The document summarizes soil liquefaction, which occurs when saturated soil loses strength and stiffness during an earthquake due to increased pore water pressure. Key points covered include: definitions of saturated soil and pore water pressure; how liquefaction occurs when pore water pressure equals overburden stress; common signs of liquefaction like lateral spreading, sand boils, and structural damage; and factors that influence liquefaction risk like soil type, depth to groundwater, and earthquake magnitude. The document also discusses how liquefaction can be mitigated through site selection, ground improvement techniques, and structural design modifications.
Earthquake: the word itself feels disastrous. Though the earthquake has no direct effect on human being, but still it causes a plenty of life and property loss. The reason is earthquake tends to fail the various structures such as buildings, houses, bridges, roads etc. and this failure causes all losses. The following pictures shows some of the failure of structures due to earthquake. But please hold for a minute, in case of the following failed structures, it was possible to prevent the failure…… Because these structures are not failed only due to earthquake but because of failure of soil strata bellow the structure due to the earthquake. And if the soil was improved before construction the failure could be avoided.
This phenomenon of failure of soil strata during earthquake is called as the “Soil Liquefaction”. Liquefaction is responsible for extreme property damage & loss of life due to several variations in failure potential. Still the liquefaction is not given that much importance. In India during Bhuj Earthquake lots of structures are collapsed due to liquefaction itself. And there are many liquefaction prone areas are present in zone IV in India. That’s why liquefaction is very much important.
In this paper, the study of liquefaction is done with respect to its introduction, properties of soil in which the liquefaction may occurs, how exactly the liquefaction takes place, detailed Geotechnical Study of liquefaction which includes how to decide the liquefaction prone area, evaluation of liquefaction potential and the various old and recent remedial measures to avoid the liquefaction, along with software and Artificial Neural Network. So that one can become safe against Liquefaction.
In this presentation, following topics are covered:
1- Introduction to soil liquifaction.
2- Causes and effects of soil liquifaction
3- Methods to remove soil liquifaction.
4- Mechanism of soil liquifaction.
5- Conclusion.
liquefaction, its causes,mechanism and liquefaction potential mappings. Liquefaction analysis and measure of mitigation . along with susceptibility map of Kathmandu valley, Nepal and conclusion.
Earthquake: the word itself feels disastrous. Though the earthquake has no direct effect on human being, but still it causes a plenty of life and property loss. The reason is earthquake tends to fail the various structures such as buildings, houses, bridges, roads etc. and this failure causes all losses. The following pictures shows some of the failure of structures due to earthquake. But please hold for a minute, in case of the following failed structures, it was possible to prevent the failure…… Because these structures are not failed only due to earthquake but because of failure of soil strata bellow the structure due to the earthquake. And if the soil was improved before construction the failure could be avoided.
This phenomenon of failure of soil strata during earthquake is called as the “Soil Liquefaction”. Liquefaction is responsible for extreme property damage & loss of life due to several variations in failure potential. Still the liquefaction is not given that much importance. In India during Bhuj Earthquake lots of structures are collapsed due to liquefaction itself. And there are many liquefaction prone areas are present in zone IV in India. That’s why liquefaction is very much important.
In this paper, the study of liquefaction is done with respect to its introduction, properties of soil in which the liquefaction may occurs, how exactly the liquefaction takes place, detailed Geotechnical Study of liquefaction which includes how to decide the liquefaction prone area, evaluation of liquefaction potential and the various old and recent remedial measures to avoid the liquefaction, along with software and Artificial Neural Network. So that one can become safe against Liquefaction.
In this presentation, following topics are covered:
1- Introduction to soil liquifaction.
2- Causes and effects of soil liquifaction
3- Methods to remove soil liquifaction.
4- Mechanism of soil liquifaction.
5- Conclusion.
liquefaction, its causes,mechanism and liquefaction potential mappings. Liquefaction analysis and measure of mitigation . along with susceptibility map of Kathmandu valley, Nepal and conclusion.
