Single piles in lateral spreads: Field bending moment evaluation

Ricardo Dobry, Tarek Abdoun, Thomas D. O'Rourke, S. H. Goh

    Research output: Contribution to journalArticle

    Abstract

    The results of the six centrifuge models of instrumented single pile foundations presented in a companion paper, are used to calibrate two limit equilibrium (LE) methods to evaluate bending response and factor of safety against bending failure of piles in the field subjected to lateral spreading. These six models simulate single reinforced concrete piles in two- and three-layer soil profiles, mostly end bearing but including also one floating pile, with and without a reinforced concrete pile cap, and one model where the liquefiable sand layer was densified locally around the pile to simulate the effect of pile driving. The measured permanent maximum bending moments in the pile, Mmax, invariably occurred at the boundaries between liquefied and nonliquefied soil layers, and in most cases the moments at such boundaries reached their peak Mmax and then decreased during shaking. These values of Mmax before decrease, which were associated with failure of the soil against the deep foundation, are used to calibrate the two proposed LE engineering methods. For the piles where Mmax was controlled by the pressure of the liquefied soil, the measured prototype Mmax in the centrifuge tests ranged between about 100 and 200 kN m. It is found that a lateral pressure per unit area of pile or pile cap constant with depth (pℓ) of 10.3 kPa, predicts Mmax of the single piles tested within 15%. For the cases where Mmax was controlled by passive failure of the shallow nonliquefied layer, the prototype Mmax measured at the upper and lower boundaries of the liquefied soil in the centrifuge tests ranged between 160 and 305 kN m. The Mmax values of 160-270 kN m measured at the upper boundary were reached during the shaking, and then observed to decrease towards the end of shaking. At the lower boundary, the measured Mmax of 305 kN m was reached at the end of shaking. Use of passive pressure against the pile of the shallow nonliquefiable soil layer, obtained from the ultimate plateaus (pult) of p-y curves, in conjunction with basic pile kinematic considerations and parameters addressed herein, explains well the development of moments measured in the centrifuge at both the upper and lower boundaries of the liquefied layer. This good accord validates the simplified LE prediction of Mmax at the upper boundary. The two proposed simplified engineering LE methods are used to evaluate bending response and distress of end-bearing and floating piles in the Niigata Family Court House building during the 1964 Niigata earthquake, with good agreement between predicted and observed performance.

    Original languageEnglish (US)
    Pages (from-to)879-889
    Number of pages11
    JournalJournal of Geotechnical and Geoenvironmental Engineering
    Volume129
    Issue number10
    DOIs
    StatePublished - Oct 1 2003

    Fingerprint

    Bending moments
    Piles
    pile
    Centrifuges
    Soils
    centrifuge
    Bearings (structural)
    reinforced concrete
    evaluation
    Reinforced concrete
    Pile driving
    pile driving
    Pile foundations
    engineering
    soil
    shallow soil
    Earthquakes
    soil profile
    Kinematics
    Sand

    Keywords

    • Bending moments
    • Earthquakes
    • Limit equilibrium
    • Liquefaction
    • Pile foundations
    • Spread foundations

    ASJC Scopus subject areas

    • Environmental Science(all)
    • Geotechnical Engineering and Engineering Geology

    Cite this

    Single piles in lateral spreads : Field bending moment evaluation. / Dobry, Ricardo; Abdoun, Tarek; O'Rourke, Thomas D.; Goh, S. H.

    In: Journal of Geotechnical and Geoenvironmental Engineering, Vol. 129, No. 10, 01.10.2003, p. 879-889.

    Research output: Contribution to journalArticle

    Dobry, Ricardo ; Abdoun, Tarek ; O'Rourke, Thomas D. ; Goh, S. H. / Single piles in lateral spreads : Field bending moment evaluation. In: Journal of Geotechnical and Geoenvironmental Engineering. 2003 ; Vol. 129, No. 10. pp. 879-889.
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