CN217438921U - Anchor rod and isolation pile combined reinforcing structure for protecting excavation of side tunnel of foundation pit - Google Patents
Anchor rod and isolation pile combined reinforcing structure for protecting excavation of side tunnel of foundation pit Download PDFInfo
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- CN217438921U CN217438921U CN202221365490.1U CN202221365490U CN217438921U CN 217438921 U CN217438921 U CN 217438921U CN 202221365490 U CN202221365490 U CN 202221365490U CN 217438921 U CN217438921 U CN 217438921U
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Abstract
The utility model relates to a protection excavation foundation ditch side tunnel's stock and fender pile combination reinforced structure. The utility model discloses an keep apart stake, triaxial cement stirring stake wall, slant spout stake soon, side direction resistance to plucking combination reinforcement body, cavity glass steel pipe, stretch-draw stock and crown beam. A plurality of isolation piles are arranged between the foundation pit and the tunnel, the top of each isolation pile is connected with a crown beam, and the bottom of each isolation pile is inserted into the bedrock; the foundation pit side wall is provided with a triaxial cement mixing pile wall, an oblique rotary spraying pile and a lateral uplift combined reinforcing body are arranged between the foundation pit and the isolation pile, one end of the oblique rotary spraying pile and one end of the lateral uplift combined reinforcing body are connected with the foundation pit side wall, the other end of the oblique rotary spraying pile and the lateral uplift combined reinforcing body penetrate through a gap between adjacent isolation piles, and the tail portion of the oblique rotary spraying pile and the lateral uplift combined reinforcing body are provided with tail end reinforcing bodies. The utility model discloses can reduce the foundation ditch lateral wall and warp, the protection closes on existing tunnel, and the stock can carry out the stretch-draw in addition, realizes the dynamic control that the foundation ditch lateral wall warp.
Description
Technical Field
The utility model belongs to the technical field of excavation supporting and existing tunnel protection, in particular to stock and isolation pile combination reinforced structure of protection excavation foundation ditch side tunnel.
Background
Excavation of deep foundation pits and construction of subway tunnels are common underground projects. Due to the limited space of the shallow stratum of the city, deep and large foundation pit excavation engineering close to the existing operation subway tunnel often appears. Excavation of the foundation pit can produce an unloading effect on a soil body, so that deformation of a side close to the tunnel is caused, influence can be caused on normal operation of a subway, and an existing tunnel structure can be even damaged in serious conditions. Therefore, certain measures are necessary to protect the existing tunnel and reduce the influence caused by excavation of the adjacent foundation pit.
In the engineering industry, in order to reduce the influence of excavation deformation of a foundation pit on an adjacent existing tunnel, common deformation control measures are divided into three categories. One type is to aim at the foundation pit itself, such as soil body reinforcement in the foundation pit, reinforced structure support, foundation pit subregion excavation etc. these safeguard procedures have certain effect, but can show the increase cost, prolong the time limit for a project. The second type is from the perspective of weakening the deformation transmission of the soil body, such as setting an isolation pile, a partition wall, grouting and reinforcing the soil body between a foundation pit and a tunnel, and the like, wherein in the protection measures, the isolation pile has the defects of unclear control effect and difficulty in realizing high-quality deformation control by single use; the partition wall has the similar properties to the partition pile, but has higher manufacturing cost, more complex construction method and longer construction period; the conventional grouting reinforcement soil body has limited deformation control effect and more uncontrollable factors, the trend of slurry in the soil body and the reinforcement area cannot be accurately judged, if the grouting amount and the grouting range are increased without limit in order to improve the control effect, great waste and soil body pollution are caused, and even adverse deformation influence can be generated on the existing tunnel structure. The third type is to take certain structural reinforcement measures for the subway tunnel structure, such as support reinforcement in the tunnel, and the like, and the measures have the defects that the normal subway operation is influenced and the control effect is limited.
In summary, the existing measures for controlling the excavation deformation of the foundation pit near the existing tunnel are generally researched more, but the defects of cost increase, construction period extension, poor control effect, influence on the normal operation of the subway and the like exist more or less, and the improvement of the technology is urgently needed to solve the problem.
Disclosure of Invention
The utility model aims at overcoming not enough among the prior art, providing a protection excavation foundation ditch side tunnel's stock and fender pile combination reinforced structure.