Get power point presentation n soil liquefaction. Get handwritten notes of any subject and any university at LectureNotes.in.
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C Sachpazis: Soil liquefaction potential assessment for a ccgt power plant in...Dr.Costas Sachpazis
Clayey silty up to silty sandy and sandy soils are generally recognized to have a significant liquefaction potential when extended submerged below water table. This phenomenon raises a major concern to the foundation and structural engineer. Low plasticity silts, silty clays and silty sands occur extensively as recent alluvial deposits in the southern coastal region of Elefsina Municipality in Attica Prefecture, Greece.
In this area, a Combined Cycle Gas Turbine (CCGT) Power Plant is planned to be constructed and its foundation stability and durability reassurance is of utmost importance to structural engineers. In the study of the geotechnical ground investigation for the foundation design of the CCGT project, a number of field and laboratory tests were carried out.
For evaluating its foundation soil liquefaction potential and risk during an earthquake, some internationally accepted guidelines are available based on soil density, void ratio, plasticity index, standard penetration test values, and other simple soil properties.
The liquefaction behavior and potential of this kind of foundation soils stratified in the alluvial deposits has been studied thoroughly based on both Seed’s and Idriss’s procedure / relationships as well as Prakash’s limit state methodology, using S.P.T. results and an algorithm program / software code, that was developed and published by the author. The S.P.T. tests were executed inside the twenty investigation - sampling boreholes of a depth range from 10 up to 50 meters each one, in an 100.000 s.m. plot, where a Combined Cycle Gas Turbine (CCGT) Power Plant is planned to be constructed.
According to the results of these analyses and assessments the well documented and argued necessity is deduced either for transferring the project foundation loads to underlying deeper and more competent bearing strata and layers, or for strengthening, geotechnically upgrading (ground improvement), stabilizing and cement grouting the foundation ground of the CCGT Power Plant using jet grouting piles techniques.
Finally, the exact depth range under the CCGT Power Plant foundation site that is prone and dangerous to be liquefied in the event of a strong seismic shock and vibration was determined and diagrammatically presented and the remedial measures to be taken were suggested. Hence, in this way the liquefaction risk can be mitigated or even deterred from the incompetent upper natural soil layers of the project foundation ground.
A Practical Reliability-Based Method for Assessing Soil Liquefaction PotentialCes Nit Silchar
Lecture Topic: A Practical Reliability-Based Method for Assessing Soil Liquefaction Potential
By Prof. Jin-Hung Hwang of National Central University, Taiwan.
Get power point presentation n soil liquefaction. Get handwritten notes of any subject and any university at LectureNotes.in.
Visit the website: https://lecturenotes.in/
C Sachpazis: Soil liquefaction potential assessment for a ccgt power plant in...Dr.Costas Sachpazis
Clayey silty up to silty sandy and sandy soils are generally recognized to have a significant liquefaction potential when extended submerged below water table. This phenomenon raises a major concern to the foundation and structural engineer. Low plasticity silts, silty clays and silty sands occur extensively as recent alluvial deposits in the southern coastal region of Elefsina Municipality in Attica Prefecture, Greece.
In this area, a Combined Cycle Gas Turbine (CCGT) Power Plant is planned to be constructed and its foundation stability and durability reassurance is of utmost importance to structural engineers. In the study of the geotechnical ground investigation for the foundation design of the CCGT project, a number of field and laboratory tests were carried out.
For evaluating its foundation soil liquefaction potential and risk during an earthquake, some internationally accepted guidelines are available based on soil density, void ratio, plasticity index, standard penetration test values, and other simple soil properties.
The liquefaction behavior and potential of this kind of foundation soils stratified in the alluvial deposits has been studied thoroughly based on both Seed’s and Idriss’s procedure / relationships as well as Prakash’s limit state methodology, using S.P.T. results and an algorithm program / software code, that was developed and published by the author. The S.P.T. tests were executed inside the twenty investigation - sampling boreholes of a depth range from 10 up to 50 meters each one, in an 100.000 s.m. plot, where a Combined Cycle Gas Turbine (CCGT) Power Plant is planned to be constructed.
