CN109944250B - Foundation pit forward and backward combined construction method of non-permanent vertical supporting system - Google Patents
Foundation pit forward and backward combined construction method of non-permanent vertical supporting system Download PDFInfo
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Abstract
The invention provides a forward and backward combined construction method for a foundation pit of a non-permanent vertical supporting system, belongs to the technical field of foundation pit supporting design and construction, and provides a construction method with the advantages of a reverse construction method and a forward construction method. According to the method, a permanent structural beam slab is used as a horizontal support, and a temporary vertical supporting member is used for bearing vertical force during foundation pit construction. Excavating earthwork according to floors from top to bottom and pouring structural beam plates, pouring permanent vertical components from bottom to top after the construction of the bottom plate is finished, and finally dismantling temporary steel stand columns from top to bottom to finish the earthwork excavation and the structural construction of the whole basement. The method is characterized in that a permanent structure beam slab is adopted to replace an inner support of a foundation pit, a temporary vertical supporting member is adopted to bear vertical force during foundation pit construction, and foundation pit excavation and basement structure construction of the whole basement are achieved through reasonable construction sequence and reliable node connection.
Description
Technical Field
The invention relates to the technical field of foundation pit support design and construction, in particular to a foundation pit forward and backward combined construction method of a non-permanent vertical supporting system.
Background
The reverse construction method in the foundation pit engineering is a method for excavating and constructing the basement from top to bottom according to floors by using a main body basement beam plate as an inner support of the foundation pit, and is applied to the foundation pit engineering due to the advantages of large support rigidity, small environmental influence, construction period saving, construction site saving and the like.
The vertical supporting member in the conventional reverse construction method adopts 'one column and one pile' which can be used as a permanent structure, namely, a supporting pile and a column are driven into the position of a basement structure column, the vertical load such as the self weight of the structure, the construction load and the like is borne during construction, and the permanent load of a main structure is borne during use. Because the 'one-column-one-pile' construction is finished and then used as a permanent structure, the vertical support column and the pile have extremely strict requirements on verticality and deviation control and the like, and special one-column-one-pile verticality adjusting equipment and process need to be adopted and are operated by a construction team with abundant reverse experience to ensure the quality of a main structure.
However, in some areas where equipment and professional labor are lacking, the implementation of a conventional reverse construction method is limited due to the lack of conditions or the reason that the conditions are difficult to overcome, if a conventional reverse construction method that a temporary vertical support is used as a permanent structure is still adopted, the perpendicularity of columns and piles is difficult to guarantee, so that the quality of the structure is affected, and if the conventional reverse construction method is adopted, although the construction is relatively convenient, the effect of small environmental influence of the reverse construction method cannot be achieved, and the top plate of the basement cannot be used as a construction site.
In addition, for the foundation pit engineering of some transformation projects, the steel columns of the foundation pit are driven in many years ago, the transformed permanent structural column net is not overlapped with the temporary steel columns, and the verticality of the driven steel columns cannot meet the high-precision requirement of 'one column and one pile' of the conventional reverse construction method, so that the engineering technical problem is solved by adopting the reverse construction method to excavate and utilizing the existing steel columns.
Therefore, in order to solve the above problems, it is a problem for engineers to provide a construction method having advantages of both reverse construction and forward construction, and to provide a feasible construction solution and technical support for the corresponding engineering.
The information disclosed in this background section is only for enhancement of understanding of the general background of the invention and should not be taken as an acknowledgement or any form of suggestion that this information is prior art that is known to a person skilled in the art.
Disclosure of Invention
The invention aims to provide a foundation pit forward and backward combined construction method of a non-permanent vertical supporting system, which reserves the condition that a conventional reverse construction method utilizes a basement beam plate as a horizontal inner support of a foundation pit, and adopts the non-permanent vertical supporting system similar to the forward construction method to bear vertical load during foundation pit construction. During the excavation construction of the foundation pit, the water and soil pressure in the horizontal direction at the periphery is borne by a basement beam-slab structure, and the vertical construction load, the beam-slab dead weight and the like are borne by a vertical bearing component consisting of temporary steel columns and upright column piles; during the use period of the basement, the temporary vertical supporting system is dismantled, and the vertical load is born by the permanent structural columns and the structural piles.
