Wall (Strip) Footing Design

Gross bearing pressure, one-way (cantilever) shear and Whitney-block flexural design for a continuous strip footing under a bearing/shear wall, analyzed per foot of wall, by ACI 318-08.

ACI 318-08ASCE 7

Wall & footing geometry

Wall thicknesstwinTotal wall lengthft

Founding depthDfftFooting widthBft

ThicknessTinCoverin

Wall line loads (unfactored, per ft)

wDkip/ftwLkip/ftwEkip/ft

Soil & bearing

Allowable bearingqaksf

Soil unit weightpcfConcrete unit weightpcf

Materials & reinforcement

f'cksifyksi

Main bar (transverse)Distribution bar (longitudinal)

Everything you have entered is in the address bar, so the link reproduces this exact calculation.

d = 10.69 in · all pass

Section view

Effective depth

10.69 in

Gross bearing demand

2.04 ksf

Factored soil pressure

2.08 ksf

Governing DCR

0.68

Design checks

Check	Ref	Demand	Capacity	DCR	Governs	Status
Bearing (gross, service)	ASCE 7 §2.4	2.04 ksf	3.00 ksf	0.68	Governing combo: D+L	PASS
One-way shear	ACI §11.2.1 / Eq. 11-3	1.27 kip	10.54 kip	0.12	qu = 2.08 ksf (governing combo: 1.2D+1.6L)	PASS
Continuous-strip applicability	Modeling idealization, not a code check	1.00	5.00	0.20	wall length / B = 5.00	PASS

Main (transverse) steel

Mu = 2.34 kip.ft/ft, As req'd = 0.049 in²/ft

#5 @ 12.3 in o.c.

Distribution (longitudinal) steel

As = 0.0018·b·T = 0.302 in²/ft (temperature/shrinkage only)

#4 @ 7.9 in o.c.

Design checks

Check	Demand	Capacity	DCR	Status
Bearing (gross, service)	2.037 ksf	3.000 ksf	0.679	✓ OK
One-way shear	1.268 kip	10.537 kip	0.120	✓ OK

Calculation

1Effective depth
$d = T - \text{cover} - d_b/2$
$d = 14.00 - 3.00 - 0.625/2 = 10.69$
$d$ 10.69 in
2Cantilever moment at the wall face
$M_u = \frac{q_u \, a^2}{2}$
$M_u = \frac{2.08 \times 1.50^2}{2} = 2.34$
$M_u$ 2.34 kip·ft

Notes

Bearing and one-way shear both pass. Governing DCR = 0.68.

What this calculator does not check

There is no two-way (punching) shear check — there is no discrete column here, only a continuous wall.
The distribution (longitudinal) bar, parallel to the wall, is shrinkage/temperature steel only (0.0018·b·T) — it is never designed for a computed longitudinal moment.
This tab has no overturning-moment input at all — only axial line loads (wD/wL/wE). If lateral or seismic overturning governs for this wall, check it by hand.
No biaxial bearing eccentricity and no anchorage/development-length check — carried over from the source as-is.
No published worked example has been reproduced against this port; verification is internal cross-checks with the original tool's own engine, disclosed as such.

Results are for preliminary sizing and educational use. They are not a design and must be reviewed, verified and sealed by a licensed or registered engineer before being used in construction.

wall-strip-footing-design v1.0.0 · ACI 318-08 · input ea77b2f181d25986