According to the results of these analyses and assessments the well documented and argued necessity is deduced either for transferring the project foundation loads to underlying deeper and more competent bearing strata and layers, or for strengthening, geotechnically upgrading (ground improvement), stabilizing and cement grouting the foundation ground of the CCGT Power Plant using jet grouting piles techniques.
Finally, the exact depth range under the CCGT Power Plant foundation site that is prone and dangerous to be liquefied in the event of a strong seismic shock and vibration was determined and diagrammatically presented and the remedial measures to be taken were suggested. Hence, in this way the liquefaction risk can be mitigated or even deterred from the incompetent upper natural soil layers of the project foundation ground.
A Practical Reliability-Based Method for Assessing Soil Liquefaction PotentialCes Nit Silchar
Lecture Topic: A Practical Reliability-Based Method for Assessing Soil Liquefaction Potential
By Prof. Jin-Hung Hwang of National Central University, Taiwan.
The Evaluation of Soil Liquefaction Potential using Shear Wave Velocity based...CSCJournals
The liquefaction resistance of soils can be evaluated using laboratory tests such as cyclic simple shear, cyclic triaxial, cyclic torsional shear as well as such field methods as; Standard Penetration Test (SPT), Cone Penetration Test (CPT) and Shear Wave Velocity (Vs). This research attempts to compare the results of two field methods used to evaluate liquefaction resistance of soil, i.e. SPT based on simplified procedure proposed by Seed and Idriss (1985) and shear wave velocity (Vs) on the basis of Andrus and Stokoe (2004) process using empirical relationships between them . Iwasaki (1982) method is used to measure the liquefaction potential index for both of them. The study area is a part of south and southeast of Tehran. It is observed that there is not a perfect agreement between the results of two methods based on five empirical relationships assuming cemented and non-cemented condition for soils. Liquefaction potential index (PL) value in SPT test is more than Vs method.
ASSESSMENT OF LIQUEFACTION POTENTIAL OF SOIL USING MULTI-LINEAR REGRESSION MO...IAEME Publication
The Standard Penetration Test (SPT) is the most widely used in-situ test throughout the world for subsurface geotechnical investigation and this procedure have evolved over a period of 100 years. Estimation of the liquefaction potential of soils is often based on SPT test. Liquefaction is one of the critical problems in the field of Geotechnical engineering. It is the phenomena when there is loss of shear strength in saturated and cohesion-less soils because of increased pore water pressures and hence reduced effective stresses due to dynamic loading. In the present study, SPT based data were analysed to find out a suitable numerical procedure for establishing a Multi-Linear Regression Model using IBM-Statistical Package for the Social Sciences (IBM SPSS Statistics v20.0.0) and MATLAB(R2010a) in analysis of soil liquefaction for a particular location at a site in Lucknow City. A Multi-Storeyed Residential Building Project site was considered for this study to collect 12 borehole data sets along 10 km stretch of IIM road, Lucknow, Uttar Pradesh (India).
Use of DMT in Geotechnical Design with Emphasis on Liquefaction AssessmentAli Rehman
This Presentation consists of brief introduction about Dilatometer Test, and basic correlations of DMT with various soil properties. Also It covers the assessment of Liquefaction potential of soil by DMT, including a case history of Chi-Chi Earthquake, Taiwan 1999.
I Hope it will be beneficial.
Best Regards:
Engr. Muhammad Ali Rehman
Lecture 11 Shear Strength of Soil CE240Wajahat Ullah
Shear Strength of Soil
Shear strength in soils
Introduction
Definitions
Mohr-Coulomb criterion
Introduction
Lab tests for getting the shear strength
Direct shear test
Introduction
Procedure & calculation
Critical void ratio
It is refers to the downward sliding of huge quantities of land mass
Downward movement of slope forming material composed of rocks and soil or combination of all these material along surfaces of separation by FALLING, SLIDING AND FLOWING either sudden or slow from one place to another place.
