Grille type connection method of rigid joint for underground continuous wall

Abstract

The invention relates to a grid underground continuous wall rigid connector connecting method, wherein said method uses common underground continuous wall I-shaped steel flexible connector as base to build grid structure; when the grid wall is completed, in the grid chamber, using digging method, to dig out the chamber soil and use connecting steel plate to weld and connect the I-shaped steel plate and the pre-embedded connector steel plate of middle baffle wall; and in the grid chamber, using on-site pouring steel bar concrete to connect front and back walls and the middle baffle wall, to transform the flexible connector to rigid connector. Compared with present technique, the invention has low cost and high quality.

Description

technical field [0001] The invention relates to a grid type underground continuous wall rigid joint connection method. Background technique [0002] At present, there are few examples of rigid joints in domestic construction connecting walls, most of which are continuous single walls with flexible joints ("I" steel joints and pipe joints) plus internal support or anchor cable support as the supporting structure. The diaphragm wall joint of this joint connection mode does not transmit internal force, but is only a structural requirement of the construction process. Under the condition that the geological conditions are poor and the support structure cannot be supported by internal supports or anchor cables, the support structure is required to have strong self-stability and rigidity, and the grid wall has this performance, but in order to meet the requirements of the grid In order to ensure the integrity of the wall, the joints between two adjacent walls must adopt rigid joi...

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Problems solved by technology

[0004] The existing grid wall rigid joint forms have the following problems in the construction process: (1) The amount of steel used for the steel plate of the cross joint is large. steel plate, a joint steel box needs to be installed, and the construction process is complicated and the cost is high; (2) There is a certain space between the steel plate protruding from the I sequence groove and used to anchor into the II sequence groove and the excavation end of the groove section. When pouring the underwater concrete of the first sequence groove, it is difficult to avoid the concrete intrusion into the subsequent II sequence groove, which brings great difficulties to the removal of the joint box and reduces the anchoring effect of the cross steel plate and the II sequence groove concrete

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