CN218622201U - Hidden reinforced structure system of existing friction pile - Google Patents
Hidden reinforced structure system of existing friction pile Download PDFInfo
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- CN218622201U CN218622201U CN202222875021.0U CN202222875021U CN218622201U CN 218622201 U CN218622201 U CN 218622201U CN 202222875021 U CN202222875021 U CN 202222875021U CN 218622201 U CN218622201 U CN 218622201U
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Abstract
The utility model discloses a reinforcing structure system of existing friction pile. The utility model discloses make full use of the residual strength of existing friction pile, provided one kind to the hidden reinforced structure system of existing friction pile to the integrated configuration that new friction pile and existing friction pile formed improves overall structure horizontal resistance. The reinforced structure system comprises the existing anti-slide piles, newly-added anti-slide piles, connecting beams and crown beams. The newly-increased friction pile is located one side that the face was kept away from to existing friction pile, and newly-increased friction pile vertically inserts the soil layer and its buried depth is greater than the buried depth of existing friction pile. The connecting beam is positioned at the pile top, the pile tops of the adjacent newly-increased slide-resistant piles are fixedly connected by the crown beam, and the connecting beam and the crown beam integrate the new slide-resistant pile and the old slide-resistant pile. Through calculation, the newly-added slide-resistant piles bear more landslide thrust, and the rest horizontal thrust is transmitted to the existing slide-resistant piles through the connecting beams, so that the existing slide-resistant piles and the newly-added slide-resistant piles are stressed in a coordinated mode. The aim of hiding the new slide-resistant piles is achieved by filling and burying the tops of the newly added slide-resistant piles. Therefore, the reinforcing method of hiding the new slide-resistant pile by using the existing slide-resistant pile and connecting by using the connecting beam has great economic value and practical value.
Description
Technical Field
The utility model relates to a conventionality carries out reinforced (rfd) structural system to existing friction pile who hides new friction pile and adopt the tie beam to connect especially relates to one kind to pile foundation secondary reinforced (rfd) technical field.
Background
At present, the domestic pile foundation is widely used for reinforcing and protecting slopes, dangerous terrains or buildings. However, under the influence of natural disasters or human factors, part of the existing slide-resistant piles may be damaged or deformed, and the use requirements cannot be met. In order to avoid serious accidents, reinforcement measures need to be taken on the existing slide-resistant piles which are damaged or deformed. The reinforcing method for the existing slide-resistant pile in China mainly comprises the following two methods: the first method is that new slide-resistant piles are re-arranged at a certain distance from the front side or the rear side of the existing slide-resistant piles to support and block the slope rock-soil mass; the second method is to lay anchor rods, support piles or other means to reinforce the existing slide-resistant piles.
For example, chinese patent No. CN110284723A discloses a composite structure in which a hollow pile is sleeved on the periphery of an existing pile, and a construction method thereof. The combined structure comprises an existing pile body and a hollow pile of a surrounding sleeve, wherein the hollow pile comprises a plurality of pile sections, each pile section is formed by assembling prefabricated arc-shaped pile pieces with one third of circumference, the plurality of annular pile sections are spliced into the assembled combined hollow pile along the direction of a central shaft, and the assembled combined hollow pile is gradually pressed into a soil body by adopting static pressure. And after all the soil bodies are pressed into the hollow pile, grouting to reinforce the soil bodies in the hollow pile and between the hollow pile and the existing pile. The combined structure enables the existing pile body, the peripheral hollow pile and the upper bearing platform to form an integral structure, has good common bearing capacity, strengthens the existing pile and provides technical support for space development below the existing building.
At present, existing pile reinforcing technologies are mostly based on a reinforcing mode that existing anti-slide piles reach a certain damage degree, residual strength of the existing anti-slide piles cannot be utilized or is not fully utilized, a reinforcing process is complex, a construction period is long, and part of methods are limited by geological conditions and engineering overview. In fact, most of the existing piles are not greatly damaged or slightly deformed, and the structural characteristics of the existing piles can still meet the structural use requirements after the existing piles are continuously or slightly deformed. However, few reinforcement methods or structural systems have been proposed specifically to utilize the residual strength of existing cleats to date.
