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By Liz Smith

The I-35 NEX project is a $1.6 billion design-build in northeast San Antonio in an area with known karst features. The project involves single-column, nonredundant, large diameter shafts that support an elevated highway. This case history describes the site reconnaissance, field investigation, design evaluations, and construction challenges. 

Oct 7, 2024

By Michael Arnold, Oliver Kaden, Cyril Bou Sleiman

In the framework of the Herbert Hoover Dike Rehabilitation project, BAUER Foundation Corp. had been tasked with the installation of 17.5 miles (28 km) of seepage cutoff wall distributed over three task orders.  The cutoff wall is 50 to 65 feet (15 to 20 m) deep and minimum 24 inches (0.61 m) wide. Beside numerous connections to existing concrete structures and existing cutoff wall segments, the work included the connection of the cutoff wall to three utility pipes at pump station S-131: one 96-in (2.44 m) diameter corrugated metal pipe (CMP) and two 48-in (1.22 m) steel pipes. The cement deep soil mixing method of Cutter Soil Mixing (CSM) has been used to install the wall.  The contract documents stipulated the use of jet grouting for all pipe connections.  The large diameter and the deteriorated state of the CMP caused the contractor question whether it would be feasible to meet strict contract requirements for the interface utilizing jet grouting methods. The contractor prepared a value engineering cost proposal (VECP) to avoid jetting around the CMP. The proposal included an excavation shored using sheet piling and soldier piling, partial removal of the CMP, jet grouting below the CMP, reconnection of the CMP, backfilling with controlled low strength material (CLSM), jet grouting around the steel pipes and finally CSM tie-ins into the CSLM block and jet grout cutoff wall. The paper introduces the project, the existing conditions, the geotechnical site conditions and the requirements specified by USACE.  It describes the pursued approach, the equipment used, and auxiliary measures needed to facilitate the approach.  Strength and permeability results are presented. The paper also discusses challenges encountered and related lessons learned.

Oct 7, 2024

By Jonathan Ernst, John Regan, Leo Hart

Originally built in 1856, the existing bridge carries 5 railroad tracks servicing MNRR and AMTRAK and spanned over Atlantic Street in Stamford, CT providing two (2) lanes of traffic beneath the bridge.  Replacement of the bridge was driven by several factors including age, traffic improvements to widen the narrow underpass to service 5 lanes of traffic and increase headroom beneath the bridge to reduce restrictions on larger vehicular traffic.  The proposed pile supported bridge abutments were designed to be constructed while keeping all 5 railroad tracks in service, creating a need for individual jumpspan girder systems beneath each track.  A temporary excavation support system (SOE) design was included in the Contract  and consisted of drilled H-piles soldier piles and bracing with bolted connections.  GTR re-designed the SOE system to accommodate low headroom restrictions and constructability issues associated with track outages and site logistics.  Several key factors were to be considered for the SOE system: (1) headroom restrictions beneath catenary systems, (2) train axial, lateral, braking and traction forces, (3) headroom during pile cap construction, (4) integrating the SOE system to accept the “jump span” bridge components, and (5) Phased construction considerations.  To address these factors, GTR designed an SOE employing drilled micropile load bearing soldier piles with internal bracing to tunnel beneath the active railroad traffic.  This SOE scheme was successfully installed in low headroom conditions beneath existing  catenary lines in five (5) phases and included an innovative pre-fabricated bearing connection “top hat” to accept the jump span bridge.  Each phase of work was successfully installed and completed to support each active railroad track in five - 9-day outages. To achieve the required excavation support, a detailed phasing plan was required to support each adjacent track as subsequent jump span bridges were installed.  Although tedious excavation and bracing installation process was required, supporting the railroads required a robust system to ensure the safety of the workers and rail traffic alike.  After the SOE and jump span bridges were installed, the abutment foundations were constructed beneath the jump span bridges and between the SOE’s. Careful analysis and planning allowed for the creation of an accurate and precise system to support the axial and lateral train pressures while performing the required construction under the rail traffic.  This paper presents a unique case study of the “tunneling” beneath active railroad tracks utilizing a temporary support of excavation system to construct proposed pile supported abutments.

