Design of foundations in France with the use of Ménard pressuremeter tests (MPM)
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1 Gersevanovskie Chteniya Laboratory and in-situ soil investigation Moscow, 15 April 2009 Design of foundations in France with the use of Ménard pressuremeter tests (MPM) Roger FRANK Ecole nationale des ponts et chaussées UR Navier, CERMES (ENPC-LCPC), Paris 1
2 I. The Ménard pressuremeter : general II. III. IV. Bearing capacity and settlement of shallow foundations Bearing capacity of piles Settlement of piles & laterally loaded piles V. Annexes in Eurocode 7 Part 2 R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
3 I. The Ménard pressuremeter : general CPV SPAD Tubulure R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
4 Lola Pressure-Volume controller Inflated probe Compressed nitrogen bottle R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
5 (from ENV , 1999) R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
6 Pressuremeter probe placement techniques (AFNOR Standard, 1991) R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
7 Allowed boring techniques (pren ISO ) R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
8 Allowed boring techniques (cntd) R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
9 Caption R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
10 Drilling stage length (pren ISO ) R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
11 (from ENV , 1999) R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
12 DOCUMENT APAGEO - XPRESSIO V S + 2V EM = 23 MPa p 2 p f p 1 0 0,2 0,4 0,6 0,8 1 1,2 1,4 1,6 1,8 Pl = 1,7 MPa R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
13 Influence of placement method St-Malo de Phily sand (after Jézéquel, Lemasson & Touzé, 1968) R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
14 Standards NF P Standard in use in France presently. Data recording is mandatory EN ISO Project for European standard under publication. Data recording is optional (procedure B) ASTM D-4719 American standard (1987) R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
15 Pressuremeter soil profile R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
16 Use of in situ test results The direct method ( semi-empirical ) should be preferred i.e direct rules for determining the bearing capacity of foundations from the test results : (and possibly the displacements) q d,n,q c, etc. Specific advantages of the Pressuremeter with the limit pressure p LM : bearing capacity of shallow foundations (q p ) axial bearing capacity of deep foundations (q p and q s ) With the pressuremeter modulus E M : settlement of shallow foundations (s) analysis of the behaviour of deep foundations under transverse loading R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
17 Bearing capacity : the pressuremeter faith q u = q o + k p (p le - p o ) R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
18 18 R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April 2009
19 19 R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April 2009
20 0 4 CHANNEL Ardennes PARIS Armorican Massif BASIN Vosges 48 Jura ATLANTIC OCEAN AQUITAINE BASIN Central Massif Mt-Blanc 4807 m Alps 44 Littoral plains Alluvial valleys Pyrenees Hercynian massifs Tectonic faulting Volcanic rocks 3404m Pic de Aneto MEDITERRANEAN SEA Alpine chains 4 8 Subsidence valleys 150 km Sedimentary basins R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
21 Table 2 Field and laboratory tests feasability after Bustamante & Gianeselli (2006) Test carried out to full design length (1) incomplete test (2) not carried out (3) not applicable (4) PMT pressuremeter (p l ) CPT (q c ) laboratory tests (c u, c', ϕ') SPT (N) (1) including the full length of pile + additional metres below the pile point (2) due to premature refusal for CPT; sampling not possible for laboratory tests; soil strength too high for SPT (3) feasible but not planned when the investigation campaign was decided (4) considered from the beginning as inadequate with respect to soil nature or strength R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
22 Allowable settlements of structures s max δ s max settlement s, differential settlement δs, rotation θ and angular strain α relative deflection and deflection ratio /L ω and relative rotation (angular distortion) β (after Burland and Wroth, 1975) R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
23 Foundations of buildings (Eurocode 7, 1994) * Serviceability limit states (SLS) : β max 1/500 * Ultimate limit states (ULS) : β max 1/150 s max 50 mm δ smax 20 mm Foundations of bridges Moulton (1986) for 314 bridges in the US and Canada : * β max 1/250 (continuous deck bridges) and β max 1/200 (simply supported spans) * s Hmax 40 mm In France, in practice : ULS : β max 1/250 SLS : β max 1/1000 à 1/500 R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
24 The pressuremeter test can be performed in all types of soils and soft rocks It provides the soil engineer with both a failure parameter and a deformation parameter measured in situ R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
25 Conventional categories in F 62-V R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April p l q c (MPa) Soil type (MPa) Clay A soft < 0.7 < 3 Silt B stiff C hard(clay) > 2.5 > 6 Sand A loose < 0.5 < 5 Gravel B medium C dense > 2.5 > 20 A soft < 0.7 < 5 Chalk B weathered > 5 C dense > 3 - Marl A soft Calcareous marl B dense > Rock A weathered (1) B fragmented > (1) use the value of the most similar soil.
