CN219671310U - Prestress anchor cable special-shaped pile plate wall structure - Google Patents
Prestress anchor cable special-shaped pile plate wall structure Download PDFInfo
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- CN219671310U CN219671310U CN202320890241.2U CN202320890241U CN219671310U CN 219671310 U CN219671310 U CN 219671310U CN 202320890241 U CN202320890241 U CN 202320890241U CN 219671310 U CN219671310 U CN 219671310U
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- 238000011065 in-situ storage Methods 0.000 claims abstract description 48
- 239000002689 soil Substances 0.000 claims abstract description 34
- 230000000149 penetrating effect Effects 0.000 claims abstract description 10
- 229910000831 Steel Inorganic materials 0.000 claims description 83
- 239000010959 steel Substances 0.000 claims description 83
- 206010066054 Dysmorphism Diseases 0.000 claims description 8
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 13
- 125000006850 spacer group Chemical group 0.000 description 3
- 239000011150 reinforced concrete Substances 0.000 description 2
- 239000004567 concrete Substances 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000010079 rubber tapping Methods 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
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Abstract
The utility model discloses a prestress anchor rope special-shaped pile plate wall structure, which comprises a plurality of special-shaped piles distributed along the extending direction of the side wall of a mountain, a soil retaining plate part arranged between two adjacent special-shaped piles and a plurality of prestress anchor ropes penetrating through the special-shaped piles and extending into the mountain, wherein each special-shaped pile comprises a T-shaped cast-in-situ pile and a rectangular cast-in-situ pile integrally cast with the T-shaped cast-in-situ pile, each soil retaining plate part comprises a top soil retaining plate part, a middle soil retaining plate part and a bottom soil retaining plate part, and connecting pieces are arranged at overlapping and splicing positions of the top soil retaining plate part and the uppermost middle soil retaining plate part, the two adjacent middle soil retaining plate parts and the middle soil retaining plate part and the bottom soil retaining plate part. The utility model has the advantages of simple structure, reasonable design, improvement of the connection integrity of the retaining plate components, reduction of the weight of the precast slab, simple construction, easy guarantee of construction quality and strong practicability.
Description
Technical Field
The utility model belongs to the technical field of roadbed slope retaining structures, and particularly relates to a pre-stressed anchor cable special-shaped pile plate wall structure.
Background
The sheet pile wall is a soil retaining structure formed by upright strip-shaped members for resisting lateral soil pressure, can effectively resist soil around a foundation pit and prevent water seepage or soil sliding, and is widely applied to projects such as railway and highway engineering filling subgrade support, cutting slope protection and the like. Chinese patent CN101838998A discloses a prestressed anchor cable pile board wall along the shoulder of a river, which comprises a lower round pile, a middle connecting beam, an upper T-shaped column, a prefabricated retaining plate and a prestressed anchor cable, wherein the round pile, the connecting beam and the T-shaped column are sequentially connected from bottom to top, the retaining plate is placed inside each two T-shaped columns, one end of the anchor cable is anchored into a rock stratum, and the other end of the anchor cable passes through a preformed hole on the T-shaped column. However, the soil retaining plate in the structure adopts the concrete precast plate, the splicing integrity is poor, and when the soil pressure is the same, the soil retaining plate is thicker than the cast-in-situ plate, so that the precast plate has larger weight and the construction quality is difficult to ensure.
Disclosure of Invention
Aiming at the defects in the prior art, the utility model provides the prestress anchor cable special-shaped pile plate wall structure which is simple in structure and reasonable in design, and the retaining plates are embedded in the form of corrugated steel plates on the back surfaces of the precast plates and are spliced in an overlapping manner, so that the connection integrity of retaining plate parts is improved, the weight of the precast plates is reduced, the construction is simple, and the construction quality is easy to ensure.
