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Validation

Trust is a table, not a slogan

STATIX runs 221 benchmark cases and a 44-check build self-certification against the shipped app (app/statix.html) through test hooks built into the app itself. Every number on this page was captured on 19 July 2026 by re-running those hooks headlessly against the current build — nothing here is copied from an old report or hand-typed. Reference values are either classical closed-form solutions or independently re-derived code-clause hand calculations; none is taken from STATIX's own output.

221benchmark cases across structural analysis, steel/RC design and connection design
221 / 221pass at the current build's tolerances — 2% typical, up to 4–5% on a handful of eigenvalue/second-order cases, stated per case below
44 / 44separate build self-certification checks pass (solver, member design, slab FE, file round-trip)
Method. Each suite below is a URL-triggered test hook built into the shipped app (?femvalidate, ?designvalidate, ?connvalidate for the three benchmark suites; window.runValidationPack() for the self-certification pack). This page's numbers came from running those hooks headlessly (Chrome DevTools Protocol) against app/statix.html on 19 July 2026. A case's reference value is computed independently inside the benchmark script — from a textbook closed form or a hand-assembled code clause — never copied from the STATIX engine it is checking. Where a reference and STATIX's computed value come out numerically identical, it is because the production pipeline (model assembly, stiffness solve, internal-force recovery, or code-clause check) is exact for that case, not because the two numbers share a calculation.

1. Structural analysis (FEM) — 90 of 90 pass

The 3D direct-stiffness frame solver, checked against classical closed-form structural-analysis results: statically determinate and indeterminate beams, portal and gable frames, pin-jointed trusses, Euler linear buckling (via the LBA eigensolver), second-order P-Delta amplification, torsion and 3D member behaviour, member releases/springs/rigid offsets, section properties, and modal dynamics.

Sources. Standard closed-form beam, frame and truss statics (superposition and virtual-work results of the kind tabulated in structural-analysis references such as Hibbeler's Structural Analysis or Gere & Goodno's Mechanics of Materials); Euler's classical buckling solution for four end-restraint conditions; the secant/tangent beam-column stability functions for second-order amplification (Timoshenko, Theory of Elastic Stability); and first-principles section-property and natural-frequency formulas.

