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By Paolo Cavalcoli, Federico Pagliacci, Marco Chiarabelli

"The Sheikh Jaber Al-Ahmad Causeway Project in Kuwait is estimated at approximately $US3.7 billion and consists of constructing a causeway across the Kuwait Bay, connecting the Shuwaikh Port with the northern Subiyah area, where the new “Silk City” will be established. The $US77 billion Silk City will revive the ancient “Silk Road” trade route and will become a major free trade zone linking central Asia with Europe. The new city will be completed in 2030, it will house about 700,000 people and, furthermore, it will include the tallest tower in the world. The Causeway will stretch approximately 23.3 miles and will be composed of a combination of low-level bridges, embankments and transition islands. A bridge of about 16.8 miles in length will span the navigation channel and a free flow interchange at the Shuwaikh Port will connect the causeway to the main road network in Kuwait City. The geo-construction portion of the project involves the execution of 1,200 drilled shafts with diameters of 98 inches and 118 inches embedded to a maximum depth of about 276 feet. Details are provided concerning the subsurface conditions, the geotechnical characteristics and the strength parameters, illustrating, as well, the installation technique implemented for the construction of the drilled shafts. In addition, particular attention is paid to the description of the challenges faced while constructing the drilled shafts at a distance of about 10 miles from the shore, such as the depth of the water above the midline (more than 160 feet), an underwater current and the tidal variation.INTRODUCTIONThis paper presents an overview of the foundation works executed for a 37km causeway across the Bay of Kuwait, connecting Shuwaikh Port with Subiyah New Town Development. The project, in which Trevi is actively engaged, includes a 27 km low-level bridge across the bay, a main bridge with a span of 200 m, an overpass and a 5 km approach road onshore in Subiyah.The main purpose of this report is to provide information about the nature and features of the applied technique of bored piles, including a description of each work phase and other related details, in order to aid in the design of the foundations for the proposed construction.Works for the soil investigation were carried out in accordance with accepted geotechnical standards/guidelines. Brief descriptions of the methodology of the field are also provided in this report."

Jan 1, 2016

By Dinesh R. Katti

Caissons which are locally known as well foundations, which may very in diameter from 30 m to more than 30 m and in majority of the cases having depth to diameter ratio between 1 to 1.5, are normally used to support piers of long span bridges or tall structures, which transmit high magnitude of axial load, horizontal thrust and moment. On the basis of depth to diameter ratio the foundation system appears to fall in the category of shallow foundations but due to deep excavation, it is observed that part of the moment acting on the caisson is shared by due the sides due to development of passive resistance. The problem is statically indeterminate and three dimensional in nature. To ascertain the various parameters needed for design, such as moment shared by base and sides, horizontal and vertical displacement and tilt, and base and side contact pressure diagrams need to be obtained from nondimensional relations of parameters with respect to D/B ratio derived from large scale model studies conducted by Katti etal at IIT, Bombay under MOT Project between 1976 and 1988 and later on at UNEECS. On the basis of above data on attempt is made to put forward guide lines for selection of parameters for design of caisson foundations / well for following cases for opening us some discussion. The cases are cohesive soil at the side and cohesive soil, or sand or soft rock or hard rock at the base.

Jan 1, 1996

By Leonardo Massone

The p-y method is one of the most popular methods in pile design and has been calibrated for various boundary conditions using numerical and experimental studies during recent years. Most studies on reinforced concrete (RC) piles have included the impact of flexural nonlinearity, (e.g. nonlinear moment?curvature relations) but not considered associated pile shear deformations when deriving p-y curves from field data. Common p-y curves may be better applicable for piles with flexure dominated failures (e.g. piles with free- head boundary conditions). For piles with fixed head boundaries (i.e. rotation restrained piles) shear deformations could be of significant influence. To study this problem, a coupled shear flexure interaction model for axial-bending-shear behavior coded in OpenSees is applied to a 0.61 m flagpole and a 0.61m fixed head pile specimen to investigate the possible influence of shear deformations to the overall pile responses. The surrounding soil is represented by p-y curves derived from prior large scale testing on piles with similar boundary conditions. Analysis results show that for flagpole piles, shear forces and shear deformations were insignificant. Considerable contributions of pile shear displacements and forces were observed for the fixed head pile, with shear displacements contributing up to 40% of the total pile displacement. Results suggest that nonlinear shear deformations for reinforced concrete piles should be considered for fixed-head or similar conditions, and that currently used p-y curves may underestimate the actual lateral pile displacement and possibly lead to unsafe design for the particular boundary condition.

