CN114622552A - Pile foundation construction method for soft ground bridge - Google Patents
Pile foundation construction method for soft ground bridge Download PDFInfo
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- CN114622552A CN114622552A CN202210265158.6A CN202210265158A CN114622552A CN 114622552 A CN114622552 A CN 114622552A CN 202210265158 A CN202210265158 A CN 202210265158A CN 114622552 A CN114622552 A CN 114622552A
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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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- 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
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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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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Abstract
The invention discloses a soft ground bridge pile foundation construction method, which comprises the following steps: s1, determining a preset position of the bridge pile foundation in the area to be constructed; s2, determining preset positions of a plurality of high-pressure jet grouting piles in the area to be constructed, and enabling the preset positions of the plurality of high-pressure jet grouting piles to be arranged along the circumferential direction of the preset positions of the bridge pile foundation; s3, digging rotary jet grouting pile drill holes at preset positions of the high-pressure rotary jet grouting piles, and carrying out high-pressure rotary jet grouting on slurry in the rotary jet grouting pile drill holes to form a plurality of high-pressure rotary jet grouting piles; s4, rotary excavating a bridge pile foundation hole at the preset position of the bridge pile foundation, and pouring concrete into the bridge pile foundation hole to form the bridge pile foundation. So, the intensity of the soil body can improve around the predetermined position of bridge pile foundation, is digging the difficult hole that collapses of in-process in bridge pile foundation hole soon, and the pore-forming efficiency and the pore-forming quality in bridge pile foundation hole all can promote, are favorable to improving bridge pile foundation shaping quality, and then are favorable to improving bridge overall structure's security and durability.
Description
Technical Field
The invention relates to the technical field of civil engineering, in particular to a construction method of a pile foundation of a soft ground bridge.
Background
With the rapid development of social economy in China, the scale of traffic infrastructure is greatly improved, particularly the construction of highway engineering. In the design process of highway engineering, the existing large spoil area is often one of the important restriction factors of the line selection work of the highway engineering. Because the spoil in the spoil area generally comprises the bad soil such as humus soil, silt, different particle size rock fragments, its soil horizon cohesiveness is low, the particle size is inhomogeneous, consequently, when abandon area builds bridge pile foundation, dig the hole and appear collapsing easily, increase machine work oil consumption, reduced pore-forming efficiency, still be difficult to guarantee the pile foundation shaping quality simultaneously. In addition, because the filling material is comparatively loose in the spoil area, stratum local area easily takes place to subside, consequently, the bridge pile foundation after the building receives negative frictional resistance and uneven settlement easily and to the inferior internal force of bridge superstructure production, influences bridge overall structure's stability, has the potential safety hazard. Therefore, if the bridge pile foundation in the existing spoil area is not properly processed, the safety, the durability, the construction and operation cost and the like of the highway engineering construction are directly influenced.
Disclosure of Invention
In view of the above, it is necessary to provide a method for constructing a soft foundation bridge pile, which is reliable, highly safe and efficient in construction of the soft foundation bridge pile.
A soft ground bridge pile foundation construction method comprises the following steps:
s1, determining a preset position of a bridge pile foundation in the area to be constructed;
s2, determining preset positions of a plurality of high-pressure jet grouting piles in the area to be constructed, and enabling the preset positions of the high-pressure jet grouting piles to be arranged along the circumferential direction of the preset positions of the bridge pile foundation;
s3, digging rotary jet grouting pile drilled holes at preset positions of the high-pressure rotary jet grouting piles by using a drilling machine, and carrying out high-pressure rotary jet grouting on slurry in the rotary jet grouting pile drilled holes to form a plurality of high-pressure rotary jet grouting piles;
s4, rotary excavating the bridge pile foundation hole at the preset position of the bridge pile foundation by using a rotary excavator, and pouring concrete into the bridge pile foundation hole to form the bridge pile foundation.
