Checks a rectangular reinforced concrete footing under one column, loaded by N, M and H, to SIA 262:2025 and SIA 267:2013: the soil with lift-off, the bending, shear and punching of the concrete, the anchorage of the bars, and in service the settlement, the tilt and the bar stresses. Every step shows its formula and the clause it comes from.

What it checks

Loads at the base: E_N,d = N_d + γ_G · (G_f + G_s) (SIA 267 clause 8.5.3.7) and the effective area A′ = (B_x − 2 · |e_x|) · (B_y − 2 · |e_y|), EN 1997-1 D.1.
Bearing, check 1: E_N,d ≤ R_N,d = q_R,d · A′, SIA 267 clause 8.5.3.5, equation (37).
Overturning, check 2: (e_x/B_x)² + (e_y/B_y)² ≤ 1/9 with the favourable loads, SIA 267 clause 8.5.3.6, equations (38) and (39).
Sliding, check 3: E_T,d ≤ R_T,d = E_N,d,inf · tan δ_d/γ_R, SIA 267 clause 8.5.2.2, equation (31), with δ_k ≤ 35°, clause 8.4.1.1, equation (27).
Bending in x and y, checks 4 and 5: m_d ≤ m_Rd at the column face (4.3.2.1), the minimum reinforcement m_Rd ≥ m_cr (4.3.1.2), with m_cr from 4.4.1.3, equations (99) and (100), and the spacing s ≤ min(1.2 · h ; 300 mm) (5.5.3.1).
Shear without stirrups, checks 6 and 7, at d/2 from the column face: v_d ≤ v_Rd = k_d · τ_cd · d_v, 4.3.3.2.1, equations (35) and (36), with ε_v from 4.3.3.2.2, equation (39).
Punching, check 8: V_d = N_d − ΔV_d (4.3.6.2.6) against V_Rd,c = k_r · τ_cd · d_v · u, 4.3.6.3.1, equation (58), with ψ from equation (60) and b_s from equation (61).
Anchorage of the bottom bars, check 9: l_bd from 5.2.5.6, equation (108), within the length available beyond the column face.
Service state: the resultant in the central kern (SIA 267 clause 8.5.4.7), the pressure against σ_adm, the settlement and tilt, check 10, against s_adm and θ_adm (SIA 267 clause 8.5.4.1), and the bar stresses of Table 17, checks 11 and 12.

What you enter and what you get

You enter the footing B_x, B_y and h, the column and its offset, the backfill D_s, the bottom bars, the materials and the weights. For the ultimate state: N_d, M_x,d, M_y,d, H_x,d, H_y,d, γ_G, the pressure distribution, q_R,d, and for overturning and sliding N_d,inf, γ_G,inf, φ′_k and the base roughness. Then k_e, any punching reinforcement, and the anchorage model. In service: the actions, σ_adm, up to three soil layers with t₁, M_E,1 and γ_e,1, and the crack requirements.

You get every check with its utilisation and clause, and the settlements at the four corners. With the Basic plan, it prints as an A4 calculation note.

Assumptions and limits

With the linear distribution the footing is rigid and the base lifts off where the resultant leaves the central kern; the uniform option takes E_N,d/A′ on the effective area.
Sliding counts neither c′ (SIA 267 clause 8.4.1.2) nor the lateral resistance of the soil.
Top bars, where lift-off needs them, are not counted in the bottom-face resistance.
The settlement adds the stresses of the loaded rectangle (Boussinesq) layer by layer, EN 1997-1 F.1, down to z_lim (EN 1997-1 §6.6.2(6)). It is an estimate: creep and consolidation time are not included.

Worked example

A 2.6 × 2.6 m footing, h = 750 mm, under a 0.4 × 0.4 m column, with Ø16 at 150 mm both ways, f_ck = 30 N/mm², N_d = 2,400 kN, M_x,d = 150 kNm, H_x,d = 40 kN, q_R,d = 450 kN/m², N_d,inf = 1,500 kN, φ′_k = 30°, and in service N = 1,700 kN, M_x = 60 kNm on two soil layers. These are the module's own results for its worked example, computed when this page was built.

