CN218894060U - Underground continuous wall support foundation pit bottom homogeneous soil limit passive soil pressure detection structure - Google Patents
Underground continuous wall support foundation pit bottom homogeneous soil limit passive soil pressure detection structure Download PDFInfo
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Abstract
The utility model provides a foundation pit bottom homogeneous soil limit passive soil pressure detection structure for a diaphragm wall support, which specifically comprises the following steps: 1) The excavation depth is h 1 The shallow trench comprises a transverse section and two longitudinal sections, and a detection earth column is arranged in the enclosing area of the shallow trench; 2) Arranging a plurality of jacks and a plurality of sensors; 3) The jacks apply thrust to the detection soil column simultaneously, and after the set time is maintained, when the change of the displacement monitored by the sensors meets the set change value, the jacks continue to apply thrust to the detection soil column simultaneously according to the step-by-step increasing loading modeThrust force; 4) Repeating the operation detection step 3) until the change of the displacement amount monitored by the plurality of sensors exceeds a set change value, and adding the thrust force E of the previous stage loading of the plurality of jacks p1 As a limit passive earth pressure for detecting the earth column; 5) The depth of the ground continuous wall embedded into the bottom of the foundation pit is h 2 Extreme passive earth pressure of said diaphragm wall
The utility model realizes accurate and reliable detection.
Description
Technical Field
The utility model relates to the technical field of building detection, in particular to a ground continuous wall support foundation pit bottom homogeneous soil limit passive soil pressure detection structure.
Background
With the development of urban construction, the depth of the deep foundation pit is increased, and a great amount of deep foundation pits are generally supported by adopting a mode of matching the underground continuous wall with the internal support at present, namely, the underground continuous wall embedded with a certain depth at the pit bottom and one or more reinforced concrete internal supports are adopted for supporting, so that deformation or instability damage in the process of excavation of the foundation pit is avoided.
The construction sequence of the foundation pit adopting the underground diaphragm wall to cooperate with the internal support is as follows: 1) Constructing a diaphragm wall on the ground; 2) Excavating earthwork to the bottom of the inner support, and constructing the inner support; 3) And repeating the construction step 2) until the foundation pit is excavated to the bottom of the foundation pit.
When the foundation pit supporting design is carried out, firstly, calculating the limit active soil pressure resultant force (the limit active soil pressure is the horizontal counter force generated by the downward sliding of the wedge-shaped body when the wedge-shaped body slides downwards) of the wedge-shaped body (the limit active soil pressure resultant force acts on the outer side of the foundation pit as a load), then calculating the limit passive soil pressure resultant force (the limit passive soil pressure is the horizontal counter force generated by the wedge-shaped body when the wedge-shaped body is pushed to the inner side of the foundation pit to slide and destroy due to the deformation of the foundation pit after the foundation pit is excavated) of the wedge-shaped body which is assumed by the inner side of the foundation pit, and then equivalent the foundation pit as a multi-span continuous beam to calculate the stability of the foundation pit.
When stability calculation is carried out on the foundation pit, the soil bodies on the front side and the rear side of the diaphragm wall are simplified into wedge bodies to be slid according to the coulomb soil pressure theory in classical soil mechanics, the wedge bodies appear on the outer sides of the diaphragm wall because of excavation of the foundation pit, the horizontal component of the sliding force generated when the wedge bodies are about to slide and destroy is the ultimate active soil pressure, the diaphragm wall deforms towards the inside of the foundation pit to squeeze the soil bodies to generate the wedge bodies, and the horizontal component of the sliding resistance generated when the wedge bodies are pushed and about to slide is the ultimate passive soil pressure.
