Benchmark Validation
Ground truth validation of Coriolis calculation engines against independent external sources across multiple design codes.
815
Total benchmarks
364
Concrete Design — AS 3600
372
Concrete Design — Eurocode 2
4
Concrete Design — ACI 318
21
Concrete Shear — MCFT
26
Fire Design
28
Light Gauge Steel Design
Every benchmark is backed by a machine-readable JSON file in
tests/benchmarks/ground-truth/, and this page is generated at build time directly
from those files. Each benchmark is tagged by its continuous-integration cadence — shown as
a Per-commit or Nightly label on each group below.
65 are in the per-commit tier; the full
750-benchmark validation matrix runs nightly.
Concrete Design — AS 3600 (364 benchmarks)
Gross Section Properties Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-GROSS-BOX-HOLLOW | Gross geometric properties — BOX-HOLLOW | AS 3600-2018 | ≤ 0.1% | concreteproperties v0.6.4 |
| BM-GROSS-COL-CIRC | Gross geometric properties — COL-CIRC | AS 3600-2018 | ≤ 0.1% | concreteproperties v0.6.4 |
| BM-GROSS-COL-CIRC-ARC | Gross geometric properties — Ø450 TRUE-ARC circle (exact tier) | AS 3600-2018 | ≤ 1e-7% | Closed-form circle properties |
| BM-GROSS-COL-SQ-SYM | Gross geometric properties — COL-SQ-SYM | AS 3600-2018 | ≤ 0.1% | concreteproperties v0.6.4 |
| BM-GROSS-LBEAM-ASYM | Gross geometric properties — LBEAM-ASYM | AS 3600-2018 | ≤ 0.1% | concreteproperties v0.6.4 |
| BM-GROSS-MAT-PROBE | Gross geometric properties — MAT-PROBE | AS 3600-2018 | ≤ 0.1% | concreteproperties v0.6.4 |
| BM-GROSS-RECT-BEAM-HEAVY | Gross geometric properties — RECT-BEAM-HEAVY | AS 3600-2018 | ≤ 0.1% | concreteproperties v0.6.4 |
| BM-GROSS-RECT-BEAM-LIGHT | Gross geometric properties — RECT-BEAM-LIGHT | AS 3600-2018 | ≤ 0.1% | concreteproperties v0.6.4 |
| BM-GROSS-RECT-BEAM-MOD | Gross geometric properties — RECT-BEAM-MOD | AS 3600-2018 | ≤ 0.1% | concreteproperties v0.6.4 |
| BM-GROSS-RECT-BEAM-OVER | Gross geometric properties — RECT-BEAM-OVER | AS 3600-2018 | ≤ 0.1% | concreteproperties v0.6.4 |
| BM-GROSS-SLAB-WIDE | Gross geometric properties — SLAB-WIDE | AS 3600-2018 | ≤ 0.1% | concreteproperties v0.6.4 |
| BM-GROSS-TBEAM-HOG | Gross geometric properties — TBEAM-HOG | AS 3600-2018 | ≤ 0.1% | concreteproperties v0.6.4 |
| BM-GROSS-TBEAM-SAG | Gross geometric properties — TBEAM-SAG | AS 3600-2018 | ≤ 0.1% | concreteproperties v0.6.4 |
| BM-GROSS-WALL-BLADE | Gross geometric properties — WALL-BLADE | AS 3600-2018 | ≤ 0.1% | concreteproperties v0.6.4 |
Transformed Section Properties Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-TR-BOX-HOLLOW | Transformed gross properties — BOX-HOLLOW | AS 3600-2018 | ≤ 0.5% | concreteproperties v0.6.4 |
| BM-TR-COL-CIRC | Transformed gross properties — COL-CIRC | AS 3600-2018 | ≤ 0.5% | concreteproperties v0.6.4 |
| BM-TR-COL-SQ-SYM | Transformed gross properties — COL-SQ-SYM | AS 3600-2018 | ≤ 0.5% | concreteproperties v0.6.4 |
| BM-TR-LBEAM-ASYM | Transformed gross properties — LBEAM-ASYM | AS 3600-2018 | ≤ 0.5% | concreteproperties v0.6.4 |
| BM-TR-MAT-PROBE | Transformed gross properties — MAT-PROBE | AS 3600-2018 | ≤ 0.5% | concreteproperties v0.6.4 |
| BM-TR-MAT-PROBE-FC100 | Transformed gross properties — MAT-PROBE | AS 3600-2018 | ≤ 0.5% | concreteproperties v0.6.4 |
| BM-TR-MAT-PROBE-FC20 | Transformed gross properties — MAT-PROBE | AS 3600-2018 | ≤ 0.5% | concreteproperties v0.6.4 |
| BM-TR-MAT-PROBE-FC50 | Transformed gross properties — MAT-PROBE | AS 3600-2018 | ≤ 0.5% | concreteproperties v0.6.4 |
| BM-TR-MAT-PROBE-FC65 | Transformed gross properties — MAT-PROBE | AS 3600-2018 | ≤ 0.5% | concreteproperties v0.6.4 |
| BM-TR-MAT-PROBE-FC80 | Transformed gross properties — MAT-PROBE | AS 3600-2018 | ≤ 0.5% | concreteproperties v0.6.4 |
| BM-TR-MAT-PROBE-FY250 | Transformed gross properties — MAT-PROBE | AS 3600-2018 | ≤ 0.5% | concreteproperties v0.6.4 |
| BM-TR-MAT-PROBE-FY600 | Transformed gross properties — MAT-PROBE | AS 3600-2018 | ≤ 0.5% | concreteproperties v0.6.4 |
| BM-TR-MAT-PROBE-LW1800 | Transformed gross properties — MAT-PROBE | AS 3600-2018 | ≤ 0.5% | concreteproperties v0.6.4 |
| BM-TR-RECT-BEAM-HEAVY | Transformed gross properties — RECT-BEAM-HEAVY | AS 3600-2018 | ≤ 0.5% | concreteproperties v0.6.4 |
| BM-TR-RECT-BEAM-LIGHT | Transformed gross properties — RECT-BEAM-LIGHT | AS 3600-2018 | ≤ 0.5% | concreteproperties v0.6.4 |
| BM-TR-RECT-BEAM-MOD | Transformed gross properties — RECT-BEAM-MOD | AS 3600-2018 | ≤ 0.5% | concreteproperties v0.6.4 |
| BM-TR-RECT-BEAM-OVER | Transformed gross properties — RECT-BEAM-OVER | AS 3600-2018 | ≤ 0.5% | concreteproperties v0.6.4 |
| BM-TR-SLAB-WIDE | Transformed gross properties — SLAB-WIDE | AS 3600-2018 | ≤ 0.5% | concreteproperties v0.6.4 |
| BM-TR-TBEAM-HOG | Transformed gross properties — TBEAM-HOG | AS 3600-2018 | ≤ 0.5% | concreteproperties v0.6.4 |
| BM-TR-TBEAM-SAG | Transformed gross properties — TBEAM-SAG | AS 3600-2018 | ≤ 0.5% | concreteproperties v0.6.4 |
| BM-TR-WALL-BLADE | Transformed gross properties — WALL-BLADE | AS 3600-2018 | ≤ 0.5% | concreteproperties v0.6.4 |
Cracked Section Properties Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-CR-BOX-HOLLOW-pure-t0 | Cracked properties — BOX-HOLLOW (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-BOX-HOLLOW-pure-t90 | Cracked properties — BOX-HOLLOW (θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-COL-CIRC-pure-t0 | Cracked properties — COL-CIRC (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-COL-CIRC-pure-t90 | Cracked properties — COL-CIRC (θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-COL-SQ-SYM-pure-t0 | Cracked properties — COL-SQ-SYM (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-COL-SQ-SYM-pure-t90 | Cracked properties — COL-SQ-SYM (θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-LBEAM-ASYM-pure-t0 | Cracked properties — LBEAM-ASYM (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-LBEAM-ASYM-pure-t90 | Cracked properties — LBEAM-ASYM (θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-MAT-PROBE-FC100-pure-t0 | Cracked properties — MAT-PROBE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-MAT-PROBE-FC20-pure-t0 | Cracked properties — MAT-PROBE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-MAT-PROBE-FC50-pure-t0 | Cracked properties — MAT-PROBE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-MAT-PROBE-FC65-pure-t0 | Cracked properties — MAT-PROBE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-MAT-PROBE-FC80-pure-t0 | Cracked properties — MAT-PROBE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-MAT-PROBE-FY250-pure-t0 | Cracked properties — MAT-PROBE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-MAT-PROBE-FY600-pure-t0 | Cracked properties — MAT-PROBE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-MAT-PROBE-LW1800-pure-t0 | Cracked properties — MAT-PROBE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-MAT-PROBE-pure-t0 | Cracked properties — MAT-PROBE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-MAT-PROBE-pure-t90 | Cracked properties — MAT-PROBE (θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-RECT-BEAM-HEAVY-pure-t0 | Cracked properties — RECT-BEAM-HEAVY (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-RECT-BEAM-HEAVY-pure-t90 | Cracked properties — RECT-BEAM-HEAVY (θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-RECT-BEAM-LIGHT-pure-t0 | Cracked properties — RECT-BEAM-LIGHT (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-RECT-BEAM-LIGHT-pure-t90 | Cracked properties — RECT-BEAM-LIGHT (θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-RECT-BEAM-MOD-pure-t0 | Cracked properties — RECT-BEAM-MOD (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-RECT-BEAM-MOD-pure-t90 | Cracked properties — RECT-BEAM-MOD (θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-RECT-BEAM-OVER-pure-t0 | Cracked properties — RECT-BEAM-OVER (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-RECT-BEAM-OVER-pure-t90 | Cracked properties — RECT-BEAM-OVER (θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-SLAB-WIDE-pure-t0 | Cracked properties — SLAB-WIDE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-SLAB-WIDE-pure-t90 | Cracked properties — SLAB-WIDE (θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-TBEAM-HOG-pure-t0 | Cracked properties — TBEAM-HOG (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-TBEAM-HOG-pure-t90 | Cracked properties — TBEAM-HOG (θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-TBEAM-SAG-pure-t0 | Cracked properties — TBEAM-SAG (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-TBEAM-SAG-pure-t90 | Cracked properties — TBEAM-SAG (θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-WALL-BLADE-pure-t0 | Cracked properties — WALL-BLADE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-CR-WALL-BLADE-pure-t90 | Cracked properties — WALL-BLADE (θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
Section Properties Per-commit
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-SP-COL-01 | Gross section properties — COL-01 | AS 3600-2018 | ≤ 0.1% | concreteproperties v0.6.4 |
| BM-SP-RECT-01 | Gross section properties — RECT-01 | AS 3600-2018 | ≤ 0.1% | concreteproperties v0.6.4 |
| BM-SP-SLAB-01 | Gross section properties — SLAB-01 | AS 3600-2018 | ≤ 0.1% | concreteproperties v0.6.4 |
Cracking Moment Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-MCR-BOX-HOLLOW-pure-t0 | Cracking moment — BOX-HOLLOW (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-BOX-HOLLOW-pure-t90 | Cracking moment — BOX-HOLLOW (θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-COL-CIRC-pure-t0 | Cracking moment — COL-CIRC (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-COL-CIRC-pure-t90 | Cracking moment — COL-CIRC (θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-COL-SQ-SYM-pure-t0 | Cracking moment — COL-SQ-SYM (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-COL-SQ-SYM-pure-t90 | Cracking moment — COL-SQ-SYM (θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-LBEAM-ASYM-pure-t0 | Cracking moment — LBEAM-ASYM (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-LBEAM-ASYM-pure-t90 | Cracking moment — LBEAM-ASYM (θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-MAT-PROBE-FC100-pure-t0 | Cracking moment — MAT-PROBE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-MAT-PROBE-FC20-pure-t0 | Cracking moment — MAT-PROBE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-MAT-PROBE-FC50-pure-t0 | Cracking moment — MAT-PROBE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-MAT-PROBE-FC65-pure-t0 | Cracking moment — MAT-PROBE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-MAT-PROBE-FC80-pure-t0 | Cracking moment — MAT-PROBE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-MAT-PROBE-FY250-pure-t0 | Cracking moment — MAT-PROBE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-MAT-PROBE-FY600-pure-t0 | Cracking moment — MAT-PROBE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-MAT-PROBE-LW1800-pure-t0 | Cracking moment — MAT-PROBE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-MAT-PROBE-pure-t0 | Cracking moment — MAT-PROBE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-MAT-PROBE-pure-t90 | Cracking moment — MAT-PROBE (θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-RECT-BEAM-HEAVY-pure-t0 | Cracking moment — RECT-BEAM-HEAVY (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-RECT-BEAM-HEAVY-pure-t90 | Cracking moment — RECT-BEAM-HEAVY (θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-RECT-BEAM-LIGHT-pure-t0 | Cracking moment — RECT-BEAM-LIGHT (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-RECT-BEAM-LIGHT-pure-t90 | Cracking moment — RECT-BEAM-LIGHT (θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-RECT-BEAM-MOD-pure-t0 | Cracking moment — RECT-BEAM-MOD (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-RECT-BEAM-MOD-pure-t90 | Cracking moment — RECT-BEAM-MOD (θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-RECT-BEAM-OVER-pure-t0 | Cracking moment — RECT-BEAM-OVER (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-RECT-BEAM-OVER-pure-t90 | Cracking moment — RECT-BEAM-OVER (θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-SLAB-WIDE-pure-t0 | Cracking moment — SLAB-WIDE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-SLAB-WIDE-pure-t90 | Cracking moment — SLAB-WIDE (θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-TBEAM-HOG-pure-t0 | Cracking moment — TBEAM-HOG (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-TBEAM-HOG-pure-t90 | Cracking moment — TBEAM-HOG (θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-TBEAM-SAG-pure-t0 | Cracking moment — TBEAM-SAG (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-TBEAM-SAG-pure-t90 | Cracking moment — TBEAM-SAG (θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-WALL-BLADE-pure-t0 | Cracking moment — WALL-BLADE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MCR-WALL-BLADE-pure-t90 | Cracking moment — WALL-BLADE (θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
Cracking Moment (with Axial Load) Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-MCRA-RECT-N0 | Axial cracking moment Mcr(N) - 300x600 rect, N* = 0 (pure-bending baseline) | AS 3600-2018 | ≤ 0.1% | AS 3600:2018 Cl 8.5.3.1 - cracking moment under axial force, closed-form hand derivation ; Park & Paulay - Reinforced Concrete Structures (1975), Ch. 4.5 |
| BM-MCRA-RECT-NC200 | Axial cracking moment Mcr(N) - 300x600 rect, N* = +200 kN (low compression raises Mcr) | AS 3600-2018 | ≤ 0.1% | AS 3600:2018 Cl 8.5.3.1 - cracking moment under axial force, closed-form hand derivation ; Park & Paulay - Reinforced Concrete Structures (1975), Ch. 4.5 |
| BM-MCRA-RECT-NC900 | Axial cracking moment Mcr(N) - 300x600 rect, N* = +900 kN (moderate column compression) | AS 3600-2018 | ≤ 0.1% | AS 3600:2018 Cl 8.5.3.1 - cracking moment under axial force, closed-form hand derivation ; Park & Paulay - Reinforced Concrete Structures (1975), Ch. 4.5 |
| BM-MCRA-RECT-NC900-SHRINKAGE | Axial cracking moment Mcr(N) - 300x600 rect, N* = +900 kN with sigma_cs (long-term, eps_cs* = 600e-6) | AS 3600-2018 | ≤ 0.1% | AS 3600:2018 Cl 8.5.3.1 - cracking moment under axial force with shrinkage-restraint stress, closed-form hand derivation ; Gilbert & Ranzi - Time-Dependent Behaviour of Concrete Structures (2011) |
| BM-MCRA-RECT-NT300 | Axial cracking moment Mcr(N) - 300x600 rect, N* = -300 kN (axial tension lowers Mcr) | AS 3600-2018 | ≤ 0.1% | AS 3600:2018 Cl 8.5.3.1 - cracking moment under axial force, closed-form hand derivation ; Park & Paulay - Reinforced Concrete Structures (1975), Ch. 4.5 |
| BM-MCRA-SLAB-NT150 | Axial cracking moment Mcr(N) - 1000x250 wide-shallow slab, N* = -150 kN (axial tension lowers Mcr) | AS 3600-2018 | ≤ 0.1% | AS 3600:2018 Cl 8.5.3.1 - cracking moment under axial force, closed-form hand derivation (wide-shallow slab) ; Park & Paulay - Reinforced Concrete Structures (1975), Ch. 4.5 |
Ultimate Capacity Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-UC-BOX-HOLLOW-low-t0 | Ultimate capacity — BOX-HOLLOW (N=797kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-BOX-HOLLOW-pure-t0 | Ultimate capacity — BOX-HOLLOW (N=0kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-BOX-HOLLOW-pure-t45 | Ultimate capacity — BOX-HOLLOW (N=0kN, θ=45°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-UC-BOX-HOLLOW-pure-t90 | Ultimate capacity — BOX-HOLLOW (N=0kN, θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-COL-CIRC-ARC-low-t0 | Ultimate capacity — Ø450 TRUE-ARC circle (N=800kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 — NATIVE 256-gon circle |