In order to solve the technical problems, the utility model adopts the following technical scheme: the utility model provides a prestressing force anchor rope dysmorphism stake sheet wall structure which characterized in that: the special-shaped piles comprise T-shaped cast-in-situ piles and rectangular cast-in-situ piles integrally cast with the T-shaped cast-in-situ piles, wherein the special-shaped piles are arranged along the extending direction of the side wall of the mountain body, the middle retaining plate parts comprise a plurality of top retaining plate parts, middle retaining plate parts and bottom retaining plate parts, the middle retaining plate parts are spliced in sequence from top to bottom along the height direction of the pile body of the T-shaped cast-in-situ pile, and the top retaining plate parts, the middle retaining plate parts and the bottom retaining plate parts are all provided with through drain holes;
the top retaining plate component and the uppermost middle retaining plate component, the two adjacent middle retaining plate components and the overlapping and splicing position of the lowermost middle retaining plate component and the bottom retaining plate component are respectively provided with a connecting piece;
the top soil retaining plate member, the middle soil retaining plate member and the bottom soil retaining plate member each comprise a prefabricated plate and a corrugated steel plate.
Foretell prestressing force anchor rope dysmorphism stake sheet wall structure, its characterized in that: the top soil retaining plate component comprises a top precast plate and a top corrugated steel plate embedded in the back surface of the top precast plate, and the part of the top corrugated steel plate extending out of the lower end of the top precast plate is a top lower connecting section;
the middle soil retaining plate component comprises a middle precast slab and a middle corrugated steel plate embedded in the back of the middle precast slab, wherein the part of the middle corrugated steel plate extending out of the upper end of the middle precast slab is a middle upper connecting section, and the part of the middle corrugated steel plate extending out of the lower end of the middle precast slab is a middle lower connecting section; the overlapped and spliced parts of the middle upper connecting sections and the middle lower connecting sections of the two adjacent middle retaining plate components are connected through connecting pieces;
the bottom retaining plate component comprises a bottom precast slab and a bottom corrugated steel plate embedded on the back surface of the bottom precast slab, and the part of the bottom corrugated steel plate extending out of the upper end of the bottom precast slab is a bottom upper connecting section;
the overlapped and spliced part of the top lower connecting section and the uppermost middle upper connecting section is connected through a connecting piece;
and the overlapped and spliced part of the bottom upper connecting section and the middle lower connecting section at the lowest end is connected through a connecting piece.
Foretell prestressing force anchor rope dysmorphism stake sheet wall structure, its characterized in that: the special-shaped piles are located at the junction of the mountain and the road shoulder line, the T-shaped cast-in-situ piles are located above the road shoulder line, and the rectangular cast-in-situ piles are located below the road shoulder line.
Foretell prestressing force anchor rope dysmorphism stake sheet wall structure, its characterized in that: and a plurality of pegs are welded on the top corrugated steel plate, the middle corrugated steel plate and the bottom corrugated steel plate, and are respectively embedded in the top precast slab, the middle precast slab and the bottom precast slab.
Foretell prestressing force anchor rope dysmorphism stake sheet wall structure, its characterized in that: a plurality of connecting steel bars are pre-buried on the overhanging flange of the T-shaped cast-in-situ pile along the height direction, mounting holes for the connecting steel bars to penetrate are formed in the two ends of the top retaining plate component, the middle retaining plate component and the bottom retaining plate component, and locking nuts are arranged at the ends of the connecting steel bars penetrating through the mounting holes; the top of the top retaining plate component is flush with the top of the T-shaped cast-in-situ pile, and the bottom of the bottom retaining plate component is flush with the bottom of the T-shaped cast-in-situ pile.
Foretell prestressing force anchor rope dysmorphism stake sheet wall structure, its characterized in that: the middle upper connecting section of connecting section and the uppermost in the top down overlaps the concatenation department, and the middle upper connecting section of two adjacent middle retaining plate parts overlaps the concatenation department with the middle lower connecting section and the middle lower connecting section of bottom upper connecting section and the middle lower connecting section of lowermost overlap the concatenation department and all be the dislocation and lay around, the dislocation interval is monolithic corrugated steel plate thickness around top corrugated steel plate and the middle corrugated steel plate of uppermost, two adjacent middle corrugated steel plates and the middle corrugated steel plate of lowermost and bottom corrugated steel plate.
Foretell prestressing force anchor rope dysmorphism stake sheet wall structure, its characterized in that: the pre-stressed anchor cables comprise anchor heads connected to the T-shaped cast-in-situ pile, anchor sections anchored in the mountain body and free sections connecting the anchor heads and the anchor sections, the pre-stressed anchor cables are obliquely and parallelly distributed along the height direction of the T-shaped cast-in-situ pile body, and the end part of each pre-stressed anchor cable penetrating into the mountain body is lower than the end part of each pre-stressed anchor cable extending out of the T-shaped cast-in-situ pile.