Since the ultimate active soil pressure and the ultimate passive soil pressure are calculated according to the classical soil pressure theoretical formula after the foundation pit is excavated, the calculation is based on an assumption of an ideal state, that is, the assumption that the active soil pressure and the passive soil pressure outside the diaphragm wall reach the ultimate state after the foundation pit is excavated to the bottom. However, in the actual excavation process of the foundation pit, the active soil pressure and the passive soil pressure are always in the changing process, and the active soil pressure or the passive soil pressure is continuously approaching to the limit state along with the excavation and construction, but if the limit state can be reached, the active soil pressure or the passive soil pressure is dependent on a plurality of factors, and is influenced by various factors such as soil layer properties, deformation size of the underground diaphragm wall, foundation pit depth and the like, and it is quite possible that even if the foundation pit is excavated to the bottom, the wedge-shaped bodies on two sides of the underground diaphragm wall can not reach the critical sliding damage state, that is, the active soil pressure on the outer side of the underground diaphragm wall cannot reach the limit active soil pressure, and the passive soil pressure on the inner side of the underground diaphragm wall cannot reach the limit passive soil pressure.
In the prior art, because the limit active soil pressure or the limit passive soil pressure assumed by the theoretical formula can not be reached in actual construction, in the process of excavation of a foundation pit, a plurality of projects detect the limit active soil pressure outside the underground diaphragm wall by burying a sensor. The detection of the ultimate active soil pressure is easier, the sensor is buried in the soil body at the rear side of the diaphragm wall, and the wedge body at the outer side of the diaphragm wall finally reaches the critical sliding damage state, namely the state of the ultimate active soil pressure, by continuously increasing the excavation depth, and the detected active soil pressure is the ultimate active soil pressure.
However, it is difficult to detect the limit passive soil pressure, because the passive soil pressure is an anti-slip force generated by pushing the soil body to slip by means of an external force, and it is difficult to apply a horizontal external force to the soil body at the pit bottom to make the soil body reach a critical slip damage state, thereby measuring the limit passive soil pressure.
The current detection of the extreme passive earth pressure mainly has the following difficulties: 1) In the process of excavation of the foundation pit, although the diaphragm wall deforms and extrudes the soil body towards the interior of the foundation pit, the soil body is likely to be unable to be pushed forever to reach the critical destruction state, so that the limit passive soil pressure is unable to be detected; 2) Or, in order to make the soil body reach the critical sliding damage state under the horizontal thrust, a trench with a larger depth needs to be excavated at the bottom of the foundation pit, and then a hydraulic jack is installed to apply the horizontal thrust to cause the soil body to slide and damage, but the method cannot be realized at the bottom of the deep foundation pit because the stability of the foundation pit is seriously threatened by the excavation of the trench with the larger depth.
Disclosure of Invention
The utility model provides a structure for detecting the ultimate passive soil pressure of homogeneous soil at the bottom of a foundation pit supported by a diaphragm wall, which aims to solve the problem that the ultimate passive soil pressure of the diaphragm wall cannot be detected in the prior art.
In order to achieve the above purpose, the utility model is realized by the following technical scheme: the utility model provides a ground even wall support foundation ditch bottom homogeneity soil limit passive soil pressure detection structure, includes 1), excavates degree of depth at the bottom of foundation ditch and is h 1 The shallow trench comprises a transverse section positioned at the inner side of the ground connecting wall and two longitudinal sections respectively butted at two ends of the transverse section, and a detection soil column is arranged in an enclosing area of the shallow trench; the detection soil column is provided with a transverse empty face facing the inner side wall of the ground connecting wall and two longitudinal empty faces facing the longitudinal section respectively;
2) Arranging a concrete layer on the transverse empty face, and arranging a plurality of jacks on the inner sides of the concrete layer and the underground continuous wall; arranging a plurality of monitoring points on the top of the detection soil column, wherein sensors are arranged on the monitoring points, and the sensors monitor the displacement of the detection soil column;
3) The jacks apply thrust to the detection soil column at the same time, and after the set time is kept, when the change of the displacement monitored by the sensors meets the set change value, the jacks continue to apply thrust to the detection soil column at the same time according to a step-by-step incremental loading mode;
4) Repeating the operation detection step 3) until the change of the displacement amounts monitored by the plurality of sensors exceeds a set change value, and adding the sum E of the thrust forces of the loading of the previous stage of the plurality of jacks p1 As a limit passive earth pressure for detecting the earth column;
5) The depth of the underground continuous wall embedded into the bottom of the foundation pit is h 2 Extreme passive earth pressure of said diaphragm wall
Further, the length of the longitudinal section is
Said->
Is the internal friction angle of the soil body.
