Between the geometry of a future structure and a signed report for the certifying body sits a chain of dozens of steps: model build-up, mesh generation, boundary condition setup, load combination assembly, solving, governing-load extraction, code checks, and documentation. Each step adds hours, sometimes days. And each step done manually opens the door to data transfer errors.
What follows breaks down where structural analysis actually loses time, which three bottlenecks dominate total project duration, and how teams compress them in practice today.
Where the hours go
A typical day for a stress engineer on a major project rarely consists of analysis. Deloitte projects an industry shortfall of roughly 499,000 workers by the end of 2026 and the engineers who remain spend an outsized share of their hours on document formatting, copy-paste between systems and re-running checks after every geometry tweak. Market analysis of finite element software from Mordor Intelligence puts structural analysis at 55.83% of the global FEA segment in 2025. That is a large volume of work and much of it still leans on hand-built Excel sheets and constant context-switching between several programs inside one verification cycle.
Three stages absorb most of that drain: selecting the design load combinations, post-processing that shuttles between the FEA model and Excel check sheets and assembly of final deliverables. None of these stages requires new engineering information. All three require careful mechanical data handling.
1. Load combinations
On an offshore project, the count of base loads easily passes 50. The number of ULS, SLS, ALS, and fatigue combinations, stacked with storm scenarios, runs past 300. Under API RP 2A-WSD, stress increase factors of 1.0 / 1.33 / 1.67 separate normal, survival, and accidental conditions and each combination produces its own set of design forces.
Checking all of them by hand is not feasible. The engineer selects a subset that experience suggests will govern. The call rests on engineering judgment and most of the time it holds up. But local flexural-torsional buckling can show up in a combination ranked as non-critical and missing that case is expensive. Combined storm axial load and thermal expansion on risers often does not fall into a subset filtered by force vectors alone. It surfaces only on a full sweep.
Algorithmic processing of the entire set solves the problem differently. Envelope methods walk every possible combination and, for each element, pull the worst case. It is not faster than manual selection in raw engineer-hours. It is faster per element actually checked and it covers what no human can finish in time.
2. The gap between the model and Excel checks
For decades, the standard post-processing flow has run on exporting forces into Excel and running code formulas inside the sheets. The approach holds up for small models. On models with hundreds of thousands of elements, it breaks down for three reasons.
First, the data goes stale. Geometry changes, a beam thins by 20 mm, and the exported Excel sheet has no way of knowing. Decisions then rest on outdated numbers. Second, audit requirements. Certifying bodies (DNV, ABS, RMRS) now ask for intermediate calculations: which formula, which substitutions, for which element, with what utilization. Checks buried four layers deep in VBA macros do not meet that bar.
Third, standards keep changing. Eurocode 3 released the EN 1993-1-9:2025 fatigue update. DNV-RP-C203, in its 2024-10 edition with the 2025-10 amendment, refreshed the S-N curves for steel forgings. Every revision means re-coding the Excel sheets by hand, and that work never closes within a single project cycle.
3. Reporting
A finished code-check report package for a large offshore module runs into thousands of pages. Table formatting, pasted screenshots from the FEA post-processor, and end-to-end consistency checks across numbers. All of it gets redone every time geometry shifts, even locally.
Technical breakdowns of reporting automation track consistent reductions of 50 to 70 percent in documentation time when the report is bound directly to the model. Numbers are not copied by hand. They are pulled from the same results database that drives the stress plots. When the model changes, the report regenerates on its own.
What modern tools change
Over the last several years, tools have appeared that take on the whole manual block between a solved FEA model and a signed report. The operating logic across these tools converges. The first stage is topology recognition. Collinear beam-type finite elements get merged into members with buckling lengths computed for Y, Z, and torsion directions. Shell fields between stiffeners are identified as panels and stiffeners with real dimensions for plate buckling checks. Connection nodes get flagged for downstream weld and bolt verification.
Load processing follows. Linear combinations form on top of the existing result set, without re-running the solver. Envelope methods sweep through thousands of combinations and pull the worst case for each element. Code logic then takes over: for a beam under AISC 360 or Eurocode 3, interaction equations get assembled from axial force and moments. Under DNV RP-C203, an S-N fatigue calculation runs with rainflow cycle counting. In software at the level of SDC Verifier, this code logic is packed into a library of 60+ standards, which lets one program cover offshore projects under API/DNV and civil engineering under Eurocode without migrating to separate packages for each rule set. Every intermediate number stays accessible for audit: which forces came in, which factors were substituted, and how the final utilization was obtained. That traceability from FEA results down to standard formula substitutions satisfies certifier requirements on intermediate calculations without separate calculation appendices.
Reporting closes the chain. Word, PowerPoint, and PDF assemble in a single command and stay tied to the model version. After a geometry change, a fresh report build takes as long as the first one did.
What stays with the engineer
Automating the low-level routine does not remove the need for engineering judgment. Boundary conditions still get set by a human. A model fixed incorrectly produces nonsense stresses and no automation tool will catch that. Handling mesh artifacts (averaging filters near stress raisers, exclusion of hot spot zones and the choice between elastic and elastoplastic checks) rests on the physics of the problem rather than on an algorithm.
Optimization belongs to the same category. When standard checks return a utilization factor of 1.15 on part of the structure, somebody has to decide: increase the section, change the weld type and add a stiffener. The Optimization Module in SDC Verifier handles the numerical side. It iterates through section and thickness options and minimizes mass while keeping code requirements satisfied. The choice of which variable to optimize and which constraints to apply stays with the engineer.
The takeaway
Optimizing the structural analysis workflow comes down to one principle: remove from the engineer’s day the operations that carry no engineering content. Moving forces from FEA results into spreadsheet formulas, formatting reports to certifier templates, and redoing documentation after a geometry tweak, all of that is mechanical work, and it automates well. The freed-up hours go back to the work engineers were actually hired for: interpreting boundary conditions, sanity-checking results for physical meaning, and hunting for optimal solutions in the design parameter space.
