CN220058025U - High side slope support system that fills of row-to-row variable pile diameter pile foundation joist retaining wall - Google Patents
High side slope support system that fills of row-to-row variable pile diameter pile foundation joist retaining wall Download PDFInfo
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- CN220058025U CN220058025U CN202321434847.1U CN202321434847U CN220058025U CN 220058025 U CN220058025 U CN 220058025U CN 202321434847 U CN202321434847 U CN 202321434847U CN 220058025 U CN220058025 U CN 220058025U
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- 239000002689 soil Substances 0.000 abstract description 16
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- 230000008859 change Effects 0.000 abstract description 6
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- 230000008569 process Effects 0.000 abstract description 4
- 230000001965 increasing effect Effects 0.000 description 7
- 238000005452 bending Methods 0.000 description 6
- 230000000694 effects Effects 0.000 description 5
- 239000011435 rock Substances 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000002708 enhancing effect Effects 0.000 description 2
- 230000005484 gravity Effects 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000001125 extrusion Methods 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
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- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
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- Y02A10/23—Dune restoration or creation; Cliff stabilisation
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Abstract
The utility model relates to the technical field of side slope engineering, in particular to a high-filling side slope supporting system of a joist retaining wall of an inter-row variable-diameter pile foundation. The support system can optimize the horizontal load sharing ratio of the pile foundation on the premise of little construction cost change, so that the anti-skid performance of two rows of piles can be fully exerted; the safety of the support system in the treatment process is improved by reducing the deformation of the front row piles; the problem of insufficient bearing capacity of foundation soil under the retaining wall in the high-fill side slope supporting engineering is also solved.
Description
Technical Field
The utility model relates to the technical field of side slope engineering, in particular to a high-filling side slope supporting system of a retaining wall with a row-to-row variable pile diameter pile foundation joist.
Background
Along with the improvement of the national urban construction level, more and more projects are used for locating construction sites in mountain hilly areas, and in the process of engineering construction of the type of areas, filling can change the geological conditions of the original areas to form high filling side slopes, and meanwhile, how to support the high filling side slopes becomes one of the key problems. The current commonly used supporting mode of the filling side slope comprises retaining wall supporting, anti-slide pile supporting, vegetation protecting and the like. Taking an anti-slide pile as an example, the existing single-row pile supporting system cannot meet engineering technical requirements when the downward sliding thrust is large; the common rectangular arrangement double-row pile supporting system cannot enable the load sharing ratio of the front row piles and the rear row piles to be close, which tends to cause uneconomical problems in the actual construction process, the quincuncial pile distribution mode can enhance the soil arch effect of the front row piles to a certain extent, and the load sharing ratio of the front row piles and the rear row piles is close by adjusting the pile spacing and the pile row distance, so that the aim of optimizing the arrangement of the anti-slide piles is achieved. In the aspect of retaining wall support, the retaining wall commonly used in the present side slope support mainly comprises a gravity retaining wall, a buttress retaining wall, a cantilever retaining wall and the like, and the prevention and treatment effects are good and bad, but meanwhile, the following is explicitly pointed out in the highway subgrade design Specification (JTG D30-2015): the cantilever type retaining wall is not suitable for exceeding 5m in height, the gravity type retaining wall is not suitable for exceeding 12m in height, and the buttress type retaining wall is not suitable for exceeding 15m in height, so that the condition that the foundation soil bearing capacity under the retaining wall is insufficient when a single retaining wall is used for supporting in certain high-fill side slope supporting works is caused, and therefore, the research of a novel combined supporting system suitable for the high-fill side slope is urgent.
Disclosure of Invention
In view of the above, in order to solve the above problems, the embodiments of the present utility model provide a high-fill side slope support system for a retaining wall with a pile diameter variable pile foundation, which not only optimizes the horizontal load sharing ratio of pile foundation and reduces the deformation of front row piles on the premise of low construction cost change, but also solves the problem of insufficient bearing capacity of foundation soil under the retaining wall in the high-fill side slope support engineering.
