Steel that has already been cut, drilled, or welded to the wrong dimensions is the costliest category of shop drawing failure. It reaches fabrication not because reviewers are careless, but because certain discrepancy types sit in structural gaps that the standard review cycle is not designed to catch.
The engineer of record (EOR) review stamp confirms that a shop drawing is consistent with design intent at the drawing level. It does not guarantee dimensional accuracy at the shop level, and it does not certify fabrication compliance. Understanding that distinction is where liability analysis has to begin.
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A discrepancy that passes submittal review does not disappear. It transfers cost and liability downstream, typically to whoever failed to flag it first. The mechanism is structural: shop drawing review compares fabrication drawings against design intent, not against field measurement or fabrication tolerances. That means certain discrepancy categories occupy a gap that neither the steel detailer nor the EOR is specifically watching for during the submittal review workflow.
Three conditions let discrepancies pass consistently:
Large structural steel packages routinely run 600 to 900 or more sheets. An EOR performing a thorough first-pass review cannot give equal attention to every sheet. Prioritization is unavoidable. The discrepancies most likely to survive are the ones that hide in low-priority sheets: miscellaneous steel, stair stringers, embedded plates, and secondary framing connections.
These elements receive less scrutiny than primary framing, and they are exactly where dimensional discrepancies accumulate. This is a structural feature of high-volume submittal review, not a symptom of careless engineers.
When connection design is delegated to the fabricator's engineer, the EOR reviews the delegated drawings for consistency with the design basis. If the delegated engineer's loading assumptions differ from those used in the EOR's structural calculations, the discrepancy may not be visible from the shop drawings alone.
The AISC Code of Standard Practice Section 4, shop drawing submittal and revision requirements places a specific obligation on the EOR to verify that delegated designs are consistent with the loading assumptions in the contract documents. That obligation exists in writing. What AISC 303 does not do is specify how the EOR is to detect a loading assumption conflict when the delegated drawings do not show the full calculation basis.
Each category below represents a failure mode where structural steel fabrication has proceeded, and sometimes where steel erection has begun, before the conflict was identified. These are not theoretical risks. They are recurring patterns in the shop drawing review process, and each requires a different response once it is found.
Bolt patterns on fabrication drawings frequently reflect the steel detailer's standard connection from their software library, not the EOR's connection detail on the structural drawings. The discrepancy is dimensional: bolt edge distance, gauge, or pitch. The consequence is connection capacity. Any discrepancy involving bolt pattern geometry requires a re-check against AISC 360-22 Chapter J provisions, not just a markup correction. The failure mode is a connection that passes visual review but does not meet the net-section or bearing-strength limits in the original design calculation.
Anchor bolt layouts appear on both the fabricator's template drawings and the structural foundation plan. They are typically prepared independently and reconciled through the submittal process. The sequence that causes field problems is predictable: the foundation is poured, the steel is fabricated to the template dimensions, erection begins, and the anchor bolt projection or group spacing does not align with what is in the ground. At that point the discrepancy is no longer a drawing correction. It is a field fix that requires either core drilling, epoxy anchoring, or base plate modification, each of which carries its own structural re-analysis requirement.
Structural framing plans and connection details are prepared separately and updated on different revision cycles. When a framing plan is revised by addendum and the connection detail sheet is not updated, or when the detailer's model is based on a pre-addendum drawing set, the shop drawing shows the correct member in the plan view and the wrong connection geometry in the detail.
This addendum-lag discrepancy is one of the most consistent sources of fabrication errors. The shop drawing review process compares submitted drawings against the contract documents as a set, and addenda must be explicitly incorporated for that comparison to be valid.
Camber is induced before the beam leaves the shop. It cannot be corrected in the field. If the camber callout on the shop drawing does not match the structural framing plan, or is absent when the plan requires it, the beam arrives on site with the wrong pre-deflection profile. For composite beams, incorrect camber affects the dead-load deflection profile designed into the system. That directly affects slab finish tolerances and may require refabrication, with no field-correction path available.
The project specification (Division 05) and the structural drawings both call out steel material grades. If the fabrication drawing lists ASTM A36 where A992 is required for W-shapes, or omits supplementary toughness requirements for seismic applications, the discrepancy is a material non-conformance.
It is not a geometry issue, and it may not appear in a drawing-to-drawing comparison unless the reviewer explicitly cross-references the specification. This is the spec-vs-drawing failure mode in a structural steel context. Catching it requires reviewing the Division 05 specification alongside the submittal simultaneously.
Weld symbols on fabrication drawings are prepared by the steel detailer, not the welding engineer. They may not match the weld size, type, or filler metal callout on the structural drawings or the project welding procedure specification (WPS). The AWS D1.1 Structural Welding Code, prequalified joint geometry and weld acceptance criteria governs prequalified joint geometry.
