Base Plate Calculator report

Untitled project · Rev A

2026-07-20 08:57:21 UTC

SI (mm · kN · MPa)

EN 1993-1-8:2005 + EN 1992-1-1:2004 + EN 1992-4:2018

Inputs summary

Design code

EN 1993-1-8:2005 + EN 1992-1-1:2004 + EN 1992-4:2018

Support type

Pinned base

Column

I-section 200×200 ( $t_{f}$ 15, $t_{w}$ 9)

Column material

S355 ( $f_{y}$ 355.0 MPa)

Base plate

360.0 mm × 360.0 mm × 20.0 mm, S275

Concrete pedestal

450.0 mm × 450.0 mm × 380.0 mm, $f_{c}^{'}$ 25.0 MPa, cracked

Grout

30.0 mm

Anchors

Ø16.0 mm, $h_{e f}$ 250.0 mm, Class 8.8, hex head

Anchor areas

$A_{se}$ 157.0 mm², $A_{b r g}$ 300.0 mm²

Welds

7.0 mm fillet, E70XX

EN factors

$γ_{M 0}$ 1.00, $γ_{M 2}$ 1.25, $γ_{C}$ 1.50, $α_{cc}$ 1.00, $β_{j}$ 0.67

Load case 1 (LC1)

N 200.00 kN, V 25.00 kN / 0 N, M 0.00 kN·m

Schematic

Plan (mm)

Elevation (mm)

Governing summary

Governing check

Tension–shear interaction (EN 1992-4 7.2.3)

Utilisation

2.213 (221.3%)

