CN217949124U - Existing high slope supporting structure adjacent to deep foundation pit excavation area - Google Patents

Abstract

The utility model relates to an existing high slope supporting structure in neighbouring deep basal pit excavation region, including existing neighbouring high slope retaining wall and a plurality of parallel arrangement's steel-pipe pile, the top of existing neighbouring high slope retaining wall and the top of steel-pipe pile are through hat roof beam rigid connection, and the surface of steel-pipe pile evenly is provided with a plurality of slip casting holes, and the other bottom in slip casting hole has the barb of certain length, and the several rows of prestressed anchorage cable are evenly squeezed into to the existing wall of perpendicular to, and the one end and the locking of girder steel waist stretch-draw of prestressed anchorage cable, and the girder steel waist is fixed on existing retaining wall. The utility model discloses a vertical steel-pipe pile is certain angle with existing retaining wall and is connected, utilizes the anchoring effect of original soil body combination prestressed anchorage cable in the contained angle, makes it wholly become a new retaining wall, can keep the stability of high slope when deep basal pit excavates, draws materials on the spot again and has practiced thrift the supporting cost.

Description

Existing high slope supporting structure adjacent to deep foundation pit excavation area

Technical Field

The utility model relates to a deep basal pit excavation supports technical field, is particularly an existing high slope supporting construction of neighbouring deep basal pit excavation region.

Background

At present, the rail transit career is rapidly developed, meanwhile, due to the shortage of land, the foundation pit excavation construction of subway related supporting facilities such as a parking lot and a substation can be close to peripheral buildings or special positions such as a high foundation pit, in the prior art, the foundation pit supporting structure is only supported based on the environment condition of the foundation pit, the special working condition that the high side slope exists at the periphery of the foundation pit is not considered, but actually, the deep foundation pit excavation can generate certain influence on the stability of the high side slope, and the high side slope is in an unstable state and can bring negative influence on the safety of the foundation pit construction. However, the costs associated with constructing a complete supporting structure increase.

SUMMERY OF THE UTILITY MODEL

In view of the above technical problems, an existing high slope supporting structure adjacent to an excavation area of a deep foundation pit is provided.

The utility model discloses a technical means as follows:

the utility model provides an existing high slope supporting construction in neighbouring deep basal pit excavation region, includes existing neighbouring high slope retaining wall and a plurality of parallel arrangement's steel-pipe pile, the bottom of steel-pipe pile is vertical penetrates in the side slope, just the top of steel-pipe pile with the top of existing neighbouring high slope retaining wall is through hat roof beam fixed connection, the steel-pipe pile with the contained angle has between the existing neighbouring high slope retaining wall, the sealed setting in bottom of steel-pipe pile, be provided with a plurality of slip casting holes on the steel-pipe pile, the one end of a plurality of prestressed anchorage cable is along the perpendicular to pass in the direction of existing neighbouring high slope retaining wall with the space that the steel-pipe pile encloses gets into in the side slope, the other end of prestressed anchorage cable is fixed on the wall of existing neighbouring high slope retaining wall.

Every the below in slip casting hole all is provided with the barb, the barb with steel-pipe pile fixed connection.

The end part of the prestressed anchor cable is fixed on the wall surface of the existing retaining wall adjacent to the high slope through a steel beam waist.

The girder steel waist is including installing double-pin channel-section steel on the existing neighbouring high slope retaining wall, the opening part that double-pin channel-section steel is located the outside is fixed with the N1 backing plate, just N1 backing plate outside center is fixed with the N2 backing plate, the center of N2 backing plate is fixed with the anchor head, the prestressed anchorage cable is close to the one end of girder steel waist is passed N1 backing plate, N2 backing plate with anchor head fixed connection. The prestressed anchor cables share one double-spliced channel steel, the double-spliced channel steel comprises an upper channel steel and a lower channel steel, and the lower channel steel and the upper channel steel are combined into a whole through reinforcing steel bars.

And cement slurry is fixed at the end part of one end of the prestressed anchor cable, which is positioned in the side slope.

And a plurality of crown beams are connected into a whole by adopting a steel plate. The stability of the side slope behind the support can be promoted better through the connection of steel sheet, also can avoid the soil body to suffer external environment's influence simultaneously to prolong and strut the live time.