Land Subsidence Introduction Of all water that r.docxsmile790243
Land Subsidence
Introduction
Of all water that reaches the surface of the earth from all types of precipitation, some runs off as stream
flow, some is evaporated from land and water surfaces, and some is transpired by vegetation. It is the
purpose of this exercise to consider some aspects of what happens to the rest of the water - that which
enters the ground. The water may remain in the ground from a period of days to thousands of years.
Because of increased demand on groundwater supplies, many places in the world today are
experiencing groundwater related problems.
What is Groundwater?
Some precipitation infiltrates the ground and percolates downward through voids (pores, fractures,
crevices, and other spaces) in the soil and rock. The water in these voids is called groundwater. Porous,
water-saturated layers of sand, gravel or bedrock through which usable groundwater flows are called
aquifers. Any area of land through which water passes downward or laterally into an aquifer is called a
recharge zone. Some materials are very impermeable to water infiltration, such as clay, shale or dense
igneous bedrock, and are called aquicludes. (See figure 1)
Figure 1
Aquiclude
Aquiclude
There are two types of aquifers: confined and unconfined. An unconfined aquifer forms when
groundwater collects above a layer of relatively impermeable rock or compacted clay, and the top of the
water represents the water table. A confined or artesian aquifer forms when groundwater is
sandwiched between two aquicludes. This type of aquifer is completely saturated with water under
great pressure and when a well is drilled into the confined aquifer, sometimes water is able to rise to the
surface without pumping. This type of well is called a flowing artesian well system. It is the confined
aquifer that is associated with land subsidence.
Land Subsidence
Mexico City, Tokyo, Houston, Las Vegas, several areas of Arizona and California are experiencing serious
problem as a result of land subsidence. Land subsidence or sinking of the land surface can be due to the
removal of underground water (groundwater mining). When many wells are drilled into the aquifer,
pumping removes water from the aquifer and lowers the hydrostatic pressure (water pressure). This
reduced hydrostatic pressure in the pore spaces of the sediments result in the compaction of the aquifer
and in the gradual lowering of the land surface. If the water is replaced in the aquifer the increased
hydrostatic pressure will return the beds of sands and gravel to their original form, but once compacted
the clays and silts of the confining bed will not expand to their original thickness resulting in a lower
surface elevation. (See figures 2 and 3.)
Figure 2
Land subsidence can cause problems such as flooding along coastal areas, as well as structural damage
to buildings, highways, and dams.
Subsurface minera ...
1. May 2004
Soil Liquefaction
Undergraduate Research
Developed by: Alisha Kaplan
Under Direction of: Dr. Paul Mayne
Mid-America Earthquake Center and
Georgia Institute of Technology
2. What is Soil Liquefaction?
During heavy ground shaking by earthquakes, liquefaction occurs when the pressure
exerted by the water present in saturated soil becomes so great that the soil particles
become ‘suspended’ in the water. A soil deposit that is liquefied behaves like the better
known phenomena: quicksand.
A few key terms:
• Saturated soils: soils in which the space (voids) between the soil particles is
completely filled with water
• Pore water pressure: pressure exerted on particles of soil by the water in the
voids. Most of the time this pressure is relatively low (hydrostatic) and results in
an equilibrium condition of effective stress state. However, there are some
circumstances in which rapidly increased stresses can cause the pore water
pressure to increase.
In more technical terms, liquefaction is imminent when the porewater pressure (u) equals
the total overburden stress (σvo). This creates an effective stress state equal to zero (σvo'
= [σvo – u] = 0).
