CN112144515A - Anti-collapse hole construction method for rotary digging pile - Google Patents
Anti-collapse hole construction method for rotary digging pile Download PDFInfo
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- CN112144515A CN112144515A CN202011069634.4A CN202011069634A CN112144515A CN 112144515 A CN112144515 A CN 112144515A CN 202011069634 A CN202011069634 A CN 202011069634A CN 112144515 A CN112144515 A CN 112144515A
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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
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
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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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
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Abstract
The application relates to a rotary excavating pile hole collapse prevention construction method, which comprises the following steps: measuring a lofting pile position; vertically inserting a first section of pile casing below the foundation layer in the center of the pile; vertically inserting a next section of pile casing below the foundation layer in the center of the pile, wherein the outer diameter of the section of pile casing is smaller than the diameter of the previous section of pile casing, and the length of the section of pile casing is larger than that of the previous section of pile casing; repeating the steps by analogy until the bottom end of the innermost pile casing reaches the depth required by the pile hole; drilling downwards by taking the axis of the innermost protective cylinder as a center to form a pile hole; putting a reinforcement cage into the pile hole; pouring concrete into the pile hole for the first time, stopping pouring when the liquid level of the concrete just exceeds the height of the bottom end face of the adjacent pile casing, waiting for initial setting of the concrete, and finally vertically pulling out the innermost pile casing upwards; pouring concrete into the pile hole again; repeating the steps by analogy until the concrete liquid level is flush with the surface of the foundation and all the pile casings are pulled out. The method and the device can effectively improve the hole collapse phenomenon in the rotary excavating pile construction.
Description
Technical Field
The application relates to the technical field of rotary pile construction, in particular to a rotary pile hole collapse prevention construction method.
Background
The rotary digging pile is a pile foundation formed by drilling a hole in a foundation soil layer by adopting a rotary digging drill, placing a steel reinforcement cage in the pile hole and pouring concrete.
Dig the stake soon and be applicable to soft soil foundation construction, have that the pore-forming is fast, the pile body bears the weight of advantages such as high, but when wet soft geology carries out deeper stake hole construction, receive soil layer condition and groundwater layer's influence, hole phenomenon that collapses often can appear, influences stake hole quality, even unable pore-forming.
Disclosure of Invention
In order to improve the hole collapse phenomenon in the rotary excavating pile construction process, the application provides a rotary excavating pile hole collapse prevention construction method.
The construction method for preventing the hole collapse of the rotary digging pile adopts the following technical scheme:
a rotary digging pile hole collapse prevention construction method comprises the following steps:
measuring a lofting pile position;
vertically inserting a first section of pile casing below the foundation layer in the center of the pile;
vertically inserting a next section of pile casing below the foundation layer in the center of the pile, wherein the outer diameter of the section of pile casing is smaller than the diameter of the previous section of pile casing, and the length of the section of pile casing is larger than that of the previous section of pile casing; repeating the steps by analogy until the bottom end of the innermost pile casing reaches the depth required by the pile hole;
drilling downwards by taking the axis of the innermost protective cylinder as a center, and cleaning the hole to form a pile hole;
putting a reinforcement cage into the pile hole;
pouring concrete into the pile hole for the first time, stopping pouring when the liquid level of the concrete just exceeds the height of the bottom end face of the adjacent pile casing, waiting for initial setting of the concrete, and finally vertically pulling out the innermost pile casing upwards;
pouring concrete into the pile hole again, stopping pouring when the liquid level of the concrete just exceeds the height of the bottom end face of the adjacent pile casing, waiting for initial setting of the concrete, and finally vertically pulling out the secondary inner-layer pile casing upwards; repeating the step by analogy until the concrete liquid level is flush with the surface of the foundation and all the pile casings are pulled out; and
and waiting for the concrete to solidify to form the pile body.
By adopting the technical scheme, the pile body formed by pouring concrete each time is in a certain range in a mode of inserting a plurality of sections of pile casings into a foundation layer, pouring concrete section by section and pulling out the pile casings one by section, so that the friction value of the pile body formed by pouring to the inner wall of the pile casing is in a certain range when the pile casings are pulled out, and the concrete is poured again after the pile casings are pulled out each time, so that a continuous pile body can be formed without influencing the forming of the pile body; the whole pile body is divided into multiple sections for pouring, the multiple continuous sections of the pile body are formed, the friction force overcome by pulling out the pile casing each time is reduced, and the pile casing is convenient to pull out. Simultaneously, the setting of a multistage protects a section of thick bamboo also can effectively shelter from stake hole lateral wall earth, avoids appearing the hole phenomenon of collapsing.