Compared with the prior art, the utility model has the following advantages:
1. the retaining plate component adopts the form of embedding corrugated steel plates on the precast slabs, utilizes the characteristics of light dead weight and high strength of the steel plates, effectively improves the retaining strength of the retaining plate component, ensures the safety and reliability of the structure, reduces the weight of the precast slabs, and has simple construction and easy guarantee of construction quality.
2. Every two adjacent soil retaining plate parts overlap the splice and all are provided with the connecting piece, will splice in proper order the soil retaining plate part through the connecting piece and connect into a whole, not only can promote the wholeness of structure, can prevent effectively moreover that the soil body from following the concatenation gap and run off, reduced the soil body risk of collapsing.
In conclusion, the novel retaining plate is simple in structure and reasonable in design, the corrugated steel plates are embedded into the back surfaces of the precast slabs, the connection integrity of retaining plate components is improved, the retaining strength is effectively improved, the weight of the precast slabs is reduced, the construction is simple, and the construction quality is easy to guarantee.
The technical scheme of the utility model is further described in detail through the drawings and the embodiments.
Drawings
FIG. 1 is a schematic vertical section view of a special-shaped pile plate wall structure of a prestressed anchor cable.
Fig. 1-1 is a schematic view of the construction of the top retaining plate assembly of the present utility model.
Fig. 1-2 are schematic views of the construction of the intermediate retaining plate assembly of the present utility model.
Figures 1-3 are schematic views of the construction of the bottom retaining plate assembly of the present utility model.
Fig. 2 is a plan view of the special-shaped pile plate wall structure of the prestressed anchor cable.
Fig. 3 is a schematic cross section of the special-shaped pile plate wall structure of the prestressed anchor cable.
Fig. 4 is a schematic structural view of the special-shaped pile of the present utility model.
FIG. 5 is a cross-sectional view I-I of FIG. 4.
FIG. 6 is a section II-II of FIG. 4.
Fig. 7 is a schematic view of the cable construction of the present utility model.
Reference numerals illustrate:
1-special-shaped piles; 1-T type cast-in-situ pile; 1-2-rectangular cast-in-situ piles;
1-3-connecting steel bars; 1-4-locking nut; 2-a retaining plate member;
2-1-top retaining plate members; 2-11-top prefabricated panels; 2-12-top corrugated steel plate;
2-13-top lower connection section; 2-an intermediate retaining plate member; 2-21-middle precast slabs;
2-22, a middle corrugated steel plate; 2-23-middle upper connecting section; 2-24-middle lower connecting section;
2-3-bottom retaining plate members; 2-31-bottom prefabricated panels; 2-32 parts of bottom corrugated steel plates;
2-33, a bottom upper connecting section; 2-4-water discharge holes; 2-5-connecting piece;
2-6-pegs; 2-7-mounting holes; 3-a pre-stress anchor cable;
3-1-anchor head; 3-11-an anchor; 3-12 steel backing plates;
3-13-reinforced concrete anchor piers; 3-2-an anchor segment; 3-21—a first steel strand;
3-22, a first grouting pipe; 3-23-a first expansion ring; 3-24-guiding the pointed cone;
3-25-a first tightening ring; 3-26 positioning sheets; 3-free section;
3-31-second steel strand; 3-32-an anti-corrosion sleeve; 3-33-a second grouting pipe;
3-34-a secondary grouting pipe; 3-35-a second expansion ring; 3-36-a second tightening ring;
4-mountain; 5-road shoulder line;
Detailed Description
The special-shaped pile plate wall structure of the prestressed anchor rope comprises a plurality of special-shaped piles 1 which are distributed along the extending direction of the side wall of a mountain 4, a plurality of retaining plate parts 2 which are arranged between two adjacent special-shaped piles 1 and a plurality of prestressed anchor ropes 3 which are penetrated in the special-shaped piles 1 and extend into the mountain 4, wherein each special-shaped pile 1 comprises a T-shaped cast-in-situ pile 1-1 and a rectangular cast-in-situ pile 1-2 which is integrally cast with the T-shaped cast-in-situ pile 1-1, each retaining plate part 2 comprises a top retaining plate part 2-1, a middle retaining plate part 2-2 and a bottom retaining plate part 2-3, the middle retaining plate parts 2-2 are sequentially spliced from top to bottom along the height direction of the T-shaped cast-in-situ pile 1, and the top retaining plate parts 2-1, the middle retaining plate parts 2-2 and the bottom retaining plate parts 2-3 are all provided with penetrating drain holes 2-4;
the joint parts of the top retaining plate part 2-1 and the uppermost middle retaining plate part 2-2, the two adjacent middle retaining plate parts 2-2 and the lowest middle retaining plate part 2-2 and the bottom retaining plate part 2-3 are respectively provided with a connecting piece 2-5;
the top retaining plate member 2-1, the middle retaining plate member 2-2 and the bottom retaining plate member 2-3 each comprise a prefabricated panel and a corrugated steel panel.
