Search Documents

By Tracy Brettmann, Will Bohlen

An innovative retaining wall design consisting of tangent drilled shafts with supplementary seal piles was used to limit continuing bank erosion along the Brazos River in Southeast Texas. The riverbank erosion had progressed to where it was threatening the stability of both the bridge abutment and corresponding approach embankment of the heavily travelled Highway 99 bridge at this location. A tangent pile design was selected because it was both much faster to install and more cost effective than a secant pile system. The design included both 5.5-ft and 10-ft diameter shafts with depths up to 130-ft and comprised both anchored and cantilevered sections. Supplementary seal shafts were also installed between the structural tangent drilled shafts to help plug any gaps between the tangent shafts. The plumbness and diameter of the shafts were tested using a sonic caliper to make sure the shafts were installed within the specified tolerance. The initial design had to be revised when a record flood from Hurricane Harvey impacted the site during construction. Introduction The Fort Bend Grand Parkway Toll Road Authority (Owner) needed to protect the north bridge abutment with a retaining wall system due to rapidly eroding conditions of the Brazos River banks within the 300- feet-right-of-way of the State Highway 99 Jodie Stavinoha Bridge. The extent of the local scour and erosion along the north bank of the Brazos River has caused concern for the structural integrity of the bridge. The magnitude of the erosion along the north bank at the location of the bridge has been measured at about 120 feet over three recent hydrologic flood events locally referred to as Memorial Day 2015, Memorial Day 2016, and Tax Day 2016. During construction, a new record flood level occurred due to Hurricane Harvey in August of 2017 that resulted in a portion of the retaining wall needing to be redesigned due to even more erosion occurring. The Brazos River is an actively eroding and meandering alluvial river plain that naturally meanders and migrates over time. The processes of bank erosion and meander migration were ongoing before the bridge was constructed and will continue in the future. These recurring major flood events, however, rapidly increased the rate of erosion in just a few years. Background. Due to the need to protect the bridge as soon as possible, the Owner selected a project team consisting of the designer, general contractor and specialty deep foundation contractor prior to final design to work together in developing a cost-effective design that could be implemented rapidly. The project team initially considered both a secant pile and tangent pile retaining wall system using drilled shafts. After reviewing various alternative designs, a tangent pile wall with seal piles was selected based on both cost effectiveness and speed of installation. The tangent pile with seal pile option was approximately 20 percent lower in cost and 50 percent faster to install.

Jan 1, 2018

By Harry G. Poulos

Ground movements can arise from a large number of sources and can have a significant effect on nearby piles and deep foundations. The loading of the piles by ground movements is a different mechanism to that arising from direct applied loading to the pile head, and consequently it is not generally possible to adequately analyze the effects of ground movements simply by applying some type of equivalent loading to the pile head. The main effects of ground movements are the development of additional movements, axial forces and bending moments in the piles, and thus the key design aspects are related to movements and to the structural integrity of the pile. However, the ultimate geotechnical load carrying capacity is generally not affected by the ground movements themselves. This paper will describe an approach to the analysis of ground movement effects on piles, considering axial and lateral movements separately. Some of the main features of pile response will be discussed for three specific problems involving ground movements: 1. Piles near and within embankments; 2. Piles near an excavation for a pile cap; 3. Piles subjected to seismic ground motions.

