CN113312697A - High-pressure grouting anti-slip stability prediction method for riparian retaining wall - Google Patents

High-pressure grouting anti-slip stability prediction method for riparian retaining wall Download PDF

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CN113312697A
CN113312697A CN202110647231.1A CN202110647231A CN113312697A CN 113312697 A CN113312697 A CN 113312697A CN 202110647231 A CN202110647231 A CN 202110647231A CN 113312697 A CN113312697 A CN 113312697A
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retaining wall
soil
determining
pressure
grouting
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CN113312697B (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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    • 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
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    • G06—COMPUTING; CALCULATING OR COUNTING
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    • 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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Abstract

A method for predicting the anti-sliding stability of a high-pressure grouting opposite-bank retaining wall is characterized by firstly determining the diameter d of a high-pressure grouting hole0Grouting pressure p0The longitudinal distance W of the grouting holes and other on-site actual parameters, then soil parameters behind the retaining wall are determined through the parameter calculation, and finally the anti-sliding stability of the retaining wall is judged through comparing the parameters. According to the method, the method for predicting the anti-sliding stability of the high-pressure grouting opposite-bank retaining wall is simple and accurate in prediction result.

Description

High-pressure grouting anti-slip stability prediction method for riparian retaining 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 shore retaining wall during high-pressure grouting.
Background
The high-pressure grouting treatment of the soft foundation is a common foundation treatment method, and cement slurry is injected into the soft foundation to form a composite foundation which commonly bears upper load. However, when there is retaining wall on the bank side of the grouting, the high-pressure grouting generates a horizontal thrust to the retaining wall, and if the grouting pressure is too large, the retaining wall on the bank side can slide horizontally under the action of the thrust, and the damage occurs. At present, the influence of high-pressure grouting on the shore retaining wall is mostly judged based on experience, and a relevant theoretical method is not seen for prediction.
Disclosure of Invention
The invention aims to provide a method for predicting the anti-sliding stability of a high-pressure grouting opposite-bank retaining wall, so as to solve the problems in the background technology.
In order to achieve the purpose, the invention provides the following technical scheme:
a method for predicting the anti-sliding stability of a high-pressure grouting opposite-bank retaining wall comprises the following steps:
(1) determining the diameter d of the high-pressure grouting hole according to the high-pressure grouting treatment construction scheme0Grouting pressure p0Longitudinal spacing W of grouting holes;
(2) determining the nearest retaining wall according to the high-pressure grouting treatment construction schemeDistance L of a row of grouting holes1And the transverse spacing L of each row of grouting holes2；
(3) Determining the equivalent width d of the high-pressure grouting hole:
Figure BDA0003110442370000011
(4) measuring the height H and the width b of the retaining wall by using a tape on site;
(5) determining the maximum horizontal additional soil stress sigma generated by the ith row of single-hole high-pressure grouting on the retaining wallix,maxMinimum additional soil stress σix,min：
Figure BDA0003110442370000012
Figure BDA0003110442370000013
Wherein the content of the first and second substances,
Figure BDA0003110442370000021
i is 1,2,3,4,5,6, …, N is the total row number of the high-pressure grouting holes in the transverse direction and is determined by the construction scheme,
Figure BDA0003110442370000022
m and n, are coefficients;
(6) determining the average additional soil pressure E in the horizontal direction generated by the ith row of single-hole high-pressure grouting on the retaining wallie：
Figure BDA0003110442370000023
(7) Determining the gravity gamma of the soil mass behind a retaining wall0And saturation gravity gammasat：
Taking original soil samples in the soil above the underground water level behind the retaining wall and in the soil below the underground water level respectively, and transporting the original soil samples back to the laboratoryRespectively testing the density by a ring cutter method, multiplying the density by the gravity acceleration after testing the density to obtain the gravity gamma of the steel plate0And saturation gravity gammasat；
(8) Determining cohesive force c and internal friction angle of soil mass behind retaining wall
Figure BDA0003110442370000027
Taking an original soil sample from the soil body above the underground water level behind the retaining wall, transporting the original soil sample back to a laboratory, performing a direct shear test, and testing the cohesive force c and the internal friction angle of the soil sample
Figure BDA0003110442370000028
(9) Measuring the water depth on site by using a tape measure to determine the water depth H in front of the retaining wall0；
(10) Determining the weighted average gravity gamma of the soil body behind the retaining wall according to the depth:
Figure BDA0003110442370000024
