CN113089627A - Construction method of prestressed pipe pile composite foundation for deep soft soil surcharge preloading - Google Patents
Construction method of prestressed pipe pile composite foundation for deep soft soil surcharge preloading Download PDFInfo
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- CN113089627A CN113089627A CN202110260775.2A CN202110260775A CN113089627A CN 113089627 A CN113089627 A CN 113089627A CN 202110260775 A CN202110260775 A CN 202110260775A CN 113089627 A CN113089627 A CN 113089627A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/005—Soil-conditioning by mixing with fibrous materials, filaments, open mesh or the like
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/08—Improving by compacting by inserting stones or lost bodies, e.g. compaction piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/50—Piles comprising both precast concrete portions and concrete portions cast in situ
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/58—Prestressed concrete piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/62—Compacting the soil at the footing or in or along a casing by forcing cement or like material through tubes
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/72—Pile shoes
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/002—Concrete
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0084—Geogrids
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- Engineering & Computer Science (AREA)
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- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a construction method of a prestressed pipe pile composite foundation for preloading of deep soft soil surcharge, which comprises the following steps: vertically drilling a plurality of outer pipes into the ground at intervals, hollowing out soil layers in the outer pipes, wherein the ground penetration depth of the outer pipes is d 1; inserting an inner pipe into the outer pipe, and filling a gap between the outer pipe and the inner pipe with broken stones, wherein the ground penetration depth of the inner pipe is d 2; pulling out the outer tube; inserting a prestressed pipe pile into the inner pipe, and sinking the pile to a designed elevation by adopting a hammering method, wherein the ground penetration depth of the prestressed pipe pile is d3, and d3 is more than d2 and is not less than d 1; and (5) pulling out the inner pipe and tamping the broken stone. According to the invention, after the prestressed pipe pile is driven into the ground, a circle of broken stones are arranged around the prestressed pipe pile, soft soil in the pipe pile is discharged, and concrete is used for filling the inside of the prestressed pipe pile and the loose stones and the soft soil layer outside the prestressed pipe pile, so that the prestressed pipe pile is not in direct contact with the soft soil layer any more, the bearing stress area of the composite foundation is increased, the stress stability of the bottom end of the pipe pile is improved, and the anti-settlement capability of the foundation is also improved.
Description
Technical Field
The invention relates to the technical field of marine environment engineering construction, in particular to a construction method of a prestressed pipe pile composite foundation for preloading of deep soft soil surcharge.
Background
The basic principle of the composite foundation for controlling settlement is as follows: the stress distribution in the soil body is changed by the transmission of the pile to the load of the upper structure, the additional stress applied to the soft soil layer by the upper structure is reduced, and the additional stress is transmitted to the pile of the deeper soil layer for a long time to directly influence the transmission of the load and influence the additional stress distribution in the soil.
The prestressed pipe pile composite foundation is used as a rigid pile composite foundation, has the outstanding advantages of easily controlled construction quality, high construction speed, small post-construction settlement and uneven settlement, large foundation treatment depth, large composite foundation bearing capacity, moderate construction cost and the like, and obtains better economic and social benefits in application in coastal soft soil areas. When the prestressed pipe pile composite foundation is used for treating a soft foundation section of an expressway, the upper load can be shared by the pipe piles and soil among the piles, so that the bearing capacity of the roadbed can be effectively improved, the total settlement can be reduced, the post-construction settlement can be reduced, the problem of 'bumping' at the bridge head can be solved, and the like.
The prestressed pipe pile composite foundation comprises a prestressed pipe pile extending into a soil body and a mattress layer positioned above the prestressed pipe pile, the bottom of the prestressed pipe pile extending into the soil body is usually in direct contact with a soft soil body, the soft soil body is filled between the pipe pile and the pipe pile, the stress of the pipe pile is uncertain, and the prestressed pipe pile is likely to deviate, incline or even deform and break in the sedimentation process of the foundation, so that the integral bearing capacity and the sedimentation characteristic of the composite foundation are changed, and potential safety hazards are brought.
Disclosure of Invention
In view of the defects in the prior art, the invention provides the construction method of the prestressed pipe pile composite foundation for preloading of deep soft soil, which can avoid the phenomena of deviation, inclination, deformation, fracture and the like of the prestressed pipe pile, ensure the stability of the integral bearing capacity and the settlement characteristic of the composite foundation and improve the safety coefficient.