To achieve the above objective, an embodiment of the present utility model provides a high-fill side slope support system for a retaining wall of a pile foundation joist with variable diameter between rows, including a front pile unit and a rear pile unit pre-buried in a rock layer, where the tops of the front pile unit and the rear pile unit are provided with joists having rectangular structures, the tops of the joists are provided with wall panels and buttresses, the front pile unit includes N front piles, the rear pile unit includes M rear piles, and M-n=1, N front piles and M rear piles are all along the longitudinal directionThe joists are uniformly distributed at intervals in the length direction and distributed in a quincuncial shape, and the front row piles and the rear row piles are of cylindrical structures, wherein the pile diameter R of the front row piles is equal to the pile diameter R of the rear row piles 1 Pile diameter R of rear row piles is more than or equal to 1.4m 2 Not less than 1m, and R 1 -R 2 =0.4m, center distance R between two adjacent front row piles 3 Is 3R 2 ～5R 2 Center distance R between two adjacent rear row piles 4 Is 3R 2 ～5R 2 The pile row distance R5 between the front pile row unit and the rear pile row unit is 3R 2 ～4R 2 。
Further, the length L of the front row piles 1 Is more than or equal to 12m, the length L of the rear row piles 2 And the length of the front row of piles is more than or equal to 9m, and the length of the rear row of piles is more than the length of the front row of piles.
Further, the length of the embedded section of the front row piles is 1/2L 1 The length of the embedded section of the rear row pile is 1/3L 2 ～2/5L 2 。
Further, the wall panel is of a right trapezoid structure, the wall panel is vertically arranged, the length direction of the wall panel is consistent with the length direction of the joist, the section of the buttress is of a triangular structure, the wall panel is vertically arranged, and the length direction of the bottom edge of the wall panel is perpendicular to the length direction of the joist.
Further, the buttress is provided with a plurality of buttresses, and the buttresses are uniformly distributed at intervals along the length direction of the joist.
Further, the thickness D of the buttress is more than or equal to 0.2m, and the distance between two adjacent buttresses is 3-4.5 m.
Further, the thickness of the joist is not less than 0.8m.
Further, the top edge of the wall panel has a thickness not less than 0.2m and the bottom edge has a thickness not less than 0.6m.
Further, the joists are rigidly connected with the front row piles, the rear row piles, the wall panels and the buttress.
The beneficial effects of the utility model are as follows:
(1) In the aspect of pile distribution, compared with the traditional rectangular pile distribution mode, the quincuncial pile distribution is beneficial to enhancing the soil arch effect of the front row piles and improving the horizontal load sharing ratio of the front row piles, so that the load borne by the front row piles and the rear row piles is as close as possible; the pile diameter of the front row of piles is increased on the basis, which is equivalent to further blocking the load which is leaked from the rear row of piles, and the load sharing ratio of the front row of piles is improved again, so that when the load which is shared by the two rows of piles enters the soil body in front of the front row of piles, a great amount of landslide thrust is transmitted to the stratum where the deep embedded section is located as completely as possible through each row of piles.
(2) Most landslide thrust received by the retaining wall at the top in the combined structure can be transmitted to the joist through the retaining wall and then transmitted to the pile foundation, and finally, the foundation is born by the stabilizing foundation rock of the embedded section, in the process, as the dumping fulcrum of the retaining wall is close to the front pile foundation, the front pile is born more horizontal thrust from the retaining wall, the larger bending moment is generated along with the horizontal thrust, the section of the front pile is larger than that of the rear pile, a large amount of load which is leaked from the rear pile can be blocked, and compared with the rear pile, the part of the front pile close to the joist is extremely likely to bear more load, and the pile foundation with larger section is required to increase the bending resistance of the pile foundation.
(3) By reducing the pile length of the rear row piles within the safety range, the corresponding construction cost is saved, the cost for a part of the pile diameter of the front row piles is increased, and the aim of optimizing the support system under the premise of little construction cost change is fulfilled.
(4) Through improving the retaining wall into pile foundation joist retaining wall integrated configuration, with landslide thrust transfer for the stable bedrock of build-in section, solved the problem that foundation soil bearing capacity is not enough under the retaining wall in high side slope support engineering that fills.