Optionally, when the pile casing is inserted into the foundation layer, a gap should exist between the pile casings of adjacent layers.
By adopting the technical scheme, the gaps are formed between the adjacent pile casings, a certain margin is left for deviation in the process of inserting the pile casings, friction between the adjacent pile casings is avoided, meanwhile, a space is provided for compression of soil bodies between the adjacent pile casings, the soil bodies between the adjacent pile casings are prevented from being too tight, and the friction force between the pile casings and the soil bodies is reduced.
Optionally, when the pile casing is inserted into the foundation layer, the axes of all the pile casings need to be coincided with the center of the pile position.
By adopting the technical scheme, due to the existence of the wall thickness of the multilayer pile casing and the gaps between the adjacent pile casings, the finally formed pile body is in a step shape, the axes of all the pile casings are ensured to be overlapped, the coaxiality of each section of finally formed pile body is ensured, and the stability of the finally formed pile body is enhanced.
Optionally, when the concrete is poured, the slump of the concrete should be controlled to be 20cm-22 cm.
Through adopting above-mentioned technical scheme, the workability of control concrete can reduce the frictional force between concrete and the dado in certain extent, is convenient for pull out the pile casing in the later stage.
Optionally, after concrete is poured each time, the initial setting time of the concrete is 6-8 h.
By adopting the technical scheme, the initial setting time is controlled, so that the pile casing can be conveniently pulled out subsequently, the integrity of the pile body can be ensured, and the forming quality of the pile body is ensured.
Optionally, after the pile casing is pulled out each time, the inner wall of the pile casing adjacent to the pile hole is cleaned.
Through adopting above-mentioned technical scheme, when extracting and protecting a section of thick bamboo, can have the earth of adhesion on the section of thick bamboo inner wall that protects that closes on, the final shaping quality of pile body can be guaranteed in the clearance dado.
Optionally, when the reinforcement cage is placed downwards, a concrete cushion block or a positioning frame is bound on the outer side surface of the reinforcement cage.
Through adopting above-mentioned technical scheme, concrete cushion and locating rack are for the thickness of control steel reinforcement cage protective layer, avoid steel reinforcement cage and protect a contact of section of thick bamboo inner wall, and a section of thick bamboo is protected in less pile body and the frictional force between the section of thick bamboo inner wall, makes things convenient for the later stage to extract.
Optionally, when the casing is inserted, the length of the upper end of each section of casing exceeding the ground plane is less than 50 cm.
By adopting the technical scheme, a space is reserved for the follow-up rotary drilling process of the rotary drilling rig, and construction is facilitated.
In summary, the present application has the following beneficial technical effects:
the pile body height formed by pouring concrete each time is within a certain range by inserting a plurality of sections of pile casings into a foundation layer, pouring concrete section by section and pulling out the pile casings one by section, so that the friction value of the pile body formed by pouring to the inner wall of the pile casing is within a certain range when the pile casing is pulled out, and the concrete is poured again after the pile casing is pulled out each time, so that continuous pile bodies can be formed without influencing the forming of the pile bodies; the whole pile body is divided into multiple sections for pouring, the multiple continuous sections of the pile body are formed, the friction force overcome by pulling out the pile casing each time is reduced, and the pile casing is convenient to pull out. Simultaneously, the setting of a multistage protects a section of thick bamboo also can effectively shelter from stake hole lateral wall earth, avoids appearing the hole phenomenon of collapsing.
Drawings
Fig. 1 is a schematic structural diagram of the construction of the two-stage casing in the embodiment of the present application.
Fig. 2 is a schematic structural diagram of the construction of the three-segment casing in the embodiment of the present application.
Fig. 3 is a schematic structural diagram of a four-segment casing construction in an embodiment of the present application. .
Detailed Description
The present application is described in further detail below with reference to the attached drawings.
In order to facilitate understanding of the technical scheme of the application, firstly, a construction process of a rotary digging pile and a conventional corresponding method of a hole collapse in the related technology are simply introduced. The foundation construction process generally comprises the following steps: measuring and positioning, drilling by a rotary drilling rig, cleaning holes, hoisting a reinforcement cage and pouring concrete.