In order to achieve the purpose, the invention adopts the following technical scheme:
a construction method of a prestressed pipe pile composite foundation for preloading of deep soft soil surcharge comprises the following steps:
vertically drilling a plurality of outer pipes into the ground at intervals, and hollowing out soil layers in the outer pipes, wherein the ground penetration depth of the outer pipes is d 1;
inserting an inner pipe into the outer pipe, and filling a gap between the outer pipe and the inner pipe with broken stones, wherein the ground penetration depth of the inner pipe is d 2;
pulling out the outer tube;
inserting the prestressed pipe pile into the inner pipe, and sinking the pile to a designed elevation by adopting a hammering method, wherein the ground penetration depth of the prestressed pipe pile is d3, and d3 is more than d2 and is not less than d 1;
and pulling out the inner pipe and tamping the broken stone.
As one embodiment, a through hollow hole is formed in the outer peripheral surface of the prestressed pipe pile; after the step of tamping the crushed stone, the method further comprises the following steps: and pouring concrete into the prestressed pipe pile for filling, so that the concrete is filled in the space in the prestressed pipe pile and seeps out to the gap between the broken stones.
As one embodiment, the construction method of the deep soft soil surcharge pre-pressed prestressed pipe pile composite foundation further includes: and after the concrete is filled in the gaps among the broken stones, continuously pressing the concrete into the gaps so that the concrete seeps into the soil layer on the periphery of the broken stones.
As one embodiment, broken stones and concrete between every two adjacent prestressed pipe piles are not in contact with each other.
As one embodiment, the construction method of the deep soft soil surcharge pre-pressed prestressed pipe pile composite foundation further includes: and before concrete is injected into the prestressed pipe pile, discharging a soil layer in the prestressed pipe pile.
As one of the implementation modes, in the hollowed-out hole on the outer peripheral surface of the prestressed pipe pile, the diameter of the hollowed-out hole close to the upper part of the prestressed pipe pile is larger than the diameter of the hollowed-out hole close to the bottom end of the prestressed pipe pile, and/or the distribution density of the hollowed-out hole close to the upper part of the prestressed pipe pile is larger than the distribution density of the hollowed-out hole close to the bottom end of the prestressed pipe pile.
As one embodiment, the diameter and/or distribution density of the hollow holes are larger closer to the upper part of the prestressed pipe pile.
As one embodiment, the construction method of the deep soft soil surcharge pre-pressed prestressed pipe pile composite foundation further includes: and paving a soil-rock mixture above the prestressed pipe pile, and prepressing by adopting a prepressing surcharge layer.
As one embodiment, the pile tip at the bottom end of the prestressed pipe pile is an open pile tip; when the step of filling is poured into the concrete into the prestressed pipe pile, the concrete is pressed out from the pile tip to form the root of the expansion shape of the soil layer permeating into the periphery of the pile tip.
In one embodiment, the root is spherical or ellipsoidal.
According to the invention, after the prestressed pipe pile is driven into the ground, a circle of broken stones are arranged around the prestressed pipe pile, soft soil in the pipe pile is discharged, and concrete is used for filling loose stones and soft soil layers in the prestressed pipe pile and outside the prestressed pipe pile, so that the prestressed pipe pile is not in direct contact with the soft soil layer any more, the stress area of the soft soil layer between the prestressed pipe piles is increased, the phenomena of deviation, inclination, deformation, fracture and the like of the prestressed pipe pile are avoided, the bearing stress area of the composite foundation is also increased, the stress stability of the bottom end of the pipe pile is improved, and the anti-settlement capability of the foundation is also improved.
Drawings
Fig. 1 is a schematic process diagram of a part of a construction method of a deep soft soil surcharge preloading prestressed pipe pile composite foundation according to an embodiment of the invention;
fig. 2 is a schematic process diagram of another part of the construction method of the deep soft soil surcharge preloading prestressed pipe pile composite foundation according to the embodiment of the invention;
FIG. 3 is a schematic cross-sectional view of a deep soft soil surcharge pre-compressed prestressed pipe pile composite foundation according to an embodiment of the present invention;
fig. 4 is a schematic top view of a prestressed pipe pile composite foundation pre-stressed by surcharge of a deep soft soil according to an embodiment of the present invention.