Jan 1, 2011

By Spencer Ness, Yazen Khasawneh, William Tjaden, Mohammad Nassim

The evaluation of long-term performance of the wind turbine structures is essential in lowering the Levelized Cost of Electricity (LCOE) from wind sources. The required maintenance of the wind turbine foundation during the design-life time of the wind turbine may result in escalated cost, if not properly evaluated during the planning and designing phases. The degradation of the foundation soils’ stiffness due to the accumulation small plastic strains resulting from normal and/or extreme operating cyclic loading may result in escalating the O&M cost. The foundation’s stiffness degradation will result in a shift of the wind turbine system natural frequency, which may result in amplifying the vibrations generated at the hub. The anticipated shift of the wind turbine system natural frequency during the design-life time should be investigated through numerical simulations of the anticipated dynamic loading utilizing soil constitutive models that are capable of capturing the foundation stiffness degradation due to the accumulation of such small plastic strains. This study presents the validation of an element model that will be used to evaluate the performance of existing and/or proposed constitutive model.

Oct 1, 2022

By Bill Paparis

The thirty year old wharf structures at the Port Authority of New York & New Jersey?s Port Elizabeth Marine Terminal are being modernized for the next generation of Post-Panamax container ships, which require deeper water and larger container cranes. The terminal operator is upgrading the wharf in order to remain competitive, now and into the future. The upgrade coincides with the Army Corps of Engineers? $733 million project to deepen the main shipping channel in New York Harbor. This paper focuses on the structural modifications to accommodate berth deepening and to support the heavier loads of the new cranes. An overview is provided of the design and actual construction, including typical problems encountered when combining new and existing structures. The wharf improvements included: ? Installation of a steel king pile/sheet pile cutoff wall along the face of the wharf to permit increasing the depth from ?12.2 m + 0.61 m to ?15.2 m + 0.61 m ( ?40 ft + 2 ft to ?50 ft + 2 ft) ? Removal of the existing crane rail support beams and installation of new piles and beams to support the increased crane loads ? Replacement of the existing timber fender system with a new system capable of resisting the berthing energy of a 152,000 MT displacement vessel, and having dedicated sections for berthing barges ? Replacing the existing overhead, landside crane electric feeder system with a waterside, cable reel trench system. The work included upgrading the transformer capacity at the terminal for increased crane power demands This paper provides a case history for port administrators, terminal operators, engineers, and shipping lines challenged with upgrading aging terminals.

Jan 1, 2013

By Damien Enright, Franz-Werner Gerressen

CFA/ACIP pile is the most used single pass drilling method for deep foundation installations. It is constructed by rotating and driving a Continuous Flight Auger (CFA) into the ground at a controlled speed to the specified pile depth. Concrete is then pumped under continuous positive pressure through the hollow stem of the auger to fill the borehole as the auger is withdrawn. CFA/ACIP piles are preferred due to their high daily production capacity when used in suitable soil conditions. CFA/ACIP piles have been installed in the United States for decades and the industry has seen a huge development in equipment, installation process, monitoring and more. Nowadays, CFA/ACIP piles are installed using fully computer monitored drill rigs rather than a bulky crane and lead setup. Because of the torque and crowd offered by these rigs, piles can be installed to depths of more than 100 feet and diameters up to 48 inches. New age crane-based equipment with leader systems are than welcome to substitute old fashioned bulky cranes These new age crane-based systems combine the benefits of sufficient hydraulic power, fully equipped software, etc. with the additional benefits that they can do single pass drilling without extension systems, even when drill depths of more than 100 feet are required. The paper will explain the construction process and will discuss some jobsite references and experiences made using the new age crane-based equipment.

Oct 1, 2022

By Gary L. Seider

Chance, a Division of Hubbell Power Systems, Inc., in conjunction with Sailors Engineering, Inc. has updated its Helical Design Capacity Software. This latest version, ?HeliCAP® v2.0?, is a state-of-the-art helical anchor and pile capacity program designed to operate in the Microsoft® environment. The program calculates the tension and compression capacity along with the frictional capacity, if applicable, of CHANCE® Civil Construction helical anchors and piles using design theories and methods adopted by Chance. This paper details the current state of practice employed by the software in the design methods and installation methodologies of helical anchors and piles.