26 II. Bearing capacity and settlement of shallow foundations R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
27 Bearing factors for square or circular footings (LCPC, 1988) R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
28 Bearing factors for strip footings (LCPC, 1988) R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
29 Reference stress q réf : Design bearing capacity i δβ reduction factor depends on β, δ, d/b e, D e /B e And γ q = 2 γ q = 3 for ULS for SLS R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
30 Pressuremeter method for settlement prediction R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
31 Ménard s formula for settlement years) is the volumetric settlement is the deviatoric settlement Rheological coefficient α R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
32 Selection of moduli E c and E d E c = E 1 and R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
33 Experimental assessment (Amar et al.,1987) Comparions of estimated 10 year settlements under q u /2 from measurements, Ménard formula and elasticity theory R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
34 III. Bearing capacity of piles (Bustamante & Gianeselli, 1982, under revision, see Bustamante & Gianeselli, 2006, 2008) R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
35 Pressuremeter method : point resistance q u = q o + k p (p le - p o ) Table of bearing factors k p SOIL NON DISPLACEMENT PILE DISPLACEMENT PILE A Clay & Silt B C A Sand & Gravel B C A Chalk B C Marl & Calcareous Marl A B Weak Rock A B 1.1 to to 3.2 (after Bustamante and Gianeselli, 1982) R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
36 Pressuremeter method : unit shaft friction q s = f (soil, p l *; pile + specific conditions) (after Bustamante and Gianeselli, 1982) R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
37 Type of pile CLAY & SILT SAND & GRAVEL CHALK MARL ROCK A B C A B C A B C A B C Drilled no mud Q 1 Q 1 Q 2 (1) Q 2 Q 3 (1) - Q 1 Q 3 Q 4 Q 5 (1) Q 3 Q 4 Q 5 (1) Q 6 Drilled with mud Q 1 Q 1 Q 2 (1) Q 1 Q 2 Q 1 (2) Q 3 Q 2 (2) Q 1 Q 3 Q 4 Q 5 (1) Q 3 Q 4 Q 5 (1) Q 6 Drilled, removed casing Q 1 Q 1 Q 1 Q 2 Q 1 (2) Q 3 Q 2 (2) Q 1 Q 3 Q 3 Q 4 (3) Q 3 Q 4 - Drilled, permanent casing Q 1 Q 1 Q 2 (4) Q 2 Q 3 - Piers (5) Q 1 Q 2 - Q 1 Q 2 Q 3 Q 4 Q 5 Q 6 Steel driven closed-ended Q 1 Q 2 Q 2 Q 3 (4) Q 3 Q 4 Q 4 Driven concrete Q 1 Q 2 Q 3 (4) Q 3 Q 4 Q 4 Driven moulded Q 1 Q 2 Q 2 Q 3 Q 1 Q 2 Q 3 Q 3 Q 4 - Driven coated Q 1 Q 2 Q 3 Q 4 (4) Q 3 Q 4 - Low pressure injected Q 1 Q 2 Q 3 Q 2 Q 3 Q 4 Q 5 - High pressure injected (6) - Q 4 Q 5 Q 5 Q 6 - Q 5 Q 6 Q 6 Q 7 (7) (1)trimmed and grooved at the end of drilling (2)for long piles (longer than 30 m) (3)dry excavation, no rotation of casing (4)in chalk, qs can be very low for some types of piles ; a specific study is needed (5)without permanent casing (rough pile walls) (6)low rate injection and repeated grouting at selected depths (7)(6)plus preliminary treatment of fissured or fractured masses and filling of cavities. R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
