CN110847141B - Slope gliding thrust calculation method based on deep displacement deformation monitoring - Google Patents
Slope gliding thrust calculation method based on deep displacement deformation monitoring Download PDFInfo
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- CN110847141B CN110847141B CN201911175280.9A CN201911175280A CN110847141B CN 110847141 B CN110847141 B CN 110847141B CN 201911175280 A CN201911175280 A CN 201911175280A CN 110847141 B CN110847141 B CN 110847141B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
Abstract
The invention relates to a slope glide thrust calculation method, in particular to a slope glide thrust calculation method based on deep displacement deformation monitoring. The method solves the problem that the deviation between the result and the true value of the conventional slope gliding thrust calculation method is large. A slope glide thrust calculation method based on deep displacement deformation monitoring is characterized in that displacement monitoring is carried out on slope deep deformation by adopting an inclinometer to obtain continuous deformation of the slope deep; carrying out indoor mechanical test analysis on the slope rock-soil sample to obtain the elastic modulus of the inner rock-soil layer of the slope; and obtaining the stress state of the side slope based on the elastic deformation principle, and further deducing the side slope gliding thrust and the thrust shape distribution. And taking corresponding engineering treatment measures according to the thrust calculation result.
Description
Technical Field
The invention relates to a slope glide thrust calculation method, in particular to a slope glide thrust calculation method based on deep displacement deformation monitoring.
Background
The calculation of the side slope gliding thrust is the key of the side slope prevention and control technology and method. Under the condition of the prior art, the slope glide thrust calculation method mainly comprises a BISHOP method, a transfer coefficient method, an unbalanced thrust method and the like, and the glide thrust of a potential sliding surface is calculated according to the applicable conditions (for example, the BISHOP method ignores the moment generated by the force between the strips, and assumes that the vertical lateral force of the soil strips is 0) on the basis of the assumption that the position of the glide surface and the mechanical parameters thereof are known. However, the above approaches tend to have the following disadvantages: 1. the actual sliding surface is often unknown, so the designed sliding surface is a virtual position and has a larger difference with the real position; 2. the shape of the gliding sliding surface is only in a circular arc shape or a broken line shape with small gradient, and the deviation of the calculation result is extremely large when the shape of the sliding surface is not accordant; 3. most of sliding surface mechanical parameter values used for calculation are estimated values (few mechanical parameter values are real field test values), and the difference between the calculated values and the real sliding force is large due to the difference between the values and the real values. The gliding thrust is not accurately calculated due to the reasons, so that the difference between the engineering design and the actual is large, and some engineering waste is caused.
Disclosure of Invention
Aiming at the difficulties in the prior engineering technology, the invention provides a slope glide thrust calculation method based on deep displacement deformation monitoring.
The method adopts the inclinometer tube to monitor the displacement of the deep part deformation of the side slope, so as to obtain the continuous deformation of the deep part of the side slope; carrying out indoor mechanical test analysis on the slope rock-soil sample to obtain the elastic modulus of the inner rock-soil layer of the slope; and obtaining the stress state of the side slope based on the elastic deformation principle, and further deducing the side slope gliding thrust and the thrust shape distribution. And taking corresponding engineering treatment measures according to the thrust calculation result.
In order to realize the purpose, the following technical scheme is adopted:
a slope glide thrust calculation method based on deep displacement deformation monitoring is disclosed, wherein a monitoring device comprises the following components: the device comprises an inclinometer, a sleeve, a cone, a top cover and an inclinometer, wherein the inclinometer is an electronic instrument for measuring the deformation of the inclinometer.