Jan 1, 2007

By Patrick O. Shires, Harry W. Schnabel

With stable building sites becoming scarce in the greater San Francisco Bay Area, the new Summit Senior Care Facility is being built into the side of an unstable hillside adjacent to the San Ramon Regional Medical Center in San Ramon, California. This hillside has had a long history of instability and the site of the new Senior Care Facility required excavation into both a historic old landslide and a more recent active landslide. After a thorough geotechnical study, it was concluded that the best way to build the new facility would be to construct a tied-back retaining wall in the area of the old landslide, since it extended off-site onto two adjacent properties, and remove the active landslide and replace it with compacted fill before cutting into its toe area with an additional tied-back retaining wall. The design was further complicated by the proximity of the site to several active faults. In the area of the old landslide, the combination of an ascending slope behind the wall, landslide forces and seismic forces resulted in total design pressures between 365 to 4,575 PSF for a wall with a maximum height of 30 feet. The wall for the old landslide was constructed by first drilling and placing steel soldier piles in concrete. The tip of the soldier piles extended a minimum of 12 feet below the landslide plane that was up to 36 feet below the bottom of the wall. Permanent double corrosion protected tiebacks were then installed through the soldier beams and anchored below the slide plane. A shotcrete facing was then installed on the face of the wall. BACKGROUND The site of the Summit Senior Care Facility is located on the southwest flank of Mount Diablo adjacent to San Ramon Valley which is characterized by gently rolling hills. The San Ramon Valley Regional Medical Center, which opened in 1990, is located to the north and an existing church is located to the southwest. There are also private residences located to the southeast. The site is shown in Figure 1. Numerous faults run close to the site, the most significant of which are the Calaveras and Pleasanton faults. The site has also had a long history of slope instability and has been the subject of numerous investigations. Studies conducted in 1979 and 1984 concluded that there was a landslide in the area and recommended that a buttress shear key be constructed between the subject site and the existing church for a sewer main as well as removal and replacement of the head area of the old landslide to stabilize the hospital site. While two previous geotechnical studies in 2008 and 2016 identified slope instability, they did not recognize the genesis and limits of the old landslide on the western portion of the site or the limits of the active landslide on the eastern portion of the site.

Jan 1, 2018

By Wojciech Szczepiński, Dominik Gächter

In early 2020, the construction phase began for the new complex of buildings for Radium Hospital in Oslo – the leading facility for cancer treatment in Norway. Settlements in the surrounding area, caused by pore pressure changes, allowed for the introduction of an alternative solution for the construction of the excavation pit. The presence of solid bedrock and sensitive clay – the same material that causes major landslides in the Scandinavia – in the excavation pit, lead to a combination of techniques, which were never applied in Norway before. For the stabilization of the clay Dry Deep Soil Mixing was applied to allow safe execution of the geotechnical works. Interlocking Bored Piles with footbolts and Jet Grouting columns, in combination with anchors, provided the retaining structure for the excavation pit. Rock injections were performed to avoid any ground water ingress into the pit. Underpinning of fully operational, adjacent buildings was carried out with jet grouting columns. These works were performed from the basement of the hospital and the ‘ACI – Acoustic Column Inspector’ was used to ensure proper installation of 2 m diameter columns to a maximum depth of 25 m. The buildings were later founded on Steel Core Piles, the most common pile type in Scandinavia.

Oct 1, 2021

By Dominik Gächter, Wojciech Szczepiñski

In early 2020, the construction phase began for the new complex of buildings for Radium Hospital in Oslo – the leading facility for cancer treatment in Norway. Settlements in the surrounding area, caused by pore pressure changes, allowed for the introduction of an alternative solution for the construction of the excavation pit. The presence of solid bedrock and sensitive clay – the same material that causes major landslides in the Scandinavia – in the excavation pit, lead to a combination of techniques, which were never applied in Norway before. For the stabilization of the clay Dry Deep Soil Mixing was applied to allow safe execution of the geotechnical works. Interlocking Bored Piles with footbolts and Jet Grouting columns, in combination with anchors, provided the retaining structure for the excavation pit. Rock injections were performed to avoid any ground water ingress into the pit. Underpinning of fully operational, adjacent buildings was carried out with jet grouting columns. These works were performed from the basement of the hospital and the ‘ACI – Acoustic Column Inspector’ was used to ensure proper installation of 2 m diameter columns to a maximum depth of 25 m. The buildings were later founded on Steel Core Piles, the most common pile type in Scandinavia.

