Permanent Deformation of Steel Pipe Piles Penetrating Compacted Fill at Wharf on Port Island

Oh-Oka, Hiroshi; Fukui, Minoru; Hatanaka, Munenori; Ohara, Junryo; Honda, Shuji

doi:10.3208/sandf.38.special_147

Cited by 4 publications

(3 citation statements)

References 6 publications

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“…3) 元新潟工科大学、教授、工博 e-mail：oh-oka38@dream. 3) は、岸壁のすぐそばに建つ PC 杭で支持された RC3 階建て建物について被害調査を行ない杭の傾斜、損傷を検討している。時松ら 4) はそれを受けて、応答変位法を用いて杭の損傷モードを説明し、地盤の変形が損傷の大きな要因であるとしている。藤井ら 6) は、RC3 階建て建物の杭の被害調査を基に、2 次元有効応力解析により被害の検討を行ない、液状化による地盤の変形が PC 杭の損傷に大きな影響を及ぼしたことを示している。伊勢本ら 7) は、山田ら 8) が実施した液状化により傾斜した RC5 階建て建物の復旧のための調査結果を基に、地盤の有効応力解析と応答変位法を組み合わせて被害の検討を行なっている。堀越ら 10)、11) は、上部構造がなく PC 杭のみが損傷した事例を調査し、解析的な検討を行なっている。このように PC 杭に関しては、多くの調査事例やその被害原因に関する検討事例が存在する。一方、鋼管杭の場合は簡単な被害調査に関しては鋼管杭協会 13) 、日本建築学会近畿支部 14) により実施、収録されているが、詳細な調査事例は数例のみである。大岡ら 15) は、神戸ポートアイランドに位置する岸壁近傍の建物の被害調査を行なっている。加藤ら 16) は岸壁から 100m 以上離れた地点に位置する鋼管杭基礎建物の杭の被害について傾斜計などで詳細に調査している。また、鋼管杭協会によってもいくつかの構造物を対象に調査が行なわれている 17) 。しかし、その被害調査結果をもとに被害過程を詳細に検討した事例は桟橋などの港湾構造物の事例 18) を除けば、ほとんどないのが現状である。加藤ら 16) の調査物件について、三輪ら 19…”

Section: 年兵庫県南部地震で液状化した埋立て地盤に建つunclassified

Analysis of Steel Pipe Pile Foundation Damage in Liquefied Reclaimed Land during 1995 Hyogoken-nambu Earthquake

2004

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To evaluate the cause of damage and damage process of still pipe pile foundation structure in a reclaimed island damaged during 1995 Hyogoken-nambu earthquake, dynamic analysis by using multi-lumped mass and spring model and static analysis by using a model of piles supported by Winkler type springs were conducted. At first superstructure was damaged by strong motion before liquefaction, and large bending moments beyond the ultimate plastic moment appeared at G.L.-6m near the water level and around G.L.-15m, the lower boundary of "Masado" caused by large deformation of ground during accumulating process of excess pore water pressure. At last, piles deformed residually due to liquefaction-induced lateral spreading of the ground towards the quay walls after liquefaction. These methods mentioned above could explain the cause and process of pile damage during the earthquake.

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Section: 年兵庫県南部地震で液状化した埋立て地盤に建つunclassified

Analysis of Steel Pipe Pile Foundation Damage in Liquefied Reclaimed Land during 1995 Hyogoken-nambu Earthquake

2004

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“…Ground shaking and liquefaction were accompanied by lateral spreading, which resulted in a permanent head displacement of 0.34m. The residual deformation, probably due to local buckling occurred 15m from the pile head, which coincided with the location of the liquefied fill-soft silty clay layer;(Oh-Oka et al, 1998), [case 25].Building on reclaimed land. The building located in Fukaehama was placed 350m from the nearest quay wall.…”

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Seismic Design of Deep Foundations