Jan 1, 2007

By Masaaki Terashi

The machine for the hybrid method called JACSMAN is ordinarily a dual shaft machine. Each shaft has augers at three different levels and nozzles for jetting at two different levels. The distance between two shafts may be changed according to the particular requirements. Figure 4 shows single shaft and a treated soil column created by the method. The diameter of the auger is 1.0 m. As the jetting nozzles locate at the periphery of the auger, jetting can achieve the additional treated soil column beyond the diameter of the auger. The diameter of the jetting improvement is fixed at 2.3 m.

Feb 10, 2003

By Arvindh Gupta

BC Hydro proposed to improve the stability of the existing Seven Mile Dam with 54 corrosion protected, re-stressable anchors comprising 92/0.6? strands each, in phase 2 of the program. Being globally the largest capacity anchors ever build, coupled with extra ordinary specifications, the project was a challenge for the entire post tensioning industry. The paper discusses the challenges associated with the anchor material supply as per specifications, extensive research and development carried out by Con-Tech Systems ltd. to overcome the challenges and contribute in making the project a success. The substance of this article is published in the Aug/Sep issue of ADSC magazine.

Jan 1, 2004

By P. V. Chandramohan

"The paper deals with the arrangement of structural members for a retaining structure used as a berth in the port of Krishnapatnam. The height of retention is 24.3m. A T-shaped diaphragm wall acts as the retaining surface. A relieving platform has been provided at the top to ease lateral earth pressure on the wall. The diaphragm wall is tied back to a combination of vertical and raker pile. Later, this arrangement was altered to replace the relieving platform with just lowering of ground level below the berth. The tie back was changed to a classical A-frame anchorage. At certain reaches, installation of piles pointing towards the rear was obstructed by a conveyor structure. The anchorage was then changed to include a vertical pile and a pile that points towards the front of the berth. Change in position of inclined pile alters the force in the pile from compression to tension.GeneralPort is a major link in the multimodal transport chain. Berth is the heart of the Port infrastructure. It is here the ocean freight changes to land transport. The change-over, warrants special type of heavy duty handling equipment. The equipment and the process necessitate deep seated foundations. On one side of the berth, deep drafted ships would be berthed. But adjacent to this heavy duty cranes would be operating at the deck level. Berths are of various types. Some are founded on piles and may project into water. Some operators prefer a retaining structure. At the port of Krishnapatnam, a retaining structure was preferred. Dredged level at the berth was to be -20. Deck of the berth was at +4.3. This meant that the height of retention of soil was 24.3m. Ports are generally located near the coast. Subsoil in the port area generally consists of cohesive material of low shearing strength. The berth has to cater to imposed vertical and horizontal loads.Structural functionFor bulk cargo and containers, berth has to support the two crane tracks. These tracks will carry heavy wheel loads of the crane. Besides, the space between the tracks would be used for stacking of cargo or hatch covers. In short, the deck will be subjected to heavy surcharge. This vertical load will manifest as additional lateral force on the retaining wall. Since the height of soil to be retained is high, it is a practice to relieve the lateral earth pressure due to the heavy surcharge of the wall. This is done by providing a relieving platform. The surcharge of superimposed load on the deck and the self-weight of the soil up to a few metres below would be relieved by a suitable platform. This vertical load would be transferred directly to deeper levels through piles. Mooring pull is a horizontal force exerted by the vessel on the bollards towards water side. Berthing force is exerted by the vessel during berthing, through fenders and acts towards land side.Diaphragm walls are usually employed as the retaining face. If the height of retention is less, these walls can cantilever out but in the case of large retention, they have to be tied back. The ties are to be anchored on to suitable arrangements like a dead-man or an A-frame. Berthing structure in the early stages at Krishnapatnam port is shown in fig 1."

