CN113668555A - Deep foundation pit supporting construction method for large-pipe-diameter prestressed row piles - Google Patents
Deep foundation pit supporting construction method for large-pipe-diameter prestressed row piles Download PDFInfo
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- CN113668555A CN113668555A CN202110896400.5A CN202110896400A CN113668555A CN 113668555 A CN113668555 A CN 113668555A CN 202110896400 A CN202110896400 A CN 202110896400A CN 113668555 A CN113668555 A CN 113668555A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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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
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/58—Prestressed concrete piles
Abstract
The invention discloses a deep foundation pit supporting construction method of a large-diameter prestressed row pile, which adopts the large-diameter prestressed row pile for supporting, and a construction method of arranging section steel and pre-buried grouting pipes in a pipe pile to improve the integral bearing capacity of the prestressed pipe pile, so that the supporting depth can reach 10-23 m. The fabricated prestressed pipe pile is used as a support pile to replace structures such as cast-in-place underground diaphragm walls, row piles and the like, so that the waste of field resources and the influence on the surrounding environment are reduced. And the large-pipe-diameter pipe pile is internally provided with the fabricated section steel for supporting, so that the supporting capacity of the large-pipe-diameter pipe pile is increased, and the fabricated structure applied to underground engineering not only meets the large premise of popularizing the fabricated structure in China at present, but also meets the requirements of energy conservation, environmental protection and green building required by the nation.
Description
Technical Field
The invention relates to a foundation pit supporting method, in particular to a deep foundation pit supporting construction method of large-diameter prestressed row piles.
Background
The prefabricated structure is mainly applied to an assembled steel support and an assembled fish-belly sill in underground engineering, and is mainly applied to a steel sheet pile, a conventional prestressed pipe pile, a prefabricated square pile and the like in a vertical supporting system, and because the bending resistance and the shearing resistance are not enough, the joint is weak and is easy to damage and lose efficacy, and the prefabricated structure are all applied to areas with the foundation pit depth less than 10m and the displacement limitation is not strict. And a large number of support systems such as cast-in-place underground diaphragm walls, row piles (reinforced concrete cast-in-place piles) and the like are still applied to deep foundation pits and surrounding complex areas. The adoption of structures such as cast-in-place underground continuous walls and row piles easily causes the waste of field resources and the influence on the surrounding environment to cause the waste of the field resources, and the construction process is complex and the construction period is long.
Disclosure of Invention
In order to overcome the defects of the prior art, the invention provides a deep foundation pit supporting construction method of a large-diameter prestressed row pile, which adopts a large-diameter prestressed row pile to support, and arranges section steel and an embedded grouting pipe in a pipe pile.
The technical scheme adopted by the invention for solving the technical problems is as follows: a deep foundation pit supporting construction method of a large-pipe-diameter prestressed row pile comprises the following steps:
the method comprises the following steps: designing and manufacturing a large-diameter prestressed pipe pile, embedding a grouting pipe, and preparing for construction;
step two: welding a pre-embedded profile steel connecting piece on the large-diameter prestressed pipe pile;
step three: drilling by using a long spiral drilling machine;
step four: pressing the pile, and constructing a water-stopping jet grouting pile;
step five: inserting H-shaped steel into the prestressed pipe pile;
step six: binding a crown beam steel bar and pouring concrete by a formwork;
step seven: excavating earthwork construction and constructing anchor cables and section steel waist beams;
step eight: and (5) hanging net and spraying concrete.
As an improvement of the above technical solution, the pipe diameter range of the large-pipe-diameter stress pile in the first step is as follows: phi is more than or equal to 800mm and less than or equal to 1200 mm.
As a further improvement of the above technical solution, during the construction in the first step, the prestressed pipe pile, the drilling and pile pressing equipment need to be moved into the construction position, the drilling equipment is a long spiral drilling machine, the construction preparation includes measuring and setting out to determine the pile position of the support pile, and the short steel bar head marker is driven in.
As a further improvement of the above technical solution, the drilling in the third step comprises the steps of:
a: burying an orifice protecting cylinder;
b: firstly, adopting a long spiral drilling machine;
c: drilling by adopting a rotary excavating machine, wherein the rotary excavating machine is used after reaching the interlayer surface or the rock surface;
d; drilling by using a long spiral drilling machine again after penetrating through the interlayer surface or the rock surface;
e: pulling out the protective cylinder when the protective cylinder is drilled to a designed depth;
during drilling, the drill rod is lifted and concrete is poured through the hollow pipeline of the drill rod until reaching the hole opening, and soil removed in the drilling and drill lifting processes is transferred or loaded and transported by a digging machine.
As a further improvement of the technical scheme, the pile pressing process in the fourth step comprises jump pile pressing and hammering pile driving, an open pile shoe is adopted during jump pile pressing, and the hammering pile driving is used at a construction position when a narrow static pressure pile machine in the field does not swing down.