SUMMERY OF THE UTILITY MODEL
The utility model discloses overcome the weak point among the prior art, the purpose provides one kind and is not big to destruction degree itself, still remains the reinforcement mode of existing friction pile of certain intensity. The utility model discloses not only make full use of the residual strength of existing friction pile, can improve the bulk strength with the integrated configuration that new friction pile formed, reduce its structure internal force and warp, can also reduce engineering cost, reduce the engineering time.
In order to achieve the technical purpose, the utility model adopts the following technical proposal:
a hidden type reinforcing structure system of an existing slide-resistant pile comprises the existing slide-resistant pile, a newly-added slide-resistant pile, a connecting beam and a crown beam. The newly-added slide-resistant piles are positioned on one side, far away from the free face, of the existing slide-resistant piles, the newly-added slide-resistant piles are vertically inserted into the soil layer, the burial depth of the newly-added slide-resistant piles is larger than that of the existing slide-resistant piles, and the new slide-resistant piles and the old slide-resistant piles form an integral structure by using the connecting beams and the crown beams. According to the stress of the double rows of anti-slide piles, the newly-added anti-slide piles bear most of horizontal thrust, and the connecting beams transmit the rest of the horizontal thrust to the existing anti-slide piles, so that the existing anti-slide piles and the newly-added anti-slide piles are stressed in a coordinated mode.
Preferably, the connecting beam is located at the pile top, the top beams of the adjacent newly-increased slide-resistant piles are fixedly connected with each other through the crown beams, and the connecting beam and the crown beams enable the new slide-resistant piles and the old slide-resistant piles to be integrated.
By adopting the technical scheme, the new and old slide-resistant piles are ensured to form an integral structure by the connecting beam and the crown beam, the residual strength of the existing slide-resistant pile is fully utilized while the strength is increased, and the operation and the construction are convenient.
Preferably, the connecting beam is perpendicular to the existing slide-resistant pile and the newly-added slide-resistant pile respectively.
Preferably, the connecting beam is fixedly connected with the existing slide-resistant piles and the newly-added slide-resistant piles in a rib planting mode.
Preferably, the position of the retaining plate is not changed, still between the existing anti-slide piles.
Preferably, the newly-added slide-resistant pile is vertically inserted into the soil layer and the burial depth of the newly-added slide-resistant pile is greater than that of the existing slide-resistant pile.
Preferably, the newly-added slide-resistant pile is positioned on one side of the existing slide-resistant pile, which is far away from the blank surface.
Preferably, the minimum distance between the newly added slide-resistant pile and the original slide-resistant pile is 1m, the maximum distance between the newly added slide-resistant pile and the original slide-resistant pile is 1.8m, and the distance between the newly added slide-resistant pile and the original slide-resistant pile is 5m.
Through adopting above-mentioned technical scheme, guarantee that newly-increased friction pile bears more landslide thrusts to transmit remaining part horizontal thrust to existing friction pile through the tie beam on, can not only make existing friction pile, newly-increased friction pile stress in coordination, can also simplify the construction, convenient operation.
Preferably, the newly-added slide-resistant piles and the existing slide-resistant piles are connected in a staggered mode.
Through adopting above-mentioned technical scheme, reduced newly-increased friction pile area, still improved overall structure's intensity and stability simultaneously greatly.
Preferably, the new slide piles are concealed by burying the tops of the new slide piles with earth.
By adopting the technical scheme, the integral structure is simple and attractive.
Has the beneficial effects that:
compared with the prior art, the utility model discloses following beneficial effect has:
(1) The strength of the existing slide-resistant pile is fully utilized, and the construction cost can be reduced.
(2) Newly-increased friction pile is in the rear side of existing friction pile and the buried depth is darker. According to the calculation of the double rows of anti-slide piles, the newly added anti-slide piles bear most of landslide thrust, and the anti-slide piles can bear part of the thrust on the basis of no continuous damage or deformation;
(3) The newly-added slide-resistant piles and the existing slide-resistant piles form an integral structure, namely the existing slide-resistant piles and the newly-added slide-resistant piles are stressed in a coordinated mode, the integral horizontal resistance is improved, the internal force and deformation of the integral structure are reduced, and the bearing capacity and the deformation resistance of the integral structure are better than those of a single pile;
(4) The hidden structure better meets the requirement on beauty and reduces the influence on natural landscape;
(5) One side of the landslide face is guaranteed to have enough width, a recreation and leisure place can be provided, and the utilization rate of the land is improved.