In order to achieve the technical purpose, the utility model adopts the following technical proposal:
the utility model discloses an keep apart stake, triaxial cement stirring stake wall, slant spout stake soon, side direction resistance to plucking combination reinforcement body, cavity glass steel pipe, stretch-draw stock and crown beam. A plurality of isolation piles are arranged between the foundation pit and the tunnel, the top of each isolation pile is connected with a crown beam, and the bottom of each isolation pile is inserted into the bedrock; the foundation pit side wall is provided with a triaxial cement mixing pile wall, an oblique rotary spraying pile and a lateral uplift combined reinforcing body are arranged between the foundation pit and the isolation pile, one end of the oblique rotary spraying pile and one end of the lateral uplift combined reinforcing body are connected with the foundation pit side wall, the other end of the oblique rotary spraying pile and the lateral uplift combined reinforcing body penetrate through a gap between adjacent isolation piles, and the tail portion of the oblique rotary spraying pile and the lateral uplift combined reinforcing body are provided with tail end reinforcing bodies.
The lateral uplift combination reinforcing body comprises a hollow glass steel pipe and a tension anchor rod, uplift barbs are arranged on the outer side of the side wall of the hollow glass steel pipe in an annular equidistant mode, an annular grouting channel is arranged in the side wall, and a tail end grouting hole is formed in the tail end of the side wall.
Preferably, the lateral uplift-resistant combined reinforcing body is arranged at the center of the inclined rotary spraying pile, two ends of the lateral uplift-resistant combined reinforcing body are communicated, the lateral uplift-resistant combined reinforcing body and the inclined rotary spraying pile are obliquely arranged, one side of the connection foundation pit is higher, and one side of the connection isolation pile is lower.
Preferably, the tensioning anchor rod is arranged in the hollow glass steel tube, the tail ends of the tensioning anchor rod and the hollow glass steel tube are connected with each other through threads and can be manually disassembled, and one end of the tensioning anchor rod penetrates through the triaxial cement mixing pile wall and is anchored on a corresponding base plate on the inner side wall of the foundation pit through an anchoring part.
Preferably, the annular grouting channel is arranged in the side wall of the hollow glass fiber reinforced plastic, the end close to one side of the foundation pit is connected with a grouting pipe, and the tail end close to one side of the isolation pile is provided with a tail end grouting hole.
Preferably, the pile diameter of the oblique jet grouting pile is the same as the pile distance between adjacent isolation piles, so that the oblique jet grouting pile can be accurately inserted between the adjacent isolation piles, and the connection is firm.
Preferably, the uplift barb is triangular and convex, the tip end faces the tail end direction of the hollow glass reinforced plastic pipe, and the tail end of the protrusion faces the end direction of the hollow glass reinforced plastic pipe.
Preferably, the tail end grouting holes are uniformly distributed in a cross shape.
The utility model has the advantages that:
1) combined type reinforcing structure for reducing deformation of side wall of foundation pit and protecting adjacent existing tunnel
One end of the combined reinforcing structure of the utility model is fixed on the side wall of the foundation pit, and the other end passes through the gap between the adjacent isolation piles, and is reinforced by the tail end reinforcing body, so that the side wall of the foundation pit and the isolation piles are connected into a whole, and the stability of the whole is enhanced; simultaneously, the lateral anti-pulling combined reinforcing body is annularly provided with anti-pulling barbs and is installed inside the oblique jet grouting pile, so that the lateral anti-pulling combined reinforcing body has large anti-pulling anchoring capacity and can provide maximum pulling force for the side wall of the foundation pit, thereby reducing or offsetting the influence of inward deformation of the side wall generated by unloading in excavation inside the foundation pit, and protecting the adjacent existing tunnel from a deformation source.
2) The anchor rod can be tensioned to realize dynamic control of deformation of the side wall of the foundation pit
Along with the excavation of foundation ditch, the off-load effect will be increaseed gradually, and the inward deformation of lateral wall will be more serious, and invisible factor is more in the actual engineering, probably causes the influence to the deformation of foundation ditch lateral wall, and traditional rigid reinforcement structure can't take timely control and reinforcement measure to further deformation. The utility model discloses set up the stretch-draw stock among the reinforced composite structure, left safe redundancy. Timely reinforcement measures can be taken according to further deformation of the side wall in actual engineering, and the machine continues to stretch the tension anchor rod, so that the anchoring force is improved, and dynamic control of deformation of the side wall of the foundation pit is realized.