Drawings
FIG. 1 is a schematic cross-sectional view of a high-fill side slope supporting system of a retaining wall with joists of pile foundation with variable diameter among rows;
FIG. 2 is a schematic plan view of a pile foundation arrangement provided by the present utility model;
FIG. 3 is a schematic cross-sectional view of a buttress retaining wall provided by the present utility model;
FIG. 4 is a schematic diagram of the burying of the interrow variable pile diameter pile foundation joist retaining wall high-fill side slope support system in the high side slope treatment engineering;
reference numerals:
1-wall panel, 2-buttress, 3-joist, 4-back row piles, 5-front row piles, 6-artificial soil filling, 7-strong weathered bedrock and 8-weak weathered bedrock.
Detailed Description
In order to more clearly demonstrate the technical solution and advantages of the present utility model, embodiments thereof will be further described below with reference to the accompanying drawings.
It should be noted that: the terms front, rear, upper, lower and the like are all defined by the relative positional relationship of structural members in the drawings, but are not construed as limitations on the inventive technique, so that the specific meaning of these terms can be easily understood by those skilled in the relevant art in combination with the drawings and the context.
The utility model provides a high side slope support system that fills of row's diameter-variable pile foundation joist retaining wall, includes pre-buried preceding row pile unit and back row pile unit in the ground layer, preceding row pile unit with the top of back row pile unit is equipped with rectangular structure's joist 3, the top of joist 3 is equipped with wall panel 1 and buttress 2, wherein, wall panel 1 is right trapezoid structure, its vertical setting, its length direction is unanimous with the length direction of joist 3, the cross-section of buttress 2 is triangular structure, its vertical setting, the length direction of its base with the length direction of joist 3 sets up perpendicularly, buttress 2 is equipped with a plurality ofly, a plurality of buttress 2 is followed the length direction uniform interval distribution of joist 3, preceding row pile unit with pile row distance R between the back row pile unit 5 Is 3R 2 ～4R 2 The front row pile unit comprises N front row piles 5,N which are uniformly and alternately distributed along the length direction of the joist 3The rear pile unit comprises M rear piles 4, M rear piles 4 are uniformly distributed at intervals along the length direction of the joist 3, M-N=1, and the front piles 5 and the rear piles 4 are of cylindrical structures, wherein the pile diameter R of the front piles 5 is equal to that of the rear piles 4 1 Pile diameter R of rear row piles 4 is more than or equal to 1.4m 2 Not less than 1m, and R 1 -R 2 =0.4m, center distance R between two adjacent front row piles 5 3 Is 3R 2 ～5R 2 Center distance R between two adjacent rear row piles 4 4 Is 3R 2 ～5R 2 Length L of the front row piles 5 1 Is more than or equal to 12m, the length L of the rear row piles 4 2 And the length of the front row piles 5 is more than or equal to 9m, and the length of the rear row piles 4.
In the utility model, the front row piles 5 and the rear row piles 4 are all concrete filling piles, as a concrete embodiment of the utility model, the pile diameter of the rear row piles 4 is 1.0m, the pile diameter of the front row piles 5 is 1.4m or the pile diameter of the rear row piles 4 is 1.2m, the pile diameter of the front row piles 5 is 1.6m, or the pile diameter of the rear row piles 4 is 1.4m, the pile diameter of the front row piles 5 is 1.8m, the pile body concrete strength is not less than C30, the pile length of the front row piles 5 is not less than 12m, the pile length of the rear row piles 4 is not less than 9m, and the pile length of the front row piles 5 is ensured to be greater than the pile length of the rear row piles 4. The front row piles 5 and the rear row piles 4 are staggered by half pile intervals to form staggered arrangement by taking the pile foundation section center as a reference, and the number of the rear row piles 4 is one more than that of the front row piles 5, so that the pile distribution mode is favorable for enhancing the soil arch effect of the piles, and particularly, a certain front row pile 5 and two adjacent rear row piles 4 respectively form a direct soil arch, and then under the conditions of uneven displacement and extrusion of soil, the arch backs of the two direct soil arches are taken as arch feet to form a new indirect soil arch, so that the load sharing ratio of the front row piles 5 is improved compared with that of a rectangular pile distribution mode; secondly, the quincuncial pile distribution mode can better exert pile group effect, change the mechanical property of soil near the piles, and improve the bearing capacity of single piles; moreover, by increasing the sectional area of the front row piles 5, the capacity of the front row piles 5 to block the load which is leaked from the rear row piles 4 is improved, meanwhile, the bending resistance of the front row piles 5 is increased, and the bending deformation of the front row piles 5 caused by bearing huge horizontal thrust is reduced.