Further, in the detecting step 3), the incremental thrust of each stage of incremental loading of the jack is greater than 100kN.
In the detecting step 3), after the plurality of jacks apply the thrust to the detection soil column at the same time and the set time is kept to be 15 minutes, the displacement amounts monitored by the plurality of sensors are detected at the same time in the set time, and when the change of the displacement amounts detected by the plurality of sensors meets the set change value, the plurality of jacks continue to apply the thrust to the detection soil column at the same time according to the step-by-step increasing loading mode.
Further, in the detecting step 4), when the displacement amounts detected by the plurality of sensors are in a continuously changing state, or the plurality of jacks cannot be progressively loaded in a step-by-step manner, it is determined that the change of the displacement amounts detected by the plurality of sensors exceeds a set change value.
Further, in the detecting step 1), low-grade plain concrete is sprayed on the longitudinal empty face to form a longitudinal temporary protection face.
Further, in the detection step 1), two layers of quilts are paved on the upper surface of the detection soil column, and watering is performed on the quilts within a set time period.
Further, in the detection step 1), a single-layer reinforcing mesh and an installation template are bound on the transverse empty face, the reinforcing mesh is located in an enclosing area of the template, concrete is poured on the template, and after the concrete is solidified, the concrete layer paved on the transverse empty face is formed.
Further, in the detecting step 1), a plurality of first fixing reinforcements are drilled and implanted into the concrete layer, a first steel backing plate is arranged on the concrete layer, the first fixing reinforcements penetrate through the first steel backing plate, and the first steel backing plate is fixed on the concrete layer;
the underground continuous wall is provided with a facing part which is arranged opposite to the concrete layer, a plurality of second fixing reinforcements are drilled and implanted in the facing part, a second steel backing plate is arranged on the facing part, the second fixing reinforcements penetrate through the second steel backing plate, the second steel backing plate is fixed on the facing part, and the second steel backing plate is arranged opposite to the first steel backing plate;
in the detecting step 2), the rear end of the jack is abutted against the second steel backing plate, and the front end of the jack is abutted against the first steel backing plate.
Further, the first fixed steel bars are vertically arranged with the concrete layer, and extend to the inside of the detection soil column after penetrating through the concrete layer; a first metal net is paved on the concrete layer, the first fixed steel bars penetrate through the first metal net, and the first metal net is respectively wound and bound with a plurality of first fixed steel bars;
the second fixed steel bars are vertically arranged with the opposite parts, second metal nets are paved on the opposite parts, the second fixed steel bars penetrate through the second metal nets, and the second metal nets are respectively wound and bound with the second fixed steel bars.
Compared with the prior art, the ground continuous wall supporting foundation pit bottom homogeneous soil limit passive soil pressure detection structure provided by the utility model has the following advantages:
1) The problem that the stability of the foundation pit is affected due to the fact that the traditional method is difficult to directly detect in a large scale and a large depth at the bottom of the foundation pit is solved by excavating a small pit at the bottom of the foundation pit to perform an in-situ test and calculating out the limit passive soil pressure;
2) The problem that a large error exists in the traditional detection of embedding a sensor in a soil body is solved;
3) The limit passive soil pressure is in direct proportion to the quadratic of the depth, and larger embedding depth means larger horizontal thrust is needed to enable the soil body to enter a critical sliding damage state, so that the problem that the soil body at the bottom of the foundation pit can not exert larger thrust to enable the soil body to reach the limit sliding state in the traditional detection method is completely solved.
Drawings
FIG. 1 is a schematic illustration of a first force demonstration of a diaphragm wall according to the present utility model;
FIG. 2 is a schematic diagram illustrating a second force application of the diaphragm wall according to the present utility model;
FIG. 3 is a schematic top view of a shallow trench at the bottom of a foundation pit according to the present utility model;
fig. 4 is a schematic front view of a shallow trench at the bottom of a foundation pit provided by the utility model.