Inputs
Input	Value	Ref.
Length of the footing in x B_x	2.6 m
Length of the footing in y B_y	2.6 m
Thickness of the footing h	750 mm
Column side in x c_x	0.4 m
Column side in y c_y	0.4 m
Soil cover above the footing D_s	0.45 m
Cover to the bottom bars c	50 mm	§ 5.2.2
Outer (lowest) layer	Bars along x
Bars along x, diameter Ø_x	16 mm
Bars along x, spacing s_x	150 mm
Bars along y, diameter Ø_y	16 mm
Bars along y, spacing s_y	150 mm
Top bars	None
Characteristic compressive strength f_ck	30 N/mm²	§ 3.1.2.2.2
Mean tensile strength f_ctm	2.9 N/mm²	§ 3.1.2.2.4
Modulus of elasticity E_cm	33600 N/mm²	§ 3.1.2.3.3
Largest aggregate size D_max	32 mm	§ 4.3.3.2.1
Characteristic yield strength f_yk	500 N/mm²	§ 3.2.2.2
Modulus of elasticity E_s	205000 N/mm²	§ 3.2.2.4
Unit weight of the reinforced concrete γ_RC	25 kN/m³
Unit weight of the backfill γ_e	19 kN/m³	SIA 267 §1.2.1
Resistance factor for concrete γ_c	1.5	§ 2.4.2.6
Resistance factor for steel γ_s	1.15	§ 2.4.2.6
Duration factor η_t	1.0 — both conditions of 4.2.1.3 met	§ 4.2.1.3
Axial force of the column N_d	2400 kN
Moment in x M_x,d	150 kNm
Moment in y M_y,d	0 kNm
Horizontal force in x H_x,d	40 kN
Horizontal force in y H_y,d	0 kN
Load factor on the weights of footing and soil γ_G	1.35
Pressure distribution for the design of the concrete	Linear, rigid footing (with lift-off)
Design moment per metre	Mean over the width of the footing
Design bearing pressure of the soil (optional) q_R,d	450 kN/m²
Axial force with the favourable loads (optional) N_d,inf	1500 kN	SIA 267 §5.4.1.2
Load factor on the weights, favourable γ_G,inf	1.0	SIA 267 §8.5.2.4 (35)
Angle of internal friction of the soil (optional) φ′_k	30 °
Base of the footing	Rough, failure in the soil: δ = φ′	SIA 267 §8.4.1.1
Partial factor on tan φ′ γ_φ	1.2	SIA 267 §5.3.2.2 t.1
Partial factor on the sliding resistance γ_R	1.0	SIA 267 §8.5.2.1 (30)
Reduction for the moment transfer k_e	Simplified value 0.9 (4.3.6.2.5)	§ 4.3.6.2.5
Punching reinforcement	None	§ 4.3.6.5
Anchorage model of the bottom bars	At the column face, from the bending moment	§ 5.2.5
Ends of the bottom bars	Straight	§ 5.2.5.8
Axial force of the column N	1700 kN
Moment in x M_x	60 kNm
Moment in y M_y	0 kNm
Horizontal force in x H_x	20 kN
Horizontal force in y H_y	0 kN
Load case	Quasi-permanent	Table 17
Admissible soil pressure (optional) σ_adm	300 kN/m²
Settlement and tilt	Calculated from the soil layers	SIA 267 §8.5.4
Soil layers below the base	Two layers
Layer 1, thickness t₁	2.5 m
Layer 1, compressibility from	Modulus M_E
Layer 1, compressibility modulus M_E,1	40 MN/m²	SIA 267 §1.2.1
Layer 1, effective unit weight γ_e,1	20 kN/m³
Layer 2, compressibility from	Modulus M_E
Layer 2, compressibility modulus M_E,2	25 MN/m²	SIA 267 §1.2.1
Layer 2, effective unit weight γ_e,2	10 kN/m³
Depth that counts for the settlement	Added stress down to 20 % of the overburden	EN 1997-1 §6.6.2(6)
Admissible settlement (optional) s_adm	30 mm	SIA 267 §8.5.4.1
Admissible tilt (optional) θ_adm	2 mm/m	SIA 267 §8.5.4.1
Tensile strength for cracking	Mean tensile strength (4.4.1.3)	§ 4.4.1.3
Requirement level	Normal	§ 4.4.2.2.3