Determinate beam statics23 / 23
CaseSTATIXReferenceUnitErrorTol.Basis
SS beam UDL - midspan deflection9.9269.926mm0%≤2%5wL^4/384EI
SS beam UDL - peak moment4545kN.m0%≤2%wL^2/8
SS beam UDL - end rotation0.005290.00529rad0%≤2%wL^3/24EI
SS beam UDL - support reaction3030kN0%≤2%wL/2
SS beam central point load - midspan deflection13.23513.235mm0%≤2%PL^3/48EI
SS beam central point load - peak moment7575kN.m0%≤2%PL/4
SS beam central point load - end rotation0.006620.00662rad0%≤2%PL^2/16EI
SS beam off-centre load - left reaction4040kN0%≤2%Pb/L
SS beam off-centre load - moment under load8080kN.m0%≤2%Pab/L
SS beam off-centre load - deflection under load12.54912.549mm0%≤2%Pa^2b^2/3EIL
SS beam end moment - rotation at loaded end0.004710.00471rad0%≤2%M0 L/3EI
SS beam end moment - support reaction couple6.6676.667kN0%≤2%M0/L
Cantilever tip point load - tip deflection25.09825.098mm0%≤2%PL^3/3EI
Cantilever tip point load - fixed-end moment8080kN.m0%≤2%PL
Cantilever tip point load - tip rotation0.009410.00941rad0%≤2%PL^2/2EI
Cantilever UDL - tip deflection18.82418.824mm0%≤2%wL^4/8EI
Cantilever UDL - fixed-end moment8080kN.m0%≤2%wL^2/2
Cantilever UDL - tip rotation0.006270.00627rad0%≤2%wL^3/6EI
Cantilever tip moment - tip deflection23.52923.529mm0%≤2%M0 L^2/2EI
Cantilever tip moment - tip rotation0.011760.01176rad0%≤2%M0 L/EI
Overhang beam - inner support reaction2020kN0%≤2%P(L1+L2)/L1
Overhang beam - moment over support3030kN.m0%≤2%P*L2
Overhang beam - overhang tip deflection9.4129.412mm0%≤2%Pa^2(L1+a)/3EI
Indeterminate beams (force/moment-distribution coefficients)20 / 20
CaseSTATIXReferenceUnitErrorTol.Basis
Propped cantilever UDL: M_fixed5454kN·m0%≤2%wL^2/8
Propped cantilever UDL: R_prop2727kN0%≤2%3wL/8
Propped cantilever UDL: M_span_max30.37530.375kN·m0%≤2%9wL^2/128 at 5L/8
Propped cantilever central P: M_fixed33.7533.75kN·m0%≤2%3PL/16
Propped cantilever central P: M_under_load28.12528.125kN·m0%≤2%5PL/32
Propped cantilever central P: R_prop9.3759.375kN0%≤2%5P/16
Fixed-fixed UDL: M_end3636kN·m0%≤2%wL^2/12
Fixed-fixed UDL: M_mid1818kN·m0%≤2%wL^2/24
Fixed-fixed UDL: R_end3636kN0%≤2%wL/2
Fixed-fixed central P: M_end22.522.5kN·m0%≤2%PL/8
Fixed-fixed central P: M_mid22.522.5kN·m0%≤2%PL/8
Fixed-fixed central P: R_end1515kN0%≤2%P/2
Two-span continuous UDL: M_support5454kN·m0%≤2%wL^2/8
Two-span continuous UDL: R_mid9090kN0%≤2%1.25wL
Two-span continuous UDL: R_end2727kN0%≤2%3wL/8
Two-span continuous UDL: M_span_max30.37530.375kN·m0%≤2%9wL^2/128 at 3L/8
Three-span continuous UDL: M_support43.243.2kN·m0%≤2%wL^2/10
Three-span continuous UDL: R_interior79.279.2kN0%≤2%1.1wL
Three-span continuous UDL: R_end28.828.8kN0%≤2%0.4wL
Three-span continuous UDL: M_endspan_max34.5634.56kN·m0%≤2%0.08wL^2 at 0.4L
Portal & gable frames9 / 9
CaseSTATIXReferenceUnitErrorTol.Basis
Pinned-base portal · gravity UDL · eaves moment124.938125kN·m0.05%≤2%M=(wL²/12)(3/h)/(3/h+2/L)
Fixed-base portal · gravity UDL · column top moment133.175133.333kN·m0.119%≤2%M_top=(4EI/h)θ, θ=(wL²/12)/(4EI/h+2EI/L)
Fixed-base portal · gravity UDL · column base moment66.19166.667kN·m0.714%≤2%M_base=(2EI/h)θ = M_top/2 (carry-over)
Fixed-base portal · sway P · eaves drift16.09516.085mm0.064%≤2%Δ=Ph³/(12EI(2-r)), r=3L/(2L+3h)
Fixed-base portal · sway P · column base moment46.88946.875kN·m0.03%≤2%M_AB=(2EI/h)(θ-3ψ), 2(M_AB+M_BA)=Ph
Pinned-base portal · sway P · eaves drift73.60373.529mm0.099%≤2%Δ=Ph²(L+2h)/(12EI)
Pinned-base portal · sway P · column top moment7575kN·m0%≤2%M_top=Ph/2 (base moment=0)
Three-hinged gable · apex load · eaves knee moment8080kN·m0%≤2%M_knee=H·h_c, H=WL/(4(h_c+f))
Three-hinged gable · apex load · base horizontal thrust2020kN0%≤2%H=WL/(4(h_c+f))
Pin-jointed trusses (method of joints/sections, virtual work)6 / 6
CaseSTATIXReferenceUnitErrorTol.Basis
Triangle truss — bottom chord AB (tension)19.92920kN0.357%≤2%Joint A horiz: F_AB=-F_AC·0.8, F_AC=-25kN → +20kN (T)
Triangle truss — diagonal AC (compression)-24.943-25kN0.229%≤2%Joint A vert: F_AC·0.6+15=0 → -25kN (C)