Compared with the prior art, the utility model has the advantages of it is following:

1. the utility model discloses to this kind of special operating mode of existing high slope deep basal pit excavation, adopt barb steel-pipe pile and two mesostructures of prestressed anchorage cable to strut the high slope, barb steel-pipe pile combines the shear strength that can promote the soil body between stake and wall well with existing gravity type retaining wall, the prestressed anchorage cable carries out further reinforcement to middle soil body, two kinds of structural combination existing gravity type retaining wall form new-type retaining wall, draw materials on the spot under the prerequisite that has good reinforcement effect, a large amount of supporting costs have been reduced.

2. The utility model discloses when can ensure that construction process crowning slope and deep basal pit are steady to go, according to the original supporting construction of side slope, the new supporting construction of preparation of drawing materials on the spot reduces the supporting cost as far as, reduces the degree of difficulty of construction, practices thrift construction cycle.

3. Utilize the retaining wall of existing neighbouring high side slope, combine the steel-pipe pile of following the vertical downward driving in slope, make original retaining wall and steel-pipe pile form certain contained angle, combine the original soil body in the contained angle, the rethread prestressed anchorage cable will wholly anchor to form a new gravity type retaining wall, can promote the stability of high side slope effectively when the deep basal pit excavation, owing to be local materials, so reduced the cost of construction, shortened the time limit for a project.

Based on the above reason the utility model discloses can extensively promote in fields such as deep basal pit excavation is strutted.

Drawings

In order to clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below, and it is obvious that the drawings in the description below are some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the drawings without creative efforts.

Fig. 1 is a schematic view of an existing high slope supporting structure adjacent to an excavation region of a deep foundation pit according to an embodiment of the present invention;

FIG. 2 is a schematic view of a barbed steel-pipe pile according to an embodiment of the present invention;

FIG. 3 isbase:Sub>A sectional view taken along line A-A in FIG. 2;

fig. 4 is a schematic view of a prestressed anchor cable according to an embodiment of the present invention.

In the figure: 1. existing adjacent high slope retaining walls; 2. a crown beam; 3. a pre-stressed anchor cable; 4. steel pipe piles; 5. a steel beam waist; 6. grouting holes; 7. a barb; 8. a soil body; 9. an anchor head; 10. n1 backing plates; 11. an N2 backing plate; 12. double-spliced channel steel; 13. wrapping a plastic film; 14. and (3) cement paste.

Detailed Description

It should be noted that, in the present invention, the embodiments and features of the embodiments may be combined with each other without conflict. The present invention will be described in detail below with reference to the accompanying drawings in conjunction with embodiments.

In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only some embodiments of the present invention, not all embodiments. The following description of at least one exemplary embodiment is merely illustrative in nature and is in no way intended to limit the invention, its application, or uses. Based on the embodiments in the present invention, all other embodiments obtained by a person skilled in the art without creative work belong to the protection scope of the present invention.

It is noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of exemplary embodiments according to the invention. As used herein, the singular forms "a", "an", and "the" are intended to include the plural forms as well, and it should be understood that when the terms "comprises" and/or "comprising" are used in this specification, they specify the presence of stated features, steps, operations, devices, components, and/or combinations thereof, unless the context clearly indicates otherwise.

Unless specifically stated otherwise, the relative arrangement of the components and steps, the numerical expressions, and numerical values set forth in these embodiments do not limit the scope of the present invention. Meanwhile, it should be understood that the sizes of the respective portions shown in the drawings are not drawn in an actual proportional relationship for the convenience of description. Techniques, methods, and apparatus that are known by one of ordinary skill in the relevant art may not be discussed in detail but are intended to be part of the specification where appropriate. Any specific values in all examples shown and discussed herein are to be construed as exemplary only and not as limiting. Thus, other examples of the exemplary embodiments may have different values. It should be noted that: like reference numbers and letters refer to like items in the following figures, and thus, once an item is defined in one figure, further discussion thereof is not required in subsequent figures.

In the description of the present invention, it should be understood that the directions or positional relationships indicated by the directional terms such as "front, back, up, down, left, right", "horizontal, vertical, horizontal" and "top, bottom", etc., are usually based on the directions or positional relationships shown in the drawings, and are only for convenience of description and simplification of the description, and in the case of not making a contrary explanation, these directional terms do not indicate and imply that the device or element referred to must have a specific direction or be constructed and operated in a specific direction, and therefore, should not be interpreted as limiting the scope of the present invention: the terms "inner and outer" refer to the inner and outer relative to the profile of the respective component itself.