In order to prevent hole collapse, in the related art, a mode that a sleeve is sleeved outside a drilling machine and drills along with the drilling machine is adopted, and the hole collapse phenomenon is avoided by means of pressure of the sleeve on the hole wall; the method is suitable for construction of pile holes with shallow depth, and for construction of deep pile holes, after pile foundation is poured, the inner wall of the steel pile casing is stressed by concrete to generate static friction force, the outer wall of the steel pile casing is extruded by a soft soil layer to generate static friction force, and the pile holes are deep, so that the sum of the friction forces acting on the inner wall and the outer wall of the whole steel pile casing is large in the vertical direction, and the phenomenon that the steel pile casing is difficult to pull out by conventional hoisting equipment can be caused. There are therefore major limitations and drawbacks to the two approaches described above.
Referring to fig. 1, the construction method for preventing the hole collapse of the rotary excavating pile disclosed by the embodiment of the application comprises the following steps:
s101: measuring a lofting pile position; the position of the pile foundation is determined according to the construction site conditions, and the center of the pile foundation can be ensured by adopting a cross-shaped scribing or circle drawing mode.
S102: and inserting a first section of pile casing below the subbase layer at the center of the pile position, wherein the axis of the pile casing is required to be vertical to the horizontal plane. The protective cylinder is a steel thin-wall cylinder, and in order to save more labor when the protective cylinder is inserted into the base layer, a tip is generally arranged on the end face of one side of the protective cylinder; simultaneously for the convenience of later stage extraction pile casing, be fixed with rings on another terminal surface of pile casing, and insert pile casing back, should guarantee that pile casing's up end and ground basic unit surface parallel and level or salient subbase layer surface make things convenient for the later stage to extract pile casing.
S103: inserting a next section of pile casing below the foundation layer at the center of the pile, wherein the outer diameter of the section of pile casing is smaller than the inner diameter of the first section of pile casing, the length of the section of pile casing is larger than the length of the first section of pile casing, the section of pile casing is positioned in the first section of pile casing, and similarly, the upper end surface of the section of pile casing is ensured to be flush with the surface of the foundation layer or protrude out of the surface of the subbase layer; the depth of the bottom end surface of the section of pile casing is the required depth of the pile hole.
Referring to fig. 2, in a possible implementation form, three sections of casing can be inserted according to the depth requirement of the pile hole, as in step S103, the outer diameter of the third section of casing is smaller than the inner diameter of the second section of casing, the length of the third section of casing is greater than that of the second section of casing, and the depth of the bottom end face of the third section of casing is the required depth of the pile hole.
Referring to fig. 3, in a possible implementation form, depending on the depth of the pile hole, four casing segments may be inserted, and similarly, the outer diameter of the fourth casing segment is smaller than the inner diameter of the third casing segment, and the length of the fourth casing segment is greater than that of the third casing segment, and the depth of the bottom end surface of the fourth casing segment is the required depth of the pile hole.
It should be understood that the number of the pile casing is determined according to the depth requirement of the pile hole under different construction conditions, and the bottom end surface of the innermost pile casing reaches the required depth of the pile hole. It should be noted that, during the specific production and manufacture, the height difference of adjacent protective sleeves should be consistent, for example, the length of the protective sleeve in the first section is 5m, and so on, the length of the protective sleeve in the second section is 10m, and the length of the protective sleeve in the third section is 15 m.
When the pile casing is inserted into the foundation layer, the pile casing is driven into the ground by the high-frequency exciting force exerted by the vibration hammer in the vertical direction in a mode of matching the crane and the vibration hammer; in the process of inserting and beating the pile casing, in order to avoid the inclination of the pile casing, a horizontal ruler is adopted to measure the perpendicularity of the pile casing for a certain distance, and the perpendicularity is corrected in time when the perpendicularity does not meet the requirement.
S104: the rotary drilling rig advances to the position of the pile, and drills downwards by taking the axis of the innermost protective cylinder as the center, and soil and bottom residues in the innermost protective cylinder are cleared out to form a pile hole.
S105: and (5) putting a reinforcement cage into the pile hole. The steel reinforcement cage is ensured to be positioned in the center of the pile hole, and the size of the steel reinforcement cage is strictly controlled, so that the contact between the side surface of the steel reinforcement cage and the inner wall of the innermost protective cylinder is avoided.
S106: the concrete is poured into the pile hole for the first time, the pouring amount of the concrete at this time is to ensure that the liquid level of the concrete is above the bottom end face of the adjacent pile casing, specifically, the liquid level of the concrete is 1-2m higher than the bottom end face of the adjacent pile casing, for example, the height of the innermost pile casing is 15m, the height of the adjacent pile casing is 10m, and the height of the concrete poured for the first time is 6-7 m.
And after the concrete is poured to the specified height, stopping pouring, waiting for initial setting of the concrete, and finally vertically and upwards pulling the casing of the innermost layer out of the pile hole by adopting a crane.