Sep 8, 2021

By Luo Yang

It has been known that after initial pile driving, pile capacity gain over time (set-up) could constitute a significant portion of the total pile capacity. In the past, there has been very little guidance for incorporating pile set-up capacity in design. This may be due to large uncertainties involved in predicting the pile set-up. A comprehensive statistical database is developed to describe the increase of pile axial capacity with time, known as set-up, when piles are driven into sand. Based on the collected pile testing data, pile set-up is significant and continues to develop for a long time after pile installation. The statistical database shows that a lognormal distribution can be used to describe the probabilistic characteristics of the predicted set-up capacity using Skov and Denver?s equation. The main objective of this paper is to incorporate the set-up effect into a reliability-based Load and Resistance Factor Design (LRFD) of driven piles in sand. A First Order Reliability Method (FORM) is used to derive separate resistance factors that would account for different degrees of uncertainties associated with the measured short-term capacity and the predicted set-up capacity from the proposed semi-empirical equations. The incorporation of set-up effects in the LRFD helps improve the prediction of the total capacity of driven piles, resulting in more economical design. A practical design procedure within LRFD framework to incorporate the pile set-up effect is outlined at the end of the paper.

Jan 1, 2006

By John W. M. Lambert

This paper describes the execution and the results of a new method to seal off leaks in water retaining constructions. The new method, called BioSealing is based on activating the bacteries, present in soil and groundwater. The method was tested under field conditions in 2004 and applied at the HSL aqueduct of the 'Ringvaart Haarlemmermeer' in 2005.

Jan 1, 2006

By Lisa R. Papandrea, David Chen, Walter E. Kaeck

"Construction of the University at Buffalo’s new School of Medicine and Biomedical Sciences (UB-SMBS) required excavation in variable ground to a depth of more than 40 ft adjacent to the NFTA Metro subway and Allen Street Station. Complicating the building design and construction, the new medical facility incorporates the at grade Station entrance building, requiring a combination of temporary and permanent excavation support structures, a complex sequence of ground support installation, and a mix of shallow and deep foundations to accommodate the large floor spans and concentrated column loads introduced by building over and adjacent to the Station entrance. Excavation and foundation construction was challenged by a stratified soil profile with interlayered and sensitive sands, silts and clays and complicated groundwater regime with perched and regional water tables. Efficient construction required ongoing coordination between the design team and contractor, careful field observation, and construction monitoring in several facets of below grade construction. This paper describes the design and construction of excavation support structures and foundations to manage the variable ground, congested site conditions, and complications of building adjacent and above an active subway station. Use of site instrumentation and monitoring data to provide guidance in construction when unanticipated field conditions arise is illustrated. Lessons learned in installation and sequencing of excavation support, groundwater control and foundation construction are also discussed.INTRODUCTIONUniversity at Buffalo President Satish K. Tripathi heralded the new School of Medicine and Biomedical Sciences (UB-SMBS) as a future linchpin of UB’s downtown campus that will revitalize the area and enhance western New York’s emerging bio-sciences corridor. The $375 Million, 628,000 square foot, eight story building with two basements is expected to house 2,000 faculty, student and staff allowing UB to increase class size from 140 to 180 students. It will be constructed above the Niagara Frontier Transportation Authority’s (NFTA) Allen Street Station, creating a direct connection to Buffalo’s light rail system. The 200 ft x 400 ft site is bounded by Main Street, High Street, Washington Street and the Roosevelt Apartments and adjoining parking lot at the west, north, east and south respectively, as shown in Figure 2. Groundbreaking for the new building was in October 2013 with the facility scheduled to open in early 2017."

