This is a report which summarizes and organizes field data taken during this magnitude 7.8 earthquake having an aftershock of magnitude 5.0. Located in Kush, Pakistan, this report has a detailed correlation with the geology.

Pennington, Wayne D., A Summary of Field and Seismic Observations of the Pattan Earthquake - 28 December 1974, Geophysical and Polar Research Center Contribution No. 354, 1979, p143-147.

This is a follow-up report which locates the epicenter and area of damage more precisely.

Vaid et al, Liquefaction of Silty Soils, ASCE, GSP 44, Oct 94, p1-15.

Relates liquefaction potential to a typical soil property investigation and uses varying “looseness” of silty soils as a parameter. The method may be useful in before and after experimental tests.

Finn et al, Liquefaction in Silty Soils: Design and Analysis, ASCE, GSP 44, Oct 94, p51-76.

This analysis builds on the fact that fines in a sandy soil dramatically reduce the: liquefaction potential. A model of dam failure showed the most stressed zone was upstream of the spillway but below the bottom of the dam fill. Piles were driven into that weak zone in a test case at the Sardis Dam in British Columbia. Post treatment soil tests indicated that this pile reinforcing prevented liquefaction in the express critical zone and increased the apparent factor of safety by some threefold. Soils were not compacted.

Mitchell et al, Performance of Improved Ground During Earthquakes, ASCE, GSP 49, Oct 95, p1-36.

The paper reviews damage at numerous sites which had differing treatment for mitigating liquefaction. The treatments reviewed included vibro compaction, stone columns, chemical and cement grouting, compaction grouting, and non-structural timber piles. Damage was significantly less that at similar sites without any treatment. Stone columns and vibro treatment were most effective. (There may be a deflection effect here as the stone columns are very flexible in a horizontal direction.) The compaction grouting project had some difficulty in that the initial soils were fairly dense to begin with and there was little chance of soil improvement,

Maher & Gucunski, Liquefaction and Dynamic Properties of Grouted Sand, ASCE, GSP 49, Oct 95, p37-50.

The article describes laboratory tests with cement grout, silicate grout, and acrylate gel grout. The cement grouted sand somewhat mitigated seismic effects by turning into weak concrete. The silicate and acrylate grout changed the soil into a more flexible form and reduced liquefaction by making the soil more resilient.

Van Court & Mitchell, New Insights into Explosive Compaction of Loose, Saturated, Cohesionless Soils, ASCE, GSP 49, Oct 95, p51-65.

Explosive detonations are used to liquefy sand in an increasing number of applications, particularly for dam and lock investigations. The portion of the shock wave which is effective is the gas portion. This constitutes perhaps 85% of the total in a typical case. Such explosive impact testing may be useful for testing this invention.

Baez & Martin, Permeability and Shear Wave Velocity of Vibro-Replacement Stone Columns, ASCE, GSP 49, p66-81.

Shear wave calculations and permeability were used to try to measure the effect of making stone columns through the use of vibro replacement of soil. Correlations were poor. There is no thought of measuring wave force reduction.

This article compares test methods on stone columns installed in a liquefaction reduction program. Of the two test methods used, the Becker Penetration Test showed dramatic improvement at all depths. However, use of cross-hole sonic tests showed only a small improvement which did not vary much with depth. It is a testing method and does not carry out seismic assessments.

Yourman et al, Quality Control of Stone Columns in Variable Soil, ASCE, GSP 49, p96-110.

Density of the soil was used to attempt to measure the consistency with which stone column data would replicate. The correlation was not good. There is no relation to this invention.

Pease & O’Rourlce, Seismic Response of Liquefaction Sites, ASCE, JG&GE, Jan 97, p37-45.

The conclusion of this article is that there was severe damage in the Marina District (MD) from rather weak ground motion. The fill depth was about 90 m. There was strong surface motion at Treasure Island (where the Oakland Bay Bridge collapsed) and at Yerba Buena 6 km away, but rock there is only some 4-7m deep. In the MD, there were layers of hydraulic fill and layers of land-tipped fill over the top in some locations. Buildings having the least damage were over hydraulic fill, while utility pipelines had the least damage but were located in the shallow land-tipped fill.

Salgado et al, Interpretation of Large-Strain Seismic Cross - Hole Tests, ASCE, JG& GE, Apr 97, p382-388.

This paper describes using crosshole testing to assess degrading or diminishing shock waves (or energy dissipation). This could be a before and after evaluation method.

Boulanger et al, Liquefaction at Moss Landing during Loma Prieta Earthquake, ASCE, JG&GE, May 97, p453-467.

Damage was mostly at the river outlet along a fishing marina. There was tilting of petroleum storage tanks. Liquefaction was in thin soil only 0.5-0.7 m deep which ran continuously along the site. Liquefaction settlement was most serious along soil boundaries,

Liu & Dobry, Seismic Response of Shallow Foundation on Liquefiable Sand, ASCE, JG&GE, Jun 97, p557-567.

Experiments were conducted using a viscous fluid (ethylene glycol) to emulate increased gravity (as with a centrifuge). The results were correlated with actual data from several earthquakes and with centrifuge data. This might prove another possible method of detecting before and after differences when using compaction piles.