In the utility model, the heights of the wall panel 1 and the buttress 2 are 6-15 m, and 9-10 m is the best; because the load acting on the rear side of the wall panel 1 is approximately trapezoidal along the height of the wall, the load is larger nearer to the bottom, the cross section of the wall panel 1 is designed to be a right trapezoid with a short top and a wide bottom, the thickness of the top edge of the wall panel is not less than 0.2m, the thickness of the bottom edge of the wall panel is not less than 0.6m, and the cross section of the wall panel 1 is designed to be trapezoidal, so that the deformation resistance of each part of the wall panel 1 can be matched with the corresponding lateral load, and compared with the conventional rectangular cross section design scheme, part of materials are saved. The cross section of each buttress 2 is triangular, the thickness D is more than or equal to 0.2m, the distance between two adjacent buttresses 2 is 3-4.5 m, the hypotenuse of the triangle faces the sliding thrust direction of the landslide, and the buttress 2 and the wall panel 1 bear lateral soil pressure together.
As an embodiment of the utility model, the buttress 2, the wall panel 1 and the joist 3 are made of concrete material, and the concrete strength of the buttress 2, the wall panel 1 and the joist 3 should be not lower than C30, and the thickness of the joist 3 should be not lower than 0.8m.
Referring to fig. 4, a schematic diagram of the support system of the present utility model buried in a high slope treatment project is shown, the bedrock of the present utility model includes a strong weathered bedrock 7 and a weak weathered bedrock 8, the lower pile portions of the rear row piles 4 and the front row piles 5 are embedded in the strong weathered bedrock 7 and the weak weathered bedrock 8, the embedded depth depends on the strength of the bedrock and the pile length, and in general, for a soft rock layer, the embedded section length needs to be set to 1/3-1/2 of the pile length; for a complete, stiffer formation, the setting section length may be 1/4 of the pile length. For the support system of the utility model, the combined structure is longer than the pile length due to the joist 3, the buttress 2 and the wall panel 1 above the pile foundation, so that the embedded section length of the front row piles 5 is 1/2L for safety 1 The length of the embedded section of the rear row piles 4 is 1/3L 2 ～2/5L 2 。
Referring to fig. 4, the artificial earth filling 6 at the rear side of the wall panel 1 applies forward thrust to the buttress 2 and the wall panel 1, most of the thrust is transmitted to the joist 3 through the buttress 2 and the wall panel 1 and then to the pile foundations of the rear row piles 4 and the front row piles 5, and finally, the pile foundations of the rear row piles 4 and the front row piles 5 are borne by the stabilized bedrock of the embedded section, and a small part of the thrust is borne by the soil body at the front sides of the wall panel 1, the joist 3, the rear row piles 4 and the front row piles 5 bear more horizontal thrust from the buttress 2, the wall panel 1 and the joist 3 than the rear row piles 4, and the bending moment generated by the buttress 2, the wall panel 1 and the joist 3 is also larger, so that the bending resistance of the pile diameter of the front row piles 5 is required to be increased.
As described above with reference to fig. 1, 2 and 4, the pile diameter of the front row piles 5 is increased and the number of the rear row piles 4 is one more than that of the front row piles 5, so that the pile length of the rear row piles 4 is reduced within a reasonable range, the safety of the support system is not threatened, the corresponding construction cost can be saved, the cost required by increasing the pile diameter of the front row piles 5 is partially compensated, and the aim of optimizing the support system under the premise of little construction cost change is fulfilled.