(11) determining the horizontal thrust E generated by the soil mass behind the soil retaining wall within the width range of Wa：
Figure BDA0003110442370000025
Figure BDA0003110442370000026
(12) Determining the water pressure E generated in front of the retaining wall in the width range of Wp,w：
Ep,w＝0.5γwH0 2W
Wherein, γwTaking 10kN/m for water gravity3。
(13) The large-scale direct shear test determines the friction coefficient f between the retaining wall and the lower soil body;
(14) determining the effective weight G of the retaining wall within the width range of W:
G＝Wb[(H-H0)γ1+H0(γ1-10)]
wherein, γ1For heavy retaining walls, for concrete retaining walls, gamma1Taking 25kN/m3For block retaining walls, γ1Taking 26kN/m3；
(15) Judging the anti-sliding stability of the retaining wall:
if it is
Figure BDA0003110442370000031
The anti-sliding stability of the retaining wall can meet the requirement, and sliding damage can not occur; otherwise, a slip failure occurs.
The beneficial effects of the invention are as follows: the invention provides a method for predicting the anti-sliding stability of a high-pressure grouting opposite-bank retaining wall, which can predict the anti-sliding stability of the bank retaining wall when the high-pressure grouting construction of a peripheral foundation is carried out, and has the advantages of simplicity, high reliability and good accuracy.
Detailed Description
The technical solutions in the embodiments of the present invention will be described clearly and completely below with reference to the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, not all of the embodiments. All other embodiments obtained by a person of ordinary skill in the art based on the embodiments of the present invention without any creative effort belong to the protection scope of the present invention.
Example 1:
a filling foundation is arranged behind a certain shore retaining wall, and high-pressure grouting treatment needs to be carried out on the filling foundation due to the fact that a building needs to be built at the top of the filling foundation, so that 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 generates sliding damage to the retaining wall.
Firstly, according to the construction scheme of high-pressure grouting treatmentDetermining the diameter d of the high-pressure grouting hole00.20m, grouting pressure p01200kPa, the longitudinal distance W of the grouting holes is 1.0 m; determining the distance L between the retaining wall and the closest row of grouting holes according to the field measurement and construction scheme16.2m, the transverse spacing L of the grouting holes of each row21.0m, and 7 rows are arranged in total, namely N is 7; further, determining the equivalent width d of the high-pressure grouting hole to be 0.18 m; measuring by using a tape measure on site to determine that the height H of the retaining wall is 4.6m and the width b of the retaining wall is 1.7 m; determining the maximum horizontal additional soil stress sigma generated by the first row of single-hole high-pressure grouting on the retaining wall1x,maxAt 27.7kPa, minimum additional soil stress σ1x,min27.4 kPa; sequentially determining the maximum horizontal additional soil stress and the minimum horizontal additional soil stress generated on the retaining wall by the 2 nd row to the 7 th row of single-hole high-pressure grouting, wherein the results are listed in the table 1; determining the average additional soil pressure E of the first row of single-hole high-pressure grouting on the horizontal direction of the retaining wall1eTo determine the average additional soil pressure E in the horizontal direction of the retaining wall generated by the ith row of single-hole high-pressure groutingieThe results are also given in table 1;
TABLE 1 determination of additional stress and additional pressure in retaining wall 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 soil stress 27.36 23.64 20.81 18.57 16.77 14.04 12.98
Mean additional soil pressure 126.68 109.27 96.07 85.68 77.33 64.70 59.80
Taking original soil samples in the soil above the underground water level behind the retaining wall and in the soil below the underground water level, respectively, transporting the original soil samples back to a laboratory, respectively testing the density by using a ring cutter method, and multiplying the density by the gravity acceleration to obtain the weight of the soil samplesDegree gamma0Is 16.3kN/m3Saturation of gravity gammasatIs 20.2kN/m3(ii) a Taking an original soil sample from the soil body above the underground water level behind the retaining wall, transporting the original soil sample back to a laboratory for direct shear test, and testing that the cohesive force c is 12kPa and the internal friction angle is
Figure BDA0003110442370000041
Is 22 degrees; measuring water depth H on site by using tape measure0Is 2.5 m; determining the weighted average gravity gamma of the soil body behind the retaining wall according to the depth to be 13.0kN/m3(ii) a Determining the horizontal thrust E generated by the soil mass behind the soil retaining wall within the width range of Wa10.3 kN; determining the water pressure E generated in front of the retaining wall in the width range of Wp,w105.8 kN; determining the friction coefficient f between the retaining wall and the lower soil body to be 0.62 by a large direct shear test; the retaining wall is built of blocks of stone, gamma1Taking 26kN/m3The effective weight G of the retaining wall in the width range of W is 160.8 kN; further determine the
Figure BDA0003110442370000042
Is 629.83kN, Gf + Ep,wIs 205.50kN, and the crystal grain size is,
Figure BDA0003110442370000043
thereby judging that the retaining wall is damaged by sliding.