In the soft ground bridge pile foundation construction method, the preset positions of the plurality of high-pressure rotary spraying piles are arranged along the circumferential direction of the preset positions of the bridge pile foundation, and the high-pressure rotary spraying piles are formed at the preset positions of the high-pressure rotary spraying piles before the rotary drilling bridge pile foundation holes, so that the strength of a soil body around the preset positions of the bridge pile foundation is improved, and a hole collapse phenomenon is not easy to occur in the rotary drilling process of the bridge pile foundation holes, so that the hole forming efficiency and the hole forming quality of the bridge pile foundation holes are improved, and the quality of the bridge pile foundation forming is favorably improved; meanwhile, after the bridge pile foundation is formed, the settlement phenomenon is not easy to occur around the bridge pile foundation, so that the safety and the durability of the whole bridge structure are improved.
The technical solution is further explained below:
in one embodiment, step S2 further includes:
and enabling the preset positions of the high-pressure jet grouting piles to surround at least one circle around the circumferential direction of the preset position of the bridge pile foundation.
In one embodiment, the periphery of the preset position of the bridge pile foundation can be provided with a plurality of circles of the preset position of the bridge pile foundation, and the preset positions of two adjacent circles of the high-pressure jet grouting piles are arranged in a staggered mode.
In one embodiment, step S3 specifically includes:
s301, a drilling machine positions in a preset position of one high-pressure jet grouting pile and digs a jet grouting pile drill hole;
s302, placing a double grouting pipe in the drilling hole of the jet grouting pile, wherein the double grouting pipe rotates, rises and sprays gas and high-pressure slurry;
s303, solidifying the slurry in the drilling hole of the jet grouting pile and in a pore of the drilling hole wall of the jet grouting pile to form a high-pressure jet grouting pile;
and S304, repeating the steps S301 to S303, and completing construction of the preset position of each high-pressure jet grouting pile, so that the high-pressure jet grouting pile is formed at the preset position of each high-pressure jet grouting pile.
In one embodiment, the method further includes, between step S3 and step S4, step Sa:
judging whether the strength value of the high-pressure jet grouting pile meets a set requirement value, and if so, executing step S4; if the preset requirement value is not met, adding a new preset position of the high-pressure jet grouting pile in the area to be constructed, and repeating the step S3 until the strength value of the high-pressure jet grouting pile on the periphery of the preset position of the bridge pile foundation meets the preset requirement value.
In one embodiment, the "adding a preset position of a new high-pressure jet grouting pile in the area to be constructed" specifically includes:
adding a new preset position of the high-pressure jet grouting pile in a circle of the original preset positions of the high-pressure jet grouting pile;
and/or newly adding a circle of new preset positions of the high-pressure jet grouting piles between the circle of original preset positions of the high-pressure jet grouting piles and the preset position of the bridge pile foundation.
In one embodiment, before the implementation of step Sa, the method further includes step Sb:
and determining the number of tests of the high-pressure jet grouting piles for judging the strength value among the high-pressure jet grouting piles.
In one embodiment, step Sb specifically includes:
the sampling quantity is equal to the total number of the high-pressure jet grouting piles multiplied by 3 percent;
if the number of samples in the above sampling number method is less than 3, the number of samples is 3.
In one embodiment, step Sa specifically includes:
judging whether the strength value of each high-pressure jet grouting pile meets a set requirement value or not in the sampling quantity; if all the requirements satisfy the set requirement value, implementing step S4; if the strength value of any one high-pressure jet grouting pile does not meet the set requirement value, adding a new preset position of the high-pressure jet grouting pile in the area to be constructed, and repeating the step S3 until the strength value of the high-pressure jet grouting pile extracted from the periphery of the preset position of the bridge pile foundation meets the set requirement value.
In one embodiment, step S4 specifically includes:
s401, a rotary excavator rotationally digs a bridge pile foundation hole at a preset position of the bridge pile foundation;
s402, cleaning the bridge pile foundation hole to enable the thickness of sediments at the bottom of the bridge pile foundation hole to be less than or equal to 50 mm;
s403, placing a reinforcement cage into the bridge pile foundation hole;
s404, putting a concrete guide pipe into the bridge pile foundation hole, and pouring concrete;
s405, waiting for the concrete to solidify to form the bridge pile foundation.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the invention and, together with the description, serve to explain the invention and not to limit the invention.
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed to be used in the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without creative efforts.
