Model test apparatus and method for shield tunnel post-wall grouting and tube sheet uplift under high water pressure conditions

Patent metadata

Field	Value
Publication number	US-12360284-B2
Application number	US-202318301258-A
Country	US
Kind code	B2
Filing date	Apr 17, 2023
Priority date	Apr 19, 2022
Publication date	Jul 15, 2025
Grant date	Jul 15, 2025

Abstract

This invention discloses a model test apparatus and method for shield post-wall grouting and tube sheet uplift under high water pressure conditions, comprising main body box, tension apparatus, shield system, grouting system, ground stress loading system, water injection system, and monitoring system. The main body box comprises the shield shell system and model soil inside. The ground stress loading system and water injection system realize the simulation of the complex underground soil and muddy water environment by applying stress and water pressure to the model soil inside the main box. While the tension apparatus makes the shield shell moving forward, the grouting system injects slurry into the gap between the shield shell and the tube sheet. The integrated model test of visual shield grouting and tube sheet uplift, the real-time multi-physical field responses, and the longitudinal deformation mechanism have been realized and revealed under high water pressure conditions.

First claim

What is claimed is:

1. A model test apparatus for shield post-wall grouting and tube sheet uplift under high water pressure conditions, comprising: a main body box, a tension apparatus, a shield system, a grouting system, a ground stress loading system, a water injection system, and a monitoring system,
wherein an upper face of the main body box is open, the main body box is made up of a visual material, a front face of the main body box is equipped with a shield shell aperture,
wherein the shield system includes a shield shell and multiple pipe sheets, the shield shell is located in the main body box, a front part of the shield shell is located in the shield shell aperture, and tube pieces are located inside the shield shell in sequence,
wherein the main box is filled with model soil, a loading plate is located at an open position of the main box, the ground stress loading system achieves ground stress loading simulation to the model soil through the loading plate, the water injection system connects to the model soil which is located above the shield shell in the main box through a water pipeline, and a high water pressure mud and a water environment has been simulated,
wherein the tension apparatus connects to the front part of the shield shell, a slurry delivery tube of the grouting system is installed within the shield shell, while the shield shell is moving outward in a horizontal boring motion by the tension apparatus, the grouting system injects slurry into a gap between the pipe sheet and the model soil through the slurry delivery pipe,
wherein the monitoring system is used to monitor and collect relevant test parameters of the model soil in the main box, the shield shell is made up of annular steel plate, an inner wall of the shield shell is fixed with several adjustable pulleys along a circumferential direction, wheel surfaces of several adjustable pulleys support an outer wall of the pipe sheet,
wherein the pipe sheet is composed of splicing ring-shaped structure, adjacent pipe sheets are connected with each other by bolts, the front part of the shield shell is equipped with a cover plate, and a third interface is provided on the cover plate and connects with the tension apparatus.

2. A model test method for shield post-wall grouting and tube sheet uplift under high water pressure conditions, wherein a test is carried out using a model test apparatus for shield post-wall grouting and tube sheet uplift under high water pressure conditions according to claim 1 , comprising the following steps:
step 1: install the main body box and the ground stress loading system,
step 2: install the shield system, embedding the shield shell into the main body box at a shield shell hole, embedding a plurality of pipe pieces into a rear position of the shield shell, connecting the last pipe piece with the rear main board of the main body box with bolts, and connecting the tension apparatus with the front part of the shield shell,
step 3: install the grouting system,
step 4: install the water injection system,
step 5: fill the main body box with the model soil, burying the displacement sensor, the soil pressure sensor, and a dynamic water pressure sensor in the model soil, and install the loading plate in an upper part of the model soil, the loading plate connects to the ground stress loading system,
step 6: apply water pressure, the water injection system injects water into the model soil through the water pipeline,
step 7: apply ground stress, the ground stress loading system makes a load transfer evenly in the model soil through the loading plate, stop loading after the ground stress reaches a desired stress value of the water environment,
step 8: start the tension apparatus to move the shield shell outward for a horizontal digging movement, while the shield shell is moving, the grouting system injects slurry into the gap between the pipe piece and the model soil through a slurry delivery pipe, when the shield shell advances one ring, release a constraint between the pipe piece at the last end and the main board behind the main body box,
step 9: after the grouting is finished, collect data through the monitoring system, summarize a pipe piece uplift law and a grouting diffusion reinforcement pattern of the pipe piece in different rings, and evaluate an effect of shield post-wall synchronous grouting,
step 10: repeat the above steps from step 1 to step 9, set different parameters of ground stress pressure, water pressure, slurry type, grouting volume, grouting pressure, gap parameter between the shield shell and the pipe sheet, and shield boring speed to complete a shield post-wall synchronous grouting test under different conditions.