For ease of description, spatially relative terms such as "over 8230 \ 8230;,"' over 8230;, \8230; upper surface "," above ", etc. may be used herein to describe the spatial relationship of one device or feature to another device or feature as shown in the figures. It will be understood that the spatially relative terms are intended to encompass different orientations of the device in use or operation in addition to the orientation depicted in the figures. For example, if a device in the figures is turned over, devices described as "above" or "on" other devices or configurations would then be oriented "below" or "under" the other devices or configurations. Thus, the exemplary terms "at 8230; \8230; above" may include both orientations "at 8230; \8230; above" and "at 8230; \8230; below". The device may be otherwise variously oriented (rotated 90 degrees or at other orientations) and the spatially relative descriptors used herein interpreted accordingly.

It should be noted that the terms "first", "second", and the like are used to define the components, and are only used for convenience of distinguishing the corresponding components, and the terms do not have special meanings unless otherwise stated, and therefore, the scope of the present invention should not be construed as being limited.

As shown in fig. 1 to 4, an existing high slope supporting structure adjacent to a deep foundation pit excavation area is characterized by comprising an existing adjacent high slope retaining wall 1 and a plurality of steel pipe piles 4 arranged in parallel, wherein the bottoms of the steel pipe piles vertically penetrate into a slope, the top ends of the steel pipe piles 4 and the top end of the existing adjacent high slope retaining wall 1 are fixedly connected through crown beams 2, and the crown beams 2 are connected into a whole by adopting steel plates. Steel-pipe pile 4 with contained angle (30 ° in this embodiment) has between the existing neighbouring high slope retaining wall 1, the bottom of steel-pipe pile is the sealed setting of 45 toper, be provided with a plurality of injected hole 6 on the steel-pipe pile, the aperture is 30mm, every injected hole 6's below all is provided with barb 7, barb 7 with 4 fixed connection of steel-pipe pile. Barb 7 is cube angle steel, angle steel parameter be 60mm 50mm 20mm (length x width x thickness) with 4 outer walls of steel-pipe pile are 30 contained angles, and the barb structure has improved greatly frictional force between steel-pipe pile 4 and the soil body makes the soil body more stable.

One end of each prestressed anchor cable 3 penetrates through a soil body 8 in a space surrounded by the existing adjacent high slope retaining wall 1 and the steel pipe pile 4 along a direction perpendicular to the existing adjacent high slope retaining wall 1 to enter the slope, and the other end of each prestressed anchor cable 3 is fixed on the wall surface of the existing adjacent high slope retaining wall 1.

The end part of the prestressed anchor cable 3 is fixed on the wall surface of the existing high slope retaining wall 1 through a steel beam waist 5. The steel beam waist 5 comprises double-spliced channel steel 12 installed on the existing high slope retaining wall 1, an N1 base plate 10 is fixed at an opening of the outer side of the double-spliced channel steel 12, an N2 base plate 11 is fixed at the center of the outer side of the N1 base plate 10, an anchor head 9 is fixed at the center of the N2 base plate 11, and one end, close to the steel beam waist 5, of the prestressed anchor cable penetrates through the N1 base plate 10, the N2 base plate 11 and the anchor head 9 to be fixedly connected. The prestressed anchor cables share one double-spliced channel steel 12, the double-spliced channel steel 12 comprises an upper channel steel and a lower channel steel, and the lower channel steel and the upper channel steel are combined into a whole by adopting steel bars. And cement slurry 14 is fixed at the end part of one end of the prestressed anchor cable 3 positioned in the side slope.

In this embodiment, the side slope is an existing adjacent side slope 11m high, and the existing adjacent high side slope retaining wall 1 is a gravity retaining wall.

In the present embodiment, the construction sequence of the steel pipe pile 4 is:

(1) Manufacturing a steel pipe pile 4: every a plurality of injected holes 6 of evenly distributed on the steel-pipe pile 4, every injected hole below all is equipped with barb 7, barb 7 with the outer wall of steel-pipe pile 4 passes through the welding rigid connection, what barb 7 adopted is the higher cube angle steel of intensity, angle steel parameter be 60mm 50mm 20mm (length x width x thickness) with 4 outer walls of steel-pipe pile are 30 contained angles, and the barb structure has improved greatly frictional force between steel-pipe pile 4 and the soil body makes the soil body more stable. The bottom of the steel pipe pile 4 is of a closed conical structure, and the conical angle is 45 degrees.