Triangle truss — apex vertical deflection (virtual work)0.839950.84225mm0.272%≤2%δ=(1/EAP)ΣN²L, ΣN²L=9.45e9 N²·m → 0.842mm
Warren truss — top chord U0U1 (compression)-39.639-40kN0.903%≤2%Joint U0: F_U0U1=-(F_L0U0+F_U0L1)·cos45 = -40kN (C)
Warren truss — diagonal U0L1 (method of sections)28.13628.284kN0.525%≤2%Cut left of L1: F·sin45=R_L0=20kN → +20√2=28.284kN (T)
Warren truss — loaded-node L1 vertical deflection (virtual work)1.8561.87mm0.778%≤2%δ=(1/EAP)ΣN²L, ΣN²L=2.79765e10 N²·m → 1.870mm
Euler linear buckling (LBA eigensolver)5 / 5
CaseSTATIXReferenceUnitErrorTol.Basis
Euler buckling — pinned-pinned (K=1.0)1,912.31,912.2kN0.001%≤2%Ncr = π²·E·I/L²
Euler buckling — fixed-free cantilever (K=2.0)478.059478.059kN0%≤2%Ncr = π²·E·I/(4L²)
Euler buckling — fixed-fixed braced (K=0.5)7,650.67,648.9kN0.021%≤3%Ncr = 4·π²·E·I/L²
Euler buckling — fixed-pinned (K=0.699)3,912.23,912kN0.006%≤3%Ncr = 20.1907·E·I/L² (kL=4.4934)
Euler buckling — pinned-pinned strong axis, 2nd eigenvalue5,638.15,638kN0.001%≤3%Ncr,2 = π²·E·Iz/L²
Second-order P-Delta5 / 5
CaseSTATIXReferenceUnitErrorTol.Basis
SS beam-column, UDL — midspan moment amplification (P/Pcr=0.5)91.60691.348kN·m0.283%≤2%M=(wL²/8)·2(sec u−1)/u², u=(L/2)√(P/EI)
SS beam-column, central load — midspan moment amplification (P/Pcr=0.4)92.92292.72kN·m0.218%≤2%M=(QL/4)·tan u/u, u=(L/2)√(P/EI)
Cantilever sway column — base moment amplification (P/Pcr=0.4)92.77292.72kN·m0.056%≤2%M_base=HL·tan u/u, u=L√(P/EI)=(π/2)√(P/Pcr)
Cantilever sway column — tip deflection amplification (P/Pcr=0.4)31.20231.202mm0%≤2.5%δ_tip=(HL³/3EI)·3(tan u−u)/u³, u=L√(P/EI)
SS beam-column, central load — midspan deflection amplification (P/Pcr=0.4)17.55117.551mm0%≤2.5%δ_mid=(QL³/48EI)·3(tan u−u)/u³, u=(L/2)√(P/EI)
Torsion & 3D member behaviour6 / 6
CaseSTATIXReferenceUnitErrorTol.Basis
Cantilever shaft, end torque — twist theta=TL/GJ0.265040.26504rad0%≤2%theta=T*L/(G*J)
Fixed-fixed shaft, torque at midspan — theta_mid=TL/4GJ0.088350.08835rad0%≤2%theta=T*L/(4*G*J)
Biaxial cantilever — global-Z deflection uses Iz (strong)15.05915.059mm0%≤2%uz=Pz*L^3/(3*E*Iz)
Biaxial cantilever — global-Y deflection uses Iy (weak)111.693111.693mm0%≤2%uy=Py*L^3/(3*E*Iy)
Out-of-plane L-grid — vertical tip deflection (bending+torsion coupling)137.305137.305mm0%≤2%δ=P a^3/3EIz + P b^3/3EIz + P a b^2/GJ
Rolled member (roll=90°) — weak-axis load path uses Iy139.616139.616mm0%≤2%uz=P*L^3/(3*E*Iy) with roll=90°
Member releases, springs & rigid offsets6 / 6
CaseSTATIXReferenceUnitErrorTol.Basis
Release -> propped-cant fixed-end moment M_A=wL2/84545kN.m0%≤2%M_A = wL^2/8
Release -> propped-cant max deflection d=0.005416 wL4/EI4.1294.129mm0%≤2%d_max = 0.005416*wL^4/EI @ x=0.5785L
springRot end rotation theta_B = PL2/2EI + PL/k0.017410.01741rad0%≤2%theta_B = PL^2/2EI + PL/k (k=1e7)
springRot k->inf => fixed: propped-cant M_mid=wL2/1622.522.5kN.m0%≤2%M_mid = wL^2/16 (rigid spring)
springRot k->0 => pinned: simply-supported M_mid=wL2/84545kN.m0%≤2%M_mid = wL^2/8 (~zero spring)
Offset -> axial-through-eccentricity moment M=P.e1010kN.m0%≤2%M = P*e (P=50kN, e=0.2m)
Section property closed forms7 / 7
CaseSTATIXReferenceUnitErrorTol.Basis
I-section area A (UB305x40)0.005130.00513m20%≤0.5%A=51.3 cm2 (SAISC Red Book)
Solid-rect strong-axis Iz (RCr300x600)0.00540.0054m40%≤0.1%Iz=b*d^3/12
Solid-rect elastic modulus Wel,z (RCr300x600)0.0180.018m30%≤0.1%Wel,z=b*d^2/6=Iz/(d/2)
Rolled-I plastic modulus Wpl,y (UB305x40)0.000620.00062m30%≤0.5%Wpl,y=623 cm3 (Zz field holds plastic modulus for rolled table)
Solid-circular torsion constant J (RCc500)0.006140.00614m40%≤0.1%J=pi*D^4/32 (=2*I)
CHS annulus second moment Iz (168.3x6)1,008.71,008.7cm40%≤0.2%Iz=pi/64*(Do^4-Di^4)
I-section warping constant Cw (UB305x40 dims)163,784.2163,784.2cm60%≤0.5%Cw=Iy*hf^2/4, hf=d-tf
Modal dynamics3 / 3
CaseSTATIXReferenceUnitErrorTol.Basis
SS beam f1 (modal)28.3528.35Hz0%≤3%f1=(pi/2)sqrt(EIz/(rho*A*L^4))
SS beam f2 (modal)113.398113.399Hz0.001%≤5%f2=4*f1=(2^2*pi/2)sqrt(EIz/(rho*A*L^4))
Cantilever f1 (modal)22.68322.724Hz0.179%≤4%f1=(1.875104^2/2pi)sqrt(EIz/(rho*A*L^4))