Kerwin & Stone, Liquefaction Failure and Remediation: King Harbor Redondo Beach, ASCE, JG&GE, Aug 97, p760-769.

At this marina site, there was significant horizontal displacement of up to 20 ft with settlement of only about 3-5 ft. The fill sand had several layers of clayey deposits but these did not register at the SPT borings. The horizontal slip plane of the soil was along the mean sea level in depth. Stone columns were placed to repair the damage away from the shoreline and its structures, and then compaction grouting was used where vibration from the installation method was deemed a possible problem. The sands were typical of those used to construct berms all along the West Coast.

Arulanandan at al, Seismic Response of Soil Deposits in San Francisco Marina District, ASCE, JG&GE, Oct 97, p965-974.

Work was done to verify various computer program calculation methods with the happenings in the Marina District. Centrifuge experiments were set up. In examining the area’s damage, it was found that the ground damage was very erratic evidenced by sand boils occurring in no predictable pattern. Damage was more severe at the edges of foundations where there were no adjacent foundations. This underlines the theory of soil stress transfer from foundation to foundation.

Choi & O’Neill, Soil Plugging and Relaxation in Pipe Piles during Earthquake Motion, ASCE, JG&GE, Oct 97, p975-982.

Here work was done to see if horizontal seismic forces would shake loose an interior plug driven by the open-ended pipe placement method. There seemed to be no displacement of the inside plug with most of the damage coming with slippage on the outer surface. However, there was not a large improvement as pipe piles placed by vibration had only 0.5-0.7 times the strength of those placed by driving.

Finn & Thavaraj, Soil-Pile-Structure Interactions, ASCE, GSP 70, Oct 97, p1-22.

This article addresses shock effects and displacement associated with pile groups. The maximum movement of such piles occurs at their attachment to the foundation; that is, at the top. The maximum stress in a pile and in a group of piles is near the top, in about the top 10 or 15 m of buried depth. If piles are used in shock wave abatement as described in this invention, it would seem best not to make a direct attachment between pile and foundation. Rather, the wave deflection piles in the EQ-Force array should not be directly attached to the footing.

Galsworthy & El Naggar, Analysis of RIC Chimneys with Soil-Structure Interaction, ASCE, GSP 70, Oct 97, p36-51.

This article analyzes effects of foundation types on the resistance of tall chimneys to earthquake damage. The types of foundations looked at included those on piles extending to rock, those on friction piles, and those on floating mats. The finding is that the more flexible the foundation, the less the damage to the chimney. This would mean that any piles including compaction piles used for deflection of seismic waves as in this patent should not be directly attached to a foundation.

Han & Cathro, Seismic Behavior of Tall Buildings Supported on Pile Foundations, ASCE, GSP 70, Oct 97, p36-51.

This article concerns the analysis of a 20 story building on a square foundation. Piles are assumed to be friction piles as is customary and placed on 4 x 4 ft and 5 x 5 spacing. The soil interaction sizably reduces the cycle of vibration and transfers smaller strains into the structure. This results in mass movement at higher frequency. Under this new invention, this would mean that the protective piling and the compaction zone should surround the entire pile group and not just within the pile group.

Kuniar & Prakash, Effect of Type of Foundation on Period and Base Shear Response of Structures, ASCE, GSP 70, Oct 97, p52-68.

This article reiterates and expands on the conclusions of previous articles and suggests that all buildings in an earthquake zone, even those of only two stories would benefit from a pile foundation not bedded on rock.

Kagawa et al, Soil-Structure-Pile Interaction in Liquefying Sand from Large Scale Shaking Table Tests arid Centrifuge Tests, ASCE, GSP 70, Oct 97, p69-84.

This work suggests that the main damage to a pile supported tall structure takes place where the piles are attached at their tops to the foundation and the tips where they are locked into rock or firm soil. There is little stress or damage to the middle section of the piles. This too would suggest that protective piles not contact the foundation or the bedrock.

Kaynia, Amir M., Earthquake Induced Forces in Piles in Layered Soil Media, ASCE, GSP 70, Oct 97, p85-95,

This analysis of pile interactive forces in layers of different soil indicates that the major damage occurs where the soil is weak. This is confirmed in many studies of the Loma Prieta damage.

Kayen & Mitchell, Assessment of Liquefaction Potential during Earthquakes by Arias Intensity, ASCE, JG&GE Dec 97, p1162-1174.

The Arias Intensity method of analysis incorporates all the measures of intensity without requiring magnification of effects. It was used to correlate data from 15 or 20 earthquakes in Japan and the US West Coast with excellent results across such a broad geographic area.

Abdel-Haq & Hryciw, Ground Settlement in Siml Valley following the Northridge Earthquake, ASCE, JG&GE Jan 98, p80-89.

Ground settlement of over a foot took place in open fields. The failures were both below the water table and in the dry sand above. CPT testing gave a fairly good correlation with damage while SPT data did not.

Stark & Contreras, Fourth Avenue Landslide during 1964 Alaskan Earthquake, ASCE, JG&GE, Feb 98, p99-109.

This examination of data was in an area with generally cohesive soils rather than the sandy soils normally associated with liquefaction. A giant landslide occurred which caused a building tilt 20 degrees off vertical. Post earthquake analysis was able to identity the relatively small areas where severe damage occurred and comparisons are made with the relatively slight damage, which took place to the town.