Furthermore, the drawings are not to scale of 1:1, and the relative dimensions of the various elements in the drawings are drawn only by way of example and not necessarily to true scale. In the drawings:
FIG. 1 is a construction flow chart of a soft ground bridge pile foundation construction method in one embodiment of the invention;
FIG. 2 is a diagram illustrating the distribution of the drilling holes of the jet grouting piles and the foundation holes of the bridge piles according to an embodiment of the present invention;
fig. 3 is a schematic structural diagram of the arrangement of the bridge pile foundation and the high-pressure jet grouting pile in one embodiment of the invention.
The elements in the figure are labeled as follows:
110. drilling a hole in the jet grouting pile; 120. high-pressure jet grouting piles; 130. a bridge pile foundation hole; 140. bridge pile foundation.
Detailed Description
In order to make the aforementioned objects, features and advantages of the present invention more comprehensible, embodiments accompanying figures are described in detail below. In the following description, numerous specific details are set forth in order to provide a thorough understanding of the present invention. This invention may, however, be embodied in many different forms and should not be construed as limited to the embodiments set forth herein.
Referring to fig. 1 to 3, an embodiment of the present application provides a method for constructing a pile foundation of a soft ground bridge, including the following steps:
s1, determining a preset position of a bridge pile foundation in the area to be constructed;
s2, determining preset positions of a plurality of high-pressure jet grouting piles in the area to be constructed, and enabling the preset positions of the plurality of high-pressure jet grouting piles to be arranged along the circumferential direction of the preset positions of the bridge pile foundation;
s3, digging rotary jet grouting pile drill holes 110 at preset positions of the high-pressure rotary jet grouting piles by using a drilling machine, and carrying out high-pressure rotary jet grouting on slurry in the rotary jet grouting pile drill holes 110 to form a plurality of high-pressure rotary jet grouting piles 120;
and S4, rotationally excavating the bridge pile foundation hole 130 at the preset position of the bridge pile foundation by using a rotary excavator, and pouring concrete into the bridge pile foundation hole 130 to form the bridge pile foundation 140.
In the above construction method for pile foundation of soft ground bridge, the preset positions of the plurality of high-pressure jet grouting piles are arranged along the circumferential direction of the preset position of the pile foundation of the bridge, and the high-pressure jet grouting piles 120 are formed at the preset positions of the high-pressure jet grouting piles before the rotary drilling of the pile foundation hole 130, so that the strength of the soil body around the preset position of the pile foundation of the bridge is improved, and the rotary drilling machine is not easy to collapse in the process of rotary drilling of the pile foundation hole 130 of the bridge, so that the hole forming efficiency and the hole forming quality of the pile foundation hole 130 of the bridge are improved, and the improvement of the forming quality of the pile foundation 140 of the bridge is facilitated. Meanwhile, after the bridge pile foundation 140 is formed, the settlement phenomenon is not easy to occur around the bridge pile foundation, so that the safety and the durability of the whole bridge structure are improved.
On the basis of the foregoing embodiment, in an embodiment, the step S2 further includes: and the preset positions of the high-pressure jet grouting piles at least enclose a circle around the circumferential direction of the preset position of the bridge pile foundation.
Specifically, in this embodiment, the preset positions of the plurality of high-pressure jet grouting piles are surrounded in a circle around the preset position of the bridge pile foundation. Thus, the high-pressure jet grouting piles 120 are formed to surround the bridge pile foundation 140.
Optionally, referring to fig. 2, the periphery of the preset position of the bridge pile foundation may be provided with multiple circles of preset positions of the bridge pile foundation. Therefore, the structure of the soil body around the preset position of the bridge pile foundation is more stable, and the hole collapse phenomenon is easily caused when the bridge pile foundation hole 130 is rotationally dug.
Further, as shown in fig. 2, the preset positions of two adjacent circles of high-pressure jet grouting piles are arranged in a staggered manner. In other words, two adjacent circles of jet grouting pile drilling holes 110 are arranged in a staggered manner. So, can make the soil body structural strength around the preset position of bridge pile foundation more even, avoid the soil body the condition that local area collapses to appear.