Jan 1, 2015

By Seyyed Mehdi Radeghi Mehrjou

It is important to study structures and their retrofitting techniques in order to avoid earthquake-induced seismic damage within countries that are prone to earthquakes. Todays, micro piles are employed as useful structural components for seismic behavior improvement. The present study analyzes inclined micro piles subjected to seismic loading by using the three-dimensional finite difference method (FDM). FDM assumes an idealized three-dimensional soil-micro pile model to perform logical behavior evaluation in the event of an earthquake. Linear and elastic micro piles and elastoplastic soil were employed in this study. The Mohr-Coulomb criterion was employed in the failure control of the micro piles. The micro piles were subjected to the 1978 Tubas earthquake records. The numerical results were compared to experimental data. The comparison revealed good agreement between the numerical results and experimental data. The inclined micro piles were found to sufficiently enhance soil strength under seismic loading, inducing smaller displacements than vertical micro piles. Furthermore, the soil and inclined micro piles showed salient interaction.

Sep 1, 2022

By Tsunenobu Nozaki

"Basically, the “Press-in Piling Method” was invented to eliminate construction nuisances, such as noise and vibration which have been serious unsolved problems for advancing societies over a long time. In the construction industry, piling works have been a major cause of noise and vibration, because most piling methods utilize dynamic load to install piles into the ground. The secret of the Press-in Piling Method is to utilize static loading to install pre-formed piles rather than dynamic load. The piles are hydraulically gripped and jacked into the ground by the special piling rig known as the “Silent Piler”. Therefore, the piles can form a robust and firm foundation, which is another advantage of the Press-in Piling Method.The Press-in Piling Mechanism and Implant Foundations The basis of the Press-in Piling Method is simple. The Pres-in Piling Machine installs a preformed displacement pile into the ground by static jacking force. The reaction for the Press-in Force is generated by gripping previously installed piles, which are called “Reaction Piles”. Due to this, the Press-in Piling Machine can produce a powerful piling force whilst only requiring minimal machine size.With the Press-in Piling Method, as piles are pressed into the ground, they are incorporated with the surrounding soils, which provides a large bearing capacity and passive horizontal resistance. These embedded foundations which are firmly anchored into the ground are known as “Implant Foundations”. Being embedded into the ground, the foundations are resilient and maintain their serviceability even in the worst credible design conditions."

Jan 1, 2015

"The Metropolitan St. Louis Sewer District (MSD) in Missouri, the country’s fourth largest sewer system, is upgrading its storm and wastewater infrastructure in a 23-yearlong, $4.7 billion initiative called “Project Clear.” Historically, during times of intense precipitation, the current sewer system becomes overwhelmed. The primary goals of this project are to improve water quality and to alleviate many wastewater concerns in the St. Louis region by planning, designing and building community rainscaping, system improvements and an ambitious program of maintenance and repair.Part of the system renovation has focused on constructing underground tunnels for storm water storage, permitting controlled drainage of runoff, and preventing overflows into rivers and streams. Construction plans for these storage tunnels called for eight vertical intake and ventilation shafts to be bored from the ground surface. These shafts will then be intercepted in the bedrock at a depth of about 150 ft (45.7 m) during the excavation of the 3,000 ft (915 m) long underground tunnel that will be about 28 ft (8.5 m) in diameter. According to John Deeken , a geotechnical engineer with Black & Veatch Corp. and construction manager for the Maline Creek project, the drilling and blasting technique for creating the shafts was ruled out because the project was located in a residential neighborhood. “We could have used rock coring or a cutter head, but the drop shaft for this project is constructed within 10 ft (3.05 m) of an existing 108 in (274 cm) diameter sewer main,” Deeken said. “We had to take precautions to avoid damage to it.”A primary planning mandate of all MSD Project Clear phases requires minimized impact on traffic and residents. The canister drilling method enabled work to be confined to the median of a residential boulevard running perpendicular to the side street without detouring traffic. In addition, canister drilling offered a highly-precise means to create the shafts, leaving a smooth-sided borehole, right on target. Ground conditions in this 132 in (3.35 m) diameter intake shaft were wet due to the high groundwater levels and close proximity to the Mississippi River. “They’ve been finding shale in 2 to 6 ft (0.6 to 1.8 m) layers between weathered layers of Mississippian limestone,” said Dan Spiecher, technician at Center Rock (CRI). “The 2 ft (0.6 m) layers we can punch through. The 6 ft (1.8 m) layers slow us down.”"