A slope glide thrust calculation method based on deep displacement deformation monitoring comprises the following steps:
1) determining the position of a mounting hole; selecting a reasonable position to drill a hole in the area with the maximum residual gliding force on the most dangerous section of the side slope; according to the gliding characteristics of different slopes, the position of the mounting hole can be selected within a range of Ls/3-Ls/2 from the shear outlet of the sliding surface (Ls is the projection length of the shear outlet of the sliding surface and the tensile crack of the rear edge of the landslide on the horizontal plane);
2) drilling and sampling; drilling by using an engineering drilling machine to form an inclinometer pipe mounting hole; in the drilling process, the measurement precision of the drilling depth and the rock-soil layering depth is not lower than 5 cm; recording various properties such as color, humidity and the like of rock soil in the drill hole in detail; in the drilling process, the change conditions of stratum breakage, density, humidity and the like are noticed at any time, and the position of the sliding surface is observed and analyzed in detail; the quality of rock soil samples is ensured, and the rock soil samples are properly sealed and stored; the selection principle of the drilling mode is as follows:
a. when the side slope is a soil side slope, the drilling mode is dry drilling (percussion drilling and hammering drilling);
b. when the side slope is a rock side slope or a rock-soil mixed slope, the drilling mode is wet drilling (rotary drilling);
3) reasonably processing the mounting hole according to a drilling mode; the specific treatment principle is as follows:
a. when the drilling mode is dry drilling, no treatment is carried out on the inclination measuring hole;
b. when the drilling mode is wet drilling and the side slope is a rock side slope, cleaning the inclination measuring hole by using clean water, and then pumping water in the inclination measuring hole by using a water pump;
c. when the drilling mode is wet drilling and the side slope is a rock-soil mixed slope, directly pumping water in the inclination measuring hole by using a water pump;
4) installing an inclinometer pipe; measuring the diameter D of the inner pipe of the inclinometer by using a vernier caliper; the inclinometer pipe provided with the cone is firstly placed into the mounting hole, the two inclinometer pipes are sequentially connected end to end, the ends of the two pipes are tightly connected (without a gap), and then the sleeve pipe and the two inclinometer pipes are tightly connected by using screws; the pipe is connected in a reciprocating mode until the inclinometer pipe reaches the bottom of the mounting hole, the pipe orifice of the inclinometer pipe is 0.5-1 m higher than the ground, and the inclinometer pipe needs to be cut off when the pipe orifice is too high; rotating the inclinometer pipe until a pair of convex ribs on the outer wall of the inclinometer pipe are perpendicular to the measurement side slope surface, and the other pair of convex ribs are parallel to the measurement side slope surface;
5) backfilling; backfill materials made of different materials are filled between the inclinometer pipe and the mounting hole, and the inclinometer pipe is fixed; the selection principle of the backfill material is as follows:
a. when the side slope is a soil side slope, the backfill material is a sand material, bentonite is not suitable for use, and soil with the volume expansion coefficient larger than 1 is strictly forbidden in a soft soil area;
b. when the side slope is a rock side slope, the backfill material is sand, crushed stone with the maximum grain diameter less than 1cm, cleaned wet rock core powder and the like;
c. when the side slope is a rock-soil mixed slope, selecting a mixture of broken stones and sand with the maximum grain size of less than 1cm as the backfill material in the rock layer, and selecting a sandy material as the soil layer;
6) sealing the mounting hole by adopting cement mortar;
7) measuring the deep part of the side slope; sequentially reading the displacement deformation of the drill hole from the bottom of the drill hole upwards by adopting an inclinometer and other instruments, wherein the reading interval is 1m, and the numbers of 1, 2, 3-/-j-L-1 and L (the number of the hole bottom is 1, and the exposed end on the ground is L) are sequentially arranged in the inclinometer from bottom to top; during the 1 st monitoring, the deformation along the side slope is obtained from bottom to top in sequence
During the 2 nd monitoring, the deformation along the side slope is obtained from bottom to top in sequence
During the 3 rd monitoring, the deformation along the slope is obtained from bottom to top
During the nth monitoring, the deformation along the side slope is obtained from bottom to top in sequence
8) Determining the mechanical property of the side slope; layering rock and soil in the drilling process, regarding the layer positions with similar mechanical parameters as the same layer, and determining the layering number i of the rock and soil above the sliding surface; performing indoor test to determine the elastic modulus E of the stratumi；
9) Processing data; calculating the slope thrust;
the strain of the inclinometer for the second time is as follows from bottom to top:
the first point is strained:
second point strain:
strain at point j:
strain at point L-1:
strain at point L:
the nth strain of the inclinometer pipe is as follows from bottom to top:
the first point is strained:
second point strain:
strain at point j:
strain at point L-1:
strain at point L:
in the formula:
the strain value measured at the nth time for the depth L meters away from the sliding surface is as follows: dimensionless;
is the slope reading at nth declination at the L meter depth from the sliding surface, and the unit is as follows: mm; d is the diameter of the inner pipe of the inclinometer, unit: mm;
the slope glide thrust measured for the nth time can be calculated according to the following formula:
in the formula: fnThe slope gliding thrust is given by: kN; eiThe elastic modulus of the ith layer rock soil is shown as the following unit: kPa; l is the length of the inclinometer pipe above the side slope sliding belt, and the unit is as follows: and m is selected.