Adalier et al, Foundation Liquefaction Countermeasures for Earth Embankments, ASCE, JG&G Jun 98, p500-517.

This article presents a study of embankment failures where long retaining slopes are located, for example, along highway cuts and berms, and also along dams. It deals with how deformation occurred during earthquakes. The effects were all deformations and not complete failures. Additional berms had been placed over several structures and worked predictably to mitigate damage. Densification by intensive compaction reduced damage as did the placement of sheet piling to protect some areas.

Guo & Prakash, Liquefaction of Silts and Silt-Clay Mixtures, ASCE, JG&GE, Aug 99, p706-710.

This study examined silty sand, layered sand, and clay for their liquefaction potential. Correlations were poor, possibly (or partly) as a result of having a relatively small amount of data.

Boulanger et al, Seismic Soil-Pile-Structure Interaction Experiments and Analyses, ASCE, JG&GE, Sep 99, p750-759.

Significant parts of the San Francisco area have a clay layer over the top of sand. Typical construction methods in those areas use pilings for buildings. This work used the Cal-Davis centrifuge to model that situation. Good correlation was obtained using the Winkler p-y analysis method. However, the study suggests that with buildings supported in this manner, the movement and thus the damage is greater than it would otherwise be if the buildings were on spread footings.

Balakrishnan et al, Settlement, Sliding, and Liquefaction Remediation of Layered Soil, ASCE, JG&GE, Nov 99, p968-978.

Layered soil tests were constructed according to a usual occurrence pattern along the West Coast where the pattern involves dense deep soil, looser soil over that, and then a shallow layer of clay soil. Damage from horizontal shifts was more severe where the deep layers were well compacted and firm with the shock being picked up in the weaker sand layers. Soil nailing of the slopes arrested much of this force and less damage occurred where soil nailing had been used. Soil nailing is a flexible method of construction.

Rauch & Martin, EPOLLS Model for Predicting Average Displacement on Lateral Spreads, ASCE, JG&GE, Apr 00, p360-371.

EPOLLS is a modeling method developed for earthquake analysis. It was developed using data from numerous US and Japanese earthquakes. It holds promise in identifying damage prone areas from soil layering information.

Desai, Chandra S, Evaluation of Liquefaction Using Disturbed State Energy Approaches, ASCE, JG&GE, Jul 00, p618-631.

This paper looks at the potential for liquefaction from analysis of pore water pressure and pore water movement of the soil. Principal sources of data were in Kobe, Japan.

Michalowski & You, Displacements of Reinforced Slopes Subjected to Seismic Loads, ASCE, JG&GE, Aug 00, p685-694.

The reinforcing materials used in these analyses are geosynthetic fibers and mats. The flexibility and stretchability of the reinforcement showed a lessened damage and lessened soil displacement. Soil nails used as compaction piles could accomplish the same result.

lvanetich et al, Compaction Grout: A Case History of Seismic Retrofit, ASCE, Proceedings of the GeoDenver Conference, Aug 00, p83-93.

This is the article which accompanied my original patent filing. It is a report on a project carried out to protect large footing at a bridge in California. Densification of the soil was generally a failure because of its non-compressibility, but vertical compaction grout columns were left behind. This is a major feature that led to my thinking about the possibility of a sonic wave trap.

Zeng & Steedman, Rotating Block Method for Seismic Displacement of Gravity Walls, ASCE, JG&GE, Aug 00, p709-717.

This article analyzes the choice of movement restraint method used before and during construction so that the predominant motion failure of a gravity wall will be either sliding or rotating. It provides an analytical method for combined motion when limits of each force are exceeded. A small centrifuge was used in the experiments.

Kayen et al, Non-Destructive Measurement of Soil Liquefaction Density Change by Crosshole Radar Tomography, Treasure Island, CA, ASCE, GSP 110, Aug 00, p52-65.

The article describes before and after crosshole radar to assess soil densification at a Treasure Island test site. Explosives were used to generate the shock waves. The experiment was successful in detecting soil disturbance and layers of collapse. This information may be useful in testing the EQ-Force technology.

Desai, Chandra, DCS Constitutive and Computer Models for Soil-Structure and Liquefaction Analyses, ASCE, GSP 110, Aug 00, p99-116.

This paper presents a unified and simplified constitutive modeling approach called the disturbed state concept (DSC) for the characterization of the behavior of soils and interfaces. It is applied to a number a soil- structure interaction problems. The author believes it represents a new fundamental procedure for identification of liquefaction potential.

Anandarajah, A., Fully Coupled Analysis of a Single Pile Founded in Liquefiable Sands, ASCE, GSP 110, Aug 00, p117-131.

This is a report on centrifuge tests on a single pile. The model was used a few years earlier and this paper reports on correlation developed after the more recent California earthquakes.

Wilson et al, Observed Seismic Lateral Resistance of Liquefying Sand, ASCE, JG&GE, Oct 00, p898-905.

For gravity walls, two modes of failure are possible; sliding and tilting. Sliding has been the usual analysis as main earthquake forces causing damage seems to be horizontal in most cases. However, this study challenges that notion and suggests that the more likely method of failure is rotation by a 2 to 1 margin. The initial analysis was expanded to provide a combined method of analysis using both horizontal and rotational failure.