Claims (1)

1. A high-pressure grouting method for predicting the anti-sliding stability of an opposite-bank retaining wall is characterized by comprising the following steps:
(1) determining the diameter d of the high-pressure grouting hole according to the high-pressure grouting treatment construction scheme0Grouting pressure p0Longitudinal spacing W of grouting holes;
(2) determining the distance L between the retaining wall and the closest row of grouting holes according to the high-pressure grouting treatment construction scheme1And the transverse spacing L of each row of grouting holes2；
(3) Determining the equivalent width d of the high-pressure grouting hole:
Figure FDA0003110442360000011
(4) measuring the height H and the width b of the retaining wall by using a tape on site;
(5) determining the maximum horizontal additional soil stress sigma generated by the ith row of single-hole high-pressure grouting on the retaining wallix,maxMinimum additional soil stress σix,min：
Figure FDA0003110442360000012
Figure FDA0003110442360000013
Wherein the content of the first and second substances,
Figure FDA0003110442360000014
n is the total number of rows of the high-pressure grouting holes in the transverse direction and is determined by the construction scheme,
Figure FDA0003110442360000015
m and n, are coefficients;
(6) determining the average additional soil pressure E in the horizontal direction generated by the ith row of single-hole high-pressure grouting on the retaining wallie：
Figure FDA0003110442360000016
(7) Determining the gravity gamma of the soil mass behind a retaining wall0And saturation gravity gammasat：
Taking original soil samples in the soil above the underground water level behind the retaining wall and in the soil below the underground water level, respectively, transporting the original soil samples back to a laboratory, respectively testing the density by using a ring cutter method, and multiplying the density by the gravity acceleration to obtain the gravity gamma of the soil samples0And saturation gravity gammasat；
(8) Determining gearCohesive force c and internal friction angle of soil body behind soil wall
Figure FDA0003110442360000018
Taking an original soil sample from the soil body above the underground water level behind the retaining wall, transporting the original soil sample back to a laboratory, performing a direct shear test, and testing the cohesive force c and the internal friction angle of the soil sample
Figure FDA0003110442360000017
(9) Measuring the water depth on site by using a tape measure to determine the water depth H in front of the retaining wall0；
(10) Determining the weighted average gravity gamma of the soil body behind the retaining wall according to the depth:
Figure FDA0003110442360000021
(11) determining the horizontal thrust E generated by the soil mass behind the soil retaining wall within the width range of Wa：
Figure FDA0003110442360000022
Figure FDA0003110442360000023
(12) Determining the water pressure E generated in front of the retaining wall in the width range of Wp,w：
Ep,w＝0.5γwH0 2W
Wherein, γwTaking 10kN/m for water gravity3。
(13) The large-scale direct shear test determines the friction coefficient f between the retaining wall and the lower soil body;
(14) determining the effective weight G of the retaining wall within the width range of W:
G＝Wb[(H-H0)γ1+H0(γ1-10)]
wherein, γ1For heavy retaining walls, for concrete retaining walls, gamma1Taking 25kN/m3For block retaining walls, γ1Taking 26kN/m3；
(15) Judging the anti-sliding stability of the retaining wall:
if it is
Figure FDA0003110442360000024
The anti-sliding stability of the retaining wall can meet the requirement, and sliding damage can not occur; otherwise, a 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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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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