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By H. Mori

Construction of cast-in-place piles with enlarged bases has become popular in the cities in Japan facing to the sea coast, where the subground soil is soft alluvium deposited to depths often exceeding 30 m. The groundwater table is a few meters below the ground surface. Skin friction of piles may become negative due to ground subsidence or reduced due to liquefaction of loose sand during an earthquake. To support highrise buildings, depths of bearing strata to which piles are embedded often exceed 50 m. Due to such geotechnical conditions, methods and equipment to build cast-in-place concrete piles mainly built by the reverse circulation method have been developed since the 1970s. In the first half of this paper, the authors review the cur-rent practise of building cast-in-place piles with enlarged bases. Then they introduce the TFP system developed in recent years, and discuss about the procedures to control and monitor enlarging of bases.

Jan 1, 1989

By Edward Jacobsen

The Oak Creek Power Plant in Oak Creek, Wisconsin is currently undertaking an expansion project. In order to supply cooling water to this facility, a 27' (8.2m) diameter tunnel will be bored, in rock; to connect to 4 vertical Intake shafts located approximately 1.5 miles (2.4km) offshore in Lake Michigan. In 2004, Case Foundation Company was awarded a lump sum contract to Install these intake shafts. When complete, the plant is expected to circulate upward of 2 billion gallons per day (7.5 billion liters) through this system. Two shafts were drilled in a (shortened) construction season in 2005 and the remaining 2 shafts and 4 liner assemblies were completed in 2006. Future connection to the tunnel, in 2007, will be accomplished by mining upward to reach the lower portion of each liner and then removing its internal bulkheads to permit the flow of the lake water into the tunnel.

May 11, 2007

By Y. W. Mou

In order to improve the construction of pile foundations and deep foundations of largo sizes, the paper deals with the method of installing square or rectangular bored-piles for annular foundation as well as large-sized hollow or solid foundation.

Jan 1, 2010

By A. R. Jambekar

City of Bombay has been developed out of former 7 islands. Landmass of 434 sq.km. of Bombay, started looking inadequate for further growth and expansion of Bombay City. In order to develope twin city of New Bombay, State Government formed fully owned Company "City and Industrial Development Corporation of Maharashtra Limited", (CIDCO) in 1971 and entrusted it with planning and development including social and physical infrastructure of New Bombay.Hence, Trans - Thane Creek area is being planned and developed, to serve as counter-magnet to Bombay. Area of 343 sq.km located on the main land, is fast developing into a satellite community, for India's overcrowded financial capital. Thane Creek, running in almost North-South direction, separates Bombay City from main land and posed a significant barrier, to further expansion of city's sprawling suburbs, until, it was bridged for the first time in 1972. On the basis of traffic study, CIDCO decided to construct an additional road link across Thane creek to cope up with future projected traffic. This bridge will connect Airoli in New Bombay and Eastern Express highway near Mulund. Bridging the vast, exposed tidal Thane Creek, have always posed challenging conditions, during constructions of these bridges. In this paper, case history of deep open foundations provided for Airoli Bridge is presented.

Jan 1, 1996

By Vince Luongo

"INTRODUCTIONThe West Side Combined Sewer Overflow (CSO) Tunnel Project is located in Portland, Oregon and is part of the Willamette River CSO Control Project. The purpose of the West Side CSO Project is to reduce the frequency and volume of combined sewage overflows from the drainage areas on the west side of the Willamette River using the West Side CSO tunnel as a combined storage and conveyance facility. The sewage is then directed to the Pump Station on Swan Island, which is located on the east side of the Willamette River. From here the combined sewage is pumped through force mains that discharge into the existing Peninsular and Portsmouth tunnels.The West Side CSO tunnel has an inside diameter of 14-feet (4.27m) and is approximately 18,150-feet (5,532m) long. The tunnel slopes at a constant down gradient of 0.0018 from south to north over the entire length of its alignment.The tunnel passes beneath six existing bridges; Hawthorne Bridge, Morrison Bridge, Burnside Bridge, Steel Bridge, Broadway Bridge and Fremont Bridge. The general tunnel alignment follows beneath the Naito Parkway starting at Clay Street Shaft and connecting three other shafts on the west side of the Willamette River, Ankeny Shaft, Upshur Shaft and Nicolai Shaft. It then passes below the Willamette River and on to Swan Island to connect with the Confluent Shaft, which will combine flows from the West Side CSO and East Side CSO (not part of this contract) and then continues to the Pump Station Shaft.The Nicolai Shaft is the primary mining shaft from which two TBM’s were launched to construct the West Side CSO tunnel. The first TBM started mining south and terminated at the Clay Street Shaft. The second TBM started mining north below the Willamette River and terminated at the Swan Island Pump Station Shaft."