Detailed Description
The utility model will be further described with reference to the accompanying drawings and detailed description below:
as shown in fig. 1, the structure for detecting the pressure of the homogeneous soil at the bottom of the foundation pit by the diaphragm wall comprises the following detection steps:
1) The depth of excavation at the bottom of the foundation pit is h 1 Comprises a lateral section 202 inside the wall 100 toAnd two longitudinal sections 201 respectively butted at two ends of the transverse section 202, wherein a detection soil column 300 is arranged in the enclosing area of the shallow trench; the detection earth column 300 has a lateral free surface facing the inner side wall of the diaphragm wall 100 and two longitudinal free surfaces facing the longitudinal sections 201 respectively;
the two longitudinal sections 201 and the transverse section 202 of the shallow trench are enclosed to form a U shape, and the detection soil column 300 is enclosed in the shallow trench with the U shape;
2) Arranging a concrete layer 302 on the lateral empty surface, and arranging a plurality of jacks 400 on the concrete layer 302 and the inner side of the diaphragm wall 100; arranging a plurality of monitoring points on the top of the detection soil column 300, arranging sensors on the monitoring points, and monitoring the displacement of the detection soil column 300 by the sensors;
3) The jacks 400 apply thrust to the detection soil column 300 at the same time, and after the set time is kept, when the change of the displacement monitored by the sensors meets the set change value, the jacks 400 continue to apply thrust to the detection soil column 300 at the same time according to the step-by-step increasing loading mode;
4) Repeating the operation detecting step 3) until the change of the displacement amount monitored by the plurality of sensors exceeds the set change value, and adding the sum E of the thrust forces of the previous stage loading of the plurality of jacks 400 p1 As a detection of the extreme passive earth pressure of the earth column 300;
5) The depth of the ground connecting wall 100 embedded into the bottom of the foundation pit is h 2 Extreme passive earth pressure of the diaphragm wall 100
The ground that above-mentioned provided is wall to strut foundation ditch end homogeneity soil limit passive soil pressure detection structure has following advantage:
1) The problem that the stability of the foundation pit is affected due to the fact that the traditional method is difficult to directly detect in a large scale and a large depth at the bottom of the foundation pit is solved by excavating a small pit at the bottom of the foundation pit to perform an in-situ test and calculating out the limit passive soil pressure;
2) The problem that a large error exists in the traditional detection of embedding a sensor in a soil body is solved;
3) The limit passive soil pressure is in direct proportion to the quadratic of the depth, and larger embedding depth means larger horizontal thrust is needed to enable the soil body to enter a critical sliding damage state, so that the problem that the soil body at the bottom of the foundation pit can not exert larger thrust to enable the soil body to reach the limit sliding state in the traditional detection method is completely solved.
According to the coulomb limit soil pressure theory in the classical soil mechanics theory, when the local continuous wall 100 deforms towards the inner side of the foundation pit, the wedge-shaped body of the passive zone is extruded and forced to slide upwards, the horizontal thrust of the local continuous wall 100 to the wedge-shaped body is increased along with the continuous deformation of the local continuous wall 100 towards the inner side of the foundation pit, and the horizontal thrust of the wedge-shaped body is the limit passive soil pressure when the wedge-shaped body is about to slide, so that the limit passive soil pressure is actually the anti-sliding force of the wedge-shaped body of the passive zone about to slide.
According to coulomb limit soil pressure theory, the sliding surface inclination angle of the wedge-shaped body of the passive zone is only related to the soil quality, and is irrelevant to other factors, namely, the sliding surface inclination angle of the potential sliding wedge-shaped body of the active zone or the passive zone is the same as long as the soil quality of the soil body of the embedded section of the diaphragm wall 100 is related, and is irrelevant to the embedded depth of the diaphragm wall 100. No matter how large the setting depth of the diaphragm wall 100 is, the inclination angles alpha and beta between the wedge sliding surfaces of the active area and the passive area and the horizontal plane are unchanged as long as the same homogeneous soil mass is adopted.