Rathje & Bray, Non-linear Coupled Seismic Sliding Analysis of Earth Structures, ASCE, JG&GE, Nov OO, p 1002-1014.

This paper addresses “damping” effects in sliding failures. It relates the duration of the seismic force to the effects once sliding begins. Once that failure has begun, the direction of motion is prone to continue as friction along the failure zone decreases.

Andrus & Stokoe, Liquefaction Resistance of Soils from Shear-Wave Velocity, ASCE, JG&GE, Nov 00, p1015-1025.

This paper provides “correction factors” for conventional equations for earthquake-energy absorption. The factors are different for different energy levels (or severity factors as expressed in Richter severity).

Pak and Yamamura, Editors, Soil Dynamics and Liquefaction 2000, Proceedings of a Conference - Denver 2000, ASCE, GSP 107, Thirteen articles and 205 pages.

This conference and the articles resulting from it concern primarily the identification of areas where liquefaction is most likely to take place. One concern is how to predict how deep the zone of potential liquefaction extends; in particular how dense layers of soil may interrupt seismic waves so that the effects at great depths are not particularly significant. One article ‘The Influence of High Confining Stress on the Cyclic Behavior of Saturated Sand’, reports on the use of a super centrifuge at the C of E - Vicksburg, where it describes the very high pressure situation of saturated fill behind conventional dams. These papers do not deal with the possibility of a reduction in the seismic shock as being significant. The papers are indexed here without comment,

1 Cristascu, N D, Theoretical Approach to Sand Liquefaction, ASCE, GSP 107, p1-9.

2 Pak & Ashlock, Fundamental Dynamic Behavior of Foundations on Sand, ibid, p10-19.

3 Ashford et al, Comparison of Deep Foundation Performance in Improved and Non-Improved Ground Using Blast-Induced Liquefaction, ibid, p20-34.

4 Steedman et al, The Influence of High Confining Stress on Cyclic Behavior of Saturated Sand, ibid, pp35-57.

5 Perlea, VIad G., Liquefaction of Cohesive Soils, ibid, p59-76.

6 Thevanayagam et aI, Effects of Non-Plastic Fines on Undrained Cyclic Strength of Silty Sands, ibid, p77-91.

7 Chiru-Danzer et al, Estimation of Liquefaction Induced Vertical Displacements Using Multilinear Regression Analysis, ibid, p92-i 07.

8 Finn, Liam, Post-Liquefaction Flow Deformations, ibid p108-122.

9 France et al, Dynamic Deformation Analysis and Three- Dimensional Post Earthquake Stability Analysis for Casitas Dam, CA, ibid, p1 23-1 47.

10 Juang & Jiang, Assessing Probabilistic Methods for Liquefaction, ibid, p148-162.

11 Romero & Rix, Seismic Zonatlon in the New Madrid Seismic Zone, ibid, p163-l 77.

12 Chang & Oncul, A Parametric Study on Seismic Behavior of a Composite Dam, ibid, p178-190.

Hartman (Editor), Astronauts Help Scientists Unlock Liquefaction Mysteries, ASCE, Civil Engineering, Feb 01, p11.

Work in zero gravity indicates liquefaction will occur deep in the earth while the surface tends to stay more stable. Results indicate broad foundation footings closer to the surface are more stable than deeper constricted footings.

Davis & Berrill, Pore Pressure and Dissipated Energy in Earthquakes - Field Verification, ASCE, JG&GE, Mar 01, p269-274.

This article develops and uses pore pressure measurements (p) to relate to dissipated energy (d). The authors develop the so-called d-p theory. They correlate real data from several earthquakes in the US and Japan to develop correlation constants.

Youd & ldriss, Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NGEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils, ASCE, JG&GE, Apr 01, p297-313.

This paper is a review of the last ten years of the development of methods using data from actual earthquakes occurring during the last fifteen years.There are six. Conclusions:

1. Four field tests are recommended for soil: a) CPT, b) SPT, c) shear wave velocity, and d) the Becker penetration test (where gravelly soil is encountered). CPT is most universally accepted and comparatively reliable, but all test methods have good and bad points.

2. Scaling factors used to bridge and compare small scale and large-scale data have been very conservative in the past. New factors are presented separately for earthquake magnitudes of < 7.5 and > 7.5 Richter.

3. K values (these are applied to deep soils beyond the usual testing depth) are overly conservative and new ones are suggested.

4. For gently sloping ground (slopes of > 6% but < 30%), no universal constants work very well.

5. The magnitude of the moment of force should be used for liquefaction potential calculations without correction. The many published correction factors do more harm than good. Those areas of correlation include the source mechanism, the style of faulting, the distance from the energy source, the subsurface bedrock topography (the basin effect), and the tectonic region, i.e., the eastern vs. the western US.

6. Peak acceleration should always be the peak horizontal acceleration at the ground surface. Geometric mean data is preferred. Where site conditions are incompatible with existing attenuation relationships site specific relationships using standard computer formulae such as DESRA and SHAKE should be employed. Use uncorrected data and do not apply attenuation factors.