Drawings
Fig. 1 is a schematic structural view of the present invention;
fig. 2 is a top view of the structure of the present invention;
FIG. 3 is a diagram of an embodiment of the present invention;
description of the reference numerals: in the figure, 1 is an existing anti-slide pile, 2 is a newly-added anti-slide pile, 3 is a soil retaining plate, 4 is a connecting beam, 5 is a soil body, 6 is a crown beam, 7 is a side slope line, and 8 is the ground.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more clearly understood, the present invention is further described in detail below with reference to the accompanying drawings and examples.
Referring to fig. 1, an existing slide-resistant pile hiding and reinforcing structure system comprises an existing slide-resistant pile, a newly-added slide-resistant pile, a connecting beam and a crown beam. The connecting beam 4 and the crown beam 6 are located on the pile tops, the crown beam 6 is fixedly connected between the pile tops of the adjacent newly-added anti-slide piles, the connecting beam 4 and the existing anti-slide piles 1 and the newly-added anti-slide piles 2 are fixedly connected in a rib planting mode, and the connecting beam is perpendicular to the existing anti-slide piles and the newly-added anti-slide piles respectively. The position of the soil guard plate 3 is not changed. The distance between the newly added slide-resistant pile 2 and the original slide-resistant pile 1 is 1.0-1.8 m, and the pile distance between the adjacent newly added slide-resistant piles is 2-5 times of the pile diameter of the newly added slide-resistant pile. Newly-increased friction pile 2 is located one side that faces the sky face is kept away from to existing friction pile 1, and its vertical insertion soil layer is in and the buried depth is greater than the buried depth of existing friction pile, and application linking roof beam 4 and crown beam 6 constitute overall structure with new, old friction pile, and newly-increased friction pile 2 has born most horizontal thrust, linking roof beam 4 transmits remaining fractional horizontal thrust to existing friction pile 1 on, forms existing friction pile 1, newly-increased friction pile 2 and atress in coordination, buries promptly hiding new friction pile through filling up to newly-increased friction pile top simultaneously, makes overall structure succinct pleasing to the eye.
Referring to fig. 2, the connecting beams of the new and old slide-resistant piles are parallel to each other, and the newly added slide-resistant piles and the existing slide-resistant piles are connected in a staggered manner.
A construction method of a side slope reinforcing and supporting structure comprises the following steps:
excavating front and rear rows of anti-slide pile soil filling platforms, wherein the excavating depth is about 1.0m, and the locking notch is arranged 1.0m below the current ground;
digging a pile hole of a newly added slide-resistant pile at a preset distance away from the back of the existing slide-resistant pile;
placing the reinforcement cage into the pile hole of the newly-added anti-slide pile, and pouring concrete into the newly-added anti-slide pile;
and after the strength of the newly-added anti-slide pile reaches the standard requirement, excavating the soil body between the new pile and the original anti-slide pile, wherein the excavation depth is 3.0m, and replacing and filling the soil body by adopting bagged sand gravel.
After the replacement and filling are finished, the construction of the crown beam and the connecting beam is carried out, firstly, the crown beam reinforcing steel bars are bound between the new anti-slide piles and poured to form the crown beam, the new anti-slide piles are connected, and then the connecting beam reinforcing steel bars are bound on the preset positions of the existing anti-slide piles and the newly added anti-slide piles and poured to form the connecting beam;
and after the integral strength meets the specified requirement, filling soil at the top of the new slide-resistant pile and burying the new slide-resistant pile to finally finish construction.
Example (c):
the example comes from landslide of stone-table village towns, and mainly develops in fourth-line residual and slope laminated powdery clay and artificial filling layers. According to investigation and access, landslide of the stone terrace village towns is severely deformed in the strong rainfall period in 2018 in 7 months, so that filling soil at the rear side of the anti-slide pile slab wall is settled, and the anti-slide pile slab wall is displaced.
