CN115030141B - Cast-in-situ pile body carrier pile and construction method thereof - Google Patents
Cast-in-situ pile body carrier pile and construction method thereof Download PDFInfo
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- CN115030141B CN115030141B CN202210860249.4A CN202210860249A CN115030141B CN 115030141 B CN115030141 B CN 115030141B CN 202210860249 A CN202210860249 A CN 202210860249A CN 115030141 B CN115030141 B CN 115030141B
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- 238000010276 construction Methods 0.000 title claims abstract description 73
- 238000011065 in-situ storage Methods 0.000 title claims abstract description 25
- 230000002787 reinforcement Effects 0.000 claims abstract description 43
- 239000000945 filler Substances 0.000 claims abstract description 12
- 230000035515 penetration Effects 0.000 claims abstract description 7
- 230000003014 reinforcing effect Effects 0.000 claims description 39
- 230000002093 peripheral effect Effects 0.000 claims description 21
- 238000000034 method Methods 0.000 claims description 20
- 229910000831 Steel Inorganic materials 0.000 claims description 18
- 239000010959 steel Substances 0.000 claims description 18
- 238000005452 bending Methods 0.000 claims description 14
- 239000004567 concrete Substances 0.000 claims description 11
- 239000011083 cement mortar Substances 0.000 claims description 3
- 238000010008 shearing Methods 0.000 abstract description 40
- 230000008901 benefit Effects 0.000 abstract description 15
- 230000006835 compression Effects 0.000 abstract description 6
- 238000007906 compression Methods 0.000 abstract description 6
- 239000002689 soil Substances 0.000 description 26
- 239000002131 composite material Substances 0.000 description 10
- 238000005056 compaction Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 238000003466 welding Methods 0.000 description 3
- 238000005266 casting Methods 0.000 description 2
- 238000007493 shaping process Methods 0.000 description 2
- 238000004804 winding Methods 0.000 description 2
- 238000009825 accumulation Methods 0.000 description 1
- 230000004323 axial length Effects 0.000 description 1
- 239000011324 bead Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 229910000278 bentonite Inorganic materials 0.000 description 1
- 239000000440 bentonite Substances 0.000 description 1
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 238000012512 characterization method Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 230000018109 developmental process Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000001125 extrusion Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- 230000000007 visual effect Effects 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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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
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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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
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
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Abstract
The application relates to the field of carrier piles, and in particular discloses a cast-in-situ pile body carrier pile and a construction method thereof. The construction method comprises the following steps: s1, preparing construction; s2, forming holes; s3, tamping the filler to form an enlarged head; s4, detecting three-click penetration; s5, a hammer pipe is used for lowering the connecting pipe in the pile hole, a lifting hammer is used for hammering the bottom end of the connecting pipe into the embedded expansion head, and meanwhile, the upper part of the connecting pipe is reserved to protrude out of the bearing layer; s6, placing a reinforcement cage; s7, pile body forming. According to the application, the connecting pipe with one end embedded in the enlarged footing and the other end embedded in the pile body is arranged, so that the shearing resistance and the pulling resistance of the joint of the pile body and the enlarged footing are greatly enhanced, and the carrier pile has extremely strong compression resistance, pulling resistance and shearing resistance, and can generate higher economic benefit.
Description
Technical Field
The application relates to the field of carrier piles, in particular to a cast-in-situ pile body carrier pile and a construction method thereof.
Background
The carrier pile is a pile type which is composed of a pile body, a composite carrier and an impact soil body and can be equivalent to the stress of an expanded foundation, and has obvious advantages when the compression-resistant pile is used due to the large stress area of the carrier. The composite carrier is a composite body which is positioned at the bottom of the pile body and is tamped by deep filling materials, and the free falling body motion of a heavy hammer is utilized to repeatedly tamp and compact the deep soil body at the pile end, so that the soil body in a certain range below the pile end is reinforced and compacted most effectively, and the composite carrier is formed. The anti-pulling carrier pile is characterized in that an anti-pulling reinforcement cage is arranged between the composite carrier and the pile body on the basis, so that a compact whole is formed between the composite carrier and the pile body, and the anti-pulling performance of the carrier pile is realized. Therefore, compared with the conventional pile, the carrier pile has the advantages of large bearing capacity, good pulling resistance (particularly referred to as pulling-resistant carrier pile), high bonding strength with soil layers, short pile length, high construction efficiency and the like.
The carrier pile has the excellent performance, so that the application range of the carrier pile in the construction engineering is wider, and the application prospect is good; however, the carrier pile is formed by the composite carrier and the pile body in sections, so that the combination strength of the pile body and the composite carrier in the radial direction is not particularly firm, and the carrier pile has the natural defect that strong shearing force resistance cannot be provided.
For example, in some pile foundation engineering constructions such as supporting piles for supporting foundation pits and bearing pile foundations of large-scale plants, the pile foundations are required to have stronger shearing resistance so as to cope with the shearing force from soil layers, and the existing compressive carrier piles or pulling-resistant carrier piles obviously cannot meet the requirement, so that the application and popularization of the carrier piles are limited, and the maximization of the economic benefit of the carrier piles is difficult to realize.
Disclosure of Invention
In order to solve the problem of poor shearing force resistance of the carrier pile, the application provides a cast-in-situ pile body carrier pile and a construction method thereof.