| BM-UC-COL-CIRC-ARC-pure-t0 | Ultimate capacity — Ø450 TRUE-ARC circle (N=0kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 — NATIVE 256-gon circle |
| BM-UC-COL-CIRC-bal-t0 | Ultimate capacity — COL-CIRC (N=1897kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-UC-COL-CIRC-bal-t45 | Ultimate capacity — COL-CIRC (N=1897kN, θ=45°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-UC-COL-CIRC-bal-t90 | Ultimate capacity — COL-CIRC (N=1897kN, θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-UC-COL-CIRC-high-t0 | Ultimate capacity — COL-CIRC (N=3539kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-UC-COL-CIRC-high-t45 | Ultimate capacity — COL-CIRC (N=3539kN, θ=45°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-UC-COL-CIRC-pure-t0 | Ultimate capacity — COL-CIRC (N=0kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-UC-COL-CIRC-pure-t45 | Ultimate capacity — COL-CIRC (N=0kN, θ=45°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-UC-COL-CIRC-tens-light-t0 | Ultimate capacity — COL-CIRC (N=-452kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-UC-COL-SQ-SYM-bal-t0 | Ultimate capacity — COL-SQ-SYM (N=1953kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-COL-SQ-SYM-bal-t45 | Ultimate capacity — COL-SQ-SYM (N=1953kN, θ=45°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-UC-COL-SQ-SYM-bal-t90 | Ultimate capacity — COL-SQ-SYM (N=1953kN, θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-COL-SQ-SYM-high-t0 | Ultimate capacity — COL-SQ-SYM (N=3563kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-COL-SQ-SYM-high-t45 | Ultimate capacity — COL-SQ-SYM (N=3563kN, θ=45°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-UC-COL-SQ-SYM-pure-t0 | Ultimate capacity — COL-SQ-SYM (N=0kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-COL-SQ-SYM-pure-t45 | Ultimate capacity — COL-SQ-SYM (N=0kN, θ=45°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-UC-COL-SQ-SYM-tens-light-t0 | Ultimate capacity — COL-SQ-SYM (N=-452kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-COL-SQ-SYM-tens-light-t45 | Ultimate capacity — COL-SQ-SYM (N=-452kN, θ=45°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-UC-LBEAM-ASYM-low-t0 | Ultimate capacity — LBEAM-ASYM (N=607kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-LBEAM-ASYM-pure-t0 | Ultimate capacity — LBEAM-ASYM (N=0kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-LBEAM-ASYM-pure-t45 | Ultimate capacity — LBEAM-ASYM (N=0kN, θ=45°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-UC-LBEAM-ASYM-pure-t90 | Ultimate capacity — LBEAM-ASYM (N=0kN, θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-MAT-PROBE-FC100-low-t0 | Ultimate capacity — MAT-PROBE (N=1138kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-MAT-PROBE-FC100-pure-t0 | Ultimate capacity — MAT-PROBE (N=0kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-MAT-PROBE-FC20-low-t0 | Ultimate capacity — MAT-PROBE (N=321kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-MAT-PROBE-FC20-pure-t0 | Ultimate capacity — MAT-PROBE (N=0kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-MAT-PROBE-FC50-low-t0 | Ultimate capacity — MAT-PROBE (N=700kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-MAT-PROBE-FC50-pure-t0 | Ultimate capacity — MAT-PROBE (N=0kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-MAT-PROBE-FC65-low-t0 | Ultimate capacity — MAT-PROBE (N=846kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-MAT-PROBE-FC65-pure-t0 | Ultimate capacity — MAT-PROBE (N=0kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-MAT-PROBE-FC80-low-t0 | Ultimate capacity — MAT-PROBE (N=972kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-MAT-PROBE-FC80-pure-t0 | Ultimate capacity — MAT-PROBE (N=0kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-MAT-PROBE-FY250-low-t0 | Ultimate capacity — MAT-PROBE (N=438kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-MAT-PROBE-FY250-pure-t0 | Ultimate capacity — MAT-PROBE (N=0kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-MAT-PROBE-low-t0 | Ultimate capacity — MAT-PROBE (N=472kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-MAT-PROBE-LW1800-low-t0 | Ultimate capacity — MAT-PROBE (N=472kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-MAT-PROBE-LW1800-pure-t0 | Ultimate capacity — MAT-PROBE (N=0kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-MAT-PROBE-pure-t0 | Ultimate capacity — MAT-PROBE (N=0kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-MAT-PROBE-pure-t45 | Ultimate capacity — MAT-PROBE (N=0kN, θ=45°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-UC-MAT-PROBE-pure-t90 | Ultimate capacity — MAT-PROBE (N=0kN, θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-RECT-BEAM-HEAVY-low-t0 | Ultimate capacity — RECT-BEAM-HEAVY (N=871kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-RECT-BEAM-HEAVY-pure-t0 | Ultimate capacity — RECT-BEAM-HEAVY (N=0kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-RECT-BEAM-HEAVY-pure-t45 | Ultimate capacity — RECT-BEAM-HEAVY (N=0kN, θ=45°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-UC-RECT-BEAM-HEAVY-pure-t90 | Ultimate capacity — RECT-BEAM-HEAVY (N=0kN, θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-RECT-BEAM-LIGHT-low-t0 | Ultimate capacity — RECT-BEAM-LIGHT (N=519kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-RECT-BEAM-LIGHT-pure-t0 | Ultimate capacity — RECT-BEAM-LIGHT (N=0kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-RECT-BEAM-LIGHT-pure-t45 | Ultimate capacity — RECT-BEAM-LIGHT (N=0kN, θ=45°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-UC-RECT-BEAM-LIGHT-pure-t90 | Ultimate capacity — RECT-BEAM-LIGHT (N=0kN, θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-RECT-BEAM-MOD-low-t0 | Ultimate capacity — RECT-BEAM-MOD (N=746kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-RECT-BEAM-MOD-pure-t0 | Ultimate capacity — RECT-BEAM-MOD (N=0kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-RECT-BEAM-MOD-pure-t45 | Ultimate capacity — RECT-BEAM-MOD (N=0kN, θ=45°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-UC-RECT-BEAM-MOD-pure-t90 | Ultimate capacity — RECT-BEAM-MOD (N=0kN, θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-RECT-BEAM-MOD-tens-light-t0 | Ultimate capacity — RECT-BEAM-MOD (N=-358kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-RECT-BEAM-MOD-tens-mod-t0 | Ultimate capacity — RECT-BEAM-MOD (N=-716kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-RECT-BEAM-OVER-low-t0 | Ultimate capacity — RECT-BEAM-OVER (N=963kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-RECT-BEAM-OVER-pure-t0 | Ultimate capacity — RECT-BEAM-OVER (N=0kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-RECT-BEAM-OVER-pure-t45 | Ultimate capacity — RECT-BEAM-OVER (N=0kN, θ=45°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-UC-RECT-BEAM-OVER-pure-t90 | Ultimate capacity — RECT-BEAM-OVER (N=0kN, θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-SLAB-WIDE-low-t0 | Ultimate capacity — SLAB-WIDE (N=571kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-SLAB-WIDE-pure-t0 | Ultimate capacity — SLAB-WIDE (N=0kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-SLAB-WIDE-pure-t45 | Ultimate capacity — SLAB-WIDE (N=0kN, θ=45°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-UC-SLAB-WIDE-pure-t90 | Ultimate capacity — SLAB-WIDE (N=0kN, θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-TBEAM-HOG-low-t0 | Ultimate capacity — TBEAM-HOG (N=970kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-TBEAM-HOG-pure-t0 | Ultimate capacity — TBEAM-HOG (N=0kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-TBEAM-HOG-pure-t45 | Ultimate capacity — TBEAM-HOG (N=0kN, θ=45°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-TBEAM-HOG-pure-t90 | Ultimate capacity — TBEAM-HOG (N=0kN, θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-UC-TBEAM-HOG-tens-mod-t0 | Ultimate capacity — TBEAM-HOG (N=-553kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-TBEAM-SAG-low-t0 | Ultimate capacity — TBEAM-SAG (N=972kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-TBEAM-SAG-pure-t0 | Ultimate capacity — TBEAM-SAG (N=0kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-TBEAM-SAG-pure-t45 | Ultimate capacity — TBEAM-SAG (N=0kN, θ=45°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-UC-TBEAM-SAG-pure-t90 | Ultimate capacity — TBEAM-SAG (N=0kN, θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-UC-WALL-BLADE-bal-t0 | Ultimate capacity — WALL-BLADE (N=3455kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-WALL-BLADE-bal-t45 | Ultimate capacity — WALL-BLADE (N=3455kN, θ=45°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-UC-WALL-BLADE-bal-t90 | Ultimate capacity — WALL-BLADE (N=3455kN, θ=90°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-WALL-BLADE-high-t0 | Ultimate capacity — WALL-BLADE (N=4548kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-WALL-BLADE-high-t45 | Ultimate capacity — WALL-BLADE (N=4548kN, θ=45°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-UC-WALL-BLADE-pure-t0 | Ultimate capacity — WALL-BLADE (N=0kN, θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-UC-WALL-BLADE-pure-t45 | Ultimate capacity — WALL-BLADE (N=0kN, θ=45°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
P-M Interaction Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-PM-BOX-HOLLOW-T0 | P-M interaction — BOX-HOLLOW (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-PM-COL-CIRC-T0 | P-M interaction — COL-CIRC (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-PM-COL-SQ-SYM-T0 | P-M interaction — COL-SQ-SYM (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-PM-LBEAM-ASYM-T0 | P-M interaction — LBEAM-ASYM (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-PM-MAT-PROBE-FC100-T0 | P-M interaction — MAT-PROBE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-PM-MAT-PROBE-FC20-T0 | P-M interaction — MAT-PROBE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-PM-MAT-PROBE-FC50-T0 | P-M interaction — MAT-PROBE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-PM-MAT-PROBE-FC65-T0 | P-M interaction — MAT-PROBE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-PM-MAT-PROBE-FC80-T0 | P-M interaction — MAT-PROBE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-PM-MAT-PROBE-FY250-T0 | P-M interaction — MAT-PROBE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-PM-MAT-PROBE-LW1800-T0 | P-M interaction — MAT-PROBE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-PM-MAT-PROBE-T0 | P-M interaction — MAT-PROBE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-PM-RECT-BEAM-HEAVY-T0 | P-M interaction — RECT-BEAM-HEAVY (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-PM-RECT-BEAM-LIGHT-T0 | P-M interaction — RECT-BEAM-LIGHT (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-PM-RECT-BEAM-MOD-T0 | P-M interaction — RECT-BEAM-MOD (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-PM-RECT-BEAM-OVER-T0 | P-M interaction — RECT-BEAM-OVER (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-PM-SLAB-WIDE-T0 | P-M interaction — SLAB-WIDE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-PM-TBEAM-HOG-T0 | P-M interaction — TBEAM-HOG (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-PM-TBEAM-SAG-T0 | P-M interaction — TBEAM-SAG (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-PM-WALL-BLADE-T0 | P-M interaction — WALL-BLADE (θ=0°) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
Biaxial N-M Interaction Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-BX-BOX-HOLLOW-low | Biaxial interaction (Mx-My @ N=797kN) — BOX-HOLLOW | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-BX-COL-CIRC-bal | Biaxial interaction (Mx-My @ N=1897kN) — COL-CIRC | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-BX-COL-CIRC-low | Biaxial interaction (Mx-My @ N=708kN) — COL-CIRC | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-BX-COL-SQ-SYM-bal | Biaxial interaction (Mx-My @ N=1953kN) — COL-SQ-SYM | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-BX-COL-SQ-SYM-low | Biaxial interaction (Mx-My @ N=713kN) — COL-SQ-SYM | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-BX-LBEAM-ASYM-low | Biaxial interaction (Mx-My @ N=607kN) — LBEAM-ASYM | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-BX-MAT-PROBE-FC100-low | Biaxial interaction (Mx-My @ N=1138kN) — MAT-PROBE | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-BX-MAT-PROBE-FC20-low | Biaxial interaction (Mx-My @ N=321kN) — MAT-PROBE | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-BX-MAT-PROBE-FC50-low | Biaxial interaction (Mx-My @ N=700kN) — MAT-PROBE | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-BX-MAT-PROBE-FC65-low | Biaxial interaction (Mx-My @ N=846kN) — MAT-PROBE | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-BX-MAT-PROBE-FC80-low | Biaxial interaction (Mx-My @ N=972kN) — MAT-PROBE | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-BX-MAT-PROBE-FY250-low | Biaxial interaction (Mx-My @ N=438kN) — MAT-PROBE | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-BX-MAT-PROBE-low | Biaxial interaction (Mx-My @ N=472kN) — MAT-PROBE | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-BX-MAT-PROBE-LW1800-low | Biaxial interaction (Mx-My @ N=472kN) — MAT-PROBE | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-BX-RECT-BEAM-HEAVY-high | Biaxial interaction (Mx-My @ N=4354kN) — RECT-BEAM-HEAVY | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-BX-RECT-BEAM-HEAVY-low | Biaxial interaction (Mx-My @ N=871kN) — RECT-BEAM-HEAVY | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-BX-RECT-BEAM-LIGHT-low | Biaxial interaction (Mx-My @ N=519kN) — RECT-BEAM-LIGHT | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-BX-RECT-BEAM-MOD-low | Biaxial interaction (Mx-My @ N=746kN) — RECT-BEAM-MOD | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-BX-RECT-BEAM-OVER-bal | Biaxial interaction (Mx-My @ N=-1834kN) — RECT-BEAM-OVER | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-BX-RECT-BEAM-OVER-low | Biaxial interaction (Mx-My @ N=963kN) — RECT-BEAM-OVER | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-BX-SLAB-WIDE-low | Biaxial interaction (Mx-My @ N=571kN) — SLAB-WIDE | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-BX-TBEAM-HOG-low | Biaxial interaction (Mx-My @ N=970kN) — TBEAM-HOG | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-BX-TBEAM-SAG-low | Biaxial interaction (Mx-My @ N=972kN) — TBEAM-SAG | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-BX-WALL-BLADE-bal | Biaxial interaction (Mx-My @ N=3455kN) — WALL-BLADE | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-BX-WALL-BLADE-low | Biaxial interaction (Mx-My @ N=910kN) — WALL-BLADE | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