Due to the forces exerted by gravity, soil
particles naturally rest upon each other
and, depending on the properties of the
soil, form sort of grid that is relatively
stable (or can be made so by compaction
or other construction practices). During
liquefaction the water pressures become
high enough to counteract the gravitational
pull on the soil particles and effectively
‘float’, or suspend, the particles. The soil
particles can then move freely with respect
to each other. Since the soil is no longer
behaving as an inactive grid of particles, the
strength and stiffness of a liquefied soil is significantly decreased, often resulting in a
variety of structural failures. (The picture at right shows overturned apartment buildings
in Niigata, Japan due to liquefaction in 1964. Picture
below shows an example of lateral spread failure due
an earthquake in Kobe, Japan in 1995.)
Typically when we discuss liquefaction due to a
seismic event, we are addressing “cyclic
liquefaction”, which occurs when repeated cycles of
shearing generate an accumulation of porewater
pressures. However, if the soil is very loose sand,
“flow liquefaction” can occur from first time loading
during site development. Also, “quasi liquefaction”
Nigata, Japan, 1964
Kobe, Japan, 1995
3. describes a state of partial liquefaction of a soil deposit that does not propagate fully
throughout the site, however the subsurface liquefaction response still negatively affects
structures at the surface.
If liquefaction occurs beneath a surface that
has hardened as a result of compaction,
weathering, or some other process; ‘sand
boiling’ can occur. The water pressures build
below the surface to the point that the water
breaks through the solid surface much like a
bubble in boiling water. The pictures at left
and below illustrate craters left behind as
evidence of sand boiling.
On the US West Coast, these sand boils are
normally about one to three feet in diameter
(0.3 to 1 meter), see photos at left and below
right. In the New Madrid Seismic Zone, the
level of sand liquefaction was so extensive
that the sand boils in this region are called
“sand blows” since they generally are 10 to
100 feet diameter (3 to 30 meters).
Olympia, Washington, 2001
Loma Prieta, 1989
New Madrid Seismic Zone
4. What is Soil Liquefaction? (cont’d)
Figure 1
Figure 2
Figure 3
Figures 1 and 2 show a typical view of soil grains in an
unexcited, saturated deposit. The blue column on the
right indicates the magnitude of porewater pressure
present. The arrows in Figure 2 indicate the forces
created by the interactions of the soil grains. Figure 3
shows elevated water pressure created by additional
loading (as from a seismic event. The increased water
pressure acts to ‘float’ the grains and thereby decreases
the interaction between grains, thus causing the
characteristic properties of liquefaction. [Figures
referenced from The Soil Liquefaction web site
maintained by the Civil Engineering Department of the
University of Washington. See sources for specific
information.]
Fielding Lake, Alaska, 2002
5. What affects whether or not soil liquefaction will occur?
A deposit of soil, by nature, is able to be
compacted through the rearrangement of the
particles within; but, water is incompressible
as a property. As a result, any increase to the
stress acting on a saturated soil-provided it
occurs rapidly enough and is large enough to
completely overcome the resistance
presented by the structure of the soil-will
cause the water to act alone in resistance and
frees the soils to move against each other easily
thereby lowered the strength and load-bearing
capabilities of the soil (damage to a structure during
the 1999 earthquake in Izmit, Turkey is shown above).
Thus the phenomena of soil liquefaction is created.
Liquefaction is most often known as the result of a
major earthquake, but can also be caused by
construction practices such as blasting, vibroflotation
and dynamic compaction.
Because soil must be saturated for liquefaction to
occur, it is observed most often in areas of low
elevation near bodies of water. It should be noted that
this can occur easily on river banks as well as near
larger bodies of water (pictures at right show sliding in
1957 on the banks of Lake Merced, California, above,
and below in 1976 in Guatemala on the Montagua
River). Liquefaction can also occur in soil that is
completely submerged and commonly causes
significant damages to bridge foundations, off-shore
oil drilling facilities, and other structures that are supported by submerged soil deposits.
Generally, liquefaction will occur in loose clean to silty
sands that are below the groundwater table but still
close to the surface of the deposit. Historically, these
sands are young Holocene age geomaterials. Below
depths of approximately 20m, we generally do not see
any evidence of liquefaction. This is due to the fact
that deeper soils become compacted by the weight of
the soil layer above. In the left image lateral
displacement and failure of a quay wall on Port Island, Japan in 1995 can be seen.