Jan 1, 2016

By Mike Fabius

The Lakehead Region Conservation Authority is responsible for slopes along the Kaministiquia River, one of the largest tributaries to Lake Superior in Canada. After arresting toe erosion for a mile of riverbank, the remainder of the slope required stabilization to stop further crest regression and to protect the houses, street and services at the top. Stabilization of the 100 ft. high slope was tendered as design-build with a target safety factor of 1.3 and a design life of 75 years. The successful bid was a system of 1.4 inch diameter soil nails up to 40 feet long, installed perpendicular to the slope on a 3 to 5 foot grid. The conventional shotcrete facing was replaced with a ?green? biotechnical facing and special transverse plate heads on the nails. The key to keeping costs low proved to be installation with light equipment working on the slope, and driving the nails without drilling or grouting. Rather than tension, the design was based on bending in the nails, similar to a laterally loaded flexible pile. The paper describes the design and installation of this innovative system. The design is discussed in terms of soil properties, nail resistance as it varies with depth, failure modes, corrosion protection, root design and nail head design. Construction challenges are discussed. The system is compared to an adjacent anchored soldier pile wall built along the same slope 20 years ago. Post construction monitoring results confirm predicted performance.

Jan 1, 2006

By John E. Lens

Driving bridge foundation piles into glacio-fluvial sands and gravels and glacial tills brought surprisingly longer than predicted driving lengths on several recent projects in Vermont. In some instances, piles drove more than 40 feet past refusal depths predicted from Standard Penetration Resistances from borings terminating in glacial till. Overall, piles developed substantially less skin friction than predicted using common capacity formulas and drove as much as 80 feet longer than predicted in the moderate to dense gravelly and cobbly soils. These piles were driven for one to five span highway bridges within narrow valleys with bedrock ranging from 80 to over 200 feet deep. Piles were for both conventional and integral abutment bridges. H-piles were used for a variety of reasons including lower unit cost, better availability, and better ability to drive through cobbly soils in upper strata. Dynamic testing was used to evaluate capacity, including skin friction and end bearing capacity. In order to develop better pile length and capacity predictions for future projects, VTrans and one of their geotechnical consultants are collaborating to develop criteria for improved pile capacity predictions in these river valleys. We are doing this by evaluating driving and dynamic testing data from four projects in comparison with the Federal Highway Administration (FHWA) DRIVEN pile design software, and methods from Myerhof (1976) and Tomlinson (1981). Our overall objective is to provide a basis for choosing appropriate pile types and reliably estimating pile lengths for projects in this terrain. Bridge foundation design projects in other mountainous terrain share similar design and construction challenges to those encountered in these Vermont projects. These include: difficult exploration drill rig access requiring smaller rigs with limited capability to drill through cobbles and boulders deep enough to reach bedrock; limited experience with displacement piles as alternatives to H-piles in this geology; and relatively greater variability in soil stratigraphy between foundations at these sites as a consequence of the relatively high energy depositional environment in mountainous terrain. This paper presents the case history summaries of the pile driving, results of the ?back analysis? capacity evaluations, examples of solutions employed on these projects to address the lower capacities achieved, and resulting pile capacity design guidelines and prediction criteria for these geologic conditions based on data from these projects.

Jan 1, 2007

By Chiranjib Sarkar, Sibapriya Mukherjee, N Kumar Pichumani

With the rapid expansion of urban transportation systems, tunnels and cut & cover structures are considered as the only solution in improving the urban space congestion problem in mass rapid transit system. Therefore, it is necessary to accurately design underground structures with realistic assumptions and considerations of design parameters like site geotechnical data, water table, surcharge load etc. Over conservative approach provides not only uneconomical design but sometimes it also causes overdesign of the concerned structures. Water table depth has a significant role in some design aspects of underground structures like floatation check, lateral and uplift pressure on the buried structure, etc. In current practice of tunnel and cut & cover structure design, water table is assumed to coincide with the ground level. Most of the Design Basis Reports & Outline Design Specifications directly mention consideration of water table at ground level for floatation check and load calculations, etc. However, the actual scenario is different in most of the cities specially in northern, central, western and eastern regions of India except the coastal cities. In the present study an attempt has been made to carry out a parametric study on the effect of water table depth in the design of a typical 6.3m outer diameter circular tunnel with 6m backfill. In this study, it is also attempted to establish an analytical method of calculating the most realistic consideration of water table depth instead of the present hypothetical assumption of considering water table to coincide with the ground level. The findings of the current study may be helpful to the researchers and practising engineers in design of tunnel and cut & cover structure for subways and metros.