The application provides a cast-in-situ pile body carrier pile, which adopts the following technical scheme:
a cast-in-situ pile body carrier pile comprises an expansion head and a pile body formed by concrete casting in situ, wherein a connecting pipe is arranged between the expansion head and the pile body, one end of the connecting pipe extends into the pile body, and the other end of the connecting pipe is inserted into the expansion head.
By adopting the technical scheme, as one end of the connecting pipe is embedded in the enlarged head and the other end of the connecting pipe is embedded in the pile body, after the pile body is formed, the connecting pipe can tightly connect the pile body and the enlarged head and form a tight whole; on one hand, the shearing resistance of the joint of the pile body and the enlarged footing is greatly enhanced, the shearing force from the soil layer born in the foundation pit supporting process can be satisfied, the pile length can be shortened, and the construction cost can be reduced; the shear force of the soil layer on the pile foundation can be dealt with when the travelling crane walks when the shear force is applied to the pile foundation of a large-scale factory building, so that the application range of the shear force-resistant pile foundation is greatly improved. On the other hand, the connecting pipe is used for tightly connecting the easily-separated part between the pile body and the enlarged head, so that the axial connection performance of the pile body and the enlarged head is greatly improved, and the pulling resistance of the carrier pile is further improved, thereby ensuring that the pile has extremely strong compression resistance, pulling resistance and shearing resistance and can generate higher economic benefit.
Optionally, the depth of the connecting pipe inserted into the enlarged head is not less than 50cm, and the length of the connecting pipe extending into the pile body is not less than 30cm.
Through adopting above-mentioned technical scheme, the linking pipe can be realized comparatively abundant with enlarged footing and pile body as far as possible and be connected to can more effectively deal with the shearing force from the soil layer.
Optionally, a plurality of reinforcing ribs arranged along the axial direction of the connecting pipe are fixedly connected on the peripheral wall of the connecting pipe.
By adopting the technical scheme, the radial bending resistance of the connecting pipe can be obviously improved after a plurality of reinforcing ribs are fixedly connected on the connecting pipe, so that the shearing resistance of the connecting pipe can be further improved when the connecting pipe is buried between the pile body and the enlarged head.
Optionally, the outer wall of the connecting pipe is flush with the outer wall of the pile body.
By adopting the technical scheme, the size of the connecting pipe is as large as possible and is matched with the pile body in a proper way, and in the state, the reinforcement cage in the pile body can be directly inserted into the connecting pipe, so that the connecting pipe can be ensured to provide shearing resistance as much as possible.
The construction method of the cast-in-situ pile body carrier pile provided by the second aspect of the application adopts the following technical scheme:
a construction method of a cast-in-situ pile body carrier pile comprises the following steps:
s1, preparing construction, leveling a site, entering construction equipment, preparing a winch, a heavy hammer and the connecting pipe, measuring and paying off, and accurately setting a pile hole mark;
s2, forming holes, namely forming pile holes to the bearing layer by rotary digging or long spiral hole guiding at the marked positions of the pile holes; if the hole collapse condition occurs, the steel casing is used for wall protection;
s3, tamping the filler, filling the filler in multiple times, and tamping the filler for multiple times to form the expansion head;
s4, detecting three-click penetration;
s5, hammering the pipe, if the three-hit penetration degree in the step S4 is detected to be qualified, lowering the connecting pipe in the pile hole, hoisting the hammer to hammer the bottom end of the connecting pipe into the enlarged head, and reserving the upper part of the connecting pipe to protrude out of the bearing layer;
s6, a reinforcement cage is arranged down, and the reinforcement cage is arranged down to a bearing layer in the pile hole;
s7, forming a pile body, and pouring concrete or cement mortar into the pile hole to form a pile.
Through adopting above-mentioned technical scheme, after the expansion head construction of carrier stake is accomplished, ram the mode with the weight and ram the linking pipe into the expansion head for linking pipe bottom and the closely-packed expansion head form closely-combined whole, still reserve the part in the stake hole on linking pipe upper portion this moment, after lowering the reinforcement cage to stake hole bottom and pouring concrete forms the pile body like this, when the pile body shaping, linking pipe upper portion is also poured in the pile body and forms zonulae occludens with the pile body.
The carrier pile is characterized in that the carrier pile is formed by the construction method, the connecting pipe is hammered into the enlarged head after the enlarged head is formed, the process connection is convenient, the construction process is simple, the compaction degree of the enlarged head is not influenced, and the compaction degree of the enlarged head is further improved. Meanwhile, the lower end of the connecting pipe is connected with the enlarged head, and the upper end of the connecting pipe is connected with the reinforcement cage in the pile body in an overlapping way, so that the finally formed carrier pile has good shearing resistance consistency and strong shearing resistance, and can be suitable for foundation construction with shearing resistance requirements on pile foundations. Compared with the conventional pile type, the carrier pile provided by the application has the advantages that the carrier pile is provided with the enlarged head rammed and compacted in the soil layer, so that the bearing capacity of the pile body can be increased, the stronger shearing resistance can be provided, and the pulling resistance of the pile body can be improved; meanwhile, on the basis of the same structural performance requirement, the carrier pile constructed by the method has the advantages of shorter pile length, higher construction efficiency, lower requirement on construction equipment and capability of effectively controlling the construction cost. Therefore, the application further improves the anti-pulling performance of the carrier pile on the basis of improving the poor anti-shearing performance of the traditional carrier pile by arranging the simple connecting pipe, and obtains great technical progress with smaller improvement, so that the carrier pile can be applied to more construction scenes, and the maximization of the economic benefit of the carrier pile is realized.