The invention has the advantages that: the defects of the prior art and the design method are overcome, the process and material principle are clear and feasible, the test operability is strong, the embedding is convenient, the construction speed is high, and the cost is low. The method for deducing the slope gliding thrust according to the deformation is clear in principle, and the unearthed slope gliding thrust can be directly calculated through simple multiple slope deep displacement measurement. The method can predict the safety state in advance, provide accurate and reliable basis for correctly judging the safety of the structure, take measures in time to prevent safety accidents, and take corresponding treatment measures according to the abnormal conditions to guide the design, construction and maintenance of the slope engineering.
Drawings
FIG. 1 is a cross-sectional view of the monitoring device of the present invention;
description of the reference numerals
1-side slope sliding layer 2-side slope sliding belt 3-side slope stabilizing layer 4-first layer rock soil
5-2 nd layer rock-soil 6-i-1 th layer rock-soil 7-i th layer rock-soil 8-elevation marker rod ruler
9-inclinometer pipe roof 10-inclinometer pipe 11-casing 12-inclinometer pipe cone
13-mounting hole 14-backfill material 15-slip face shear exit 16-trailing edge pull crack
FIG. 2 is a graph of the deformation of the inclinometer tube.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. The specific embodiments described herein are merely illustrative of the invention and are not intended to be limiting.
Example 1:
the length of a certain rock slope is 86m, a layer of mudstone exists at the position with the depth of 20m, and the mudstone is a soft sliding belt 2 of the slope. The rock property of the rock slope sliding layer 1 can be divided into two layers, the thickness of the rock and soil layer 14 is argillaceous sandstone with the thickness of 7m, and the rock and soil layer 25 is shale with the thickness of 13 m. The slope gliding thrust technology is adopted during design.
Monitoring element
An inclinometer tube: the PVC material is adopted, the outer diameter is 80mm, the thickness is 10mm, and the length of a single section is 2.0 m.
Sleeving a sleeve: the outer diameter is 100mm, and thickness is 10mm, and single section length is 0.3mm, and the cover inside pipe wall has two pairs of mutually perpendicular "cross" shape, dark 2 ~ 3 mm's concave type guide chute for the outer wall fin of nested deviational survey pipe, and then guarantees that the deviational survey pipe aligns from top to bottom.
Instrumentation and equipment
Drilling machinery: XY-200 model drilling machine.
A water pump: the pumping pressure of the centrifugal pump is not less than 1 Mpa.
An inclinometer: nominal range ± 100mm, resolution: 2.0", linearity: 0.02% F.S, repeatability: 0.003% F.S, operating temperature: -20 to +50 ℃, under water pressure: 1.0 MP.