Ten categories, 90 cases. Tolerance is 2% for almost every case; a few Euler buckling and modal-frequency cases use 3–5% (structural-dynamics discretisation of a lumped finite-element model against a continuous closed form is expected to leave a small, bounded gap). Exact tolerance and error are given per row.

2. Steel & reinforced-concrete design — 88 of 88 pass

Member-design engines checked against the code clause for each limit state: axial compression, bending, shear and beam-column interaction for steel; flexure, biaxial N-M and punching shear for reinforced concrete; and dedicated suites for footings, timber, masonry and cold-formed sections.

Sources. SANS 10162-1 (steel, the primary code path) and EN 1993-1-1 (steel, alternate code); SANS 10100 / BS 8110 (reinforced-concrete beams, columns and slabs) and EN 1992-1-1 §6.4 (punching shear); BS 8110 (pad and combined footings); EN 1995-1-1 timber (with one case cross-checked against the SANS 10163-2 partial-factor variant); EN 1996-1-1 masonry; and SANS 10162-2 cold-formed sections (Direct Strength Method).
Steel axial compression (SANS 10162-1)8 / 8
CaseSTATIXReferenceUnitErrorTol.Basis
Cr stocky UC305x97 L1.5m (lam~0.26)3,851.63,851.6kN0%≤2%SANS 10162-1 cl.13.3.1
Cr intermediate UC203x46 L4.0m (lam~1.04)1,069.71,069.7kN0%≤2%SANS 10162-1 cl.13.3.1
Cr slender UC152x37 L6.0m (lam~2.08)315.781315.781kN0%≤2%SANS 10162-1 cl.13.3.1
Cr minor-axis-governing UC254x73 L5.0m1,712.51,712.5kN0%≤2%SANS 10162-1 cl.13.3.1
Cr major-axis-governing UC203x46 Ly=0.5 Lz=5.0m1,400.31,400.3kN0%≤2%SANS 10162-1 cl.13.3.1
Cr grade S275 UC203x60 L3.5m1,371.21,371.2kN0%≤2%SANS 10162-1 cl.13.3.1
Cr Class-4 slender welded I (effective-area reduction)1,471.41,471.4kN0%≤3%SANS 10162-1 cl.13.3.1 + Table 1
Utilisation pure-axial UC203x46 L4.0 Cf=600kN0.560910.56091(util)0%≤2%SANS 10162-1 cl.13.8.2(b/c)
Steel bending & shear (SANS 10162-1)8 / 8
CaseSTATIXReferenceUnitErrorTol.Basis
Cr compression UC203x46 S355 L=4m1,069,695.61,069,695.6N0%≤2%SANS 10162-1 cl.13.3.1
Mr bending compact restrained UB254x37154,318.5154,318.5N.m0%≤2%SANS 10162-1 cl.13.5
Mr Class-3 elastic (synthetic plate girder)2,293,673.72,293,673.7N.m0%≤2%SANS 10162-1 cl.13.5 (Class 3)
Mr unrestrained LTB UB254x37 Ly=6m64,511.164,511.1N.m0%≤2%SANS 10162-1 cl.13.6
Vr shear stocky web UB254x37347,340.2347,340.2N0%≤2%SANS 10162-1 cl.13.4.1
Vr shear intermediate band (synthetic hw=70)1,428,597.71,428,597.7N0%≤2%SANS 10162-1 cl.13.4.1
Vr shear slender/elastic web (synthetic hw=96)938,671.9938,671.9N0%≤2%SANS 10162-1 cl.13.4.1
Bending utilisation UB254x37 L=6m w=20kN/m0.578390.57839-0%≤2%SANS 10162-1 cl.13.5
Steel beam-column interaction (SANS 10162-1)6 / 6
CaseSTATIXReferenceUnitErrorTol.Basis
Cr compression capacity — UC203x46, L=4.0m, K=1 (minor governs)1,069.71,069.7kN0%≤2%SANS 10162-1 cl.13.3.1
Mr bending capacity — UB254x37, restrained, Class 1 (plastic)154.319154.319kN·m0%≤2%SANS 10162-1 cl.13.5
Beam-column biaxial (short/compact) — N=600kN + Mx=60 + My=200.803690.80369ratio0%≤2%SANS 10162-1 cl.13.8.2(a/b)
Tension + biaxial bending — T=500kN + Mx=50 + My=150.784720.78472ratio0%≤2%SANS 10162-1 cl.13.8/13.9 (tension+bending)
Compression + minor-axis bending, slender — L=4.0m, N=300kN + My=250.521510.52151ratio0%≤2%SANS 10162-1 cl.13.8.2(b)
Compression + strong-axis bending, slender, LTB-suppressed — L=6.0m, N=400kN + Mx=450.614760.61476ratio0%≤2%SANS 10162-1 cl.13.8.2(b)
Steel member design (EN 1993-1-1)7 / 7
CaseSTATIXReferenceUnitErrorTol.Basis
EN Nb,Rd buckling (UC203x46, 4.0m)1,072,954.21,072,954.2N0%≤2%EN 1993-1-1 cl.6.3.1
EN Mc,Rd = Wpl*fy pin (UB254x37)171,465171,465N.m0%≤2%EN 1993-1-1 cl.6.2.5
EN Mb,Rd LTB (UB254x37, 6.0m)69,917.869,917.8N.m0%≤2%EN 1993-1-1 cl.6.3.2.3
EN Nb,Rd hollow curve a (SHS150, 5.0m)675,738.4675,738.4N0%≤2%EN 1993-1-1 cl.6.3.1
EN Npl,Rd tension (UB254x37)1,675,6001,675,600N0%≤2%EN 1993-1-1 cl.6.2.3
EN interaction 6.62 util (UB254x37 braced)0.762130.76225-0.015%≤3%EN 1993-1-1 cl.6.3.3 eq.6.62
EN compression util NEd/Nb,Rd (UC203x46, 800kN)0.745610.74561-0%≤2%EN 1993-1-1 cl.6.3.1
RC beam design (SANS 10100 / BS 8110)10 / 10
CaseSTATIXReferenceUnitErrorTol.Basis
Singly-reinf K (300x550, fcu30, M=250kNm)0.115690.11569-0%≤2%SANS 10100: K=M/(fcu*b*d^2)
Singly-reinf lever arm z415.765415.765mm0%≤2%SANS 10100: z=d(0.5+sqrt(0.25-K/0.9))<=0.95d
Singly-reinf AsReq1,535.91,535.9mm20%≤2%SANS 10100: As=M/(0.87*fy*z)
Doubly-reinf As2 comp steel (K>0.156, M=350kNm)512.071512.071mm20%≤2%SANS 10100: As'=(M-Kbal*fcu*b*d^2)/(0.87*fy*(d-d'))
Doubly-reinf total AsReq2,543.22,543.2mm20%≤2%SANS 10100: As=Kbal*fcu*b*d^2/(0.87*fy*z)+As2
Doubly-reinf comp-steel flag set11bool0%≤0.1%SANS 10100: K>Kbal=0.156 triggers compression steel
Min-steel governs (small M=40kNm)234234mm20%≤2%SANS 10100 Table 23: As,min=0.0013*b*h
Shear stress v=V/bd (V=350kN)2.3812.381MPa0%≤2%SANS 10100 cl.4.3.4: v=V/(b*d)
Concrete shear vc (Table 5, rho from provided bars)0.652650.65265MPa0%≤3%SANS 10100 Table 5: vc=0.79*(100As/bd)^(1/3)*(400/d)^(1/4)/1.25*(fcu/25)^(1/3)
Bending capacity utilisation uBend0.378080.37808-0%≤2%STATIX concrete-limited bend util: uBend=K/(Kbal+0.15)
