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OpenSees foundation
Built on the UC Berkeley OpenSees finite-element solver — a world-standard engine — rather than an opaque in-house black box.
Verification
How we verify STRIX
STRIX is an independent solver built to be correct, then confirmed against known references. This page shows the methodology and representative cross-verification results — the engineering facts are open; the presentation is our own.
21/21 international benchmarks passed
KDS · KBC · KCI · FEMA
OpenSees (UC Berkeley)
Methodology
Four ways we keep results honest
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Converged to theory
Results are mesh-converged against analytical and code-theoretical solutions — STRIX aims to be correct, not tuned to match any one competitor.
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Standards-traceable
Every design value traces back to its governing combination and KDS/KCI/FEMA clause through Result DNA.
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Independent cross-checks
Modal periods, member forces and design ratios are cross-verified against established reference models (MIDAS / ETABS).
Verification
We earn trust with data,
We earn trust with data,
not logos.
21 international benchmarks, four categories
Every case below runs the real production code path (builder → OpenSees engine → parser), headless, against a published reference solution — not an internally-invented target. Element, analysis and nonlinear behavior are each checked against a different independent source.
NAFEMS
CSI SAP2000 Verification Manual
ASME
Timoshenko & Roark closed-form
Element Benchmarks
11 benchmarks| Benchmark | STRIX | Reference | Δ |
|---|---|---|---|
| PD1 — Uz (w/ tension) · Tension stiffening via P-Delta analysis | −0.543496 in | −0.543305 in | −0.0352% |
| SB1 — Tip deflection u_z · Euler-Bernoulli 1D cantilever | −0.107865 mm | −0.107865 mm | +0.00020% |
| SB10 — Brace E1 axial N · Asymmetric determinate two-bar truss | 10000 N | 10000 N | 0.00% |
| SB12 — Oblique Ux · Elastic Link (twoNodeLink) Beta Angle coordinate transformation — inclined 6-DOF spring | 0.152961 mm | 0.152961 mm | +0.000081% |
| SB2 — Tangential edge stress sigma_yy at D · NAFEMS LE1 elliptic membrane | 90.8514 MPa | 92.7 MPa | −1.994% |
| SB3 — Normalized tip displacement u_Q*E*t/P (mid loaded edge) · Cook's membrane | 23.9578 norm. | 23.91 norm. | +0.2% |
| SB5 — Deflection coefficient α · Rectangular plate bending — thin plate, uniform & central point load | 0.00406 | 0.00406 | +0.064% |
| SB6 — Deflection coefficient α · Thick rectangular plate bending — transverse shear, uniform load | 0.004271 | 0.004273 | −0.057% |
| SB7 — Center deflection Uz · Simply-supported beam on a Winkler elastic foundation | −0.089333 in | −0.089333 in | +0.000057% |
| SB8 — Natural frequency f₁ · Deep simply-supported beam — shear-flexible (Timoshenko) natural frequencies | 102.149374 Hz | 102.149414 Hz | −0.000039% |
| SB9 — Midspan deflection Uz — combined (axial+bending) · Rigid steel portal frame under UDL — bending + axial deformation | −69.3655 mm | −69.372833 mm | +0.0106% |
Analysis Benchmarks
6 benchmarks| Benchmark | STRIX | Reference | Δ |
|---|---|---|---|
| SM5 — Eigenvalue ω² · Bathe & Wilson eigenvalue problem — ten-bay nine-storey plane frame | 0.589538 rad²/s² | 0.589541 rad²/s² | −0.00050% |
| SM5b — Eigenvalue ω² · Rigid-diaphragm eigenvalue condensation — eccentric multi-storey building | 2070.118745 rad²/s² | 2070.117026 rad²/s² | +0.00010% |
| SM6 — Eigenvalue ω² · ASME eigenvalue frame — 3-D fixed-base pipe frame with lumped joint masses | 506338.834586 rad²/s² | 506331.91595 rad²/s² | +0.0014% |
| SR1 — Period — mode 1 · Response-spectrum analysis of a two-dimensional rigid frame | 1.56213 s | 1.562 s | +0.0080% |
| SR2 — Period — mode 1 · Response-spectrum analysis of a three-dimensional eccentric rigid-diaphragm frame | 0.22705 s | 0.2271 s | −0.021% |
| SR2b — Frequency — mode 1 · Response-spectrum analysis of a three-dimensional L-shaped braced frame | 3.05908 Hz | 3.0592 Hz | −0.0040% |
Nonlinear Benchmarks
3 benchmarks| Benchmark | STRIX | Reference | Δ |
|---|---|---|---|
| SH1 — Uniaxial backbone, cap boundary (kappa=thetaP) · DcrPMMHinge3d custom P-M-M column hinge — element-mechanics defense | 1.25×10⁸ N·mm | 1.25×10⁸ N·mm | 0.00% |
| SP1 — Tip Uz at Point2 (P=Mc/L, hardening peak) · Pushover cantilever moment hinge | 24.9983 mm | 24.998257 mm | +0.00017% |
| TH1 — Peak relative displacement, zeta=5%, dt=0.003125s (finest) · SDOF anchor for THA time integration | 200.783 mm | 200.786209 mm | −0.0016% |
Stabilization Studies
1 benchmark| Benchmark | STRIX | Reference | Δ |
|---|---|---|---|
| P3S2 — Membrane · mode 1 (X 68%) · Custom stabilization parameter sensitivity | 0.050509 s | 0.050529 s | +0.0394% |
Commercial cross-checks (MIDAS / ETABS)
Representative full-building results, cross-checked against commercial software as a secondary reference — supplementing, not replacing, the closed-form suite above.
Dynamic & modal
| Quantity | STRIX | Reference | Δ |
|---|---|---|---|
| 1st mode period (X) | 3.01 s | 3.14 s | −4.1% |
| 1st mode period (Y) | 2.58 s | 2.69 s | −4.1% |
| Mass participation (X, 1st) | 91.2% | 90.4% | +0.9% |
Member forces
| Quantity | STRIX | Reference | Δ |
|---|---|---|---|
| Wall base moment | 9,947 kN·m | 9,606 kN·m | +3.5% |
| Wall axial Pu (1F) | 502 kN | 524 kN | −4.2% |
| Wall in-plane DL moment | 1,180 kN·m | 1,101 kN·m | +7.2% |
Design results
| Quantity | STRIX | Reference | Δ |
|---|---|---|---|
| Column capacity ratio (flexure) | 1.77 | 1.74 | +1.7% |
| Column capacity ratio (shear) | 1.56 | 1.54 | +1.3% |
| Wall flexural strength Mn | 7,436 kN·m | 7,388 kN·m | +0.6% |
Representative full-building results from internal cross-verification models. Full per-case datasets and convergence plots for the closed-form suite are in the downloadable V&V report above.
Representative figures. References used for verification only — no competitor UI, table layout or content is reproduced.