It should be noted that the number of turns of the preset position of the high-pressure jet grouting pile around the periphery of the preset position of the bridge pile foundation and the specific number of the preset positions of the high-pressure jet grouting pile in each turn can be determined according to actual conditions. In this embodiment, referring to fig. 2 and 3, a preset position of three circles of high-pressure jet grouting piles is surrounded on the periphery of the preset position of the bridge pile foundation. That is, after the high-pressure jet grouting piles 120 and the bridge pile foundation 140 are formed, three circles of high-pressure jet grouting piles 120 are arranged around the periphery of the bridge pile foundation 140.
Specifically, in this embodiment, the preset position of bridge pile foundation is equipped with two, and the periphery at the preset position of two bridge pile foundations is enclosed in the preset position of a plurality of high pressure jet grouting piles.
On the basis of the foregoing embodiment, in an embodiment, the step S3 specifically includes:
s301, a drilling machine positions in a preset position of one high-pressure jet grouting pile and digs a jet grouting pile drilling hole 110;
s302, placing a double grouting pipe into the jet grouting pile drill hole 110, wherein the double grouting pipe rotates, rises and sprays gas and high-pressure slurry;
s303, solidifying the slurry in the jet grouting pile drilling hole 110 and in a pore of the wall of the jet grouting pile drilling hole 110 to form a high-pressure jet grouting pile 120;
and S304, repeating the steps S301 to S303, and completing construction of the preset position of each high-pressure jet grouting pile, so that the high-pressure jet grouting pile 120 is formed at the preset position of each high-pressure jet grouting pile.
Before the drilling machine drills the jet grouting pile drill holes 110, constructors need to set the hole depth of each jet grouting pile drill hole 110 and the reinforcement diameter of the high-pressure jet grouting pile 120. The hole depth of each jet grouting pile drilling hole 110 and the reinforcement diameter of the high-pressure jet grouting pile 120 are determined according to actual conditions.
Similarly, the pressure and water-cement ratio of the slurry sprayed by the dual grouting pipe are determined according to actual conditions.
Because the filling materials in the abandoned soil site are loose, the degree of cohesion of the soil layer is low, and the particle size is uneven, the hole wall of the jet grouting pile drill hole 110 has more pores, and when the double grouting pipe jets high-pressure grout into the jet grouting pile drill hole 110, the grout can be jetted into the pores to be condensed with the soil body so as to reinforce the soil body. Thus, in the art, "grout solidifies in the jet grouting pile bore 110 and in the pores of the wall of the jet grouting pile bore 110 to form the high pressure jet grouting pile 120" means that when grout is injected into one jet grouting pile bore 110, the pile body formed in the stroke range of grout injection is referred to as one high pressure jet grouting pile 120. In other words, high pressure jet grouting pile 120 does not merely refer to a pile formed within jet grouting pile bore 110, but also includes a pile formed in an area around jet grouting pile bore 110 where grout is injected. Therefore, the reinforcement diameter of the high-pressure jet grouting pile 120 refers to a range in which the high-pressure slurry is injected into the jet grouting pile hole 110 around the jet grouting pile hole 110.
On the basis of the above embodiment, in an embodiment, between step S3 and step S4, a step Sa is further included: and judging whether the strength value of the high-pressure jet grouting pile 120 meets the set requirement value.
Specifically, in the present embodiment, the high-pressure slurry injection is performed after 28 days for the slurry to completely solidify after the jet grouting pile hole 110 and the hole wall clearance so as to form the high-pressure jet grouting pile 120. In order to detect the strength value of the high-pressure jet grouting pile 120, coring is performed within the range of the reinforcement diameter of the high-pressure jet grouting pile 120. Specifically, the coring position is at 2/5, the reinforcement diameter of the high pressure jet grouting pile 120, at the center of the jet grouting pile bore 110. When coring, 3 core samples with different depths need to be drilled, all the 3 core samples are processed into cylinders with phi multiplied by h as 50mm multiplied by 100mm, and the processed cylinders are subjected to unconfined compressive strength tests.
If the set requirement value is satisfied, step S4 is performed. So, can make the body of soil around the position of predetermineeing of bridge pile foundation have good steadiness, avoid digging bridge pile foundation hole 130 soon and appear collapsing hole phenomenon repeatedly.