RC column N-M (SANS 10100 / BS 8110)5 / 5
CaseSTATIXReferenceUnitErrorTol.Basis
RC col squash Nuz2,793,708.52,793,708.5N0%≤0.5%BS 8110 cl.3.8.4.5 (Nuz) / SANS 10100
RC col Mux @N=0 (pure bending)158.61158.614kNm0.003%≤2%BS 8110 cl.3.4.4.1 / SANS 10100 cl.4.3.3
RC col Mux @N=1500kN223.643223.653kNm0.005%≤2%BS 8110 cl.3.8.4 / SANS 10100 strain-comp
RC col bending-governed util (N=600,Mx=250)0.970350.97023-0.012%≤2%BS 8110 cl.3.8.4.5 / SANS 10100
RC col interaction util (N=1500,Mx=180)0.804850.80482-0.005%≤2%BS 8110 cl.3.8.4 / SANS 10100
RC slab design & punching shear22 / 22
CaseSTATIXReferenceUnitErrorTol.Basis
Simply-supported slab strip — design moment M46.87546.875kN·m/m0%≤1%M=wL²/8
Simply-supported slab strip — effective depth d169169mm0%≤1%d=h-cover-φ/2
Simply-supported slab strip — K = M/(fcu·b·d²)0.054710.05471-0.005%≤2%K=M/(fcu·b·d²)
Simply-supported slab strip — reinforcement As741.262741.3mm²/m0.005%≤2%As=M/(0.87fy·z)
Continuous slab strip — design moment M43.243.2kN·m/m0%≤1%M=wL²/10
Continuous slab strip — reinforcement As570.992571mm²/m0.001%≤2%As=M/(0.87fy·z), z=0.95d
Punching shear, interior column — control perimeter u14,741.64,741.6mm0%≤1%§6.4.2 u1=2(cx+cy)+2π·2d
Punching shear, interior column — applied shear stress vEd0.873120.8731MPa0.003%≤2%§6.4.3 vEd=β·V/(u1·d)
Punching shear, interior column — concrete shear resistance vRd,c0.706370.7063MPa0.01%≤2%§6.4.4 vRdc
Punching shear, interior column — maximum shear resistance vRd,max5.285.28MPa0%≤2%§6.4.5 vRdmax=0.5νfcd
Punching shear, interior column — column-face shear stress2.5882.588MPa0%≤2%§6.4.3 face stress
Punching shear, interior column — β factor (no moment transfer)1.151.15-0%≤1%§6.4.3(6) interior
Punching shear with moment transfer — eccentricity e166.667166.667mm0%≤2%§6.4.3 e=MEd/VEd
Punching shear with moment transfer — β(eccentricity)1.6161.616-0.001%≤2%§6.4.3 β(ecc)
Punching shear with moment transfer — applied shear stress vEd1.2271.227MPa0.002%≤2%§6.4.3 vEd with β>1.15
Punching shear, edge column — control perimeter u12,770.82,770.8mm0%≤1%§6.4.2 edge u1=2cx+cy+π·2d
Punching shear, edge column — β factor1.41.4-0%≤1%§6.4.3(6) edge
Punching shear, edge column — column-face shear stress2.82.8MPa0%≤2%§6.4.3 edge face stress u0=2cx+cy
Punching shear, corner column — control perimeter u11,228.31,228.3mm0.002%≤1%§6.4.2 corner u1=cx+cy+(π/2)·2d
Punching shear, corner column — size factor k22-0%≤1%§6.4.4 k≤2.0
Punching shear, corner column — concrete shear resistance vRd,c0.745740.7457MPa0.005%≤2%§6.4.4 vRdc k=2
Punching shear, corner column — applied shear stress vEd1.5261.527MPa0.002%≤2%§6.4.3 corner vEd β=1.5
Pad & combined footings9 / 9
CaseSTATIXReferenceUnitErrorTol.Basis
Strip footing: serviceability bearing pressure p = N/B140140kPa0%≤2%SANS 10100 / BS 8110 (bearing)
Pad footing: max bearing pressure qmax (concentric)166.667166.667kPa0%≤2%BS 8110 (bearing, e=0)
Pad footing: flexural steel As, long (X) direction1,063.71,063.7mm2/m0%≤2%BS 8110 cl.3.4.4
Pad footing: flexural design moment Mx, long direction211.25211.25kNm/m0%≤2%BS 8110 cl.3.11.2.2
Pad footing: one-way (beam) shear, X-direction governs0.358610.35861MPa0.001%≤2%BS 8110 cl.3.7.7.2
Pad footing: one-way (beam) shear, Y-direction governs (flipped pad)0.40770.4077MPa0.001%≤2%BS 8110 cl.3.7.7.2 (Y-direction)
Pad footing: punching shear on 1.5d perimeter0.133920.13392MPa0.004%≤2%BS 8110 cl.3.7.7.2 (1.5d perimeter)
Pad footing: column-face punching crush check v0 (max shear stress)2.0192.019MPa0%≤2%BS 8110 cl.3.7.7.2 (column-face crush)
Pad footing: punching crush limit vmax = 0.8*sqrt(fcu)4.3824.382MPa0%≤2%BS 8110 cl.3.7.7.2
Timber design (SANS 10163)7 / 7
CaseSTATIXReferenceUnitErrorTol.Basis
timber C24 50x228 bending utilisation (EN, kmod0.8, gM1.3)0.781490.78149ratio0%≤2%EN 1995-1-1 cl.6.1.6
timber C24 50x228 shear utilisation (EN, kcr0.67)0.797820.79782ratio0%≤2%EN 1995-1-1 cl.6.1.7
timber C24 50x228 compression util with kc (EN, L=1.0m)0.603960.60396ratio0%≤2%EN 1995-1-1 cl.6.3.2
timber C24 buckling factor kc (weak axis, EN 6.3.2)0.561940.56194-0%≤2%EN 1995-1-1 cl.6.3.2
timber C24 combined compression+bending (EN 6.2.4)1.0731.073ratio0%≤2%EN 1995-1-1 cl.6.2.4
timber C24 bending util SANS partial factor (gM=1/0.85)0.707230.70723ratio0%≤2%SANS 10163-2
timber GL28h 90x400 glulam bending util (EN, gM=1.25)0.697540.69754ratio0%≤2%EN 1995-1-1 cl.6.1.6 / EN 14080
Masonry design (SANS 10164)3 / 3
CaseSTATIXReferenceUnitErrorTol.Basis
Masonry f_k (clay f_b=20 / GP f_m=10)8.9358.935MPa0%≤2%EN 1996-1-1 cl.3.6.1.2 eq(3.2)
Masonry capacity reduction Phi (h/t=10)0.838230.83823-0%≤2%EN 1996-1-1 cl.6.1.2.2/Annex G
Masonry vertical utilisation (NEd=200 kN/m)0.59650.5965-0%≤2%EN 1996-1-1 cl.6.1.2.1
Cold-formed sections (Direct Strength Method)3 / 3
CaseSTATIXReferenceUnitErrorTol.Basis
Cold-formed Winter factor rho (CFC200, d/t=100)0.365460.36546-0%≤2%SANS 10162-2 / AISI S100 eff.width
Cold-formed bending resistance Mr (CFC150)8.2368.236kNm0%≤2%SANS 10162-2 cl.13 (phi=0.9, Zeff)
Cold-formed bending utilisation (CFC200, M=5 kNm)0.485470.48547-0%≤2%SANS 10162-2 interaction

