Effects of Ground Failure on Buildings, Ports, and Industrial Facilities

2012 ◽  
Vol 28 (1_suppl1) ◽  
pp. 97-118 ◽  
Author(s):  
Jonathan Bray ◽  
Kyle Rollins ◽  
Tara Hutchinson ◽  
Ramon Verdugo ◽  
Christian Ledezma ◽  
...  
Keyword(s):  
Lateral Spreading ◽  
Soil Liquefaction ◽  
Important Case ◽  
Case Histories ◽  
Industrial Facilities ◽  
Ground Failure ◽  
Port Facilities ◽  
Chile Earthquake ◽  
Waterfront Structures

Soil liquefaction occurred at many sites during the 2010 Maule, Chile, earthquake, often leading to ground failure and lateral spreading. Of particular interest are the effects of liquefaction on built infrastructure. Several buildings were damaged significantly due to foundation movements resulting from liquefaction. Liquefaction-induced ground failure also displaced and distorted waterfront structures, which adversely impacted the operation of some of Chile's key port facilities. Important case histories that document the effects of ground failure on buildings, ports, and industrial facilities are presented in this paper.

Performance of Port Facilities in Southern Chile during the 27 February 2010 Maule Earthquake

2012 ◽  
Vol 28 (1_suppl1) ◽  
pp. 553-579 ◽  
Author(s):  
Santiago Brunet ◽  
Juan Carlos de la Llera ◽  
Andrés Jacobsen ◽  
Eduardo Miranda ◽  
Cristián Meza
Keyword(s):  
Lateral Spreading ◽  
Soil Liquefaction ◽  
Southern Chile ◽  
Port Facilities ◽  
Chile Earthquake ◽  
Design Values ◽  
Maule Earthquake ◽  
Structural Failures ◽  
2010 Maule Earthquake ◽  
Nonlinear Deformations

This article describes the seismic performance of a group of ports in southern Chile during the 27 February 2010 Maule, Chile, earthquake. Direct costs in damage for these ports have been estimated in slightly less than US$300 million. Similarly to the performance of other ports in previous earthquakes, the most common failures observed were soil related, and include soil liquefaction, lateral spreading, and pile failures. Structural failures were mostly due to short pile effects and natural torsion. This situation is contrasted herein with the performance of the South Coronel Pier, which was seismically isolated in 2007. The isolated portion of this port remained operational after the earthquake, which was the main design goal. Post-earthquake preliminary analyses indicate that the structure was subjected to deformations and forces of approximately 60% to 70% of their design values, respectively. Piles and superstructure remained within elastic range, while the isolators experienced important nonlinear deformations.

scholarly journals Fragility functions for performance-based ground failure due to soil liquefaction

2017 ◽  
Author(s):  
Brett Maurer
Keyword(s):  
Land Use Planning ◽  
Ground Surface ◽  
Lateral Spreading ◽  
Soil Liquefaction ◽  
Hazard Mapping ◽  
Fragility Functions ◽  
Damage Potential ◽  
Damage State ◽  
Site Assessment ◽  
Ground Failure

The severity of liquefaction manifested at the ground surface is a pragmatic proxy of damage potential for various infrastructure assets, making it particularly useful for hazard mapping, land-use planning, and preliminary site-assessment. Towards this end, the recent Canterbury, New Zealand, earthquakes, in conjunction with others, have resulted in liquefaction case-history data of unprecedented quantity and quality, presenting a unique opportunity to rigorously develop fragility-functions for liquefaction-induced ground failure. Accordingly, this study analyzes nearly 10,000 liquefaction case studies from 23 global earthquakes to develop fragility functions for use in performance-based frameworks. The proposed functions express the probability of exceeding specific severities of liquefaction surface manifestation as a function of three different liquefaction damage measures (LDMs), wherein four alternative liquefaction-triggering models are used. These functions have the same functional form, such that end-users can easily select the model coefficients for the particular damage state, triggering model, and LDM of their choosing.It should be noted that these functions are not to be used to predict lateral spreading, which requires LDMs other than those assessed herein. Lastly, the proposed functions are preliminary and subject to further development. In this regard, several thrusts of ongoing investigation are discussed.

scholarly journals Liquefaction

1993 ◽  
Vol 26 (4) ◽  
pp. 411-414 ◽  
Author(s):  
J. B. Berrill ◽  
R. Beetham ◽  
H. Tanaka
Keyword(s):  
New Zealand ◽  
Lateral Spreading ◽  
Size Distributions ◽  
Particle Size Distributions ◽  
Case Histories ◽  
Reclaimed Land ◽  
Port Area ◽  
Port Facilities ◽  
Three Samples ◽  
Surrounding Soil