Jan 1, 2017

By Julie Hampden, Tim Dardis, Per Reinhall

"Noise from impact pile driving can harm fish, marine mammals and other sensitive wildlife over large areas. Marine pile driving is highly regulated, and regulators require sound levels to be below certain thresholds to avoid harassment and injury to sensitive marine life. In many locations, timing restrictions, use of noise attenuation technologies and extensive monitoring for impacts to wildlife are also required. As a result, permitting can be laborious and time consuming, and project implementation and scheduling can be complicated. Underwater noise levels are measured with an underwater microphone (hydrophone), which converts noise pressure to voltage and is calibrated to express the noise pressure in Pascals (Pa). The pressure is often expressed using a logarithmic scale, in decibels (dB). Several specific metrics can be used to describe underwater noise. Three common metrics are the instantaneous peak sound pressure level (dBpeak), the root mean square pressure level (dBRMS) and the sound exposure level (dBSEL) referred to as the peak, RMS and SEL levels, respectively.During impact pile driving, the peak pressure represents the instantaneous maximum pressure, either overpressure or underpressure, observed during each pile strike. The RMS level is the square root of the mean of the square of the pressure during the duration of the impulse; it is the average pressure level of the pile strike from beginning to end. The cumulative SEL (SELcum) is calculated by summing the cumulative pressure squared and integrating over time of duration of the pile strike. SEL is used as an indication of the cumulative energy of a pile driving event, which may consist of one or many pile strikes.Regulatory agencies use these metrics to help characterize the noise pressure levels that can affect sensitive species. Some of the most frequently encountered biological thresholds in the Northwestern United States that are used by regulators to describe potential impacts to sensitive species are summarized in the following table. Agencies have defined thresholds for different types of injury, either hearing or bodily harm, and for temporary injury or disturbance."

Jan 1, 2017

By Wanchai Teparaksa

Pile deviation generally can happen after installation of driven pile particularly in soft soil layers. In this case study, all 242 diameter 0.8 m spun piles were deviated from 20 to 820 mm. The large deviation was caused by lateral soil movement in the top very soft clay layer of thickness about 23 m. This very soft marine clay is very sensitive and anisotropic having high water contents of over 120% and low undrained shear strength of 5-10 kN/m2. The remedial works were carried out based on theory of load transfer and soil-structure interaction. All deviated piles were rectified and used as the foundation piles with strictly controlled pile load tests. The construction of a nine-storey building was successfully completed founded on the rectified piles and it has been opened for the service for over two years.

Jan 1, 2002

By Maurice Guillaud

The most striking innovations on diaphragm-wall construction plant are those associated with continuous real-time trajectory monitoring of the excavating tool (either a grab or a hydro-cutter). The recent equipments are fitted with clinometers and gyrometers to control deflection, rotation or deviation from the vertical, thus allowing to install diaphragm-walls with a verticality accuracy of less than 0.3%. One of the greatest advantages of extensive use of on-board IT systems on the Hydrocutters and hydraulic grab machines is that it aids quality control by automatically producing complete real-time reports of all excavating data (verticality, depth, type of ground, rate of progress, stoppages, etc.). These reports are available to the Engineer, providing the total transparency required for Works Supervision and the Quality Assurance Plan. They also provide the Contractor with input data for databases used for optimising efficiency and progress criteria on future jobs.

Jan 1, 2002

By Takefumi Takuma, Masashi Nagano, Koji Kajino

As part of the construction of a multi-span pre-stressed concrete girder bridge for Japan’s new high speed rail line, landslide preventive piles were installed on the flank of a steep slope. The rotary pressin piling method was selected to install three parallel rows of long (up to 36m, i.e., 118ft) and large diameter (1,200mm, i.e., 47.2in) pipe piles safely into the slope as a deterrent measure. They were spaced at 2.5 Dia (3.0m, i.e., 9.8ft) on center and were staggered to allow the groundwater to migrate between the piles. Each pile had a sacrificial cutting shoe welded at its toe for speedy installation and was rotated and simultaneously pressed into soil on the slope through the stable bedrock thereunder to achieve a robust landslide prevention in a relatively short period of time.