Oct 7, 2024

By Jerry Dimaggio, Ahmad A. Alhasan

With the increased vulnerability of transportation infrastructure to extreme events, resilience of transportation and infrastructure assets has become more critical. The term geotechnical asset applies to all infrastructure features constructed on, in, or of soil and rock. Depending on a specific application, a “geotechnical asset” may serve as a foundation of an asset, the asset itself, or both. This extent and variability of type (walls, slopes and structural foundations) makes them the most critical and challenging assets to manage and maintain. Moreover, geotechnical assets are vulnerable because of the number of internal asset variables and their susceptibility to accelerated moisture, erosion, and environment-related changes, which directly or indirectly impact the asset performance. This paper discusses the workflow and components of a recently developed resilience-based design framework of geotechnical assets. The core concept in Resilience-Based Design is to model the asset performance over time including possible repeated extreme events. These events result in accumulated progressive damage and accelerate the deterioration of the asset leading to progress serviceability or strength failure. The framework focuses on capturing the impacts of damage on the assets performance and incorporating preventive and corrective maintenance during the asset service life. The Resilience-Based Design (RBD) framework was then contrasted to the Allowable Stress Design (ASD) and Load and Resistance Factor Design (LRFD) frameworks in a significant case study of a soil slope stabilized using anchored drilled shafts. The slope was monitored over an extended period of time to capture the creep deformations of the stabilized slope. The design procedure will model multiple flood events using weather models developed for the area. Following the detailed case study example of the framework, the paper discusses the needs and procedures to implement the framework for a wide range of applications.

Oct 7, 2024

By Karla Myers, Howard Perko

Foundation designs utilizing helical pile groups are increasingly widespread in the electric power utility industry.  Yet the application of these systems lacks uniformity and knowledge gaps may exist. Recently, a body of codes and practice documents have been prepared by DFI and ASCE subcommittees regarding standard practice for electric power transmission structures design.  These codes and standards are discussed as they apply to helical pile groups.  With a better understanding of how the codes apply to these foundation types, engineers and designers can more confidently and adeptly specify and bid from a broader range of deep foundation options. Design of electric power transmission structures is most challenging at angles, water crossings, and dead ends.  These structures often are characterized by large overturning moments. This presentation will cover simple hand calculations for estimating the distribution of pile reactions from ground line tower moments.  Then, pile groups modeling using Ensoft® Group will also be covered in depth and with specific design examples from real case histories.  Design considerations for sizing of individual piles and key differences between pile design for building structures and pile design for power transmission towers and applicable codes and standards will be discussed.  Preliminary findings from field measurements performed on existing helical pile group supported structures, if available, may be included as they relate to validation of models.

Oct 7, 2024

By Seth Robertson

Instrumented static load testing is an effective means for assessing load-transfer characteristics of augered cast‑in‑place piles under static axial load. Strain gauges are typically instrumented on the steel reinforcement at specific locations along the pile’s embedded length for determining geotechnical resisting forces in side-shear and end-bearing. Conversion of strain to internal force at each gauge level can be complicated, requiring critical assessment of the pile properties and potential strain-dependent behavior. Current codes and standards provide recommendations for approximating these necessary pile properties, although these methods may not routinely yield realistic interpretation of measured strains. Non-linear rigidity may be exhibited over a static load test duration and there remains limited published methods for determining load-distribution characteristic under these conditions. Through measuring embedded strain and uniaxial stress simultaneously, the pile’s strain-dependent rigidity can be directly determined, thus minimizing uncertainty in the analytical process. While not commonly implemented in standard load test practices, stressmeters have been installed adjacent to strain gauges for this reason. A case study is presented where stressmeters were specially adapted for installation on augered cast-in-place piles on a bi‑directional static load test program. Based solely on the measured strains, it was realized that a non-linear rigidity would be required for properly converting strains to internal forces. The uniaxial stresses determined from the stressmeter measurements provided valuable insight in the pile material response to applied loads, ultimately reducing to a non-linear piecewise function of rigidity versus strain. Derivation of this non-linear piecewise function and methodology for computing internal forces are addressed. Comparisons of the non‑linear rigidity function to alternative rigidity (linear and non-linear) determination methods are presented. Recommendations for improving instrumented static load tests are summarized, primarily focusing on prospects and interpretation of embedded stressmeter measurements in top-down and bi‑directional static load tests.