Overall status

fail

FEA recommended

Yes

Checks

Check	Demand	Capacity	U	Status
Design layout	—	—	—	Pass
No layout conflicts detected.
Joint bearing strength (EC3 6.2.5 / EC2 6.7)	1.54 MPa	13.89 MPa	0.111	Pass
Governing load case: LC1; rigid-contact mode: uniform_full. Concrete design strength $f_{c d} = 16.67 MPa$ and distribution factor $α = 1.250$ . Joint bearing strength $f_{j d} = β_{j} α f_{c d} = 13.89 MPa$ . Bearing utilization is 0.111. The entered grout thickness is within 0.2 times the smaller plate dimension; the grout-strength prerequisite is covered by the stated grout assumption.
Equations used $f_{c d} = α_{cc} f_{c k} / γ_{C}$ (EN 1992-1-1 §3.1.6) $f_{j d} = β_{j} α f_{c d}$ (EN 1993-1-8 §6.2.5)
Compression T-stub / effective area (EC3 6.2.5)	100.00 kN	619.40 kN	0.161	Pass
Governing load case: LC1; compression is on the +x side. Both flange components remain in compression; the more highly loaded flange governs. Additional bearing width $c = 39.3 mm$ ; $A_{e f f} = 26060 mm^{2}$ (envelope 93.6 × 278.6 mm). Compression resistance $F_{C, R d} = f_{j d} A_{e f f} = 619.4 kN$ . This check covers the base-plate/foundation compression component. Column wall/flange member resistance remains part of the separate column design.
Equations used $c = t f_{y} / (3 f_{j d} γ_{M 0})$ (EN 1993-1-8 §6.2.5(4)) $F_{C, R d} = f_{j d} A_{e f f}$ (EN 1993-1-8 §6.2.5)
Tension-side T-stub (EC3 6.2.6 / Table 6.2)	0 N	83.73 kN	0.000	Pass
No load case develops anchor tension; the tension-side T-stub is not engaged. T-stub geometry: $m = 0.0$ mm, $e = 0.0$ mm, $ℓ_{e f f} = 0.0$ mm. Single-anchor tensile resistance $F_{t, R d} = A_{s} f_{u k} / γ_{M s} = 83.7$ kN; T-stub resistance $F_{T, R d} = 83.7$ kN. Prying is included via Modes 1 and 2 (no long-anchor relief credited); the anchor concrete failure modes are checked separately under EN 1992-4.
Equations used $F_{T, 1, R d} = \frac{4 M _{pl, 1, R d}}{m}$ (EN 1993-1-8 Table 6.2 (Mode 1)) $F_{T, 2, R d} = \frac{2 M _{pl, 2, R d} + n \sum F _{t, R d}}{m + n}$ (Mode 2) $F_{T, 3, R d} = \sum F_{t, R d}$ (Mode 3)
Base shear — friction + anchor steel (EC3 6.2.2)	25.00 kN	173.97 kN	0.144	Pass
Governing load case: LC1; contact mode: uniform_full. Friction resistance $C_{f, d} N_{c, E d}$ uses $C_{f, d} = 0.200$ and the solved compression reaction 200000 N → 40.0 kN. Holding-down bolt steel shear $n V_{R d, s}$ = 4 × 33.5 kN = 134.0 kN (EN 1992-4 §7.2.2.3). Concrete edge and pryout modes are verified separately in the EN 1992-4 suite.
Equations used $F_{f, R d} = C_{f, d} N_{c, E d}$ (EN 1993-1-8 §6.2.2(6)) $F_{v, R d} = F_{f, R d} + n V_{R d, s}$ (EN 1993-1-8 §6.2.2 + EN 1992-4 §7.2.2.3)
Anchor steel — tension (EN 1992-4 7.2.1)	0 N	83.73 kN	0.000	Pass
Governing load case: LC1; contact mode: uniform_full. EN 1992-4 §7.2.1.3: $N_{R d, s} = A_{s} f_{u k} / γ_{M s}$ , $γ_{M s} = 1.50$ .
Equations used $N_{R d, s} = A_{s} f_{u k} / γ_{M s}$ (EN 1992-4 / AS 5216)
Concrete cone (EN 1992-4 7.2.1)	0 N	48.15 kN	0.000	Pass
Governing load case: LC1; contact mode: uniform_full. Concrete cone: $N_{R k, c}^{0} = k_{1} f_{c k} h_{e f}^{1.5}$ with $k_{1} = 8.9$ ; projected-area ratio 1.291. $ψ_{s, N} = 0.829$ , $ψ_{r e, N} = 1.000$ , $ψ_{ec, N} = 1.000$ ; $γ_{M c} = 1.5$ .