In order to achieve the purpose, the technical scheme of the invention is as follows:
a foundation pit forward and backward combined construction method of a non-permanent vertical supporting system comprises the following steps:
the method comprises the following steps: completing the construction of temporary steel upright posts, upright post piles and a retaining structure of a foundation pit, excavating the first-layer earthwork to a certain distance below the elevation of a top plate of the basement, and pouring a concrete cushion layer along with excavation;
step two: erecting a construction bent frame, and pouring a top plate structure of the construction basement;
step three: continuously excavating a second layer of earthwork to a certain distance below the elevation of the underground floor slab, and pouring a concrete cushion layer along with excavation;
step four: building a construction bent frame, and pouring and constructing an underground first-floor structure;
step five: continuously excavating to a certain distance below the elevation of the underground N-1 floor slab, and pouring a concrete cushion layer along with excavation;
step six: building a construction bent frame, and pouring and constructing an underground N-1 floor structure;
step seven: excavating earth to the pit bottom, and pouring a concrete cushion layer at the pit bottom in time;
step eight: pouring a basement bottom plate;
step nine: pouring and constructing vertical members of the underground N layers;
step ten: pouring and constructing vertical members from an underground N-1 layer to a top plate of the basement layer by layer from bottom to top until the vertical members of the whole basement are poured;
step eleven: dismantling a temporary steel upright post of an underground layer;
step twelve: demolish the interim steel column of each floor from top to bottom successive layer, demolish until accomplishing the interim steel column of whole basement, to this, accomplish the foundation ditch excavation and the underground structure construction of whole basement.
Compared with the prior art, the invention has the beneficial technical effects that:
(1) the invention relates to a foundation pit forward and backward combined construction method of a non-permanent vertical supporting system, which adopts a permanent structural beam slab as a horizontal support and adopts a temporary vertical supporting member to bear the vertical force during the construction of the foundation pit. Excavating earthwork according to floors from top to bottom and pouring structural beam plates, pouring permanent vertical components from bottom to top after the construction of the bottom plate is finished, and finally dismantling temporary steel stand columns from top to bottom to finish the earthwork excavation and the structural construction of the whole basement. The method is characterized in that a permanent structure beam slab is adopted to replace an inner support of a foundation pit, a temporary vertical supporting member is adopted to bear vertical force during foundation pit construction, and foundation pit excavation and basement structure construction of the whole basement are achieved through reasonable construction sequence and reliable node connection. The method is particularly suitable for foundation pit reconstruction projects in which temporary steel upright columns are driven in early stages and the positions of the structural column net and the driven upright columns are not coincident, and can fully utilize the existing steel upright columns and upright column piles, thereby saving the construction cost.
(2) The foundation pit forward and backward combined construction method of the non-permanent vertical supporting system has the advantages of a conventional forward construction method and a conventional backward construction method. Firstly, the method has the advantages of large supporting rigidity of the conventional reverse construction method, small influence on the surrounding environment and construction site saving. The basement beam slab is used as a horizontal inner support of the foundation pit, the displacement deformation in the foundation pit excavation process can be effectively controlled, the influence of excavation on surrounding buildings (structures) is reduced, and the basement top plate can be used as a part of construction site and can be used for foundation pit engineering with local conditions in the construction site. And secondly, the construction method has the advantages of convenient construction and easy control of the vertical supporting member of the sequential construction method. Because the steel columns, namely the temporary steel columns and the upright columns, in the foundation pit excavation stage are not used as permanent structures of the basement in the future, the verticality control requirement is low, the requirement during construction is only met, additional 'one column and one pile' verticality adjusting equipment or manpower of a conventional reverse construction method is not needed, the dependency on equipment and special technology is low, and the method can be used for new foundation pit engineering with limited equipment or foundation pit reconstruction engineering with one column and one pile which are driven in early and are inconvenient to arrange.
Further, the vertical members include permanent structural columns and walls.