Detailed Description
In the present invention, the terms "disposed", "provided" and "connected" are to be understood in a broad sense. For example, it may be a fixed connection, a removable connection, or a unitary construction; can be a mechanical connection, or an electrical connection; may be directly connected, or indirectly connected through intervening media, or may be in internal communication between two devices, elements or components. The specific meanings of the above terms in the present invention can be understood by those of ordinary skill in the art according to specific situations.
The terms "central," "longitudinal," "lateral," "length," "width," "thickness," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," "clockwise," "counterclockwise," "axial," "radial," "circumferential," and the like are used in an orientation or positional relationship indicated in the drawings for convenience in describing and simplifying the description, and are not intended to indicate or imply that the device or element so referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus should not be construed as limiting the application.
Furthermore, the terms "first", "second" and "first" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one such feature. In the description of the present application, "plurality" means at least two, e.g., two, three, etc., unless specifically limited otherwise.
Moreover, some of the above terms may be used to indicate other meanings besides the orientation or positional relationship, for example, the term "on" may also be used to indicate some kind of attachment or connection relationship in some cases. The specific meanings of these terms in the present invention can be understood by those skilled in the art as appropriate.
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Referring to fig. 1, an embodiment of the present invention provides a construction method of a deep soft soil surcharge pre-pressed prestressed pipe pile composite foundation, including:
s01, vertically drilling a plurality of outer pipes A into the ground at intervals, hollowing out soil layers in each outer pipe A, and enabling the ground penetration depth of the outer pipes A to be d 1.
A soft soil layer is arranged between the outer pipe A and the outer pipe A, the outer pipe A can be drilled into the ground in a hammering mode, and the upper portion of the outer pipe A is exposed out of the ground surface so as to be pulled out conveniently. Wherein, the soil layer in the outer pipe A can be discharged by adopting a down-the-hole drill.
S02, inserting the inner tube B into the outer tube A, and filling the gap between the outer tube A and the inner tube B with gravel C (step a in figure 1), wherein the depth of the inner tube B is d 2.
The diameter of the inner pipe B is smaller than that of the outer pipe A, the ground penetration depth d2 of the inner pipe B can be the same as that d1 of the outer pipe A, and can also be slightly larger than that d1 of the outer pipe A, so that the ground penetration end of the inner pipe B can drill into the soil layer to a certain depth to facilitate the erection of the inner pipe B. The thickness of the gap between the outer tube a and the inner tube B may be set to be more than 15cm, preferably more than 20cm, so that the crushed stone C may have a certain thickness. The outer tube A and the inner tube B are preferably concentrically arranged and are both vertical to the horizontal plane.
And S03, pulling out the outer tube A (step b in FIG. 1).
After the outer pipe A is pulled out, the broken stone C is positioned between the inner pipe B and the soft soil, and is relatively loose.
S04, inserting the prestressed pipe pile 3 into the inner pipe B, and sinking the pile to the designed elevation by adopting a hammering method (as shown in step c in figure 1), wherein the ground penetration depth of the prestressed pipe pile 3 is d3, and d3 is more than d2 and is more than or equal to d 1.
In the pile sinking process, the method specifically comprises the following steps:
A. welding an opening type pile tip 31 at the bottom of the prestressed pipe pile 3;
B. inserting the prestressed pipe pile 3 into the inner pipe B, and sinking the pile by adopting a hammering method;
C. and (3) driving the prestressed pipe pile 3 to the designed elevation, wherein pile extension and pile sending are needed, and when the pressure value is close to the designed value of pile pressing, pile withdrawing is carried out.
S05, pulling out the inner pipe B and tamping the broken stone C.
After the inner tube B is pulled out, the broken stones C are located between the prestressed tubular pile 3 and the soft soil layer, the broken stones around the prestressed tubular pile 3 can be tamped by adopting hammering equipment, and certain broken stones are supplemented to wrap the upper half part of the prestressed tubular pile 3 when necessary. The length of the part of the prestressed pipe pile 3, which is wrapped by the crushed stones, is not more than 2/3 of the total length of the prestressed pipe pile, so that at least one part of the prestressed pipe pile extends into the soft foundation at the bottom.