Hartman (Editor), New Report Helps Pinpoint Liquefaction Vulnerability, ASCE, Civil Engineering, May 01, p35.

The subject report is from a manual put out by the Association of Bay Area Governments (CA) to assist local municipalities. There are maps outlining areas of liquefaction potential relative to the fault zones.

At an ASCE Specialty Conference named Foundations and Ground Improvement - Blacksburg, VA in Jun 2001 there were four technical papers dealing with soil liquefaction. Each describes a different set of parameters relating to specific sites where differing ground improvements had been made. There was no implication or recognizance of the phenomenon of seismic shock reduction in any of them. They are:

I Bonita et aI, Insitu Liquefaction Evaluation Using a Vibrating Penetrometer, ASCE, GSP 113, Jun 00, p12l-208.

2 Fahoum, Khaldoun, Soil Improvement and Liquefaction Mitigation by Deep Dynamic Compaction, ibid, p311-324.

3 Chang, Nien-Yin, A Parametric Study on Seismic Behavior of a Composite Dam, ibid, p178-190.

4 Martin et al, Performance of Improved Ground During the 1999 Turkey Earthquakes, ibid, p555-579.

Juang et aI, Probabilistic Framework for Liquefaction Potential by Shear Wave Velocity, ASCE, JG&GE, Aug 01, p670-676.

The article provides an “improved” method for calculating a soil’s resistance to seismic wave impact; thus, it would make the prediction of where liquefiable soils exist better than present methods do. The method may be advantageous in assessing those places where it is worth applying my process, but the methods described are not remedial.

Gallagher, Passive Site Remediation for Mitigation of Liquefaction Risk, Geotechnical News Sep 01, A Thesis Abstract, p71.

The paper presents a new concept for evaluation of liquefaction risk based on the slow injection of stabilizing materials at the edge of a site and delivery of the stabilizer to the target location using natural groundwater flow. Colloidal silica is one stabilizer. The cost of the application is expected to be in the same range as chemical grouting, i.e., $60 to $180/cu m of treated soil.

Juran at al, Engineering Analysis of Dynamic Behavior of Micropile Systems, ASCE, Soil Mechanics Dlv, Transportation Research Record 1772 paper No. 01-2936, p91-106,

This paper presents comparative test results from shaking table experiments. It establishes that the end piles on a large rectangular footing accepted greater seismic shock without having created any damage. This confirms the basic principals and mechanics of the EQ-Force Array.

Perkins, Jeanne, Passive Site Remediation for Mitigation of Liquefaction Risk, Geotechnical News, British Geotechnical Society, Sep 01, p71.

According to the report produced by the Bay Area Association, 46% of the San Francisco area is subject to liquefaction which works out to the fact that about 70% of the housing and people are at high risk.

Helwany et al, Seismic Analysis of segmental Retaining Walls, ASCE, JG&GE, Parts I and II, Sep 01 Part I, Model Verification, pp 741 -749, Part II, Effects of Facing Details, pp 750-756.

This two-part report covers the design of segmental walls with seismic protection.

Stewart et al, Seismic Performance of Hillside Fills, ASGE, JG&GE, Nov 01, p905-916.

This paper calls attention to small structures (houses on hillsides) in large earthquakes. Although the loss of life risk is almost non-existent in such cases, insured property damage losses are very great. No specific remediation is called for; rather, the paper is a review of building ordinances for grading and risk rating of hillside locations for damage control. The paper uses the Los Angeles Northridge earthquake as its data source.

Tufenjian & Vucetic, Dynamic Failure Mechanism of Soil-Nailed Excavation Methods in a Centrifuge, ASCE, JG&GE, Nov 01, p905-916.

This paper cites centrifuge studies which demonstrate how the soil nails provide a more stable structure than is provided by anchored or tied-back retaining walls. In its essence, the soil nails or earth inclusions can deflect seismic shock waves. In the case of these nearly horizontal elements, it is shown that the shock magnitude is reduced and damage is less to the wall. The effects are not exceedingly predictable.

Stafford, T E, Simplified Wind Load Provisions, ASCE, Jrnl Structural Engineering, Jun 02, p30-34.

Summarizes changes in the building codes and particularly the year 2000 International Building Code. It includes development of Seismic Provisions in Structure, Nov 02, p12-I 6.

Rides et al, Experimental Evaluation of Earthquake Resistance Posttensioned Steel Connections, ASCE, Jrnl Structural Engineering, Jul 02, p850-859.

Develops models of differing stiffness and tests them against theory. Residual effects are explored.

Huang et al, Assessing Probability Based Methods for Liquefaction Potential Evaluation, ASCE, JG&GE, Jul 02, p580-589.

The paper summarizes the case for probability methods for use in estimating liquefaction (and thus settlement) from soil properties.

Roesset & Yao, State of the Art of Structural Engineering Paper, ASCE, Jrnl of Structural Engineering, Aug 02, p970-971.

This 150th Anniversary Paper presents a review of Earthquake and Wind Engineering where things have been and where they stand now. Beyond the pages cited, there are a number of other parts of the paper which may be important to those in the earthquake field, particularly sections headed Uncertainty Analysis, Structural Reliability, and Fuzzy Logic.