3) The reinforced structure is convenient to assemble and quick to construct
Hollow glass steel pipe, stretch-draw stock etc. all can mill advance to prop in advance, and on the spot only need pass through the screw thread with the stretch-draw stock in advance screw in to hollow glass steel pipe inside, and the equipment is accomplished the back alright stay on one side for subsequent use, and the slant jet grouting pile is executed and is done and is accomplished and accomplish but before the condensation disect insertion, need not to bore anchor rod hole and slip casting, construction convenient and fast.
4) The tension anchor rod can be recycled, thereby being beneficial to the environment and saving the cost
After the foundation pit is integrally excavated and stabilized, the tensioning anchor rod can be recycled in a manner of manually rotating and pulling out, so that the cost is saved to the greatest extent, and the waste is avoided; in addition, the hollow glass reinforced plastic pipe is kept in the foundation, and if underground construction exists in the range, the hollow glass reinforced plastic pipe kept in the foundation can be easily damaged, so that the construction and the environment pollution are not influenced, and the environment-friendly effect is better.
Drawings
FIG. 1 is a schematic side view of the overall structure of the present invention;
FIG. 2 is a plan view of the overall structure of the present invention;
FIG. 3 is a schematic view of a lateral uplift resisting combination reinforcement;
FIG. 4 is a cross-sectional view of the lateral uplift resisting combined reinforcement body A-A;
FIG. 5 is a schematic cross-sectional view of a lateral uplift combination reinforcement B-B;
fig. 6 is a schematic view of the process of pulling the tension anchor out of the hollow glass reinforced plastic tube.
Description of reference numerals: a foundation pit 1; an isolation pile 2; a tunnel 3; a triaxial cement mixing pile wall 4; an oblique jet grouting pile 5; the lateral anti-pulling combined reinforcing body 6; a hollow glass reinforced plastic pipe 7; tensioning the anchor rod 8; an anchor member 9; a backing plate 10; anti-plucking barbs 11; a circumferential grouting channel 12; a tail end grouting hole 13; a tail-end reinforcing body 14; a crown beam 15; a grouting pipe 16.
Detailed Description
The present invention will be further described with reference to the following examples. The following description of the embodiments is merely provided to aid in understanding the invention. It should be noted that, for those skilled in the art, without departing from the principle of the present invention, the present invention can be further modified and modified, and such modifications and modifications also fall within the protection scope of the appended claims.
In addition, technical solutions between various embodiments may be combined with each other, but must be realized by a person skilled in the art, and when the technical solutions are contradictory or cannot be realized, such a combination should not be considered to exist, and is not within the protection scope of the present application.
The embodiment relates to a foundation pit 1, an isolation pile 2, a tunnel 3, a triaxial cement mixing pile wall 4, an oblique rotary spraying pile 5, a lateral uplift combined reinforcing body 6, a hollow glass steel pipe 7, a tension anchor rod 8, an anchoring piece 9, a backing plate 10, an uplift barb 11, a circumferential grouting channel 12, a tail end grouting hole 13, a tail end reinforcing body 14, a crown beam 15 and a grouting pipe 16.
As shown in fig. 1, a foundation pit 1, an isolation pile 2 and a tunnel 3 are sequentially arranged from left to right, a plurality of oblique jet grouting piles 5 are arranged between the foundation pit 1 and the isolation pile 2, a lateral uplift-resistant combined reinforcing body 6 is inserted into the center of each oblique jet grouting pile 5, and the oblique jet grouting piles and the isolation pile 2 are used as a combined reinforcing body to fix the foundation pit 1 and the isolation pile 2 into a whole, so that inward deformation of the side wall of the foundation pit 1 can be effectively reduced. The side of the lateral uplift-resistant combined reinforcing body 6 close to the foundation pit 1 is an end head which is fixed on the side wall of the foundation pit 1, and the side close to the isolation pile 2 is an end tail which is provided with a tail end grouting hole 13; the lateral uplift-resistant combined reinforcing body 6 is formed by assembling a hollow glass steel tube 7 and a tension anchor rod 8, the tension anchor rod 8 is installed in the center of the hollow glass steel tube 7, and the hollow glass steel tube 7 and the tension anchor rod are connected through internal and external threads and can be assembled and separated; the inner wall of the hollow glass steel tube 7 is provided with a circumferential grouting channel 12, the circumferential grouting channel 12 is connected with a grouting tube 16 at the end, and a tail grouting hole 13 is connected at the end tail. During the excavation of the foundation pit 1, micro-disturbance grouting can be performed to the interior of the hollow glass reinforced plastic pipe 7 through the grouting pipe 16, and slurry can form a tail end reinforcing body 14 at the tail part of the hollow glass reinforced plastic pipe 16 through the tail end grouting hole 13, so that the lateral uplift resisting combined reinforcing body 6 is firmly fixed on the isolation pile 2; the top ends of the isolation piles 2 are connected to a crown beam 15 together, and the bottom ends of the isolation piles are inserted into bedrock, so that integral deflection is avoided; the side wall of the foundation pit 1 is protected and reinforced through a triaxial cement mixing pile wall 4, and the insertion depth is larger than the pit bottom for a certain distance.