(2) Bottom cleaning: ensure that the base surface is flat and free of virtual slag before the construction of the steel pipe pile 4.

(3) Measuring, positioning and paying off: marking the position of the pile core and marking the size and the position of the pile diameter by using red paint.

(4) Drilling and controlling verticality: and after the drilling machine is in place and leveled, drilling according to the position of the opening, connecting the drill rod until the design depth, and then cleaning the hole to prepare for pipe laying. In order to ensure the verticality, the field needs to be dense and flat, and the drilling machine should be provided with an accurate and flexible verticality control system. During construction, two theodolites are erected on the front and the side of a drilling machine, the verticality of a drill rod and a pile is corrected, the drill rod and the pile are driven for 1-2 m, the verticality is corrected again, and then the pile is driven formally. The inclination is allowed to be controlled by 0.5/100 of the pile length. And if the pile position is not right or inclined in the initial stage, pulling out the steel pipe pile after the pile position is adjusted, and inserting and driving again.

(5) Tube laying: and (3) hoisting the first section of pile by using a 50-ton crane until the pile top is 60-80 mm higher than the ground, and then stopping pile splicing until the pile reaches the designed position.

(6) Connecting steel pipes: the steel pipe pile 4 adopts groove welding, and before welding, water, oil, rust and other dirt in the groove must be removed. And placing the lining hoop on a stop block on the inner side of the lower pile section, performing sectional symmetrical spot welding close to the inner wall of the tubular pile, then hanging the upper pile section, placing the groove on the welding bead, adjusting the opening gap of the upper pile section and the lower pile section to be 2-3 mm, correcting the verticality by using a theodolite, and then performing welding. Welding should be carried out symmetrically, multilayer welding is applied, the welding seam joints of all layers of the steel pipe pile should be staggered, and welding slag should be removed from all layers. During construction, welders with good quality, skilled technology and rich experience are selected to construct the welding structure strictly according to welding specifications. The welding equipment must perform well. During welding construction, quality management needs to be enhanced. And adding lining stiffening plates at the butt joint of the steel pipe pile, wherein the width of each stiffening plate is 30mm, and the thickness of each stiffening plate is 10mm. The stiffening plate is welded firmly with the upper pile and the lower pile. After the stiffening plate is welded, the stiffening plate can be pressed in after being cooled for 5 minutes.

(7) Grouting cement slurry: after the tube discharging is finished, 1:1, grouting cement paste, mixing the cement paste on site, extending a grouting pipe orifice to the bottom of a pipe through a high-pressure grouting pump, performing retreating grouting, grouting for one section, lifting the pipe orifice for one section, and ensuring that the grouting pipe orifice is below the grout surface. The grouting must be continued to prevent the concrete in the pile from becoming less dense. The slurry is mixed according to the mixing proportion, and the thickness condition can be adjusted according to the field.

(8) Clearing and transporting the slurry: the mud and the slag generated by drilling holes are cleaned by a specially-assigned person, so that the mud is prevented from entering the drilling holes.

The construction sequence of the prestressed anchor cable 3 is as follows:

the prestressed anchor cable 3 is prepared by selecting three low-relaxation prestressed steel strands, namely

The steel strand design value is 1860kN. The prestressed anchor cable 3 is woven on site while drilling, the inner anchoring section (the part fixed with the cement slurry 14) adopts a corrugated shape, and the free tensioning section adopts a linear shape. The steel strand blanking length = anchoring section + free tensioning section + steel beam waist 5 thickness + jack length. The steel strand should be strictly setAnd (5) sizing and blanking, wherein the length error of each strand is not more than 50mm. And marking the free tensioning section and the inner anchoring section by sub-packets, and processing the anchor cable in the range of the inner anchoring section every 2m to manufacture an anchor cable bracket. The steel strand of the free tension section is put into a plastic tube (or wrapped by a plastic film 13) and coated with grease, and the end of the inner anchoring section is smoothly put for standby after a guide cap is arranged at the end of the inner anchoring section.

The prestressed anchor cable 3 adopts

The foundation pit supporting anchor cable is set to be 2.0m away from the top of the slope for the first time, 1 cable is set for each 2.0m of excavation depth along the depth of the foundation pit for the subsequent time, and 3 cables are arranged in total. The horizontal distance between the prestressed anchor cables 3 is 1.5m. The length of the prestressed anchor cable 3 is 10m, wherein the free end is 6m, and the fixed end is 4m. The prestressed anchor cable 3 is connected with the double-spliced channel steel 12 of the model 2 and 20 in the same layer in the transverse direction. M30 cement slurry is adopted for grouting. The tension anchorage forces are 250kN and 260kN.