Izmit, Turkey, 1999
Lake Merced, California, 1957
Montagua River, Guatemala, 1976
Port Island, Kobe, Japan, 1995
6. Why is liquefaction important?
Seismic events, in general, can cause a number of
dangerous ground conditions that can lead to structural
damage and failure resulting in loss of life. Severe
ground shaking, lateral spreading (such as landsliding
and deposit movement/shifting), as well as
‘incoherence’. Incoherence is the propagation of a
wave in a structure causing foundation or bridge piers
to experience movement that is out of sync with the rest
of the structure (see bridge failure from 1964
Earthquake in Niigata, Japan, right, and upper deck
collapse of Bay Bridge from San Francisco, California
1989, left). Liquefaction may amplify the potential for
those conditions and the damage they cause.
Liquefaction is responsible for extreme property
damage and loss of life due to a several variations of
failure potential. Liquefied ground is no longer stable
to withstand the stresses it is subject to from structural
foundations or even its own weight, leading to a variety
of potential failures. The witnessed effect on structures
with their foundations in a liquefied deposit resembles
quicksand with a bearing capacity failure occurring
beneath the foundations. The building structures will
lean and fall; or at times even split open under the
strains (see pictures below of structural damage caused by 1999 earthquake in Izmit
Turkey).
Niigata, Japan, 1964
Loma Prieta, California, 1989
Izmit, Turkey, 1999 (both images)
7.
8. Also, dams and retaining walls are common boundaries to many major bodies of water
and their adjacent shores. Both rely on the strength and stiffness properties of soil for
their stability. The failure of the soil around them not only can cause the structure itself
to weaken, lean, and possibly even fall; but also can result in ‘subsurface landslides’,
during which the supporting soil at the base of the dam or wall loosens and slides out.
Dam and retaining wall failure are especially problematic concerns due to the additional
potential for flooding.
The damaging effects of liquefied
soils are not only visible in the
structural chaos left behind. The soil
itself can be weakened and fail due
to its own weight. Often, erosion
from rivers and streams cuts into the
soil along their banks, leaving
behind scoured ground and gullies.
The stresses produced during
liquefaction can cause tension cracks
to form in the soil near the
embankment, or it can collapse
altogether, commonly known as
lateral spreading or landsliding.
Soils on or near slopes, hills, or
mountains can experience the same
effects.
Lateral spreading during the Kobe earthquake in Japan
in 1995 caused the paved surface shown in this picture
to fall 1-1.2 meters below original grade. Local
flooding occurred as a result.
Olympia, Washington, 2001
Kobe, Japan, 1995
9. How can the risk of damage due to soil liquefaction be reduced?
There are several ways in which risk and severity of damage as a result of soil
liquefaction can be reduced. The first and most obvious is, to avoid planning
development on liquefaction susceptible soils. Besides in-situ testing, vulnerable sites
can also be identified by researching any prior events at the site. Maps showing sites of
prior liquefaction can be located from many government and research entities. See links
to SIM 2822: Surficial Geologic Map of the Southeast Memphis Quadrangle, Shelby
County, Tennessee and SIM 2823: Surficial Geologic Map of the Southwest Memphis
Quadrangle, Shelby County, Tennessee, and Crittenden County, Arkansas, included in
the information resources on page 10.
If it necessary to construct on liquefaction
susceptible soils, one can modify the design of a
structure in several ways to make the structure
more resistant damage potential from liquefaction.
A structure that incorporates ductility, has
supports that are adjustable to accommodate
differential settlement, possesses the ability to
accommodate large deformations, and has a
foundation design that can span ‘soft’ spots, can
all decrease the amount of damage incurred in the
case of a liquefaction event.
