CN113312697B - Method for predicting anti-sliding stability of high-pressure grouting on-shore soil blocking wall - Google Patents

Method for predicting anti-sliding stability of high-pressure grouting on-shore soil blocking wall Download PDF

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CN113312697B
CN113312697B CN202110647231.1A CN202110647231A CN113312697B CN 113312697 B CN113312697 B CN 113312697B CN 202110647231 A CN202110647231 A CN 202110647231A CN 113312697 B CN113312697 B CN 113312697B
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retaining wall
determining
soil
grouting
pressure
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CN113312697A (en
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唐宁
李德柱
隋成文
高岩
赵宝欣
李刚
张辉
朱晓峰
代庆双
艾鸿涛
陈英东
白宇
邱军伟
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China Railway No 9 Group Co Ltd
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    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/10—Geometric CAD
    • G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00—Excavations; Bordering of excavations; Making embankments
    • E02D17/20—Securing of slopes or inclines
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
    • E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/20—Design optimisation, verification or simulation
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D29/00—Independent underground or underwater structures; Retaining walls
    • E02D29/02—Retaining or protecting walls
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
    • G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces

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  • Paleontology (AREA)
  • Agronomy & Crop Science (AREA)
  • Environmental & Geological Engineering (AREA)
  • Soil Sciences (AREA)
  • Bulkheads Adapted To Foundation Construction (AREA)
  • Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)

Abstract

A method for predicting the sliding stability of a high-pressure grouting on a shore soil blocking wall is provided, wherein the diameter d of a high-pressure grouting hole is firstly determined 0 Grouting pressure p 0 And the longitudinal spacing W of the grouting holes and other on-site actual parameters, then determining soil parameters behind the retaining wall through the parameter calculation, and finally judging the anti-sliding stability of the retaining wall through comparing the parameters. The method provided by the invention is simple in prediction method and accurate in prediction result, and the method is used for predicting the sliding stability of the high-pressure grouting on the bank earth blocking wall.