(1) Drilling and positioning: and (3) finding a set elevation about 1m below the elevation of the prestressed anchor cable 3 by a measurer according to a drawing, releasing the elevation position of the layer of the prestressed anchor cable 3, and marking by using red paint to ensure the position to be accurate.

Drilling: drilling is a key process for controlling the construction period in anchor cable construction. In order to ensure the drilling efficiency and the drilling quality, a down-the-hole percussion drill is adopted. The anchor cable drilling diameter adopts 150mm drill bit, and the drilling inclination is 15. Before drilling, hole positions are determined according to design requirements, and marking is carried out, wherein the horizontal hole distance error of the prestressed anchor cable 3 is not more than 50mm, and the vertical hole distance error is not more than 100mm. The depth of the drilled hole is not less than the designed size and not more than 1% of the designed length, and the deflection size of the bottom of the drilled hole is not more than 3% of the length of the anchor cable. When the drilling machine drills a well, drill rods needed by drilling are placed in order according to the designed length of the prestressed anchor cable 3, the drill rods are used up, and the hole depth is just in place. The drilling depth exceeds the designed length of the prestressed anchor cable 3 by about 0.5 m. And after drilling, pulling out the drill rod and the drilling tool one by one, and cleaning the impacter for later use. And (4) checking the hole depth by using a polyethylene pipe, blowing the hole by using high-pressure wind, and pulling out the polyethylene pipe and plugging the orifice when dust in the hole is completely blown and the hole depth is not less than the designed length of the anchor cable.

And (3) anchor cable installation: before the prestressed anchor cables 3 are installed in the anchor cable holes, whether the numbers of the prestressed anchor cables 3 are consistent with the hole numbers or not is checked, and after the numbers are confirmed to be correct, the prestressed anchor cables 3 can be installed by clearing the holes once with high-pressure air. And binding the grouting pipe and the prestressed anchor cable 3 together and putting the grouting pipe and the prestressed anchor cable into the drill hole. The putting angle of the rod body is consistent with the drilling angle, the force is uniformly exerted during putting and conveying, the left-right swinging is avoided, whether the positioning of the grout stopping sealing device is accurate or not is checked, a damaged person needs to replace the grout stopping sealing device, and whether the exhaust pipe is smooth or not is often checked.

Normal pressure grouting: the grouting liquid adopts M30 cement paste. Adopting gravity or low pressure (0.4-0.6 MPa) grouting, adopting bottom grouting mode, inserting the bottom end of the conduit into the hole bottom (preferably 100-200mm from the hole bottom), slowly withdrawing the conduit at uniform speed while grouting, and the grout outlet of the conduit should be always below the surface of the grout in the hole to ensure that all the gas in the hole can escape, when the cement grout flows out from the hole opening, indicating that the grouting is full, and stopping grouting.

Mounting the steel beam waist 5: the steel beam waist 5 has the function of connecting the prestressed anchor cables 3 into a whole, the stress of the foundation pit is uniform, and the next step of tensioning the prestressed anchor cables 3 can be normally carried out. The upper channel steel and the lower channel steel are fixedly connected by C25 steel bar welding, and the clear distance between the upper channel steel and the lower channel steel is 100mm, so that the steel strand can be ensured to penetrate out. The penetrating positions of the steel strands adopt the N1 backing plate 10 and the N2 backing plate 11, and the aperture of a hole formed in the middle of the N1 backing plate and the hole is 50mm.

Tensioning a prestressed anchor cable 3: when the strength of the anchoring body reaches 15.0MPa or 75 percent of the designed strength, tensioning can be carried out. Before the prestressed anchor cable 3 is tensioned, the tensioning equipment is calibrated. Before formal tensioning, the pre-tensioning is carried out once by taking 0.1-0.2 times of the design value, so that all parts of the prestressed anchor cable are tightly contacted, and the prestressed anchor cable 3 rod body is completely straight. And (3) formally tensioning the prestressed anchor cable 3, firstly, not installing an anchorage device clamping piece, loading the tensioning load step by step according to 10%, 25%, 50%, 75% and 110% of the designed tension value of the prestressed anchor cable 3, wherein the observation time of each stage of load is not less than 5 minutes, and tensioning the next stage of load after deformation is stable. And after tensioning is finished, painting red paint on the joint of the locking anchor clamp and the prestressed anchor cable 3, and if the paint is found to have larger crack, performing prestressed compensation tensioning.