In studies of liquefaction case histories, particle size distributions of ejected sand have been useful in identifying layers which have liquefied. The aim of this note is to describe samples of ejecta that were retrieved by the New Zealand reconnaissance team to the M7.8 Hokkaido-Nansei-Oki, Japan earthquake in the hope that these might be useful in subsequent investigations. Three samples of ejected sand were brought back to New Zealand for analysis: two from Hakodate, where many port facilities were damaged by liquefaction, and one from the Nakanosawa Primary School at Oshamanbe, where piles failed in shear due to liquefaction and lateral spreading of the surrounding soil. The Hakodate samples were both retrieved from the Hokodate Port area, sample HAKDl from near the 2500 tonne Nittetsu Cement Company silo which had tilted by about 3° and whose base had displaced about 200 mm horizontally, and sample HAKD2 from the clearly reclaimed land of the wharf area some 300 m to the south. Hakodate is 172 km from the epicentre and Oshamanbe 107 km. The two sites are shown on a magnitude-distance plot in Figure 1, and it is seen that the Hakodate sites lie just inside the criterion of Kuribayashi and Tatsuoka (1974) for distance to furthest site of liquefaction.

Geotechnical Aspects of the January 2003 Tecomán, Mexico, Earthquake

2005 ◽  
Vol 21 (2) ◽  
pp. 493-538 ◽  
Author(s):  
Joseph Wartman ◽  
Adrian Rodriguez-Marek ◽  
Emir Jose Macari ◽  
Scott Deaton ◽  
Martín Ramírez-Reynaga ◽  
...  
Keyword(s):  
Critical Infrastructure ◽  
Ground Deformation ◽  
Ground Improvement ◽  
Permanent Deformation ◽  
Soil Liquefaction ◽  
Liquefaction Resistance ◽  
Industrial Facilities ◽  
Ground Failure ◽  
Seismic Compression ◽  
Earth Structures

Ground failure was the most prominent geotechnical engineering feature of the 21 January 2003 Mw 7.6 Tecomán earthquake. Ground failure impacted structures, industrial facilities, roads, water supply canals, and other critical infrastructure in the state of Colima and in parts of the neighboring states of Jalisco and Michoacán. Landslides and soil liquefaction were the most common type of ground failure, followed by seismic compression of unsaturated materials. Reinforced earth structures generally performed well during the earthquake, though some structures experienced permanent lateral deformations up to 10 cm. Different ground improvement techniques had been used to enhance the liquefaction resistance of several sites in the region, all of which performed well and exhibited no signs of damage or significant ground deformation. Earth dams in the region experienced some degree of permanent deformation but remained fully functional after the earthquake.

Two-Dimensional Nonlinear Earthquake Response Analysis of a Bridge-Foundation-Ground System

2008 ◽  
Vol 24 (2) ◽  
pp. 343-386 ◽  
Author(s):  
Yuyi Zhang ◽  
Joel P. Conte ◽  
Zhaohui Yang ◽  
Ahmed Elgamal ◽  
Jacobo Bielak ◽  
...  
Keyword(s):  
Lateral Spreading ◽  
Soil Liquefaction ◽  
Earthquake Response ◽  
Response Analysis ◽  
Fe Model ◽  
Two Dimensional ◽  
Foundation Soil ◽  
Soil Medium ◽  
Surface Plasticity ◽  
Earthquake Response Analysis

This paper presents a two-dimensional advanced nonlinear FE model of an actual bridge, the Humboldt Bay Middle Channel (HBMC) Bridge, and its response to seismic input motions. This computational model is developed in the new structural analysis software framework OpenSees. The foundation soil is included to incorporate soil-foundation-structure interaction effects. Realistic nonlinear constitutive models for cyclic loading are used for the structural (concrete and reinforcing steel) and soil materials. The materials in the various soil layers are modeled using multi-yield-surface plasticity models incorporating liquefaction effects. Lysmer-type absorbing/transmitting boundaries are employed to avoid spurious wave reflections along the boundaries of the computational soil domain. Both procedures and results of earthquake response analysis are presented. The simulation results indicate that the earthquake response of the bridge is significantly affected by inelastic deformations of the supporting soil medium due to lateral spreading induced by soil liquefaction.