Calculation: Section and weights
Step	Value	Ref.
Effective depth, bars along xh − c − Ø_x/2	d_x = 692 mm
Effective depth, bars along yh − c − Ø_x − Ø_y/2	d_y = 676 mm
Steel area, bars along xπ·Ø²/4·1000/s	a_s,x = 1,340 mm²/m
Steel area, bars along y	a_s,y = 1,340 mm²/m
Reinforcement ratiosa_s/(b·d)	ρ_x ; ρ_y = 0.194 ; 0.198 %
Cracking moment per metrek_t·f_ctm·h²/6, k_t = 1/(1 + 0.5·h/3), h in m	m_cr = 241.7 kNm/m	§ 4.4.1.3 (99)(100)
Weight of the footingγ_RC·B_x·B_y·h	G_f = 126.8 kN
Weight of the backfillγ_e·(B_x·B_y − c_x·c_y)·D_s	G_s = 56.4 kN

Calculation: Loads at the base
Step	Value	Ref.
Vertical load at the baseN_d + γ_G·(G_f + G_s)	E_N,d = 2,647.3 kN	SIA 267 §8.5.3.7
Moment at the base, xM_x,d + H_x,d·h + N_d·e_c,x	M_x,b = 180.0 kNm
Moment at the base, yM_y,d + H_y,d·h + N_d·e_c,y	M_y,b = 0.0 kNm
Eccentricity of the resultantM_b/E_N,d; central kern: \|e_x\|/B_x + \|e_y\|/B_y ≤ 1/6	e_x ; e_y = 0.068 ; 0.000 m
Effective area(B_x − 2·\|e_x\|)·(B_y − 2·\|e_y\|)	A′ = 6.406 m²	EN 1997-1 D.1

Calculation: Check 1 — bearing resistance of the soil
Step	Value	Ref.
Bearing on the effective areaE_N,d/(q_R,d·A′)	η = 0.918 · Pass92 % of the capacity used	SIA 267 §8.5.3.5 (37)

Calculation: Check 2 — overturning of the footing
Step	Value	Ref.
Vertical load with the favourable loadsN_d,inf + γ_G,inf·(G_f + G_s)	E_N,d,inf = 1,683.2 kN
Eccentricity of the resultantM_b/E_N,d,inf	e_d,x ; e_d,y = 0.107 ; 0.000 m
Overturning: resultant within the admissible eccentricitye_d/e_gr	η = 0.123 · Pass12 % of the capacity used	SIA 267 §8.5.3.6 (38)(39)

Calculation: Check 3 — sliding on the base
Step	Value	Ref.
Horizontal force at the base√(H_x,d² + H_y,d²)	E_T,d = 40.0 kN
Friction angle of the baseφ′_k ≤ 35°	δ_k = 30.00 °	SIA 267 §8.4.1.1 (27)
Design friction angle of the baseatan(tan δ_k/γ_φ)	δ_d = 25.69 °	SIA 267 §8.5.2.2
Design sliding resistanceE_N,d,inf·tan δ_d/γ_R, c′ not counted	R_T,d = 809.8 kN	SIA 267 §8.5.2.2 (31)
Sliding on the baseE_T,d/R_T,d	η = 0.049 · Pass5 % of the capacity used	SIA 267 §8.5.3.4 (36)

