EN 1992-1-1:2004+A1:2014

EC2 Reinforced Concrete Design

Every calculation shows the clause reference, formula and substituted values — matching the style of the EC3 Steel Design tool. Click a module in the sidebar to start designing.

Beam Design →

Rectangular beam: bending, shear, deflection and crack width. All four ULS/SLS checks with clause refs.

Column Design →

Slenderness (§5.8.3), M-N interaction with strain-compatibility solver, reinforcement limits (§9.5).

Slab Design →

One-way slab: bending per metre width, deflection, punching-shear at column heads (§6.4).

Foundation →

Isolated pad footing: bearing pressure, ULS bending, one-way & punching shear.

Retaining Wall →

Cantilever wall: Rankine active pressure, overturning, sliding, bearing, stem R/C.

Beam · EN 1992-1-1

Rectangular Beam Design

Bending, shear, deflection and crack width — all four checks with full clause traceability.

Section & Materials

Concrete Class fck

Steel Grade fyk

Width b

Depth h

Cover cnom

Link Ø φlink

Bar Ø φbar

Exposure

Cross-Section

Bending Inputs

Design Moment MEd

kNm

Redistribution δ

—

Stress Block (ULS)

Bending Utilisation

—%

—

Bending Design Steps

Shear Inputs

Design Shear VEd

Tension bars n (for ρl)

bars

Link legs nl

legs

Link spacing s

Strut angle θ (21.8°–45°)

Truss Analogy

Shear Utilisation

—%

—

Shear Design Steps

Deflection Inputs

Effective span L

Structural system

As required from Bending

mm²

As provided actual

mm²

As′ compression optional

mm²

Span/Depth Concept

Deflection Utilisation

—%

—

Deflection Check Steps

Crack Inputs

Quasi-perm moment Mqp

kNm

As provided actual

mm²

Bar spacing c/c

Crack width limit wmax

Cracked Section

Crack Width Utilisation

—%

—

Crack Width Steps

Educational use only. Implements EN 1992-1-1:2004+A1:2014 for singly-reinforced rectangular beams under bending (§6.1), variable-strut shear (§6.2), span/depth deflection (§7.4.2) and direct crack width (§7.3.4). Recommended values: αcc = 1.0, γc = 1.5, γs = 1.15, CRd,c = 0.18/γc, ν1 = 0.6(1 − fck/250), αcw = 1.0, K′ = 0.167 for δ = 1.0. Not covered: doubly-reinforced, torsion, punching shear, fire, anchorage/laps, detailing rules of §9. Validate against a peer-reviewed worked example before real use.

Column · EN 1992-1-1

Rectangular Column Design

Slenderness classification (§5.8.3.1), first-/second-order effects, symmetric M-N interaction — every step traceable.

Section & Materials

Concrete Class fck

Steel Grade fyk

Width b

Depth h

Cover cnom

Link Ø φlink

Bar Ø φbar

Total main bars n

bars

Column Section

Slenderness Inputs

Clear height L (between restraints)

End conditions effective-length factor

Axial force NEd

Top moment M02 (larger)

kNm

Bottom moment M01 (smaller, signed)

kNm

Buckling Mode

Slenderness λ / λlim

—%

—

Slenderness Steps

M-N Interaction

Design axial NEd (from above)

Design moment MEd (incl. 2nd-order & min ecc)

kNm

Bar arrangement for M-N

M-N Interaction Diagram

Section Utilisation

—%

—

M-N Capacity Steps

Detailing Check

Link spacing provided

Detailing Status

—

Reinforcement & Link Limits

Educational use only. Implements EN 1992-1-1 §5.8.3 (slenderness), §5.8.8 (nominal-curvature 2nd-order method), §6.1 (M-N capacity via strain-compatibility of symmetric section) and §9.5 (reinforcement/link limits). Assumes rectangular section with symmetric top & bottom reinforcement. Not covered: biaxial bending (§5.8.9), bracing analysis (§5.8.7), fire, splices/laps. Validate against a worked example before real use.

Slab · EN 1992-1-1

One-Way Slab Design

One-way spanning slab (per metre width) — bending, deflection, min/max reinforcement and basic punching-shear at concentrated loads.