Jan 1, 2006

By Geoffrey D. Collins

This paper deals with the construction of the Effluent Outfall Diffusers which form part of the outfall for the Deer Island sewage project. The work was executed 15 km out to sea in Massachusetts Bay and required the drilling, installation, grouting and accurate determination of the actual position of 55 riser shafts in 33.5 m deep water. Although not strictly a "foundation", the contractor's approach to the installation of the diffusers was a logical development from many marine foundation projects executed by the Contracting companies over the last decades. The only previous application of this design of outfall had been in Australia where offshore oil drilling techniques had been adapted for use in riser installation.

Jan 1, 1994

By D. K. ] [Gupta

The Foundations of the Shear keys and alround cut off for Power House -IV of the Western Yamuna Canal Hydroelectric Project at Bhudkalan, Haryana were to be laid at a depth of 26M below the N.S.L and 24.4M below ground water table. The foundation of the drainage sump was to be laid at still higher depth, Viz 29.OM below N.S.L. The Sub soil at the site consisted of Gravel with some amount of sand. The laying of the foundation at such a great depth, at a large depth below the ground water table and that too under such difficult sub-soil conditions encountered a large no of Geotechnical problems-viz excessive seepage, side slope sloughing and sand boiling during excavation. Under the circumstances at the site, the modified foundation construction procedure i.e a battery of M. S. Troughs was placed in flowing water conditions and concreted thereafter, resulting in a sizable cut in dewatering and reducing a significant amount of time and cost of construction affecting a saving of crores of rupees at the state exchequer. Sheet Piling was used to prevent side sloughing in the foundation pit.

Jan 1, 1996

By N. V. Nayak

Konkan Railway Project is one of the most ambitious railway construction projects in India, involving construction of a 760.km long, Broad Gauge (1676 mm), single track railway line, connecting Roha in Maharashtra State with Mangalore in Kamataka State. The railway line travels along the Western Coast of Indian subcontinent, through states of Maharashtra (382 km), Goa (105 km) and Karnataka (273 km) (Fig.1). The project alignment traverses through one of the most formidable terrains ever encountered, in the history of railway construction in India. In the State of Goa only, railway alignment is crossing 6 major rivers Terekhol, Chapora, Mandovi, Zuari, Sal and Talpona. Zuari Railway Bridge (1305.6 m), Mandovi Railway Bridges (I and II) (1182.7 m) rank as 2nd and 3rd long bridges, (first longest bridge being Sharavati Bridge (2.2 km} at Honavar) which have been constructed on Konkan Railway. All these three bridges have been constructed by M/s.Asia Foundations and Constructions Ltd. (AFCONS). This paper presents, case history of construction of pile/caisson foundations for Zuari and Mandovi Bridges.