Mylonakis & Gazetas, Kinematic Pile Response to Vertical P-wave Seismic Excitation, ASCE, JG&GE, Oct 02, p860-867.

Theory has persisted that earthquake damage from horizontal movement results from a partial reflectance of the vertical waves, and that the two wave types are coupled. Analysis of data from both the Lame Prieta and Northridge earthquakes suggest otherwise. In fact, the data suggest that there is no coupling whatsoever, and that the two forces are independent. A new theory is postulated.

Button et al, Effect of Vertical Motions on Seismic Response of Highway Bridges, ASCE, JrnI Structural Engineering, Dec 02, p1551-1564.

Similar in effect to the previous article, this study examines the vertical effects of seismic shock on heavy bridges. The data are sorted into parcels having different effects. Rules are developed for cases where the vertical effects can a) be ignored as having no effect, b) have a very great effect, and c) where effects are problematic.

Filiatrault et aI, Seismic Testing of Two-Story Woodframe House: Influence of Wall Finish Materials, ASCE, Jrnl Structural Engineering, Oct 02, p1 337-1345.

Wall finish materials are usually considered non-structural in nature. However, testing of a full two-story house on a shake table indicates that various materials as gypsum wallboard or a stucco finish had a material effect.

Cramer, New Madrid Earthquake Hazard: Understanding the Science, A Special Presentation at the ASCE Annual Meeting, Nov 03.

This paper analyzes the entire history of the New Madrid area and puts all the knowledge in perspective. It suggests that a large earthquake, above 7.5 in magnitude, is due and should strike anytime from now to a hundred years from now. A major change is that the area is now populated whereas there were few people earlier. The methodology and application of new analytical tools is significant.

Huang & Chen, Seismic Stability of Soil Retaining Walls Situated on Slope, ASCE, JG&GE, Jan 04, p45-57.

The paper presents a detailed analysis of a retaining wall situated on a slope in Taiwan. It is thorough and well illustrated, with the analysis confirming the actual damage.

Ghosh & Henry, Earthquake Effects, Regional Impacts of the IBC on Seismic Design, Structural Engineer Magazine, Jan 04, p20-27.

This is the most recent update of the actions of the International Code Council in updating the IBC 2000 and 2003 codes. The majority of the technical revisions are to the seismic design areas.

Kase & Ross, Using Seismic Tomography to Evaluate Foundation Structures, Proceedings of Fourth National Conference and Workshop on Bridges and Highways, Feb 04, p121-129.

Using seismic tomographic methods, the authors extend the normal look at structural integrity of columns to the analysis and prediction of the effects of earthquake forces on the site and structure

DiMaggio, Jerry A, Developments in Deep Foundation Practice - The Last Quarter Century, Foundation Drilling Magazine (ADSC), Part I in the Feb 2004 issue, and Part II in Mar/Apr 2004.issue.

This is a comprehensive look at the significant progress made in design and construction in the transportation industry during the last 25 years by a twenty year geotechnical engineer veteran with the Federal Highway Administration. The first installment summarizes progress made and the evolution of thinking, drilling, and instruments during the period. The second installment deals with organizing and codifying a process from planning to construction and to maintenance to get top quality and cost effective results. Life cycle costing is a unifying principle recommended by DiMaggio.

This paper deals with large lightly unreinforced masonry buildings have not faired well in earthquakes. It deals with four structures in four earthquakes ranging in time from 1940 in the Imperial Valley, the 1952 earthquake in Kern County, the 1971 San Fernando quake, to the 1994 earthquake in Northridge. Using data from these projects, the present project presents testing in a full scale model at Kansas State. The accelerations obtained in the four projects were imposed on the shaking table with a passive isolation system design. The effectiveness of the base isolation system was shown in data at all the sites. This fits in with the EQ-Force system which imposes isolation at the top and bottom of the soil.

Stewart, Jonathan P. et al, Seismic Compression of Two Compacted Earth Fills Shaken by the 1994 Northridge Earthquake, 2004, ASCE, JG&G, June, p 461-476.

The paper compares settlement in aftermath of the Northridge earthquake with two sites, both located about 12 miles from the epicenter. They are similar but are on opposite sides of the Santa Clara River. Maximum acceleration was 0.31 g and 0.23 g respectively. The “School Site” south of the river followed predicted response and experienced settlement of 2.3 inches. However, “Site A,” north of the river, experienced 9 inches of settlement. Its average settlement was far greater than expected and it did not fit the prediction formulas. The authors conclude that there are a number of reasons which are possible, but that does not include the site location on opposite sides of the river.

van de Lindt, John W. and Ginhuat Goh, Earthquake Duration Effect on Structural Reliability, 2004, ASCE, Jrnl Structural Engr, May, p 821-826.

The effect of the duration of seismic impact on a footing has been negligent in almost all studies. This paper takes a look at this omission using period, yield strength, and their regression relationship during a specified duration. A Monte Carlo model was used to study the relationships. It is concluded from the data that only the strong motion has a significant effect. However, in the area of the first 1-2 seconds, such analysis should be performed or the damage will be under predicted.

Ashford, Scott A. et al, Blast-Induced Liquefaction for Full-Scale Foundation Testing, 2004, ASCE, JG&G, August, p 798-806.