Eleven categories, 88 cases, tolerances of 1–3% (2% typical).

3. Connection design — 43 of 43 pass

EN 1993-1-8 component-method connection engines: single-bolt and weld resistances, the T-stub/end-plate moment-resistance assembly, column-web panel components, base plates and anchors, simple shear connections, and hollow-section (CHS/RHS) joints.

Sources. EN 1993-1-8 Table 3.4 (bolt shear/tension/bearing) and §4.5.3 (fillet welds, directional method); EN 1993-1-8 §6.2.4–§6.2.7 (T-stub and end-plate Mj,Rd component assembly) and §6.2.6 (column-web panel shear/compression/tension); EN 1993-1-8 §6.2.5/§6.2.8 (base plates) and EN 1992-4 §7.2.1 (anchor concrete cone and steel tension); SCI P358 check 4 (fin-plate beam-web bending, low- and high-shear cases); and EN 1993-1-8 §7 (CHS/RHS joint chord-face plastification, punching shear and chord shear).
Bolts & welds (EN 1993-1-8 Table 3.4 / 4.5.3)9 / 9
CaseSTATIXReferenceUnitErrorTol.Basis
M16 8.8 double shear (shank, threads out)154.368154.368kN0%≤2%EN 1993-1-8 Tbl 3.4 Fv,Rd=av*fub*A/gM2
M24 8.8 single shear (threads in plane)135.552135.552kN0%≤2%EN 1993-1-8 Tbl 3.4 Fv,Rd, A=As
M30 10.9 single shear (threads in, av=0.5)224.4224.4kN0%≤2%EN 1993-1-8 Tbl 3.4 av=0.5 for 10.9
M24 10.9 bolt tension Ft,Rd254.16254.16kN0%≤2%EN 1993-1-8 Tbl 3.4 Ft,Rd=0.9*fub*As/gM2
M24 8.8 combined V+T interaction ratio1.1171.117-0%≤2%EN 1993-1-8 Tbl 3.4 Fv/FvRd+Ft/(1.4FtRd)<=1
M16 bearing: ab(e1) & k1(e2) both governing39.52239.522kN0%≤2%EN 1993-1-8 Tbl 3.4 Fb,Rd=k1*ab*fu*d*t/gM2
M20 bearing INNER: ab(p1) & k1(p2)129.119129.119kN0%≤2%EN 1993-1-8 Tbl 3.4 inner-bolt ab & k1
Fillet weld angled (directional sigma_perp+tau_par)0.28420.2842-0%≤2%EN 1993-1-8 4.5.3.2 directional method
Net-section Nu,Rd M24 S355 (3 holes, d0=26)516.499516.499kN0%≤2%EN 1993-1-1 6.2.2.2 Nu,Rd=0.9*Anet*fu/gM2
T-stub & end-plate moment resistance (EN 1993-1-8 §6.2)8 / 8
CaseSTATIXReferenceUnitErrorTol.Basis
T-stub mode 3 (bolt tension) M20 10.9 single row145.653145.653kNm0%≤2%EN 1993-1-8 6.2.4 mode3 / 3.6.1 Ft,Rd=0.9fub·As/γM2
T-stub mode 1 (plate full yield) 10mm S275 end-plate63.44663.446kNm0%≤2%EN 1993-1-8 6.2.4 mode1 FT1=4Mpl1/m; Mpl1=0.25·leff1·tf²·fy/γM0 (6.2.6.5)
T-stub mode 2 (plate+bolt prying) 15mm end-plate134.223134.223kNm0%≤2%EN 1993-1-8 6.2.4 mode2 FT2=(2Mpl2+n·ΣFt)/(m+n); leff2=4m+1.25e
Column flange in bending mode 2 (thick plate, UC254 flange governs)157.878157.878kNm0%≤2%EN 1993-1-8 6.2.6.4 + 6.2.4 mode2 (m_c,n_c,leff Tbl 6.4; fy step EN10025 t>16)
Extended end-plate 2 rows (extension row above tension flange)343.909343.909kNm0%≤2%EN 1993-1-8 6.2.6.5 extension T-stub (Tbl 6.6 mx/ex) + 6.2.7; Mj,Rd=2Ft,Rd·Σh
Flush 2-row — column web panel shear cap governs (β=1)212.665212.665kNm0%≤2%EN 1993-1-8 6.2.6.1 Vwp,Rd + 6.2.7.2(7) ΣFtr≤Vwp,Rd/β; top-down reduction
Flush 2-row β=0 double-sided (no panel cap, group governs)250.714250.714kNm0%≤2%EN 1993-1-8 6.2.7.2(7) β=0 (no Vwp cap) + 6.2.4.2 group — quantifies the ~15% modeling gap
Column web tension row capped by column web compression89.48589.485kNm0%≤2%EN 1993-1-8 6.2.6.3 (ω·beff·twc·fy) capped by 6.2.6.2 (col web compression)
Column web panel components (EN 1993-1-8 §6.2.6)6 / 6
CaseSTATIXReferenceUnitErrorTol.Basis
Vwp,Rd column web panel shear (S355, formula Avc) §6.2.6.1555.235555.235kN0%≤2%EN 1993-1-8 §6.2.6.1 Vwp,Rd=0.9·fy·Avc/(√3·γM0)
Vwp,Rd column web panel shear (S460, tf20 fy-step 440) §6.2.6.11,001.41,001.4kN0%≤2%EN 1993-1-8 §6.2.6.1 + EN10025-2 S460 t>16 fy=440
Fc,wc,Rd column web in compression (stocky, ρ=1) §6.2.6.21,235.41,235.4kN0%≤3%EN 1993-1-8 §6.2.6.2 ω·kwc·ρ·beff·twc·fy/γM0, ρ=1 (λp≤0.72)
Fc,wc,Rd column web in compression (slender, ρ<1) §6.2.6.2350.301350.301kN0%≤3%EN 1993-1-8 §6.2.6.2 ρ=(λp−0.2)/λp² (λp>0.72)
Ft,wc,Rd column web in tension (beff=col-flange leff) §6.2.6.3846.32846.32kN0%≤3%EN 1993-1-8 §6.2.6.3 Ft,wc,Rd=ω·beff·twc·fy/γM0
Mj,Rd governed by column web panel shear — back-out §6.2.7.2(7)202.253202.253kNm0%≤4%EN 1993-1-8 §6.2.7.2(7) ΣFtr≤Vwp,Rd/β; Mj,Rd=Vwp,Rd·h; gov=column web shear panel
Base plates & anchors (EN 1993-1-8 §6.2.5/6.2.8, EN 1992-4)7 / 7
CaseSTATIXReferenceUnitErrorTol.Basis
Base plate — bearing strength fjd (betaj=2/3, kj=2.0, C40/50)35.57335.573MPa0%≤2%EN 1993-1-8 §6.2.5
Base plate — concentric Nj,Rd, H-shaped Aeff (HEB240, S275, C25/30)1,787.51,787.5kN0%≤2%EN 1993-1-8 §6.2.5 (H-shaped effective area)
Base plate under moment — anchor tension force Ft (couple about compression flange)460.859460.859kN0%≤3%EN 1993-1-8 §6.2.8 / §6.2.5
Base plate anchors — tension resistance Ft,Rd per bolt (M24 class 8.8)203.328203.328kN0%≤2%EN 1993-1-8 Table 3.4
Anchor concrete cone — cast-in CRACKED single anchor (k1=8.9)99.28499.284kN0%≤2%EN 1992-4 §7.2.1.4, Table 7.1
Anchor steel tension NRd,s — post-installed threaded M20 (2 anchors)261.333261.333kN0%≤2%EN 1992-4 §7.2.1.3
Anchor cone group — 2 cast-in non-cracked anchors, spacing spread (Ac,N/Ac0,N)132.96132.96kN0%≤3%EN 1992-4 §7.2.1.4
Simple shear connections (fin plate, cleat, splice)7 / 7
CaseSTATIXReferenceUnitErrorTol.Basis
Bolt shear Fv,Rd - M24 10.9 threads141.2141.2kN0%≤2%EN 1993-1-8 Tab 3.4
Bolt bearing Fb,Rd - edge-governed k1 (e2=30)96.53896.538kN0%≤2%EN 1993-1-8 Tab 3.4 (k1 via e2)
Plate net-section tension Nu,Rd - M24, fu=510326.074326.074kN0%≤2%EN 1993-1-1 6.2.3(2)
Fin plate eccentric bolt-group max resultant (n=4)51.5451.54kN0%≤2%EN 1993-1-8 elastic vector bolt group
Fin plate beam-web ABCD bending MRd - low shear (P358 ck4)25.00425.004kN.m0%≤2%SCI P358 check 4 (low shear)
Fin plate beam-web ABCD bending MRd - high shear reduced (P358 ck4)42.67442.674kN.m0%≤2%SCI P358 check 4 (high shear, Mc,BC reduced; highShear=true)
Fin plate eccentric block tearing Veff,2 (EN 3.10.2(3))531.227531.227kN0%≤2%EN 1993-1-8 3.10.2(3)
Hollow-section (CHS/RHS) joints (EN 1993-1-8 §7)6 / 6
CaseSTATIXReferenceUnitErrorTol.Basis
CHS X-joint — chord-face plastification162.856162.856kN (Nface, X-branch)0%≤2%EN 1993-1-8 Table 7.2 (X): kp·fy0·t0²·[5.2/(1−0.81β)]/(sinθ·γM5)
CHS T-joint — chord compression stress factor kp234.057234.057kN (Nface, kp=0.712)0%≤2%EN 1993-1-8 Table 7.2 (T/Y) + kp=1−0.3n(1+n)
CHS K-joint gap — chord-face plastification (kg)509.451509.451kN (Nface, kg=1.909)0%≤2%EN 1993-1-8 Table 7.2 (K/N gap): kp·fy0·t0²·(1.8+10.2β)·kg/(sinθ·γM5)
CHS T-joint — chord punching shear1,1191,119kN (Npunch, applies=true)0%≤2%EN 1993-1-8 Table 7.2: (fy0/√3)·t0·π·d1·(1+sinθ)/(2sin²θ)/γM5
CHS Y-joint θ=45° — chord-face plastification226.281226.281kN (Nface, 1/sinθ)0%≤2%EN 1993-1-8 Table 7.2 (T/Y) with sinθ inclination
CHS K-joint — chord shear resistance1,016.11,016.1kN (Nchordshear=Vpl0/sinθ)0%≤2%EN 1993-1-8 §7.2: Av=2·d0·t0, Vpl0=Av·fy0/(√3), /sinθ