Jan 1, 1996

By R. Radhakrishnan, C. Gunasekaran

"Calicut Bypass Phase-II project included construction of 7 m high embankment over soft compressible clays up to 18 m in thickness. Approx 1.5 km length of road out of a total 5 km length consisted of abandoned paddy fields which were low lying, waterlogged and marshy in nature. On the basis of excellent results achieved in earlier phases of the by-pass construction, ground improvement work by installing pre-fabricated vertical drains (PVD) was undertaken to stabilize the embankment foundation along the weak clay areas prior to road pavement construction to avoid large post construction settlement as well as to improve the lateral stability during and after embankment construction. This project perhaps stands out as one of the highway projects completed within a very short time period of total 18 months including four month long heavy monsoon period, when embankment construction was not possible and construction of two bridges across rivers. All activities including the ground improvement had to be programmed and completed within the shortest time period possible. The paper discusses details of the extensive ground improvement and soil instrumentation carried out for the project and will illustrate how careful planning and execution can reduce the period required for highway projects involving ground improvement.INTRODUCTIONPhase-II construction of Calicut by-pass was undertaken on a priority basis by the State of Kerala in 2014. The main contract was awarded to M/S ULCCS Ltd, Kozhikode, Kerala and the ground improvement work was awarded to M/S Geo-Enviro Engineers P Ltd, as specialist agency to design and execute the work.Soil investigation carried out confirmed thick soft clay deposits below GL in three areas along the road alignment totaling approx 1.5 km in length. These areas were low lying, waterlogged and marshy in nature. Highway embankment had to be constructed up to 7 m in height above existing GL to form the proposed road alignment along these areas. On the basis of excellent results achieved in earlier phases of the by-pass construction using pre-fabricated vertical drains or PVD (R. Radhakrishnan, 2006), ground improvement using PVD had been included in the contract to stabilize the embankment foundation along the weak clay areas prior to highway embankment construction to avoid large post construction settlement as well as to improve lateral stability during its construction."

Jan 1, 2015

By Arturo Ressi di Cervia

"The Construction of the Thrust Pits for Jacking of the I-90 Tunnel for the Central Artery/Tunnel Project (Part of Contract No. C09A4) in Boston MA was nominated for DFI’s 2002 Outstanding Project Award. In the judging, the project and the specialty subcontractor, Treviicos Corporation, was chosen for a Special Recognition Award. INTRODUCTIONBoston’s Big Dig, as the construction of the underground artery became known, is undoubtedly the largest urban construction project of this century.The Central Artery/Tunnel Project, or CA/T, to call it by its proper name, runs approximately eight miles through the heart of Boston, five miles of which are built underground while maintaining traffic on the elevated existing structure, while at its southern end I-90 is extended to Logan airport under active rail lines, Fort Point Channel and Boston Inner Harbor.Since the alignment of the road closely parallels the shoreline as it existed in colonial times, the cut and cover construction had to contend with substantial portions of filled ground, not to mention existing subway lines, live utilities, building foundations and, last but not least, the irritable Boston drivers and litigious adjacent property and business owners.Consequently, while it is impossible to single out the most difficult or challenging contract, the jacking of the tunnels of I-90 under the live rails of Amtrak certainly will rank high on the list.Never before, anywhere in the world, was an attempt made to jack tunnels of this size: the South Bay Interchange consists of three 78 feet (24 m) wide by 38 feet (11.6 m) high tunnels, the shortest of which is 167 feet (51 m) long. TECHNOLOGYIn order to achieve this engineering feat it was necessary to consolidate the soil under the track to prevent it from moving or settling during the jacking process. After a detailed analysis of the geological profile to be traversed it was decided that freezing was the most suitable method, since it could be applied to the full range of soils present on the proposed alignment."

Jan 3, 2003

By Dan Brown

Improvements in construction equipment and techniques in recent years have made possible the use of drilled shaft foundations in diameters and lengths not previously considered practical or feasible. Many highway bridge and other structures are now routinely founded on drilled shafts which are 2.5 m to 3.0 m (8 to 12 feet) in diameter and extending over 60 m (200 feet) in depth below grade. There are unique challenges associated with constructing such large and deep cast-in-place foundations and engineers should be aware of the special needs associated with site investigation, construction specifications, material requirements, and quality assurance. This paper outlines a number of special considerations for these foundations, along with strategies that may be employed to improve the reliability and quality of large drilled shaft foundations.