S107: and pouring concrete into the pile hole again, wherein the height of the concrete poured at this time is preferably 1-2m higher than the bottom end face of the pile casing close to the secondary inner layer pile casing, stopping pouring, waiting for initial setting of the concrete, and finally vertically and upwards pulling the secondary inner layer pile casing out of the pile hole by adopting a crane.
It should be understood that before the casing is pulled out, concrete is poured, that is, the above step S107 is repeated until the concrete level is equal to the surface of the foundation, the concrete fills the whole pile hole, and all the casings are pulled out of the foundation.
S108: and waiting for the concrete in the pile hole to solidify, and curing if necessary to finally form a pile body.
The pile body height formed by pouring concrete each time is within a certain range by inserting a plurality of sections of pile casings into a foundation layer, pouring concrete section by section and pulling out the pile casings one by section, so that the friction value of the pile body formed by pouring to the inner wall of the pile casing is within a certain range when the pile casing is pulled out, and the concrete is poured again after the pile casing is pulled out each time, so that continuous pile bodies can be formed without influencing the forming of the pile bodies; the whole pile body is divided into multiple sections for pouring, the multiple continuous sections of the pile body are formed, the friction force overcome by pulling out the pile casing each time is reduced, and the pile casing is convenient to pull out. Simultaneously, the setting of a multistage protects a section of thick bamboo also can effectively shelter from stake hole lateral wall earth, avoids appearing the hole phenomenon of collapsing.
As a specific implementation manner of the rotary excavation pile anti-collapse hole construction method provided in the embodiment of the present application, in step S102 and step S103, when the casing is inserted into the foundation layer, a gap should exist between adjacent casings, that is, when in actual production and manufacturing, a requirement exists on a diameter parameter of adjacent casings, specifically, in the embodiment of the present application, the gap between adjacent casings should be within a range of 5-10 cm. In the process of inserting the protecting cylinders, due to the influence of manual operation factors, perpendicularity deviation exists inevitably, gaps are formed between the adjacent protecting cylinders, certain allowance is reserved for deviation in the process of inserting the protecting cylinders, friction between the adjacent protecting cylinders is avoided, meanwhile, space is provided for compression of soil bodies between the adjacent protecting cylinders, the soil bodies between the adjacent protecting cylinders are prevented from being too tight, and the friction force between the protecting cylinders and the soil bodies is reduced.
Further, in step S102 and step S103, during the process of inserting the casing into the foundation layer, the axes of all casings should be made to coincide with the pile position center. Gaps of adjacent pile casings at all positions in the circumferential direction are equal; due to the fact that the wall thickness of the multi-layer pile casing and the gaps between the adjacent pile casings exist, the finally formed pile body is in a step shape, the axes of all the pile casings are overlapped, the coaxiality of the finally formed pile bodies at all sections is guaranteed, and the stability of the finally formed pile body is enhanced.
As a specific implementation manner of the rotary drilling pile hole collapse prevention construction method provided by the embodiment of the application, in the step S102 and the step S103, when the casing is inserted into the foundation layer, the length of each section of casing exceeding the ground plane is ensured to be less than 50cm, so as to meet the space requirement when the subsequent rotary drilling rig drills.
As a specific implementation manner of the rotary excavation pile hole collapse prevention construction method provided by the embodiment of the application, in step S106 and step S107, before concrete is poured, slump of the concrete is detected, the slump of the concrete is controlled within a range of 20-22cm, and when the slump of the concrete is too small, the workability is poor, so that the friction force between the concrete and the inner wall of the pile casing is increased, and finally the pile casing is difficult to pull out.
As a specific implementation manner of the rotary excavation pile anti-collapse hole construction method provided by the embodiment of the application, in step S105, when the steel reinforcement cage is lowered, the thickness of the protective layer of the steel reinforcement cage should be controlled, specifically, a concrete cushion block can be bound on the outer side surface of the steel reinforcement cage, a gap between the outer side surface of the steel reinforcement cage and the inner wall of the innermost protective cylinder is controlled through the concrete cushion block, and a steel reinforcement positioning frame can be bound on the outer side surface of the steel reinforcement cage, wherein the steel reinforcement positioning frame has the same function as the concrete cushion block and is used for controlling the gap between the steel reinforcement cage and the inner wall of the protective cylinder.
Once the outer side surface of the steel reinforcement cage is in contact with the inner wall of the pile casing, the friction force between the inner wall of the pile casing and the pile body can be greatly increased, and the subsequent pulling-out process of the pile casing is hindered.