In addition to designing a liquefaction-resistant structure, steps
can be taken to improve the soil conditions and lower the
potential for liquefaction occurrence. A variety of ground
modification techniques are available to change the ground
conditions. Methods that increase soil drainage and density can
lower liquefaction risk. These include: vibroflotation; vertical
wick drains; dynamic compaction; installation of stone columns,
compaction piles, and compaction grouting; and use of various
drainage improvement techniques are all acceptable options.
Example of foundation design that
spans over a soft spot
Dynamic compaction
Injection & grouting
10. Where can I find more information?
Liquefaction information can be found in a number of sources: websites, articles in
professional journals, and books. Some identified sources are listed below, but to ensure
the information is most up-to-date and applicable to your needs, use these resources as a
starting point to do some research of your own.
Sources used in this paper
http://www.liquefaction.com/
Site maintained by Dr. Richard Olsen from USAE of waterways experiment station with
links to pages on “Evaluation of Earthquake Induced Soil Liquefaction”, “Links and
Information for the Geotechnical Cone Penetrometer Test”, “Geotechnical Engineering
Information”, and “Geotechnical Web Site Links”
http://neic.usgs.gov/neis/new_madrid/new_madrid.html
Collection of New Madrid Information by USGS
http://mae.ce.uiuc.edu/
Mid-America Earthquake Center
http://www.nees.org/
Network for Earthquake Engineering Simulation
http://www.ce.washington.edu/~liquefaction/html/main.html
Site maintained by the civil engineering department at the University of Washington.
“The Soil Liquefaction web site was developed to provide general information for
interested lay persons, and more detailed information for engineers. Visitors who are not
familiar with soil liquefaction can find answer to typical questions.”
http://www.eeri.org
Homepage for the Earthquake Engineering Research Institute
http://www.ce.gatech.edu/~geosys/Faculty/Mayne/papers/index.html
An index of research papers written by my advisor, Dr. Paul Mayne, in conjunction with
the Mid-America Earthquake Center and Georgia Institute of Technology.
http://www.bfrl.nist.gov
National Institute of Standards and Technology – Building and Fire Research Laboratory
http://geoinfo.usc.edu/gees/
Geotech Earthquake Engineering Server
11. http://earthquake.geoengineer.org
Geotechnical Earthquake Engineering Portal
http://pubs.usgs.gov/sim/2004/2822/
SIM 2822: Surficial Geologic Map of the Southeast Memphis Quadrangle, Shelby
County, Tennessee
http://pubs.usgs.gov/sim/2004/2823/
SIM 2823: Surficial Geologic Map of the Southwest Memphis Quadrangle, Shelby
County, Tennessee, and Crittenden County, Arkansas
12. Some Seismic Site Analysis Software Available
There are some softwares available that can lend a hand when characterizing a site’s
seismic risk. Below is a list of programs found during the course of this research and
some basic information about the program itself and its availability. (Note that 1D, 2D,
and 3D are modeled with time input as well and thereby can also be called 2D, 3D, and
4D.)
SHAKE2000
Windows compatible 1D analysis of site-specific response and the evaluation of
earthquake effects on soil deposits. Integrates former program entities ShakEdit and
SHAKE. One-user license costs $250. See www.shake2000.com for more information.
Rockware Visual Seismic (Version 3 – 10/03)
Developed by Rockware Inc. 2D, 3D, and 4D seismic and GPR visualization and
interpretation. Demo available, full version available for $1995.
http://www.rockware.com for more information or downloadable demos.
SEM2DPACK
2D Spectral Element Method code (in Fortran 95) and utilities for the study of seismic
wave propagation in sedimentary basins and earthquake dynamics. Current version is
2.2.1. Available freely for research purposes.
http://geoweb.princeton.edu/people/resstaff/Ampuero/software.html
IASPEI Seismological Software Library
The International Association of Seismology and Physics of the Earth's Interior (IASPEI)
is a nonprofit professional association dedicated to furthering the knowledge of
seismology and solid-earth geophysics. In 1988, IASPEI established a Working Group on
Personal Computers to promote the sharing of seismological software. Under the auspices
of the Working Group and in collaboration with the Seismological Society of America
(SSA), a series of seismological software volumes for IBM-compatible personal
computers is being published with W. H. K. Lee as editor, and J. C. Lahr and F.