As shown in fig. 2, a row of isolation piles 2 are arranged in parallel between a foundation pit 1 and a tunnel 3 and used for blocking the influence of excavation of the foundation pit 1 on soil deformation of the tunnel 3; a certain gap is reserved between adjacent isolation piles 2, the pile diameter of the oblique jet grouting pile 5 is equal to the width of the gap, and the oblique jet grouting pile can just pass through the gap and is fixed on the isolation piles 2 through the tail end reinforcing body 14. The structure mainly comprises a hollow glass reinforced plastic pipe 7 and a tension anchor rod 8, wherein the hollow glass reinforced plastic pipe 7 is fixed inside the oblique jet grouting pile 5, and the tension anchor rod 8 penetrates through a triaxial cement mixing pile wall 4 on the side wall of the foundation pit 1 and is fixed on the inner wall of the foundation pit 1 through an anchoring part 9.
As shown in fig. 3, the lateral uplift combination reinforcement body 6 comprises a tension anchor rod 8 and a hollow glass reinforced plastic pipe 7 sleeved outside the tension anchor rod 8; one end of a tension anchor rod 8 is inserted into the hollow glass steel tube 7, and the other end of the tension anchor rod penetrates through the triaxial mixing pile wall 4 and is fixed on a base plate 10 on the inner side wall through an anchoring part 9. The hollow glass steel tube 7 lateral wall hoop equidistant sets up resistance to plucking barb 11, can effectively improve the anchor power of hollow glass steel tube 7 in slant jet grouting pile 5, and hollow glass steel tube 7 inner wall sets up hoop slip casting passageway 12, can carry out the perturbation slip casting through the slip casting pipe 16 of one end, and the thick liquid passes through hoop slip casting passageway 12, is injected into the soil body by the afterbody slip casting hole 13 of the other end.
As shown in fig. 4, a pipeline is left in the center of the hollow glass fiber reinforced plastic pipe 7, and a tension anchor rod 8 can be inserted; the inner wall is provided with a circumferential grouting channel 12 in the circumferential direction.
As shown in figure 5, the section of the tail end of the hollow glass steel tube 7 is provided with a tail end grouting hole 13, the tail end grouting hole 7 comprises four small holes which are distributed in a cross shape, and slurry can be ensured to be uniformly injected into a soil body.
As shown in fig. 6, after the foundation pit 1 is structurally stabilized, the anchor 9 can be detached, the tension anchor 8 can be rotationally pulled out from the hollow glass reinforced plastic pipe 7, and the tension anchor 8 can be recovered and stored after the surface of the tension anchor 8 is treated.
Utilize the utility model discloses a reinforced structure is under construction, and concrete process includes following step:
1) construction preparation: and leveling the construction site, utilizing a total station to carry out construction setting-out, and determining the arrangement position of each isolation pile 2 and the excavation side line of the foundation pit 1.
2) And (3) constructing an isolation pile 2: according to the point position determined by pre-measurement, the drilling machine is moved to a designated position, a hole is vertically drilled to a designated depth (entering a foundation stratum), grouting and stirring are continuously carried out to form a pile body, the perpendicularity of the pile body needs to be strictly controlled in the construction process to meet the construction requirement, after the construction of the isolation pile 2 is completed, the drilling machine is moved to carry out the construction of the next isolation pile 2 until all the isolation piles are completed, and finally, the top beam 15 is poured by utilizing the steel bars reserved on the pile top to connect a row of isolation piles 2 into a whole.