Description

Method for predicting anti-sliding stability of high-pressure grouting on-shore soil blocking wall
Technical Field
The invention relates to the field of infrastructure, in particular to a method capable of predicting the anti-sliding stability of a bank retaining wall during high-pressure grouting.
Background
The high-pressure grouting treatment of the soft soil foundation is a common foundation treatment method, and cement slurry is injected into the soft soil foundation to form a composite foundation which bears upper load together. However, when the retaining wall exists on the grouting bank side, the high-pressure grouting generates a horizontal thrust force on the retaining wall, and if the grouting pressure is too large, the retaining wall on the bank side can horizontally slide under the action of the thrust force to damage. At present, the influence of high-pressure grouting on a shore soil blocking wall is mostly judged based on experience, and prediction is not carried out by a related theoretical method.
Disclosure of Invention
The invention aims to provide a method for predicting the anti-sliding stability of a high-pressure grouting on a shore soil blocking wall, so as to solve the problems in the background technology.
In order to achieve the above purpose, the invention provides the following technical scheme:
a method for predicting the anti-sliding stability of a high-pressure grouting on a shore soil blocking wall comprises the following steps:
(1) Determining the diameter d of a high-pressure grouting hole according to a high-pressure grouting treatment construction scheme 0 Grouting pressure p 0 Longitudinal spacing W of grouting holes;
(2) According to the construction scheme of high-pressure grouting treatment, determining the distance L between the retaining wall and the nearest row of grouting holes 1 And the transverse distance L between each row of grouting holes 2 ；
(3) Determining the equivalent width d of the high-pressure grouting hole:
(4) Measuring the height H and the width b of the retaining wall by using a tape on site;
(5) Determining the horizontal maximum additional soil stress sigma of the i-th row single-hole high-pressure grouting on the retaining wall ix,max Minimum additional earth stress sigma ix,min ：
Wherein,i=1, 2,3,4,5,6, …, N is the total number of rows in the transverse direction of the high pressure grouting holes, determined by the construction scheme, +.>m and n are coefficients;
(6) Determining the horizontal average additional soil pressure E generated by the ith row of single-hole high-pressure grouting on the retaining wall ie ：
(7) Determining the gravity gamma of soil behind retaining wall 0 Saturation gravity gamma sat ：
Taking undisturbed soil samples respectively in the soil body above the ground water level and in the soil body below the ground water level behind the retaining wall, transporting the soil samples back to a laboratory, respectively performing density test by using a ring cutter method, multiplying the density test by gravity acceleration to obtain the gravity gamma of the soil body 0 Saturation gravity gamma sat ；
(8) Determining cohesive force c and internal friction angle of soil body behind retaining wall
Taking an undisturbed soil sample in the soil body above the ground water level behind the retaining wall, transporting the soil body back to a laboratory, performing a direct shear test, and testing the cohesive force c and the internal friction angle
(9) By means ofMeasuring the water depth on site by a tape, and determining the water depth H in front of the retaining wall 0 ；
(10) Determining weighted average gravity gamma of soil mass behind the retaining wall according to depth:
(11) Determining horizontal thrust E generated by soil body behind retaining wall within W width range a ：
(12) Determining the water pressure E generated in front of the retaining wall within the width range of W p,w ：
E p,w ＝0.5γ w H 0 2 W
Wherein, gamma w For water gravity, 10kN/m was taken 3 。
(13) Determining a friction coefficient f between the retaining wall and the soil body at the lower part through a large-scale direct shear test;
(14) Determining the effective weight G of the retaining wall within the width range of W:
G＝Wb[(H-H 0 )γ 1 +H 0 (γ 1 -10)]
wherein, gamma 1 For concrete retaining wall, gamma is the gravity of the retaining wall 1 Taking 25kN/m 3 For a block stone retaining wall, gamma 1 Taking 26kN/m 3 ；
(15) Judging the anti-sliding stability of the retaining wall:
if it isThe anti-sliding stability of the retaining wall can meet the requirement, and the sliding damage can not occur; reverse-rotationIn addition, slip failure occurs.
The beneficial effects of the invention are: the invention provides a method for predicting the anti-sliding stability of a high-pressure grouting on a shore retaining wall, which can predict the anti-sliding stability of the shore retaining wall when the high-pressure grouting construction of a peripheral foundation is performed, and has the advantages of simplicity, high reliability and good accuracy.
Detailed Description
The following description of the technical solutions in the inventive embodiments will be made clearly and completely in connection with the inventive embodiments, and it is obvious that the described embodiments are only some embodiments, but not all embodiments, of the inventive embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention disclosed herein without departing from the scope of the invention.
Example 1:
the back of a certain bank retaining wall is a filled foundation, and a building is needed to be built on the top of the filled foundation, so that high-pressure grouting treatment is needed to be carried out on the filled foundation, and the bearing capacity of the foundation is improved. Because the retaining wall is close to the high-pressure grouting area, the method is adopted to predict the retaining wall in order to judge whether the high-pressure grouting causes sliding damage to the retaining wall.
Firstly, determining the diameter d of a high-pressure grouting hole according to a high-pressure grouting treatment construction scheme 0 At a grouting pressure p of 0.20m 0 The longitudinal distance W of the grouting holes is 1.0m and is 1200 kPa; determining the distance L between the retaining wall and the nearest row of grouting holes by on-site measurement and construction scheme 1 At a lateral spacing L of 6.2m 2 For 1.0m, a total of 7 rows are provided, i.e., n=7; further, determining the equivalent width d of the high-pressure grouting holes to be 0.18m; the height H of the retaining wall is determined to be 4.6m and the width b is determined to be 1.7m by on-site measurement with a tape; determining the horizontal maximum additional soil stress sigma of the first row of single-hole high-pressure grouting on the retaining wall 1x,max At 27.7kPa, minimum additional soil stress sigma 1x,min 27.4kPa; in turn, determining the horizontal maximum additional soil generated by the 2 nd row to 7 th row single-hole high-pressure grouting on the retaining wallForces and minimum additional soil stress, the results are set forth in table 1; determining the horizontal average additional soil pressure E generated by the first row of single-hole high-pressure grouting on the retaining wall 1e To determine the horizontal average additional soil pressure E of the i-th row single-hole high-pressure grouting to the retaining wall ie The results are also shown in Table 1;
TABLE 1 determination of retaining wall additional stress and additional pressure caused by high pressure grouting
Number of rows 1 2 3 4 5 6 7
Maximum additional soil stress 27.72 23.87 20.96 18.68 16.85 14.09 13.02
Minimum additional earth stress 27.36 23.64 20.81 18.57 16.77 14.04 12.98
Average additional soil pressure 126.68 109.27 96.07 85.68 77.33 64.70 59.80
Taking undisturbed soil samples respectively in the soil body above the ground water level and in the soil body below the ground water level behind the retaining wall, transporting the soil samples back to a laboratory, respectively performing density test by using a ring cutter method, multiplying the density test by gravity acceleration to obtain the gravity gamma of the soil body 0 16.3kN/m 3 Saturation gravity gamma sat 20.2kN/m 3 The method comprises the steps of carrying out a first treatment on the surface of the Taking an undisturbed soil sample in the soil body above the ground water level behind the retaining wall, transporting the soil body back to a laboratory, and performing a direct shear test to test that the cohesive force c is 12kPa and the internal friction angle is 12kPa22 °; on-site measuring water depth H by tape 0 2.5m; determining that the weighted average gravity gamma of soil mass behind retaining wall is 13.0kN/m according to depth 3 The method comprises the steps of carrying out a first treatment on the surface of the Determining horizontal thrust E generated by soil body behind retaining wall within W width range a 10.3kN; determining the water pressure E generated in front of the retaining wall within the width range of W p,w 105.8kN; test by large direct shearTesting, namely determining that the friction coefficient f between the retaining wall and the soil body at the lower part is 0.62; the retaining wall is built up of stone blocks, gamma 1 Taking 26kN/m 3 The effective weight G of the retaining wall within the width range of W is 160.8kN; further determine->629.83kN, gf+E p,w At a rate of 205.50kN,it is thus determined that the retaining wall is subject to slip failure.