"Premissas BásicasCaracterísticas do concreto centrifugado(Spun concrete characteristics)Aplicação em obras de engenharia de fundações(Application engineering works foundations)Logística de fabricação e transporte(Manufacturing logistics and transportation)Emendas x uso de aplicação(Amendments x use application)Geologia brasileira, da região costeira a presença de grandes bolsões de argila mole(Brazilian geology, coastal region the presence of large pockets of soft clay)Influencia do sistema de cravação(Influence of driving system)Transferência da Energia Aplicada(Applied Energy Transfer)Estacas longas(long piles)Controles executivos (diagrama de golpes, nega, repique elástico, ensaios de carregamentodinâmico, provas de carga).(Executive Controls (blows diagram, sets, elastic rebound, dynamic load tests, load tests).)ECD – aplicação da metodologia do DIETECD - application of the methodology DIETBrazil has a highly variable geology all along its coast that directly influence the choose of foundation type, being too employed the use of reinforced spun concrete piles initially ranged in diameter from 60 to 80 cm. Over the past 10 years with the advent of investment in marine works projects began to demand a new range of piles with diameters greater than 100 cm and in the absence of amendments.On land is also very remarkable the presence of regions with large layers of soft clay, in prime areas that have been explored. A classic example is the Barra da Tijuca in Rio de Janeiro that has suffered from the housing boom growing toward these regions. In these regions it has been very common driven lengths of about 40.0 meters, which basically go through thick layers of soft material or unconsolidated and they will find strength in depth with residual soil layers or even the bedrock.The spun concrete has great qualities for application in deep cuttings resulting from the production process, which gives a redistribution of fresh concrete mass collaborating with the particle size distribution effective loss of water that is thrown to the center stake being subsequently discarded. Consequently this contributes to a reduction in the factor a/c that is directly connected to increase strength.The fact that there is a sort of concrete helps to reduce voids in the mixture, which increases the durability characteristics. This condition made it possible to employ the spin technique on poles, which are directly linked to aggressive media in large urban centers.Another very attractive feature is that the centrifuge process can work with concrete with the lowest percentage of mortar and more gravel. This concrete mix directly contributes to increasing the specific modulus of elasticity, thus allowing a greater capacity to absorb the energy of the blows transferred with less deformation.Despite the great potential of land application of prefabricated spun concrete stakes there are only three factories and its limitation is the cost of transporting manufactured for the various regions, since all transportation is done by road.For its transportation is carried out exclusively by trucks, this limits the size of cuttings being produced commonly in length from 11.0 to 12.0 meters in length and smaller compositions. For use in long piles of works is resorted to amendments in the form of metal rings, concreted near the ends of the stakes, with the transfer through steel bars in CA-50 welded to the ring. Usually run in steel ASTM A-36. Later in the work these rings are welded with coated electrode.In the case of maritime stakes are very used to drowned splicing technique, which basically consists during the spin process leave one end with the armor of the apparent stake and work together two elements and make specific, with superior resistance to the prefabricated stake.This study in addition to briefly introduce the process of manufacturing, design and logistics presents a detailed study of applicat"

Jan 1, 2015

By Anne Lemnitzer

Full-Scale cyclic field testing was performed on a 3x3 pile group consisting of nine cast-in-drilled-hole (CIDH) reinforced concrete shafts and a comparable single-shaft in order to investigate group interaction effects, derive p-y curves for reinforced concrete fixed head piles and to validate currently available p-multiplier models. The piles are identical in diameter of d=2 ft and were tested in similar soil conditions. The single pile as well as in three piles within the pile group were instrumented with internal sensor instrumentation to record pile curvatures. External instrumentation was used to control and measure the lateral displacement of the specimens. Experimental studies were supported with analytical models to enable comparisons and offer design recommendations. All test specimens were tested to structural failure and group interaction factors ranged between 0.8 at small displacement levels and increased towards unit near structural failure. A set of p-multipliers was found to reproduce an accurate fit to the available test data.

Jan 1, 2010

By Mehih Demirkan, Kevin Tehansky

Located about an hour drive south from Washington, D.C., the Maryland Transportation Authority (MDTA) contracted with Skanska-Corman-McLean (SCM) to deliver a new Governor Harry W. Nice Memorial/Senator Thomas "Mac" Middleton Bridge, which takes U.S. 301 over the Potomac River, spanning 1.9 mi (3 km) from Maryland to Virginia. The new bridge aimed to improve capacity, safety and access of the roadway and was planned as a four-lane span with deep foundations that would be constructed fewer than 150 ft (45 m) north of the existing alignment of the more than 80-year-old bridge. The new Harry Nice Bridge opened in the fall of 2022 with a design life of more than 100 years, servicing 12 ft (4 m) wide lanes with 2 ft (0.6m) shoulders, doubling capacity, enhancing emergency response, upgrading maintenance and inspection activity access, and featuring lane sharing for cyclists.

Apr 1, 2023