Moment-Curvature Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-MK-BOX-HOLLOW-pure-t0 | Moment-curvature (cracked-elastic) — BOX-HOLLOW (θ=0°, N=0kN) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MK-COL-CIRC-low-t0 | Moment-curvature (cracked-elastic) — COL-CIRC (θ=0°, N=708kN) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MK-COL-SQ-SYM-low-t0 | Moment-curvature (cracked-elastic) — COL-SQ-SYM (θ=0°, N=713kN) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MK-MAT-PROBE-pure-t0 | Moment-curvature (cracked-elastic) — MAT-PROBE (θ=0°, N=0kN) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MK-RECT-BEAM-HEAVY-pure-t0 | Moment-curvature (cracked-elastic) — RECT-BEAM-HEAVY (θ=0°, N=0kN) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MK-RECT-BEAM-LIGHT-pure-t0 | Moment-curvature (cracked-elastic) — RECT-BEAM-LIGHT (θ=0°, N=0kN) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MK-RECT-BEAM-MOD-pure-t0 | Moment-curvature (cracked-elastic) — RECT-BEAM-MOD (θ=0°, N=0kN) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MK-RECT-BEAM-OVER-pure-t0 | Moment-curvature (cracked-elastic) — RECT-BEAM-OVER (θ=0°, N=0kN) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MK-SLAB-WIDE-pure-t0 | Moment-curvature (cracked-elastic) — SLAB-WIDE (θ=0°, N=0kN) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MK-TBEAM-HOG-pure-t0 | Moment-curvature (cracked-elastic) — TBEAM-HOG (θ=0°, N=0kN) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MK-TBEAM-SAG-pure-t0 | Moment-curvature (cracked-elastic) — TBEAM-SAG (θ=0°, N=0kN) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-MK-WALL-BLADE-low-t0 | Moment-curvature (cracked-elastic) — WALL-BLADE (θ=0°, N=910kN) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
Service Stress Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-SS-BOX-HOLLOW-pure-t0 | Service stress (σc/σs @ M=178kN.m) — BOX-HOLLOW | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-SS-LBEAM-ASYM-pure-t0 | Service stress (σc/σs @ M=121kN.m) — LBEAM-ASYM | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-SS-MAT-PROBE-FC100-pure-t0 | Service stress (σc/σs @ M=140kN.m) — MAT-PROBE | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-SS-MAT-PROBE-FC20-pure-t0 | Service stress (σc/σs @ M=131kN.m) — MAT-PROBE | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-SS-MAT-PROBE-FC50-pure-t0 | Service stress (σc/σs @ M=140kN.m) — MAT-PROBE | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-SS-MAT-PROBE-FC65-pure-t0 | Service stress (σc/σs @ M=140kN.m) — MAT-PROBE | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-SS-MAT-PROBE-FC80-pure-t0 | Service stress (σc/σs @ M=140kN.m) — MAT-PROBE | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-SS-MAT-PROBE-FY250-pure-t0 | Service stress (σc/σs @ M=69kN.m) — MAT-PROBE | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-SS-MAT-PROBE-FY600-pure-t0 | Service stress (σc/σs @ M=163kN.m) — MAT-PROBE | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-SS-MAT-PROBE-LW1800-pure-t0 | Service stress (σc/σs @ M=136kN.m) — MAT-PROBE | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-SS-MAT-PROBE-pure-t0 | Service stress (σc/σs @ M=138kN.m) — MAT-PROBE | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-SS-RECT-BEAM-HEAVY-pure-t0 | Service stress (σc/σs @ M=468kN.m) — RECT-BEAM-HEAVY | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-SS-RECT-BEAM-LIGHT-pure-t0 | Service stress (σc/σs @ M=81kN.m) — RECT-BEAM-LIGHT | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-SS-RECT-BEAM-MOD-pure-t0 | Service stress (σc/σs @ M=301kN.m) — RECT-BEAM-MOD | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-SS-RECT-BEAM-OVER-pure-t0 | Service stress (σc/σs @ M=443kN.m) — RECT-BEAM-OVER | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-SS-SLAB-WIDE-pure-t0 | Service stress (σc/σs @ M=21kN.m) — SLAB-WIDE | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-SS-TBEAM-HOG-pure-t0 | Service stress (σc/σs @ M=227kN.m) — TBEAM-HOG | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-SS-TBEAM-SAG-pure-t0 | Service stress (σc/σs @ M=239kN.m) — TBEAM-SAG | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
Flexural Capacity Per-commit
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-FL-COL-01-N500 | Ultimate flexural capacity — COL-01 (Flexure with axial load N = 500 kN) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-FL-COL-01-NM200 | Ultimate flexural capacity — COL-01 (Flexure with axial load N = -200 kN) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-FL-COL-01-PURE | Ultimate flexural capacity — COL-01 (Pure bending (N = 0)) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
| BM-FL-RECT-01-PURE | Ultimate flexural capacity — RECT-01 (Pure bending (N = 0)) | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
Flexural Capacity (T-Beam) Per-commit
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-FL-SAFE-ACI318-BM001 | CSI SAFE ACI 318-08 T-beam — flexure + shear verification | ACI 318-19 | ≤ 2% | CSI SAFE Software Verification |
| BM-FL-SAFE-AS3600-BM001 | CSI SAFE AS 3600-09 T-beam — flexure + shear verification | AS 3600-2018 | ≤ 2% | CSI SAFE Software Verification |
| BM-FL-SAFE-EC2-BM001 | CSI SAFE Eurocode 2-04 T-beam — flexure + shear verification | EN 1992-1-1 | ≤ 2% | CSI SAFE Software Verification |
N-M Interaction Diagrams Per-commit
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-ID-COL-01 | Moment-interaction diagram — COL-01 | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 |
Column Design (Tedds Oracle) Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| TEDDS-COL-01-braced-circular | TEDDS braced circular column — D450, 8×N24, f'c 32, N*=1500, M2=100 (AS 3600-2018) | AS 3600-2018 | ≤ 2% | TEDDS 'Braced Circular Column Example' — Circular RC Column Design (AS 3600-2001).lbr v1.0.11, calculated to AS 3600:2018 incl. Amdt 1 & 2 ; TEDDS 'Braced Circular Column Example' — 'Ultimate strength in compression and bending' layer/concrete-force table at the at-N* read-off ; AS 3600:2018 Cl 8.1.3 — rectangular stress block (α2, γ) + Note 2 circular ×0.95 ; AS 3600:2018 Cl 10.6.2.2 — squash load Nuo and α1 ; AS 3600:2018 Table 2.2.2 — capacity reduction factor φ |
| TEDDS-COL-02-unbraced-circular | TEDDS unbraced circular column — D450, 6×N24, f'c 32, N*=1500, M2=80 (AS 3600-2018) | AS 3600-2018 | ≤ 2% | TEDDS 'Unbraced Circular Column Example' — Circular RC Column Design (AS 3600-2001).lbr v1.0.11, calculated to AS 3600:2018 incl. Amdt 1 & 2 ; TEDDS 'Unbraced Circular Column Example' — 'Ultimate strength in compression and bending' layer/concrete-force table at the at-N* read-off ; AS 3600:2018 Cl 8.1.3 — rectangular stress block (α2, γ) + Note 2 circular ×0.95 ; AS 3600:2018 Table 2.2.2 — capacity reduction factor φ |
| TEDDS-COL-03-braced-biaxial | TEDDS braced biaxial column — 400×500, 10×N24, f'c 32, N*=2500, M*x=75 M*y=60 (AS 3600-2018) | AS 3600-2018 | ≤ 2% | TEDDS 'Braced Column with Biaxial Bending Example' — AustRC.lbr v1.0.15, calculated to AS 3600:2018 incl. Amdt 1 & 2 ; AS 3600:2018 Cl 8.1.3 — rectangular stress block (rectangular section ⇒ NO Note 2 reduction) ; AS 3600:2018 Cl 10.6.4 — biaxial bending load-contour αn ; AS 3600:2018 Table 2.2.2 — capacity reduction factor φ |
| TEDDS-COL-04-unbraced-biaxial | TEDDS unbraced biaxial column — 400×600, 10×N28, f'c 32, N*=3000, M*x=150 M*y=0-min (AS 3600-2018) | AS 3600-2018 | ≤ 2% | TEDDS 'Unbraced Column with Biaxial Bending Example' — AustRC.lbr v1.0.15, calculated to AS 3600:2018 incl. Amdt 1 & 2 ; AS 3600:2018 Cl 8.1.3 — rectangular stress block (rectangular ⇒ no Note 2 reduction) ; AS 3600:2018 Table 2.2.2 — capacity reduction factor φ |
Crack Width Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-CO-CW-01 | Crack width golden — 300x600 rect, Ms=120 kN.m, short-term (AS Cl 8.6.2.3(2) as published) | AS 3600-2018 | ≤ 0.5% | AS 3600:2018 (+A1) Cl 8.6.2.3 — calculated crack width ; Cl 8.6.2.3(2) strain term AS PUBLISHED: fixed 0.6, mean axial fct, ne=(1+phicc)Es/Ec, +ecs, floor on the whole RHS ; Cl 3.1.1.3 — mean axial tensile strength = 1.4 x (f'ct = 0.36*sqrt(f'c)) = 0.504*sqrt(f'c) |
| BM-CO-CW-02 | Crack width golden — 300x600 rect, Ms=120 kN.m, long-term phi_cc=2.0 + eps_cs=500ue (AS Cl 8.6.2.3(2) as published) | AS 3600-2018 | ≤ 0.5% | AS 3600:2018 (+A1) Cl 8.6.2.3 — calculated crack width ; Cl 8.6.2.3(2) strain term AS PUBLISHED: fixed 0.6, mean axial fct, ne=(1+phicc)Es/Ec, +ecs, floor on the whole RHS ; Cl 3.1.1.3 — mean axial tensile strength = 1.4 x (f'ct = 0.36*sqrt(f'c)) = 0.504*sqrt(f'c) |
| BM-CO-CW-03 | Crack width golden — 300x600 rect, Ms=60 kN.m, short-term, floor binds (AS Cl 8.6.2.3(2) as published) | AS 3600-2018 | ≤ 0.5% | AS 3600:2018 (+A1) Cl 8.6.2.3 — calculated crack width ; Cl 8.6.2.3(2) strain term AS PUBLISHED: fixed 0.6, mean axial fct, ne=(1+phicc)Es/Ec, +ecs, floor on the whole RHS ; Cl 3.1.1.3 — mean axial tensile strength = 1.4 x (f'ct = 0.36*sqrt(f'c)) = 0.504*sqrt(f'c) |
Deflection Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-CO-DEF-01 | Bischoff Ief golden — AS 3600, cracked (Ms = 2*Mcr) | AS 3600-2018 | ≤ 0.1% | AS 3600:2018 (+A1) Cl 8.5.3.1(1) — Ief (Bischoff form) with Ief.max cap ; Bischoff P.H. (2005), ASCE J. Struct. Eng. 131(5) |
| BM-CO-DEF-02 | Bischoff Ief golden — AS 3600, uncracked (Ms < Mcr) | AS 3600-2018 | ≤ 0.1% | AS 3600:2018 (+A1) Cl 8.5.3.1(1) — Ief (Bischoff form) with Ief.max cap ; Bischoff P.H. (2005), ASCE J. Struct. Eng. 131(5) |
| BM-CO-DEF-03 | Bischoff Ief golden — AS 3600, lightly reinforced p = 0.004 -> Ief.max = 0.6*Ig cap | AS 3600-2018 | ≤ 0.1% | AS 3600:2018 (+A1) Cl 8.5.3.1(1) — Ief (Bischoff form) with Ief.max cap ; Bischoff P.H. (2005), ASCE J. Struct. Eng. 131(5) |
| BM-CO-DEF-04 | Bischoff Ief golden — ACI 318-19 Cl 24.2.3.5, (2/3)Mcr threshold | ACI 318-19 | ≤ 0.1% | AS 3600:2018 (+A1) Cl 8.5.3.1(1) — Ief (Bischoff form) with Ief.max cap ; Bischoff P.H. (2005), ASCE J. Struct. Eng. 131(5) ; ACI 318-19 Cl 24.2.3.5 |
| BM-CO-DEF-05 | Bischoff Ief golden — EN 1992-1-1 Cl 7.4.3, sustained (beta = 0.5) | EN 1992-1-1 | ≤ 0.1% | AS 3600:2018 (+A1) Cl 8.5.3.1(1) — Ief (Bischoff form) with Ief.max cap ; Bischoff P.H. (2005), ASCE J. Struct. Eng. 131(5) ; EN 1992-1-1:2004 Cl 7.4.3 |
Shear Capacity Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-CO-SH-01 | Shear golden — 300x600 (d=540), f'c=32, 2-leg N10 @ 200 fitments | AS 3600-2018 | ≤ 0.2% | AS 3600:2018 Amd 2:2021 Cl 8.2.4.3 — simplified kv (cap raised to 0.15) and theta_v = 36 deg ; Cl 8.2.4.1 — Vuc = kv.bv.dv.sqrt(f'c), sqrt(f'c) <= 8.0 MPa ; Cl 8.2.5.2(1) — Vus for perpendicular fitments ; AS 3600:2018 Amd 2:2021 Cl 8.2.3.3(1) — Vu.max web crushing (0.55*[0.9*f'c*...]) ; Table 2.2.2(e) — phi = 0.75 (compliant Class N fitments) / 0.70 (otherwise) |
| BM-CO-SH-02 | Shear golden — 300x500 (d=440), f'c=32, no fitments: kv = 200/(1000+1.3dv) below the 0.15 cap (Amd 2:2021) | AS 3600-2018 | ≤ 0.2% | AS 3600:2018 Amd 2:2021 Cl 8.2.4.3 — simplified kv (cap raised to 0.15) and theta_v = 36 deg ; Cl 8.2.4.1 — Vuc = kv.bv.dv.sqrt(f'c), sqrt(f'c) <= 8.0 MPa ; Cl 8.2.5.2(1) — Vus for perpendicular fitments ; Cl 8.2.3.3 — Vu.max web crushing ; Table 2.2.2(e) — phi = 0.75 (compliant Class N fitments) / 0.70 (otherwise) |
| BM-CO-SH-03 | Shear golden — 300x950 (d=870), f'c=40, no fitments: kv below cap (green path) | AS 3600-2018 | ≤ 0.2% | AS 3600:2018 (+A1) Cl 8.2.4.3 — simplified kv (with the <= 0.10 cap) and theta_v = 36 deg ; Cl 8.2.4.1 — Vuc = kv.bv.dv.sqrt(f'c), sqrt(f'c) <= 8.0 MPa ; Cl 8.2.5.2(1) — Vus for perpendicular fitments ; Cl 8.2.3.3 — Vu.max web crushing ; Table 2.2.2(e) — phi = 0.75 (compliant Class N fitments) / 0.70 (otherwise) |
| BM-CO-SH-04 | Shear golden — 300x600 (d=540), f'c=65, fitments: sqrt(f'c) <= 8 MPa cap binds | AS 3600-2018 | ≤ 0.2% | AS 3600:2018 (+A1) Cl 8.2.4.3 — simplified kv (with the <= 0.10 cap) and theta_v = 36 deg ; Cl 8.2.4.1 — Vuc = kv.bv.dv.sqrt(f'c), sqrt(f'c) <= 8.0 MPa ; Cl 8.2.5.2(1) — Vus for perpendicular fitments ; Cl 8.2.3.3 — Vu.max web crushing ; Table 2.2.2(e) — phi = 0.75 (compliant Class N fitments) / 0.70 (otherwise) |
Creep Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-CO-CR-01 | Creep coefficient golden — f'c=32, interior, th=200, tau=28 d, t-tau=10000 d (AS Cl 3.1.8.3) | AS 3600-2018 | ≤ 1% | AS 3600:2018 (+A1) Cl 3.1.8.3 — phi_cc = k2.k3.k4.k5(.k6).phi_cc.b ; Table 3.1.8.2 — basic creep coefficient phi_cc.b ; Figure 3.1.8.3 — k2 = alpha2.t^0.8/(t^0.8+0.15th), alpha2 = 1.0+1.12e^(-0.008th) ; Table 3.1.8.3 — final phi_cc* cross-check |
| BM-CO-CR-02 | Creep coefficient golden — f'c=40, arid, th=100, tau=14 d, t-tau=3650 d (AS Cl 3.1.8.3) | AS 3600-2018 | ≤ 1% | AS 3600:2018 (+A1) Cl 3.1.8.3 — phi_cc = k2.k3.k4.k5(.k6).phi_cc.b ; Table 3.1.8.2 — basic creep coefficient phi_cc.b ; Figure 3.1.8.3 — k2 = alpha2.t^0.8/(t^0.8+0.15th), alpha2 = 1.0+1.12e^(-0.008th) ; Table 3.1.8.3 — final phi_cc* cross-check |
| BM-CO-CR-03 | Creep coefficient golden — f'c=65, interior, th=400, tau=28 d, t-tau=10000 d (AS Cl 3.1.8.3) | AS 3600-2018 | ≤ 1% | AS 3600:2018 (+A1) Cl 3.1.8.3 — phi_cc = k2.k3.k4.k5(.k6).phi_cc.b ; Table 3.1.8.2 — basic creep coefficient phi_cc.b ; Figure 3.1.8.3 — k2 = alpha2.t^0.8/(t^0.8+0.15th), alpha2 = 1.0+1.12e^(-0.008th) ; Table 3.1.8.3 — final phi_cc* cross-check |
Shrinkage Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-CO-SHR-01 | Shrinkage strain golden — f'c=32, interior, th=200, t=10950 d (AS Cl 3.1.7.2) | AS 3600-2018 | ≤ 1% | AS 3600:2018 (+A1) Cl 3.1.7.2 — eps_cs = eps_cse + eps_csd; Eqs 3.1.7.2(1)-(5) ; Figure 3.1.7.2 — k1 = alpha1.t^0.8/(t^0.8+0.15th), alpha1 = 0.8+1.2e^(-0.005th) ; Table 3.1.7.2 — final (30 y) design shrinkage cross-check |
| BM-CO-SHR-02 | Shrinkage strain golden — f'c=50, tropical/near-coastal/coastal, th=100, t=10950 d (AS Cl 3.1.7.2) | AS 3600-2018 | ≤ 1% | AS 3600:2018 (+A1) Cl 3.1.7.2 — eps_cs = eps_cse + eps_csd; Eqs 3.1.7.2(1)-(5) ; Figure 3.1.7.2 — k1 = alpha1.t^0.8/(t^0.8+0.15th), alpha1 = 0.8+1.2e^(-0.005th) ; Table 3.1.7.2 — final (30 y) design shrinkage cross-check |
| BM-CO-SHR-03 | Shrinkage strain golden — f'c=65, temperate inland, th=400, t=10950 d (AS Cl 3.1.7.2) | AS 3600-2018 | ≤ 1% | AS 3600:2018 (+A1) Cl 3.1.7.2 — eps_cs = eps_cse + eps_csd; Eqs 3.1.7.2(1)-(5) ; Figure 3.1.7.2 — k1 = alpha1.t^0.8/(t^0.8+0.15th), alpha1 = 0.8+1.2e^(-0.005th) ; Table 3.1.7.2 — final (30 y) design shrinkage cross-check |
Long-Term Cracking Moment Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-CO-MCRT-01 | Long-term Mcr golden — sigma_cs reduction, N = 0 | AS 3600-2018 | ≤ 0.2% | AS 3600:2018 (+A1) Cl 8.5.3.1 — Mcr.t = Z(f'ct.f - sigma_cs + P/Ag) >= 0 and sigma_cs formula ; Gilbert & Ranzi (2011), Time-Dependent Behaviour of Concrete Structures |
| BM-CO-MCRT-02 | Long-term Mcr golden — sigma_cs + axial decompression N* = +500 kN | AS 3600-2018 | ≤ 0.2% | AS 3600:2018 (+A1) Cl 8.5.3.1 — Mcr.t = Z(f'ct.f - sigma_cs + P/Ag) >= 0 and sigma_cs formula ; Gilbert & Ranzi (2011), Time-Dependent Behaviour of Concrete Structures |
| BM-CO-MCRT-03 | Long-term Mcr golden — sigma_cs exhausts tensile capacity -> Mcr = 0 floor | AS 3600-2018 | ≤ 0.2% | AS 3600:2018 (+A1) Cl 8.5.3.1 — Mcr.t = Z(f'ct.f - sigma_cs + P/Ag) >= 0 and sigma_cs formula ; Gilbert & Ranzi (2011), Time-Dependent Behaviour of Concrete Structures |
Moment-Curvature (Hognestad) Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-CO-MKH-BEAM-LIGHT | Hognestad M-κ curvilinear golden — lightly-reinforced beam (ρ≈0.38%), N=0 | AS 3600-2018 | ≤ 0.1% | AS 3600:2018 Cl 3.1.4 — in-situ uniaxial compressive σ-ε curve ; Hognestad E. (1951), Univ. of Illinois Bulletin 399 — parabolic σ-ε ; Park & Paulay (1975), Reinforced Concrete Structures, §3.4 |
| BM-CO-MKH-BEAM-MOD | Hognestad M-κ curvilinear golden — moderately-reinforced beam (ρ≈1.5%) with compression steel, N=0 | AS 3600-2018 | ≤ 0.1% | AS 3600:2018 Cl 3.1.4 — in-situ uniaxial compressive σ-ε curve ; Hognestad E. (1951), Univ. of Illinois Bulletin 399 — parabolic σ-ε ; Park & Paulay (1975), Reinforced Concrete Structures, §3.4 |
| BM-CO-MKH-COL-AXIAL | Hognestad M-κ curvilinear golden — 400×400 column, 8×N24, N=+500 kN | AS 3600-2018 | ≤ 0.1% | AS 3600:2018 Cl 3.1.4 — in-situ uniaxial compressive σ-ε curve ; Hognestad E. (1951), Univ. of Illinois Bulletin 399 — parabolic σ-ε ; Park & Paulay (1975), Reinforced Concrete Structures, §3.4 |