If the operation of the rotary drilling of the bridge pile foundation hole 130 is performed on the premise that the strength value of the high-pressure rotary spraying pile 120 does not meet the set requirement value, the soil body structure is easy to be unstable, the hole wall is easy to collapse in the hole forming or cleaning process, and the hole forming and pile forming efficiency is low. On the other hand, if the preset requirement value is not satisfied, the preset position of a new high-pressure jet grouting pile is added in the area to be constructed, and step S3 is repeated until the strength value of the high-pressure jet grouting pile 120 around the preset position of the bridge pile foundation satisfies the preset requirement value.
Optionally, in an embodiment, the "adding a preset position of a new high-pressure jet grouting pile in the area to be constructed" specifically includes: and adding a new preset position of the high-pressure jet grouting pile in the preset position of the original high-pressure jet grouting pile. In other words, after the high-pressure jet grouting piles 120 are formed at the preset positions of the high-pressure jet grouting piles, at least one new high-pressure jet grouting pile 120 is added in one circle of the original high-pressure jet grouting piles 120.
For example, only one circle of high-pressure jet grouting piles 120 are arranged around the preset position of the bridge pile foundation, and when the constructor detects that the strength value of the high-pressure jet grouting pile 120 is lower than the set required value, the drilling machine is used for newly digging a jet grouting pile hole 110 between two adjacent high-pressure jet grouting piles 120 for the circle of high-pressure jet grouting piles 120 to form a new high-pressure jet grouting pile 120.
For another example, two circles of high-pressure jet grouting piles 120 are arranged around the preset position of the bridge pile foundation, and when the constructor detects that the strength value of the high-pressure jet grouting pile 120 is lower than the set required value, a drill 110 of the jet grouting pile can be newly dug between two adjacent high-pressure jet grouting piles 120 in the first circle of high-pressure jet grouting piles 120 and/or the second circle of high-pressure jet grouting piles 120 by using a drilling machine to form a new high-pressure jet grouting pile 120.
Optionally, in other embodiments, the "adding a new preset position of the high-pressure jet grouting pile in the area to be constructed" specifically includes: and a new circle of preset positions of the high-pressure jet grouting piles 120 are newly added between the preset positions of the original circle of high-pressure jet grouting piles and the preset position of the bridge pile foundation. In other words, after the high-pressure jet grouting piles 120 are formed at the preset positions of the high-pressure jet grouting piles, at least one new circle of high-pressure jet grouting piles 120 is additionally arranged between one circle of the original high-pressure jet grouting piles 120 and the preset position of the bridge pile foundation.
For example, only one circle of high-pressure jet grouting piles 120 are arranged around the preset position of the bridge pile foundation, and when the constructor detects that the strength value of the high-pressure jet grouting pile 120 is lower than the set required value, a circle of new jet grouting pile drilled holes 110 can be dug between the circle of high-pressure jet grouting piles 120 and the preset position of the bridge pile foundation by using a drilling machine so as to form a new circle of high-pressure jet grouting piles 120, i.e., a second circle of high-pressure jet grouting piles.
For another example, two circles of high-pressure jet grouting piles 120 are arranged around the preset position of the bridge pile foundation and are respectively called a first circle of high-pressure jet grouting piles and a second circle of high-pressure jet grouting piles, wherein the second circle of high-pressure jet grouting piles are closer to the position of the bridge pile foundation than the first circle of high-pressure jet grouting piles. When the constructor detects that the strength value of the high-pressure jet grouting pile 120 is lower than the set requirement value, a new circle of the jet grouting pile drilled holes 110 can be dug between the second circle of the high-pressure jet grouting pile and the preset position of the bridge pile foundation by using a drilling machine so as to form a new circle of the high-pressure jet grouting pile 120, namely a third circle of the high-pressure jet grouting pile.
Specifically, two high-pressure jet grouting piles 120 can be formed by injecting high-pressure slurry into two adjacent jet grouting pile drill holes 110, and soil between the two adjacent jet grouting pile drill holes 110 is reinforced by the slurry.
In order to improve the stability of the soil around the preset position of the bridge pile foundation, the number of the high-pressure jet grouting piles 120 arranged around the preset position of the bridge pile foundation is large. In order to improve the efficiency of determining the strength value of the high-pressure jet grouting pile 120, in an embodiment based on the above embodiment, before the step Sa is implemented, the method further includes the step Sb: the number of tests for the high-pressure jet grouting piles 120 for strength value determination is determined among the plurality of high-pressure jet grouting piles 120.