Claims (1)

1. A method for predicting the sliding stability of a high-pressure grouting on a shore soil blocking wall is characterized by comprising the following steps:
(1) Determining the diameter d of a high-pressure grouting hole according to a high-pressure grouting treatment construction scheme 0 Grouting pressure p 0 Longitudinal spacing W of grouting holes;
(2) According to the construction scheme of high-pressure grouting treatment, determining the distance L between the retaining wall and the nearest row of grouting holes 1 And the transverse distance L between each row of grouting holes 2 ；
(3) Determining the equivalent width d of the high-pressure grouting hole:
(4) Measuring the height H and the width b of the retaining wall by using a tape on site;
(5) Determining the horizontal maximum additional soil stress sigma of the i-th row single-hole high-pressure grouting on the retaining wall ix,max Minimum additional earth stress sigma ix,min ：
Wherein,n is the total row number of the transverse direction of the high-pressure grouting holes, and is determined by a construction scheme, namely +.>m and n are coefficients;
(6) Determining the horizontal average additional soil pressure E generated by the ith row of single-hole high-pressure grouting on the retaining wall ie ：
(7) Determining the gravity gamma of soil behind retaining wall 0 Saturation gravity gamma sat ：
Taking undisturbed soil samples respectively in the soil body above the ground water level and in the soil body below the ground water level behind the retaining wall, transporting the soil samples back to a laboratory, respectively performing density test by using a ring cutter method, multiplying the density test by gravity acceleration to obtain the gravity gamma of the soil body 0 Saturation gravity gamma sat ；
(8) Determining cohesive force c and internal friction angle of soil body behind retaining wall
Taking an undisturbed soil sample in the soil body above the ground water level behind the retaining wall, transporting the soil body back to a laboratory, performing a direct shear test, and testing the cohesive force c and the internal friction angle
(9) Measuring the water depth on site by using a tape to determine the water depth H in front of the retaining wall 0 ；
(10) Determining weighted average gravity gamma of soil mass behind the retaining wall according to depth:
(11) Determining horizontal thrust E generated by soil body behind retaining wall within W width range a ：
(12) Determining the water pressure E generated in front of the retaining wall within the width range of W p,w ：
E p,w ＝0.5γ w H 0 2 W
Wherein, gamma w For water gravity, 10kN/m was taken 3 ；
(13) Determining a friction coefficient f between the retaining wall and the soil body at the lower part through a large-scale direct shear test;
(14) Determining the effective weight G of the retaining wall within the width range of W:
G＝Wb[(H-H 0 )γ 1 +H 0 (γ 1 -10)]
wherein, gamma 1 For concrete retaining wall, gamma is the gravity of the retaining wall 1 Taking 25kN/m 3 For a block stone retaining wall, gamma 1 Taking 26kN/m 3 ；
(15) Judging the anti-sliding stability of the retaining wall:
if it isThe anti-sliding stability of the retaining wall can meet the requirement, and the sliding damage can not occur; otherwise, slip failure occurs.
CN202110647231.1A 2021-06-10 2021-06-10 Method for predicting anti-sliding stability of high-pressure grouting on-shore soil blocking wall Active CN113312697B (en)

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CN202110647231.1A CN113312697B (en) 2021-06-10 2021-06-10 Method for predicting anti-sliding stability of high-pressure grouting on-shore soil blocking wall
LU503300A LU503300B1 (en) 2021-06-10 2022-05-30 Method for predicting the anti-sliding stability of the shore retaining wall by high-pressure grouting
PCT/CN2022/096037 WO2022214109A1 (en) 2021-06-10 2022-05-30 Method for predicting stability against sliding of shoreside retaining wall during high-pressure grouting

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CN113312697B (en) * 2021-06-10 2024-02-13 中铁九局集团有限公司 Method for predicting anti-sliding stability of high-pressure grouting on-shore soil blocking wall

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