Nov 1, 2022

By Mario Mauro

The article illustrates the Hydromill technology, as applied in urban sites, and its advantages in terms of quality of the end product, mitigation of the construction impact, and optimization of the logistics at the site. Also highlighted are the main features of the excavation equipment and slurry treatment plant. Two recent urban applications of this technology in Europe are briefly described, together with the forthcoming application to the Central Artery/Tunnel Project in Boston. Introduction The Hydromill technology has been used extensively in Europe in the last decade for slurry wall construction in urban environments. In Italy, this technology has been applied by Ing. Giovanni Rodio & C., Impresa Costruzioni Speciali S.p.A. in two large projects. The first project is the construction of Stations Darsena and San Giorgio of the first metro line in Genova. The second project is the "Cut-and Cover" tunnel for the railway link in Torino. Hydromill technology will be used for the construction of the Soldier Pile Tremie Concrete walls of the Boston Central Artery Tunnel Project, contract C14C2, Utility Relocation at Fulton Street.

Jan 1, 1994

By Venugopal B, M Kumaran, Thomas John, Vetriselvan A

The initial pile load tests are conducted to ensure the geotechnical capacity of the pile in a particular site condition. Normally kentledge method is adopted for the compression pile load tests. In this method the entire kentledge load is loaded above secondary beams which are supported by concrete blocks above the Natural Ground Level. So, it is important to ensure the SBC (for shear and settlement) of the natural ground. In one of our projects initially it was decided to go with kentledge system for initial compression load test on 56m long 1200mm diameter BCIS pile. The test load and total kentledge load were 2160t and 2700t, respectively. The soil strata mainly consisted of clay with low SPT N value and water table almost at ground level. It was suggested to replace top soil using Granular Sub-base (GSB) with good compaction in order to avoid excessive settlement of concrete blocks placed to support the kentledge weight. When the kentledge loading started, even before reaching 10% of total kentledge load, excessive settlement on the GSB layer was observed. This paper describes the problems faced during normal kentledge method and how it was overcome using the liner pile system for initial compression load tests in this particular site condition for higher test load.

Nov 1, 2022

By Gray Mullins

The construction of drilled shafts as well as other cast in place foundation alternatives relies heavily on good practices from the contractor, engineer, and inspector in order to produce a quality foundation element. As many of the installation methods involve blind concreting processes, it is difficult to be certain of an intact concrete mass of the intended dimensions. A new integrity test has been developed that provides additional insight into the integrity of drilled shaft concrete. By measuring the temperature throughout the shaft via standard access tubes, the measured temperature profile can be compared to the normal signature associated with a shaft of the specified size. This article provides an overview of the new method development, test procedure, analysis, and results.

Jan 1, 2010

By Jean R. Garcia, Paulo J. R. Albuquerque, Renato P. Cunha, Osvaldo Freitas Neto