3) Constructing a triaxial cement mixing pile wall 4: after the strength of the isolation pile 2 meets the requirement, moving the drilling machine to a specified position on an excavation side line of the foundation pit 1, sequentially performing construction steps of pulping, pre-stirring and sinking, lifting and guniting stirring, repeating up-and-down stirring and the like, and after the construction of the cement stirring pile at the position is completed, moving the drilling machine to perform pile body construction at the next position until the construction of the whole triaxial cement stirring pile wall 4 is completed.
4) And (3) carrying out layered excavation on the foundation pit 1: before excavation, a ground drainage system is firstly made, well point dewatering is carried out on a soil layer, then soil bodies are excavated in a layered mode, the excavation size and position need to be checked at any time in the excavation process, and the deformation condition of the side wall of the foundation pit 1 is strictly monitored.
5) And (3) constructing the oblique jet grouting pile 5: treat that foundation ditch 1 excavates when 8 design reinforcement depths of stretch-draw stock, utilize the rig to carry out the construction of slant jet grouting pile 5: firstly, drilling according to a specified pile position and a specified angle, wherein the drilling depth needs to reach the position of the isolation pile 2, then performing jet grouting, and after the pile body is grouted, pulling out a drill rod.
6) Installation of the lateral uplift-resistant combined reinforcing body 6: after the drill rod is pulled out in the step 5) and before the oblique line jet grouting pile 5 is not solidified, inserting the lateral uplift resisting combined reinforcing body 6 which is assembled in advance into the center of the oblique line jet grouting pile 5, wherein the inserting angle needs to be the same as the driving angle of the oblique line jet grouting pile 5, and the inserting mode can adopt a mode of combining manpower and machinery.
7) Grouting reinforcement: and (3) sequentially repeating the step 5) and the step 6) to finish the construction of the residual inclined jet grouting pile 5 and the lateral uplift-resistant combined reinforcing body 6, carrying out micro-disturbance grouting by using a grouting pipe 16 reserved on the hollow glass steel pipe 7, and injecting grout into a soil body on the side of the isolation pile 2 through a tail end grouting hole 13 through a circumferential grouting channel 12 inside the hollow glass steel pipe 7 to form a tail end reinforcing body 14 to play a role in reinforcing connection.
8) Tensioning and anchoring: and installing a base plate 10 at the end of the tensile anchor rod 8, performing prestress tensioning by using tensioning equipment, performing tensioning fixation by using an anchoring piece 9 after tensioning is finished, and repeating the steps in sequence until all the tensile anchor rods 8 are tensioned and fixed.
9) Subsequent excavation and reinforcement of the foundation pit: and after the side wall of the depth is reinforced, continuously downwards excavating the foundation pit 1 until the design depth is reached, repeating the steps 5) to 8) to reinforce the side wall of the foundation pit 1, and then sequentially repeating the processes of layered excavation and reinforcement until the bottom of the pit.
10) Dynamic control of the side wall of the foundation pit 1: in the excavation process, the side wall of the foundation pit 1 is monitored in real time, if the deformation is overlarge, the anchored tensioning anchor rod 8 is further tensioned, so that the deformation of the side wall is dynamically controlled, the safety of the foundation pit 1 is ensured, the influence on the deformation of the side tunnel 3 is reduced, and the aim of protecting the tunnel is fulfilled.
11) Recovering the metal tension anchor rod 8: after the main structure is finished and stabilized, the metal tensioning anchor rod 8 is pulled out in a rotating mode, the surface of the material is subjected to certain cleaning treatment and then is sealed in time, the material is convenient to reuse next time, and the engineering cost is reduced.
The utility model is suitable for a close on the big deep foundation ditch engineering of existing tunnel excavation, especially to between foundation ditch and the existing tunnel apart from near and to the engineering that existing tunnel deformation control required the strictness be particularly suitable for.
The above only is the preferred embodiment of the present invention, not limiting the scope of the present invention, all the equivalent structures or equivalent flow changes made by the contents of the specification and the drawings, or directly or indirectly applied to other related technical fields, are included in the same way in the protection scope of the present invention.