External protection: after hole sealing and grouting, 500mm steel strands are reserved from the anchor measuring position, the rest parts are cut off, and a cement mortar protective layer with the thickness not less than 50mm is coated outside the steel strands.

Drawing the anchor cable: (1) the detection number is not less than 5% of the total number of the prestressed anchor cables 3, and the detection number of the prestressed anchor cables 3 in the same soil layer is not less than 3. (2) The detection test is carried out after the strength of the grouting consolidation body of the inner anchoring section reaches 15MPa or 75% of the designed strength. (3) The pre-stressed anchor cable 3 is detected and selected by adopting a random sampling method. (4) The uplift bearing capacity detection value is determined according to the technical regulation of building foundation pit support (JGJ 120-2012). (5) The detection test is carried out according to the acceptance test method of technical code for supporting foundation pits of buildings. (6) When the detected prestressed anchor cable 3 is unqualified, the detection number is required to be enlarged.

Finally, it should be noted that: the above embodiments are only used to illustrate the technical solution of the present invention, and not to limit the same; although the present invention has been described in detail with reference to the foregoing embodiments, it should be understood by those skilled in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some or all of the technical features may be equivalently replaced; such modifications and substitutions do not depart from the spirit and scope of the present invention.

Claims (7)

1. The utility model provides an existing high side slope supporting structure of neighbouring deep basal pit excavation region, its characterized in that, including existing neighbouring high side slope retaining wall (1) and a plurality of parallel arrangement's steel-pipe pile (4), the bottom of steel-pipe pile vertically penetrates in the side slope, just the top of steel-pipe pile (4) with the top of existing neighbouring high side slope retaining wall (1) is through hat beam (2) fixed connection, steel-pipe pile (4) with have the contained angle between existing neighbouring high side slope retaining wall (1), the sealed setting in bottom of steel-pipe pile, be provided with a plurality of slip casting holes (6) on the steel-pipe pile, the one end of a plurality of prestressed anchorage cable (3) is passed along the perpendicular to pass in the direction of existing neighbouring high side slope retaining wall (1) with the space that steel-pipe pile (4) encloses gets into in the side slope, the other end of prestressed anchorage cable (3) is fixed on the wall of existing neighbouring high side slope retaining wall (1).

2. The existing high slope supporting structure adjacent to a deep foundation pit excavation region according to claim 1, wherein a barb (7) is arranged below each grouting hole (6), and the barb (7) is fixedly connected with the steel pipe pile (4).

3. The existing high slope supporting structure adjacent to the excavated area of the deep foundation pit according to claim 1, wherein an end of the prestressed anchorage cable (3) is fixed to a wall surface adjacent to the existing high slope retaining wall (1) through a girder waist (5).

4. The existing high slope supporting structure adjacent to a deep foundation pit excavation area according to claim 3, wherein the steel beam waist (5) comprises a double-spliced channel steel (12) installed on the wall surface adjacent to the high slope retaining wall (1), an N1 backing plate (10) is fixed at an opening of the outer side of the double-spliced channel steel (12), an N2 backing plate (11) is fixed at the center of the outer side of the N1 backing plate (10), an anchor head (9) is fixed at the center of the N2 backing plate (11), and one end, close to the steel beam waist (5), of the prestressed anchor cable penetrates through the N1 backing plate (10), the N2 backing plate (11) and the anchor head (9) to be fixedly connected.

5. The existing high slope supporting structure adjacent to a deep foundation pit excavation region, according to claim 4, wherein a plurality of prestressed anchor cables share one double-spliced channel (12), the double-spliced channel (12) comprises an upper channel and a lower channel, and the lower channel and the upper channel are combined into a whole by adopting steel bars.

6. An existing high slope supporting structure adjacent to an excavation area of a deep foundation pit according to claim 1, wherein a grout (14) is fixed to an end of the prestressed anchor rope (3) at one end located inside the slope.

7. An existing high slope supporting structure adjacent to an excavated area of a deep foundation pit according to claim 1, wherein a plurality of the crown beams (2) are integrally connected using steel plates.

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