"Abstract Results obtained from in-situ load tests carried out on drilled displacement piles sunk in a porous, lateritic and unsaturated soil deposit, are analyzed in this paper. Three slow-maintained load tests were performed on deep instrumented piles with a diameter of 0.37 m and around 12 m long. The soil deposit consists of a superficial, silty clay “porous” layer 6 m thick, with an average standard penetration blow count (NSPT) of 4 and cone tip resistance and sleeve friction (qc and fs) of 1.5 MPa and 48 kPa, respectively. Under this layer there is a residual stratum 10 m thick, geotechnically consisting of a “porous” clayey silt with an average NSPT of 7 and qc and fs of 2.4 MPa and 202 kPa, respectively. The water table was reached at a depth of 17 m below ground level. The results of the field load tests yielded a maximum pile load (average for the tests) of 1428 kN, which is twice as high as corresponding experimental values from standard bored piles with similar geometric conditions. Exhumation of one of the tested piles was carried out after the test, in order to check integrity and shaft conditions. Numerical finite element analyses, using the commercially available French Code LCPC Cesar®, were performed in order to back-analyze the geotechnical soil parameters for a post execution pile condition. The results permitted a better understanding of the improvement of the subsoil given the intrinsic execution characteristics of this particular pile. It was also possible to note that drilled displacement piles have great potential to become an economically viable solution in tropical soils, given the enhanced behavior of such piles when compared to alternative (cheaper) techniques. In fact, it has several advantages which should make it a key foundation type in the Brazilian market in the future.IntroductionMost buildings in tropical soils use, as the main type of foundation, deep bored or auger type piles. These types of foundations can be performed in various ways, for example with or without soil extraction, with or without bentonite mud and so on. Two main processes maybe formulated: the first execution process is typified by bored pile types, continuous flight auger piles etc., which do not cause excessive soil displacement during excavation. With respect to the second process, one could mention, amongst others, driven piles (precast concrete or steel), Franki piles and drilled displacement piles, which do displace the soil during excavation by pushing the soil laterally around the hole in order to allow either the penetration of the pile or the excavator auger."

Jan 1, 2014

By Dardis J. T. II, P. G. Reinhall

"Impact pile driving of steel piles in marine environments produces extremely high sound levels in the water. It has been shown that current pile driving noise attenuation techniques provide limited noise reduction because significant noise is transmitted through the sediment into the water. To solve this problem, we have developed a double walled pile to decrease the total noise transmitted into the water.The double walled pile consists of two concentric tubes connected by a special driving shoe, allowing for an air gap between the two tubes. The double walled pile is driven into the sediment using traditional equipment by striking the inner tube only. The air gap between the inner and outer tube prevents the radial deformation wave produced by the pile hammer from interacting with the water and the sediment. In one embodiment of the double pile design the inner tube can be removed and repeatedly reused.In this paper we report on the results from a recent full scale field test in Puget Sound, Washington. The use of these double walled piles reduces the peak sound pressure over 20 dB relative to single walled piles. We also show that only a 3 to 6 dB reduction is obtained when a bubble curtain is used on a single walled pile.INTRODUCTIONImpact pile driving of steel piles in marine environments produces extremely high sound levels in the water. It has been shown that current noise attenuation techniques provide limited noise reduction because the noise from pile driving is transmitted through the sediment into the water. In [1,2] we showed, using modeling and field data, that the primary source of underwater sound from an impact driven pile originates from radial expansion of the pile as the compression wave propagates down the pile after each strike. The radial expansion is coupled to the compression wave through the Poisson’s ratio of steel. As discussed in [1], the supersonic radial expansion wave (with respect to the water) produces an acoustic field in the shape of an axisymmetric cone, or Mach cone. We showed in [3] that the ability of any sound shield that surrounds the pile in the water only (such as a bubble curtain or a surrounding double wall engagement) to attenuate the sound in the water is limited by the fact that an upward moving sound Mach wave is produced in the sediment and is transmitted into the water. To improve the performance of bubble curtains and other noise shields in the water, it is necessary to attenuate the noise emanating from the sediment into the water. Figure 1 illustrates how sound from the seabed leaks out from the sediment, limiting the effect of the surrounding bubble curtain."