Six categories, 43 cases, tolerances of 2–4%.

4. Build self-certification — 44 of 44 pass

Beyond the three benchmark suites above, every build runs a broader self-certification pack spanning closed-form formulas, the FEM solver's beam-statics sanity checks, steel and RC member design, slab finite-element results against classical thin-plate theory, and a bit-level round-trip of the project file format.

Sources. The same code families as sections 1–3 above (SANS 10162-1, EN 1993-1-1, EN 1993-1-8, SANS 10100/BS 8110), plus Timoshenko & Woinowsky-Krieger's Theory of Plates and Shells (Navier-series thin-plate solutions) for the slab finite-element section, and a bit-level comparison for the SAF (Structural Analysis Format) file round-trip.
Closed-form benchmarks29 / 29
CaseSTATIXReferenceUnitErrorTol.Basis
RC beam flexure — singly reinforced1,294.61,294.6mm2 (As req)0.003%≤0.39%BS 8110 / SANS 10100 · Mosley & Bungey, rect. beam K<0.156
RC beam lever-arm z386.039386mm (lever arm z)0.01%≤0.39%BS 8110 cl. 3.4.4.4 · z = d(0.5+sqrt(0.25-K/0.9)) <= 0.95d
Bolt shear M20 8.8 (1 plane, threads in)94.0894.1kN (Fv,Rd)0.021%≤1.59%EN 1993-1-8 Tbl 3.4 · Fv,Rd = av*fub*As/gM2 = 0.6*800*245/1.25
Bolt tension M20 8.8141.12141.1kN (Ft,Rd)0.014%≤1.06%EN 1993-1-8 Tbl 3.4 · Ft,Rd = k2*fub*As/gM2 = 0.9*800*245/1.25
Fillet weld directional utilisation0.465660.4657(weld util)0.01%≤2.15%EN 1993-1-8 cl. 4.5.3.2 · a=5mm fu=410 fPerp=600 N/mm: vm/(fu/(bw*gM2))
Wind basic velocity pressure qb640640Pa (qb)0%≤0.16%EN 1991-1-4 / SANS 10160-3 · qb = 0.5*rho*Vb^2 = 0.5*1.25*32^2 = 640 Pa
Wind wall Cpe — windward zone D0.80.8(Cpe,D)0%≤0.13%EN 1991-1-4 Tbl 7.1 · Vertical wall windward cpe,10 = +0.8
Section torsion — I warping const Cw126,107.9126,108cm6 (Cw)0%≤0.48%doubly-symmetric I, Cw = Iy*hf^2/4 · IPE300-class 300x150x10.7x7.1 ~ 126000 cm6
Section torsion — RHS closed J1,385.61,385.6cm4 (J)0.002%≤0.58%thin-tube J = 4*Am^2/(ds/t) · RHS 200x100x6 ~ 1386 cm4
Bearing capacity factor Nq (phi=30)18.40118.401(Nq)0.001%≤0.27%Reissner: Nq = e^(pi*tanphi)*tan2(45+phi/2) · Nq = 18.40
Bearing capacity factor Nc (phi=30)30.1430.14(Nc)0.001%≤0.17%Prandtl: Nc = (Nq-1)/tanphi · Nc = 30.14
Bearing capacity undrained Nc (phi=0)5.145.14(Nc, phi=0)0%≤0.19%Prandtl undrained limit · Nc = pi+2 = 5.14
Steel fire — critical temperature θcr539.965540°C (θcr, μ0=0.65)0.007%≤0.37%EN 1993-1-2 cl. 4.2.4 · θcr=39.19·ln(1/(0.9674·μ0^3.833)−1)+482; μ0=0.65 → 540°C
Steel fire — reduction factor ky,θ @ 600°C0.470.47(ky,θ)0%≤1.06%EN 1993-1-2 Tbl 3.1 · effective yield strength ky,θ(600°C) = 0.47
FEM solver — SS beam, central point load3030kN·m (M=PL/4)0%≤1%Beam statics M = PL/4 · P=20kN, L=6m → M_mid = 30 kN·m (recovered via internalForces)
FEM solver — cantilever, tip point load4040kN·m (M=PL)0%≤1%Statics M = P·L · P=10kN, L=4m → M_base = 40 kN·m (recovered via internalForces)
Bolt bearing M20 8.8 (S275 plate)99.39499.4kN0.006%≤0.6%EN 1993-1-8 Table 3.4 · Fb,Rd=2.5·αb·fu·d·t/γM2; e1=40,p1=70,t=10,fu=410 → 99.4 kN
Bolt punching shear M20 (t=10, S275)190.426190.4kN0.014%≤0.63%EN 1993-1-8 Table 3.4 · Bp,Rd=0.6·π·dm·t·fu/γM2; dm=30.8,t=10,fu=410 → 190.4 kN
Block-shear tear-out (bolt group)193.663193.7kN0.019%≤0.62%EN 1993-1-8 §3.10.2 · Veff,Rd=fu·Ant/γM2 + fy·Anv/(√3·γM0); Ant=300,Anv=600,fy=275,fu=410 → 193.7 kN
Net-section tension (2×M20 holes)224.352224.4kN0.021%≤0.67%EN 1993-1-1 §6.2.3 · Nu,Rd=0.9·Anet·fu/γM2; b=120,t=10,2×d0=22,fu=410 → 224.4 kN
End-plate connection — bolt-group shear Vj,Rd151.818151.8kN (0.28·Fv,Rd tension rows)0.012%≤1.98%EN 1993-1-8 (epComponent, P398 shear-row rule) · 4×M24 8.8 threads-in, both rows in tension → 4×0.28×135.6 ≈ 152 kN
CHS T-joint — chord-face plastification160.005160kN (chord face)0.003%≤1.56%EN 1993-1-8 Table 7.2 (T/Y) · N1,Rd=kp·fy0·t0²·(2.8+14.2β²)·γ^0.2/(sinθ·γM5); 168.3×6.3 chord, 88.9 brace, S355 → ≈160 kN
HSFG slip resistance M20 8.8 (class B)43.90443.9kN0.009%≤1.37%EN 1993-1-8 §3.9.1 · Fs,Rd=ks·n·μ·0.7·fub·As/γM3; μ=0.4,n=1 → 43.9 kN
Anchor — concrete cone breakout51.65351.6kN (cone)0.103%≤2.33%EN 1992-4 §7.2.1.4 · NRd,c=k1·√fck·hef^1.5/γMc; k1=7.7,fck=30,hef=150,isolated → 51.6 kN