Moment-Curvature (Tension-Stiffened) Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-CO-MKTS-01 | Tension-stiffened M-k / Ief golden — AS 3600 lightly-reinforced slab (Branson discriminator) | AS 3600-2018 | ≤ 0.1% | AS 3600:2018 (+A1) Cl 8.5.3.1(1) — Ief (Bischoff form) ; Bischoff P.H. (2005), ASCE J. Struct. Eng. 131(5) ; Gilbert R.I. (2007), Tension Stiffening in Lightly Reinforced Concrete Slabs, ASCE JSE 133(6) ; Gilbert & Ranzi (2011), Time-Dependent Behaviour of Concrete Structures, Ch. 5 |
| BM-CO-MKTS-02 | Tension-stiffened M-k / Ief golden — AS 3600 moderately-reinforced beam | AS 3600-2018 | ≤ 0.1% | AS 3600:2018 (+A1) Cl 8.5.3.1(1) — Ief (Bischoff form) ; Bischoff P.H. (2005), ASCE J. Struct. Eng. 131(5) ; Gilbert & Ranzi (2011), Time-Dependent Behaviour of Concrete Structures, Ch. 5 |
| BM-CO-MKTS-03 | Tension-stiffened M-k / Ief golden — EN 1992-1-1 zeta-interpolation, short-term (beta = 1) | EN 1992-1-1 | ≤ 0.1% | EN 1992-1-1:2004 Cl 7.4.3 — zeta-interpolation ; EN 1992-1-1:2004 Table 3.1 — fctm = 0.30*fck^(2/3) (fck <= 50) ; Bischoff P.H. (2005), ASCE J. Struct. Eng. 131(5) |
| BM-CO-MKTS-04 | Tension-stiffened M-k / Ief golden — ACI 318-19 (2/3)Mcr threshold incl. in-band target | ACI 318-19 | ≤ 0.1% | ACI 318-19 Table 24.2.3.5(b) — Ie = Icr/[1 - ((2/3)Mcr/Ma)^2 (1 - Icr/Ig)] for Ma > (2/3)Mcr ; Bischoff P.H. & Scanlon A. (2007) ; Bischoff P.H. (2005), ASCE J. Struct. Eng. 131(5) |
| BM-CO-MKTS-05 | Ief golden — EN 1992-1-1 sustained loading (beta = 0.5), deflection check only | EN 1992-1-1 | ≤ 0.1% | EN 1992-1-1:2004 Cl 7.4.3 — zeta-interpolation ; EN 1992-1-1:2004 Table 3.1 — fctm = 0.30*fck^(2/3) (fck <= 50) |
| BM-CO-MKTS-06 | Tension-stiffened M-k / Ief golden — AS 3600 T-beam (outline polygon, NA in flange) | AS 3600-2018 | ≤ 0.1% | AS 3600:2018 (+A1) Cl 8.5.3.1(1) — Ief (Bischoff form) ; Bischoff P.H. (2005), ASCE J. Struct. Eng. 131(5) ; Gilbert & Ranzi (2011), Time-Dependent Behaviour of Concrete Structures, Ch. 5 |
Stress Distribution (Hognestad) Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-CO-SDH-BEAM | Hognestad stress-distribution golden — 300×600 doubly-reinforced beam, N=0, M*x=300 kN.m (ascending branch) | AS 3600-2018 | ≤ 0.05% | AS 3600:2018 Cl 3.1.4 — in-situ uniaxial compressive σ-ε curve ; AS 3600:2018 Cl 8.1.4 — basis of strength calculations ; Hognestad E. (1951), Univ. of Illinois Bulletin 399 — parabolic σ-ε ; Park & Paulay (1975), Reinforced Concrete Structures, §3.4 |
| BM-CO-SDH-COL-AXIAL | Hognestad stress-distribution golden — 400×400 column, 8×N24, N=+800 kN, M*x=365 kN.m (DESCENDING branch) | AS 3600-2018 | ≤ 0.05% | AS 3600:2018 Cl 3.1.4 — in-situ uniaxial compressive σ-ε curve ; AS 3600:2018 Cl 8.1.4 — basis of strength calculations ; Hognestad E. (1951), Univ. of Illinois Bulletin 399 — parabolic σ-ε ; Park & Paulay (1975), Reinforced Concrete Structures, §3.4 |
code oracle shear as biaxial Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-CO-SHB-01 | AS 3600 transposed dv,x — 0.72·D governs (wide X shear plane) | AS 3600-2018 | ≤ 0.0001% | Cl 8.2.1.9 — dv = max(0.72·D, 0.9·d) ; Cl 8.2.4.1 — Vuc = kv·bv·dv·√f'c ; Cl 8.2.5.2(1) — Vus perpendicular fitments ; Cl 8.2.3.3(1) — Vu.max web crushing (Amd 2:2021) |
| BM-CO-SHB-02 | AS 3600 biaxial elliptical interaction — ellipse governs | AS 3600-2018 | ≤ 0.0001% | Cl 8.2.4.1 — per-axis Vuc ; Cl 8.2.5.2(1) — per-axis Vus |
| BM-CO-SHB-03 | AS 3600 biaxial elliptical interaction — per-axis max governs | AS 3600-2018 | ≤ 0.0001% | Cl 8.2.4.1 — per-axis Vuc ; Cl 8.2.5.2(1) — per-axis Vus |
| BM-CO-SHB-04 | AS 3600 circular section — exact resultant shear check | AS 3600-2018 | ≤ 0.0001% | Cl 8.2.1.9 — dv from diameter ; Cl 8.2.4.1 — Vuc = kv·bv·dv·√f'c (bv = diameter) |
code oracle shear as geometry Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-CO-SHG-01 | AS 3600 transposed bv,x — box (voided) section vertical-extent scan | AS 3600-2018 | ≤ 1e-7% | Cl 8.2.1.4 — bv effective web width for shear ; Cl 8.2.1.5 — hollow-web width (voids removed) |
| BM-CO-SHG-02 | AS 3600 transposed duct deduction (Cl 8.2.1.5, ungrouted kd=1.2) | AS 3600-2018 | ≤ 1e-7% | Cl 8.2.1.5 — bv = bw − kd·Σdd when Σdd ≥ bw/8 (Amd 2:2021) ; Cl 8.2.1.4 — bv effective web width |
concrete interaction surface Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-IS-BOX-HOLLOW | Interaction surface (θ,N grid) — BOX-HOLLOW | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-IS-COL-CIRC | Interaction surface (θ,N grid) — COL-CIRC | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-IS-COL-SQ-SYM | Interaction surface (θ,N grid) — COL-SQ-SYM | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-IS-LBEAM-ASYM | Interaction surface (θ,N grid) — LBEAM-ASYM | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-IS-RECT-BEAM-HEAVY | Interaction surface (θ,N grid) — RECT-BEAM-HEAVY | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-IS-RECT-BEAM-LIGHT | Interaction surface (θ,N grid) — RECT-BEAM-LIGHT | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-IS-RECT-BEAM-MOD | Interaction surface (θ,N grid) — RECT-BEAM-MOD | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-IS-RECT-BEAM-OVER | Interaction surface (θ,N grid) — RECT-BEAM-OVER | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-IS-SLAB-WIDE | Interaction surface (θ,N grid) — SLAB-WIDE | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-IS-TBEAM-HOG | Interaction surface (θ,N grid) — TBEAM-HOG | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-IS-TBEAM-SAG | Interaction surface (θ,N grid) — TBEAM-SAG | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
| BM-IS-WALL-BLADE | Interaction surface (θ,N grid) — WALL-BLADE | AS 3600-2018 | ≤ 2% | concreteproperties v0.6.4 ; AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) |
mc2010 shear differential Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-MC2010-SH-A-BELOW-COMPRESSION | MC2010 SMCFT differential — 300×550 f'c32, below-min, V180/M200, N=-400 compression | AS 3600-2018 | ≤ 1e-7% | fib Model Code 2010 SMCFT shear (structuralcodes v0.7.0) ; AS 3600:2018 Amd 2:2021 Cl 8.2.4.2 — general-method θv, kv, εx ; MC2010 ↔ AS 3600 shear formula-reconciliation note |
| BM-MC2010-SH-A-BELOW-HIGHSTRAIN | MC2010 SMCFT differential — 300×550 f'c32, below-min, V300/M500, N=+600 (high εx) | AS 3600-2018 | ≤ 1e-7% | fib Model Code 2010 SMCFT shear (structuralcodes v0.7.0) ; AS 3600:2018 Amd 2:2021 Cl 8.2.4.2 — general-method θv, kv, εx ; MC2010 ↔ AS 3600 shear formula-reconciliation note |
| BM-MC2010-SH-A-BELOW-N0 | MC2010 SMCFT differential — 300×550 f'c32, below-min fitments, V150/M100, no axial | AS 3600-2018 | ≤ 1e-7% | fib Model Code 2010 SMCFT shear (structuralcodes v0.7.0) ; AS 3600:2018 Amd 2:2021 Cl 8.2.4.2 — general-method θv, kv, εx ; MC2010 ↔ AS 3600 shear formula-reconciliation note |
| BM-MC2010-SH-A-BELOW-TENSION | MC2010 SMCFT differential — 300×550 f'c32, below-min, V200/M180, N=+300 tension | AS 3600-2018 | ≤ 1e-7% | fib Model Code 2010 SMCFT shear (structuralcodes v0.7.0) ; AS 3600:2018 Amd 2:2021 Cl 8.2.4.2 — general-method θv, kv, εx ; MC2010 ↔ AS 3600 shear formula-reconciliation note |
| BM-MC2010-SH-A-GEMIN-N0 | MC2010 SMCFT differential — 300×550 f'c32, ≥min fitments, V250/M300 (Vus leg) | AS 3600-2018 | ≤ 1e-7% | fib Model Code 2010 SMCFT shear (structuralcodes v0.7.0) ; AS 3600:2018 Amd 2:2021 Cl 8.2.4.2 — general-method θv, kv, εx ; MC2010 ↔ AS 3600 shear formula-reconciliation note |
| BM-MC2010-SH-A-GEMIN-TENSION | MC2010 SMCFT differential — 300×550 f'c32, ≥min, V300/M350, N=+400 tension (Vus leg) | AS 3600-2018 | ≤ 1e-7% | fib Model Code 2010 SMCFT shear (structuralcodes v0.7.0) ; AS 3600:2018 Amd 2:2021 Cl 8.2.4.2 — general-method θv, kv, εx ; MC2010 ↔ AS 3600 shear formula-reconciliation note |
| BM-MC2010-SH-B-BELOW-N0 | MC2010 SMCFT differential — 350×650 f'c50, below-min, V220/M250, no axial | AS 3600-2018 | ≤ 1e-7% | fib Model Code 2010 SMCFT shear (structuralcodes v0.7.0) ; AS 3600:2018 Amd 2:2021 Cl 8.2.4.2 — general-method θv, kv, εx ; MC2010 ↔ AS 3600 shear formula-reconciliation note |
| BM-MC2010-SH-B-GEMIN-TENSION | MC2010 SMCFT differential — 350×650 f'c50, ≥min, V350/M400, N=+600 tension (Vus leg) | AS 3600-2018 | ≤ 1e-7% | fib Model Code 2010 SMCFT shear (structuralcodes v0.7.0) ; AS 3600:2018 Amd 2:2021 Cl 8.2.4.2 — general-method θv, kv, εx ; MC2010 ↔ AS 3600 shear formula-reconciliation note |
| BM-MC2010-SH-C-UNREINF-COMPRESSION | MC2010 SMCFT differential — 250×450 f'c25, unreinforced, V100/M120, N=-200 compression | AS 3600-2018 | ≤ 1e-7% | fib Model Code 2010 SMCFT shear (structuralcodes v0.7.0) ; AS 3600:2018 Amd 2:2021 Cl 8.2.4.2 — general-method θv, kv, εx ; MC2010 ↔ AS 3600 shear formula-reconciliation note |
| BM-MC2010-SH-C-UNREINF-N0 | MC2010 SMCFT differential — 250×450 f'c25, unreinforced, V80/M60 (kv/vuc leg, no Vus) | AS 3600-2018 | ≤ 1e-7% | fib Model Code 2010 SMCFT shear (structuralcodes v0.7.0) ; AS 3600:2018 Amd 2:2021 Cl 8.2.4.2 — general-method θv, kv, εx ; MC2010 ↔ AS 3600 shear formula-reconciliation note |
| BM-MC2010-SH-D-BELOW-FC65 | MC2010 SMCFT differential — 320×600 f'c65 (kv boundary), below-min, V240/M280 | AS 3600-2018 | ≤ 1e-7% | fib Model Code 2010 SMCFT shear (structuralcodes v0.7.0) ; AS 3600:2018 Amd 2:2021 Cl 8.2.4.2 — general-method θv, kv, εx ; MC2010 ↔ AS 3600 shear formula-reconciliation note |
membrane shear combination Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-SB-ASYM-1-1 | Membrane MCFT biaxial-shear combination — reinforcement asymmetry 1-1 | AS 3600-2018 | ≤ 0% | andrefmello91/Reinforced-Concrete-Membrane (MCFT/DSFM, MIT) |
| BM-SB-ASYM-2-1 | Membrane MCFT biaxial-shear combination — reinforcement asymmetry 2-1 | AS 3600-2018 | ≤ 0% | andrefmello91/Reinforced-Concrete-Membrane (MCFT/DSFM, MIT) |
| BM-SB-ASYM-4-1 | Membrane MCFT biaxial-shear combination — reinforcement asymmetry 4-1 | AS 3600-2018 | ≤ 0% | andrefmello91/Reinforced-Concrete-Membrane (MCFT/DSFM, MIT) |
published shear anchor Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-PUB-SH-COMPARISON-GENERAL | Published anchor — AS3600-2018 Shear Comparison worksheet, 600x600 f'c50, general method (Cl 8.2.4.2), V329/M341 — full-chain agreement (Vu.max = pre-Amd-2 documented delta) | AS 3600-2018 | ≤ 0.000001% | AS3600-2018 Shear Comparison worksheet (Jan 2019) — general + simplified method columns (community comparison sheet) ; Cl 8.2.4.2.3 — epsilon_x (M*=341 kNm > dv*V*, floor inactive) ; Cl 8.2.4.2(1) — theta_v = 29 + 7000*epsilon_x ; Cl 8.2.4.2(5) — kv = 0.4/(1+1500*epsilon_x) for Asv/s >= Asv.min/s ; Cl 8.2.4.1 — Vuc = kv.bv.dv.sqrt(f'c) ; Cl 8.2.5.2(1) — Vus ; Cl 8.2.1.7 — Asv.min/s ; Cl 8.2.1.9 — dv = max(0.72D, 0.9d) |
| BM-PUB-SH-COMPARISON-SIMPLIFIED | Published anchor — AS3600-2018 Shear Comparison worksheet, 600x600 f'c50, simplified method (Cl 8.2.4.3, kv=0.15 theta=36) — Vuc/Vus agreement (Vu.max = pre-Amd-2 documented delta) | AS 3600-2018 | ≤ 0.000001% | AS3600-2018 Shear Comparison worksheet (Jan 2019) — simplified method column ; Cl 8.2.4.3 (Amd 2:2021) — simplified method: kv = 0.15 (Asv/s >= Asv.min/s), theta_v = 36 deg ; Cl 8.2.4.1 — Vuc = kv.bv.dv.sqrt(f'c) ; Cl 8.2.5.2(1) — Vus ; Cl 8.2.1.9 — dv = max(0.72D, 0.9d) |
| BM-PUB-SH-DOUG-USHEAR-GENERAL | Published anchor — Doug Jenkins (IDS) UShear, 300x600 f'c50, general method (Cl 8.2.4.2), V275/M400 — full-chain agreement incl. Vu.max | AS 3600-2018 | ≤ 0.000001% | Doug Jenkins (Interactive Design Services) UMom/UShear — AS 3600:2018 Amd 2:2021 general-method shear (respected independent tool) ; Cl 8.2.4.2.3 — general-method longitudinal strain epsilon_x (incl. the (3) M*-floor) ; Cl 8.2.4.2(1) — theta_v = 29 + 7000*epsilon_x ; Cl 8.2.4.2(5) — kv = 0.4/(1+1500*epsilon_x) for Asv/s >= Asv.min/s ; Cl 8.2.4.1 — Vuc = kv.bv.dv.sqrt(f'c), sqrt(f'c) <= 8.0 MPa ; Cl 8.2.5.2(1) — Vus = (Asv/s).fsy.f.dv.cot(theta_v) for perpendicular fitments ; Cl 8.2.3.3(1), Amd 2:2021 — Vu.max = 0.55*[0.9*f'c*bv*dv*cot(theta)/(1+cot^2(theta))] ; Cl 8.2.1.7 — (Asv.min)/s = 0.08*sqrt(f'c)*bv/fsy.f ; Cl 8.2.1.9 — dv = max(0.72D, 0.9d) |
| BM-PUB-SH-ETIA-EX31A-CAPACITY | Published anchor — ETIA AS3600-2018 Shear Addenda Ex 3.1A (Beletich et al.), 350x440 f'c50, general method — capacity-formula agreement at published kv/theta (epsilon_x floor + Vu.max Amd-2 documented deltas) | AS 3600-2018 | ≤ 0.5% | Reinforced Concrete: The Designers' Handbook (Beletich, Hymas, Reid & Uno) — ETIA AS3600-2018 Shear Addenda, Example 3.1A ; Cl 8.2.4.1 — Vuc = kv.bv.dv.sqrt(f'c) ; Cl 8.2.5.2(1) — Vus = (Asv/s).fsy.f.dv.cot(theta_v) ; Cl 8.2.1.9 — dv = max(0.72D, 0.9d) ; Cl 8.2.4.2.3(3) — M* >= dv*sqrt(V*^2+...) floor (engine applies; the textbook omits it — documented delta) |
| BM-PUB-SH-ETIA-EX33A-CAPACITY | Published anchor — ETIA AS3600-2018 Shear Addenda Ex 3.3A (Beletich et al.), 350x500 f'c32, general method — capacity-formula agreement at published kv/theta (N32 grade point) | AS 3600-2018 | ≤ 0.03% | Reinforced Concrete: The Designers' Handbook (Beletich, Hymas, Reid & Uno) — ETIA AS3600-2018 Shear Addenda, Example 3.3A ; Cl 8.2.4.1 — Vuc = kv.bv.dv.sqrt(f'c) ; Cl 8.2.1.9 — dv = max(0.72D, 0.9d) ; Cl 8.2.4.2.3(3) — M* floor (engine applies; textbook omits — documented delta) |
shear geometry differential Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-SG-BOX | AS 3600 shear geometry — single-cell box | AS 3600-2018 | ≤ 0.0001% | Effective web width ; Effective shear depth |
| BM-SG-CIRCULAR | AS 3600 shear geometry — solid circular (64-gon, Note 2) | AS 3600-2018 | ≤ 0.0001% | Effective web width ; Effective shear depth |
| BM-SG-DEEP | AS 3600 shear geometry — deep beam (dvY = 0.72D governs) | AS 3600-2018 | ≤ 0.0001% | Effective web width ; Effective shear depth |
| BM-SG-DUCTED | AS 3600 shear geometry — ducted rectangle (Cl 8.2.1.5 duct deduction, ungrouted kd=1.2) | AS 3600-2018 | ≤ 0.0001% | Effective web width ; Effective shear depth |
| BM-SG-DUCTED-PLASTIC | AS 3600 shear geometry — ducted rectangle (Cl 8.2.1.5 duct deduction, grouted plastic kd=0.8) | AS 3600-2018 | ≤ 0.0001% | Effective web width ; Effective shear depth |
| BM-SG-DUCTED-STEEL | AS 3600 shear geometry — ducted rectangle (Cl 8.2.1.5 duct deduction, grouted steel kd=0.5) | AS 3600-2018 | ≤ 0.0001% | Effective web width ; Effective shear depth |
| BM-SG-DUCTED-TEE | AS 3600 shear geometry — ducted T-section, flange duct (non-prismatic per-level coupling, #3336) | AS 3600-2018 | ≤ 0.0001% | Effective web width ; Effective shear depth |
| BM-SG-IBEAM | AS 3600 shear geometry — solid I-section | AS 3600-2018 | ≤ 0.0001% | Effective web width ; Effective shear depth |
| BM-SG-LSHAPE | AS 3600 shear geometry — solid L-section | AS 3600-2018 | ≤ 0.0001% | Effective web width ; Effective shear depth |
| BM-SG-MULTICELL | AS 3600 shear geometry — twin-cell box | AS 3600-2018 | ≤ 0.0001% | Effective web width ; Effective shear depth |
| BM-SG-RECT | AS 3600 shear geometry — solid rectangle | AS 3600-2018 | ≤ 0.0001% | Effective web width ; Effective shear depth |
| BM-SG-TEE | AS 3600 shear geometry — solid T-section | AS 3600-2018 | ≤ 0.0001% | Effective web width ; Effective shear depth |
| BM-SG-VOIDED-TAPERED | AS 3600 shear geometry — voided tapered web (sloped internal walls) | AS 3600-2018 | ≤ 0.0001% | Effective web width ; Effective shear depth |
Concrete Design — Eurocode 2 (372 benchmarks)
Engine validated against the fib structuralcodes reference library. The EN 1992 design UI is coming soon — these benchmarks confirm the underlying calculation engine is already production-ready.