In step S03, the inner tube B may be pulled out before step S04.
Preferably, set up a plurality of fretwork holes that run through its wall thickness on the outer peripheral face of prestressing force tubular pile 3, these fretwork holes are all interval arrangement in prestressing force tubular pile 3's axial and length direction, and prestressing force tubular pile 3's a part outer wall near stake point 31 can not set up the fretwork hole.
After the step of tamping the broken stone C, the method further comprises the following steps:
and S06, discharging the soft soil in the prestressed pipe pile 3 (step d in figure 1).
Because this embodiment adopts opening type stake point 31, after prestressing force tubular pile 3 bored into the ground end, can get into partial soft soil in the prestressing force tubular pile 3, here need draw out it to avoid influencing subsequent construction.
S07, filling the prestressed pipe piles 3 with concrete D (as shown in step e in fig. 2), and filling the prestressed pipe piles 3 with high-pressure gas to fill the spaces in the prestressed pipe piles 3 with concrete D and seep out into the gaps between the crushed stones C.
Concrete D gets into the clearance between the rubble C from the fretwork hole of 3 lateral walls of stress tube piles under the high-pressure gas effect and fills, makes rubble C, concrete D, stress tube pile 3 form an organic whole in advance, increases the area and the vertical resistance with the weak soil contact, can improve holistic load-bearing characteristic. In this process, since the soft soil in the pre-stressed pipe pile 3 is drawn out in advance, the concrete D can fill the bottom of the pre-stressed pipe pile 3 and partially enter the soft soil at the bottom of the pile tip 31. The loose soil between the prestressed tubular piles 3 is reinforced by the concrete D and the broken stones C around, so that the extrusion force between the prestressed tubular piles 3 is improved, and the bearing capacity of the soil layer between the prestressed tubular piles 3 can be ensured.
Optionally, the arrangement of the hollow holes around the prestressed pipe pile 3 has a certain rule, specifically, in the hollow holes on the outer peripheral surface of the prestressed pipe pile 3, the diameter of the hollow holes close to the upper portion of the prestressed pipe pile 3 is greater than the diameter of the hollow holes close to the bottom end of the prestressed pipe pile 3, or the distribution density of the hollow holes close to the upper portion of the prestressed pipe pile 3 may also be designed to be greater than the distribution density of the hollow holes close to the bottom end of the prestressed pipe pile 3. The more preferable mode is that the closer to the upper part of the prestressed pipe pile 3, the larger the diameter and/or distribution density of the hollow holes is, the larger the diffusion radius of the concrete above the prestressed pipe pile is, the radii of the concrete finally formed around the prestressed pipe pile 3 become smaller from top to bottom in sequence, an inclined or step-shaped extrusion surface for extruding the surrounding soft soil is formed, and the extrusion surface has a larger extrusion area and a larger anti-settling characteristic compared with the traditional mode of contacting the prestressed pipe pile with the soft soil.
When the pile tip 31 at the bottom end of the pre-stressed tubular pile 3 is an open-type pile tip, the concrete D can be pressed out from the pile tip 31 in the process of filling the concrete D into the pre-stressed tubular pile 3, so as to form an expanded root penetrating into the soil layer around the pile tip 31. The root may be spherical or ellipsoidal, as shown in fig. 3.
Further, the construction method of the embodiment may further include:
and S08, after the concrete D is filled in the gaps among the broken stones C, continuously pressing the concrete D in the gaps so that the concrete D passes through the broken stones C and then seeps into the soil layer at the periphery of the broken stones C (step f in the figure 2). Here, the crushed stones C are optionally large in particle size, at least greater than 5cm, so that there is also a certain gap between the crushed stones C after the crushed stones C are compacted for the concrete to pass through. Preferably, in the concrete pouring process, the broken stones C and the concrete D between every two adjacent prestressed pipe piles 3 are not contacted with each other. By the arrangement, concrete materials can be saved, a certain contact area between the prestressed pipe pile 3 and the surrounding soft soil layer can be ensured, the contact between the whole concrete above the prestressed pipe pile and the soft soil layer below the prestressed pipe pile is avoided, and the anti-settlement characteristic is improved.