38 Design bearing capacity Creep load ND piles : Q c = Q p / 2 + Q s / 1,5 D piles : Q c = Q p / 1,5 + Q s / 1,5 Ultimate limit states : - fundamental combinations : - Q tu / 1.4 Q d Q u / accidental combinations : - Q tu / 1.3* Q d Q u / 1.2 (* for micropiles the minimum is : : -Q tu / 1.2) Serviceability limit states : - rare combinations : - Q tc / 1.4* Q d Q c / quasi-permanent combinations: -0** Q d Q c / 1.4 (for micropiles: * the minimum is - Q tc /1.1 ; ** the minimum is - Q tc /1.4) R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
39 IV. Settlement of piles & laterally loaded piles R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
40 Settlement of piles T-z curves from Ménard pressuremeter modulus E M q s τ q q b q s 2 k τ k τ 5 q b 2 k q k q 5 z z b for fine grained soils : k τ = 2.0 E M /B and k q = 11.0 E M /B for granular soils kt = 0.8 E M /B and k q = 4.8 E M /B (after Frank et Zhao, 1982) R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
41 Example : driven pile in marl (Le Vair) (after Bustamante, Frank & Gianeselli, 1989) 41 R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April 2009
42 Example : screw pile in Ypresian clay (Belgium) Load Q o (kn) settlement S o (mm) measured calculated -40 (Bustamante & Gianeselli, 1993) R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
43 Example : CFA pile in silt and clay (Northern France) B = 0.5 m ; D = 12 m (ISP5 exercise, 2005) 0 E M (MPa) p LM (MPa) 0,0 0,5 1,0 1,5 2,0 2 EM moyen 2 z ( m ) EM-Forage100 EM-Forage-10 EM-Forage20 z (m ) plm moyen plm-forage100 plm-forage10 plm-forage20 (Reiffsteck, 2005) R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
44 Results of the exercise (ISP5) 0 Charge en tête / vertical load (kn) déplacement / settlement (mm) Pieu test/pile tested (Bustamante M. et Gianeselli L.) Antoinet et al. Bahar et al. Robas et Kuder Said et al. Mecsi * * * using Frank & Zhao (1982) 45 Monnet 50 (Reiffsteck, 2005) R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
45 Laterally loaded piles : the Ménard subgrade reaction modulus method P( y) Reaction curve P-Y for long duration loads P( y) 18 E s = E M (2,65 B/Bo) α Bo/B + 3α E s = Ménard reaction modulus R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
46 Extension to lateral thrusts d 4 y EI P(y - g) = 0 dz 4 (LCPC, 1981) R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
47 Example : the Provins pile R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
48 (Bigot, Bourges and Frank, 1982) R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
49 V. Annexes in Eurocode 7 Part 2 In informative annexes : examples of calculation models : Spread foundations : Bearing resistance (Annex E.1) Settlement (Annex E.2) Pile bearing resistance (Annex E.3) (Annexes E.1, E.2 and E.3 are the models of Fascicule 62- V presented above) R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
50 Conclusions for MPM Ménard pressuremeter tests can be performed in all soils and soft rocks It provides for a deformation as well as for a failure parameters These parameters, used with simple rules, charts or softwares (for t-z or p-y approaches) can solve most of the current problems of shallow and deep foundations This vision is fully compatible with Eurocode 7... The rest is a matter of engineering judgement! R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
51 Thank you for your attention! Большое спасибо! Acknowledgments : and R Frank, Design of foundations in France with the use MPM tests, RSSMGFE Seminar, Moscow, 15 April
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