Optionally, before the connecting tube is lowered in the step S5, a plurality of reinforcing ribs are fixedly connected to the peripheral wall of the connecting tube, and the reinforcing ribs are axially arranged along the peripheral wall of the connecting tube;
if the outer peripheral wall of the connecting pipe is flush with the wall of the pile hole, the reinforcing ribs are arranged on the inner peripheral wall of the connecting pipe, and the upper ends of the reinforcing ribs are flush with the top end of the connecting pipe;
if the outer diameter of the connecting pipe is smaller than the diameter of the pile hole, the reinforcing ribs are arranged on the inner peripheral wall or the outer peripheral wall of the connecting pipe.
By adopting the technical scheme, the connecting pipe is fixedly connected with the plurality of reinforcing ribs, so that on one hand, the bending resistance of the connecting pipe can be improved, and on the other hand, the actual contact area between the upper end of the connecting pipe and the heavy hammer can be also improved, and the connecting pipe can stably sink into the expansion head when the heavy hammer is used for tamping the connecting pipe.
Optionally, if the peripheral wall of the connecting pipe is flush with the pile hole wall, the lower end of the reinforcement cage in step S6 is inserted into the connecting pipe;
and if the outer diameter of the connecting pipe is smaller than the diameter of the pile hole, the lower end of the reinforcement cage in the step S6 is sleeved outside the connecting pipe.
Through adopting above-mentioned technical scheme, can be according to the setting difference of the pipe diameter of connecting pipe, rationally adopt the steel reinforcement cage to insert to establish or the mode of cover establishing on connecting pipe to ensure that there is the overlap area along the pile shaft axial between steel reinforcement cage and the connecting pipe, and then make the uniformity of the bending resistance between pile shaft and the connecting pipe higher.
Optionally, after the connecting pipe is lowered in step S5, the weight is slowly lowered until the bottom surface of the weight contacts the connecting pipe, the position of the bottom surface of the weight at this time is marked as a zero point, and after the weight is hammered, the distance that the bottom surface of the weight passes over the zero point is the embedding amount of the connecting pipe embedded in the expansion head.
By adopting the technical scheme, in order to ensure that the carrier pile applied by the application has stronger bending resistance all the time, the lower end of the connecting pipe needs to be sunk into the expansion head to a proper depth to ensure the consistency of the bending resistance between the connecting pipe and the expansion head, and the embedding state of the connecting pipe in the pile hole is invisible visually and difficult to directly monitor; by setting the zero point, the distance between the bottom surface of the heavy hammer and the zero point after the heavy hammer is detected to impact the connecting pipe can be directly calibrated as the embedding amount of the connecting pipe sunk into the enlarged head, so that the detection mode of the construction dynamics of the connecting pipe is simplified.
Optionally, in the step S5, the method for measuring and calculating the embedding amount includes:
setting a fixed zeroing mark;
setting a point corresponding to the zeroing mark on a lifting rope for lifting the heavy hammer when the bottom surface of the heavy hammer is positioned at the zero point position as a zeroing point; and after the heavy hammer is hammered, the tightening lifting rope is gathered, and at the moment, the zero-returning point is the embedding amount after crossing the length of the zero-returning mark.
By adopting the technical scheme, the embedded depth of the connecting pipe can be intuitively calibrated through the distance that the zero return point on the lifting rope passes through the zero return mark, the characterization mode of the embedded quantity is further simplified, and the method is simpler and more convenient no matter the constructor directly observes with naked eyes or the length record of the winding engine unreeled lifting rope.
Optionally, if the outer diameter of the reinforcement cage is greater than the inner diameter of the connecting pipe, the plurality of main ribs at the lower end of the reinforcement cage can be bent inwards and the straight section of the bending part of the main ribs is still kept parallel to the axial direction of the reinforcement cage, and then the straight section at the bottom end of the reinforcement cage is vertically inserted into the connecting pipe.
Through adopting above-mentioned technical scheme, can be all the time insert the reinforcing bar cage's bottom in the connecting pipe to can also keep the holistic straightness that hangs down of reinforcing bar cage, can guarantee the pile body after the shaping and the shearing resistance uniformity of connecting pipe under different construction operating modes.