According to the coulomb limit soil pressure theory, the limit passive soil pressure formula of the passive region is as follows:
wherein E is p For the passive zone limit passive earth pressure, γ is the density of the earth, h is the consolidation depth of the diaphragm wall 100,
is the internal friction angle of the soil body (different soil bodies have different internal friction angles).
For the same soil body, the density gamma and the internal friction angle of the soil body
The same applies, so that the magnitude of the extreme passive soil pressure when the wedge of the passive zone of the same soil body is intended to slide is only dependent on the setting depth, and is independent of other factors.
According to formula (1), under the same soil condition, the proportional relation of the limit passive soil pressure and the embedded depth of the diaphragm wall 100 when the wedge-shaped body of the passive region is to slide is a quadratic function, and is irrelevant to other factors. Therefore, if the limit passive soil pressure when the wedge body is to slide can be detected under the smaller embedding depth, the limit passive soil pressure of the wedge body under the actual larger embedding depth can be calculated according to the proportional relation between the limit passive soil pressure and the embedding depth. The formula derivation procedure is as follows:
in the above, E p1 Is the limit passive soil pressure of the passive zone under the shallower embedded depth of the diaphragm wall 100, h 1 E is the shallower setting depth of the diaphragm wall 100 p2 Is the limit passive soil pressure of the passive region under the deeper embedded depth of the diaphragm wall 100, h 2 Is the greater depth of the setting of the diaphragm wall 100.
The formula (3) divided by the formula (2) is obtained,
according to the expression (4), if the limit passive soil pressure of the soil mass can be measured at a small consolidation depth, the limit passive soil pressure at any other consolidation depth can be obtained.
Based on the principle, the foundation pit can be completely based on the foundation pit bottomAnd calculating the limit passive soil pressure under the actual embedding depth by the limit passive soil pressure detected under the smaller embedding depth. I.e. the inner side of the diaphragm wall 100 is excavated to a smaller depth h at the bottom of the foundation pit 1 Is used for detecting the limit passive soil pressure E of soil in the shallow groove p1 Then h is 1 、E p1 Depth h of actual embedment with the diaphragm wall 100 2 Substituting the two values into the formula (4) together to calculate the limit passive soil pressure E under the actual consolidation depth p2 。
In this embodiment, the longitudinal section 201 has a length of
Said->
Is the internal friction angle of the soil body.
According to coulomb soil pressure theory, when the soil body is damaged by the extreme passive soil pressure, the included angle between the formed wedge body damage sliding surface and the horizontal plane is
Therefore, when the shallow trench is excavated, the excavation length in the direction of the detection soil column 300 should be extended to not less than two meters beyond the sliding fracture surface, so that the length of the excavated shallow trench can cover the range of the limit fracture sliding surface of the detection soil column 300.
In the detection step 3), the incremental thrust of each stage of incremental loading of the jack 400 is greater than 100kN.
In the detecting step 3), after the plurality of jacks 400 simultaneously apply the pushing force to the detection soil column 300 and the set time is kept at 15 minutes, the displacement amounts monitored by the plurality of sensors are simultaneously detected in the set time, and when the change of the displacement amounts detected by the plurality of sensors meets the set change value, the plurality of jacks 400 continuously and simultaneously apply the pushing force to the detection soil column 300 according to the step-by-step increasing loading mode.
In this embodiment, the jack 400 is loaded in a step loading manner, each jack 400 is loaded in 100kN at each stage, and then stopped for 15 minutes, and in the 15 minutes, the change of the displacement detected by the plurality of sensors is measured every 5 minutes, for example, the change of the displacement detected by the plurality of sensors tends to be stable, so that the next stage load can be applied.
In the detecting step 4), when the displacement amounts detected by the plurality of sensors are in a continuous change state, or the plurality of jacks 400 cannot be progressively increased and loaded in a grading manner, the change of the displacement amounts detected by the plurality of sensors is determined to exceed a set change value; indicating that the test earth column 300 has been slip damaged under the loading thrust of the jack 400.
