CN113239444A - Back pressure reinforcement design method considering landslide slope bottom building stability - Google Patents

Back pressure reinforcement design method considering landslide slope bottom building stability Download PDF

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CN113239444A
CN113239444A CN202110622574.2A CN202110622574A CN113239444A CN 113239444 A CN113239444 A CN 113239444A CN 202110622574 A CN202110622574 A CN 202110622574A CN 113239444 A CN113239444 A CN 113239444A
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building
soil
basement
filling
pressure
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沈志平
付君宜
孙秀东
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Zhengye Engineering & Investment Inc Ltd
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Abstract

The invention discloses a back pressure reinforcement design method considering landslide slope bottom building stability, which comprises the steps of determining that a building is located in the influence range of the front edge of a dangerous landslide, backfilling fertilizer grooves at the front part and the rear part of the building by adopting filled soil, selecting a landslide with a unit width and the building as research objects, and calculating the static soil filled soil pressure at the front part of a basement of the building and the active soil pressure of a rear sliding body; analyzing the overall anti-sliding stability of the building basement, determining an anti-sliding allowable value according to the engineering importance level, and calculating the maximum passive soil pressure value of the rear filling body, which can be borne by the overall anti-sliding stability of the building basement, so as to be used for calculating the counter pressure load; and preliminarily determining that a ground stacking back pressure reinforcing measure is adopted for the backfill in the fertilizer groove at the rear part of the basement of the building, the soil body at the rear part of the basement of the building is extruded, broken and damaged under the action of the gliding thrust of the sliding body, and performing static balance analysis on the soil body in the triangular range to obtain a ground stacking value required by the stability of the back fill.