Calculation: Soil pressure for the design of the concrete
Step	Value	Ref.
Largest soil pressureplane through the part in contact, no tension	σ_d,max = 453.1 kN/m²
Part of the base in contact100 % while the resultant stays in the central kern	A_c/A = 100 %
Weights on the footingγ_G·(γ_RC·h + γ_e·D_s), acting downwardsthe net pressure p − g_d loads the cantilevers	g_d = 36.9 kN/m²

Calculation: Design strengths
Step	Value	Ref.
Factor for the brittleness of strong concrete(40/f_ck)^(1/3) ≤ 1	η_fc = 1.000	§ 4.2.1.2 (26)
Design compressive strength of the concreteη_fc·η_t·f_ck/γ_c	f_cd = 20.0 N/mm²	§ 2.4.2.3 (2)
Design yield strength of the steelf_yk/γ_s	f_yd = 434.8 N/mm²	§ 2.4.2.5 (4)
Design shear stress limit0.3·√f_ck/γ_c	τ_cd = 1.10 N/mm²	§ 2.4.2.4 (3)
Aggregate factor48/(16 + D_max·min(1 ; (60/f_ck)²)) ≥ 1.2	k_g = 1.200	§ 4.3.3.2.1 (37)

Calculation: Check 4 — bending in x, bottom bars along x
Step	Value	Ref.
Cantilever from the column faceon the +x side	a_x = 1.100 m
Design moment at the column face∫(p − g_d)·t dt over the cantilever, mean over the width B_y	m_x,d = 241.3 kNm/m
Effective depth	d_x = 692 mm
Bending resistancea_s·f_yd·(d − 0.85·x/2), 0.85·x = a_s·f_yd/f_cda_s = 1,340 mm²/m, x/d = 0.050	m_xRd = 394.8 kNm/m	§ 4.3.2.1
Bending in xm_x,d/m_xRd	η = 0.611 · Pass61 % of the capacity used	§ 4.3.2.1
Minimum reinforcement in x: no brittle failure at crackingm_cr/m_xRd	η = 0.612 · Pass61 % of the capacity used	§ 4.3.1.2
Spacing of the bars along xs_x/s_max	η = 0.500 · Pass50 % of the capacity used	§ 5.5.3.1

Calculation: Check 5 — bending in y, bottom bars along y
Step	Value	Ref.
Cantilever from the column faceon the +y side	a_y = 1.100 m
Design moment at the column face∫(p − g_d)·t dt over the cantilever, mean over the width B_x	m_y,d = 214.6 kNm/m
Effective depth	d_y = 676 mm
Bending resistancea_s·f_yd·(d − 0.85·x/2), 0.85·x = a_s·f_yd/f_cda_s = 1,340 mm²/m, x/d = 0.051	m_yRd = 385.5 kNm/m	§ 4.3.2.1
Bending in ym_y,d/m_yRd	η = 0.557 · Pass56 % of the capacity used	§ 4.3.2.1
Minimum reinforcement in y: no brittle failure at crackingm_cr/m_yRd	η = 0.627 · Pass63 % of the capacity used	§ 4.3.1.2
Spacing of the bars along ys_y/s_max	η = 0.500 · Pass50 % of the capacity used	§ 5.5.3.1

Calculation: Check 6 — shear in x, slab without stirrups
Step	Value	Ref.
Design shear force at d/2 from the column face∫(p − g_d) dt beyond the section, mean over the width	v_x,d = 300.4 kN/m	§ 4.3.3.2.1
Strain for the shear resistancef_yd/E_s·m_d/m_Rd, m_d = 114.9 kNm/m at the section	ε_v = 0.617 ‰	§ 4.3.3.2.2 (39)
Coefficient1/(1 + ε_v·d·k_g)	k_d = 0.661	§ 4.3.3.2.1 (36)
Shear in xv_d/v_Rd	η = 0.599 · Pass60 % of the capacity used	§ 4.3.3.2.1 (35)