In this embodiment, the top earth-retaining plate member 2-1 and the uppermost middle earth-retaining plate member 2-2, the two adjacent middle earth-retaining plate members 2-2 and the lowermost middle earth-retaining plate member 2-3 are all provided with connecting pieces 2-5 at the overlapping joint positions so as to connect the earth-retaining plate members 2 into a whole through the connecting pieces 2-5, thereby improving the integrity of the earth-retaining plate member 2, and the top earth-retaining plate member 2-1, the middle earth-retaining plate member 2-2 and the bottom earth-retaining plate member 2-3 are all composed of precast slabs and corrugated steel plates so as to utilize the characteristic of light dead weight and high strength of the corrugated steel plates, thereby reducing the dead weight of the earth-retaining plate member 2 while improving the earth-retaining strength of the earth-retaining plate member 2.
In this embodiment, as shown in fig. 5, the T-shaped cast-in-situ pile 1-1 is a T-shaped cross section.
In this embodiment, as shown in fig. 6, the rectangular cast-in-situ pile 1-2 is rectangular in cross section.
In this embodiment, the number of the intermediate retaining plate members 2-2 is 3.
In this embodiment, the connecting member 2-5 is a self-tapping screw.
In this embodiment, the top retaining plate component 2-1 includes a top precast slab 2-11 and a top corrugated steel plate 2-12 embedded in the back of the top precast slab 2-11, where the top corrugated steel plate 2-12 extends out of the lower end of the top precast slab 2-11 and is a top lower connecting section 2-13;
the middle soil-retaining plate component 2-2 comprises a middle precast slab 2-21 and a middle corrugated steel plate 2-22 embedded in the back surface of the middle precast slab 2-21, wherein the part of the middle corrugated steel plate 2-22 extending out of the upper end of the middle precast slab 2-21 is a middle upper connecting section 2-23, and the part of the middle corrugated steel plate 2-22 extending out of the lower end of the middle precast slab 2-21 is a middle lower connecting section 2-24; the overlapped and spliced parts of the middle upper connecting sections 2-23 and the middle lower connecting sections 2-24 of the adjacent two middle retaining plate parts 2-2 are connected through connecting pieces 2-5;
the bottom retaining plate component 2-3 comprises a bottom precast slab 2-31 and a bottom corrugated steel plate 2-32 embedded in the back surface of the bottom precast slab 2-31, wherein the part of the bottom corrugated steel plate 2-32 extending out of the upper end of the bottom precast slab 2-31 is a bottom upper connecting section 2-33;
the overlapped and spliced part of the top lower connecting section 2-13 and the uppermost middle upper connecting section 2-23 is connected through a connecting piece 2-5;
the overlapped and spliced part of the bottom upper connecting section 2-33 and the middle lower connecting section 2-24 at the lowest end is connected through a connecting piece 2-5.
In this embodiment, the connecting members 2-5 are respectively arranged at the positions of the wave crest and the wave trough at the overlapped and spliced position in a penetrating manner.
In this embodiment, the height of the overlap splice is much smaller than the heights of the top prefabricated panels 2-11, the middle prefabricated panels 2-21 and the bottom prefabricated panels 2-31.
In this embodiment, the special-shaped pile 1 is located at the junction of the mountain 4 and the shoulder line 5, the T-shaped cast-in-situ pile 1-1 is above the shoulder line 5, and the rectangular cast-in-situ pile 1-2 is below the shoulder line 5.