Although designed to develop methods for test methods, the work reported here from the NGES site at Treasure Island also accentuates some real life cautions. The response to the explosions showed no settlement at the surface for the first 3.5 -5.0 seconds. Then surface boils began. Water then began to flow for an extended period 10-15 minutes and reached heights of a foot. Later CPT tests showed a tip resistance of 10 MPa at two days which extended to 12 MPa after 42 days. Detailed results showed that some 85% of the total settlement had occurred at about 30 minutes and the rest in two days.

Martin, James R. et al, High-Modulus Columns for Liquefaction Mitigation, 2004, ASCE, JG&G, June, p 561-571.

The paper presents information about a large shopping center in Kocaeli earthquake in Turkey. Site construction was about 2/3 complete. Installation of jet grout columns and pre-load fills were the plan. Footings were shallow and there were mats, and slabs on grade. The site was hit with a peak acceleration of about 0.2 g. The results of the grouting were vivid with no settlement in the completed zone but liquefaction related settlement was up to 2 feet where there had been no treatment.

Bray, Jonathan D. et al, Subsurface Characterization at Ground Failure Sites in Adapazari, Turkey, 2004, ASCE, JG&G, June, p 673-685.

This paper, in contrast to the previously listed paper in the same Journal, presents the results of a comprehensive inventory of the damage and the underlying soils, which were characterized. At each damage site, CPT and SPT based information was obtained. The CPT-based soil profiles are shown. The CPT data was able to identify even thin seams of loose liquefiable silt. Following that, retrieval SPT samples allowed for excellent correlation of the information.

The ASCE staged a Structural Congress meeting in New York in April 2005. The meeting had a major seismic track. The meeting produced many excellent papers. This included many papers on the effects of the new IBC and revisions to ASCE 7 Codes. Some of the important are summarized here.

Batt et al A discussion and Analysis of Ductile Detailing Requirements for Seismic Design in Moderate Seismic Regions ASCE 2005 Structural Congress Proceedings.

The paper details the effects of the IBC in areas of moderate or slight seismic expectation. How state codes are being changed is summarized.

Berman et al Steel Plate Shear Walls – From Research to Codification ASCE 2005 Structural Congress Proceedings.

This is an excellent research paper and has many important references for those looking into practical yet technical subject matter.

Corotis, Ross B. Is Investment in Seismic Design/Retrofit Oversold? ASCE 2005 Structural Congress Proceedings.

This paper deals with the limited resources question. It looks at how you can go about fitting cost benefit considerations to your problems. This is perhaps the most important thing facing the design engineer. The paper contains many references.

Dana and Stojadinovic Incremental Dynamic Analysis of a Structure with a Gap ASCE 2005 Structural Congress Proceedings.

Gaps in a structure always present analytical problems, whether they are seismic or not. This paper presents some methods to overcome the gap problem using what the authors term “the only solution.” And that is a non-linear push over analysis coupled with non-linear dynamic analysis. Good paper.

Gaol and Chopra Modal Pushover Analysis for Unsymmetric Buildings ASCE 2005 Structural Congress Proceedings.

Seismic demands for torsionally-stiff and torsionally-flexible unsymmetric buildings are presented. Results deteriorate when you look at a torsionally stiff plan.

Grierson et al Simplified Methods for Progressive-Collapse Analysis of Buildings ASCE 2005 Structural Congress Proceedings.

Progressive collapse is always an intriguing topic; one collapse triggering another. The authors present their thinking on this complex problem and give some solutions.

Haselton and Deierlein Benchmarking Seismic Performance of Reinforced Concrete Frame Buildings ASCE 2005 Structural Congress Proceedings.

Benchmarking implies stating the starting point. This paper presents good information for applying sound analysis while still flanging up with the IBC.

Hsieh Overview of System Identification and Case Studies Using Vibrational Techniques ASCE 2005 Structural Congress Proceedings.

Vibrational simulation of seismic force can be a useful tool to allow small scale experiments. This paper introduces how carry this out. I think it is the first introduction to the topic.

Kunnath and Kalkan IDA Capacity Curves: The Need for Alternative Intensity Factors ASCE 2005 Structural Congress Proceedings.

Through their research, the authors claim that alternative intensity methods are required if you are not to be misled. One method is presented. This conclusion goes contrary to the views of many others. It is worth a look.

Mackie and Stojadinovic Comparison of Incremental Dynamic, Cloud, and Stripe Methods for Computing Probabilistic Seismic Demand Models ASCE 2005 Structural Congress Proceedings.

As the title suggests, this paper should appeal to computer gurus. For me, the important thing was that the authors explained what the various calculation methods meant. Go forth.

Meszaros, Jacqueline R. Meszaros High-impact, Low-liklihood Risks: Engineers are from Oz, Owners are from Kansas ASCE 2005 Structural Congress Proceedings.

As the title implies, this new engineer has a flair for pungent writing. She also presents in her paper an important topic telling us where we go wrong in dealing with “the other public.” It’s an excellent read.

Mitchell et al Seismic Rehabilitation with FEMA 356: A Case Study ASCE 2005 Structural Congress Proceedings.