Jan 1, 2008

By Dan Brown

Improvements in construction equipment and techniques in recent years have made possible the use of drilled shaft foundations in diameters and lengths not previously considered practical or feasible. Many highway bridge and other structures are now routinely founded on drilled shafts which -are 8 to 12 feet in diameter and extending over 200 feet in depth below grade. There are unique challenges associated with constructing such large and deep cast-In-place foundations and engineers should be aware of the special needs associated with site investigation, construction specifications, material requirements, and quality assurance. This paper outlines a number of special considerations for these foundations, along with strategies that may be employed to improve the reliability and quality of large drilled shaft foundations.

May 11, 2007

By Dan Brown

Improvements in construction equipment and techniques in recent years have made possible the use of drilled shaft foundations in diameters and lengths not previously considered practical or feasible. Many highway bridge and other structures are now routinely founded on drilled shafts which are 8 to 12 feet in diameter and extending over 200 feet in depth below grade. There are unique challenges associated with constructing such large and deep cast-in-place foundations and engineers should be aware of the special needs associated with site investigation, construction specifications, material requirements, and quality assurance. This paper outlines a number of special considerations for these foundations, along with strategies that may be employed to improve the reliability and quality of large drilled shaft foundations.

Jan 1, 2013

By Chen Zhiquan

Author has exhaustively researched into soft ground through construction of a large open caisson on soft ground (muck) which weighs more than 4, 000 tons. To avoid any contingency during construction, we precompressed muck stratum with a sand cushion and consolidated it with sand piles before construction of the caisson. We made borehole surveyings and soil tests many times before and after ground treatment. Following the tracks of changes of the caisson at all stages of precasting, we surveyed a large number of data. On the basis of analysis of the data we changed the original construction plan of precasting in four stages and sinking in three stages into that of precasting in three stages and sinking in one stage. Through the practice of the whole caisson construction the author has advanced new theory of kinematic law for soil particles and the change's law for strength of muck during precompression of sand cushion and consolidation of sand piles.

Jan 1, 1991

By D. X. Xu

A pump station was constructed at the food of a steep mountain, very close to a riverside. To protect the pump station from being washed out, and to guarantee the stability of the steep hillside behind the pump station and the safety of the foundation pit when the station was built, cast-in-place R.C. diaphragm walls (Fig. 1) were clesigned in front of and on both sides of the pump station. This wall was 130m long, 0.8m wide and 29m deep. The diaphragm walling on both sides of the pump station served to prevent landslides and to fix anchor piles. The 55m long diaphragm walling in front of the pump station served as a temporary shuttering which kept earth and prevented water from permeating when the pump station was under construction. After the pump station project was finished, static blasting method was used to blow up the wall body which was 10m beneath the ground so that the water from the river could come into the pump station. The remaining wall body below this level was kept to prevent soil from being washed out. [ ]

Jan 1, 2010

By E. Mongilardi

The construction of large underground openings through cohesionless or weak cohesive soils and under the water table in particular, often requires a ground improvement to be done from the surface or ahead of the excavation face in tunnelling problems. To this purpose various injection procedures have been used in the past and new outstanding techniques have been developed recently, such as "jet-grouting", extending the feasibility range. The paper presents a review of basic principles and practical design criteria with particular reference to the newest trends of development. Case histories have been selected within the experience of specialist contractor Rodio Co. showing the variety of problems solved by manifold grouting procedures and layouts, in widely different soils ranging from the sandy-gravelly alluvia of Milan to the soft marine clays of Singapore.