Bobet

Salgado²,

Loukidis³

2001

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Detailed investigations of pile foundations affected by earthquakes around the world since the 1960's indicate that pile foundations are susceptible to damage to such a degree that the serviceability and integrity of the superstructure may be affected. Although numerous cases of seismically damaged piles are reported, the detailed mechanisms causing the damage are not yet fully understood. As a consequence, an effective seismic design of pile foundations has not been yet established in practice. Many road bridge structures supported on piles exist in southern Indiana. This is a region where the risk of occurrence of a dangerous earthquake is high due to its proximity to two major seismic sources: (1) the New Madrid Seismic Zone (NMSZ); and (2) the Wabash Valley Fault System (WVFS). The present study is a first step towards the assessment of potential earthquake-induced damage to pile foundations in southern Indiana. Credible earthquake magnitudes for each of the two potential seismic sources, NMSZ and WVFS, are assessed for a return period of 1000 years. SHAKE analyses are performed at nine selected sites in southwestern Indiana to estimate the potential of ground shaking and liquefaction susceptibility. The soil profile and soil properties at each site are obtained from the archives of the Indiana Department of Transportation. The amplitude of the rock outcrop motion is estimated using attenuation relationships appropriate to the region, and estimated values are compared with predictions from USGS. SHAKE analyses are performed for two earthquake scenarios: (1) a NMSZ earthquake; and (2) a WVFS earthquake. Two sets of input motions are considered for each scenario. The liquefaction potential at those nine sites is assessed based on the Seed et al. (1975) method. Data from a total of 59 real cases of earthquake-induced damage to piles have been gathered through an extensive literature survey. The collected and compiled data have been used to identify the causes and types of pile damage, and the severity of damage. Based on the survey, damage is usually located near the pile head, at the interfaces between soft and stiff layers, and between liquefiable and non-liquefiable layers. Large inertial loads from the superstructure can cause crushing of the head of concrete piles. Imposed deformations due to the response of the surrounding soil can produce small to large cracks on concrete piles depending on the soil profile. In contrast, large inertial loads, liquefaction and lateral spreading can cause wide cracks. Few cases of steel piles are found in the literature. Steel casing seems to improve the performance of concrete piles. Numerical simulations of a concrete pile at a selected road bridge site with and without steel casing are used to investigate the effect of steel casing on the performance of concrete piles. Results from this work suggest that major credible seismic events can generate accelerations high enough to produce damage to concrete piles in southern Indiana. The potential of liquefaction and lateral s...

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“…Much research has been carried on dynamic behavior of piles foundation, and failure of piles due to the moving soil, such as the field investigation [4][5] , the full scale experiments [6][7][8] , the small scale model tests using shaking tables or the geotechnical centrifuge [9][10] , numerical analysis [11][12] and some engineering projects [13][14] .…”

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Nonlinear numerical analysis of piles-soil interaction in lateral spreading of liquefied ground

Shao

Bai

Tang

2011

2011 International Conference on Consumer Electronics, Communications and Networks (CECNet)

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Lateral spreading of liquefied ground due to strong earthquakes frequently causes serious damages to multi-piles foundations. The relative displacement of flowing liquefied soil to piles effects the lateral force on piles and the failure of piles. In this study, a 4-piles model in liquefiable soil with two kinds of local slopes is simulated numerically by the 3-D dynamics FE-FD coupled method, in which an fluidal elasto-plastic constitutive model is adopted to describe the saturated soil; the analysis is taken onto the pore water pressure changing of soil, the displacement of soil around piles and the reaction of front and back piles in laterally spreading, also the relationship between the relative displacement of flowing liquefied soil is discussed.

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Permanent Deformation of Steel Pipe Piles Penetrating Compacted Fill at Wharf on Port Island

Cited by 4 publications

References 6 publications

Analysis of Steel Pipe Pile Foundation Damage in Liquefied Reclaimed Land during 1995 Hyogoken-nambu Earthquake

Analysis of Steel Pipe Pile Foundation Damage in Liquefied Reclaimed Land during 1995 Hyogoken-nambu Earthquake

Seismic Design of Deep Foundations

Nonlinear numerical analysis of piles-soil interaction in lateral spreading of liquefied ground

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