Description

Back pressure reinforcement design method considering landslide slope bottom building stability
Technical Field
The invention relates to a design method of a side slope supporting structure and a rescue and disaster relief reinforcing technology, in particular to a method for verifying stability and reliability of building reinforcing measures in a landslide range.
Background
Along with the expansion of various construction scales, the frequent occurrence of geological disasters such as slope instability, landslide and the like, the support reinforcement structure is required to be reliably designed, conveniently and rapidly constructed, economically and reasonably in landslide prevention and treatment, particularly landslide emergency rescue, and the safety and the stability of buildings within the influence range of landslide are also fully considered. The existing treatment means such as retaining walls, anchor rods, anchor cables, anti-slide piles and other retaining forms have complex supporting forms, the construction period is generally long, and the application has certain limitation.
Disclosure of Invention
Aiming at the problems, the technical problems to be solved by the invention are as follows: the method is used for solving the problems of long construction time, complex supporting structure, large disturbance to a landslide body and poor economy when the conventional landslide supporting means is used for landslide emergency rescue, and brings the safety and the stability of the building at the bottom of the slope into the design and checking process of the integral supporting system.
The technical scheme adopted by the invention is as follows: a design method for counter-pressure reinforcement considering stability of a landslide bottom building comprises the following steps:
the method comprises the following steps: determining that the building is located in the influence range of the front edge of the dangerous landslide, backfilling the front and rear fertilizer grooves of the building by adopting filled soil, selecting the landslide with unit width and the building as research objects, and setting the weight G of the building, the depth H of the basement, and the friction coefficients of the contact surface of the basement bottom plate and the foundation and the contact surface of the outer wall surface and the backfilled soil of the fertilizer grooves to be mu;
step two: according to the Coulomb soil pressure theory, calculating the static soil filling pressure E of the front part of the basement of the building0；
Figure BDA0003100087780000011
Figure BDA0003100087780000012
In the formula, K0For active earth pressureA force coefficient;
h is the depth of the basement of the building;
γ0the front part is filled with soil heavily;
Figure BDA0003100087780000021
filling an internal friction angle for the front part;
step three: according to the Coulomb soil pressure theory, calculating the active soil pressure E of the sliding body at the rear part of the basement of the buildingas；
Figure BDA0003100087780000022
Figure BDA0003100087780000023
Figure BDA0003100087780000024
In the formula, KasIs the active soil pressure coefficient;
h is the depth of the basement of the building;
γsis the synovial mass severe;
csthe cohesive force of the sliding surface;
Figure BDA0003100087780000025
is the internal friction angle of the sliding surface;
βsthe included angle between the top surface of the sliding body and the horizontal plane is formed;
αsis the included angle between the bottom of the sliding body and the horizontal plane;
δsthe friction angle of the sliding body to the back filling is shown;
θsis the inclination angle of the sliding surface;
eta is a calculation coefficient;
step four: to integrate the basement of a buildingAnalyzing anti-slip stability, and determining anti-slip allowable value F according to engineering importance levels0The maximum passive soil pressure E which can be borne by the basement of the building and meets the requirement of overall anti-sliding stability is inversely calculated according to the following formulapThe values, in turn, were used for calculation of the back pressure load:
Figure BDA0003100087780000026
Figure BDA0003100087780000027
in the formula, Ks0Is an anti-slip tolerance value;
g is the building weight;
E0the static soil pressure of the front soil body;
Epthe rear soil body is driven by the soil pressure;
step five: primarily determining that a ground loading back pressure reinforcing measure is adopted for backfill soil in a fertilizer groove at the rear part of a basement of a building, according to the Coulomb soil pressure theory, the soil body at the rear part of the basement of the building is extruded and broken along the ob direction under the action of the gliding thrust of a sliding body, and the broken angle theta is extruded and broken under the action of the extrusionpPerforming static equilibrium analysis on the soil body in the aob triangular range, namely sigma Fx＝0，∑FyFinishing to obtain a ground stacking value W meeting the rear filling stability requirement;
∑Fx0, i.e. FN cosθp+fN sinθp+Eas-Fp＝0
∑Fy0, i.e. FN sinθp-fN cosθp-Gp-fp-W＝0
fp＝μFp＝μEp
Figure BDA0003100087780000031
Figure BDA0003100087780000032
In the formula, FpSupporting force of the basement outer wall to rear filling, and EpActing force and reacting force are mutually acted;
Epthe rear part is filled with soil under the passive soil pressure;
Easthe soil pressure is activated for the sliding body;
FNthe supporting force generated for the rear filling fracture surface;
fpthe friction force generated by the basement outer wall to the rear filling soil;
fNthe friction force generated by the fracture surface of the rear filling;
Gpthe weight of the soil body within the aob triangle range;
θpbreaking corners for filling;
mu is the friction coefficient of the basement outer wall surface and the rear filling contact surface;
Figure BDA0003100087780000033
filling an internal friction angle for the rear part;
cpthe cohesive force of the back filling soil;
l is the length of the rear fill fracture surface.
The method has the technical effects that the fertilizer groove filling soil at the front edge of the landslide body is supported in a static pile-loading back pressure mode, so that the passive soil pressure generated by the part of filling soil on the basement of the building reaches the minimum value, and the requirements on the safety and the stability of the building at the bottom of the landslide are met. This whole strengthening system takes into account the construction agility under the prerequisite of fully guaranteeing slope base building security and stability, avoids unnecessary extravagant, more helps saving engineering cost, and the possibility that the landslide calamity takes place is got rid of to the high efficiency fast.
Drawings