Oct 7, 2024

By Melinda Hummel, Howard Perko

Colorado has a diverse geology including alluvial, colluvial, and eolian deposits overlying sedimentary, metamorphic, and igneous bedrock at varying depths and outcrops.  There is often concern for helical piles bearing on bedrock in these soil profiles, particularly if the bedrock is sloping or too hard to penetrate.  Though it has been accepted for a long time that helical pile axial capacity is correlated with installation torque, there are sometimes concerns regarding helical piles that refuse or “spin-out” on bedrock without meaningful torque readings.  This paper covers common practices in the industry for design of helical piles end bearing on bedrock.  Hardness of bedrock and penetrability of helical piles into bedrock are presented.  Design choices that can be used to help improve penetration are discussed.  Common approaches to estimate capacity of helical piles that “spin-out” and other concerns for helical piles end bearing on bedrock are described.  Keywords End Bearing, Helical Pile, Bedrock

Oct 7, 2024

By Rebecca Hurley

Spring in the state of Kentucky brings every climate possible within a matter of weeks. Typically, the initial thaw from winter occurs followed by flash flooding rain. The heat is kicked up for a few random days just for the semi-dried soil to be washed away by another torrent of rainfall. Judging by the last few years, a round of tornadoes can also be expected to make an appearance. Haunting fog will plague the hollers in the evening, veiling the missing roadway washed away earlier that day. This creates an interesting obstacle course of dodging cliffs, cones, cars and the occasional ATV. Of course, a threat is posed to all the residents and travelers of the failed roadways. These rural area do not have the luxury of multiple access roads to their homes. Roads with a major failure preventing even a single line of traffic to pass through are deemed emergency projects and are prioritized to begin construction. This sequence of events took place in the early part of 2023 on a rural road in Harlan County, Kentucky, and this case study describes the processes and methods that allowed rapid response for reconstruction of the failed roadways.

Jun 1, 2024

By Derrick Dasenbrock

Geotechnical engineers are usually well-acquainted with contractual and noncontractual documents used to convey geotechnical information in a construction project - typically sub-surface exploration logs, engineering and geology reports, project plans, and contract specifi­cations. Both owners and contractors rely on com­plete , appropriate and accurate information in contract and informational documents to achieve the successful delivery of projects, com- municating requirements to meet budget, schedule, safety, performance and other goals. Traditionally, contract documents have been created and delivered through paper plans and reports or electronic paper equivalents such as PDFs. Geotechnical information is often included in these documents in an unstructured format. Geotechnical requirements may be shown on the plans, or included in the project special provisions, standard provisions or gov­erning geotechnical agency manuals. Simplified geotechnical logs may appear on plan sheets with more complete logs available elsewhere. Additional documents may reference field, lab, geologic, materials or other additional reports, which are often neither readily available to on-site workers nor contractual in their nature. Nearly always, geotechnical infor­mation is provided in a static format, rather than as structured digital data, decreasing its utility to contractors for bidding, design analysis and con­structabilityevaluations.

Nov 1, 2024

By Aneesh Goly

In the dynamic landscape of foun­dation engineering, where precision and reliability are paramount, recent technological advancements have heralded a new era of sophistication and efficiency. At the core of this transformation is the integration of artificial intelligence (AI), the Internet of Things (IoT) and embedded data collectors (EDCs), each playing a pivotal role in redefining traditional practices. The current state of foundation en­gineering is one characterized by a heightened emphasis on data-driven decision-making, predictive analysis and enhanced safety protocols - all underpinned by these technological innovations. The impact of AI, IoT and EDCs on foundation engineering is profound. AI algorithms, with their capacity for processing vast amounts of data, offer unprecedented insights into soil be­havior and structural integrity. loT brings a new dimension of connectivity, enabling real-time monitoring and communication between various components of a construction project. EDCs, integral to this network, provide the crucial data that fuels both AI analyses and IoT efficiency. Together, these technologies are not just add-ons but have become fundamental to the field's advancement. This article aims to delve into the synergy of AI, IoT and EDCs within foundation engineering, exploring how their integration is shaping the future of the industry. We will trace the evolution of foundation practices from their traditional roots to their current state­of-the-art incarnations, highlighting how these technologies are driving the field towards more efficient, safe and sustainable practices.