In summary, the present application includes at least one of the following beneficial technical effects:
1. one end of the connecting pipe is embedded in the enlarged head, and the other end of the connecting pipe is embedded in the pile body, so that after the pile body is formed, the connecting pipe can tightly connect the pile body and the enlarged head and form a tight whole, the carrier pile has extremely strong compression resistance, pulling resistance and shearing resistance, the application range of the carrier pile is greatly improved, and the economic benefit is higher;
2. the connecting pipe is fixedly connected with a plurality of reinforcing ribs, and the reinforcing rib is in a single island form and is flush with the upper end of the connecting pipe, so that on one hand, the radial bending resistance of the connecting pipe can be remarkably improved, and on the other hand, the actual contact area between the upper end of the connecting pipe and the heavy hammer can be also improved, and the connecting pipe can be stably sunk into the expansion head when the heavy hammer is used for tamping the connecting pipe;
3. in the process of ramming the connecting pipe by the heavy hammer, a zero return point is arranged on a lifting rope of the lifting heavy hammer, the length of a zero return mark is marked as the embedding amount of the connecting pipe in the enlarged head through the zero return point, so that constructors can observe the embedding amount of the connecting pipe more intuitively and conveniently, the length of the connecting pipe is reasonable, the depth of the lower end of the connecting pipe embedded in the enlarged head and the length of the upper end embedded in the pile body can be accurately controlled, the degree of automation is higher, and the automatic construction of the carrier pile is facilitated.
Drawings
Fig. 1 is a cross-sectional view of the overall structure of a cast-in-place pile body carrier pile according to an embodiment of the present application.
Fig. 2 is a cross-sectional view of the whole structure of the connecting pipe according to another embodiment of the present application, in which the reinforcing ribs are fixedly connected to the connecting pipe.
FIG. 3 is a cross-sectional view of the entire structure of another embodiment of the present application in which the attachment ring is fixedly attached to the reinforcing bar.
Fig. 4 is a cross-sectional view of the whole structure of the main reinforcement in the reinforcement cage according to another embodiment of the present application when the main reinforcement is bent.
Fig. 5 is a construction process diagram of a cast-in-situ pile body carrier pile construction method according to an embodiment of the application.
Reference numerals: 1. enlarging the head; 2. pile body; 21. a concrete layer; 22. a reinforcement cage; 221. a main rib; 3. a connecting pipe; 31. reinforcing ribs; 32. a linking ring; 4. a heavy hammer; 5. pile holes; 7. compacting soil mass; 8. affecting the soil mass.
Detailed Description
The application is described in further detail below with reference to fig. 1-5.
In the construction of some pile foundations, collapse and foundation settlement caused by different stratum environments are frequently encountered, and the building piles are buried in the soil layer, so that the reinforcement and protection effects on the soil layer can be achieved. Especially in the process of foundation pit support, the surrounding soil layers of the foundation pit can be protected by adopting the filling piles and the jet grouting piles to prevent collapse or leakage of underground water, for example, in a foundation pit with the depth of 5m, the lengths of the filling piles and the stirring piles required to be arranged can reach 15-20 m so as to cope with the shearing force from the surrounding soil layers of the foundation pit, and therefore, the overlength pile length not only consumes excessive resources, but also can increase the construction difficulty.
In view of the above, the inventor combines abundant carrier pile construction experience, and proposes a scheme for supporting a foundation pit by using the carrier pile, so that the aims of shortening the pile length and reducing the construction cost can be achieved by means of the high bonding strength of a composite carrier in the carrier pile and a soil layer; however, it is generally known that the tightness of the connection between the pile body 2 and the composite carrier is not high, whether it is a cast-in-place pile body 2 or a prefabricated pile body 2 of a carrier pile, and is not sufficient to counter the shearing force in the soil layer around the foundation pit, so that new improvements are required.
The embodiment of the application discloses a cast-in-situ pile body carrier pile. Referring to fig. 1, a cast-in-situ pile body carrier pile comprises an enlarged head 1 and a pile body 2 formed by concrete casting, wherein a compaction soil body 7 and an impact soil body 8 are formed in a soil layer by extrusion of the enlarged head 1, and it is important to make sure that the pile body 2 comprises a concrete layer 21 and a reinforcement cage 22, a connecting pipe 3 is arranged between the enlarged head 1 and the pile body 2, one end of the connecting pipe 3 extends into the pile body 2, and the other end is inserted into the enlarged head 1; in practical selection, the connecting pipe 3 is a steel pipe, and the shape of the connecting pipe can be a circular pipe, a square pipe or a triangular pipe, etc., but the connecting pipe can provide stronger bending performance, such as channel steel, angle steel or a combination thereof, and the number of the connecting pipes is increased.
Therefore, as one end of the connecting pipe 3 is embedded in the enlarged footing 1 and the other end is embedded in the pile body 2, after the pile body 2 is molded, the connecting pipe 3 can tightly connect the pile body 2 and the enlarged footing 1 and form a tight whole; on one hand, the shearing resistance of the joint of the pile body 2 and the enlarged footing 1 is greatly enhanced, the shearing force from a soil layer born in the foundation pit supporting process can be met, the pile length can be shortened, and the construction cost can be reduced; the shear force of soil layers on pile foundations can be also applied to pile foundations of large-scale plants, and the shear force of soil layers on pile foundations can be also dealt with when a crane walks, so that the application range of the shear force-resistant pile foundation construction method is greatly improved.
On the other hand, the connecting pipe 3 tightly connects the easily-separated part between the pile body 2 and the enlarged footing 1, so that the axial connection performance of the pile body 2 and the enlarged footing 1 is greatly improved, and the pulling resistance of the carrier pile is further improved, thereby ensuring that the pile has extremely strong compression resistance, pulling resistance and shearing resistance and can generate higher economic benefit.