Furthermore, an in-slab node reinforcing area is arranged at the joint of the temporary steel upright post and the permanent structural floor slab, and reinforcing angle steel, reinforcing studs and bent steel bars are respectively arranged; the reinforcing angle steel is tightly attached to the periphery of the temporary steel upright post and is connected with the temporary steel upright post through equal-strength welding; the reinforcing studs are symmetrically arranged on the outer sides of flanges of the temporary steel upright posts and in plate inner joint reinforcing areas on two sides of the web; and the bent reinforcing steel bars are uniformly and orthogonally arranged in the node reinforcing area in the plate. Through set up inboard node reinforcing district at interim steel stand and permanent structure floor junction, the connected node of interim steel stand and permanent structure beam slab has die-cut ability reinforce, succinct pleasing to the eye, demolish convenient advantage. The connecting node adopts the inboard method of strengthening that does not have the post cap that exposes, sets up angle steel, enhancement stud and the angle steel that bends in the structural floor, has strengthened the anti cutting performance of node, in addition, because strengthen the node and adopted the structure of hiding at the inboard, so the job site is succinct pleasing to the eye, does not have the chisel that exposes the post cap when later stage interim steel stand is demolishd and removes, convenient and fast, and the floor is level and smooth pleasing to the eye after demolishing.
Further, in order to guarantee simple to operate for strengthen the angle steel and have better ground force stability, strengthen the angle steel level and arrange, strengthen the upper surface of angle steel and be greater than or equal to the thickness of floor concrete protection layer with the distance of basement floor upper surface, the angle steel is chosen the length that the steel stand was equal to the length of strengthening the toggle bolt.
Furthermore, in order to enhance the anti-cutting capability between the temporary steel upright post and the permanent structural beam plate and realize an in-plate reinforcing method without an exposed post cap at the joint of the temporary steel upright post and the permanent structural beam plate, the elevation of a reinforcing stud is arranged at the lower part of the reinforcing angle steel, the diameter of the reinforcing stud is phi 19-32 mm, and the length of the reinforcing stud is not less than 100 mm.
Furthermore, considering the anchoring strength of the bent-up steel bars and ensuring the flatness and beauty of the floor slab and the node area after the temporary steel upright post is removed, the bent-up angle of the bent-up steel bars is 45 degrees, the diameter d is not less than 16mm, the distance between two adjacent bent-up steel bars is not more than 200mm, and the selection of the specific diameter and the distance is determined through stress calculation; an anchoring length la is reserved outside the lower bending end point of the bent steel bar, the length of the anchoring length la is not less than 20d, the contact part of the upper part of the bent steel bar and the temporary steel upright post is cut off and an upper bending end point is set, and a 90-degree bending angle is arranged at the upper bending end point and is arranged in the reinforcing angle steel.
Furthermore, a region in a horizontal projection area obtained by projecting an angle of 45 degrees from a point where the temporary steel upright post is intersected with the lower surface of the basement floor slab to the upper surface of the floor slab is a node reinforcing region. The node reinforced area of the floor slab structure and the vertical member has strong punching resistance, shock resistance and crack resistance. The node reinforcing area is poured by micro-expansion concrete, the expansion fiber subjected to special treatment absorbs impact energy, the effect of concentrated stress is reduced, and secondary cracking of the permanent vertical component and the temporary vertical component during structure conversion is avoided.
Furthermore, the micro-expansion concrete pouring area is an area enclosed by the node reinforcing area and 1/3-1/5 of outward extending plate spans on two sides of the node reinforcing area. Because the stress of the node reinforcing area is concentrated, and when the temporary steel upright columns are dismantled, the permanent structural columns and the temporary steel upright columns are subjected to stress conversion, the node reinforcing area of the floor slab and the temporary steel upright columns and the node area of the floor slab and the permanent structural columns are easy to crack. The expansion fibers in the micro-expansion concrete are tightly adhered to the cement base material due to the adoption of special surface treatment, so that the impact energy is absorbed, and the action of concentrated stress is reduced, therefore, the micro-expansion concrete is adopted for pouring in the node reinforcing area and the area surrounded by 1/3-1/5 of each outward extending plate span at two sides of the node reinforcing area, the anti-shear strength, the anti-cracking performance and the anti-seismic performance of the floor slab can be improved, and the secondary cracking of the concrete during the conversion of the temporary steel upright post and the permanent structural post is reduced.
Drawings
Fig. 1 to 12 are flowcharts of a method for constructing a non-permanent vertical support system according to an embodiment of the present invention by combining the forward and reverse directions of a foundation pit;
fig. 13 is a schematic cross-sectional structure view of a reinforcement area of a node in a slab in a method of forward and reverse combination construction of a foundation pit of a non-permanent vertical support system according to an embodiment of the present invention;
FIG. 14 is a cross-sectional view A-A of FIG. 13;
fig. 15 is a sectional view B-B of fig. 13.