After the concrete pouring is completed, the subsequent foundation construction can be performed, including:
and S09, laying the water drainage pipe 1 on the ground (step g in figure 2), pouring the pile cap 4 and the tie beam 5 in sequence (step h in figure 2).
As shown in fig. 4, caps 4 are formed on top of the prestressed pipe piles 3, and tie beams 5 are connected between adjacent two caps 4. And (3) excavating the ground around the prestressed pipe pile 3 in place according to the sizes and elevations of the pile cap 4 and the tie beam 5 of the prestressed pipe pile required by design, erecting the pile cap 4 and side molds of the tie beam 5 around, binding reinforcing steel bar frameworks of the pile cap 4 and the tie beam, and pouring concrete after the inspection is qualified to finish the manufacture of the pile cap 4 and the tie beam 5.
And S10, paving the soil-rock mixture 2 above the prestressed pipe pile 3, and pre-pressing by adopting a pre-pressing surcharge layer.
Referring to fig. 2, firstly, a soil-rock mixture 2 is laid above the drain pipe 1, the pile cap 4 and the tie beam 5, the soil-rock mixture 2 includes a gravel cushion layer and a geogrid on the gravel cushion layer, the gravel cushion layer and the geogrid can be arranged in a multi-group stacking mode, for example, the soil-rock mixture 2 includes a first gravel cushion layer 21, a first geogrid 22, a second gravel cushion layer 23 and a second geogrid 24, and the soil-rock mixture 2 is specifically formed by sequentially laying the first gravel cushion layer 21, the first geogrid 22, the second gravel cushion layer 23 and the second geogrid 24.
When the pre-pressing surcharge layer is applied on the soil paving stone mixture 2, the pre-pressing surcharge layer can adopt local clay, the height of the surcharge body is 5.0m, and the surcharge height of each level applied in two levels is 3m and 2m in sequence. The preloading not only can increase the total settlement of the soil body, so that the soil body is safer and more stable under the same consolidation degree, but also can increase the settlement rate, reduce the time required by consolidation and save the construction period.
And after the pre-pressing is carried out for the design time, the pre-pressed surcharge layer is removed, and thus the construction of the composite foundation is completed.
According to the invention, after the prestressed pipe pile is driven into the ground, a circle of broken stones are arranged around the prestressed pipe pile, soft soil in the pipe pile is discharged, and concrete is adopted to fill the loose stones and the soft soil layer inside the prestressed pipe pile and outside the prestressed pipe pile, so that the construction is convenient and rapid, the prestressed pipe pile is not in direct contact with the soft soil layer any more, but is formed into a whole through the concrete, the broken stones and the soft soil layer outside the broken stones, the settlement is resisted and the transverse extrusion force of the soft soil between the prestressed pipe piles is borne, the stress area of the soft soil layer between the prestressed pipe piles is increased, and the bearing stress area of the composite foundation is also increased, thereby improving the stress stability of the bottom end of the pipe pile and also improving the settlement resistance of the foundation. Meanwhile, the concrete structure outside the prestressed pipe pile forms a settlement-resistant structure with a large top and a small bottom, so that the stress area of the roadbed in the vertical direction is increased, the prestressed pipe pile, the broken stone and part of soft soil layers outside the broken stone are integrated through the concrete and share the upper load together with the soil among the piles, and the problems of effectively improving the bearing capacity of the roadbed, reducing the total settlement, reducing the settlement after construction, preventing the bridge head from jumping and the like can be solved.
The foregoing is directed to embodiments of the present application and it is noted that numerous modifications and adaptations may be made by those skilled in the art without departing from the principles of the present application and are intended to be within the scope of the present application.
Claims (10)
1. A construction method of a prestressed pipe pile composite foundation for preloading of deep soft soil surcharge is characterized by comprising the following steps:
vertically drilling a plurality of outer pipes (A) into the ground at intervals, and hollowing out soil layers in the outer pipes (A), wherein the ground penetration depth of the outer pipes (A) is d 1;
inserting an inner pipe (B) into the outer pipe (A), and filling a gap between the outer pipe (A) and the inner pipe (B) with gravel (C), wherein the ground penetration depth of the inner pipe (B) is d 2;
pulling out the outer tube (A);
inserting the prestressed pipe pile (3) into the inner pipe (B), and sinking the pile to a designed elevation by adopting a hammering method, wherein the ground penetration depth of the prestressed pipe pile (3) is d3, and d3 is more than d2 and is not less than d 1;
and (C) pulling out the inner pipe (B), and tamping the broken stone (C).
