A prefabricated prestressed underground diaphragm wall joint

Abstract

The invention discloses a precast pre-stressed underground diaphragm wall joint which comprises a plurality of joint sections in sequential connection from top to bottom. Each joint section comprises two parallel frange plates and a web connected with the two parallel frange plates, a circular ring is arranged at the center of the cross section of each web, part of circular ring sides forming each circular ring annularly protrude towards two sides connected with an underground diaphragm wall, the bottom face of the bottom joint section is provided with a blade foot, and the bottom faces of other joint sections are provided with connection plugs. The connection plug of one joint section is inserted into the inner circle of the circular ring of the adjacent joint section, a pre-buried steel plate is arranged at the joint of the two joint sections and connected with a connection steel plate which is connected with the two joint sections, and pre-stressing rib holes are longitudinally reserved in each frange plate. The precast pre-stressed underground diaphragm wall joint is reasonable in structure, reliable in connection, excellent in structural performance and high in industrial degree.

Description

technical field [0001] The invention relates to the field of design and construction of an underground diaphragm wall for building foundation pit engineering, in particular to a prefabricated prestressed underground diaphragm wall joint. Background technique [0002] The underground diaphragm wall construction technology originated in Europe. In 1938, Italy developed a construction method for constructing an underground diaphragm wall in a mud support deep groove. In 1950, it was the first to use deep mud tanks to build underground diaphragm walls in Italy. In the 1950s and 1960s, this technology was promoted in western developed countries, the former Soviet Union and Japan. In 1958, my country used this technology to build a dam cut-off wall. In the mid-1970s, this technology was applied to construction, coal mines and municipal industries. Due to its high rigidity, the underground diaphragm wall has the advantage of having little impact on the soil and structures around ...

AI Technical Summary

Problems solved by technology

However, the joint has quality defects such as concrete flow around and mud inclusion in the joint during the concrete pouring process.

Concrete circumvention can cause the excavation of the subsequent underground continuous wall grooves to fail, and I-beam webs with mud can cause joint seepage

The main problems of lock pipe joints include: it is difficult to control the quality of the underwater operation, and it is easy to cause the lock pipe to tilt; the horizontal stiffness of the lock pipe is small, the lateral pressure is large during concrete pouring, and its verticality is difficult to control, resulting The vertical joints of the continuous wall are not straight and tight, and seepage is prone to occur; the pull-out time of the lock pipe is difficult to control, and quality accidents are prone to occur earlier than the initial setting time of the concrete, and the concrete has a large grip force later than the initial setting time , resulting in the phenomenon that the locking tube is difficult to pull out or even broken

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