In the figure:
1-temporary steel upright posts; 2-upright post pile; 3, building envelope; 4-basement roof construction; 5, underground floor slab; 6-underground two-layer floor slab; 10-a node reinforcement area in the plate; 11-reinforcing angle steel; 12-reinforcing studs; 13-bending the steel bars.
Detailed Description
The following describes in detail the method for constructing a non-permanent vertical support system by using the forward and backward combination of a foundation pit according to the present invention with reference to the accompanying drawings and specific embodiments. Advantages and features of the present invention will become apparent from the following description and from the claims. It is to be noted that the drawings are in a very simplified form and are not to precise scale, which is merely for the purpose of facilitating and distinctly claiming the embodiments of the present invention. For convenience of description, the directions of "up" and "down" described below are the same as the directions of "up" and "down" in the drawings, but this is not a limitation of the technical solution of the present invention.
Example one
The following describes the forward and backward combination construction method of the foundation pit of the non-permanent vertical support system in detail by taking an underground three-layer foundation pit as an example with reference to fig. 1 to 15.
A foundation pit forward and backward combined construction method of a non-permanent vertical supporting system comprises the following steps:
the method comprises the following steps: completing the construction of a temporary steel upright 1, an upright pile 2 and a support structure 3 of the foundation pit, excavating the first layer of earthwork to a certain distance below the elevation of the top plate of the basement, and pouring a concrete cushion layer along with excavation;
step two: erecting a construction bent frame, and pouring a basement top plate structure 4;
step three: continuously excavating a second layer of earthwork to a certain distance below the elevation of the underground floor slab, and pouring a concrete cushion layer along with excavation;
step four: erecting a construction bent frame, and pouring and constructing an underground floor slab 5 structure;
step five: continuously excavating earthwork to a certain distance below the second floor 6, and pouring a concrete cushion layer along with excavation;
step six: erecting a construction bent frame, and pouring and constructing an underground second floor 6 structure;
step seven: excavating earth to the pit bottom, and pouring a concrete cushion layer at the pit bottom in time;
step eight: pouring a basement bottom plate;
step nine: pouring and constructing vertical members of the underground three layers;
step ten: pouring and constructing vertical members of a second underground layer and a first underground layer from bottom to top layer by layer until the vertical members of the whole basement are poured;
step eleven: dismantling the temporary steel upright post 1 of the underground layer;
step twelve: demolish the interim steel column 1 of each floor from top to bottom layer by layer, demolish until accomplishing the interim steel column of whole basement, to this, accomplish the foundation ditch excavation and the underground structure construction of whole basement.
Specifically, the construction method of the non-permanent vertical supporting system for the clockwise and anticlockwise combination of the foundation pit adopts the permanent structural beam slab as a horizontal support and adopts the temporary vertical supporting member to bear the vertical force during the construction of the foundation pit. Excavating earthwork according to floors from top to bottom and pouring structural beam plates, pouring permanent vertical components from bottom to top after the construction of the bottom plate is finished, and finally dismantling temporary steel stand columns from top to bottom to finish the earthwork excavation and the structural construction of the whole basement. The method is characterized in that a permanent structure beam slab is adopted to replace an inner support of a foundation pit, a temporary vertical supporting member is adopted to bear vertical force during foundation pit construction, and foundation pit excavation and basement structure construction of the whole basement are achieved through reasonable construction sequence and reliable node connection. The method is particularly suitable for foundation pit reconstruction projects in which temporary steel upright columns are driven in early stages and the positions of the structural column net and the driven upright columns are not coincident, and can fully utilize the existing steel upright columns and upright column piles, thereby saving the construction cost.
In this embodiment, it is more preferable that the vertical members include permanent structural columns and walls, depending on design requirements.