Jan 1, 2010

By Shigenori Horikawa, Nobutaka Tanaka, Toshiro Hara, Kengo Yamamoto

"The CDM-LODIC method(Low Displacement and Control method), a modified the CDM(Cement Deep Mixing) method, reduces the ground displacement through the removal of in-situ soil equivalent to the amount of slurry injection using the continuous auger flight attached on the shaft above the conventional the CDM mixing tool. The reduction of ground displacement minimizes the impact on adjacent buildings and other infrastructures. Since the development of the CDM-LODIC in 1985, this method has been used for more than 900 projects with total volume of improved soils exceeding 5.3 million yd3 (7 million m3). The ground displacement that could be caused by deep soil mixing is controlled by balancing the volume of discharged soil and the volume of slurry injected for soil mixing. This paper presents the ground improvement work for the Sanriku Coast Expressway Project using the CDM-LODIC method to 1) control the ground displacement during ground improvement to minimize the impact to existing buildings and facilities and 2) utilize low height CDM-LODIC equipment to avoid potential damage to critical facilities in the vicinity of ground improvement area and avoid interference on the normal operation of the Ishinomaki Red Cross Hospital.INTRODUCTIONSanriku Coast Expressway is a reconstructed highway, which is part of an early restoration program to recover from the Eastern Japan Earthquake of March 11, 2011. This highway extends 223 mile (359 km) and connects the Pacific Coast regions of three prefecture of North Eastern Japan as shown in Figure 1. Along a section between Yamoto - Ishinomaki road, the highway was expanded from two lanes to four lanes to mitigate traffic congestion for the adjacent city center and hospital and to serve as an efficient transportation route for emergency or disaster relief needs as shown in Figure 2. Deep mixing ground improvement with an area replacement ratio of 50% was designed to provide settlement control under the new fill embankment of the expanded highway as shown in Figure 3. The original CDM treatment layout using 5.2ft (1.6 m) diameter columns is shown in Figure 4."

Jan 1, 2015

By C. L. Liao

The chief experiences for constructing deep tubular columns foundation under deep water are as follows: 1. P.C. tubular columns were sunk inside the caisson. 2. P.O. tubular columns of 3.6 M. diameter were sunk thru thick soil layer to a depth of 47 M. by vibrators. 3. The double wall steel cofferdam was sunk thru soil layer to a depth 31.3 M.. 4. Bore the bedrock with rotary drill succesfully. According to the successful experiences mentioned above, the deep tubular columns foundation may be constructed beyond 100 meters.

Jan 1, 2010

By M. D. Khattar

The paper describes the salient construction features of the Pile foundation work for the Railway viaducts in Algeria. Six viaducts were constructed for execution of the Railway line between Aintemouchent and Benisaf in Algeria. The work was executed by the Indian Railway Construction Company Limited of India (IRCON) for the Algerian National Railways (S.N.T.F.). These six viaducts had multiple spans of 36M resting on hollow piers of heights upto 69M. Most of the piers were founded on piles of 1 and 1.2M dia bored piles going upto 22M deep through cal­careous rocks and were designed for Railway loading in seismically active area. The work involved 356 piles & constituted a very important aspect of the whole work. The concrete in the piles was made with sulphate resistant cement and the integrity of the concrete was tested with Sonic method so as to ensure the quality. The piles were driven with the help of a hydraulic oscillator and the concrete was laid with a tremie pipe. Problems as encountered during execution have been explained.

Jan 1, 1989

By Vijayakumar Viramuthu, Martin Heinrich

Tower of Lot L, L1 & M, Kuala Lumpur City Centre when completed would stand 700 m tall. This Mega tall Skyscraper would merely be less than 500 m away from the world tallest Twin Tower, the Petronas Twin Tower. From June 2018 to February 2020 BAUER (MALAYSIA) SDN. BHD. constructed 225 nos bored piles with diameters of 2.0 m and 2.5 m for this tower. To comply with the depth requirement of the initial design and the need to have the pile toe 2.0 m above competent bedrock, the drilling equipment was required to be able to achieve a maximum drilling depth of 150 m. Actual piles constructed on site were deeper than 120 m. These dimensions caused superlative challenges which included but were not limited to controlling the open borehole stability over time with polymer, installing 70 t heavy steel cages and pouring up to 550 m³ concrete continuously in conjunction with installation of 88 t heavy kingposts into workable fresh concrete. The piling works were executed with one BAUER BG 48 and one BG 72, the biggest drilling rig globally available.

May 1, 2022