Gross Section Properties Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-EC2-GROSS-BOX-HOLLOW | Gross geometric properties — BOX-HOLLOW (EC2) | EN 1992-1-1 | ≤ 0.1% | fib structuralcodes v0.7.0 |
| BM-EC2-GROSS-COL-CIRC | Gross geometric properties — COL-CIRC (EC2) | EN 1992-1-1 | ≤ 0.1% | fib structuralcodes v0.7.0 |
| BM-EC2-GROSS-COL-SQ-SYM | Gross geometric properties — COL-SQ-SYM (EC2) | EN 1992-1-1 | ≤ 0.1% | fib structuralcodes v0.7.0 |
| BM-EC2-GROSS-LBEAM-ASYM | Gross geometric properties — LBEAM-ASYM (EC2) | EN 1992-1-1 | ≤ 0.1% | fib structuralcodes v0.7.0 |
| BM-EC2-GROSS-MAT-PROBE | Gross geometric properties — MAT-PROBE (EC2) | EN 1992-1-1 | ≤ 0.1% | fib structuralcodes v0.7.0 |
| BM-EC2-GROSS-RECT-BEAM-HEAVY | Gross geometric properties — RECT-BEAM-HEAVY (EC2) | EN 1992-1-1 | ≤ 0.1% | fib structuralcodes v0.7.0 |
| BM-EC2-GROSS-RECT-BEAM-LIGHT | Gross geometric properties — RECT-BEAM-LIGHT (EC2) | EN 1992-1-1 | ≤ 0.1% | fib structuralcodes v0.7.0 |
| BM-EC2-GROSS-RECT-BEAM-MOD | Gross geometric properties — RECT-BEAM-MOD (EC2) | EN 1992-1-1 | ≤ 0.1% | fib structuralcodes v0.7.0 |
| BM-EC2-GROSS-RECT-BEAM-OVER | Gross geometric properties — RECT-BEAM-OVER (EC2) | EN 1992-1-1 | ≤ 0.1% | fib structuralcodes v0.7.0 |
| BM-EC2-GROSS-SLAB-WIDE | Gross geometric properties — SLAB-WIDE (EC2) | EN 1992-1-1 | ≤ 0.1% | fib structuralcodes v0.7.0 |
| BM-EC2-GROSS-TBEAM-HOG | Gross geometric properties — TBEAM-HOG (EC2) | EN 1992-1-1 | ≤ 0.1% | fib structuralcodes v0.7.0 |
| BM-EC2-GROSS-TBEAM-SAG | Gross geometric properties — TBEAM-SAG (EC2) | EN 1992-1-1 | ≤ 0.1% | fib structuralcodes v0.7.0 |
| BM-EC2-GROSS-WALL-BLADE | Gross geometric properties — WALL-BLADE (EC2) | EN 1992-1-1 | ≤ 0.1% | fib structuralcodes v0.7.0 |
Transformed Section Properties Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-EC2-TR-BOX-HOLLOW | Transformed gross properties — BOX-HOLLOW (EC2) | EN 1992-1-1 | ≤ 0.5% | fib structuralcodes v0.7.0 |
| BM-EC2-TR-COL-CIRC | Transformed gross properties — COL-CIRC (EC2) | EN 1992-1-1 | ≤ 0.5% | fib structuralcodes v0.7.0 |
| BM-EC2-TR-COL-SQ-SYM | Transformed gross properties — COL-SQ-SYM (EC2) | EN 1992-1-1 | ≤ 0.5% | fib structuralcodes v0.7.0 |
| BM-EC2-TR-LBEAM-ASYM | Transformed gross properties — LBEAM-ASYM (EC2) | EN 1992-1-1 | ≤ 0.5% | fib structuralcodes v0.7.0 |
| BM-EC2-TR-MAT-PROBE | Transformed gross properties — MAT-PROBE (EC2) | EN 1992-1-1 | ≤ 0.5% | fib structuralcodes v0.7.0 |
| BM-EC2-TR-MAT-PROBE-FC20 | Transformed gross properties — MAT-PROBE (EC2) | EN 1992-1-1 | ≤ 0.5% | fib structuralcodes v0.7.0 |
| BM-EC2-TR-MAT-PROBE-FC50 | Transformed gross properties — MAT-PROBE (EC2) | EN 1992-1-1 | ≤ 0.5% | fib structuralcodes v0.7.0 |
| BM-EC2-TR-MAT-PROBE-FC65 | Transformed gross properties — MAT-PROBE (EC2) | EN 1992-1-1 | ≤ 0.5% | fib structuralcodes v0.7.0 |
| BM-EC2-TR-MAT-PROBE-FC80 | Transformed gross properties — MAT-PROBE (EC2) | EN 1992-1-1 | ≤ 0.5% | fib structuralcodes v0.7.0 |
| BM-EC2-TR-MAT-PROBE-FY250 | Transformed gross properties — MAT-PROBE (EC2) | EN 1992-1-1 | ≤ 0.5% | fib structuralcodes v0.7.0 |
| BM-EC2-TR-MAT-PROBE-FY600 | Transformed gross properties — MAT-PROBE (EC2) | EN 1992-1-1 | ≤ 0.5% | fib structuralcodes v0.7.0 |
| BM-EC2-TR-RECT-BEAM-HEAVY | Transformed gross properties — RECT-BEAM-HEAVY (EC2) | EN 1992-1-1 | ≤ 0.5% | fib structuralcodes v0.7.0 |
| BM-EC2-TR-RECT-BEAM-LIGHT | Transformed gross properties — RECT-BEAM-LIGHT (EC2) | EN 1992-1-1 | ≤ 0.5% | fib structuralcodes v0.7.0 |
| BM-EC2-TR-RECT-BEAM-MOD | Transformed gross properties — RECT-BEAM-MOD (EC2) | EN 1992-1-1 | ≤ 0.5% | fib structuralcodes v0.7.0 |
| BM-EC2-TR-RECT-BEAM-OVER | Transformed gross properties — RECT-BEAM-OVER (EC2) | EN 1992-1-1 | ≤ 0.5% | fib structuralcodes v0.7.0 |
| BM-EC2-TR-SLAB-WIDE | Transformed gross properties — SLAB-WIDE (EC2) | EN 1992-1-1 | ≤ 0.5% | fib structuralcodes v0.7.0 |
| BM-EC2-TR-TBEAM-HOG | Transformed gross properties — TBEAM-HOG (EC2) | EN 1992-1-1 | ≤ 0.5% | fib structuralcodes v0.7.0 |
| BM-EC2-TR-TBEAM-SAG | Transformed gross properties — TBEAM-SAG (EC2) | EN 1992-1-1 | ≤ 0.5% | fib structuralcodes v0.7.0 |
| BM-EC2-TR-WALL-BLADE | Transformed gross properties — WALL-BLADE (EC2) | EN 1992-1-1 | ≤ 0.5% | fib structuralcodes v0.7.0 |
Cracked Section Properties Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-EC2-CR-BOX-HOLLOW-pure-t0 | Cracked properties — BOX-HOLLOW (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-CR-BOX-HOLLOW-pure-t90 | Cracked properties — BOX-HOLLOW (EC2, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-CR-COL-CIRC-pure-t0 | Cracked properties — COL-CIRC (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-CR-COL-CIRC-pure-t90 | Cracked properties — COL-CIRC (EC2, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-CR-COL-SQ-SYM-pure-t0 | Cracked properties — COL-SQ-SYM (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-CR-COL-SQ-SYM-pure-t90 | Cracked properties — COL-SQ-SYM (EC2, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-CR-MAT-PROBE-FC20-pure-t0 | Cracked properties — MAT-PROBE (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-CR-MAT-PROBE-FC50-pure-t0 | Cracked properties — MAT-PROBE (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-CR-MAT-PROBE-FC65-pure-t0 | Cracked properties — MAT-PROBE (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-CR-MAT-PROBE-FC80-pure-t0 | Cracked properties — MAT-PROBE (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-CR-MAT-PROBE-FY250-pure-t0 | Cracked properties — MAT-PROBE (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-CR-MAT-PROBE-FY600-pure-t0 | Cracked properties — MAT-PROBE (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-CR-MAT-PROBE-pure-t0 | Cracked properties — MAT-PROBE (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-CR-RECT-BEAM-HEAVY-pure-t0 | Cracked properties — RECT-BEAM-HEAVY (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-CR-RECT-BEAM-LIGHT-pure-t0 | Cracked properties — RECT-BEAM-LIGHT (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-CR-RECT-BEAM-MOD-pure-t0 | Cracked properties — RECT-BEAM-MOD (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-CR-RECT-BEAM-OVER-pure-t0 | Cracked properties — RECT-BEAM-OVER (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-CR-SLAB-WIDE-pure-t0 | Cracked properties — SLAB-WIDE (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-CR-TBEAM-HOG-pure-t0 | Cracked properties — TBEAM-HOG (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-CR-TBEAM-SAG-pure-t0 | Cracked properties — TBEAM-SAG (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-CR-WALL-BLADE-pure-t0 | Cracked properties — WALL-BLADE (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-CR-WALL-BLADE-pure-t90 | Cracked properties — WALL-BLADE (EC2, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
Cracking Moment Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-EC2-MCR-BOX-HOLLOW-pure-t0 | Cracking moment — BOX-HOLLOW (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-BOX-HOLLOW-pure-t90 | Cracking moment — BOX-HOLLOW (EC2, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-COL-CIRC-pure-t0 | Cracking moment — COL-CIRC (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-COL-CIRC-pure-t90 | Cracking moment — COL-CIRC (EC2, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-COL-SQ-SYM-pure-t0 | Cracking moment — COL-SQ-SYM (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-COL-SQ-SYM-pure-t90 | Cracking moment — COL-SQ-SYM (EC2, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-LBEAM-ASYM-pure-t0 | Cracking moment — LBEAM-ASYM (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-LBEAM-ASYM-pure-t90 | Cracking moment — LBEAM-ASYM (EC2, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-MAT-PROBE-FC20-pure-t0 | Cracking moment — MAT-PROBE (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-MAT-PROBE-FC50-pure-t0 | Cracking moment — MAT-PROBE (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-MAT-PROBE-FC65-pure-t0 | Cracking moment — MAT-PROBE (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-MAT-PROBE-FC80-pure-t0 | Cracking moment — MAT-PROBE (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-MAT-PROBE-FY250-pure-t0 | Cracking moment — MAT-PROBE (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-MAT-PROBE-FY600-pure-t0 | Cracking moment — MAT-PROBE (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-MAT-PROBE-pure-t0 | Cracking moment — MAT-PROBE (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-MAT-PROBE-pure-t90 | Cracking moment — MAT-PROBE (EC2, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-RECT-BEAM-HEAVY-pure-t0 | Cracking moment — RECT-BEAM-HEAVY (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-RECT-BEAM-HEAVY-pure-t90 | Cracking moment — RECT-BEAM-HEAVY (EC2, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-RECT-BEAM-LIGHT-pure-t0 | Cracking moment — RECT-BEAM-LIGHT (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-RECT-BEAM-LIGHT-pure-t90 | Cracking moment — RECT-BEAM-LIGHT (EC2, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-RECT-BEAM-MOD-pure-t0 | Cracking moment — RECT-BEAM-MOD (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-RECT-BEAM-MOD-pure-t90 | Cracking moment — RECT-BEAM-MOD (EC2, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-RECT-BEAM-OVER-pure-t0 | Cracking moment — RECT-BEAM-OVER (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-RECT-BEAM-OVER-pure-t90 | Cracking moment — RECT-BEAM-OVER (EC2, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-SLAB-WIDE-pure-t0 | Cracking moment — SLAB-WIDE (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-SLAB-WIDE-pure-t90 | Cracking moment — SLAB-WIDE (EC2, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-TBEAM-HOG-pure-t0 | Cracking moment — TBEAM-HOG (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-TBEAM-HOG-pure-t90 | Cracking moment — TBEAM-HOG (EC2, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-TBEAM-SAG-pure-t0 | Cracking moment — TBEAM-SAG (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-TBEAM-SAG-pure-t90 | Cracking moment — TBEAM-SAG (EC2, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-WALL-BLADE-pure-t0 | Cracking moment — WALL-BLADE (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MCR-WALL-BLADE-pure-t90 | Cracking moment — WALL-BLADE (EC2, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
Ultimate Capacity Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-EC2-UC-BOX-HOLLOW-low-t0 | Ultimate capacity — BOX-HOLLOW (EC2, N=627kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-BOX-HOLLOW-pure-t0 | Ultimate capacity — BOX-HOLLOW (EC2, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-BOX-HOLLOW-pure-t45 | Ultimate capacity — BOX-HOLLOW (EC2, N=0kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-BOX-HOLLOW-pure-t90 | Ultimate capacity — BOX-HOLLOW (EC2, N=0kN, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-COL-CIRC-bal-t0 | Ultimate capacity — COL-CIRC (EC2, N=1532kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-COL-CIRC-bal-t45 | Ultimate capacity — COL-CIRC (EC2, N=1532kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-COL-CIRC-bal-t90 | Ultimate capacity — COL-CIRC (EC2, N=1532kN, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-COL-CIRC-high-t0 | Ultimate capacity — COL-CIRC (EC2, N=2790kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-COL-CIRC-high-t45 | Ultimate capacity — COL-CIRC (EC2, N=2790kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-COL-CIRC-pure-t0 | Ultimate capacity — COL-CIRC (EC2, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-COL-CIRC-pure-t45 | Ultimate capacity — COL-CIRC (EC2, N=0kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-COL-CIRC-tens-light-t0 | Ultimate capacity — COL-CIRC (EC2, N=-393kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-COL-SQ-SYM-bal-t0 | Ultimate capacity — COL-SQ-SYM (EC2, N=1869kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-COL-SQ-SYM-bal-t45 | Ultimate capacity — COL-SQ-SYM (EC2, N=1869kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-COL-SQ-SYM-bal-t90 | Ultimate capacity — COL-SQ-SYM (EC2, N=1869kN, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-COL-SQ-SYM-high-t0 | Ultimate capacity — COL-SQ-SYM (EC2, N=2809kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-COL-SQ-SYM-high-t45 | Ultimate capacity — COL-SQ-SYM (EC2, N=2809kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-COL-SQ-SYM-pure-t0 | Ultimate capacity — COL-SQ-SYM (EC2, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-COL-SQ-SYM-pure-t45 | Ultimate capacity — COL-SQ-SYM (EC2, N=0kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-COL-SQ-SYM-tens-light-t0 | Ultimate capacity — COL-SQ-SYM (EC2, N=-393kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-COL-SQ-SYM-tens-light-t45 | Ultimate capacity — COL-SQ-SYM (EC2, N=-393kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-LBEAM-ASYM-low-t0 | Ultimate capacity — LBEAM-ASYM (EC2, N=477kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-LBEAM-ASYM-pure-t0 | Ultimate capacity — LBEAM-ASYM (EC2, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-LBEAM-ASYM-pure-t45 | Ultimate capacity — LBEAM-ASYM (EC2, N=0kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-LBEAM-ASYM-pure-t90 | Ultimate capacity — LBEAM-ASYM (EC2, N=0kN, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-MAT-PROBE-FC20-low-t0 | Ultimate capacity — MAT-PROBE (EC2, N=252kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-MAT-PROBE-FC20-pure-t0 | Ultimate capacity — MAT-PROBE (EC2, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-MAT-PROBE-FC50-low-t0 | Ultimate capacity — MAT-PROBE (EC2, N=550kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-MAT-PROBE-FC50-pure-t0 | Ultimate capacity — MAT-PROBE (EC2, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-MAT-PROBE-FC65-low-t0 | Ultimate capacity — MAT-PROBE (EC2, N=698kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-MAT-PROBE-FC65-pure-t0 | Ultimate capacity — MAT-PROBE (EC2, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-MAT-PROBE-FC80-low-t0 | Ultimate capacity — MAT-PROBE (EC2, N=846kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-MAT-PROBE-FC80-pure-t0 | Ultimate capacity — MAT-PROBE (EC2, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-MAT-PROBE-FY250-low-t0 | Ultimate capacity — MAT-PROBE (EC2, N=347kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-MAT-PROBE-FY250-pure-t0 | Ultimate capacity — MAT-PROBE (EC2, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-MAT-PROBE-FY600-low-t0 | Ultimate capacity — MAT-PROBE (EC2, N=371kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-MAT-PROBE-FY600-pure-t0 | Ultimate capacity — MAT-PROBE (EC2, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-MAT-PROBE-low-t0 | Ultimate capacity — MAT-PROBE (EC2, N=371kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-MAT-PROBE-pure-t0 | Ultimate capacity — MAT-PROBE (EC2, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-MAT-PROBE-pure-t45 | Ultimate capacity — MAT-PROBE (EC2, N=0kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-MAT-PROBE-pure-t90 | Ultimate capacity — MAT-PROBE (EC2, N=0kN, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-RECT-BEAM-HEAVY-low-t0 | Ultimate capacity — RECT-BEAM-HEAVY (EC2, N=687kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-RECT-BEAM-HEAVY-pure-t0 | Ultimate capacity — RECT-BEAM-HEAVY (EC2, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-RECT-BEAM-HEAVY-pure-t45 | Ultimate capacity — RECT-BEAM-HEAVY (EC2, N=0kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-RECT-BEAM-HEAVY-pure-t90 | Ultimate capacity — RECT-BEAM-HEAVY (EC2, N=0kN, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-RECT-BEAM-LIGHT-low-t0 | Ultimate capacity — RECT-BEAM-LIGHT (EC2, N=408kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-RECT-BEAM-LIGHT-pure-t0 | Ultimate capacity — RECT-BEAM-LIGHT (EC2, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-RECT-BEAM-LIGHT-pure-t45 | Ultimate capacity — RECT-BEAM-LIGHT (EC2, N=0kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-RECT-BEAM-LIGHT-pure-t90 | Ultimate capacity — RECT-BEAM-LIGHT (EC2, N=0kN, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-RECT-BEAM-MOD-low-t0 | Ultimate capacity — RECT-BEAM-MOD (EC2, N=587kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-RECT-BEAM-MOD-pure-t0 | Ultimate capacity — RECT-BEAM-MOD (EC2, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-RECT-BEAM-MOD-pure-t45 | Ultimate capacity — RECT-BEAM-MOD (EC2, N=0kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-RECT-BEAM-MOD-pure-t90 | Ultimate capacity — RECT-BEAM-MOD (EC2, N=0kN, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-RECT-BEAM-MOD-tens-light-t0 | Ultimate capacity — RECT-BEAM-MOD (EC2, N=-311kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-RECT-BEAM-MOD-tens-mod-t0 | Ultimate capacity — RECT-BEAM-MOD (EC2, N=-623kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-RECT-BEAM-OVER-low-t0 | Ultimate capacity — RECT-BEAM-OVER (EC2, N=761kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-RECT-BEAM-OVER-pure-t0 | Ultimate capacity — RECT-BEAM-OVER (EC2, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-RECT-BEAM-OVER-pure-t45 | Ultimate capacity — RECT-BEAM-OVER (EC2, N=0kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-RECT-BEAM-OVER-pure-t90 | Ultimate capacity — RECT-BEAM-OVER (EC2, N=0kN, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-SLAB-WIDE-low-t0 | Ultimate capacity — SLAB-WIDE (EC2, N=448kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-SLAB-WIDE-pure-t0 | Ultimate capacity — SLAB-WIDE (EC2, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-SLAB-WIDE-pure-t45 | Ultimate capacity — SLAB-WIDE (EC2, N=0kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-SLAB-WIDE-pure-t90 | Ultimate capacity — SLAB-WIDE (EC2, N=0kN, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-TBEAM-HOG-low-t0 | Ultimate capacity — TBEAM-HOG (EC2, N=763kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-TBEAM-HOG-pure-t0 | Ultimate capacity — TBEAM-HOG (EC2, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-TBEAM-HOG-pure-t45 | Ultimate capacity — TBEAM-HOG (EC2, N=0kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-TBEAM-HOG-pure-t90 | Ultimate capacity — TBEAM-HOG (EC2, N=0kN, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-TBEAM-HOG-tens-mod-t0 | Ultimate capacity — TBEAM-HOG (EC2, N=-481kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-TBEAM-SAG-low-t0 | Ultimate capacity — TBEAM-SAG (EC2, N=764kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-TBEAM-SAG-pure-t0 | Ultimate capacity — TBEAM-SAG (EC2, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-TBEAM-SAG-pure-t45 | Ultimate capacity — TBEAM-SAG (EC2, N=0kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-TBEAM-SAG-pure-t90 | Ultimate capacity — TBEAM-SAG (EC2, N=0kN, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-WALL-BLADE-bal-t0 | Ultimate capacity — WALL-BLADE (EC2, N=3167kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-WALL-BLADE-bal-t45 | Ultimate capacity — WALL-BLADE (EC2, N=3167kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-WALL-BLADE-bal-t90 | Ultimate capacity — WALL-BLADE (EC2, N=3167kN, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-WALL-BLADE-high-t0 | Ultimate capacity — WALL-BLADE (EC2, N=3575kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-WALL-BLADE-high-t45 | Ultimate capacity — WALL-BLADE (EC2, N=3575kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-WALL-BLADE-pure-t0 | Ultimate capacity — WALL-BLADE (EC2, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-UC-WALL-BLADE-pure-t45 | Ultimate capacity — WALL-BLADE (EC2, N=0kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