Scherbaum as associate editors. The editorial board is chaired by Hiroo Kanamori and
includes R. D. Adams, V. Cerveny, E. R. Engdahl, Y. Fukao, R. B. Herrmann, E. Kausel,
V. Keilis-Borok, B. L. N. Kennett, and S. K. Singh. So far, six volumes of the IASPEI
Software Library have been published. Each volume includes the executable code and
examples on floppy diskettes, and printed documentation (for IBM-compatible PC's
only). Volume 1 (first edition 1989; second edition 1994) contains programs for real-
time seismic data acquisition, processing, and analysis. It includes a description of the
hardware implementation for a PC-based seismic system and programs to perform
seismic data acquisition, interactive picking of seismic phases, filtering, spectral and coda
Q analysis, and earthquake location. At present, about 150 seismic networks using
Volume 1 software are in operation worldwide. The second edition of this volume
contains revised software and several new programs, and supports USGS digital
telemetry standards and PC-SUDS format. Volume 2 (first edition 1990; second edition
1994) is a companion to the first volume. It contains twelve computer programs for
13. plotting seismic data on the monitor screen and generating a hard copy. It includes a 3-
dimensional data-viewing program for rotating, enlarging, or shrinking objects and data
points. The second edition of this volume contains several new programs for plotting
seismic waveform data in the PC-SUDS format. Volume 3 contains two major
programs: (1) SeisGram by Anthony Lomax for interactive analysis of digital
seismograms, and (2) SYN4 by Robert McCaffrey, Geoffrey Abers, and Peter Zwick for
inversion of teleseismic body waves. This volume (published 1991; updated in 1994 to
support the PC-SUDS format) is a toolbox for seismological research, especially on
broad-band digital seismic data. Volume 4 is a toolbox for managing bibliographic
information and includes programs to automate reference preparation in manuscripts and
to manage a user's own references. It includes a searchable database of all articles
published in the Bulletin of the Seismological Society of America from 1911-1993 and
some frequently cited articles for seismologists. Volume 5 is a programmable interactive
toolbox for seismological analysis (PITSA) by Frank Scherbaum and James Johnson, and
includes a short course on "First Principles of Digital Signal Processing for
Seismologists." The manual and PC-version code was published in 1992. A version of
PITSA for Sun workstations is available from the IRIS Data Management Center, Attn:
Tim Ahern, 1408 NE 45th Street 2nd Floor, Seattle, WA 98105; telephone (206) 547-
0393. Volume 6 is called "Algorithms for Earthquake Statistics and Prediction" and
contains three software packages: SASeis, M8, and UpDate. SASeis contains ten programs
for statistical analysis of seismicity. M8 is an algorithm using pattern recognition
techniques for earthquake prediction, and UpDate is an algorithm to aid in the
preparation of input data for M8. Cost is $250 for each volume. See
http://www.seismosoc.org/publications/IASPEI_Software.html for more information.
Additionally, ORFEUS Seismological Software Library: PC-software links contains links
for many seismological freeware programs and is kept quite up to date.
http://orfeus.knmi.nl/other.services/pc_software.links.shtml
And, an extensive listing of Earth Science software applications to meet various needs,
including seismic modeling, is available at
http://www.esinfo.com/earthscience/branches/applicat.htm with useful reviews of the
softwares listed. However, many of the links are no longer current, so some searching
may be required to find the newest locations of the programs selected.
Acknowledgements
The Mid-America Earthquake Center at University of Illinois Urbana-Champaign
provided funding for this semester of undergraduate research under project HD-7 at
Georgia Institute of Technology. Dr. Paul Mayne sought out the funding and directed the
progress of the project and thus made the development of this paper possible.