Specifically, in this embodiment, the step Sb specifically includes: the sampling number is equal to the total number of the high-pressure jet grouting piles 120 multiplied by 3%. If the number of samples in the above sampling number method is less than 3, the number of samples is 3.
On the basis of the foregoing embodiment, in an embodiment, the step Sa specifically includes: in the sampling quantity, whether the strength value of each high-pressure jet grouting pile 120 meets the set requirement value is judged.
If all the requirements satisfy the set requirement values, step S4 is performed.
If the strength value of any one high-pressure jet grouting pile 120 does not meet the set requirement value, adding a new preset position of the high-pressure jet grouting pile 120 in the area to be constructed, and repeating the step S3 until the strength value of the high-pressure jet grouting pile 120 extracted from the periphery of the preset position of the bridge pile foundation meets the set requirement value.
On the basis of the foregoing embodiment, in an embodiment, the step S4 specifically includes:
s401, rotationally excavating the bridge pile foundation hole 130 at a preset position of a bridge pile foundation by using a rotary excavator;
s402, cleaning the bridge pile foundation hole 130 to enable the thickness of sediments at the bottom of the bridge pile foundation hole 130 to be less than or equal to 50 mm;
s403, placing a reinforcement cage into the bridge pile foundation hole 130;
s404, placing a concrete guide pipe into the bridge pile foundation hole 130, and pouring concrete;
s405, waiting for the concrete to solidify to form the bridge pile foundation 140.
On the basis of the foregoing embodiment, in an embodiment, before the step S1 is implemented, the method further includes:
and (4) construction preparation, namely carrying out leveling treatment on the land of the area to be constructed. Thus, the subsequent steps are convenient to carry out.
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 present invention, unless otherwise expressly stated or limited, the terms "mounted," "connected," "secured," and the like are to be construed broadly and can, for example, be fixedly connected, detachably connected, or integrally formed; can be mechanically or electrically connected; they may be directly connected or indirectly connected through intervening media, or they may be interconnected within two elements or in a relationship where two elements interact with each other unless otherwise specifically limited. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
In the present invention, unless otherwise expressly stated or limited, the first feature "on" or "under" the second feature may be directly contacting the first and second features or indirectly contacting the first and second features through an intermediate. Also, a first feature "on," "over," and "above" a second feature may be directly or diagonally above the second feature, or may simply indicate that the first feature is at a higher level than the second feature. A first feature being "under," "below," and "beneath" a second feature may be directly under or obliquely under the first feature, or may simply mean that the first feature is at a lesser elevation than the second feature.
It will be understood that when an element is referred to as being "secured to" or "disposed on" another element, it can be directly on the other element or intervening elements may also be present. When an element is referred to as being "connected" to another element, it can be directly connected to the other element or intervening elements may also be present. The terms "vertical," "horizontal," "upper," "lower," "left," "right," and the like as used herein are for illustrative purposes only and do not denote a unique embodiment.
The technical features of the above embodiments can be arbitrarily combined, and for the sake of brevity, all possible combinations of the technical features in the above embodiments are not described, but should be considered as the scope of the present specification as long as there is no contradiction between the combinations of the technical features.
The above examples only show some embodiments of the present invention, and the description thereof is more specific and detailed, but not construed as limiting the scope of the invention. It should be noted that, for a person skilled in the art, several variations and modifications can be made without departing from the inventive concept, which falls within the scope of the present invention. Therefore, the protection scope of the present patent should be subject to the appended claims.
Claims (10)
1. A soft ground bridge pile foundation construction method is characterized by comprising the following steps:
s1, determining a preset position of a bridge pile foundation in the area to be constructed;
s2, determining preset positions of a plurality of high-pressure jet grouting piles in the area to be constructed, and enabling the preset positions of the high-pressure jet grouting piles to be arranged along the circumferential direction of the preset positions of the bridge pile foundation;
s3, digging rotary jet grouting pile drilled holes at preset positions of the high-pressure rotary jet grouting piles by using a drilling machine, and carrying out high-pressure rotary jet grouting on slurry in the rotary jet grouting pile drilled holes to form a plurality of high-pressure rotary jet grouting piles;
and S4, rotary excavating the bridge pile foundation hole at the preset position of the bridge pile foundation by using a rotary excavating machine, and pouring concrete into the bridge pile foundation hole to form the bridge pile foundation.