In this embodiment, more preferably, the joint of the temporary steel upright 1 and the permanent structural floor slab is provided with an in-slab node reinforcement area 10, and a reinforcement angle steel 11, a reinforcement stud 12 and a bent steel bar 13 are respectively arranged; the reinforcing angle steel 11 is tightly attached to the periphery of the temporary steel upright post 1 and is connected with the temporary steel upright post 1 through equal-strength welding; the reinforcing studs 12 are symmetrically arranged on the outer sides of the flanges of the temporary steel upright posts 1 and in the plate inner node reinforcing areas 10 on the two sides of the web; the bent-up reinforcing steel bars 13 are uniformly and orthogonally arranged in the node reinforcing area 10 in the plate. Through set up inboard node reinforced area in interim steel column 1 and permanent structure floor junction, the connected node of interim steel column 1 and permanent structure beam slab has die-cut ability reinforce, succinct pleasing to the eye, demolish convenient advantage. The connection node adopts the inboard method of strengthening that does not have the post cap that exposes, sets up angle steel 11, enhancement stud 12 and the angle bar 13 of bending in structural floor, has strengthened the anti cutting performance of node, in addition, because strengthen the node and adopted the structure of hiding in the inboard, so the job site is succinct pleasing to the eye, does not have the chisel of exposing the post cap when interim steel stand 1 in later stage is demolishd and removes, convenient and fast, and the floor is levelly and smoothly pleasing to the eye after demolishing.
In this embodiment, more preferably, in order to ensure the installation convenience, so that the reinforcement angle steel 11 has better stress stability, the reinforcement angle steel 11 is horizontally arranged, the distance between the upper surface of the reinforcement angle steel 11 and the upper surface of the basement floor slab is greater than or equal to the thickness of the concrete protection layer of the floor slab, and the length of the temporary steel upright post 1 picked out by the reinforcement angle steel 11 is equal to the length of the reinforcement stud 12.
In the embodiment, more preferably, in order to enhance the anti-cutting capability between the temporary steel upright 1 and the permanent structural beam slab, an in-slab reinforcement method without an exposed column cap at a joint of the two is realized, the elevation of the reinforcement stud 12 is at the lower part of the reinforcement angle steel 11, the diameter of the reinforcement stud 12 is Φ 19-32 mm, and the length of the reinforcement stud 12 is not less than 100 mm.
In this embodiment, more preferably, in view of the anchoring strength of the bent-up steel bars 13 and ensuring that the floor slab and the node area are smooth and beautiful after the temporary steel upright 1 is removed, the bent-up angle of the bent-up steel bars 13 is 45 °, the diameter d is not less than 16mm, the distance between two adjacent bent-up steel bars 13 is not more than 200mm, and the selection of the specific diameter and the distance is determined by force calculation; an anchoring length la is reserved outside the lower bending end point of the bent steel bar 13, the length of the anchoring length la is not less than 20d, the contact part of the upper part of the bent steel bar 13 and the temporary steel upright post 1 is cut off and an upper bending end point is set, and a 90-degree bending angle is arranged at the upper bending end point and is arranged in the reinforcing angle steel 11.
In the present embodiment, it is more preferable that the floor structure and temporary steel stud 1 joint region and the floor structure and permanent structural stud joint region are cast with micro-expansive concrete. The node area of the floor slab structure and the vertical member has stronger punching resistance, shock resistance and crack resistance. The node areas are poured by micro-expansion concrete, impact energy is absorbed by expansion fibers subjected to special treatment, the effect of concentrated stress is reduced, and secondary cracking of permanent vertical components and temporary vertical components during structure conversion is avoided.
In this embodiment, more preferably, the micro-expansion concrete pouring area is an area surrounded by the node reinforcing area and 1/3-1/5 extending plates respectively extending outwards from two sides of the node reinforcing area. Because the stress in the node area is concentrated, and when the temporary steel upright posts 1 are dismantled, the permanent structural posts and the temporary steel upright posts are subjected to stress conversion, and cracks are easily generated in the node areas of the floor and the temporary steel upright posts 1 and the node areas of the floor and the permanent structural posts. The expansion fiber in the micro-expansion concrete is tightly adhered with the cement base material due to the special surface treatment, so that the impact energy is absorbed, and the action of concentrated stress is reduced.
In this embodiment, more preferably, in order to reserve a space for setting up a bent frame during construction, the thickness of the soil body excavated each time needs to be strictly controlled, and the certain distance excavated in the step one is 2 meters to 2.3 meters.
The above description is only illustrative of the preferred embodiments of the present invention and does not limit the scope of the present invention in any way. Any changes and modifications of the above disclosure by those skilled in the art are within the scope of the appended claims.