Apr 1, 2024

By Dominik Gächter, Wojciech Szczepinski, Jakub Bieszczad

Increased requirements for rail transport north of Oslo have forced Norwegian Authorities to invest in the development of double-track rail to decrease traveling time and increase the frequency of the rail service. Part of this development is Tangenvika Bridge which is built on the largest lake and drinking water reservoir in Norway (Mjøsa). Once completed, it will be the longest railway bridge in Norway. The foundation design consists of drilled and driven composite piles. All the works are performed on water and because of its depth, all piles are installed from floating container pontoons instead of jack-up barges. In order to meet the strict steel quality requirements of composite piles, all piles are welded on land in a controlled environment and then transferred onto the transfer pontoons on water. Close to shores, due to the local presence of sensitive soils and the risk of underwater landslides, a total of 78 drilled piles (1016mm) are executed using the reverse circulation method (RC). All piles are drilled 2m into bedrock using a fully integrated ring bit system. In the deepest parts of the lake, a total of 60 driven piles (1430mm) are installed using 350kJ hydrohammer. The bottom of the piles are finished with a closed-ended pile tip, which is the most popular driven pile tip in Norway. All drilled and driven piles are installed in single lengths of up to 85m and net weight of 102t at 1:5 inclination. The lifting process of the piles on the water provides significant challenges for which a combination of 400t crane, 2 transfer pontoons, and a tugboat is used to provide a safe execution method.

Oct 7, 2024

By Seth Knihtila, Bryce Niekamp, Adam Running

The current home of the Seattle Kraken NHL team is the Climate Pledge Arena in Seattle, Washington. The renovation of the existing 1962 World’s Fair Pavilion transformed the aging and outdated facility into a modern 900,000 square ft., 17,000 seat arena with all modern amenities. Although the existing arena already extended below grade, it included minimal event and amenities space, and did not meet the current needs for a sports and entertainment venue. In order to transform the arena, the site was further excavated to about 60 ft. (18.3 m.) below grade in order to provide additional space and access. The challenge: the existing roof was to remain in place with the majority of the expansion occurring below grade. The existing roof was underpinned on a series of 67 drilled shafts installed with low headroom equipment. In addition, support of the new arena structure required deep foundation support consisting of 117 drilled shafts of varying diameter and depth within the excavation. The primary support of excavation system or shoring system selected was permanent soldier piles and lagging with permanent tiebacks. This installation of the shoring system and excavation had to be completed with the iconic concrete roof, weighing in at 22,000 tons, suspended in place on temporary steel support framing and drilled shafts. The support of excavation system consisted of four elements: the primary perimeter excavation, snorkels, pylon shoring, and the south buttress shoring and support, each of which had their own unique design and construction challenges. In the end, the construction team installed approximately 178,000 square feet of permanent shoring, including 500 soldier piles and 130,000 linear ft. of tiebacks. The performance of the drilled shaft installation was monitored by CSL testing. The performance of the shoring system was monitored by geotechnical instrumentation and performed as predicted in our analysis.

Oct 31, 2023

By Ramin Motamed, Reza Mohammadi

Finite element methods play a crucial role in analyzing dynamic responses within soil-foundation-structural systems during earthquakes. The validation of these models using seismic recordings is paramount for their application in the seismic design of foundations. This paper focuses on the refinement and validation of finite element models developed to study the response of drilled shafts at the Hayward-I580/238 bridge in California. The research methodology employs a two-step finite element modeling approach. In the initial phase, a free-field soil model of the site was developed in a two-dimensional model with OpenSees. Subsequently, a drilled shaft with an elastic section was modeled to investigate the response of the deep foundation to earthquake motions. However, acknowledging that these assumptions may not fully represent actual conditions, a three-dimensional free-field model of the bridge site was developed using OpenSees software in this study. Additionally, an inelastic section model for one of the bridge's drilled shaft was introduced to better capture the shaft's response under seismic forces. Given the relatively weak ground motions recorded by the accelerometers at the Hayward-I580/238 bridge, hypothetical earthquake scenarios were generated to depict the nonlinear response of the model. The available recorded motions were used to fit the target design spectrum at the Hayward-I580/238 bridge following AASHTO-2009. Subsequently, the shaft's reaction was analyzed under seismic forces, examining various parameters such as displacements and reaction forces. The results highlight the impact of the introduced modifications on the accuracy of the finite element models under both weak and strong earthquakes. In conclusion, the enhanced models not only contribute to monitoring drilled shaft behavior during seismic events but also establish a robust framework for future seismic designs of drilled shafts, showcasing the benefits of OpenSees in seismic design of deep foundations. Keywords: deep foundation, drilled shaft, OpenSees, soil-foundation interaction, seismic design