In order to ensure that the connecting pipe 3 can practically provide the carrier pile of the application with sufficient shearing resistance, the depth of the connecting pipe 3 inserted into the enlarged footing 1 is not less than 50cm, and the length of the connecting pipe 3 extending into the pile body 2 is not less than 30cm.
In other embodiments, referring to fig. 2, a plurality of reinforcing ribs 31 may be further fixedly connected to the peripheral wall of the connecting tube 3, the reinforcing ribs being disposed along the axial direction thereof; in actual selection, the reinforcing ribs 31 may be steel bars or strips cut from steel plates. Moreover, the reinforcing ribs 31 can be arranged along the axial length of the connecting pipe 3, or can not extend to the bottom end of the connecting pipe 3, and only extend into the expansion head 1 to a proper depth; and the bottom end of the reinforcing rib 31 may be provided with a chamfer so as to smoothly pass through the enlarged head 1.
Thus, by controlling the length of the connecting pipe 3, the connecting pipe 3 can be fully connected with the expansion head 1 and the pile body 2 as much as possible, so that the shearing force from the soil layer can be more effectively dealt with. The plurality of reinforcing ribs 31 can also remarkably improve the shearing resistance of the carrier pile of the application on the gain of the bending resistance of the connecting pipe 3.
In one embodiment, the reinforcement ribs 31 can be fixed to the outer wall or the inner wall of the adapter tube 3 in the form of a full-bead weld.
In another embodiment, referring to fig. 3 and 4, a joint ring 32 may be provided at the top end of the joint pipe 3, a plurality of reinforcing ribs 31 may be integrally formed on the joint ring 32, and then the reinforcing ribs 31 may be welded to the joint pipe 3, and in this case, spot welding or full welding may be used if necessary. Therefore, the welding part of the reinforcing rib 31 and the connecting pipe 3 is prevented from being damaged when the impact force of the heavy hammer 4 is overlarge, so that the reinforcing rib 31 is prevented from being unwelded, and the reinforcing rib 31 has the advantage of resisting the bending force of the connecting pipe 3.
In view of the workability of embedding the adapter tube 3 in the enlarged head 1, the diameter of the adapter tube 3 is adapted to the outer diameter of the pile body 2 so that the adapter tube 3 can provide the highest shearing resistance, but so that the difficulty of embedding the adapter tube 3 in the enlarged head 1 is great, and the reinforcing ribs 31 should be provided on the inner wall of the adapter tube 3 to increase the contact area of the upper end of the adapter tube 3.
Alternatively, the diameter of the connecting tube 3 may be smaller than the outer diameter of the pile body 2, so that although the shearing resistance provided by the connecting tube 3 is reduced, the difficulty of embedding the connecting tube 3 into the enlarged head 1 is reduced, and the implementation is easier.
The implementation principle of the cast-in-situ pile body carrier pile provided by the embodiment of the application is as follows: one end of the connecting pipe 3 is embedded in the enlarged footing 1, and the other end is embedded in the pile body 2, so that after the pile body 2 is molded, the connecting pipe 3 can tightly connect the pile body 2 and the enlarged footing 1 and form a tight whole; on one hand, the shearing resistance of the joint of the pile body 2 and the enlarged footing 1 is greatly enhanced, and the application range of the application is greatly improved; on the other hand, the axial connection performance of the pile body 2 and the enlarged footing 1 is greatly improved, and the pulling resistance of the carrier pile is further improved, so that the application has extremely strong compression resistance, pulling resistance and shearing resistance, and can generate higher economic benefit.
The embodiment of the application also discloses a construction method of the cast-in-situ pile body carrier pile. Referring to fig. 5, a construction method of a cast-in-situ pile body carrier pile comprises the following steps:
s1, preparing construction, leveling a site, entering construction equipment, preparing a winch, a heavy hammer 4 and a connecting pipe 3, measuring and paying off, and accurately setting a pile hole 5 mark.
S2, forming holes, namely forming pile holes 5 to a bearing layer by rotary digging or long spiral hole guiding at the marked positions of the pile holes 5, and directly hammering the holes by using a heavy hammer 4 under the condition that geological conditions allow. If the hole collapse condition occurs, the steel pile casing is used for wall protection, when the wall protection is performed, the steel pile casing can be only used for partial wall protection at the position of the hole collapse, and after the wall protection is completed, the steel pile casing does not need to be pulled out; the whole Kong Hubi can be carried out by a long steel pile casing, and the pile body 2 is pulled out when the pile body is poured; or in the soil layer with poor geology, the steel casing wall can be firstly lowered, and then holes are formed in the steel casing by rotary digging or long spiral hole guiding.
S3, tamping the filler, filling the filler in multiple times, and tamping the filler for multiple times to form an enlarged head 1; the filler may be a dry hard concrete, a cement sand mix, or a bentonite, etc., as shown in fig. 5-a.
S4, detecting the three-click penetration degree.
S5, hammering the pipe, if the three-strike penetration degree in the step S4 is detected to be qualified, lowering the connecting pipe 3 in the pile hole 5, referring to fig. 5-b, and hoisting the heavy hammer 4 to hammer the bottom end of the connecting pipe 3 into the embedded expansion head 1, and reserving the upper part of the connecting pipe 3 to protrude out of the bearing layer, referring to fig. 5-c.