In 2018, 7-month stone terrace village general descent storm, the soil body behind the pile is nearly saturated, underground water is not smoothly drained, the soil body behind the pile is settled, the soil retaining plate is inclined and staggered, the dislocation distance is 3-5cm, and the pile body is inclined and displaced (7 anti-slide piles are inclined at that time, and the maximum inclined distance is 24 cm). The landslide is mainly treated by adopting a pile plate wall. The section of the I-shaped anti-slide pile is 1.5 multiplied by 2.0m, the pile length is 17.0m, the anchoring section length is 8.0m, the load-bearing section length is 9.0m, the pile spacing is 5.0m, and the total number of the I-shaped anti-slide piles is 2; the length of the II type slide-resistant pile is 19.0m, the length of the anchoring section is 8.5m, the length of the load-bearing section is 10.5m, the distance between the piles is 5.0m, and the number of the piles is 7. The anti-slide pile structure is not subjected to shear cracks through on-site inspection, the anti-slide pile structure mainly rotates rigidly, the deformation and displacement of the pile top are too large, and the deformation and displacement exceed the limit value of the original designed pile top which is not more than 10 cm. The anti-slide pile body structure is relatively intact, no shear crack appears, the part of the retaining plate inclines, but no crack appears, so that the retaining plate has a stronger supporting effect. Therefore, there is a need to reinforce the original slide-resistant sheet pile wall.
Arranging a new slide-resistant pile behind the original slide-resistant pile to bear most of the downward sliding force, and connecting the new slide-resistant pile with the original old slide-resistant pile by adopting a connecting beam; the original pile plate wall can still exert partial supporting and blocking effects, so that the front-back distance between the new and old slide-resistant piles is 1-1.5m. The original slide-resistant piles bear the soil pressure between the front row of slide-resistant piles and the rear row of slide-resistant piles, and the pile spacing is 5.0m; 6 newly-increased friction piles, the stake length 21.0m, cross-sectional dimension 1.5 x 2.0m, and the length of the embedded end 9.6m. The newly-added anti-slide piles and the existing anti-slide piles are connected in a staggered mode through connecting beams, and the cross section of each connecting beam is 1.5 multiplied by 0.8m. In order to ensure the integral stress of the slide-resistant pile, the top of the pile is provided with a crown beam, the section of the crown beam is 2.0 multiplied by 0.8m, and the new slide-resistant pile and the old slide-resistant pile form an integral structure through a connecting beam and the crown beam. The new anti-slide pile is hidden by filling soil at the top of the newly added anti-slide pile, so that the whole structure is simple and attractive.
The above description is not intended to limit the present invention in any form, and the present invention has been disclosed by the above examples, but it is not intended to limit the present invention, and any skilled person familiar with the present technical field can make some changes or modify equivalent embodiments to equivalent changes when using the technical content disclosed above without departing from the technical scope of the present invention.
Claims (2)
1. The hidden type reinforced structure system of the existing slide-resistant pile is characterized in that the newly added slide-resistant pile is positioned on one side, away from the face, of the existing slide-resistant pile, is vertically inserted into a soil layer, the burial depth of the newly added slide-resistant pile is larger than that of the existing slide-resistant pile, the new slide-resistant pile and the old slide-resistant pile form an integral structure through the connecting beam and the crown beam, the newly added slide-resistant pile bears most of horizontal thrust through the stress of the double rows of slide-resistant piles, and the connecting beam transmits the rest of horizontal thrust to the existing slide-resistant pile, so that the existing slide-resistant pile and the newly added slide-resistant pile are stressed cooperatively.
2. The hidden type reinforcing structure system for the existing slide-resistant piles as claimed in claim 1, wherein the reinforcing structure is reinforced on the basis of the residual strength of the existing slide-resistant piles, the newly added slide-resistant piles are connected with the existing slide-resistant piles in a staggered manner, and the purpose of hiding the new slide-resistant piles is achieved by filling earth on the tops of the newly added slide-resistant piles.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202222875021.0U CN218622201U (en) | 2022-10-31 | 2022-10-31 | Hidden reinforced structure system of existing friction pile |
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| CN202222875021.0U CN218622201U (en) | 2022-10-31 | 2022-10-31 | Hidden reinforced structure system of existing friction pile |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109972641A (en) * | 2019-05-15 | 2019-07-05 | 重庆市建筑科学研究院 | A kind of slope reinforcement supporting construction, peg board barricade and its construction method |
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- 2022-10-31 CN CN202222875021.0U patent/CN218622201U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109972641A (en) * | 2019-05-15 | 2019-07-05 | 重庆市建筑科学研究院 | A kind of slope reinforcement supporting construction, peg board barricade and its construction method |
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