Site investigation · In-situ testing
Ménard pressuremeter: modulus, bearing and settlement calculator
Ménard modulus from two points on the pseudo-elastic part of the test curve, net limit pressure, soil class from EM/pL*, then the bearing capacity and Ménard settlement of a footing.
Standard: Ménard method · EM = 2.66(Vs + Vm)Δp/ΔV · settlement with rheological factor α
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Inputs in the worked example
The live calculator starts with these values; change any of them and every result, check and diagram updates instantly.
| Input | Value | Unit |
|---|---|---|
| Pressure at start of pseudo-elastic range | 300 | kPa |
| Volume at p1 | 180 | cm³ |
| Pressure at end of pseudo-elastic range | 900 | kPa |
| Volume at p2 | 260 | cm³ |
| Limit pressure pL | 1200 | kPa |
| Horizontal at-rest pressure p0 | 100 | kPa |
| Probe volume Vs | 535 | cm³ |
| Soil | Clay | |
| Footing width B | 2 | m |
| Shape | Square | |
| Embedment | 1 | m |
| Unit weight γ | 18 | kN/m³ |
| Applied pressure (service) | 250 | kPa |
| Bearing factor k (Ménard chart, 0.8–2.5) | 1.2 |
Worked example — results
| Result | Value | Unit |
|---|---|---|
| Mean volume (V1 + V2)/2 | 220.0 | cm³ |
| EM = 2.66(Vs + Vm)Δp/ΔV | 15,062 | kPa |
| Net limit pressure pL* = pL − p0 | 1,100 | kPa |
| EM / pL* | 13.69 | |
| Rheological factor α | 0.667 | |
| Shape factor λc | 1.10 | |
| Shape factor λd | 1.12 | |
| Overburden γDf | 18.00 | kPa |
| Net pressure q − γDf | 232.0 | kPa |
| Ultimate bearing γDf + k·pL* | 1,338 | kPa |
| Factor of safety qu/q | 5.35 | |
| Deviatoric settlement (2/9EM)q′B0(λd B/B0)^α | 4.94 | mm |
| Spherical settlement (α/9EM)q′λcB | 2.51 | mm |
| Total settlement | 7.45 | mm |
| Required FS | 3.00 | |
| Limit: settlement | 25.00 | mm |
- ✓ Bearing FS ≥ 3
- ✓ Settlement ≤ 25 mm
Method, formulas and assumptions
- Mean volume (V1 + V2)/2 = (180+260)/2 = 220 cm³
- EM = 2.66(Vs + Vm)Δp/ΔV = 2.66*(535+220)*(900-300)/(260-180) = 15062 kPa
- Net limit pressure pL* = pL − p0 = 1200-100 = 1100 kPa
- EM / pL* = 15062/1100 = 13.693
- Rheological factor α = IF(13.693>16,CHOOSE(1,1,2/3,1/2,1/3),IF(13.693>=9,CHOOSE(1,2/3,1/2,1/3,1/4),CHOOSE(1,1/2,1/2,1/3,1/4))) = 0.66667
- Shape factor λc = CHOOSE(1,1.1,1.5,1) = 1.1
- Shape factor λd = CHOOSE(1,1.12,2.65,1) = 1.12
- Overburden γDf = 18*1 = 18 kPa
- Net pressure q − γDf = 250-18 = 232 kPa
- Ultimate bearing γDf + k·pL* = 18+1.2*1100 = 1338 kPa
- Factor of safety qu/q = 1338/250 = 5.352
- Deviatoric settlement (2/9EM)q′B0(λd B/B0)^α = 2/(9*15062)*232*0.6*(1.12*2/0.6)^0.66667*1000 = 4.9424 mm
- Spherical settlement (α/9EM)q′λcB = 0.66667/(9*15062)*232*1.1*2*1000 = 2.5101 mm
- Total settlement = 4.9424+2.5101 = 7.4524 mm
- Required FS = 3 = 3
- Limit: settlement = 25 = 25 mm
- B0 = 0.6 m reference width; formula valid for B ≥ B0. Use EM averaged over the zone of influence (about 8B below the base) in layered ground.
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For preliminary design and education. Check every result against the current standard and your own engineering judgement before use.