2. The soft ground bridge pile foundation construction method according to claim 1, wherein the step S2 further comprises:
and enabling the preset positions of the high-pressure jet grouting piles to surround the peripheral direction of the preset position of the bridge pile foundation at least to form a circle.
3. The soft ground bridge pile foundation construction method according to claim 2, wherein the periphery of the preset position of the bridge pile foundation is provided with a plurality of circles of the preset position of the bridge pile foundation, and the preset positions of two adjacent circles of the high-pressure jet grouting piles are arranged in a staggered mode.
4. The soft ground bridge pile foundation construction method according to claim 3, wherein the step S3 specifically comprises:
s301, a drilling machine positions in a preset position of one high-pressure jet grouting pile and digs a jet grouting pile drill hole;
s302, placing a double grouting pipe in the drilling hole of the jet grouting pile, wherein the double grouting pipe rotates, rises and sprays gas and high-pressure slurry;
s303, solidifying the slurry in the drilling hole of the jet grouting pile and in a pore of the drilling hole wall of the jet grouting pile to form a high-pressure jet grouting pile;
s304, repeating the steps S301-S303, and completing construction of the preset position of each high-pressure jet grouting pile, so that the high-pressure jet grouting pile is formed at the preset position of each high-pressure jet grouting pile.
5. The soft ground bridge pile foundation construction method according to claim 3, further comprising the step Sa between the step S3 and the step S4:
judging whether the strength value of the high-pressure jet grouting pile meets a set requirement value, and if so, executing step S4; if the preset requirement value is not met, adding a new preset position of the high-pressure jet grouting pile in the area to be constructed, and repeating the step S3 until the strength value of the high-pressure jet grouting pile on the periphery of the preset position of the bridge pile foundation meets the preset requirement value.
6. The soft ground bridge pile foundation construction method according to claim 5, wherein the step of adding a new preset position of the high-pressure jet grouting pile in the area to be constructed specifically comprises the steps of:
adding a new preset position of the high-pressure jet grouting pile in a circle of the original preset positions of the high-pressure jet grouting pile;
and/or newly adding a circle of new preset positions of the high-pressure jet grouting piles between the circle of original preset positions of the high-pressure jet grouting piles and the preset position of the bridge pile foundation.
7. The soft ground bridge pile foundation construction method according to claim 5, further comprising the step Sb:
and determining the number of tests of the high-pressure jet grouting piles for judging the strength value among the high-pressure jet grouting piles.
8. The soft ground bridge pile foundation construction method according to claim 7, wherein the step Sb specifically comprises:
the sampling quantity is equal to the total number of the high-pressure jet grouting piles multiplied by 3 percent;
if the number of samples in the above sample number method is less than 3, the number of samples is 3.
9. The soft ground bridge pile foundation construction method according to claim 8, wherein step Sa specifically comprises:
judging whether the strength value of each high-pressure jet grouting pile meets a set requirement value or not in the sampling quantity; if all the requirements satisfy the set requirement value, implementing step S4; if the strength value of any one high-pressure jet grouting pile does not meet the set requirement value, adding a new preset position of the high-pressure jet grouting pile in the area to be constructed, and repeating the step S3 until the strength value of the high-pressure jet grouting pile extracted from the periphery of the preset position of the bridge pile foundation meets the set requirement value.
10. The soft ground bridge pile foundation construction method according to any one of claims 1 to 9, wherein step S4 specifically includes:
s401, a rotary excavator rotationally excavates a bridge pile foundation hole at a preset position of the bridge pile foundation;
s402, cleaning the bridge pile foundation hole to enable the thickness of sediment at the bottom of the bridge pile foundation hole to be less than or equal to 50 mm;
s403, placing a reinforcement cage into the bridge pile foundation hole;
s404, putting a concrete guide pipe into the bridge pile foundation hole, and pouring concrete;
s405, waiting for the concrete to solidify to form the bridge pile foundation.
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