R Frank Pressuremeter testing and foundation design, GT Seminar ...

R Frank Pressuremeter testing and foundation design, GT Seminar, Georgia Tech, Atlanta, 29 April 2013

Pressuremeter testing andfoundation design

[Geotech] SEMINAR MONDAY APRIL 29TH,20132013

Georgia Tech, AtlantaGeorgia Tech, Atlanta

Roger FRANK

Université Paris-Est, Navier, CERMES (ENPC-LCPC), Paris


Contents

� Introduction to design rules. Why use the MPT ?

� Shallow foundations� Axial capacity of piles � Transverse capacity of piles� Conclusions


Main references� Work of Ménard (1954-1967), Cambefort, Gambin, Cassan, etc. � Work of Laboratoires des ponts et chaussées (LPCs) from

1963-… by Amar, Baguelin, Bustamante, Canépa, Frank, Garnier, Jézéquel and others

� 3 synthetical papers:- Gambin, M., Frank, R. (2009) "Direct Design Rules For Piles Using

Ménard Pressuremeter Test", Proc Int Foundation Congress and Equipment Expo’09 (IFCEE’09), Orlando, Florida, ASCE

- Canépa, Y., Garnier J. (2004). "Etudes expérimentales du comportementdes fondations superficielles - Etat de l'art", Proc. Int Symp. Fondsup2003

- Bustamante M., Frank R. (1999) "Current French design practice for axially loaded piles". Ground Engineering (note : MPM & CPT)

� Foundation engng code for public works (Fascicule 62-V, 1993)and course taught at Ecole nationale des ponts et chaussées –under reunder reunder reunder re----drafting to match Eurocode 7drafting to match Eurocode 7drafting to match Eurocode 7drafting to match Eurocode 7…………


Contents

� Introduction to design rules. Why use the MPM?

� Shallow foundations� Axial capacity of piles � Transverse capacity of piles � Conclusions


The Ménard pressuremeter test (MPT)


DOCUMENT APAGEO - XPRESSIO

0

200

400

600

800

1000

1200

0 0,2 0,4 0,6 0,8 1 1,2 1,4 1,6 1,8

p1

p2

pf

EM = 23 MPa

Pl =

1,7

MP

a

VS + 2V1


Pressuremeter soil profilePressuremeter soil profile


Bearing capacity : the pressuremeter ‘faith’

qu = qo + kp (ple - po)


� The pressuremeter test can be performed in all types of soils and soft rocks

� It provides the soil engineer with both afailure parameter and a deformation parameter measured in situ


Use of in situ test results

� The direct method (‘semi-empirical’) should be preferredi.e direct rules for determining the bearing capacity of foundations from the test results : (and possibly the displacements)

Specific advantages of the Pressuremeterwith the limit pressure pLM :

� bearing capacity of shallow foundations (qp)� axial bearing capacity of deep foundations (qp and qs)With the pressuremeter modulus EM : � settlement of shallow foundations (s)� analysis of the behaviour of deep foundations under

transverse loading

Rd,N,qc, etc.


ContentsContents

� Introduction to design rules. Why use the MPM ?

�Shallow foundations� Axial capacity of piles � Transverse capacity of piles� Conclusions


Tests at Jossigny & La Benne (1980s)


LCPC CentrifugeLCPC Centrifuge (Nantes) 1985 (Nantes) 1985 --……


Bearing factors - strip and square footings

(AFNOR, 2013)


Design bearing capacity

Reference stress qréf :

iδβ reduction factor depends on β, δ, d/Be, De/Be

With (model factor) γRD ≈ 1.2andγR;v = 1.4 for ULS

γR;v = 2.3 for SLS


Pressuremeter method for settlement prediction


Ménard’s formula for settlement

years)

is the volumetric settlement

is the deviatoric settlement

Rheological coefficient α


Selection of moduli Ec and Ed

Ec = E 1 and


LPCs 1978-1987


Contents

� Introduction to design rules. Why use the MPM ?

� Shallow foundations

�Axial capacity of piles� Transverse capacity of piles� Conclusions


Pile load tests at Dunkirk (1985)


Revised MPM rules for bearing capacity : kp


Revised MPM rules for bearing capacity : qs


Settlement of piles

t-z curves from Ménard pressuremeter modulus EM(laws of Frank-Zhao, 1982)

for fine grained soils :kτ = 2.0 EM/(2ro) and kq = 11.0 EM/(2ro) for granular soilskτ = 0.8 EM/(2ro) and kq = 4.8 EM/(2ro)


0

2

4

6

8

10

12

14

16

0 10 20 30 40

EM(MPa)

z(m

)

EM moyen

EM-Forage100

EM-Forage-10

EM-Forage20

0

2

4

6

8

10

12

14

16

0,0 0,5 1,0 1,5 2,0

pLM(MPa)

z(m

)

pLM moyen

pLM-Forage100

pLM-Forage10

pLM-Forage20

2nd example : CFA pile in silt and clay (Northern France)

B = 0.5 m ; D = 12 m


0

5

10

15

20

25

30

35

40

45

50

0 200 400 600 800 1000 1200 1400Charge en tête / vertical load (kN)

dépl

acem

ent /

set

tlem

ent (

mm

)

Pieu test/pile tested(Bustamante M. et Gianeselli L.)Antoinet et al.

Bahar et al.

Robas et Kuder

Said et al.

Mecsi

Monnet


Contents

� Introduction to design rules. Why use the MPM (and CPT) ?

� Shallow foundations� Axial capacity of piles

�Transverse capacity of piles� Conclusions


Transverse load tests at Plancoët (1975-…)


P-y curves

with Kf = 2ESM

18 18EsM = EM --------------------------------------------- or EM

--------------------------

4(2,65 B/Bo)α Bo/B + 3α 4(2,65)α + 3α

EsM = Ménard reaction modulus

Short duration Accidental actions


g(z) method

d4y EI ---- + P(y - g) = 0

dz4


Reaction curve for long duration loads


Pile of Provins (1974)


Contents

� Introduction to design rules. Why use the MPM (and CPT) ?

� Shallow foundations� Axial capacity of piles � Transverse capacity of piles

�Conclusions


� The pressuremeter allows the determination of thebearing capacity and of the displacement offoundations

� The base capacity is based on the analogy withthe cavity expansion theory (sounder than limitequilibrium approaches)

� The shaft friction of piles is determined essentiallyin an empirical manner (numerous full scale loadtest results)

� MPM results yield easily p-y and t-z curves.


Eurocode 7 issues/challenges …

� All design rules compatible with Eurocode 7 should be based on pile load test results

� Important role of displacement of foundations ofstructures (more than safety with regard to groundfailure)

� Are we ready of SLS checks only based on displacements? … and is the structural engineerready himself ?


Thank you for your attention !

R Frank Pressuremeter testing and foundation design, GT Seminar ...

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