Equations used $N_{R k, c}^{0} = k_{1} f_{c k} h_{e f}^{1.5}$ (basic cone) $N_{R k, c} = \frac{A _{c, N}}{A _{c, N}^{0}} ψ_{s, N} ψ_{r e, N} ψ_{ec, N} N_{R k, c}^{0}$
Pullout (EN 1992-4 7.2.1)	0 N	37.50 kN	0.000	Pass
Governing load case: LC1; contact mode: uniform_full. Head pullout $N_{R k, p} = k_{2} A_{h} f_{c k}$ with $k_{2} = 7.5$ and $A_{h} = 300$ mm²; $γ_{M c} = 1.5$ .
Equations used $N_{R k, p} = k_{2} A_{h} f_{c k}$ (EN 1992-4 / AS 5216)
Splitting (EN 1992-4 7.2.1)	0 N	48.15 kN	0.000	Pass
Governing load case: LC1; contact mode: uniform_full. Splitting is verified (edge/thickness below the omission threshold); resistance is taken as the concrete-cone value, conservative for cast-in headed fasteners.
Equations used $c \geq 1.5 h_{e f}, h \geq 2 h_{e f}$ (splitting proviso)
Blowout (EN 1992-4 7.2.1)	0 N	21.35 kN	0.000	Pass
Governing load case: LC1; contact mode: uniform_full. Blowout applies (edge $c = 85$ mm $< 0.5 h_{e f}$ ): $N_{R k, c b} = k_{5} c_{1} A_{h} f_{c k}$ , $k_{5} = 8.7$ .
Equations used $N_{R k, c b} = k_{5} c_{1} A_{h} f_{c k}$ (EN 1992-4 / AS 5216)
Anchor steel — shear (EN 1992-4 7.2.2)	6.25 kN	33.49 kN	0.187	Pass
Governing load case: LC1; contact mode: uniform_full. EN 1992-4 §7.2.2.3: $V_{R d, s} = 0.5 A f_{u k} / γ_{M s}$ . A 0.8 grout-pad factor is applied to the shear resistance.
Equations used $V_{R d, s} = 0.5 A_{s} f_{u k} / γ_{M s}$ (EN 1992-4 / AS 5216)
Concrete edge failure (EN 1992-4 7.2.2)	25.00 kN	14.72 kN	1.698	Fail
Governing load case: LC1; contact mode: uniform_full. X-edge breakout: $c_{1} = 85$ mm, area ratio 1.667, $k_{9} = 1.7$ . $ψ_{s, V} = 0.900$ , $ψ_{h, V} = 1.000$ ; $γ_{M c} = 1.5$ . For biaxial shear the full resultant is conservatively applied to the governing edge check.
Equations used $V_{R k, c}^{0} = k_{9} d_{n o m}^{α} ℓ_{f}^{β} f_{c k} c_{1}^{1.5}$ (basic edge) $V_{R k, c} = \frac{A _{c, V}}{A _{c, V}^{0}} ψ_{s, V} ψ_{h, V} ψ_{ec, V} V_{R k, c}^{0}$
Pryout (EN 1992-4 7.2.2)	25.00 kN	96.31 kN	0.260	Pass
Governing load case: LC1; contact mode: uniform_full. Pryout $V_{R k, c p} = k_{8} N_{R k, c}$ with $k_{8} = 2$ ; $γ_{M c} = 1.5$ .
Equations used $V_{R k, c p} = k_{8} N_{R k, c}$ (EN 1992-4 / AS 5216)
Tension–shear interaction (EN 1992-4 7.2.3)	2.213	1.000	2.213	Fail
Governing load case: LC1; contact mode: uniform_full. EN 1992-4 §7.2.3 interaction: steel $(β_{N}^{2} + β_{V}^{2}) = 0.035$ ; concrete $(β_{N}^{1.5} + β_{V}^{1.5}) = 2.213$ .
Equations used $β_{N}^{1.5} + β_{V}^{1.5} \leq 1$ (EN 1992-4 / AS 5216)
Column-to-plate welds (EC3 4.5.3)	54.39 MPa	382.22 MPa	0.142	Pass
Governing load case: LC1. Criterion (a), combined throat stress: $σ_{e q} = 54.4 MPa$ and $f_{u} / (β_{w} γ_{M 2}) = 382.2 MPa$ ( $u_{a} = 0.142$ ). Criterion (b), tensile stress normal to the throat: $σ_{⊥} = 0.0 MPa$ and $0.9 f_{u} / γ_{M 2} = 309.6 MPa$ ( $u_{b} = 0.000$ ). The weaker connected-part strength governs: $f_{u} = 430.0 MPa$ . Electrode classification is retained as an input but is not substituted for parent-steel $f_{u}$ in this EC3 check.
Equations used $σ_{⊥}^{2} + 3 (τ_{⊥}^{2} + τ_{∥}^{2}) \leq \frac{f _{u}}{β _{w} γ _{M 2}}$ (EN 1993-1-8 §4.5.3.2 (a)) $σ_{⊥} \leq \frac{0.9 f _{u}}{γ _{M 2}}$ (§4.5.3.2 (b))