Calculation: Check 7 — shear in y, slab without stirrups
Step	Value	Ref.
Design shear force at d/2 from the column face∫(p − g_d) dt beyond the section, mean over the width	v_y,d = 270.3 kN/m	§ 4.3.3.2.1
Strain for the shear resistancef_yd/E_s·m_d/m_Rd, m_d = 103.0 kNm/m at the section	ε_v = 0.567 ‰	§ 4.3.3.2.2 (39)
Coefficient1/(1 + ε_v·d·k_g)	k_d = 0.685	§ 4.3.3.2.1 (36)
Shear in yv_d/v_Rd	η = 0.533 · Pass53 % of the capacity used	§ 4.3.3.2.1 (35)

Calculation: Check 8 — punching around the column
Step	Value	Ref.
Effective depth for punchingmean of the two bottom layers	d_v = 684 mm	§ 4.3.6.2.1
Control perimeterat d_v/2 from the column	u₀ = 3,749 mm	§ 4.3.6.2.2
Net soil reaction inside the control section∫(p − g_d) dA over 1.075 m²	ΔV_d = 381.3 kN	§ 4.3.6.2.6
Design punching forceN_d − ΔV_d	V_d = 2,018.7 kN
Reduction for the moment transfercentred column, simplified value	k_e = 0.90	§ 4.3.6.2.5
Effective control perimeterk_e·u₀	u = 3,374 mm	§ 4.3.6.2.3
Distance to zero momentfrom the column axis to the farther footing edge, where the radial moment vanishes	r_sx ; r_sy = 1.30 ; 1.30 m
Width of the support strip1.5·√(r_sx·r_sy) ≤ min(B_x ; B_y)	b_s = 1.95 m	§ 4.3.6.4.6 (61)
Mean moments in the support stripat the column faces, over b_s	m_sd,x ; m_sd,y = 241.3 ; 214.6 kNm/m	§ 4.3.6.4.5
Rotation of the footing1.5·(r_s/d)·(f_yd/E_s)·(m_sd/m_Rd)^1.5, larger of x and y	ψ = 0.0029	§ 4.3.6.4.1 (60)
Coefficient1/(0.45 + 0.18·ψ·d·k_g) ≤ 2	k_r = 1.140	§ 4.3.6.3.2 (59)
Punching without punching reinforcementV_d/V_Rd,c	η = 0.700 · Pass70 % of the capacity used	§ 4.3.6.3.1 (58)

Calculation: Check 9 — anchorage of the bottom bars beyond the column face
Step	Value	Ref.
Bar stress needed at the column face, bars along xf_yd·m_d/m_Rd	σ_sd = 266 N/mm²
Anchorage length, bars along x50·k_cp·Ø · (σ_sd/435)^1.5 · (25/f_ck)^0.5 · (Ø/20)^(1/3) · (1.5·Ø/c_d)^0.5 ≥ 10·Ø, k_cp = 1.0 (bottom bars, good bond), c_d = 50 mm (105)	l_bd = 224 mm	§ 5.2.5.6 (108)
Anchorage of the bars along xl_bd/l_av	η = 0.214 · Pass21 % of the capacity used	§ 5.2.5
Bar stress needed at the column face, bars along yf_yd·m_d/m_Rd	σ_sd = 242 N/mm²
Anchorage length, bars along y50·k_cp·Ø · (σ_sd/435)^1.5 · (25/f_ck)^0.5 · (Ø/20)^(1/3) · (1.5·Ø/c_d)^0.5 ≥ 10·Ø, k_cp = 1.0 (bottom bars, good bond), c_d = 50 mm (105)	l_bd = 195 mm	§ 5.2.5.6 (108)
Anchorage of the bars along yl_bd/l_av	η = 0.186 · Pass19 % of the capacity used	§ 5.2.5