2. The construction method of the prestressed pipe pile composite foundation pre-pressed by the deep soft soil surcharge according to claim 1, characterized in that the outer peripheral surface of the prestressed pipe pile (3) is provided with a through hollow hole; after the step of tamping the crushed stones (C), further comprising: and (3) injecting concrete (D) into the prestressed pipe piles (3) for filling, so that the concrete (D) is filled in the space in the prestressed pipe piles (3) and seeps out to be filled in gaps between the broken stones (C).
3. The construction method of the deep soft soil surcharge pre-pressed prestressed pipe pile composite foundation according to claim 2, characterized by further comprising: after the concrete (D) is filled in the gaps among the broken stones (C), the concrete (D) is continuously pressed in, so that the concrete (D) seeps into the soil layer at the periphery of the broken stones (C).
4. The construction method of the deep soft soil surcharge pre-pressed prestressed pipe pile composite foundation according to claim 3, characterized in that broken stones (C) and concrete (D) between every two adjacent prestressed pipe piles (3) are not in contact with each other.
5. The construction method of the deep soft soil surcharge pre-pressed prestressed pipe pile composite foundation according to claim 2, characterized by further comprising: and before concrete (D) is injected into the prestressed pipe pile (3), a soil layer in the prestressed pipe pile (3) is discharged firstly.
6. The construction method of the prestressed pipe pile composite foundation with the pre-pressed deep soft soil surcharge according to claim 2, wherein the diameter of the hollowed-out hole close to the upper part of the prestressed pipe pile (3) in the hollowed-out holes on the outer peripheral surface of the prestressed pipe pile (3) is larger than the diameter of the hollowed-out hole close to the bottom end of the prestressed pipe pile (3), and/or the distribution density of the hollowed-out holes close to the upper part of the prestressed pipe pile (3) is larger than the distribution density of the hollowed-out holes close to the bottom end of the prestressed pipe pile (3).
7. The construction method of the deep soft soil surcharge pre-pressed prestressed pipe pile composite foundation according to claim 6, characterized in that the diameter and/or distribution density of the hollowed-out holes is larger closer to the upper part of the prestressed pipe piles (3).
8. The construction method of the deep soft soil surcharge pre-pressed prestressed pipe pile composite foundation according to claim 2, characterized by further comprising: and paving a soil-rock mixture (2) above the prestressed pipe pile (3), and prepressing by adopting a prepressing surcharge layer.
9. The construction method of the deep soft soil surcharge pre-pressed prestressed pipe pile composite foundation according to any one of claims 2 to 8, characterized in that a pile tip (31) at the bottom end of the prestressed pipe pile (3) is an open-type pile tip; when the step of filling is gone into concrete (D) in orientation prestressed pipe pile (3), still make concrete (D) certainly pile tip (31) extrusion forms the infiltration the root of the enlarged form of the soil horizon around pile tip (31).
10. The construction method of the deep soft soil surcharge pre-pressed prestressed pipe pile composite foundation according to claim 9, wherein the root is spherical or ellipsoidal.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110260775.2A CN113089627B (en) | 2021-03-10 | 2021-03-10 | Construction method of prestressed pipe pile composite foundation for deep soft soil surcharge preloading |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110260775.2A CN113089627B (en) | 2021-03-10 | 2021-03-10 | Construction method of prestressed pipe pile composite foundation for deep soft soil surcharge preloading |
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| Publication Number | Publication Date |
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| CN113089627A true CN113089627A (en) | 2021-07-09 |
| CN113089627B CN113089627B (en) | 2022-09-20 |
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| CN114016343A (en) * | 2021-10-12 | 2022-02-08 | 广州市市政工程设计研究总院有限公司 | Soft foundation treatment process for pipe pile composite foundation of low-fill road section |
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| CN113089627B (en) | 2022-09-20 |
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