a concern in cyclically loaded structures and seismic applications. If the EOR requires backing removal, back gouging to sound metal is required before fill passes can continue. Document this requirement on the WPS.

Root opening and groove angle: The prequalified joint tables set minimum groove angles and root openings for each joint configuration. Narrowing either parameter to reduce filler metal consumption takes the joint outside prequalified status and requires PQR testing to validate. Some shops run custom groove angles on thick flanges proven by test — this is legitimate but requires documented qualification.

Web joints: Column web splices are smaller-scale but still need WPS coverage. If the web is connection-bolted, only flange welds apply. If the web is also welded, position and joint type must be addressed.

Prequalified vs. Test-Qualified WPS

For standard column splice geometries on common base metals, a prequalified WPS under AWS D1.1 Clause 5 is attainable when:

The base metal is listed in the prequalified base metal table
The joint geometry matches a prequalified joint configuration
The filler metal is in the prequalified table for the selected process
Preheat meets the minimum values in the code (or the Annex I carbon equivalent method)
All other Clause 5 conditions are satisfied

The advantage is no PQR testing cost. The risk is that any condition outside Clause 5 limits invalidates the prequalified claim — and then production welding is proceeding without a valid WPS.

For higher-strength steels (A572 Grade 65, A913, A514), prequalified options narrow considerably. A PQR-backed WPS is often the more defensible path on thick flanges of high-strength column sections.

Essential Variables That Affect Column Splice WPS Validity

If the WPS is PQR-backed, AWS D1.1:2025 Table 6.6 governs which changes require requalification. On column splices, these rows surface most often:

Base metal group change: Moving from A36 to A572 Grade 50 keeps the same D1.1 grouping, but moving to a significantly higher-strength base metal (A913 Grade 65, A514) typically requires a new PQR.

Thickness beyond qualified range: Column flange thicknesses vary widely across projects. A PQR qualified on 3/4 in. plate does not support welding 3 in. flanges. Run the thickness range before accepting a WPS as applicable to a specific connection. For guidance on thickness ranges, see WPS qualification range: thickness and position under AWS D1.1.

Filler metal classification change: Switching from E7018 to an E8018 classification on a high-strength column may require requalification. Verify the Table 6.6 row applicable to the process before swapping electrode classifications on a running WPS.

Position: Most column splices are performed in flat (1G/1F) or horizontal (2G/2F) position in the shop. Field splices introduce vertical-up or overhead position work. Verify the WPS covers the positions actually used, and that the welder's WPQ covers them as well.

Preheat and interpass temperature: Heavy column sections with high carbon equivalent values require elevated preheat. If the PQR was run at lower preheat than production conditions require, the WPS minimum preheat must reflect the code or PQR requirement — not whatever the welder sets.

Rule library based on AWS D1.1:2025; verify against your governing edition.

NDE Requirements for Column Splice CJP Welds

AWS D1.1 requires nondestructive examination of CJP groove welds in primary members. The specific method depends on thickness, accessibility, and project specification:

UT (ultrasonic testing) is the most common choice for column flange CJP welds. Thick sections generally favor UT over RT for practical access and sensitivity reasons. Phased array UT is increasingly common on heavy column splices.

RT (radiographic testing) is specified in some older project contracts and in some owner inspection programs. For thick column flanges, RT setup and interpretation can be more complex than UT; confirm the project specification requirement rather than defaulting to UT if the contract says RT.

MT (magnetic particle testing) on flange surfaces post-welding catches surface and near-surface discontinuities. Commonly specified by the EOR as an addition to volumetric NDE on high-demand connections.

Visual inspection (VT) is always required. AWS D1.1 sets acceptance criteria for visual examination that must be verified before NDE methods are applied.

For a full breakdown of NDE method selection, see NDE method selection: RT, UT, MT, PT for structural welds.

CWI Inspection Checklist for Column Splices

Before welding:

Confirm WPS applies: base metal grade, flange thickness within qualified range, process, filler metal classification
Verify preheat achieved and documented at the joint
Check fit-up: root opening within WPS tolerance, bevel angle and geometry match WPS drawing
Confirm backing bar (if used) is properly tacked and tack intervals are noted

During welding:

Monitor voltage, amperage, and travel speed for heat input compliance
Verify interpass temperature does not exceed WPS maximum before each pass
Check pass sequence matches WPS (especially critical for multi-pass flanges on heavy sections)

After welding:

Visual examination: surface profile, undercut, overlap, cracks
Remove backing if required; inspect back-gouged root before fill passes
NDE per project inspection plan
Document all hold points in the inspection record

Documentation Package

A complete column splice audit package includes:

WPS (signed, current revision)
PQR supporting the WPS (if test-qualified) or the prequalified clause reference
WPQ for each welder who welded the splice
Preheat log or contact thermometer record
Visual inspection sign-off at each hold point
NDE report (UT and/or MT) with indication disposition documented

Missing any single item — especially a WPQ for a welder on a critical column splice — triggers NCR flags and schedule impact during third-party audit. Getting the package organized before production welding begins is far cheaper than assembling it after an auditor has flagged the gap.

For a broader overview of what each document covers, see WPS vs. PQR vs. WPQ: what each document covers and who signs it. Ready to manage column splice procedures with a WPS library that tracks qualified ranges, PQR coverage, and welder certifications? See how WPS Welding handles it.