Step (ii) of
1) A 30m fixed measuring installation hole 13 is arranged on the side slope central axis section away from the sliding surface shear outlet 15;
2) drilling and sampling; forming an inclinometer pipe mounting hole 13 by using an XY-200 type drilling machine; wet drilling (rotary drilling) is adopted in the drilling process, and mud is adopted to protect the wall in a part of damaged areas; recording various properties such as color, humidity and the like of rock soil in the drill hole in detail, and adopting a rock core;
3) cleaning the hole with clean water, cleaning impurities such as hole wall and sludge, and then pumping out the mounting hole 13 by a water pump to ensure that the mounting hole is dry;
4) measuring the diameter D of the inner pipe of the inclinometer 10 to be 70mm by using a vernier caliper; the prepared inclinometer pipe 10 is placed in the mounting hole 13, the inclinometer pipe with the cone 12 is placed in the mounting hole 13 firstly, the two inclinometer pipes 10 are connected in sequence from head to tail, the ends of the two pipes are tightly connected (without a gap), and then the sleeve pipe 11 and the two inclinometer pipes 10 are tightly connected by using screws; the pipe is connected in a reciprocating mode until the inclinometer pipe 10 reaches the bottom of the mounting hole, and the top cover 9 of the inclinometer pipe is 0.5m higher than the ground; rotating the inclinometer pipe until a pair of convex ribs on the outer wall of the inclinometer pipe are perpendicular to the measurement side slope surface, and the other pair of convex ribs are parallel to the measurement side slope surface;
5) backfilling materials between the inclinometer pipe and the mounting hole, wherein the backfilling materials 14 are sand;
6) sealing the mounting hole 13 by using cement mortar;
7) carrying out indoor tests to determine the elastic modulus E of the 4 argillaceous sandstones in the 1 st rock soil112500kPa, elastic modulus E of rock-soil 5 shale layer 223300 kPa;
8) measuring the deep part of the side slope; sequentially reading the displacement deformation of the drill hole from the bottom of the drill hole upwards by adopting an inclinometer and other instruments, wherein the reading interval is 1m, and the numbers of the displacement deformation of the drill hole in the inclinometer are 1, 2 and 3-L-1 from bottom to top, and L (the number of the hole bottom is 1, and the exposed end on the ground is L); obtaining 3 times of monitoring deformation along the sliding direction of the side slope as shown in figure 2;
9) the calculation of the slope thrust obtained by data processing is shown in table 1.
TABLE 1 slope glide thrust calculation
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (7)
1. A slope glide thrust calculation method based on deep displacement deformation monitoring is characterized by comprising the following steps: the method comprises the following steps:
1) determining the position of a mounting hole;
2) drilling and sampling; drilling by using an engineering drilling machine to form an inclinometer pipe mounting hole; in the drilling process, the measurement precision of the drilling depth and the rock-soil layering depth is not lower than 5 cm; recording the color and the humidity of rock soil in the drill hole in detail; the breaking, density and humidity of the stratum can be noticed at any time in the drilling process, and the position of the sliding surface can be observed and analyzed in detail; the quality of rock soil samples is ensured, and the rock soil samples are properly sealed and stored;
3) reasonably processing the mounting hole according to a drilling mode;
4) installing an inclinometer pipe; measuring the diameter D of the inner pipe of the inclinometer by using a vernier caliper; the inclination measuring pipe provided with the cone is firstly placed in the mounting hole, the two inclination measuring pipes are sequentially connected end to end, the ends of the two pipes are tightly connected, and then the sleeve pipe and the two inclination measuring pipes are tightly connected by using screws; the pipe is connected in a reciprocating mode until the inclinometer pipe reaches the bottom of the mounting hole, the pipe orifice of the inclinometer pipe is 0.5-1 m higher than the ground, and the inclinometer pipe needs to be cut off when the pipe orifice is too high; rotating the inclinometer pipe until a pair of convex ribs on the outer wall of the inclinometer pipe are perpendicular to the measurement side slope surface, and the other pair of convex ribs are parallel to the measurement side slope surface;
5) backfill materials made of different materials are filled between the inclinometer pipe and the mounting hole, and the inclinometer pipe is fixed;
6) sealing the mounting hole by adopting cement mortar;
7) measuring the deep part of the side slope; adopting an inclinometer to sequentially read the displacement deformation of the drill hole from the bottom of the drill hole upwards, wherein the reading interval is 1m, the numbers of the inclination hole from bottom to top are 1, 2, 3-L-1 and L, the number of the hole bottom is 1, and the exposed end on the ground is L; during the 1 st monitoring, the deformation along the side slope is obtained from bottom to top in sequence
During the 2 nd monitoring, the deformation along the side slope is obtained from bottom to top in sequence
During the 3 rd monitoring, the deformation along the slope is obtained from bottom to top
During the nth monitoring, the deformation along the side slope is obtained from bottom to top in sequence
8) Determining the mechanical property of the side slope; layering rock and soil in the drilling process, regarding the layer positions with similar mechanical parameters as the same layer, and determining the layering number i of the rock and soil above the sliding surface; performing indoor test to determine the elastic modulus E of the stratumi；
9) Processing data; calculating the slope gliding thrust according to the collected displacement deformation, wherein the specific calculation formula is as follows:
in the formula: fnWhen measuring for the nth time, the slope gliding thrust, unit: kN; eiThe elastic modulus of the ith layer rock soil is shown as the following unit: kPa; l is the length of the inclinometer pipe above the side slope sliding belt, and the unit is as follows: m;
is the slope reading at nth declination at the L meter depth from the sliding surface, and the unit is as follows: mm; d is the diameter of the inner pipe of the inclinometer, unit: mm.