In the detection step 1), low-grade plain concrete is sprayed on the longitudinal empty face to form a longitudinal temporary protection face 301. On the one hand, the vertical free surface can be protected from collapse damage, on the other hand, the water evaporation loss of the detection soil column 300 can be prevented, and moreover, the lower strength of the detection soil column can not influence the damage deformation of the soil column under the thrust of the jack 400.
In the detection step 1), two layers of quilts are paved on the upper surface of the detection soil column 300, and the quilts are watered in a set period of time to prevent the water in the detection soil column 300 from evaporating and losing so as not to influence the detection result.
In the detection step 1), a single-layer reinforcing mesh sheet is bound on the transverse blank face, a template is installed, the reinforcing mesh sheet is located in an enclosing area of the template, concrete is poured on the template, and after the concrete is solidified, a concrete layer 302 paved on the transverse blank face is formed.
In the detection step 1), a plurality of first fixing steel bars 304 are drilled and implanted in a concrete layer 302, a first steel backing plate 303 is arranged on the concrete layer 302, the first fixing steel bars 304 penetrate through the first steel backing plate 303, and the first steel backing plate 303 is fixed on the concrete layer 302; the diaphragm wall 100 is provided with a facing part which is arranged opposite to the concrete layer 302, a plurality of second fixing reinforcements 306 are drilled and implanted in the facing part, a second steel backing plate 305 is arranged on the facing part, the second fixing reinforcements 306 penetrate through the second steel backing plate 305 to fix the second steel backing plate 305 on the facing part, and the second steel backing plate 305 is arranged opposite to the first steel backing plate 303; in the inspection step 2), the rear end of the jack 400 abuts against the second steel pad 305, and the front end of the jack 400 abuts against the first steel pad 303.
In this way, by arranging the first steel backing plate 303 and the second steel backing plate 305, the jack 400 can be more stably placed between the transverse empty face and the underground diaphragm wall 100, and can be more stably pressed against the detection soil column 300 to apply thrust.
In this embodiment, the plurality of jacks 400 are connected to a high-power electric oil pump by a high-pressure oil pipe, the electric oil pump is started, oil supply is started simultaneously for the plurality of jacks 400, and the jacks 400 start to apply load to the detection soil column 300.
The first fixing steel bars 304 are vertically arranged with the concrete layer 302, and the first fixing steel bars 304 penetrate through the concrete layer 302 and extend to the inside of the detection soil column 300; a first metal net is paved on the concrete layer 302, the first fixed steel bars 304 penetrate through the first metal net, and the first metal net is respectively connected with a plurality of first fixed steel bars 304 in a winding and binding manner;
the second fixed steel bars 306 are vertically arranged with the opposite parts, second metal nets are paved on the opposite parts, the second fixed steel bars 306 penetrate through the second metal nets, and the second metal nets are respectively wound and bound with the second fixed steel bars 306.
Through arranging first metal mesh, can connect a plurality of first fixed steel bars 304 as an organic wholely, a plurality of jacks 400 are exerting the in-process of thrust to first steel backing plate 303, and a plurality of jacks 400 load simultaneously, realize detecting the even thrust of earth pillar 300, and avoid detecting the phenomenon that earth pillar 300 appears local damage.
Through arranging the second metal mesh, can connect a plurality of second fixed steel bars 306 as an organic wholely, a plurality of jacks 400 are exerting the in-process of thrust to first steel backing plate 303, and a plurality of jacks 400 load simultaneously, realize detecting the even thrust of earth pillar 300, and avoid detecting earth pillar 300 appearance local damage's phenomenon.
Finally, it should be noted that: the present utility model is not limited to the preferred embodiments, but can be modified or substituted for some of the technical features described in the above embodiments by those skilled in the art, although the present utility model has been described in detail with reference to the above embodiments. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present utility model should be included in the protection scope of the present utility model.