S6, the reinforcement cage 22 is arranged below, and the reinforcement cage 22 is arranged in the pile hole 5 to be on a bearing layer, and reference is made to fig. 5-d.
S7, forming the pile body 2, pouring concrete or cement mortar into the pile hole 5 to form a pile, and if the steel pile casing wall in the pile hole 5 needs to be pulled out, pouring and pulling out the pipe at the same time, referring to fig. 5-e.
Therefore, after the construction of the enlarged footing 1 of the carrier pile is completed, the connecting pipe 3 is rammed into the enlarged footing 1 in a manner of ramming by the hammer 4, so that the bottom end of the connecting pipe 3 and the compacted enlarged footing 1 form a tightly combined whole, and at the moment, a part of the upper part of the connecting pipe 3 is reserved in the pile hole 5, so that after the reinforcement cage 22 is lowered to the bottom of the pile hole 5, concrete is poured to form the pile body 2, and when the pile body 2 is formed, the upper part of the connecting pipe 3 is poured into the pile body 2 and tightly connected with the pile body 2.
The carrier pile constructed by the construction method has the advantages that the lower end of the connecting pipe 3 is connected with the enlarged footing 1, and the upper end of the connecting pipe is connected with the reinforcement cage 22 in the pile body 2 in an overlapping way, so that the finally formed carrier pile has good shearing resistance consistency and strong shearing resistance, and can be suitable for foundation construction with shearing resistance requirements on pile foundations. Compared with the conventional pile type, the carrier pile provided by the application has the enlarged head 1 rammed and compacted in the soil layer, so that the bearing capacity of the pile body 2 can be increased, the stronger shearing resistance can be provided, and the pulling resistance of the pile body 2 can be improved; meanwhile, on the basis of the same structural performance requirement, the carrier pile constructed by the method has the advantages of shorter pile length, higher construction efficiency, lower requirement on construction equipment and capability of effectively controlling the construction cost. Therefore, the application further improves the anti-pulling performance of the carrier pile on the basis of improving the poor anti-shearing performance of the traditional carrier pile, so that the carrier pile can be applied to more construction scenes, and the maximization of the economic benefit of the carrier pile is realized.
Meanwhile, in consideration of the workability of the impact of the weight 4 on the adapter tube 3 and the contribution rate of the shearing resistance of the adapter tube 3, a plurality of reinforcing ribs 31 provided along the axial direction of the adapter tube 3 need to be fixedly attached to the peripheral wall of the adapter tube 3 before the adapter tube 3 is lowered in step S5.
In one embodiment, the outer peripheral wall of the connecting pipe 3 is flush with the wall of the pile hole 5, the reinforcing ribs 31 are arranged on the inner peripheral wall of the connecting pipe 3, and the upper ends of the reinforcing ribs 31 are flush with the top end of the connecting pipe 3, so that the heavy hammer 4 can directly tamp on a plurality of reinforcing ribs 31 when tamping, and then the connecting pipe 3 is driven to be embedded into the expansion head 1 through the reinforcing ribs 31; and at this time, the lower end of the reinforcement cage 22 is inserted into the joint pipe 3 in step S6.
In another embodiment, the outer diameter of the connecting pipe 3 is smaller than the diameter of the pile hole 5, the reinforcing ribs 31 are arranged on the inner peripheral wall or the outer peripheral wall of the connecting pipe 3, and the lower end of the reinforcement cage 22 is sleeved outside the connecting pipe 3 in the step S6.
In other embodiments, referring to fig. 4, if the outer diameter of the reinforcement cage 22 is larger than the inner diameter of the connecting pipe 3, the plurality of main ribs 221 at the lower end of the reinforcement cage 22 may be bent inwards and the straight sections of the bent parts may still be axially parallel to the reinforcement cage 22, and then the straight sections at the bottom end of the reinforcement cage 22 may be vertically inserted into the connecting pipe 3.
Based on the above arrangement, the plurality of reinforcing ribs 31 are fixedly connected on the connecting pipe 3, so that on one hand, the bending resistance of the connecting pipe 3 can be improved, and on the other hand, the actual contact area between the upper end of the connecting pipe 3 and the heavy hammer 4 can be also improved, so that the connecting pipe 3 can be stably sunk into the expanding head 1 when the heavy hammer 4 is rammed on the connecting pipe 3. And can also be according to the setting difference of the pipe diameter of connecting pipe 3, rationally adopt steel reinforcement cage 22 to insert and establish or overlap the mode of establishing on connecting pipe 3 to ensure that there is the overlap area along pile body 2 axial between steel reinforcement cage 22 and the connecting pipe 3, and then make the uniformity of the bending resistance between pile body 2 and the connecting pipe 3 higher.
Meanwhile, based on the experience accumulation of the applicant in the carrier pile construction technology, the automatic construction of the carrier pile has been realized, and in the construction method of the application, the depth of the connecting pipe 3 embedded into the enlarged head 1 plays a crucial role in the bending resistance of the carrier pile after construction, but the embedded state of the connecting pipe 3 in the pile hole 5 is not visible visually and is difficult to directly monitor.
