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Soil–structure interaction in yielding systems

The eects of soil–structure interaction in yielding systems are evaluated, including both kinematic and
inertial interaction. The concepts developed previously for interacting elastic systems are extended to
include the non-linear behavior of the structure. A simple soil–structure system representative of codedesigned
buildings is investigated. The replacement oscillator approach used in practice to account for
the elastic interaction eects is adjusted to consider the inelastic interaction eects. This is done by
means of a non-linear replacement oscillator dened by an eective ductility together with the known
eective period and damping of the system for the elastic condition. To demonstrate the eciency
of this simplied approach, extensive numerical evaluations are conducted for elastoplastic structures
with embedded foundation in a soil layer over elastic bedrock, excited by vertically propagating shear
waves. Both strength and displacement demands are computed with and without regard to the eect of
foundation exibility, taking as control motion the great 1985 Michoacan earthquake recorded at a site
representative of the soft zone in Mexico City. Results are properly interpreted to show the relative
eects of interaction for elastic and yielding systems. Finally, it is demonstrated how to implement this
information in the context of code design of buildings. Copyright ? 2003 John Wiley & Sons, Ltd.
KEY WORDS: eective damping; eective ductility; eective period; elastic system; yielding system;
soil–structure interaction

Soil-Structure Interaction and Imperfect Trench Installations
for Deeply Buried Concrete Pipes

Abstract: The imperfect trench installation method is used to reduce earth pressure on buried concrete pipes. Few quantitative refinements
to the imperfect trench installation method, however, have been added since the fundamental mechanics of the reverse arching
action were proposed by Marston and Spangler. There have been limited research results published regarding, primarily, qualitative
aspects of earth load reduction for imperfect trench conditions. This paper identifies variables that significantly affect earth loads, as well
as the effects of bedding and sidefill treatments. An optimum geometry for imperfect trench installations with regard to a soft material
zone is presented to maximize the earth load reduction effects. The optimization process was based on parametric studies of the geometry
and location of the soft zone, bedding, and sidefill treatments to reduce earth pressures. Predictor equations for earth load reduction rates
were formulated incorporating the optimum geometry for the soft zone and bedding and sidefill treatments.
DOI: 10.1061/
ASCE1090-0241
2007133:3
277
CE Database subject headings: Backfills; Buried pipes; Concrete pipes; Embankments; Finite element method; Installation; Poisson
ratio; Soil-structure interaction.

Numerical Simulation of Vertical Pullout of Plate Anchors in Clay
Abstract: The behavior of strip and circular plate anchors during vertical pullout in uniform and normally consolidated clays was studied
in this paper by means of small strain and large deformation finite-element analyses. Both fully bonded
attached, and “vented”
no
suction on rear face, anchors were considered. The current numerical results were compared with existing laboratory test data, finiteelement
results, and analytical solutions. This study showed that, in small strain analysis, the scatter of existing data was mainly due to
the effect of soil stiffness. In large deformation analysis, when soil and anchor base were attached with suction, the pullout capacity factor
formed a unique curve independent of the soil strength
su, soil effective unit weight


 and anchor size
Bwidth of strip anchor and
Ddiameter of circular anchor. The transitional embedment depth ratio, HSD/B or HSD/D,
where HSDtransition depth between shallow
and deep embedment was 1.4 for a strip anchor and 0.75 for a circular anchor. The ultimate pullout capacity factors
Nc for deep
embedment were 11.6 and 11.7 for smooth and rough strip anchors and 13.1 and 13.7 for smooth and rough circular anchors, respectively.
However, when the anchor base was vented, the soil stayed attached to the anchor base for deep embedment, and the pullout capacity was
therefore the same as for the attached anchor. The separation depth ratio, Hs /B or Hs /D,
where Hsembedment depth at which the soil
and anchor base separated was found to increase linearly with the normalized strength ratio, su /

B or su/

D.
DOI: 10.1061/
ASCE1090-0241
2008134:6
866
CE Database subject headings: Anchors; Pull out resistance; Soil strength; Deep water; Finite element method; Deformation.

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岩土与结构相互作用应该是比较难的！