Near-Real-Time Seismic Monitoring for Pipelines

2018 ◽  
Author(s):  
Martin Zaleski ◽  
Gerald Ferris ◽  
Alex Baumgard
Keyword(s):  
Real Time ◽  
Oil And Gas ◽  
Earthquake Hazard ◽  
Lateral Spreading ◽  
Soil Liquefaction ◽  
Gas Pipelines ◽  
Hazard Management ◽  
Earthquake Probability ◽  
Oil And Gas Pipelines ◽  
Map Data

Earthquake hazard management for oil and gas pipelines should include both preparedness and response. The typical approach for management of seismic hazards for pipelines is to determine where large ground motions are frequently expected, and apply mitigation to those pipeline segments. The approach presented in this paper supplements the typical approach but focuses on what to do, and where to do it, just after an earthquake happens. In other words, we ask and answer: “Is the earthquake we just had important?”, “What pipeline is and what sites might it be important for?”, and “What should we do?” In general, modern, high-pressure oil and gas pipelines resist the direct effects of strong shaking, but are vulnerable to large co-seismic differential permanent ground displacement (PGD) produced by surface fault rupture, landslides, soil liquefaction, or lateral spreading. The approach used in this paper employs empirical relationships between earthquake magnitude, distance, and the occurrence of PGD, derived from co-seismic PGD case-history data, to prioritize affected pipeline segments for detailed site-specific hazard assessments, pre-event resiliency upgrades, and post-event response. To help pipeline operators prepare for earthquakes, pipeline networks are mapped with respect to earthquake probability and co-seismic PGD susceptibility. Geological and terrain analyses identify pipeline segments that cross PGD-susceptible ground. Probabilistic seismic models and deterministic scenarios are considered in estimating the frequency of sufficiently large and close causative earthquakes. Pipeline segments are prioritized where strong earthquakes are frequent and ground is susceptible to co-seismic PGD. These may be short-listed for mitigation that either reduces the pipeline’s vulnerability to damage or limits failure consequences. When an earthquake occurs, pipeline segments with credible PGD potential are highlighted within minutes of an earthquake’s occurrence. These assessments occur in near-real-time as part of an online geohazard management database. The system collects magnitude and location data from online earthquake data feeds and intersects them against pipeline network and terrain hazard map data. Pipeline operators can quickly mobilize inspection and response resources to a focused area of concern.

scholarly journals Geological and Structural Control on Localized Ground Effects within the Heunghae Basin during the Pohang Earthquake (MW 5.4, 15th November 2017), South Korea

Geosciences ◽  
2019 ◽  
Vol 9 (4) ◽  
pp. 173 ◽  
Author(s):  
Sambit Naik ◽  
Young-Seog Kim ◽  
Taehyung Kim ◽  
Jeong Su-Ho
Keyword(s):  
South Korea ◽  
Structural Control ◽  
Seismic Waves ◽  
Tectonic Setting ◽  
Lateral Spreading ◽  
Soil Liquefaction ◽  
Ground Shaking ◽  
Potential Mapping ◽  
Sand Boils ◽  
Ground Effects

On 15th November 2017, the Pohang earthquake (Mw 5.4) had strong ground shaking that caused severe liquefaction and lateral spreading across the Heunghae Basin, around Pohang city, South Korea. Such liquefaction is a rare phenomenon during small or moderate earthquakes (MW < 5.5). There are only a few examples around the globe, but more so in the Korean Peninsula. In this paper, we present the results of a systematic survey of the secondary ground effects—i.e., soil liquefaction and ground cracks—developed during the earthquake. Most of the liquefaction sites are clustered near the epicenter and close to the Heunghae fault. Based on the geology, tectonic setting, distribution, and clustering of the sand boils along the southern part of the Heunghae Basin, we propose a geological model, suggesting that the Heunghae fault may have acted as a barrier to the propagation of seismic waves. Other factors like the mountain basin effect and/or amplification of seismic waves by a blind thrust fault could play an important role. Liquefaction phenomenon associated with the 2017 Pohang earthquake emphasizes that there is an urgent need of liquefaction potential mapping for the Pohang city and other areas with a similar geological setting. In areas underlain by extensive unconsolidated basin fill sediments—where the records of past earthquakes are exiguous or indistinct and there is poor implementation of building codes—future earthquakes of similar or larger magnitude as the Pohang earthquake are likely to occur again. Therefore, this represents a hazard that may cause significant societal and economic threats in the future.

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