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A platform for research: civil engineering, architecture and urbanism
Deep Secant Pile Walls Constructed in Weak Glacial Deposits of Manhattan
Permanent secant pile walls between 117 to 122 feet deep were designed to provide vertical and lateral support for a 50 to 70 feet deep basement for an ancillary building for a new subway facility. The secant pile wall consisted of overlapping drilled shafts 34.65 inches in diameter and spaced 23.5 inches apart. The secant piles were installed in very soft soils and sensitive glacial deposits. Due to practical limitations of verticality control during drilling, overlap between piles was unlikely beyond 85 feet. To mitigate this, all primary piles were terminated at 85 feet while secondary piles were constructed to the full depth of the wall. The intermediate gaps below 85 feet had to be sealed using jet grouting. Pre-installation ground improvement using jet grouting was implemented to provide underpinning support to an adjacent building. An additional row of jet grouting was required next to the underpinning jet grout columns to form a stable platform for casing installation. Due to the large depth of the piles, maintaining construction tolerance was a challenge. The core beams tended to sink downwards as there was no competent strata to support the pile at the toe. A number of piles became rotated during withdrawal of the casing. This paper discusses the various approaches that were adopted for mitigating the deficiency in design capacity of settled or rotated core beams.
Deep Secant Pile Walls Constructed in Weak Glacial Deposits of Manhattan
Permanent secant pile walls between 117 to 122 feet deep were designed to provide vertical and lateral support for a 50 to 70 feet deep basement for an ancillary building for a new subway facility. The secant pile wall consisted of overlapping drilled shafts 34.65 inches in diameter and spaced 23.5 inches apart. The secant piles were installed in very soft soils and sensitive glacial deposits. Due to practical limitations of verticality control during drilling, overlap between piles was unlikely beyond 85 feet. To mitigate this, all primary piles were terminated at 85 feet while secondary piles were constructed to the full depth of the wall. The intermediate gaps below 85 feet had to be sealed using jet grouting. Pre-installation ground improvement using jet grouting was implemented to provide underpinning support to an adjacent building. An additional row of jet grouting was required next to the underpinning jet grout columns to form a stable platform for casing installation. Due to the large depth of the piles, maintaining construction tolerance was a challenge. The core beams tended to sink downwards as there was no competent strata to support the pile at the toe. A number of piles became rotated during withdrawal of the casing. This paper discusses the various approaches that were adopted for mitigating the deficiency in design capacity of settled or rotated core beams.
Deep Secant Pile Walls Constructed in Weak Glacial Deposits of Manhattan
Ho, Chu E. (author) / Daugiala, Alfredas (author)
Geo-Congress 2020 ; 2020 ; Minneapolis, Minnesota
Geo-Congress 2020 ; 493-506
2020-02-21
Conference paper
Electronic Resource
English
Deep Secant Pile Walls Constructed in Weak Glacial Deposits of Manhattan
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