Ultimate Capacity (UK NA) Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-EC2UK-UC-BOX-HOLLOW-low-t0 | Ultimate capacity — BOX-HOLLOW (EC2 UK NA, N=548kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-BOX-HOLLOW-pure-t0 | Ultimate capacity — BOX-HOLLOW (EC2 UK NA, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-BOX-HOLLOW-pure-t45 | Ultimate capacity — BOX-HOLLOW (EC2 UK NA, N=0kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-BOX-HOLLOW-pure-t90 | Ultimate capacity — BOX-HOLLOW (EC2 UK NA, N=0kN, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-COL-CIRC-bal-t0 | Ultimate capacity — COL-CIRC (EC2 UK NA, N=1299kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-COL-CIRC-bal-t45 | Ultimate capacity — COL-CIRC (EC2 UK NA, N=1299kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-COL-CIRC-bal-t90 | Ultimate capacity — COL-CIRC (EC2 UK NA, N=1299kN, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-COL-CIRC-high-t0 | Ultimate capacity — COL-CIRC (EC2 UK NA, N=2480kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-COL-CIRC-high-t45 | Ultimate capacity — COL-CIRC (EC2 UK NA, N=2480kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-COL-CIRC-pure-t0 | Ultimate capacity — COL-CIRC (EC2 UK NA, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-COL-CIRC-pure-t45 | Ultimate capacity — COL-CIRC (EC2 UK NA, N=0kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-COL-CIRC-tens-light-t0 | Ultimate capacity — COL-CIRC (EC2 UK NA, N=-393kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-COL-SQ-SYM-bal-t0 | Ultimate capacity — COL-SQ-SYM (EC2 UK NA, N=1596kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-COL-SQ-SYM-bal-t45 | Ultimate capacity — COL-SQ-SYM (EC2 UK NA, N=1596kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-COL-SQ-SYM-bal-t90 | Ultimate capacity — COL-SQ-SYM (EC2 UK NA, N=1596kN, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-COL-SQ-SYM-high-t0 | Ultimate capacity — COL-SQ-SYM (EC2 UK NA, N=2496kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-COL-SQ-SYM-high-t45 | Ultimate capacity — COL-SQ-SYM (EC2 UK NA, N=2496kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-COL-SQ-SYM-pure-t0 | Ultimate capacity — COL-SQ-SYM (EC2 UK NA, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-COL-SQ-SYM-pure-t45 | Ultimate capacity — COL-SQ-SYM (EC2 UK NA, N=0kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-COL-SQ-SYM-tens-light-t0 | Ultimate capacity — COL-SQ-SYM (EC2 UK NA, N=-393kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-COL-SQ-SYM-tens-light-t45 | Ultimate capacity — COL-SQ-SYM (EC2 UK NA, N=-393kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-LBEAM-ASYM-low-t0 | Ultimate capacity — LBEAM-ASYM (EC2 UK NA, N=413kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-LBEAM-ASYM-pure-t0 | Ultimate capacity — LBEAM-ASYM (EC2 UK NA, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-LBEAM-ASYM-pure-t45 | Ultimate capacity — LBEAM-ASYM (EC2 UK NA, N=0kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-LBEAM-ASYM-pure-t90 | Ultimate capacity — LBEAM-ASYM (EC2 UK NA, N=0kN, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-MAT-PROBE-FC20-low-t0 | Ultimate capacity — MAT-PROBE (EC2 UK NA, N=223kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-MAT-PROBE-FC20-pure-t0 | Ultimate capacity — MAT-PROBE (EC2 UK NA, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-MAT-PROBE-FC50-low-t0 | Ultimate capacity — MAT-PROBE (EC2 UK NA, N=475kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-MAT-PROBE-FC50-pure-t0 | Ultimate capacity — MAT-PROBE (EC2 UK NA, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-MAT-PROBE-FC65-low-t0 | Ultimate capacity — MAT-PROBE (EC2 UK NA, N=602kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-MAT-PROBE-FC65-pure-t0 | Ultimate capacity — MAT-PROBE (EC2 UK NA, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-MAT-PROBE-FC80-low-t0 | Ultimate capacity — MAT-PROBE (EC2 UK NA, N=728kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-MAT-PROBE-FC80-pure-t0 | Ultimate capacity — MAT-PROBE (EC2 UK NA, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-MAT-PROBE-FY250-low-t0 | Ultimate capacity — MAT-PROBE (EC2 UK NA, N=299kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-MAT-PROBE-FY250-pure-t0 | Ultimate capacity — MAT-PROBE (EC2 UK NA, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-MAT-PROBE-FY600-low-t0 | Ultimate capacity — MAT-PROBE (EC2 UK NA, N=324kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-MAT-PROBE-FY600-pure-t0 | Ultimate capacity — MAT-PROBE (EC2 UK NA, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-MAT-PROBE-low-t0 | Ultimate capacity — MAT-PROBE (EC2 UK NA, N=324kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-MAT-PROBE-pure-t0 | Ultimate capacity — MAT-PROBE (EC2 UK NA, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-MAT-PROBE-pure-t45 | Ultimate capacity — MAT-PROBE (EC2 UK NA, N=0kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-MAT-PROBE-pure-t90 | Ultimate capacity — MAT-PROBE (EC2 UK NA, N=0kN, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-RECT-BEAM-HEAVY-low-t0 | Ultimate capacity — RECT-BEAM-HEAVY (EC2 UK NA, N=618kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-RECT-BEAM-HEAVY-pure-t0 | Ultimate capacity — RECT-BEAM-HEAVY (EC2 UK NA, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-RECT-BEAM-HEAVY-pure-t45 | Ultimate capacity — RECT-BEAM-HEAVY (EC2 UK NA, N=0kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-RECT-BEAM-HEAVY-pure-t90 | Ultimate capacity — RECT-BEAM-HEAVY (EC2 UK NA, N=0kN, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-RECT-BEAM-LIGHT-low-t0 | Ultimate capacity — RECT-BEAM-LIGHT (EC2 UK NA, N=350kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-RECT-BEAM-LIGHT-pure-t0 | Ultimate capacity — RECT-BEAM-LIGHT (EC2 UK NA, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-RECT-BEAM-LIGHT-pure-t45 | Ultimate capacity — RECT-BEAM-LIGHT (EC2 UK NA, N=0kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-RECT-BEAM-LIGHT-pure-t90 | Ultimate capacity — RECT-BEAM-LIGHT (EC2 UK NA, N=0kN, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-RECT-BEAM-MOD-low-t0 | Ultimate capacity — RECT-BEAM-MOD (EC2 UK NA, N=516kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-RECT-BEAM-MOD-pure-t0 | Ultimate capacity — RECT-BEAM-MOD (EC2 UK NA, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-RECT-BEAM-MOD-pure-t45 | Ultimate capacity — RECT-BEAM-MOD (EC2 UK NA, N=0kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-RECT-BEAM-MOD-pure-t90 | Ultimate capacity — RECT-BEAM-MOD (EC2 UK NA, N=0kN, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-RECT-BEAM-MOD-tens-light-t0 | Ultimate capacity — RECT-BEAM-MOD (EC2 UK NA, N=-311kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-RECT-BEAM-MOD-tens-mod-t0 | Ultimate capacity — RECT-BEAM-MOD (EC2 UK NA, N=-623kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-RECT-BEAM-OVER-low-t0 | Ultimate capacity — RECT-BEAM-OVER (EC2 UK NA, N=693kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-RECT-BEAM-OVER-pure-t0 | Ultimate capacity — RECT-BEAM-OVER (EC2 UK NA, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-RECT-BEAM-OVER-pure-t45 | Ultimate capacity — RECT-BEAM-OVER (EC2 UK NA, N=0kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-RECT-BEAM-OVER-pure-t90 | Ultimate capacity — RECT-BEAM-OVER (EC2 UK NA, N=0kN, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-SLAB-WIDE-low-t0 | Ultimate capacity — SLAB-WIDE (EC2 UK NA, N=384kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-SLAB-WIDE-pure-t0 | Ultimate capacity — SLAB-WIDE (EC2 UK NA, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-SLAB-WIDE-pure-t45 | Ultimate capacity — SLAB-WIDE (EC2 UK NA, N=0kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-SLAB-WIDE-pure-t90 | Ultimate capacity — SLAB-WIDE (EC2 UK NA, N=0kN, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-TBEAM-HOG-low-t0 | Ultimate capacity — TBEAM-HOG (EC2 UK NA, N=661kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-TBEAM-HOG-pure-t0 | Ultimate capacity — TBEAM-HOG (EC2 UK NA, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-TBEAM-HOG-pure-t45 | Ultimate capacity — TBEAM-HOG (EC2 UK NA, N=0kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-TBEAM-HOG-pure-t90 | Ultimate capacity — TBEAM-HOG (EC2 UK NA, N=0kN, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-TBEAM-HOG-tens-mod-t0 | Ultimate capacity — TBEAM-HOG (EC2 UK NA, N=-481kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-TBEAM-SAG-low-t0 | Ultimate capacity — TBEAM-SAG (EC2 UK NA, N=663kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-TBEAM-SAG-pure-t0 | Ultimate capacity — TBEAM-SAG (EC2 UK NA, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-TBEAM-SAG-pure-t45 | Ultimate capacity — TBEAM-SAG (EC2 UK NA, N=0kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-TBEAM-SAG-pure-t90 | Ultimate capacity — TBEAM-SAG (EC2 UK NA, N=0kN, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-WALL-BLADE-bal-t0 | Ultimate capacity — WALL-BLADE (EC2 UK NA, N=2711kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-WALL-BLADE-bal-t45 | Ultimate capacity — WALL-BLADE (EC2 UK NA, N=2711kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-WALL-BLADE-bal-t90 | Ultimate capacity — WALL-BLADE (EC2 UK NA, N=2711kN, θ=90°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-WALL-BLADE-high-t0 | Ultimate capacity — WALL-BLADE (EC2 UK NA, N=3099kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-WALL-BLADE-high-t45 | Ultimate capacity — WALL-BLADE (EC2 UK NA, N=3099kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-WALL-BLADE-pure-t0 | Ultimate capacity — WALL-BLADE (EC2 UK NA, N=0kN, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-UC-WALL-BLADE-pure-t45 | Ultimate capacity — WALL-BLADE (EC2 UK NA, N=0kN, θ=45°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
N-M Interaction Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-EC2-NM-BOX-HOLLOW-T0 | N-M interaction — BOX-HOLLOW (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-NM-COL-CIRC-T0 | N-M interaction — COL-CIRC (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-NM-COL-SQ-SYM-T0 | N-M interaction — COL-SQ-SYM (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-NM-LBEAM-ASYM-T0 | N-M interaction — LBEAM-ASYM (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-NM-MAT-PROBE-FC20-T0 | N-M interaction — MAT-PROBE (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-NM-MAT-PROBE-FC50-T0 | N-M interaction — MAT-PROBE (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-NM-MAT-PROBE-FY250-T0 | N-M interaction — MAT-PROBE (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-NM-MAT-PROBE-FY600-T0 | N-M interaction — MAT-PROBE (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-NM-MAT-PROBE-T0 | N-M interaction — MAT-PROBE (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-NM-RECT-BEAM-HEAVY-T0 | N-M interaction — RECT-BEAM-HEAVY (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-NM-RECT-BEAM-LIGHT-T0 | N-M interaction — RECT-BEAM-LIGHT (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-NM-RECT-BEAM-MOD-T0 | N-M interaction — RECT-BEAM-MOD (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-NM-RECT-BEAM-OVER-T0 | N-M interaction — RECT-BEAM-OVER (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-NM-SLAB-WIDE-T0 | N-M interaction — SLAB-WIDE (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-NM-TBEAM-HOG-T0 | N-M interaction — TBEAM-HOG (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-NM-TBEAM-SAG-T0 | N-M interaction — TBEAM-SAG (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-NM-WALL-BLADE-T0 | N-M interaction — WALL-BLADE (EC2, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
N-M Interaction (UK NA) Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-EC2UK-NM-BOX-HOLLOW-T0 | N-M interaction — BOX-HOLLOW (EC2 UK NA, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-NM-COL-CIRC-T0 | N-M interaction — COL-CIRC (EC2 UK NA, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-NM-COL-SQ-SYM-T0 | N-M interaction — COL-SQ-SYM (EC2 UK NA, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-NM-LBEAM-ASYM-T0 | N-M interaction — LBEAM-ASYM (EC2 UK NA, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-NM-MAT-PROBE-FC20-T0 | N-M interaction — MAT-PROBE (EC2 UK NA, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-NM-MAT-PROBE-FC50-T0 | N-M interaction — MAT-PROBE (EC2 UK NA, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-NM-MAT-PROBE-FY250-T0 | N-M interaction — MAT-PROBE (EC2 UK NA, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-NM-MAT-PROBE-FY600-T0 | N-M interaction — MAT-PROBE (EC2 UK NA, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-NM-MAT-PROBE-T0 | N-M interaction — MAT-PROBE (EC2 UK NA, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-NM-RECT-BEAM-HEAVY-T0 | N-M interaction — RECT-BEAM-HEAVY (EC2 UK NA, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-NM-RECT-BEAM-LIGHT-T0 | N-M interaction — RECT-BEAM-LIGHT (EC2 UK NA, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-NM-RECT-BEAM-MOD-T0 | N-M interaction — RECT-BEAM-MOD (EC2 UK NA, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-NM-RECT-BEAM-OVER-T0 | N-M interaction — RECT-BEAM-OVER (EC2 UK NA, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-NM-SLAB-WIDE-T0 | N-M interaction — SLAB-WIDE (EC2 UK NA, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-NM-TBEAM-HOG-T0 | N-M interaction — TBEAM-HOG (EC2 UK NA, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-NM-TBEAM-SAG-T0 | N-M interaction — TBEAM-SAG (EC2 UK NA, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-NM-WALL-BLADE-T0 | N-M interaction — WALL-BLADE (EC2 UK NA, θ=0°) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
Biaxial N-M Interaction Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-EC2-BX-BOX-HOLLOW-low | Biaxial interaction (Mx-My @ N=627kN) — BOX-HOLLOW (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-BX-COL-CIRC-bal | Biaxial interaction (Mx-My @ N=1532kN) — COL-CIRC (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-BX-COL-CIRC-low | Biaxial interaction (Mx-My @ N=558kN) — COL-CIRC (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-BX-COL-SQ-SYM-bal | Biaxial interaction (Mx-My @ N=1869kN) — COL-SQ-SYM (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-BX-COL-SQ-SYM-low | Biaxial interaction (Mx-My @ N=562kN) — COL-SQ-SYM (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-BX-LBEAM-ASYM-low | Biaxial interaction (Mx-My @ N=477kN) — LBEAM-ASYM (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-BX-MAT-PROBE-low | Biaxial interaction (Mx-My @ N=371kN) — MAT-PROBE (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-BX-RECT-BEAM-HEAVY-high | Biaxial interaction (Mx-My @ N=3437kN) — RECT-BEAM-HEAVY (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-BX-RECT-BEAM-HEAVY-low | Biaxial interaction (Mx-My @ N=687kN) — RECT-BEAM-HEAVY (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-BX-RECT-BEAM-LIGHT-low | Biaxial interaction (Mx-My @ N=408kN) — RECT-BEAM-LIGHT (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-BX-RECT-BEAM-MOD-low | Biaxial interaction (Mx-My @ N=587kN) — RECT-BEAM-MOD (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-BX-RECT-BEAM-OVER-bal | Biaxial interaction (Mx-My @ N=-1554kN) — RECT-BEAM-OVER (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-BX-RECT-BEAM-OVER-low | Biaxial interaction (Mx-My @ N=761kN) — RECT-BEAM-OVER (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-BX-SLAB-WIDE-low | Biaxial interaction (Mx-My @ N=448kN) — SLAB-WIDE (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-BX-TBEAM-HOG-low | Biaxial interaction (Mx-My @ N=763kN) — TBEAM-HOG (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-BX-TBEAM-SAG-low | Biaxial interaction (Mx-My @ N=764kN) — TBEAM-SAG (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-BX-WALL-BLADE-bal | Biaxial interaction (Mx-My @ N=3167kN) — WALL-BLADE (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-BX-WALL-BLADE-low | Biaxial interaction (Mx-My @ N=715kN) — WALL-BLADE (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
Biaxial N-M Interaction (UK NA) Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-EC2UK-BX-BOX-HOLLOW-low | Biaxial interaction (Mx-My @ N=548kN) — BOX-HOLLOW (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-BX-COL-CIRC-bal | Biaxial interaction (Mx-My @ N=1299kN) — COL-CIRC (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-BX-COL-CIRC-low | Biaxial interaction (Mx-My @ N=496kN) — COL-CIRC (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-BX-COL-SQ-SYM-bal | Biaxial interaction (Mx-My @ N=1596kN) — COL-SQ-SYM (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-BX-COL-SQ-SYM-low | Biaxial interaction (Mx-My @ N=499kN) — COL-SQ-SYM (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-BX-LBEAM-ASYM-low | Biaxial interaction (Mx-My @ N=413kN) — LBEAM-ASYM (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-BX-MAT-PROBE-low | Biaxial interaction (Mx-My @ N=324kN) — MAT-PROBE (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-BX-RECT-BEAM-HEAVY-high | Biaxial interaction (Mx-My @ N=3088kN) — RECT-BEAM-HEAVY (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-BX-RECT-BEAM-HEAVY-low | Biaxial interaction (Mx-My @ N=618kN) — RECT-BEAM-HEAVY (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-BX-RECT-BEAM-LIGHT-low | Biaxial interaction (Mx-My @ N=350kN) — RECT-BEAM-LIGHT (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-BX-RECT-BEAM-MOD-low | Biaxial interaction (Mx-My @ N=516kN) — RECT-BEAM-MOD (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-BX-RECT-BEAM-OVER-bal | Biaxial interaction (Mx-My @ N=-1812kN) — RECT-BEAM-OVER (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-BX-RECT-BEAM-OVER-low | Biaxial interaction (Mx-My @ N=693kN) — RECT-BEAM-OVER (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-BX-SLAB-WIDE-low | Biaxial interaction (Mx-My @ N=384kN) — SLAB-WIDE (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-BX-TBEAM-HOG-low | Biaxial interaction (Mx-My @ N=661kN) — TBEAM-HOG (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-BX-TBEAM-SAG-low | Biaxial interaction (Mx-My @ N=663kN) — TBEAM-SAG (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-BX-WALL-BLADE-bal | Biaxial interaction (Mx-My @ N=2711kN) — WALL-BLADE (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-BX-WALL-BLADE-low | Biaxial interaction (Mx-My @ N=620kN) — WALL-BLADE (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