Claims (8)
1. The utility model provides a wall support foundation ditch end homogeneity soil limit passive soil pressure detection structure even, its characterized in that, including detecting earth pillar, jack, sensor, shallow slot and even wall even, specifically as follows:
the shallow trench is formed by excavating a depth h at the bottom of the foundation pit 1 The shallow trench comprises a transverse section positioned at the inner side of the ground connecting wall and two longitudinal sections respectively butted at two ends of the transverse section, and a detection soil column is arranged in the enclosing area of the shallow trench; the detection soil column is provided with a transverse empty face facing the inner side wall of the ground connecting wall and two longitudinal empty faces facing the longitudinal section respectively;
arranging a concrete layer on the transverse empty face, and arranging a plurality of jacks on the inner sides of the concrete layer and the underground continuous wall; arranging a plurality of monitoring points on the top of the detection soil column, wherein sensors are arranged on the monitoring points, and the sensors monitor the displacement of the detection soil column;
the depth of the underground diaphragm wall embedded into the bottom of the foundation pit is h 2 Extreme passive earth pressure of said diaphragm wall
2. The structure for detecting the pressure of homogeneous soil at the bottom of a foundation pit supported by a diaphragm wall according to claim 1, wherein the longitudinal section has a length of
Said->
Is the internal friction angle of the soil body.
3. The structure for detecting the ultimate passive soil pressure of the homogeneous soil at the bottom of a foundation pit of a diaphragm wall support according to claim 1, wherein the incremental thrust of each stage of incremental loading of the jack is greater than 100kN.
4. The structure for detecting the pressure of the homogeneous soil limit passive soil at the bottom of a foundation pit for supporting a diaphragm wall according to claim 1, wherein low-grade plain concrete is sprayed on the longitudinal empty face to form a longitudinal temporary protection face.
5. The structure for detecting the pressure of the homogeneous soil at the bottom of the foundation pit of the diaphragm wall support, as set forth in claim 1, wherein two layers of cotton quilts are paved on the upper surface of the detected soil column, and the cotton quilts are watered in a set period of time.
6. The structure for detecting the pressure of the homogeneous soil at the bottom of the foundation pit supported by the diaphragm wall, as recited in claim 1, wherein a single-layer reinforcing mesh sheet and an installation template are bound on the transverse empty face, the reinforcing mesh sheet is positioned in an enclosed area of the template, and concrete is poured on the template.
7. The structure for detecting the pressure of the homogeneous soil limit passive soil at the bottom of a foundation pit for supporting a diaphragm wall according to claim 1, wherein a plurality of first fixing reinforcements are drilled and implanted in the concrete layer, a first steel backing plate is arranged on the concrete layer, the first fixing reinforcements penetrate through the first steel backing plate, and the first steel backing plate is fixed on the concrete layer;
the underground continuous wall is provided with a facing part which is arranged opposite to the concrete layer, a plurality of second fixing reinforcements are drilled and implanted in the facing part, a second steel backing plate is arranged on the facing part, the second fixing reinforcements penetrate through the second steel backing plate, the second steel backing plate is fixed on the facing part, and the second steel backing plate is arranged opposite to the first steel backing plate;
the rear end of the jack is abutted on the second steel backing plate, and the front end of the jack is abutted on the first steel backing plate.
8. The structure for detecting the pressure of the homogeneous soil at the bottom of the foundation pit supported by the diaphragm wall, as claimed in claim 7, wherein the first fixed steel bars are vertically arranged with the concrete layer, and extend to the inside of the detection soil column after penetrating through the concrete layer; a first metal net is paved on the concrete layer, the first fixed steel bars penetrate through the first metal net, and the first metal net is respectively wound and bound with a plurality of first fixed steel bars;
the second fixed steel bars are vertically arranged with the opposite parts, second metal nets are paved on the opposite parts, the second fixed steel bars penetrate through the second metal nets, and the second metal nets are respectively wound and bound with the second fixed steel bars.
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| CN202221117132.9U CN218894060U (en) | 2022-05-10 | 2022-05-10 | Underground continuous wall support foundation pit bottom homogeneous soil limit passive soil pressure detection structure |
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