Oct 7, 2024

By Tae H. Lee, Tae-gyun Jung, Sangchul Bang, Guen-woo Park, Sungmin Kim

ADVACT Co., Ltd. of Korea designed, fabricated, and installed a meteorological tower on behalf of Korea South-East Power Co. Ltd. near Yeosu, Korea, in April, 2021. This tower was of its first kind in Korea, where the tower would gather meteorological data for a period of 19 months and then be retrieved, moved and installed at a new location for same data gathering purposes. The meteorological tower’s foundation utilized three-leg suction piles that are 28 m long and 4.12 MN in weight. The super-structure is 69 m high and 6.19 MN in weight with concrete fill. Both suction piles and the super-structure were fabricated and assembled on land and then transported as a single unit to the first site. All-in-one suction installation of the entire unit was completed in approximately 14 h. In November, 2022, the entire tower was retrieved, inspected, transported to the second site, and then installed successfully. This paper describes brief details of the design, construction, and installation of the tower supported on three-leg suction pile foundation. The design of the suction piles considered the conditions of both sites to ensure the stability of the tower when operational at both sites.

Oct 31, 2023

By Peter Sudkamp, Ariel Sarno, Andrew J. King

The design and installation of elliptical shafts for the City of Baltimore, Maryland DPW Contract SC-940, “Hydraulic Improvements to the High-Level Sewer Shed Collection System” (SC-940) will be discussed as a case study for elliptical shafts as an alternative to standard circular, rectangular, or square shafts. The project involved construction of 21 shafts varying from 6 meters (m) to 12 m (20 feet (ft) to 40 ft) in depth. Eighteen (18) of 21 shafts were constructed utilizing liner plate and ring beams including 15 elliptical shafts. Construction challenges included site condition difficulties, namely grouting of boulder cavities, keeping the correct orientation of the slender shaft elements, and minimizing impacts to the construction schedule from the added time necessary to stagger the liner plates, ring beams, and blocking. However, utilizing an elliptical shaft design allowed for property features to remain accessible, management of conflicting utilities within the excavation footprint, and reduced shoring and disposal cost. Ultimately, the decision to utilize elliptical shafts provided a cost saving over traditional shoring options.

Oct 31, 2023

By Mark Wade

This presents an overview of the successful construction of a large diameter using trenchless technologies for renewal in Casper, a region with few large-scale projects. This project preserved and enhanced the City's aging wastewater infrastructure for an additional 100+ years. The pipeline, known as the North Platte Sanitary Sewer Interceptor (NPSSI) represents a nine-mile conveyance system that was initially constructed in four phases between 1980 and 1983 as part of a wastewater regionalization effort in the Casper metropolitan service area. The pipe material for the interceptor was unlined reinforced concrete pipe (RCP). Due to elevated levels of H2S within the pipeline, associated sulfuric acid formation became problematic along the entire interceptor alignment, causing serious deterioration of the NPSSI. The project team of CEPI, BlueWater, and Jacobs utilized a series of internal inspections and investigations of the entire interceptor over a three-year period to assess its condition and requirements for rehabilitation. This led to the first phase of strategic rehabilitation utilizing cured-in-place pipeline (CIPP) by Aegion/Insituform. Construction of the most critical portions of the NPSSI began in mid-2022 and was completed in early 2023. The project scope consisted of 7,600’ of 48-54” pipe rehabilitation along with numerous deep-bury point repairs, junction structures, river siphons, and inlet/outlet structures. Despite record cold winter weather and numerous site challenges encountered, Insituform Technologies delivered the project to the City of Casper with only a single time extension. The total cost of the project was below the original contracted amount, or $8.1M. The Casper NPSSI demonstrates who the successful renewal of a deteriorating wastewater interceptor within a stream-sensitive aquafer can be done using trenchless renewal in the best way possible. Added value was provided from the collaboration by all stakeholders, careful planning, and executing innovative technologies, to achieve an outcome beyond expectation.