In this embodiment, a plurality of studs 2-6 are welded on the top corrugated steel plate 2-12, the middle corrugated steel plate 2-22 and the bottom corrugated steel plate 2-32, and the studs 2-6 are respectively embedded in the top precast plate 2-11, the middle precast plate 2-21 and the bottom precast plate 2-31.
In this embodiment, the pegs 2-6 are welded to the trough positions of the top deck plate 2-12, the middle deck plate 2-22, and the bottom deck plate 2-32, respectively.
In the embodiment, a plurality of connecting steel bars 1-3 are pre-buried on an overhanging flange of the T-shaped cast-in-situ pile 1-1 along the height direction, mounting holes 2-7 for the connecting steel bars 1-3 to penetrate are formed at two ends of the top retaining plate component 2-1, the middle retaining plate component 2-2 and the bottom retaining plate component 2-3, and locking nuts 1-4 are arranged at the end parts of the connecting steel bars 1-3 penetrating through the mounting holes 2-7; the top of the top retaining plate component 2-1 is flush with the top of the T-shaped cast-in-situ pile 1-1, and the bottom of the bottom retaining plate component 2-3 is flush with the bottom of the T-shaped cast-in-situ pile 1-1.
In this embodiment, the mounting holes are respectively located at the first trough positions at the two ends of the top corrugated steel plate 2-12, the middle corrugated steel plate 2-22 and the bottom corrugated steel plate 2-32.
In this embodiment, the width of the overhanging flanges of the T-shaped cast-in-situ pile 1-1 is much smaller than the width of the retaining plate member 2.
In this embodiment, the overlapping and splicing position of the top lower connecting section 2-13 and the uppermost middle upper connecting section 2-23, the overlapping and splicing position of the middle upper connecting section 2-23 and the middle lower connecting section 2-24 of the adjacent two middle retaining plate components 2-2, and the overlapping and splicing position of the bottom upper connecting section 2-33 and the lowermost middle lower connecting section 2-24 are all arranged in a front-back staggered manner, and the front-back staggered spacing of the top corrugated steel plate 2-12 and the uppermost middle corrugated steel plate 2-22, the adjacent two middle corrugated steel plates 2-22, and the front-back staggered spacing of the lowermost middle corrugated steel plate 2-22 and the bottom corrugated steel plate 2-32 are all single corrugated steel plate thicknesses.
In this embodiment, the front of the top retaining plate part 2-1 is tightly attached to the back of the overhanging flange of the T-shaped cast-in-place pile 1-1, the front of the middle retaining plate part 2-2 and the back of the overhanging flange of the T-shaped cast-in-place pile 1-1 are separated by a single corrugated steel plate thickness from top to bottom, the front of the middle retaining plate part 2-2 is tightly attached to the back of the overhanging flange of the T-shaped cast-in-place pile 1-1, the front of the third middle retaining plate part 2-2 and the back of the overhanging flange of the T-shaped cast-in-place pile 1-1 are separated by a single corrugated steel plate thickness, and the front of the bottom retaining plate part 2-1 is tightly attached to the back of the overhanging flange of the T-shaped cast-in-place pile 1-1.
In this embodiment, spacers are disposed at the intervals between the front of the first middle retaining plate part 2-2 and the front of the third middle retaining plate part 2-2 and the back of the overhanging flange of the T-shaped cast-in-situ pile 1-1 from top to bottom, and the thickness of the spacers is a single corrugated steel plate, and the spacers are used for ensuring that the intervals between the front of the first middle retaining plate part 2-2 and the front of the third middle retaining plate part 2-2 and the back of the overhanging flange of the T-shaped cast-in-situ pile 1-1 from top to bottom are all kept unchanged.