The foregoing description of the preferred embodiments of the utility model is not intended to limit the utility model to the precise form disclosed, and any such modifications, equivalents, and alternatives falling within the spirit and scope of the utility model are intended to be included within the scope of the utility model.
Claims (9)
1. The utility model provides a high side slope support system that fills of row-to-row diameter pile foundation joist retaining wall, includes pre-buried preceding row pile unit and back row pile unit in the ground layer, preceding row pile unit with the joist that the top of back row pile unit was equipped with rectangular structure, the top of joist is equipped with wall panel and buttress, its characterized in that, preceding row pile unit includes N preceding row pile, back row pile unit includes M back row pile, and M-N=1, N preceding row pile and M preceding row pile all follow the length direction uniform interval distribution of joist to with plum blossom shape distributes, preceding row pile with back row pile is the cylinder structure, wherein, preceding row pile's stake footpath R 1 ≥1.4m，Pile diameter R of rear row piles 2 Not less than 1m, and R 1 -R 2 =0.4m, center distance R between two adjacent front row piles 3 Is 3R 2 ～5R 2 Center distance R between two adjacent rear row piles 4 Is 3R 2 ～5R 2 The pile row distance R5 between the front pile row unit and the rear pile row unit is 3R 2 ～4R 2 。
2. The high-fill side slope support system of inter-row variable-pile-diameter pile foundation joist retaining wall as claimed in claim 1, wherein the length L of said front row piles is 1 Is more than or equal to 12m, the length L of the rear row piles 2 And the length of the front row of piles is more than or equal to 9m, and the length of the rear row of piles is more than the length of the front row of piles.
3. The high-fill side slope supporting system of the inter-row variable-pile-diameter pile foundation joist retaining wall as claimed in claim 1, wherein the length of the embedded section of the front row piles is 1/2L 1 The length of the embedded section of the rear row pile is 1/3L 2 ～2/5L 2 。
4. The high-filling side slope supporting system of the retaining wall with the row-to-row variable pile diameter pile foundation joists, as claimed in claim 1, wherein the wall panel is of a right trapezoid structure, the length direction of the wall panel is consistent with the length direction of the joists, the section of the buttress is of a triangular structure, the wall panel is vertically arranged, and the length direction of the bottom edge of the buttress is perpendicular to the length direction of the joists.
5. The high fill side slope support system of an inter-row variable pile diameter pile foundation joist retaining wall as claimed in claim 4, wherein said buttress is provided in plurality and said plurality of buttresses are uniformly spaced along the length of said joist.
6. The high-filling side slope supporting system of the row-to-row variable pile diameter pile foundation joist retaining wall as claimed in claim 5, wherein the thickness D of the buttress is more than or equal to 0.2m, and the distance between two adjacent buttresses is 3-4.5 m.
7. The high-fill side slope support system of the row-to-row variable pile diameter pile foundation joist retaining wall as claimed in claim 1, wherein the joist thickness is not less than 0.8m.
8. The high-fill side slope support system of the row-to-row variable pile diameter pile foundation joist retaining wall of claim 4, wherein the top edge of said wall panel has a thickness not less than 0.2m and the bottom edge has a thickness not less than 0.6m.
9. The high fill side slope support system of inter-row variable pile diameter pile foundation joist retaining wall as claimed in claim 1 wherein said joists are rigidly connected to said front row piles, said rear row piles, said wall panels and said retaining wall.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202321434847.1U CN220058025U (en) | 2023-06-06 | 2023-06-06 | High side slope support system that fills of row-to-row variable pile diameter pile foundation joist retaining wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202321434847.1U CN220058025U (en) | 2023-06-06 | 2023-06-06 | High side slope support system that fills of row-to-row variable pile diameter pile foundation joist retaining wall |
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| Publication Number | Publication Date |
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| CN220058025U true CN220058025U (en) | 2023-11-21 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN202321434847.1U Active CN220058025U (en) | 2023-06-06 | 2023-06-06 | High side slope support system that fills of row-to-row variable pile diameter pile foundation joist retaining wall |
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| CN (1) | CN220058025U (en) |
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2023
- 2023-06-06 CN CN202321434847.1U patent/CN220058025U/en active Active
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