Claims (7)
1. A foundation pit forward and backward combined construction method of a non-permanent vertical supporting system is characterized by comprising the following steps:
the method comprises the following steps: completing construction of a temporary steel stand column, a stand column pile and a support structure of a foundation pit, wherein the temporary steel stand column is arranged above the stand column pile, a first-layer earthwork is excavated to a certain distance below the elevation of a top plate of a basement, and a concrete cushion layer is poured along with excavation;
step two: erecting a construction bent frame, and pouring a construction basement roof structure, wherein the basement roof structure is fixedly connected with temporary steel stand columns at corresponding positions;
step three: continuously excavating a second layer of earthwork to a certain distance below the elevation of the underground floor slab, and pouring a concrete cushion layer along with excavation;
step four: building a construction bent frame, and pouring and constructing an underground first-floor structure, wherein the underground first-floor structure is fixedly connected with temporary steel upright posts at corresponding positions;
step five: continuously excavating to a certain distance below the elevation of the underground N-1 floor slab, and pouring a concrete cushion layer along with excavation;
step six: building a construction bent frame, and pouring and constructing an underground N-1 floor structure, wherein the underground N-1 floor structure is fixedly connected with temporary steel upright posts at corresponding positions;
step seven: excavating earth to the pit bottom, and pouring a concrete cushion layer at the pit bottom in time;
step eight: pouring a basement bottom plate, wherein the basement bottom plate is fixedly connected with the temporary steel upright posts at the corresponding positions;
step nine: pouring vertical members for constructing N underground layers, wherein the vertical members comprise permanent structural columns and walls;
step ten: pouring and constructing vertical members from an underground N-1 layer to a top plate of the basement layer by layer from bottom to top until the vertical members of the whole basement are poured;
step eleven: dismantling a temporary steel upright post of an underground layer;
step twelve: demolish the interim steel column of each floor from top to bottom successive layer, demolish until accomplishing the interim steel column of whole basement, to this, accomplish the foundation ditch excavation and the underground structure construction of whole basement.
2. The method according to claim 1, wherein the joints of the temporary steel columns and the permanent structural floor slabs are provided with in-slab node reinforced areas, and reinforcing angle steels, reinforcing studs and bent steel bars are arranged respectively; the reinforcing angle steel is tightly attached to the periphery of the temporary steel upright post and is connected with the temporary steel upright post through equal-strength welding; the reinforcing studs are symmetrically arranged on the outer sides of flanges of the temporary steel upright posts and in plate inner joint reinforcing areas on two sides of the web; and the bent reinforcing steel bars are uniformly and orthogonally arranged in the node reinforcing area in the plate.
3. The method of claim 2, wherein the angle reinforcement is horizontally disposed, the distance between the upper surface of the angle reinforcement and the upper surface of the basement floor slab is greater than or equal to the thickness of the concrete protection layer of the floor slab, and the length of the angle reinforcement steel column is equal to the length of the reinforcement stud.
4. The method according to claim 2, wherein the elevation of the reinforcing pin is at the lower part of the reinforcing angle steel, the diameter of the reinforcing pin is phi 19-32 mm, and the length of the reinforcing pin is not less than 100 mm.
5. The method according to claim 2, wherein the bending angle of the bent-up reinforcing steel bars is 45 degrees, the diameter d is not less than 16mm, the distance between two adjacent bent-up reinforcing steel bars is not more than 200mm, and the specific diameter and the specific distance are determined by force calculation; an anchoring length la is reserved outside the lower bending end point of the bent steel bar, the length of the anchoring length la is not less than 20d, the contact part of the upper part of the bent steel bar and the temporary steel upright post is cut off and an upper bending end point is set, and a 90-degree bending angle is arranged at the upper bending end point and is arranged in the reinforcing angle steel.
6. The method of claim 1, wherein the node reinforcement area is an area within a horizontal projection area obtained by projecting an angle of 45 ° from a point where the temporary steel stud meets the lower surface of the basement floor slab to the upper surface of the floor slab.
7. The method as claimed in claim 6, wherein the area for casting the micro-expansive concrete is an area enclosed by the node reinforcing area and 1/3-1/5 of outward extending plates on both sides of the node reinforcing area.
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| CN110439002A (en) * | 2019-07-18 | 2019-11-12 | 中国建筑第四工程局有限公司 | A kind of interim horizontal structure of inner support is used as the method for permanent structure beam slab |
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| CN112922025B (en) * | 2021-01-18 | 2022-07-08 | 中铁第四勘察设计院集团有限公司 | Reverse construction method of underground structure |
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| CN114457810A (en) * | 2022-01-26 | 2022-05-10 | 中铁第一勘察设计院集团有限公司 | Foundation pit inner support system based on permanent-temporary combination and construction method thereof |
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