2. The deep displacement deformation monitoring-based slope downslide thrust calculation method according to claim 1, wherein the method comprises the following steps: selecting a reasonable position to drill a hole in the area with the maximum residual gliding force on the most dangerous section of the side slope; according to the gliding characteristics of different slopes, the position of the mounting hole is in a position range of Ls/3-Ls/2 away from the sliding surface shear outlet, and Ls is the projection length of the sliding surface shear outlet and the sliding slope rear edge tensile crack on the horizontal plane.
3. The deep displacement deformation monitoring-based slope downslide thrust calculation method according to claim 2, wherein the method comprises the following steps: the drilling mode is selected as follows: when the side slope is a soil side slope, the drilling mode is dry drilling; and when the side slope is a rock side slope or a rock-soil mixed slope, the drilling mode is wet drilling.
4. The deep displacement deformation monitoring-based slope downslide thrust calculation method according to claim 3, wherein the method comprises the following steps: when the drilling mode is dry drilling, no treatment is carried out on the inclination measuring hole; when the drilling mode is wet drilling and the side slope is a rock side slope, cleaning the inclination measuring hole by using clean water, and then pumping water in the inclination measuring hole by using a water pump; when the drilling mode is wet drilling and the side slope is a rock-soil mixed slope, water in the inclination measuring hole is directly pumped by a water pump.
5. The deep displacement deformation monitoring-based slope downslide thrust calculation method according to claim 4, wherein the method comprises the following steps: selecting a backfill material mode according to different rock-soil properties, wherein when the side slope is a soil side slope, the backfill material is a sandy material, bentonite is not suitable for use, and soil with a volume expansion coefficient larger than 1 is strictly forbidden in a soft soil area; when the side slope is a rock side slope, the backfill material is sand, crushed stone with the maximum grain diameter less than 1cm and cleaned wet rock core powder; when the side slope is a rock-soil mixed slope, the backfill material selects a mixture of broken stones and sand with the maximum grain size smaller than 1cm in the rock layer, and the soil layer selects a sandy material.
6. The deep displacement deformation monitoring-based slope downslide thrust calculation method according to claim 5, wherein the method comprises the following steps: inclinometers are electronic instruments that measure the deformation of an inclinometer tube.
7. The deep displacement deformation monitoring-based slope downslide thrust calculation method according to claim 6, wherein the method comprises the following steps: the inclinometer is made of PVC or plastic, the outer diameter is 60-80 mm, the thickness is 10-20 mm, and the length of a single section is 1.5-2.0 m; the inclinometer pipe is connected with the inclinometer pipe through a sleeve, the outer diameter of the sleeve is 80-100 mm, the thickness of the sleeve is 10-20 mm, and the length of a single section of the sleeve is 0.2-0.3 m; the inner wall of the sleeve is provided with two pairs of concave guide sliding grooves which are vertical to each other and have a cross shape and a depth of 1-3 mm, and the concave guide sliding grooves are used for nesting convex ribs on the outer wall of the inclinometer pipe to ensure that the upper inclinometer pipe and the lower inclinometer pipe are aligned.
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| JP4515901B2 (en) * | 2004-12-22 | 2010-08-04 | 北海道電力株式会社 | Method for detecting displacement stress generated in steel tower members |
| JP2009167694A (en) * | 2008-01-16 | 2009-07-30 | Inoac Corp | Lightweight banking method and lightweight banking structure |
| CN101609158A (en) * | 2009-07-17 | 2009-12-23 | 中国矿业大学(北京) | Leading sliding force physical simulation experiment method and device come down |
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