As a specific implementation manner of the rotary excavation pile hole collapse prevention construction method provided by the embodiment of the application, in step S106 and step S107, after concrete is poured each time, the initial setting time of the concrete should be controlled within a range of 6 to 8 hours. When the initial setting time of the control concrete is too long, the hardening strength of the pile body is too large, the frictional resistance between the pile body and the inner wall of the pile casing is greatly increased, the subsequent pile casing pulling-out difficulty is caused, meanwhile, the friction between the pile casing and the pile body is too large in the process of pulling out the pile casing after the pile body is sufficiently hardened, the pile body can be broken, the initial setting time is controlled, the subsequent pile casing pulling-out is facilitated, the integrity of the pile body can be guaranteed, and the forming quality of the pile body is guaranteed.
As a specific implementation manner of the rotary excavation pile hole collapse prevention construction method provided by the embodiment of the application, because a gap exists between adjacent pile casings, in step S106 and step S107, when a section of pile casing is pulled out, soil adheres to the inner wall of the adjacent pile casing, and in order to ensure the final forming quality of a pile body, when a section of pile casing is pulled out, the inner wall of the adjacent pile casing and the bottom of a pile hole are cleaned.
The embodiments of the present invention are preferred embodiments of the present application, and the scope of protection of the present application is not limited by the embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.
Claims (8)
1. A rotary digging pile hole collapse prevention construction method is characterized by comprising the following steps:
measuring a lofting pile position;
vertically inserting a first section of pile casing below the foundation layer in the center of the pile;
vertically inserting a next section of pile casing below the foundation layer in the center of the pile, wherein the outer diameter of the section of pile casing is smaller than the diameter of the previous section of pile casing, and the length of the section of pile casing is larger than that of the previous section of pile casing; repeating the steps by analogy until the bottom end of the innermost pile casing reaches the depth required by the pile hole;
drilling downwards by taking the axis of the innermost protective cylinder as a center, and cleaning the hole to form a pile hole;
putting a reinforcement cage into the pile hole;
pouring concrete into the pile hole for the first time, stopping pouring when the liquid level of the concrete just exceeds the height of the bottom end face of the adjacent pile casing, waiting for initial setting of the concrete, and finally vertically pulling out the innermost pile casing upwards;
pouring concrete into the pile hole again, stopping pouring when the liquid level of the concrete just exceeds the height of the bottom end face of the adjacent pile casing, waiting for initial setting of the concrete, and finally vertically pulling out the secondary inner-layer pile casing upwards; repeating the step by analogy until the concrete liquid level is flush with the surface of the foundation and all the pile casings are pulled out; and
and waiting for the concrete to solidify to form the pile body.
2. The rotary excavating pile hole collapse prevention construction method according to claim 1, characterized by comprising the following steps: when the pile casing is inserted into the foundation layer, a gap is formed between the pile casings of adjacent layers.
3. The rotary excavating pile hole collapse prevention construction method according to claim 2, characterized by comprising the following steps: when the pile casing is inserted into the foundation layer, the axes of all the pile casings are coincided with the center of the pile position.
4. The rotary excavating pile hole collapse prevention construction method according to claim 1, characterized by comprising the following steps: when the concrete is poured, the slump of the concrete is controlled to be 20cm-22 cm.
5. The rotary excavating pile hole collapse prevention construction method according to claim 1, characterized by comprising the following steps: after concrete is poured each time, the initial setting time of the concrete is 6-8 h.
6. The rotary excavating pile hole collapse prevention construction method according to claim 1, characterized by comprising the following steps: after the pile casing is pulled out each time, the inner wall of the pile casing close to the pile hole is cleaned.
7. The rotary excavating pile hole collapse prevention construction method according to claim 1, characterized by comprising the following steps: when the reinforcement cage is placed down, a concrete cushion block or a positioning frame is bound on the surface of the outer side of the reinforcement cage.
8. The rotary excavating pile hole collapse prevention construction method according to claim 1, characterized by comprising the following steps: when the pile casing is inserted, the length of the upper end of each pile casing section exceeding the ground plane is less than 50 cm.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202011069634.4A CN112144515A (en) | 2020-09-30 | 2020-09-30 | Anti-collapse hole construction method for rotary digging pile |
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| CN202011069634.4A CN112144515A (en) | 2020-09-30 | 2020-09-30 | Anti-collapse hole construction method for rotary digging pile |
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| CN113737839A (en) * | 2021-08-10 | 2021-12-03 | 广东华蕴海上风电科技有限公司 | Offshore wind power rock-socketed single pile construction method based on double pile casing structure and soft soil layer |
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