If the shop drawing shows a joint configuration that does not match a prequalified joint for the filler metal specified, the welder must use a qualified WPS. That requirement is not visible to the reviewer unless they explicitly cross-reference AWS D1.1 alongside the submitted weld symbols.
Not every discrepancy justifies stopping fabrication, but the wrong call in either direction is expensive. Stopping structural steel fabrication for a non-structural callout error adds cost and schedule delay. Allowing fabrication to proceed on a connection geometry discrepancy may produce steel that cannot be used without re-analysis and physical rework. The triage decision maps to three response paths.
Path 1: Markup correction, re-submittal before fabrication proceeds. Dimensional callout errors on non-structural miscellaneous steel, stair handrail dimensions, and non-load-bearing embeds typically fall here. The correction can be issued as a markup, reviewed, and approved before the affected pieces are cut.
Path 2: RFI to the EOR for structural re-analysis before any correction is issued. Connection geometry errors involving bolt patterns, edge distances, weld sizes, and connection types require the EOR to re-check against AISC 360 before a correction can be issued. A request for information (RFI) is the correct mechanism for initiating that re-analysis. Issuing a markup correction without EOR re-analysis on a structural connection discrepancy is not a compliant resolution path.
Path 3: Fabrication hold until a formal revised submittal is approved. Material grade conflicts require a non-conformance report and formal disposition from the EOR before any fabrication proceeds on the affected members. Camber discrepancies discovered before rolling require a corrected submittal. Anchor bolt layout conflicts discovered before the foundation pour require a formal coordination drawing revision.
If a discrepancy is discovered after steel has been cut or partially fabricated, the contractual clock starts immediately:
Late or absent notice can extinguish the contractor's right to a change order and expose the EOR to claims for the cost of rework that could have been mitigated. Project counsel should be consulted for contract-specific interpretation.
What the structural engineer performing the review must understand is that the notice clock starts when a discrepancy is reasonably discoverable, not when it is formally reported. Holding the finding internally while fabrication continues is not a defensible position under either contract form. Proactive change order prevention depends on flag-and-notice as a single workflow step, not two separate ones.
The discrepancies this article describes share a common detection requirement: catching them requires simultaneous cross-referencing of framing plans, connection details, specifications, and addenda. InspectMind reviews the full document set simultaneously and flags conflicts including member size callout mismatches between framing plans and details, missing or incorrect camber requirements, anchor bolt layout conflicts between template drawings and foundation plans, and ASTM grade discrepancies between Division 05 specifications and fabrication drawings.
Each finding includes the sheet reference, detail number, and the specific contract document section in conflict. Run your steel package through the shop drawing review process before fabrication begins. Pricing starts at $50 per upload, with a 5+ issues or full refund guarantee.
Connection geometry conflicts, anchor bolt layout mismatches, and member size callout differences between framing plans and connection details are the most frequently recurring categories. Material grade conflicts between Division 05 specifications and fabrication drawings are common but often go undetected in drawing-to-drawing review because they require cross-referencing the specification directly. Camber omissions and weld symbol errors represent two additional categories that reach fabrication more often than detailers or EORs typically expect.
Responsibility depends on which party had the contractual obligation to identify the discrepancy and at what point the conflict was reasonably discoverable. The EOR's review stamp confirms conformance with design intent, not fabrication accuracy. The steel detailer is responsible for the dimensional accuracy of the fabrication drawings. The general contractor (GC) has a coordination and notice obligation under AIA A201-2017 Section 3.12 and parallel provisions in ConsensusDocs 200.
Any discrepancy involving connection geometry, bolt pattern location, edge distance, weld size, or connection type requires EOR re-analysis under AISC 360-22 before a correction can be issued. A markup correction alone is not a compliant resolution path for structural connection discrepancies. Material grade non-conformances require formal disposition before fabrication proceeds, and camber discrepancies require a corrected submittal with EOR sign-off.
AIA A201-2017 Sections 3.12 and 4.3 and ConsensusDocs 200 Section 8.2 impose notice obligations on the contractor when a conflict is discovered. The notice clock starts when the discrepancy is reasonably discoverable. Delayed notice can eliminate the contractor's right to a change order and may expose the EOR to rework cost claims. Project counsel should advise on contract-specific interpretation before any formal claim is filed.
AISC 303-22, the Code of Standard Practice for Steel Buildings and Bridges, governs the submittal and delegation process, including the EOR's obligation to verify that delegated connection designs are consistent with the contract documents' loading assumptions. AISC 360-22, the Specification for Structural Steel Buildings, governs connection design checks, including bolt pattern capacity under Chapter J. Both standards are referenced in the submittal review process as the technical basis against which fabrication drawings are evaluated.
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