FIG. 1 is a cross-sectional, schematic view of a backpressure enhancement design system in accordance with an embodiment of the present invention;
fig. 2 is a diagram of a check analysis of a back-pressure reinforcement design system in an embodiment of the present invention.
Detailed Description
The embodiment of the invention comprises the following steps: the following will clearly and completely describe the specific embodiments of the technical solution of the present invention.
The specific implementation process is as follows:
as shown in fig. 1, determining that a certain building is located in the influence range of the front edge of the dangerous landslide, backfilling the front and rear fertilizer grooves of the building by using filled soil, and supporting the filled soil of the fertilizer groove at the front edge of the landslide body by using a static stacking back pressure mode to ensure that the passive soil pressure generated by the part of filled soil on the basement of the building reaches the minimum value, so as to meet the requirements of protecting the safety and stability of the building at the bottom of the landslide, and taking the landslide with unit width and the building as research objects;
as shown in figure 2, the weight G of the building, the depth H of the basement, the friction coefficients of the contact surface of the basement bottom plate and the foundation and the contact surface of the outer wall surface and the backfilling soil of the fertilizer groove are all mu, the stress analysis is carried out on the building, and the weight G of the stress analysis and the static soil pressure E generated by the backfilling soil at the front part0Passive earth pressure E generated by back backfillingp；
As shown in fig. 2, according to the coulomb's soil pressure theory, the static soil pressure E of the filling soil in the front of the basement of the building is calculated0；
Figure BDA0003100087780000041
Figure BDA0003100087780000042
Substituting the formula (2) into the formula (1) respectively to obtain:
Figure BDA0003100087780000043
in the formula, K0Is the active soil pressure coefficient;
h is the depth of the basement of the building;
γ0the front part is filled with soil heavily;
Figure BDA0003100087780000044
filling an internal friction angle for the front part;
as shown in fig. 2, according to the coulomb pressure theory, the active earth pressure E of the sliding body at the rear part of the basement of the building is calculatedas；
Figure BDA0003100087780000051
Figure BDA0003100087780000052
Figure BDA0003100087780000053
Substituting formula (6) into formula (5), substituting formula (5) into formula (4), and finishing to obtain:
Figure BDA0003100087780000054
in the formula, KasIs the active soil pressure coefficient;
h is the depth of the basement of the building;
γsis the synovial mass severe;
csthe cohesive force of the sliding surface;
Figure BDA0003100087780000055
is the internal friction angle of the sliding surface;
βsthe included angle between the top surface of the sliding body and the horizontal plane is formed;
αsis the included angle between the bottom of the sliding body and the horizontal plane;
δsthe friction angle of the sliding body to the back filling is shown;
θsis the inclination angle of the sliding surface;
eta is a calculation coefficient;
as shown in fig. 2, the overall anti-slip stability analysis is performed on the basement of the building, and the anti-slip tolerance value F is determined according to the engineering importance levels0The maximum passive soil pressure E which can be borne by the basement of the building and meets the requirement of overall anti-sliding stability is inversely calculated according to the following formulapThe values, in turn, are used to guide the calculation of the back pressure load:
Figure BDA0003100087780000056
Figure BDA0003100087780000057
in the formula, Ks0Is an anti-slip tolerance value;
g is the building weight;
E0the static soil pressure of the front soil body;
Epthe rear soil body is driven by the soil pressure;
as shown in figure 2, the ground loading counter pressure reinforcement measure is preliminarily determined to be adopted for the backfill soil in the fertilizer groove at the rear part of the basement of the building, according to the Coulomb soil pressure theory, the soil body at the rear part of the basement of the building is extruded and fractured along the ob direction under the action of the gliding thrust of the sliding body, and the fractured angle theta caused by extrusion ispPerforming static equilibrium analysis on the soil body in the aob triangular range, namely sigma Fx＝0，∑FyFinishing to obtain a ground stacking value W meeting the rear filling stability requirement;
∑Fx0, i.e. FN cosθp+fN sinθp+Eas-Fp＝0 (10)
∑Fy0, i.e. FN sinθp-fN cosθp-Gp-fp-W＝0 (11)
fp＝μFp＝μEp (12)
Figure BDA0003100087780000061
The following equations (12) and (13) are respectively substituted for the formulas (10) and (11) and are simultaneously solved:
Figure BDA0003100087780000062
in the formula, FpSupporting force of the basement outer wall to rear filling, and EpActing force and reacting force are mutually acted;
Epthe rear part is filled with soil under the passive soil pressure;
Easthe soil pressure is activated for the sliding body;
FNthe supporting force generated for the rear filling fracture surface;
fpthe friction force generated by the basement outer wall to the rear filling soil;
fNthe friction force generated by the fracture surface of the rear filling;
Gpthe weight of the soil body within the aob triangle range;
θpbreaking corners for filling;
mu is the friction coefficient of the basement outer wall surface and the rear filling contact surface;
Figure BDA0003100087780000063
filling an internal friction angle for the rear part;
cpthe cohesive force of the back filling soil;
l is the length of the rear fill fracture surface.
At this point, the design checking calculation is completed.
The invention provides a back pressure reinforcement design method considering the stability of a landslide slope bottom building aiming at the building in a dangerous landslide range, and the method adopts a static pile-loading back pressure mode to support the fertilizer groove filling soil at the front edge of a landslide body, so that the passive soil pressure generated by the partial filling soil on a basement of the building reaches the minimum value, and further meets the requirements of the safety and the stability of the building at the landslide slope bottom. The overall design checking method provides an overall supporting structure design checking method which is reliable in design, rapid in construction, economical and reasonable for landslide emergency engineering.
The above description is only an embodiment of the present invention, but the scope of the present invention is not limited thereto, and any changes or substitutions without creative efforts should be covered within the scope of the present invention.