Section & Materials

Concrete Class fck

Steel Grade fyk

Slab thickness h

Cover cnom

Bar Ø main

Bar spacing trial

Slab Strip (1 m wide)

Bending Inputs

Design moment (per metre) MEd

kNm/m

Bending Utilisation

—%

—

Bending Design Steps

Deflection Inputs

Effective span L

Structural system

Deflection Utilisation

—%

—

Deflection Steps

Punching Inputs

Applied punch VEd (concentric)

Column width c1 (loaded area)

Column depth c2

β factor load ecc. (1.15 int / 1.4 edge / 1.5 cnr)

—

Provided As (mesh) both dirs, avg

mm²/m

Control Perimeter u1 (2d)

Punching Utilisation

—%

—

Punching Check Steps

Educational use only. One-way slab: same bending & deflection theory as beam applied to a 1 m strip. Punching: §6.4.3 (VRd,c at u1 = 2d from loaded area) and §6.4.5 (VRd,max at column face) — assumes concentric loading with user-supplied β for eccentricity, internal column, no reinforcement for punching (§6.4.5). Not covered: two-way slabs (§5.7), openings, edge/corner columns with full analysis, shear-head reinforcement.

Isolated Pad · EN 1992-1-1

Pad Foundation Design

Rectangular isolated footing under a single column — bearing pressure, ULS bending (both directions), one-way shear and punching shear.

Footing & Column

Concrete Class fck

Steel Grade fyk

Footing length L

Footing width B

Footing depth h

Cover cnom (bottom face)

Bar Ø φbar

Bar spacing c/c both ways

Column c1 along L

Column c2 along B

Footing Plan

Bearing Inputs

SLS axial Nk (unfactored)

SLS moment Mk about y

kNm

Allowable bearing qall

kN/m²

Concrete unit weight

kN/m³

Max Pressure Utilisation

—%

—

Bearing Check Steps

Bending Inputs

ULS axial NEd (factored)

ULS moment MEd

kNm

Bending Utilisation

—%

—

Bending Steps (per m along L direction)

One-way Shear

Critical section at distance d from the face of the column, per §6.2.2 (member without shear reinforcement).

One-way Shear Utilisation

—%

—

One-way Shear Steps

Punching

β factor column eccentricity

—

Control perimeter at 2d from column face per §6.4.2. For pad footings §6.4.4(2) permits reducing the punching capacity check using the net upward pressure inside u1.

Control Perimeter u1

Punching Utilisation

—%

—

Punching Steps

Educational use only. Rectangular isolated pad footing with concentric column. Bearing: linear pressure distribution (trapezoidal or partial contact when e > L/6). Bending: cantilever from column face, per m width. Shear: §6.2.2 one-way at d from face, §6.4 punching at u1 = 2d. Not covered: combined footings, raft/mat foundations, piled foundations, ground water uplift, soil-structure interaction, backfill loads.

Cantilever · EN 1992-1-1 + EN 1997-1

Cantilever Retaining Wall

Cantilever RC retaining wall — active earth pressure (Rankine), stability checks (overturning, sliding, bearing) and stem bending design.

Geometry & Soil

Concrete Class fck

Steel Grade

Retained height H

Base width B

Toe width Bt (front)

Stem thickness at base ts

Base slab thickness tb

Cover cnom

Soil unit weight γ

kN/m³

Friction angle φ′

Surcharge q (line)

kN/m²

Base-soil friction δ (=k·φ)

Allowable bearing qall

kN/m²

Bar Ø stem main

Bar spacing stem c/c

Wall Elevation

Overturning Check

Moments taken about the toe of the base. FoS_ov = M_stab / M_over ≥ 2.0 (traditional) or use §6.5.4 partial factors per DA1.

Overturning FoS

—

Overturning Steps

Sliding Check

Horizontal thrust resisted by base friction (μ·V) — passive earth pressure ignored (conservative). FoS_sl ≥ 1.5 traditional.

Sliding FoS

—

Sliding Steps

Base Bearing

Trapezoidal pressure diagram if resultant is within middle third; triangular if outside (partial contact). qmax ≤ qall.

Bearing Utilisation

—%

—

Bearing Steps

Stem R/C Design

Stem designed as a cantilever with maximum moment at the top of the base slab. ULS design uses partial factors on soil pressure (γG = 1.35, γQ = 1.5 for surcharge).

Stem Utilisation

—%

—

Stem Design Steps

Educational use only. Cantilever retaining wall on cohesionless backfill (c′ = 0). Uses Rankine active pressure Ka = tan²(45 − φ′/2) with vertical back face. Stability by traditional FoS method (overturning ≥ 2.0, sliding ≥ 1.5); pressure by service (SLS) values, stem R/C by ULS with γG = 1.35, γQ = 1.5. Not covered: cohesive soils, layered soils, sloping backfill (β), inclined wall face, water table, seismic (Mononobe–Okabe), Design Approaches 1/2/3 per EC7, base heel/toe R/C.