Warnings & scope flags

Governing utilisation is 221.3% — at this level the result should be independently verified, including FEA where appropriate.

Assumptions

The column is centred on the plate and the plate is centred on the concrete pedestal; the anchor pattern is symmetric about both plan axes.
The base plate is treated as rigid: bearing pressure is uniform over the contact block and anchor forces follow rigid-body statics (no plate-flexibility redistribution).
The grout layer has at least the strength of the pedestal concrete and does not govern bearing; its thickness only increases the anchor shear lever arm where a route's sourced method says so.
Moment acts about the section's major axis only; weak-axis and biaxial moment are out of scope in v1.
Anchors are cast-in rods with a hex head or square plate ending. Post-installed (mechanical or adhesive) anchors are out of scope in v1.
Loading is static. Fatigue and seismic anchor provisions are out of scope in v1.
No anchor (supplementary) reinforcement is relied upon — concrete failure modes are checked on the plain-concrete capacities.
Concrete is normal-weight (lightweight-concrete modification factor $λ = 1.0$ ).
The column-to-plate weld is an equal-leg, continuous fillet along the modelled section profile, with effective throat equal to leg size divided by $2$ . The I-section model includes the outer flange faces, inner flange returns, and both web faces; flange-tip returns are conservatively omitted.

Source traceability

MECH_LAYOUTPlan geometry — layout consistency
Pure plan-geometry consistency: plate must envelope the column profile; anchors must fall on the plate and on the pedestal; pedestal must envelope the plate; anchors must clear the column profile. No code coefficients.
EC3_625EN 1993-1-8:2005 · §6.2.5
Column base in compression: the equivalent T-stub resistance is the joint bearing strength times its effective area. Plate bending limits the additional bearing width c around the physical component. I/H uses the flange rectangle; RHS/CHS use the annular strip A_outer−A_inner (unifying P_col(t+2c) / π(d−t)(t+2c) and filled-hole cases) for concentric compression, and a compressed-face strip under moment. Hollow A_eff follows established UK/EN practice; the engineer of record is responsible until a hollow worked-example PDF is filed.
EC2_67EN 1992-1-1:2004 · §6.7
Concentrated concrete bearing resistance for a uniformly loaded area, increased by the square root of the design-distribution-area ratio and capped at three times the base concrete design stress.
MECH_BEARING_EQUILIBRIUMRigid-plate bearing equilibrium
Statics of a rigid plate on a uniform rectangular stress block, with an anchor-row tension couple for large eccentricity. The permitted peak pressure is always supplied by a sourced code check; the kernel resolves equilibrium only.
SCI_P398_BASEPLATESCI P398 — Joints in Steel Construction · 2013 · §5.7 / Appendix E
Public worked-example benchmark applying EN 1993-1-8 §6.2.5 to an I/H-column base plate, including compression-force equilibrium, additional bearing width and effective bearing area.
EC3_TSTUB_TENSIONEN 1993-1-8:2005 · §6.2.6.11–6.2.6.12 / Table 6.2
Base plate in bending and anchor bolts in tension: equivalent T-stub failure modes 1–3 including prying, with circular ( $2 π m$ ) and non-circular ( $4 m + 1.25 e$ ) effective lengths and $M_{pl} = 0.25 l_{eff} t^{2} f_{y} / γ_{M 0}$ .
EN19924_TENSIONEN 1992-4:2018 · §7.2.1
Cast-in headed fastener tension modes: steel $A_{s} f_{u k} / γ_{M s}$ ; concrete cone $N_{R k, c}^{0} = k_{1} f_{c k} h_{e f}^{1.5}$ ( $k_{1} = 8.9$ cracked / $12.7$ uncracked) with the CCD projected-area ratio and $ψ_{s, N} / ψ_{r e, N} / ψ_{ec, N}$ ; pullout $k_{2} A_{h} f_{c k}$ ( $k_{2} = 7.5$ ); splitting (omission thresholds) and side blowout $k_{5} c A_{h} f_{c k}$ ; $γ_{M c} = 1.5$ . Reconstructed from the published CCD method (the EN 1992-4 PDF is not in the supplied set); values are the engineer-of-record's responsibility until the standard is filed.
EC3_BASE_SHEAREN 1993-1-8:2005 · §6.2.2
Base shear resistance: friction under the compressed part ( $C_{f, d} N_{c, E d}$ ) plus holding-down bolt steel shear $n V_{R d, s}$ from EN 1992-4 §7.2.2.3. Concrete edge breakout and pryout remain in the separate EN 1992-4 suite.
EN19924_SHEAREN 1992-4:2018 · §7.2.2
Cast-in headed fastener shear modes: steel $0.5 A f_{u k} / γ_{M s}$ ; concrete edge breakout $V_{R k, c}^{0} = k_{9} d_{nom}^{α} ℓ_{f}^{β} f_{c k} c_{1}^{1.5}$ ( $k_{9} = 1.7$ cracked / $2.4$ uncracked) with the CCD face-area ratio and $ψ_{s, V} / ψ_{h, V}$ ; pryout $k_{8} N_{R k, c}$ ( $k_{8} = 1$ or $2$ ); $γ_{M c} = 1.5$ . Reconstructed from the published CCD method; the engineer of record is responsible for the constants until the EN 1992-4 PDF is filed.
MECH_CCD_GEOMETRYCCD projected-area geometry
Union of idealised breakout rectangles clipped to the member — the geometric half of the concrete capacity design method shared by ACI 318 Ch.17, EN 1992-4, AS 5216 and CSA A23.3 Annex D. All spread scales and strength constants are supplied by the sourced route checks.
EN19924_INTERACTIONEN 1992-4:2018 · §7.2.3
Combined tension–shear interaction: steel $β_{N}^{2} + β_{V}^{2} \leq 1$ and concrete $β_{N}^{1.5} + β_{V}^{1.5} \leq 1$ , the more onerous governing. Reconstructed from the published method.
EC3_WELDSEN 1993-1-8:2005 · 2005 · §4.5.3.2 (directional method)
Directional fillet-weld check on the throat. The combined stress is limited by the weaker joined-part strength divided by $β_{w} γ_{M 2}$ , with a separate tensile stress limit normal to the throat. The correlation factor follows the weaker parent-steel grade.
MECH_WELD_LINE_GROUPElastic weld line-group demand
Classical elastic line method: $f_{z} = N / L_{w} + M c / I_{w}$ , $f_{v} = V / L_{w}$ , resultant $f_{z}^{2} + f_{v}^{2}$ per unit length. Capacities and directional factors belong to the sourced route checks.

This is a preliminary design and verification tool, not a replacement for independent engineering review or FEA.