Claims (1)

1. A back pressure reinforcement design method considering landslide base building stability is characterized by comprising the following steps: the method comprises the following steps:
the method comprises the following steps: determining that the building is located in the influence range of the front edge of the dangerous landslide, backfilling the front and rear fertilizer grooves of the building by adopting filled soil, selecting the landslide with unit width and the building as research objects, and setting the weight G of the building, the depth H of the basement, and the friction coefficients of the contact surface of the basement bottom plate and the foundation and the contact surface of the outer wall surface and the backfilled soil of the fertilizer grooves to be mu;
step two: according to the Coulomb soil pressure theory, calculating the static soil filling pressure E of the front part of the basement of the building0；
Figure FDA0003100087770000011
Figure FDA0003100087770000012
In the formula, K0Is the active soil pressure coefficient;
h is the depth of the basement of the building;
γ0the front part is filled with soil heavily;
Figure FDA0003100087770000013
filling an internal friction angle for the front part;
step three: according to the Coulomb soil pressure theory, calculating the active soil pressure E of the sliding body at the rear part of the basement of the buildingas；
Figure FDA0003100087770000014
Figure FDA0003100087770000015
Figure FDA0003100087770000016
In the formula, KasIs the active soil pressure coefficient;
h is the depth of the basement of the building;
γsis the synovial mass severe;
csthe cohesive force of the sliding surface;
Figure FDA0003100087770000017
is the internal friction angle of the sliding surface;
βsthe included angle between the top surface of the sliding body and the horizontal plane is formed;
αsis the included angle between the bottom of the sliding body and the horizontal plane;
δsthe friction angle of the sliding body to the back filling is shown;
θsis the inclination angle of the sliding surface;
eta is a calculation coefficient;
step four: analyzing the integral anti-slip stability of the basement of the building, and determining an anti-slip allowable value F according to the engineering importance levels0And inversely calculating the maximum passive soil pressure E of the rear filling body which can meet the requirement of the integral anti-sliding stability of the basement of the building according to the following formulapThe values, in turn, were used for calculation of the back pressure load:
Figure FDA0003100087770000021
Figure FDA0003100087770000022
in the formula, Ks0Is an anti-slip tolerance value;
g is the building weight;
E0the static soil pressure of the front soil body;
Epthe rear soil body is driven by the soil pressure;
step five: primarily determining that a ground loading back pressure reinforcing measure is adopted for backfill soil in a fertilizer groove at the rear part of a basement of a building, according to the Coulomb soil pressure theory, the soil body at the rear part of the basement of the building is extruded and broken along the ob direction under the action of the gliding thrust of a sliding body, and the broken angle theta is extruded and broken under the action of the extrusionpPerforming static equilibrium analysis on the soil body in the aob triangular range, namely sigma Fx＝0，∑FyFinishing to obtain a ground stacking value W meeting the rear filling stability requirement;
Figure FDA0003100087770000023
in the formula, FpSupporting force of the basement outer wall to rear filling, and EpActing force and reacting force are mutually acted;
Epthe rear part is filled with soil under the passive soil pressure;
Easthe soil pressure is activated for the sliding body;
FNthe supporting force generated for the rear filling fracture surface;
fpthe friction force generated by the basement outer wall to the rear filling soil;
fNthe friction force generated by the fracture surface of the rear filling;
Gpthe weight of the soil body within the aob triangle range;
θpbreaking corners for filling;
mu is the friction coefficient of the basement outer wall surface and the rear filling contact surface;
Figure FDA0003100087770000031
filling an internal friction angle for the rear part;
cpthe cohesive force of the back filling soil;
l is the length of the rear fill fracture surface.
CN202110622574.2A 2021-06-03 2021-06-03 Back pressure reinforcement design method considering landslide slope bottom building stability Pending CN113239444A (en)

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN116815819A (en) * 2023-08-31 2023-09-29 贵州正业工程技术投资有限公司 Method and device for designing shear anchor rod support and retaining wall reinforcement of bedding cutting side slope

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN116815819A (en) * 2023-08-31 2023-09-29 贵州正业工程技术投资有限公司 Method and device for designing shear anchor rod support and retaining wall reinforcement of bedding cutting side slope
CN116815819B (en) * 2023-08-31 2023-11-07 贵州正业工程技术投资有限公司 Method and device for designing shear anchor rod support and retaining wall reinforcement of bedding cutting side slope

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