Jan 1, 2017

By Yogesh Prashar

Three conventional uplift tests and 12 Rapid Pile Load Tests (RLT) were performed on total of fifteen 16-inch square pre-cast concrete driven piles at a test site in Emeryville California in December of 2000. The uplift tests were performed in accordance with ASTM standards, and the RLTs were performed using a FUNDEX RLT. The RLT is carried out by dropping a mass of 25-tons on top of the pile, thereby inducing a force that is measured by a load cell. An optical lens records the vertical deflection of LED's that are mounted on the pile. Ultimate uplift and compression capacities of each of the fifteen piles were determined using the Davisson method. Soil parameters were calibrated by back-calculation (cohesion and internal angle of friction) using both the results of conventional uplift load versus deflection curve, as well as the results of the triaxial compression tests. A two-dimensional finite difference model including soil elements, and structural elements representing the test pile was setup using the computer program Fast Lagrangian Analysis of Continua (FLAC). FLAC was used to simulate both the uplift as well as the RLT. Strength increase of cohesive material was also accounted for in the analysis. Numerically simulated and theoretically computed pile capacity curves and axial deformation variation with applied load curves are in close agreement to the observed curve during the field test. Conclusions are made from this test site regarding the factors influencing results of RLT.

Jan 1, 2002

By Stefan Mewes

Europe’s second-largest seaport has installed a new combi wall consisting of pipe piles, sheet piles and inclined shaft grouted piles to support it. The new Liebherr piling rig with swinging leader was used to drive shaft grouted piles into a very dense soil layer of sand with glauconite. The 60 m Liebherr swinging leader was suspended at an inclination of 45° via a suspension frame and suspension ropes from the crawler crane. This inclined installation of shaft grouted piles via freely hanging swinging leader, as used for this project, is unique in Belgium. Moreover, the pile length of 43 m is a novelty for this type of pile. Shaft grouted piles consist of a steel profile with a separate box-like pile shoe with an open top. A thin grout is injected via an injection pipe during driving and emerges just above the pile shoe. As the pile is driven further down, so compressing the ground, the space above the pile foot is immediately filled with grout under pressure. This piling system is ideally suited for the transfer of high tensile loadings. It is a method to increase geotechnical load-bearing capacity and to reduce negative skin friction during pile driving.

Sep 1, 2022

By Jacob Chacko

The east span of the San Francisco-Oakland Bay Bridge (SFOBB), which is one of the most heavily traveled bridges in the world, will be replaced due to seismic safety concerns. The majority of the new bridge will be founded on large-diameter (1.8 to 2.5 meters), approximately 60- to 100-meter-long pile foundations The large-diameter steel pipe piles and soil conditions are similar to those used/encountered in many offshore structures. Thus, the design methods used are based on site-specific modifications to the procedures recommended by the American Petroleum Institute rather than the conventional procedures that have been formulated and used for the design of much smaller piles. Pile foundations will experience their maximum loads during the design earthquake. For the Safety Evaluation Earthquake, tension loads of up to approximately 80 to 90 meganewtons (MN) and compression loads of up to approximately 120 to 140 MN were calculated. Due to the economic importance of the SFOBB and the consequences of catastrophic failure in both economic and human terms, the design and analysis of the pile foundations supporting the bridge consider a number of aspects of pile-soil behavior that are normally ignored. Those aspects include: 1) the effects of consolidation and setup, 2) the behavior under dynamic loading, 3) the losses of resistance under cyclic loading, and 4) the load-settlement behavior of the piles under severe cyclic loading conditions. Since the treatment of complex aspects of pile foundation behavior is not codified in any guiding documents, several project-specific methods were developed for design and analysis of the foundation piles.

Jan 1, 2002

By V K. Panwar, Sampat Raj

At a Fertilizer plant located in the southern part of India, 74 numbers of pump foundations have shown non-uniform settlements causing the tilting of pump foundations under self-weight primarily due to the presence of varying thickness of the heterogeneous subsoil beneath the pump foundations and soil erosion because of water seepage through deeper excavations in the close vicinity. Various corrective measures have been explored and taking due cognizance of the prevailing subsoil conditions, site constraints, and constructability aspects, micropiling has been adopted. This paper presents the site problem and details of remedial measures adopted for rehabilitation of the distressed pump foundations. The main objective of this paper is to provide guidelines for designer during design and detail engineering stage to avoid similar nature of problems and also to provide a solution concept to tackle similar nature of problem(s) if encountered at site.

Nov 1, 2022