Oct 7, 2024

By Tajebe Bezabih, Tonya Sanders Thach, David Sinkhonde, Samia Kirchner, Hunter James, Derrick Mirindi

With the increasing demand for wood driven by population growth and urbanization, this study explores the potential of three-layer particleboards reinforced with waste fibers as a sustainable and eco-friendly alternative in building material technology. It focuses on various waste fibers such as sisal, bagasse, leather shavings, and waste papers, assessing their impact on the structural properties of particleboards. The research thoroughly evaluates key mechanical properties such as the modulus of rupture (MOR) and modulus of elasticity (MOE), as well as essential physical properties like water absorption (WA) and thickness swelling (TS). This investigation delves into the innovative use of organic and natural bio-waste particulates as reinforcing agents in polymer composites, specifically examining their role in enhancing particleboard characteristics. A significant finding of this study is that the enhanced particleboards not only meet, but sometimes exceed, the minimum standards set by various international guidelines for general purposes. This indicates that it is feasible to replace traditional wood fibers with certain organic waste materials while maintaining or even improving the performance of conventional particleboards. This advancement is particularly relevant to the construction industry, as it suggests that these improved particleboards can be effectively used as sustainable structural materials. By utilizing waste fibers, it not only aligns with global sustainability goals but also provides a practical solution for waste management across multiple industries. Consequently, this research represents a significant step forward in the development of building materials that support eco-friendly construction practices and contribute to the circular economy.

Oct 7, 2024

By Paul Creswell, Hannah Davies

London City Airport’s only runway perches on a narrow finger of land close to the old city of London. Formally the central quay of the Royal Docks, the runway is encircled by redundant deep-water berths that were heavily bombed during World War II before its conversion to an airport in the late 1980’s. The owners’ need to increase capacity drove the addition of a parallel taxiway to the runway formed of a 20acre reinforced concrete deck supported by piles over the dock. This paper presents a number of the challenges experienced during the installation of over 1000 piles into the existing dock using cased rotary bored techniques under polymer support fluid for the expansion of the airport. The complex nature of London geology, including features which have not been seen in this detail before, across a site that extended over 1000m in length, required significant time and resources to determine the contributing factors to a number of piles collapses. The most significant causes were locally instability in the Thanet Sand Formation due to faulting and loss of dilatancy associated with post deposition shearing as well as a disturbed ground and groundwater regime due to puncturing of the puddle clay dock liner during UXO clearances. This paper will discuss these challenges encountered and how they were overcome.

Oct 31, 2023

By Joe Smith, Roberto Rodriguez, Francisco Ciruela-Ochoa

Drilled-In Displacement Piles (DDPs) present some advantages over other deep foundation solutions making them suitable for challenging conditions encountered at John F. Kennedy (JFK) International Airport Headhouse Expansion Project. For one, elevated railway tracks required the installation to occur with as little as 12 ft of clearance. Secondly, their ease of installation and overall material requirements deemed them more efficient than traditional micropiles from a schedule and cost point of view. Lastly, the low vibrations induced by DDPs to the surrounding sensitive structures were crucial for an operational airport. All combined contributed to the final decision of recommending this foundation system for the Project. This paper documents the use of DDPs for the Project and documents the design and specification process along with load testing program results and observations made during the construction of production elements from a case history perspective.

Oct 31, 2023

By Francisco Humire

Contemporary design criteria for ground improvement supporting structures frequently specify a maximum post-liquefaction reconsolidation settlement value. Typically, those settlement values are evaluated using methods developed to represent free field conditions in the absence of ground improvement. Centrifuge and full-scale field tests have shown that arrays of dense gravel columns reinforce the ground leading to a reduction of post-liquefaction settlements relative to free field values. Therefore, free field settlement estimations that do not account for the vertical reinforcement effects provided by columnar ground improvements lead to conservative estimates of post-liquefaction settlements. Gingery (2019) proposed a constitutive model able to capture the development of post-liquefaction volumetric deformations and presented its implementation in a finite difference numerical model. The model proposed by Gingery (2019) has the advantage over more simplified approaches in that it more rigorously captures many of the physical processes including porewater pressure dissipation, gradual regain of soil stiffness and strength, downdrag, and stress redistribution. The objective of this work is to further validate the constitutive model proposed by Gingery (2019) and investigate the post-liquefaction settlement reduction due to vertical reinforcement effects for different subsurface profiles. This is done by (1) validating the constitutive model against more recent centrifuge and full-scale field tests, and (2) quantifying the post-liquefaction settlement reduction that is attributable to vertical reinforcement effects for different site conditions. Our simulations show a reduction of 15 to 20% of post-liquefaction settlements relative to free field values when considering vertical reinforcement effects.

Oct 7, 2024