Claims (7)
1. The utility model provides a protection excavation foundation ditch side tunnel's stock and isolation stake combination reinforced structure, includes isolation stake (2), triaxial cement stirring pile wall (4), slant jet grouting pile (5), side direction resistance to plucking combination reinforcement body (6), cavity glass steel pipe (7), stretch-draw stock (8) and hat roof beam (15), its characterized in that:
a plurality of isolation piles (2) are arranged between the foundation pit (1) and the tunnel (3), the top of each isolation pile is connected with a crown beam (15), and the bottom of each isolation pile is inserted into bedrock; the three-axis cement mixing pile wall (4) is arranged on the side wall of the foundation pit (1), an oblique rotary spraying pile (5) and a lateral uplift combined reinforcing body (6) are arranged between the foundation pit (1) and the isolation piles (2), one end of the oblique rotary spraying pile (5) and one end of the lateral uplift combined reinforcing body (6) are connected with the side wall of the foundation pit (1), the other end of the oblique rotary spraying pile (5) and the other end of the lateral uplift combined reinforcing body penetrate through a gap between adjacent isolation piles (2), and a tail end reinforcing body (14) is arranged at the tail part of the oblique rotary spraying pile (5);
lateral uplift combination reinforcement body (6) include cavity glass steel pipe (7) and stretch-draw stock (8), and the outer hoop equidistant setting of cavity glass steel pipe (7) lateral wall resists plucking barb (11), sets up hoop slip casting passageway (12) in the lateral wall, and the tail end sets up tail end slip casting hole (13).
2. The anchor rod and isolation pile combined reinforcing structure for protecting the excavated foundation pit side tunnel according to claim 1, is characterized in that: the lateral uplift-resistant combined reinforcing body (6) is arranged at the center of the oblique jet grouting pile (5), two ends of the lateral uplift-resistant combined reinforcing body are communicated, the lateral uplift-resistant combined reinforcing body and the oblique jet grouting pile are obliquely arranged, one side of the connection foundation pit (1) is higher, and one side of the connection isolation pile (2) is lower.
3. The anchor rod and isolation pile combined reinforcing structure for protecting the excavation of the side tunnel of the foundation pit as claimed in claim 1, wherein: stretch-draw stock (8) set up inside cavity glass steel pipe (7), and both pass through screw thread interconnect, can artificially dismantle, and triaxial cement stirring pile wall (4) is passed to stretch-draw stock (8) one end to through anchor assembly (9) anchor on corresponding backing plate (10) of foundation ditch (1) inside wall.
4. The anchor rod and the isolation pile combined reinforcing structure for protecting the excavated foundation pit side tunnel according to claim 1, is characterized in that: the annular grouting channel (12) is arranged in the side wall of the hollow glass steel pipe (7), the end close to one side of the foundation pit (1) is connected with a grouting pipe (16), and the tail end close to one side of the isolation pile (2) is provided with a tail end grouting hole (13).
5. The anchor rod and the isolation pile combined reinforcing structure for protecting the excavated foundation pit side tunnel according to claim 1, is characterized in that: the pile diameter of the oblique jet grouting pile (5) is the same as the pile distance between the adjacent isolation piles (2), so that the oblique jet grouting pile (5) can be accurately inserted between the adjacent isolation piles (2) and is firmly connected.
6. The anchor rod and the isolation pile combined reinforcing structure for protecting the excavated foundation pit side tunnel according to claim 1, is characterized in that: resistance to plucking barb (11) are triangle-shaped arch, and most advanced orientation cavity glass steel pipe (7) tail end direction, protruding afterbody orientation cavity glass steel pipe (7) end direction.
7. The anchor rod and the isolation pile combined reinforcing structure for protecting the excavated foundation pit side tunnel according to claim 4, is characterized in that: the tail end grouting holes (13) are uniformly distributed in a cross shape.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202221365490.1U CN217438921U (en) | 2022-06-02 | 2022-06-02 | Anchor rod and isolation pile combined reinforcing structure for protecting excavation of side tunnel of foundation pit |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202221365490.1U CN217438921U (en) | 2022-06-02 | 2022-06-02 | Anchor rod and isolation pile combined reinforcing structure for protecting excavation of side tunnel of foundation pit |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN118166783A (en) * | 2024-02-02 | 2024-06-11 | 北京建工四建工程建设有限公司 | Construction method for active foundation reinforcement comprehensive support between new and old buildings |
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2022
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN118166783A (en) * | 2024-02-02 | 2024-06-11 | 北京建工四建工程建设有限公司 | Construction method for active foundation reinforcement comprehensive support between new and old buildings |
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