Therefore, in order to make the construction method of the application not only suitable for the construction of the conventional mechanical and manual combination mode, but also suitable for the automatic construction, after the connecting pipe 3 is lowered in the step S5, the lifting rope is slowly unreeled by a winch and the heavy hammer 4 is lowered until the bottom surface of the lifting rope contacts with the connecting pipe 3, and the position of the bottom surface of the heavy hammer 4 at the moment is calibrated to be zero point as shown in the figure 5-b; after the hammer 4 is hammered, the distance of the bottom surface of the hammer 4 crossing the zero point is the embedding amount of the connecting pipe 3 embedded into the expansion head 1.
Specifically, the method for measuring and calculating the embedding amount comprises the following steps: setting a fixed zeroing mark; when the bottom surface of the heavy hammer 4 is at the zero point position, a point corresponding to a zero return mark on a lifting rope for lifting the heavy hammer 4 is set as a zero return point; and after hammering the heavy hammer 4, drawing in the tightened lifting rope, wherein the length of the zero crossing zero resetting mark is the embedding quantity.
Therefore, the embedded depth of the connecting pipe 3 can be intuitively calibrated through the distance that the zero return point on the lifting rope passes through the zero return mark, the representation mode of the embedded quantity is further simplified, the direct visual observation of constructors and the length record of the lifting rope unreeled by a winch can be simpler and more convenient, and the automatic construction of the carrier pile can also be realized.
For example, when filling the pile hole 5 in batches, an automatic feeding device, such as a belt feeder, can be used, and the feeding time period is controlled by a microcomputer to control the amount of the filler fed into the pile hole 5.
When the hoist is used for winding and unwinding the lifting rope to realize lifting and dropping of the heavy hammer 4, an angle sensor or a meter counter can be additionally arranged on the hoist, and if the angle sensor or the meter counter is selected as the meter counter, a meter counter wheel of the meter counter is abutted against the lifting rope; in the case of an angle sensor, the angle sensor is installed at a roll shaft of the hoist. The automatic high-precision embedded construction of the connecting pipe 3 in the enlarged footing 1 can be realized by controlling the lifting hammer and the dropping hammer of the winch through a microcomputer and combining with the distance that the zero point of the lifting rope detected by the angle sensor or the meter counter crosses the zero point mark, so that the construction quality of multiple piles in the multi-pile position construction is consistent and controllable, the standardization and the automation in the carrier pile construction process are realized, and the method has great development promotion effect on the current construction process.
The implementation principle of the cast-in-situ pile body carrier pile construction method provided by the embodiment of the application is as follows: the carrier pile constructed in the construction mode of the application is characterized in that the connecting pipe 3 is rammed into the enlarged footing 1 in a ramming mode of the heavy hammer 4, so that the lower end of the connecting pipe 3 is connected with the enlarged footing 1, and the upper end of the connecting pipe is overlapped and connected with the reinforcement cage 22 in the pile body 2, so that the finally formed carrier pile has good shearing resistance consistency and strong shearing resistance, and can be suitable for foundation construction with shearing resistance requirements on pile foundations; and the distance that the return zero point set by the lifting rope on the winch passes through the fixed return zero mark in the process of hammering the connecting pipe 3 by the heavy hammer 4 is calibrated to be the depth of the connecting pipe 3 embedded in the enlarged head 1, so that the depth of the connecting pipe 3 embedded in the enlarged head 1 and the length embedded in the pile body 2 in the construction process can be controlled, the automation degree is high, and the construction efficiency and the construction quality are both greatly ensured.
The above embodiments are not intended to limit the scope of the present application, so: all equivalent changes in structure, shape and principle of the application should be covered in the scope of protection of the application.
Claims (8)
1. The construction method of the cast-in-situ pile body carrier pile comprises an enlarged head (1) and a pile body (2) formed by concrete cast-in-situ, and is characterized in that: a connecting pipe (3) is arranged between the expansion head (1) and the pile body (2), one end of the connecting pipe (3) extends into the pile body (2), and the other end of the connecting pipe is inserted into the expansion head (1);
the construction method comprises the following steps:
s1, preparing construction, leveling a site, entering construction equipment, preparing a winch, a heavy hammer (4) and the connecting pipe (3), measuring and paying off, and accurately setting a pile hole (5) mark;
s2, forming holes, namely forming pile holes (5) to the bearing layer by rotary digging or long spiral hole guiding at the marked positions of the pile holes (5); if the hole collapse condition occurs, the steel casing is used for wall protection;
s3, tamping the filler, filling the filler in multiple times, and tamping the filler for multiple times to form the expansion head (1);
s4, detecting three-click penetration;
s5, hammering the pipe, if the three-hit penetration degree in the step S4 is detected to be qualified, lowering the connecting pipe (3) in the pile hole (5), hoisting the hammer (4) to hammer the bottom end of the connecting pipe (3) into the expansion head (1), and reserving the upper part of the connecting pipe (3) to protrude out of a bearing layer;
s6, a reinforcement cage (22) is arranged down, and the reinforcement cage (22) is arranged down to a bearing layer in the pile hole (5);
s7, forming a pile body (2), and pouring concrete or cement mortar into the pile hole (5) to form a pile;
before the connecting pipe (3) is lowered in the step S5, a plurality of reinforcing ribs (31) which are arranged along the axial direction of the connecting pipe (3) are fixedly connected on the peripheral wall of the connecting pipe;
if the peripheral wall of the connecting pipe (3) is flush with the wall of the pile hole (5), the reinforcing ribs (31) are arranged on the inner peripheral wall of the connecting pipe (3), and the upper ends of the reinforcing ribs (31) are flush with the top end of the connecting pipe (3);
if the outer diameter of the connecting pipe (3) is smaller than the diameter of the pile hole (5), the reinforcing ribs (31) are arranged on the inner peripheral wall or the outer peripheral wall of the connecting pipe (3).