Calculation: Soil pressure under the service load
Step	Value	Ref.
Vertical load at the baseN + G_f + G_s	V = 1,883.2 kN
Eccentricity of the resultant	e_x ; e_y = 0.040 ; 0.000 m
Largest soil pressure	σ_max = 304.2 kN/m²
Part of the base in contact	A_c/A = 100 %
Resultant in the central kerne/e_kern	η = 0.092 · Pass9 % of the capacity used	SIA 267 §8.5.4.7
Soil pressure against the admissible valueσ/σ_adm	η = 0.958 · Pass96 % of the capacity used

Calculation: Check 10 — settlement and tilt
Step	Value	Ref.
Effective overburden at the base, removed by the excavationγ_e·(D_s + h)the pressure above it loads the ground: net pressure p − σ′_z0	σ′_z0 = 22.8 kN/m²
Mean net pressureE_N/(B_x·B_y) − σ′_z0	p_net = 255.8 kN/m²
Depth of the compressible zone below the baseΔσ_z under the centre = 0.2·σ′_z0(z)	z_lim = 5.83 m	EN 1997-1 §6.6.2(6)
Settlement under the centre, flexible baseΣ Δσ_z·Δz/M_E, Δσ_z from the loaded rectangle (Boussinesq)	s₀ = 17.5 mm	EN 1997-1 F.1
Settlement of the rigid footingmean of the four characteristic points at 0.37·B from the centre	s = 12.8 mm
Settlements at the cornerscorners (−x,−y), (+x,−y), (+x,+y), (−x,+y)	s₁…4 = 7.3 ; 7.9 ; 7.9 ; 7.3 mm	EN 1997-1 §6.6.2(15)
Tilt of the footingdifference of the corner settlements across the footing, divided by its side	θ_x ; θ_y = 0.20 ; 0.00 mm/m	EN 1997-1 §6.6.2(15)
Settlements/s_adm	η = 0.425 · Pass43 % of the capacity used	SIA 267 §8.5.4.1
Tiltθ/θ_adm	η = 0.100 · Pass10 % of the capacity used	SIA 267 §8.5.4.1

Calculation: Check 11 — bar stresses in x (Table 17)
Step	Value	Ref.
Service moment at the column facemean over the width	m_x = 163.1 kNm/m
Cracking momentk_t·f_ctm·h²/6, k_t = 1/(1 + 0.5·h/3)	m_cr = 241.7 kNm/m	§ 4.4.1.3 (99)
Bar stressuncracked section: α_e·m·(d − x)/I	σ_s = 9 N/mm²
Crack limitation at cracking, bars along xσ_s,r/f_yk	η = 0.547 · Pass55 % of the capacity used	Table 17
Crack limitation under the quasi-permanent load, bars along xσ_s/f_yk	η = 0.017 · Pass2 % of the capacity used	Table 17

Calculation: Check 12 — bar stresses in y (Table 17)
Step	Value	Ref.
Service moment at the column facemean over the width	m_y = 152.0 kNm/m
Cracking momentk_t·f_ctm·h²/6, k_t = 1/(1 + 0.5·h/3)	m_cr = 241.7 kNm/m	§ 4.4.1.3 (99)
Bar stressuncracked section: α_e·m·(d − x)/I	σ_s = 8 N/mm²
Crack limitation at cracking, bars along yσ_s,r/f_yk	η = 0.560 · Pass56 % of the capacity used	Table 17
Crack limitation under the quasi-permanent load, bars along yσ_s/f_yk	η = 0.015 · Pass2 % of the capacity used	Table 17

How this module is verified

Verified clause by clause against SIA 262:2025 and against independent calculations used on real projects, before release.

Questions

Where does q_R,d come from?

From the geotechnical report, or from the soil bearing resistance module, which gives q_R,d per unit of effective area.

Linear or uniform soil pressure?

Linear treats the footing as rigid and concentrates the pressure when the base lifts off. Uniform matches the bearing check on A′.

Can I print the calculation?

The full calculation is shown on screen, free and without an account. A print-ready A4 calculation note is part of the Basic plan.

Norm: SIA 262:2025 · Page updated: 29 October 2026

Isolated pad footing to SIA 262

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