3. The model test apparatus according to claim 1 , wherein the main body box comprises a detachable front and rear main boards, a left-side panel, a right-side panel, and the left-side panel and the right-side panel are each provided with grid lines on the panels.

4. A model test method for shield post-wall grouting and tube sheet uplift under high water pressure conditions, wherein a test is carried out using a model test apparatus for shield post-wall grouting and tube sheet uplift under high water pressure conditions according to claim 3 , comprising the following steps:
step 1: install the main body box and the ground stress loading system,
step 2: install the shield system, embedding the shield shell into the main body box at a shield shell hole, embedding a plurality of pipe pieces into a rear position of the shield shell, connecting the last pipe piece with the rear main board of the main body box with bolts, and connecting the tension apparatus with the front part of the shield shell,
step 3: install the grouting system,
step 4: install the water injection system,
step 5: fill the main body box with the model soil, burying the displacement sensor, the soil pressure sensor, and a dynamic water pressure sensor in the model soil, and install the loading plate in an upper part of the model soil, the loading plate connects to the ground stress loading system,
step 6: apply water pressure, the water injection system injects water into the model soil through the water pipeline,
step 7: apply ground stress, the ground stress loading system makes a load transfer evenly in the model soil through the loading plate, stop loading after the ground stress reaches a desired stress value of the water environment,
step 8: start the tension apparatus to move the shield shell outward for a horizontal digging movement, while the shield shell is moving, the grouting system injects slurry into the gap between the pipe piece and the model soil through a slurry delivery pipe, when the shield shell advances one ring, release a constraint between the pipe piece at the last end and the main board behind the main body box,
step 9: after the grouting is finished, collect data through the monitoring system, summarize a pipe piece uplift law and a grouting diffusion reinforcement pattern of the pipe piece in different rings, and evaluate an effect of shield post-wall synchronous grouting,
step 10: repeat the above steps from step 1 to step 9, set different parameters of ground stress pressure, water pressure, slurry type, grouting volume, grouting pressure, gap parameter between the shield shell and the pipe sheet, and shield boring speed to complete a shield post-wall synchronous grouting test under different conditions.

5. The model test apparatus according to claim 1 , wherein the water injection system comprises a first air compressor, an air delivery pipe I, an air pressure regulator I, a water storage tank, a water pressure gauge, and a water delivery pipe, the water storage tank and the first air compressor are connected through the air delivery pipe I, the air pressure regulator I is instal

Assignees

• Ocean Univ China

Inventors

• Sha Fei
• Kong Hao
• Liu Tao
• Fan Rui
• Xi Mingshuai
• Gu Shijiu
• Bu Meng

Classifications

• E21D11/10

  with concrete cast in situ; Shuttering {also lost shutterings, e.g. made of blocks, of metal plates} or other equipment adapted therefor · CPC title

• Y02E10/20

  Hydro energy · CPC title

• G01D21/02

  Measuring two or more variables by means not covered by a single other subclass · CPC title

• G01V20/00 Primary

  Geomodelling in general · CPC title

• G01M99/007 Primary

  by applying a load, e.g. for resistance or wear testing (G01M99/001 takes precedence; testing the elasticity of structures G01M5/00) · CPC title