Moment-Curvature Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-EC2-MK-BOX-HOLLOW-pure-t0 | Moment-curvature (cracked-elastic) — BOX-HOLLOW (EC2, θ=0°, N=0kN) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MK-COL-CIRC-low-t0 | Moment-curvature (cracked-elastic) — COL-CIRC (EC2, θ=0°, N=558kN) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MK-COL-SQ-SYM-low-t0 | Moment-curvature (cracked-elastic) — COL-SQ-SYM (EC2, θ=0°, N=562kN) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MK-MAT-PROBE-pure-t0 | Moment-curvature (cracked-elastic) — MAT-PROBE (EC2, θ=0°, N=0kN) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MK-RECT-BEAM-HEAVY-pure-t0 | Moment-curvature (cracked-elastic) — RECT-BEAM-HEAVY (EC2, θ=0°, N=0kN) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MK-RECT-BEAM-LIGHT-pure-t0 | Moment-curvature (cracked-elastic) — RECT-BEAM-LIGHT (EC2, θ=0°, N=0kN) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MK-RECT-BEAM-MOD-pure-t0 | Moment-curvature (cracked-elastic) — RECT-BEAM-MOD (EC2, θ=0°, N=0kN) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MK-RECT-BEAM-OVER-pure-t0 | Moment-curvature (cracked-elastic) — RECT-BEAM-OVER (EC2, θ=0°, N=0kN) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MK-SLAB-WIDE-pure-t0 | Moment-curvature (cracked-elastic) — SLAB-WIDE (EC2, θ=0°, N=0kN) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MK-TBEAM-HOG-pure-t0 | Moment-curvature (cracked-elastic) — TBEAM-HOG (EC2, θ=0°, N=0kN) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MK-TBEAM-SAG-pure-t0 | Moment-curvature (cracked-elastic) — TBEAM-SAG (EC2, θ=0°, N=0kN) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-MK-WALL-BLADE-low-t0 | Moment-curvature (cracked-elastic) — WALL-BLADE (EC2, θ=0°, N=715kN) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
Service Stress Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-EC2-SS-BOX-HOLLOW-pure-t0 | Service stress (σc/σs @ M=201kN.m) — BOX-HOLLOW (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-SS-LBEAM-ASYM-pure-t0 | Service stress (σc/σs @ M=138kN.m) — LBEAM-ASYM (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-SS-MAT-PROBE-pure-t0 | Service stress (σc/σs @ M=101kN.m) — MAT-PROBE (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-SS-RECT-BEAM-HEAVY-pure-t0 | Service stress (σc/σs @ M=229kN.m) — RECT-BEAM-HEAVY (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-SS-RECT-BEAM-LIGHT-pure-t0 | Service stress (σc/σs @ M=95kN.m) — RECT-BEAM-LIGHT (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-SS-RECT-BEAM-MOD-pure-t0 | Service stress (σc/σs @ M=202kN.m) — RECT-BEAM-MOD (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-SS-RECT-BEAM-OVER-pure-t0 | Service stress (σc/σs @ M=247kN.m) — RECT-BEAM-OVER (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-SS-SLAB-WIDE-pure-t0 | Service stress (σc/σs @ M=28kN.m) — SLAB-WIDE (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-SS-TBEAM-HOG-pure-t0 | Service stress (σc/σs @ M=230kN.m) — TBEAM-HOG (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-SS-TBEAM-SAG-pure-t0 | Service stress (σc/σs @ M=233kN.m) — TBEAM-SAG (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
Shear Capacity Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-EC2-SH-01 | EN 1992-1-1 VRd,c sc-differential — 300×450 fck30, unreinforced (formula governs) | EN 1992-1-1 | ≤ 0.0001% | Cl 6.2.2(1) Expr (6.2) — VRd,c (members without shear reinforcement) ; Cl 6.2.3(3) Expr (6.8) VRd,s / (6.9) VRd,max — variable-strut truss ; fib structuralcodes 0.7.0 ec2_2004.shear (VRdc/VRds/VRdmax) |
| BM-EC2-SH-02 | EN 1992-1-1 VRd,c sc-differential — 250×600 fck40, low ρl (vmin floor governs) | EN 1992-1-1 | ≤ 0.0001% | Cl 6.2.2(1) Expr (6.2) — VRd,c (members without shear reinforcement) ; Cl 6.2.3(3) Expr (6.8) VRd,s / (6.9) VRd,max — variable-strut truss ; fib structuralcodes 0.7.0 ec2_2004.shear (VRdc/VRds/VRdmax) |
| BM-EC2-SH-03 | EN 1992-1-1 VRd,c sc-differential — 300×175 fck25, shallow (k capped at 2.0) | EN 1992-1-1 | ≤ 0.0001% | Cl 6.2.2(1) Expr (6.2) — VRd,c (members without shear reinforcement) ; Cl 6.2.3(3) Expr (6.8) VRd,s / (6.9) VRd,max — variable-strut truss ; fib structuralcodes 0.7.0 ec2_2004.shear (VRdc/VRds/VRdmax) |
| BM-EC2-SH-04 | EN 1992-1-1 VRd,c sc-differential — 250×400 fck25, unreinforced (low strength) | EN 1992-1-1 | ≤ 0.0001% | Cl 6.2.2(1) Expr (6.2) — VRd,c (members without shear reinforcement) ; Cl 6.2.3(3) Expr (6.8) VRd,s / (6.9) VRd,max — variable-strut truss ; fib structuralcodes 0.7.0 ec2_2004.shear (VRdc/VRds/VRdmax) |
| BM-EC2-SH-05 | EN 1992-1-1 VRd,s + VRd,max sc-differential — 350×500 fck32, reinforced (cot θ = 2.5) | EN 1992-1-1 | ≤ 0.0001% | Cl 6.2.2(1) Expr (6.2) — VRd,c (members without shear reinforcement) ; Cl 6.2.3(3) Expr (6.8) VRd,s / (6.9) VRd,max — variable-strut truss ; fib structuralcodes 0.7.0 ec2_2004.shear (VRdc/VRds/VRdmax) |
| BM-EC2-SH-06 | EN 1992-1-1 VRd,s + VRd,max sc-differential — 400×550 fck50, reinforced (ν1 lower) | EN 1992-1-1 | ≤ 0.0001% | Cl 6.2.2(1) Expr (6.2) — VRd,c (members without shear reinforcement) ; Cl 6.2.3(3) Expr (6.8) VRd,s / (6.9) VRd,max — variable-strut truss ; fib structuralcodes 0.7.0 ec2_2004.shear (VRdc/VRds/VRdmax) |
| BM-EC2-SH-07 | EN 1992-1-1 VRd,s + VRd,max sc-differential — 500×650 fck40, reinforced (wide member) | EN 1992-1-1 | ≤ 0.0001% | Cl 6.2.2(1) Expr (6.2) — VRd,c (members without shear reinforcement) ; Cl 6.2.3(3) Expr (6.8) VRd,s / (6.9) VRd,max — variable-strut truss ; fib structuralcodes 0.7.0 ec2_2004.shear (VRdc/VRds/VRdmax) |
| BM-EC2-SH-08-UKNA | EN 1992-1-1 UK NA sc-differential — Cl 6.2 shear NDPs retained (SHE-05, ≡ recommended) | EN 1992-1-1 | ≤ 0.0001% | Cl 6.2.2(1) Expr (6.2) — VRd,c (members without shear reinforcement) ; Cl 6.2.3(3) Expr (6.8) VRd,s / (6.9) VRd,max — variable-strut truss ; fib structuralcodes 0.7.0 ec2_2004.shear (VRdc/VRds/VRdmax) |
| BM-EC2-SH-09-COMP | EN 1992-1-1 σcp sc-differential — 300×450 fck30 unreinforced, axial COMPRESSION (σcp capped at 0.2·fcd) | EN 1992-1-1 | ≤ 0.0001% | Cl 6.2.2(1) Expr (6.2) — VRd,c (members without shear reinforcement) ; Cl 6.2.3(3) Expr (6.8) VRd,s / (6.9) VRd,max — variable-strut truss ; fib structuralcodes 0.7.0 ec2_2004.shear (VRdc/VRds/VRdmax) |
| BM-EC2-SH-10-TENS | EN 1992-1-1 σcp sc-differential — 300×450 fck30 unreinforced, axial TENSION (VRd,c reduced, the #3350 case) | EN 1992-1-1 | ≤ 0.0001% | Cl 6.2.2(1) Expr (6.2) — VRd,c (members without shear reinforcement) ; Cl 6.2.3(3) Expr (6.8) VRd,s / (6.9) VRd,max — variable-strut truss ; fib structuralcodes 0.7.0 ec2_2004.shear (VRdc/VRds/VRdmax) |
| BM-EC2-SH-11-COMP | EN 1992-1-1 αcw sc-differential — 350×500 fck32 reinforced, axial COMPRESSION (αcw > 1 raises VRd,max) | EN 1992-1-1 | ≤ 0.0001% | Cl 6.2.2(1) Expr (6.2) — VRd,c (members without shear reinforcement) ; Cl 6.2.3(3) Expr (6.8) VRd,s / (6.9) VRd,max — variable-strut truss ; fib structuralcodes 0.7.0 ec2_2004.shear (VRdc/VRds/VRdmax) |
| BM-EC2-SH-12-TENS | EN 1992-1-1 σcp sc-differential — 350×500 fck32 reinforced, axial TENSION (VRd,c reduced; αcw = 1) | EN 1992-1-1 | ≤ 0.0001% | Cl 6.2.2(1) Expr (6.2) — VRd,c (members without shear reinforcement) ; Cl 6.2.3(3) Expr (6.8) VRd,s / (6.9) VRd,max — variable-strut truss ; fib structuralcodes 0.7.0 ec2_2004.shear (VRdc/VRds/VRdmax) |
ec2 interaction surface Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-EC2-IS-BOX-HOLLOW | Interaction surface (θ,N grid) — BOX-HOLLOW (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-IS-COL-CIRC | Interaction surface (θ,N grid) — COL-CIRC (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-IS-COL-SQ-SYM | Interaction surface (θ,N grid) — COL-SQ-SYM (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-IS-LBEAM-ASYM | Interaction surface (θ,N grid) — LBEAM-ASYM (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-IS-RECT-BEAM-HEAVY | Interaction surface (θ,N grid) — RECT-BEAM-HEAVY (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-IS-RECT-BEAM-LIGHT | Interaction surface (θ,N grid) — RECT-BEAM-LIGHT (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-IS-RECT-BEAM-MOD | Interaction surface (θ,N grid) — RECT-BEAM-MOD (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-IS-RECT-BEAM-OVER | Interaction surface (θ,N grid) — RECT-BEAM-OVER (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-IS-SLAB-WIDE | Interaction surface (θ,N grid) — SLAB-WIDE (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-IS-TBEAM-HOG | Interaction surface (θ,N grid) — TBEAM-HOG (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-IS-TBEAM-SAG | Interaction surface (θ,N grid) — TBEAM-SAG (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2-IS-WALL-BLADE | Interaction surface (θ,N grid) — WALL-BLADE (EC2) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
ec2 uk na interaction surface Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-EC2UK-IS-BOX-HOLLOW | Interaction surface (θ,N grid) — BOX-HOLLOW (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-IS-COL-CIRC | Interaction surface (θ,N grid) — COL-CIRC (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-IS-COL-SQ-SYM | Interaction surface (θ,N grid) — COL-SQ-SYM (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-IS-LBEAM-ASYM | Interaction surface (θ,N grid) — LBEAM-ASYM (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-IS-RECT-BEAM-HEAVY | Interaction surface (θ,N grid) — RECT-BEAM-HEAVY (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-IS-RECT-BEAM-LIGHT | Interaction surface (θ,N grid) — RECT-BEAM-LIGHT (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-IS-RECT-BEAM-MOD | Interaction surface (θ,N grid) — RECT-BEAM-MOD (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-IS-RECT-BEAM-OVER | Interaction surface (θ,N grid) — RECT-BEAM-OVER (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-IS-SLAB-WIDE | Interaction surface (θ,N grid) — SLAB-WIDE (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-IS-TBEAM-HOG | Interaction surface (θ,N grid) — TBEAM-HOG (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-IS-TBEAM-SAG | Interaction surface (θ,N grid) — TBEAM-SAG (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
| BM-EC2UK-IS-WALL-BLADE | Interaction surface (θ,N grid) — WALL-BLADE (EC2 UK NA) | EN 1992-1-1 | ≤ 2% | fib structuralcodes v0.7.0 |
Concrete Design — ACI 318 (4 benchmarks)
Engine validated against hand-derived ACI 318-19 code-oracle worked examples (double-blind). These benchmarks confirm the underlying ACI 318 calculation engine ahead of the ACI design UI.
code oracle shear aci Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-CO-SHA-01 | ACI 318-19 Vc detailed governs + Vs (Av ≥ Av,min) | ACI 318-19 | ≤ 0.0001% | Table 22.5.5.1 — Vc = max(0.66λ(ρw)^(1/3)√f'c, 0.17λ√f'c)·bw·d ; Cl 22.5.10.5.3 — Vs = Av·fyt·d/s ; Table 21.2.1 — φ = 0.75 (shear) |
| BM-CO-SHA-02 | ACI 318-19 Vc simplified (0.17√f'c) governs — low ρw | ACI 318-19 | ≤ 0.0001% | Table 22.5.5.1 — Vc = max(detailed, 0.17λ√f'c·bw·d) |
| BM-CO-SHA-03 | ACI 318-19 λs size effect — deep member, no shear reinforcement | ACI 318-19 | ≤ 0.0001% | Table 22.5.5.1 (Av < Av,min): Vc = 0.66·λs·λ·(ρw)^(1/3)·√f'c·bw·d ; Cl 22.5.5.1.3 — λs = √(2/(1+0.004d)) ≤ 1.0 (d in mm) |
| BM-CO-SHA-04 | ACI 318-19 Vs upper limit 0.66√f'c·bw·d binds | ACI 318-19 | ≤ 0.0001% | Cl 22.5.1.2 — Vs ≤ 0.66√f'c·bw·d |
Concrete Shear — MCFT (21 benchmarks)
Modified Compression Field Theory shear engine, validated against the Vecchio & Collins reinforced-concrete panel experiments and an independent MCFT implementation (andrefmello91/Reinforced-Concrete-Membrane). These benchmarks confirm the membrane-element core of the layered sectional shear engine; the sectional shear solver and its design UI are in development.
Membrane Element (Panel Tests + RC-Membrane) Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-ME-PV19 | Vecchio-Collins panel PV19 — pure shear to failure (transverse yield then crush, orthotropic) | n/a (MCFT constitutive/element validation) | ≤ 10% | An international competition to predict the response of reinforced concrete panels — competition panel C (= Vecchio & Collins 1982 panel PV19) ; The Modified Compression-Field Theory for Reinforced Concrete Elements Subjected to Shear |
| BM-ME-PV27 | Vecchio-Collins panel PV27 — pure shear to failure (concrete crushing, isotropic) | n/a (MCFT constitutive/element validation) | ≤ 10% | An international competition to predict the response of reinforced concrete panels — competition panel A (= Vecchio & Collins 1982 panel PV27) ; The Modified Compression-Field Theory for Reinforced Concrete Elements Subjected to Shear |
| BM-ME-RCM-ISO-0P6-FC35 | RC-Membrane MCFT element cross-check — light isotropic ρ=0.6% at f'c=35 MPa (steel-yield governed); measured Δ 27.6% — low-ρ tension-stiffening divergence | n/a (MCFT constitutive/element cross-check) | ≤ 32% | andrefmello91/Reinforced-Concrete-Membrane 1.1.4 (MCFT/DSFM, MIT) — independent MCFT implementation |
| BM-ME-RCM-ISO-1P0-AG10 | RC-Membrane MCFT element cross-check — isotropic ρ=1.0% at f'c=35 MPa, small aggregate 10 mm; measured Δ 14.3% | n/a (MCFT constitutive/element cross-check) | ≤ 17% | andrefmello91/Reinforced-Concrete-Membrane 1.1.4 (MCFT/DSFM, MIT) — independent MCFT implementation |
| BM-ME-RCM-ISO-1P0-FC25 | RC-Membrane MCFT element cross-check — isotropic ρ=1.0% at f'c=25 MPa (steel-yield governed); measured Δ 11.2% | n/a (MCFT constitutive/element cross-check) | ≤ 14% | andrefmello91/Reinforced-Concrete-Membrane 1.1.4 (MCFT/DSFM, MIT) — independent MCFT implementation |
| BM-ME-RCM-ISO-1P0-FC35 | RC-Membrane MCFT element cross-check — isotropic ρ=1.0% at f'c=35 MPa (steel-yield governed); measured Δ 14.3% | n/a (MCFT constitutive/element cross-check) | ≤ 17% | andrefmello91/Reinforced-Concrete-Membrane 1.1.4 (MCFT/DSFM, MIT) — independent MCFT implementation |
| BM-ME-RCM-ISO-1P0-FC45 | RC-Membrane MCFT element cross-check — isotropic ρ=1.0% at f'c=45 MPa (steel-yield governed); measured Δ 16.9% | n/a (MCFT constitutive/element cross-check) | ≤ 20% | andrefmello91/Reinforced-Concrete-Membrane 1.1.4 (MCFT/DSFM, MIT) — independent MCFT implementation |
| BM-ME-RCM-ISO-1P5-FC35 | RC-Membrane MCFT element cross-check — heavy isotropic ρ=1.5% at f'c=35 MPa; measured Δ 8.0% | n/a (MCFT constitutive/element cross-check) | ≤ 10% | andrefmello91/Reinforced-Concrete-Membrane 1.1.4 (MCFT/DSFM, MIT) — independent MCFT implementation |
| BM-ME-RCM-ISO-2P0-FC25 | RC-Membrane MCFT element cross-check — heavy isotropic ρ=2.0% at f'c=25 MPa (concrete-crush governed → f'c bites); measured Δ 2.3% | n/a (MCFT constitutive/element cross-check) | ≤ 4% | andrefmello91/Reinforced-Concrete-Membrane 1.1.4 (MCFT/DSFM, MIT) — independent MCFT implementation |
| BM-ME-RCM-ISO-2P0-FC45 | RC-Membrane MCFT element cross-check — heavy isotropic ρ=2.0% at f'c=45 MPa; measured Δ 6.2% | n/a (MCFT constitutive/element cross-check) | ≤ 8% | andrefmello91/Reinforced-Concrete-Membrane 1.1.4 (MCFT/DSFM, MIT) — independent MCFT implementation |
| BM-ME-RCM-ORT-2TO1-FC35 | RC-Membrane MCFT element cross-check — orthotropic ρx=1.4% / ρz=0.7% at f'c=35 MPa; measured Δ 12.1% | n/a (MCFT constitutive/element cross-check) | ≤ 15% | andrefmello91/Reinforced-Concrete-Membrane 1.1.4 (MCFT/DSFM, MIT) — independent MCFT implementation |
| BM-ME-RCM-ORT-2TO1-FC45 | RC-Membrane MCFT element cross-check — orthotropic ρx=1.6% / ρz=0.8% at f'c=45 MPa; measured Δ 12.1% | n/a (MCFT constitutive/element cross-check) | ≤ 15% | andrefmello91/Reinforced-Concrete-Membrane 1.1.4 (MCFT/DSFM, MIT) — independent MCFT implementation |
Shear-Flow Distribution (Jourawski) Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-SF-RECT | LSM shear-stress distributor — linear-elastic rectangle vs analytic Jourawski parabola | n/a (LSM shear-flow-distribution validation) | ≤ 0.1% | Elastic shear-stress distribution (Jourawski / Zhuravskii 1856) |
Sectional Capacity (Response-2000 dual-anchor) Nightly
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-SEC-NMV-AXIAL | Layered MCFT sectional capacity — stirruped RC beam under N-M-V coupling (compression axial) vs Response-2000 | MCFT (Bentz 2000 / Response-2000) | ≤ 2% | Response-2000 sectional MCFT prediction |
| BM-SEC-NMV-AXIAL-POPOVICS | Layered MCFT sectional capacity — stirruped RC beam under N-M-V coupling (compression axial) (Popovics base curve) vs Response-2000 | MCFT (Bentz 2000 / Response-2000) | ≤ 2% | Response-2000 sectional MCFT prediction (Popovics base curve, c_mod=2) |
| BM-SEC-SIZE-EFFECT | Layered MCFT sectional capacity — large lightly-reinforced beam (crack-spacing size effect) vs Response-2000 | MCFT (Bentz 2000 / Response-2000) | ≤ 2% | Response-2000 sectional MCFT prediction |
| BM-SEC-SIZE-EFFECT-POPOVICS | Layered MCFT sectional capacity — large lightly-reinforced beam (crack-spacing size effect) (Popovics base curve) vs Response-2000 | MCFT (Bentz 2000 / Response-2000) | ≤ 2% | Response-2000 sectional MCFT prediction (Popovics base curve, c_mod=2) |
| BM-SEC-STIRRUPED-BEAM | Layered MCFT sectional capacity — classic stirruped RC beam vs Response-2000 | MCFT (Bentz 2000 / Response-2000) | ≤ 2% | Response-2000 sectional MCFT prediction |
| BM-SEC-STIRRUPED-BEAM-POPOVICS | Layered MCFT sectional capacity — classic stirruped RC beam (Popovics base curve) vs Response-2000 | MCFT (Bentz 2000 / Response-2000) | ≤ 2% | Response-2000 sectional MCFT prediction (Popovics base curve, c_mod=2) |
| BM-SEC-TEE-WEB | Layered MCFT sectional capacity — T-beam (narrow web) vs Response-2000 | MCFT (Bentz 2000 / Response-2000) | ≤ 2% | Response-2000 sectional MCFT prediction |
| BM-SEC-TEE-WEB-POPOVICS | Layered MCFT sectional capacity — T-beam (narrow web) (Popovics base curve) vs Response-2000 | MCFT (Bentz 2000 / Response-2000) | ≤ 2% | Response-2000 sectional MCFT prediction (Popovics base curve, c_mod=2) |
Fire Design (26 benchmarks)
Thermal Properties Per-commit