In this embodiment, the pre-stressed anchor cable 3 includes an anchor head 3-1 connected to the T-shaped cast-in-situ pile 1-1, an anchor section 3-2 anchored in the mountain 4, and a free section 3-3 connecting the anchor head 3-1 and the anchor section 3-2, where a plurality of pre-stressed anchor cables 3 are arranged in parallel in an inclined manner along the height direction of the T-shaped cast-in-situ pile 1-1, and the end of each pre-stressed anchor cable 3 penetrating into the mountain 4 is lower than the end of the pre-stressed anchor cable 3 extending out of the T-shaped cast-in-situ pile 1-1. The anchor head 3-1 comprises an anchor device 3-11 arranged at the end part of the prestressed anchor cable 3, a steel backing plate 3-12 vertically welded on one side end of the anchor cable guide pipe 1-3 and a reinforced concrete anchor pier 3-13 tightly attached to one end face of the anchor device 3-11 close to the T-shaped cast-in-situ pile 1-1, the anchor section 3-2 comprises a first steel strand 3-21, a first grouting pipe 3-22 which is generally arranged along the length direction of the anchor cable 3, a first expansion ring 3-23 which is arranged at intervals of 1m along the length direction of the anchor cable 3, a guide spike 3-24 which is arranged at the end part of the first steel strand 3-21 close to one side end of the mountain body 4, a first tightening ring 3-25 is fixed on the first grouting pipe 3-22, a locating piece 3-26 is arranged on the first expansion ring 3-23, the free section 3-3 comprises a second steel strand 3-31, a second tightening ring 31 is arranged on the second grouting pipe 3-33, a second sleeve 3-36 is arranged along the length direction of the second expansion ring 3-33, and the second grouting pipe 3-33 is generally arranged along the length direction of the second expansion ring 3-36.
In this embodiment, the prestressed anchor cables 3 are all inclined at an angle of 15 ° counterclockwise with respect to the horizontal plane.
The foregoing description is only a preferred embodiment of the present utility model, and is not intended to limit the present utility model, and any simple modification, variation and equivalent structural changes made to the above embodiment according to the technical substance of the present utility model still fall within the scope of the technical solution of the present utility model.
Claims (7)
1. The utility model provides a prestressing force anchor rope dysmorphism stake sheet wall structure which characterized in that: the special-shaped pile (1) comprises a plurality of special-shaped piles (1) which are arranged along the extending direction of the side wall of a mountain (4), a plurality of soil retaining plate parts (2) which are arranged between two adjacent special-shaped piles (1) and a plurality of prestressed anchor cables (3) which are arranged in the special-shaped piles (1) in a penetrating manner and extend into the mountain (4), wherein the special-shaped piles (1) comprise T-shaped cast-in-situ piles (1-1) and rectangular cast-in-situ piles (1-2) which are integrally cast-molded with the T-shaped cast-in-situ piles (1-1), the soil retaining plate parts (2) comprise top soil retaining plate parts (2-1), middle soil retaining plate parts (2-2) and bottom soil retaining plate parts (2-3), the middle soil retaining plate parts (2-2) are sequentially spliced from top to bottom along the height direction of the T-shaped cast-in-situ piles (1), and the top soil retaining plate parts (2-1-2) and the bottom soil retaining plate parts (2-3) are provided with water through holes (2-4);
the top soil-retaining plate component (2-1) and the uppermost middle soil-retaining plate component (2-2), two adjacent middle soil-retaining plate components (2-2) and the overlapping and splicing positions of the lowermost middle soil-retaining plate component (2-2) and the bottom soil-retaining plate component (2-3) are respectively provided with a connecting piece (2-5);
the top soil-retaining plate component (2-1), the middle soil-retaining plate component (2-2) and the bottom soil-retaining plate component (2-3) all comprise precast slabs and corrugated steel plates.
2. A pre-stressed anchor line profiled sheet pile wall structure as defined in claim 1, wherein: the top soil-retaining plate component (2-1) comprises a top precast slab (2-11) and a top corrugated steel plate (2-12) embedded in the back surface of the top precast slab (2-11), wherein the part of the top corrugated steel plate (2-12) extending out of the lower end of the top precast slab (2-11) is a top lower connecting section (2-13);
the middle soil-retaining plate component (2-2) comprises a middle precast slab (2-21) and a middle corrugated steel plate (2-22) embedded on the back surface of the middle precast slab (2-21), wherein the part of the middle corrugated steel plate (2-22) extending out of the upper end of the middle precast slab (2-21) is a middle upper connecting section (2-23), and the part of the middle corrugated steel plate (2-22) extending out of the lower end of the middle precast slab (2-21) is a middle lower connecting section (2-24); the overlapped joint of the middle upper connecting sections (2-23) and the middle lower connecting sections (2-24) of the two adjacent middle retaining plate components (2-2) is connected through a connecting piece (2-5);
the bottom retaining plate component (2-3) comprises a bottom precast slab (2-31) and a bottom corrugated steel plate (2-32) embedded in the back surface of the bottom precast slab (2-31), and the part of the bottom corrugated steel plate (2-32) extending out of the upper end of the bottom precast slab (2-31) is a bottom upper connecting section (2-33);
the overlapped and spliced part of the top lower connecting section (2-13) and the uppermost middle upper connecting section (2-23) is connected through a connecting piece (2-5);
the overlapped and spliced part of the bottom upper connecting section (2-33) and the middle lower connecting section (2-24) at the lowest end is connected through a connecting piece (2-5).