This was a case study in a San Francisco situation where two closely spaced buildings were considered. Three dimensional modeling was used and considered linear static, linear dynamic response spectrum, non-linear pushover, and non-linear time history procedures were all used used. The study confirmed that an external braced skeleton was the best solution.

Pierce, Phillip C. Covered Bridges – Engineering Judgment and the Practical Approach ASCE 2005 Structural Congress Proceedings.

Pierce says that all covered bridges he has seen or heard about would have fallen down long ago if engineers had to apply IBC seismic codes to their upgrade and retrofit. He says they won’t support snow loads, the floors won’t take the vehicular traffic they regularly get, and the bridges won’t even support their own dead weight. Since all are on public property, pierce has a great deal of trouble in qualifying them for federal funding, which is mandatory if they are to be kept. Federal officials were at the session but declined to comment. This is a top notch look at situations where the real departs from the theoretical.

Princehorn and Laefer Cost-Effective Decision Making for Blast Mitigation ASCE 2005 Structural Congress Proceedings.

The only paper on “security” that has cost-effective in it. It is worth a look if you work on projects which have those considerations.

Reigles and Symans Systematic Performance of Smart Seismic Isolation Systems ASCE 2005 Structural Congress Proceedings.

The topic has become separate from straight forward design because of the proprietary devices available from industry. This paper presents an analysis of many types, looks at the possibility of their standardization, and reports on a study called the “First Generation Smart Base Isolation Benchmark Building.

Whittaker and Constantinou Building Structures with Damping Systems: From Research to Design Practice ASCE 2005 Structural Congress Proceedings.

The paper relates how damping methods relate to the guidelines and codes now in use and details some practical ways for using them.

Hoe I. Ling et al, Large-Scale Shaking Table Tests on Modular-Block Reinforced Soil Retaining Walls, ASCE, JG&GE, Apr 05, p465-476.

Although written for testing of geogrid and reinforced soil walls, the work on a shaking table presents information which is valuable to the seismic field. The work presents a simple method for estimation of lateral loads which results in the same safety factor information as much more complicated and costly methods do.

Weaver et al Response of 0.6 m (2 ft) Cast-in-Steel-Shell Pile in Liquefied Soil under Lateral Loading ASCE JG&GE Jan 05, p94-102.

This is a report on a full scale test on a pile to look at horizontal seismic effects. The results show that blast induced did not provide much resistance at displacements up to 50 mm (2 ft). The shape of the p-y curves was very different from standard p-y curves. Therefore, in different tests and models, gave erratic conservatism or non-conservatism.

Davidson et al Failure Mechanisms of Polymer-Reinforced Concrete Masonry Walls Subject to Blast, ASCE Jrnl Structural Engineering, Aug 05, p 1194-1205.

This report is about retrofit of block and masonry buildings to prevent shock from the outside (as in a building front) to prevent debris and collapse from endangering people inside. Several buildings were built. Of great interest is the instrumentation used to record pressure and stress, and the design equations proved to be best.

Hayes et al Can Strengthening for Earthquake Improve Blast and Progressive Collapse Resistance? ASCE Jrnl Structural Engineering, Aug 05, p 1157-1177.

This study considers different methods of data analysis from the Davidson report above. The work was carried out on the design of the Murrah federal building in Oklahoma City. Findings included the fact that shear walls were not very effective in preventing progressive collapse. However, strengthening perimeter elements using current seismic retrofit techniques strengthened the building, while strengthening internal elements was not nearly as effective.

Seismic Performance and Simulation of Pile Foundations in Liquefied and Laterally Spreading Ground 2005, a Geo-Institute Special Publication.

This book is a compilation of 25 papers delivered at a meeting in Davis, CA in March of 2005. The scope covers case studies, research projects, field tests, centrifuge model studies, and shaking table results. Of interest to practitioners are seismic effects related to pile flexibility, P-Y curves for large diameter shafts, and centrifuge and shaking table tests, all from the Japanese.

H. Gurkan Ozquerel and Cumaraswamy Vipulanandan Effect of Grain Size and Distribution on Permeability and Mechanical Behavior of Acryamide Grouted Sand 2005 ASCE J&GE, pages 1457-1465.

Although this paper concerns the grouting of silty sand, it will also be useful to the seismic designer, where acrylamide grout is often to reduce liquefaction along coastlines and rivers.

D. S. Liyanapathirana and H. G. Poulas Seismic Lateral Response of Piles in Liquefying Soil 2005 ASCE J&JE, p1466-1479.

This paper describes a somewhat simplified method for estimating pile response. The data shows excellent correlation with the Winkler and Arias methods which are much more complex, requiring many hard to make assumptions.

Malley, James O Introduction to the AISC Seismic Provisions 2006 Modern Steel Construction Apr 06 p47-54.

This report provides a preview of the 13th Edition of the Steel Construction Manual and the upcoming Seismic Manual, which will be part of the manual. The summary covers all the sections of Part I (structural Steel Buildings) and Part II (Composite Structural Steel and Concrete Buildings), An especially informative section is two colored maps of the US. Fig 1 represents the seismic zones for soil Groups I and II which is keyed to the investigation depth required. Fig 2 shows the same information for Soil Group III. A footnote reminds that they do not map Soil Group F because site specific acceleration values are needed.