End-plate Mj,Rd — bolt-governed row (worked ex.)178.99179.254kN·m (2·Ft,Rd·h)0.147%≤5%EN 1993-1-8 §6.2.7 — epComponent assembly · thick plate + heavy column → row mode-3; Mj,Rd = 2·Ft,Rd·h (M24 8.8, h≈0.44m) ≈ 180 kN·m
Column base — bearing strength fjd20.120.1MPa0%≤1.49%EN 1993-1-8 §6.2.5 · fjd=βj·kj·fcd; βj=2/3, kj=1.5, fcd=fck/1.5; fck=30 → 20.1 MPa
Column base — concentric resistance Nj,Rd1,483.61,483.6kN (fjd·Aeff,H)0%≤3%EN 1993-1-8 §6.2.5 (H-shaped effective area) · Nj,Rd=fjd·Aeff,H; c=t√(fy/3fjd); UC203x46 on 350×350×20, fck30 → ≈1484 kN
Base plate — InFaSo DM I Ex 9.1 (HE200B, axial)889.737891kN (Nj,Rd, ±5%)0.142%≤5.05%EN 1993-1-8 §6.2.5 (H-shaped Aeff, published benchmark) · HE200B on 340×340×18 S235, C12/15, kj=2.5, βj=2/3 → Nj,Rd = 891 kN (fjd 13.4 MPa, c 43.5 mm, Aeff 66516 mm²)
Anchor cone — InFaSo DM I Ex 9.2 (cast-in, non-cracked)119.249119kN (cone, cast-in kucr)0.21%≤3.03%EN 1992-4 Table 7.1 (k1=12.7) · 2 headed studs d22, hef=150, C25/30, s=240 → NRd,c = 119.0 kN (ψA=1.533)
Member design (steel + RC)7 / 7
CaseSTATIXReferenceUnitErrorTol.Basis
Cr (UC203x46, 4.0m)1,069.71,069.7kN0%—EN 1993-1-1 / SANS 10162 · BS 8110 / SANS 10100
Mr (UB254x37, restrained)154.319154.319kNm0%—EN 1993-1-1 / SANS 10162 · BS 8110 / SANS 10100
Beam-column interaction11(util)0%—EN 1993-1-1 / SANS 10162 · BS 8110 / SANS 10100
RC beam As (300x600, M=250)1,344.31,344.3mm20%—EN 1993-1-1 / SANS 10162 · BS 8110 / SANS 10100
RC col N-M (400x400, N=2000,M=80)0.938120.93812(util)0%—EN 1993-1-1 / SANS 10162 · BS 8110 / SANS 10100
EN 1993-1-1 χ-based Nb,Rd (≠ SANS)PASSPASS——EN 1993-1-1 §6.3.1
RC column biaxial N-M (Bresler, squash, slenderness)PASSPASS——BS 8110 / SANS 10100
Slab / shell FE vs Timoshenko6 / 6
CaseSTATIXReferenceUnitErrorTol.Basis
SS-Mx7.0587.047kNm/m0.153%≤4%Timoshenko & Woinowsky-Krieger, Theory of Plates & Shells
SS-w1.0971.078mm1.778%≤4%Timoshenko & Woinowsky-Krieger, Theory of Plates & Shells
SS-WoodArmer(bot,~no-top)110%≤0.01%Timoshenko & Woinowsky-Krieger, Theory of Plates & Shells
CL-Mspan3.3163.696kNm/m10.269%≤13%Timoshenko & Woinowsky-Krieger, Theory of Plates & Shells
CL-Medge(hog,extrap)7.7948.208kNm/m5.046%≤12%Timoshenko & Woinowsky-Krieger, Theory of Plates & Shells
CL-w0.338060.33424mm1.144%≤10%Timoshenko & Woinowsky-Krieger, Theory of Plates & Shells
FEM / stability1 / 1
CaseSTATIXReferenceUnitErrorTol.Basis
Pin-pin column LBA αcr · Euler π²EI/L²PASSPASS——EN 1993-1-1 / Euler
Model I/O integrity1 / 1
CaseSTATIXReferenceUnitErrorTol.Basis
SAF (Structural Analysis Format) round-tripPASSPASS——nemetschek SAF

The slab section compares a meshed shell finite-element solution to a closed-form thin-plate (Navier series) solution — two different formulations of the same physics — so it carries wider tolerances (4–13%) than the code-clause and closed-form sections above. Exact tolerance and error are given per row.

5. What this record means — and what it does not

A benchmark record like this one tells you the implementation reproduces known closed-form results and independently re-derived code-clause calculations. That is a necessary condition for trusting the arithmetic behind a structural design tool. It is not sufficient on its own, and it is not a substitute for engineering judgement.

  • Every case re-runs a real STATIX function — model assembly, solve and result recovery, or a design/connection check — through the same code path a user's project uses. Nothing here is a demo or a separately maintained calculation.
  • Reference values are independently computed: a textbook closed form, or a hand-assembled code clause, coded separately from the engine under test.
  • Passing these benchmarks confirms the engine reproduces known answers for known inputs. It does not confirm that a specific project's loads, load paths, boundary conditions or code selections were modelled correctly — that remains the engineer's responsibility, not the software's.
  • A registered professional engineer must still review and take responsibility for every production design. See the engineering disclaimer.
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