3. A pre-stressed anchor line profiled sheet pile wall structure as defined in claim 1, wherein: the special-shaped pile (1) is positioned at the junction of the mountain (4) and the road shoulder line (5), the T-shaped cast-in-situ pile (1-1) is positioned above the road shoulder line (5), and the rectangular cast-in-situ pile (1-2) is positioned below the road shoulder line (5).
4. A pre-stressed anchor line profiled sheet pile wall structure as defined in claim 2, wherein: a plurality of pegs (2-6) are welded on the top corrugated steel plate (2-12), the middle corrugated steel plate (2-22) and the bottom corrugated steel plate (2-32), and the pegs (2-6) are respectively embedded in the top precast slab (2-11), the middle precast slab (2-21) and the bottom precast slab (2-31).
5. A pre-stressed anchor line profiled sheet pile wall structure as defined in claim 3, wherein: a plurality of connecting steel bars (1-3) are pre-buried on the overhanging flange of the T-shaped cast-in-situ pile (1-1) along the height direction, mounting holes (2-7) for the connecting steel bars (1-3) to penetrate are formed in the two ends of the top retaining plate component (2-1), the middle retaining plate component (2-2) and the bottom retaining plate component (2-3), and locking nuts (1-4) are arranged at the ends of the connecting steel bars (1-3) penetrating through the mounting holes (2-7); the top of the top retaining plate component (2-1) is flush with the top of the T-shaped cast-in-situ pile (1-1), and the bottom of the bottom retaining plate component (2-3) is flush with the bottom of the T-shaped cast-in-situ pile (1-1).
6. A pre-stressed anchor line profiled sheet pile wall structure as defined in claim 2, wherein:
the overlapping joint of the top lower connecting section (2-13) and the uppermost middle upper connecting section (2-23), the overlapping joint of the middle upper connecting section (2-23) and the middle lower connecting section (2-24) of two adjacent middle retaining plate components (2-2) and the overlapping joint of the bottom upper connecting section (2-33) and the lowermost middle lower connecting section (2-24) are all arranged in a front-back staggered mode, and the front-back staggered distance between the top corrugated steel plate (2-12) and the uppermost middle corrugated steel plate (2-22), between the two adjacent middle corrugated steel plates (2-22) and the front-back staggered distance between the middle corrugated steel plate (2-22) and the bottom corrugated steel plate (2-32) are all single corrugated steel plate thicknesses.
7. A pre-stressed anchor line profiled sheet pile wall structure as defined in claim 1, wherein: the pre-stressed anchor cables (3) comprise anchor heads (3-1) connected to the T-shaped cast-in-situ piles (1-1), anchor sections (3-2) anchored in the mountain bodies (4) and free sections (3-3) connected with the anchor heads (3-1) and the anchor sections (3-2), the pre-stressed anchor cables (3) are obliquely and parallelly distributed along the height direction of the pile body of the T-shaped cast-in-situ piles (1-1), and the end parts of the pre-stressed anchor cables (3) penetrating into the mountain bodies (4) are lower than the end parts of the pre-stressed anchor cables (3) extending out of the T-shaped cast-in-situ piles (1-1).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202320890241.2U CN219671310U (en) | 2023-04-19 | 2023-04-19 | Prestress anchor cable special-shaped pile plate wall structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202320890241.2U CN219671310U (en) | 2023-04-19 | 2023-04-19 | Prestress anchor cable special-shaped pile plate wall structure |
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