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-FT-01 | Concrete Thermal Conductivity — Upper and Lower Bounds | — | ≤ 0.1% | EN 1992-1-2:2004 |
| BM-FT-02 | Concrete Specific Heat — Dry and Moist Concrete | — | ≤ 0.1% | EN 1992-1-2:2004 |
| BM-FT-03 | Concrete Density Reduction with Temperature | — | ≤ 0.1% | EN 1992-1-2:2004 |
Material Reduction Factors Per-commit
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-FR-01 | Concrete Compressive Strength Reduction — Siliceous Aggregate | EN 1992-1-1 | ≤ 0.1% | EN 1992-1-2:2004 |
| BM-FR-02 | Concrete Compressive Strength Reduction — Calcareous Aggregate | EN 1992-1-1 | ≤ 0.1% | EN 1992-1-2:2004 |
| BM-FR-03 | Reinforcing Steel Yield Strength Reduction — Hot-Rolled (Class N) | EN 1992-1-1 | ≤ 0.1% | EN 1992-1-2:2004 |
| BM-FR-04 | Reinforcing Steel Yield Strength Reduction — Cold-Worked (Class N) | EN 1992-1-1 | ≤ 0.1% | EN 1992-1-2:2004 |
| BM-FR-05 | Prestressing Steel Proof Strength Reduction — Cold-Worked Wires/Strands | EN 1992-1-1 | ≤ 0.1% | EN 1992-1-2:2004 |
Fire Curves Per-commit
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-FC-01 | ISO 834 Standard Fire Curve | — | ≤ 0.1% | ISO 834-1:1999 |
| BM-FC-02 | ASTM E119 Standard Fire Curve (Lie 1992 Formula) | — | ≤ 0.1% | Lie, T.T. (1992) Structural Fire Protection, ASCE Manual 78 ; ASTM E119-20 |
| BM-FC-03 | Hydrocarbon Fire Curve | — | ≤ 0.1% | EN 1991-1-2:2002 |
Heat Transfer Per-commit
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-HT-01 | Slab 200mm — R60 — 1-sided fire | — | ≤ 12% | EN 1992-1-2:2004 Annex A |
| BM-HT-02 | Column 300×300 — R30 — 4-sided | — | ≤ 12% | EN 1992-1-2:2004 Annex A |
| BM-HT-03 | Column 300×300 — R60 — 4-sided | — | ≤ 12% | EN 1992-1-2:2004 Annex A |
| BM-HT-04 | Column 300×300 — R90 — 4-sided | — | ≤ 12% | EN 1992-1-2:2004 Annex A |
| BM-HT-05 | Column 300×300 — R120 — 4-sided | — | ≤ 12% | EN 1992-1-2:2004 Annex A |
| BM-HT-06 | Beam 600×300 — R60 — 3-sided | — | ≤ 12% | EN 1992-1-2:2004 Annex A |
heat transfer fe Per-commit
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-HTFE-01 | Slab 200mm — R60 — 1-sided (independent-FE differential) | — | ≤ 8% | Independent FEniCSx (dolfinx 0.11.0.post0) transient FE reference |
| BM-HTFE-02 | Column 300×300 — R30 — 4-sided (independent-FE differential) | — | ≤ 9% | Independent FEniCSx (dolfinx 0.11.0.post0) transient FE reference |
| BM-HTFE-03 | Column 300×300 — R60 — 4-sided (independent-FE differential) | — | ≤ 8% | Independent FEniCSx (dolfinx 0.11.0.post0) transient FE reference |
| BM-HTFE-04 | Column 300×300 — R90 — 4-sided (independent-FE differential) | — | ≤ 8% | Independent FEniCSx (dolfinx 0.11.0.post0) transient FE reference |
| BM-HTFE-05 | Column 300×300 — R120 — 4-sided (independent-FE differential) | — | ≤ 7% | Independent FEniCSx (dolfinx 0.11.0.post0) transient FE reference |
| BM-HTFE-06 | Beam 600×300 — R60 — 3-sided (independent-FE differential) | — | ≤ 8% | Independent FEniCSx (dolfinx 0.11.0.post0) transient FE reference |
heat transfer measured Per-commit
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-HTM-01 | Column 305x305 measured furnace test (NRC IR-484 spec 7) — R60 centreline | — | ≤ 15% | NRC Canada DBR Internal Report 484 — Fire Tests on RC Columns, Specimen No. 7 (Lie & Lin, 1983) ; Zehfuss et al. (2020), Civil Engineering Design, cend.202000001 |
| BM-HTM-02 | Column 305x305 measured furnace test (NRC IR-484 spec 7) — R120 centreline | — | ≤ 15% | NRC Canada DBR Internal Report 484 — Fire Tests on RC Columns, Specimen No. 7 (Lie & Lin, 1983) ; Zehfuss et al. (2020), Civil Engineering Design, cend.202000001 |
| BM-HTM-03 | Column 305x305 measured furnace test (NRC IR-484 spec 7) — R180 centreline | — | ≤ 15% | NRC Canada DBR Internal Report 484 — Fire Tests on RC Columns, Specimen No. 7 (Lie & Lin, 1983) ; Zehfuss et al. (2020), Civil Engineering Design, cend.202000001 |
Light Gauge Steel Design (28 benchmarks)
Section Properties Per-commit
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-VP-01 | Lipped C-Channel — AISI 9CS2.5x059 | — | ≤ 1% | AISI Cold-Formed Steel Design Manual D100-17 ; AISI Direct Strength Method Design Guide CF06-1 |
| BM-VP-02 | Lipped Z-Section — AISI D100-17 | — | ≤ 1% | AISI Cold-Formed Steel Design Manual D100-17 |
| BM-VP-03 | Plain Channel — 550CU125-54 (STAAD.Pro) | — | ≤ 1% | STAAD.Pro AISI 2016 Verification |
| BM-VP-05 | Hat Section — AISI 3HU4.5X135 | — | ≤ 1% | AISI Cold-Formed Steel Design Manual D100-17 |
| BM-VP-06 | Eurocode Wall Stud — 150x40x15, t=1.16mm | — | ≤ 1% | EN 1993-1-3 Wall Stud Design Example |
FSM Buckling Per-commit
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-FSM-05 | Rectangular Plate — Analytical Benchmark (Timoshenko) | — | ≤ 0.5% | Timoshenko & Gere — Theory of Elastic Stability |
Direct Strength Method Per-commit
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-DSM-AISI-01 | Compression — Fully Braced Column (AISI S100-16) | AISI S100-16 | ≤ 1% | AISI DSM Guide CF06-1 |
| BM-DSM-AISI-02 | Bending — Fully Braced Beam (AISI S100-16) | AISI S100-16 | ≤ 1% | AISI DSM Guide CF06-1 |
| BM-DSM-AS-01 | Compression — Fully Braced Column (AS/NZS 4600:2018) | AS/NZS 4600:2018 | ≤ 1% | AISI DSM Guide CF06-1 ; AS/NZS 4600:2018 |
| BM-DSM-AS-02 | Bending — Fully Braced Beam (AS/NZS 4600:2018) | AS/NZS 4600:2018 | ≤ 1% | AISI DSM Guide CF06-1 ; AS/NZS 4600:2018 |
| BM-DSM-EN-01 | Compression — Fully Braced Column (EN 1993-1-3) | EN 1993-1-3 | ≤ 1% | EN 1993-1-1:2005 ; EN 1993-1-5:2006 ; EN 1993-1-1:2005 |
Shear Capacity Per-commit
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-SH-AISI-01 | Unstiffened Web — Shear Yield Governs | AISI S100-16 | ≤ 0.1% | AISI S100-16 |
| BM-SH-AISI-03 | Unstiffened Web — Elastic Buckling Governs | AISI S100-16 | ≤ 0.1% | AISI S100-16 |
| BM-SH-AS-01 | Unstiffened Web — Shear Yield Governs (AS/NZS 4600) | AS/NZS 4600:2018 | ≤ 0.1% | AS/NZS 4600:2018 ; AISI S100-16 |
| BM-SH-AS-02 | Unstiffened Web — Inelastic Buckling (AS/NZS 4600) | AS/NZS 4600:2018 | ≤ 0.5% | AS/NZS 4600:2018 ; AISI S100-16 |
| BM-SH-AS-03 | Unstiffened Web — Elastic Buckling Governs (AS/NZS 4600) | AS/NZS 4600:2018 | ≤ 0.1% | AS/NZS 4600:2018 ; AISI S100-16 |
Web Crippling Per-commit
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-WC-AISI-01 | EOF — Unfastened Lipped C-Channel | AISI S100-16 | ≤ 0.1% | AISI S100-16 |
| BM-WC-AISI-02 | IOF — Fastened Lipped C-Channel | AISI S100-16 | ≤ 0.1% | AISI S100-16 |
| BM-WC-AISI-03 | ETF — Unfastened Lipped C-Channel | AISI S100-16 | ≤ 0.1% | AISI S100-16 |
| BM-WC-AISI-04 | ITF — Fastened Lipped C-Channel | AISI S100-16 | ≤ 0.1% | AISI S100-16 |
| BM-WC-AS-01 | EOF — Unfastened Lipped C-Channel (AS/NZS 4600) | AS/NZS 4600:2018 | ≤ 0.1% | AS/NZS 4600:2018 ; AISI S100-16 |
| BM-WC-AS-02 | IOF — Fastened Lipped C-Channel (AS/NZS 4600) | AS/NZS 4600:2018 | ≤ 0.1% | AS/NZS 4600:2018 ; AISI S100-16 |
| BM-WC-EN-01 | EN 1993-1-3 Web Crippling — EOF Equivalent | EN 1993-1-3 | ≤ 0.1% | EN 1993-1-3 |
Full Pipeline Per-commit
| Test Case | Description | Design Code | Tolerance | Sources |
|---|---|---|---|---|
| BM-PIPE-AISI-01 | Full Pipeline — 9CS2.5x059 Compression+Bending (AISI S100) | AISI S100-16 | ≤ 3% | AISI D100-17 Table I-1 ; CUFSM v5 (Johns Hopkins) ; AISI DSM Guide CF06-1 |
| BM-PIPE-AS-01 | Full Pipeline — AU Wall Stud 200x75x20 (AS/NZS 4600) | AS/NZS 4600:2018 | ≤ 3% | AS/NZS 4600:2018 ; AISI DSM Guide CF06-1 |
| BM-PIPE-AS-02 | Full Pipeline — AU Floor Joist 200x75x20 Bending-Dominated (AS/NZS 4600) | AS/NZS 4600:2018 | ≤ 3% | AS/NZS 4600:2018 |
| BM-PIPE-AS-03 | Full Pipeline — Multiple Load Combinations (AS/NZS 4600) | AS/NZS 4600:2018 | ≤ 3% | AS/NZS 4600:2018 |
| BM-PIPE-EN-01 | Full Pipeline — Eurocode Wall Stud 200x75x20 (EN 1993-1-3) | EN 1993-1-3 | ≤ 3% | EN 1993-1-3 |
Experimental Validation — Biaxial Shear
Corroboration, not a pass/fail gate.
This is code-agnostic, physical corroboration of the interaction form the engine uses — not a pass/fail differential and not an AS 3600 capacity check. Independent experimental studies of reinforced-concrete columns loaded biaxially to shear failure find that capacity traces a circular interaction for square (direction-isotropic) sections and an ellipse for rectangular sections — the same normalised elliptical stance the Coriolis engine applies, which no design code defines (AS 3600 §8.2, EC2 §6.2 and ACI §22.5 are all one-way). A literature database of 56 cyclic-biaxial shear-failure tests (41 square, 15 rectangular) fits this circular/elliptical form. “Predicted” below is each source study's own model — no claim is made that the AS 3600 engine was run against these specimens.
- Cyclic-seismic loading — specimens were tested under reversed cyclic biaxial lateral load, not monotonic sectional shear.
- Member-level vs sectional — measured capacities are whole-member responses; the engine computes AS 3600 sectional shear. This band validates the interaction form, not sectional capacity.
- Real scatter — a validation band, not a tolerance gate. Measured/predicted ratios carry the coefficients of variation shown.
| Section | Specimens | Interaction shape | Measured / Predicted | Loading | Source |
|---|---|---|---|---|---|
| square | 41 | circular | 0.91 (CoV 0.078) | Cyclic biaxial | Picón, Massone & López (2023) |
| rectangular | 15 | elliptical | 0.95 (CoV 0.120) | Cyclic biaxial | Picón, Massone & López (2023) |
Ground Truth Sources
All benchmarks are validated against published design standards, verified commercial software, peer-reviewed references, or analytically exact solutions.
| Source | Type | Reliability |
|---|---|---|
| AISI D100-17 Design Manual | Industry design manual | Tier 1 — Normative reference |
| AISI DSM Guide CF06-1 | Industry design guide | Tier 1 — Normative reference |
| AISI S100-16 | Design standard | Tier 1 — Normative reference |
| ASTM E119 | Design standard | Tier 1 — Normative reference |
| EN 1991-1-2:2002 | Design standard | Tier 1 — Normative reference |
| EN 1992-1-2:2004 | Design standard | Tier 1 — Normative reference |
| EN 1992-1-2:2004 Annex A | Design standard | Tier 1 — Normative reference |
| ISO 834-1:1999 | Design standard | Tier 1 — Normative reference |
| ACI 318-19 Cl 24.2.3.5 | Reference | Tier 2 — Validated |
| An international competition to predict the response of reinforced concrete panels — competition panel A (= Vecchio & Collins 1982 panel PV27) | Reference | Tier 2 — Validated |
| An international competition to predict the response of reinforced concrete panels — competition panel C (= Vecchio & Collins 1982 panel PV19) | Reference | Tier 2 — Validated |
| andrefmello91/Reinforced-Concrete-Membrane 1.1.4 (MCFT/DSFM, MIT) — independent MCFT implementation | Reference | Tier 2 — Validated |
| AS 3600:2018 (+A1) Cl 3.1.7.2 — eps_cs = eps_cse + eps_csd; Eqs 3.1.7.2(1)-(5) | Reference | Tier 2 — Validated |
| AS 3600:2018 (+A1) Cl 3.1.8.3 — phi_cc = k2.k3.k4.k5(.k6).phi_cc.b | Reference | Tier 2 — Validated |
| AS 3600:2018 (+A1) Cl 8.5.3.1(1) — Ief (Bischoff form) with Ief.max cap | Reference | Tier 2 — Validated |
| AS 3600:2018 (+A1) Cl 8.6.2.3 — calculated crack width | Reference | Tier 2 — Validated |
| AS 3600:2018 Amd 2:2021 Cl 8.2.3.3(1) — Vu.max web crushing (0.55*[0.9*f'c*...]) | Reference | Tier 2 — Validated |
| AS 3600:2018 Amd 2:2021 Cl 8.2.4.2 — general-method θv, kv, εx | Reference | Tier 2 — Validated |
| AS 3600:2018 Amd 2:2021 Cl 8.2.4.3 — simplified kv (cap raised to 0.15) and theta_v = 36 deg | Reference | Tier 2 — Validated |
| AS 3600:2018 Cl 10.6.2.2 — squash load Nuo and α1 | Reference | Tier 2 — Validated |
| AS 3600:2018 Cl 10.6.4 — biaxial bending load-contour αn | Reference | Tier 2 — Validated |
| AS 3600:2018 Cl 3.1.4 — in-situ uniaxial compressive σ-ε curve | Reference | Tier 2 — Validated |
| AS 3600:2018 Cl 8.1.3 — rectangular stress block (α2, γ) + Note 2 circular ×0.95 | Reference | Tier 2 — Validated |
| AS 3600:2018 Cl 8.1.3 Note width-reducing α₂ × 0.90 (#2559, #2654) | Reference | Tier 2 — Validated |
| AS 3600:2018 Cl 8.1.4 — basis of strength calculations | Reference | Tier 2 — Validated |
| AS 3600:2018 Cl 8.5.3.1 - cracking moment under axial force, closed-form hand derivation | Reference | Tier 2 — Validated |
| AS/NZS 4600:2018 | Reference | Tier 2 — Validated |
| AS3600-2018 Shear Comparison worksheet (Jan 2019) — general + simplified method columns (community comparison sheet) | Reference | Tier 2 — Validated |
| Bischoff P.H. (2005), ASCE J. Struct. Eng. 131(5) | Reference | Tier 2 — Validated |
| Bischoff P.H. & Scanlon A. (2007) | Reference | Tier 2 — Validated |
| Cl 22.5.1.2 — Vs ≤ 0.66√f'c·bw·d | Reference | Tier 2 — Validated |
| Cl 22.5.10.5.3 — Vs = Av·fyt·d/s | Reference | Tier 2 — Validated |
| Cl 22.5.5.1.3 — λs = √(2/(1+0.004d)) ≤ 1.0 (d in mm) | Reference | Tier 2 — Validated |
| Cl 3.1.1.3 — mean axial tensile strength = 1.4 x (f'ct = 0.36*sqrt(f'c)) = 0.504*sqrt(f'c) | Reference | Tier 2 — Validated |
| Cl 6.2.2(1) Expr (6.2) — VRd,c (members without shear reinforcement) | Reference | Tier 2 — Validated |
| Cl 6.2.3(3) Expr (6.8) VRd,s / (6.9) VRd,max — variable-strut truss | Reference | Tier 2 — Validated |
| Cl 8.2.1.4 — bv effective web width for shear | Reference | Tier 2 — Validated |
| Cl 8.2.1.5 — hollow-web width (voids removed) | Reference | Tier 2 — Validated |
| Cl 8.2.1.7 — Asv.min/s | Reference | Tier 2 — Validated |
| Cl 8.2.1.9 — dv = max(0.72·D, 0.9·d) | Reference | Tier 2 — Validated |
| Cl 8.2.3.3 — Vu.max web crushing | Reference | Tier 2 — Validated |
| Cl 8.2.4.1 — Vuc = kv.bv.dv.sqrt(f'c), sqrt(f'c) <= 8.0 MPa | Reference | Tier 2 — Validated |
| Cl 8.2.4.1 — Vuc = kv·bv·dv·√f'c | Reference | Tier 2 — Validated |
| Cl 8.2.4.2.3 — epsilon_x (M*=341 kNm > dv*V*, floor inactive) | Reference | Tier 2 — Validated |
| Cl 8.2.4.2.3(3) — M* >= dv*sqrt(V*^2+...) floor (engine applies; the textbook omits it — documented delta) | Reference | Tier 2 — Validated |
| Cl 8.2.4.2(1) — theta_v = 29 + 7000*epsilon_x | Reference | Tier 2 — Validated |
| Cl 8.2.4.2(5) — kv = 0.4/(1+1500*epsilon_x) for Asv/s >= Asv.min/s | Reference | Tier 2 — Validated |
| Cl 8.2.5.2(1) — Vus for perpendicular fitments | Reference | Tier 2 — Validated |
| Cl 8.6.2.3(2) strain term AS PUBLISHED: fixed 0.6, mean axial fct, ne=(1+phicc)Es/Ec, +ecs, floor on the whole RHS | Reference | Tier 2 — Validated |
| Closed-form circle properties | Reference | Tier 2 — Validated |
| concreteproperties v0.6.4 | Open-source Python library | Tier 2 — Community-validated |
| CSI SAFE Software Verification | Commercial software | Tier 2 — Industry-standard |
| CUFSM v5 (Johns Hopkins) | Reference | Tier 2 — Validated |
| Doug Jenkins (Interactive Design Services) UMom/UShear — AS 3600:2018 Amd 2:2021 general-method shear (respected independent tool) | Reference | Tier 2 — Validated |
| Elastic shear-stress distribution (Jourawski / Zhuravskii 1856) | Reference | Tier 2 — Validated |
| EN 1992-1-1:2004 Cl 7.4.3 | Reference | Tier 2 — Validated |
| EN 1992-1-1:2004 Table 3.1 — fctm = 0.30*fck^(2/3) (fck <= 50) | Reference | Tier 2 — Validated |
| EN 1993-1-1:2005 | Reference | Tier 2 — Validated |
| EN 1993-1-3 | Reference | Tier 2 — Validated |
| EN 1993-1-5:2006 | Reference | Tier 2 — Validated |
| fib Model Code 2010 SMCFT shear (structuralcodes v0.7.0) | Reference | Tier 2 — Validated |
| fib structuralcodes 0.7.0 ec2_2004.shear (VRdc/VRds/VRdmax) | Reference | Tier 2 — Validated |
| fib structuralcodes v0.7.0 | Open-source Python library | Tier 2 — Community-validated |
| Figure 3.1.7.2 — k1 = alpha1.t^0.8/(t^0.8+0.15th), alpha1 = 0.8+1.2e^(-0.005th) | Reference | Tier 2 — Validated |
| Figure 3.1.8.3 — k2 = alpha2.t^0.8/(t^0.8+0.15th), alpha2 = 1.0+1.12e^(-0.008th) | Reference | Tier 2 — Validated |
| Gilbert & Ranzi - Time-Dependent Behaviour of Concrete Structures (2011) | Reference | Tier 2 — Validated |
| Gilbert & Ranzi (2011), Time-Dependent Behaviour of Concrete Structures | Reference | Tier 2 — Validated |
| Gilbert R.I. (2007), Tension Stiffening in Lightly Reinforced Concrete Slabs, ASCE JSE 133(6) | Reference | Tier 2 — Validated |
| Hognestad E. (1951), Univ. of Illinois Bulletin 399 — parabolic σ-ε | Reference | Tier 2 — Validated |
| Independent FEniCSx (dolfinx 0.11.0.post0) transient FE reference | Reference | Tier 2 — Validated |
| Lie, T.T. (1992) — Structural Fire Protection | Engineering textbook | Tier 2 — Peer-reviewed |
| MC2010 ↔ AS 3600 shear formula-reconciliation note | Reference | Tier 2 — Validated |
| NRC Canada DBR Internal Report 484 — Fire Tests on RC Columns, Specimen No. 7 (Lie & Lin, 1983) | Reference | Tier 2 — Validated |
| Park & Paulay - Reinforced Concrete Structures (1975), Ch. 4.5 | Reference | Tier 2 — Validated |
| Park & Paulay (1975), Reinforced Concrete Structures, §3.4 | Reference | Tier 2 — Validated |
| Reinforced Concrete: The Designers' Handbook (Beletich, Hymas, Reid & Uno) — ETIA AS3600-2018 Shear Addenda, Example 3.1A | Reference | Tier 2 — Validated |
| Reinforced Concrete: The Designers' Handbook (Beletich, Hymas, Reid & Uno) — ETIA AS3600-2018 Shear Addenda, Example 3.3A | Reference | Tier 2 — Validated |
| Response-2000 sectional MCFT prediction | Reference | Tier 2 — Validated |
| Response-2000 sectional MCFT prediction (Popovics base curve, c_mod=2) | Reference | Tier 2 — Validated |
| STAAD.Pro AISI 2016 Verification | Commercial software | Tier 2 — Industry-standard |
| Table 2.2.2(e) — phi = 0.75 (compliant Class N fitments) / 0.70 (otherwise) | Reference | Tier 2 — Validated |
| Table 21.2.1 — φ = 0.75 (shear) | Reference | Tier 2 — Validated |
| Table 22.5.5.1 — Vc = max(0.66λ(ρw)^(1/3)√f'c, 0.17λ√f'c)·bw·d | Reference | Tier 2 — Validated |
| Table 3.1.7.2 — final (30 y) design shrinkage cross-check | Reference | Tier 2 — Validated |
| Table 3.1.8.2 — basic creep coefficient phi_cc.b | Reference | Tier 2 — Validated |
| Table 3.1.8.3 — final phi_cc* cross-check | Reference | Tier 2 — Validated |
| TEDDS 'Braced Circular Column Example' — 'Ultimate strength in compression and bending' layer/concrete-force table at the at-N* read-off | Reference | Tier 2 — Validated |
| TEDDS 'Braced Circular Column Example' — Circular RC Column Design (AS 3600-2001).lbr v1.0.11, calculated to AS 3600:2018 incl. Amdt 1 & 2 | Reference | Tier 2 — Validated |
| TEDDS 'Braced Column with Biaxial Bending Example' — AustRC.lbr v1.0.15, calculated to AS 3600:2018 incl. Amdt 1 & 2 | Reference | Tier 2 — Validated |
| The Modified Compression-Field Theory for Reinforced Concrete Elements Subjected to Shear | Reference | Tier 2 — Validated |
| Timoshenko & Gere — Theory of Elastic Stability | Engineering textbook | Tier 2 — Peer-reviewed |
| Zehfuss et al. (2020), Civil Engineering Design, cend.202000001 | Reference | Tier 2 — Validated |
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