2. The construction method of the cast-in-situ pile body carrier pile according to claim 1, which is characterized in that: the depth of the connecting pipe (3) inserted into the enlarged footing (1) is not less than 50cm, and the length of the connecting pipe (3) extending into the pile body (2) is not less than 30cm.
3. The construction method of the cast-in-situ pile body carrier pile according to claim 2, which is characterized in that: the peripheral wall of the connecting pipe (3) is fixedly connected with a plurality of reinforcing ribs (31) which are axially arranged along the connecting pipe.
4. A method of constructing a cast-in-place pile body carrier pile according to claim 3, wherein: the outer wall of the connecting pipe (3) is flush with the outer wall of the pile body (2).
5. A method of constructing a cast-in-situ pile body carrier pile according to any one of claims 1 to 4, wherein: if the peripheral wall of the connecting pipe (3) is flush with the wall of the pile hole (5), inserting the lower end of the reinforcement cage (22) into the connecting pipe (3) in the step S6;
if the outer diameter of the connecting pipe (3) is smaller than the diameter of the pile hole (5), the lower end of the reinforcement cage (22) in the step S6 is sleeved outside the connecting pipe (3).
6. The construction method of the cast-in-situ pile body carrier pile according to claim 1, which is characterized in that: after the connecting pipe (3) is lowered in the step S5, the heavy hammer (4) is slowly lowered until the bottom surface of the heavy hammer is contacted with the connecting pipe (3), the position of the bottom surface of the heavy hammer (4) at the moment is marked as a zero point, and after the heavy hammer (4) is hammered, the distance of the bottom surface of the heavy hammer (4) crossing the zero point is the embedding amount of the connecting pipe (3) embedded into the expanding head (1).
7. The construction method of the cast-in-situ pile body carrier pile according to claim 6, which is characterized in that: in the step S5, the method for measuring and calculating the embedding amount includes:
setting a fixed zeroing mark;
when the bottom surface of the heavy hammer (4) is positioned at the zero point position, a point corresponding to the zero resetting mark on a lifting rope for lifting the heavy hammer (4) is defined as a zero resetting point; and the heavy hammer (4) is hammered to draw in the tightening lifting rope, and the zero return point is the embedding amount after crossing the length of the zero return mark.
8. The construction method of the cast-in-situ pile body carrier pile according to claim 6, which is characterized in that: if the outer diameter of the reinforcement cage (22) is larger than the inner diameter of the connecting pipe (3), a plurality of main ribs (221) at the lower end of the reinforcement cage (22) can be inwards bent, and the straight section of the bending part of the main ribs is still kept axially parallel to the reinforcement cage (22), and then the straight section at the bottom end of the reinforcement cage (22) is vertically inserted into the connecting pipe (3).
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN208857813U (en) * | 2018-08-01 | 2019-05-14 | 高永光 | Ram vibration base expanding and base expanding post jacking hollow preformed pile |
| CN209099158U (en) * | 2018-10-22 | 2019-07-12 | 山东省交通规划设计院 | A kind of assembled circular pier |
| CN111424644A (en) * | 2020-04-20 | 2020-07-17 | 武汉砼源高新科技有限公司 | Anti-pulling steel bar, carrier pile, hollow column hammer for construction and carrier pile construction process |
| CN111794216A (en) * | 2020-07-21 | 2020-10-20 | 王继忠 | Construction method of uplift carrier pile |
| CN112323785A (en) * | 2020-11-23 | 2021-02-05 | 陈远 | Deep foundation pile with enlarged head and construction method thereof |
| CN113653032A (en) * | 2021-08-27 | 2021-11-16 | 北京波森特岩土工程有限公司 | Construction method of uplift carrier pile |
-
2022
- 2022-07-21 CN CN202210860249.4A patent/CN115030141B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN208857813U (en) * | 2018-08-01 | 2019-05-14 | 高永光 | Ram vibration base expanding and base expanding post jacking hollow preformed pile |
| CN209099158U (en) * | 2018-10-22 | 2019-07-12 | 山东省交通规划设计院 | A kind of assembled circular pier |
| CN111424644A (en) * | 2020-04-20 | 2020-07-17 | 武汉砼源高新科技有限公司 | Anti-pulling steel bar, carrier pile, hollow column hammer for construction and carrier pile construction process |
| CN111794216A (en) * | 2020-07-21 | 2020-10-20 | 王继忠 | Construction method of uplift carrier pile |
| CN112323785A (en) * | 2020-11-23 | 2021-02-05 | 陈远 | Deep foundation pile with enlarged head and construction method thereof |
| CN113653032A (en) * | 2021-08-27 | 2021-11-16 | 北京波森特岩土工程有限公司 | Construction method of uplift carrier pile |
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