As a further improvement of the technical scheme, in the fifth step, the H-shaped steel is inserted into the H-shaped steel by hoisting the static pressure pile machine when the H-shaped steel is inserted into the H-shaped steel, the H-shaped steel is directly inserted into the embedded section steel connecting piece, and the H-shaped steel is transferred to the next pile position after the H-shaped steel is inserted into the embedded section steel connecting piece
As the further improvement of above-mentioned technical scheme, pre-buried shaped steel connecting piece includes arc steel sheet and clamp, the arc steel sheet symmetry sets up, and steel sheet surface and prefabricated intraductal surface parallel and level, the clamp welding is on the arc steel sheet.
And as a further improvement of the technical scheme, in the fifth step, the grouting pipes are symmetrically pre-embedded at two sides of the prestressed pipe pile, small holes are formed in the outer sides of the grouting steel pipes at certain intervals to serve as grouting holes, and the small holes are wound by adhesive tapes before the grouting pipes are pre-embedded.
As a further improvement of the above technical scheme, in the first step, when the large-diameter prestressed pipe pile is prefabricated, waist beam embedded parts are arranged on the outer wall of the pipe pile at intervals, and the embedded parts are used for installing the steel waist beam.
As a further improvement of the technical scheme, the embedded parts are arranged in a plurality, and the interval between every two embedded parts in the vertical direction is 1500-2000 mm.
The beneficial effects are that: the deep foundation pit supporting construction method adopts the large-diameter prestressed pipe pile with the diameter less than or equal to 800mm, the core filling concrete and the inserted H-shaped steel to form the composite supporting pile, so that the integral bearing capacity of the prestressed pipe pile is improved, and the supporting depth can reach 10-23 m. The fabricated prestressed pipe pile is used as a support pile to replace structures such as cast-in-place underground diaphragm walls, row piles and the like, so that the waste of field resources and the influence on the surrounding environment are reduced. And the large-pipe-diameter pipe pile is internally provided with the fabricated section steel for supporting, so that the supporting capacity of the large-pipe-diameter pipe pile is increased, and the fabricated structure applied to underground engineering not only meets the large premise of popularizing the fabricated structure in China at present, but also meets the requirements of energy conservation, environmental protection and green building required by the nation.
Drawings
The invention is further illustrated with reference to the following figures and examples.
FIG. 1 is a flow chart of the construction of the present invention;
FIG. 2 is a top schematic view of the construction structure of the present invention;
fig. 3 is a schematic structural view of a large-caliber prestressed pipe pile of the invention.
1. Large-caliber prestressed pipe piles; 2. stopping water and carrying out jet grouting on the pile; 3. h-shaped steel; 4. a grouting pipe; 5. a section steel waist rail.
Detailed Description
The conception, the specific structure, and the technical effects produced by the present invention will be clearly and completely described below in conjunction with the embodiments and the accompanying drawings to fully understand the objects, the features, and the effects of the present invention. It is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all embodiments, and those skilled in the art can obtain other embodiments without inventive effort based on the embodiments of the present invention, and all embodiments are within the protection scope of the present invention. In addition, all the connection/connection relations referred to in the patent do not mean that the components are directly connected, but mean that a better connection structure can be formed by adding or reducing connection auxiliary components according to specific implementation conditions. All technical characteristics in the invention can be interactively combined on the premise of not conflicting with each other.
Referring to fig. 1, a deep foundation pit supporting construction method of a large-diameter prestressed row pile includes the following steps:
the method comprises the following steps: designing and manufacturing a large-diameter prestressed pipe pile 1, embedding a grouting pipe 4, and preparing for construction;
step two: welding a pre-embedded profile steel connecting piece on the large-diameter prestressed pipe pile 1;
step three: drilling by using a long spiral drilling machine;
step four: pressing the pile, and constructing a water-stopping jet grouting pile 2;
step five: inserting H-shaped steel 3 into the prestressed pipe pile;
step six: binding a crown beam steel bar and pouring concrete by a formwork;
step seven: excavating earthwork construction and constructing anchor cables and a section steel waist beam 5;
step eight: and (5) hanging net and spraying concrete.
Referring to fig. 2 and 3, the pipe diameter range of the large-pipe-diameter stress pile in the first step is as follows: phi is more than or equal to 800mm and less than or equal to 1200 mm. In the specific construction process, for a foundation pit with a medium and ultra-deep depth of 10-18 m in size, when the supporting design requirement (determined by supporting design calculation) can be met only by using the large-diameter prestressed pipe pile 1, pile core concrete does not need to be filled, profile steel does not need to be inserted, and only a long spiral drilling machine is used as a lead hole under the condition that a hard interlayer and a compact sand-gravel layer exist in a soil layer. If geological layers with better soil conditions are met, such as silt soil, silty clay, cohesive soil, sandy soil and loose sand and pebble layers, the guide holes are not required to be directly pressed into the tubular pile. Because the prestressed pipe piles are prefabricated in a factory in advance, the industrial production is realized, the engineering quality is more ensured, and the material cost is saved.
In addition, before construction in the first step, the prestressed pipe pile, the drilling equipment and the pile pressing equipment are moved into a construction position, the drilling equipment adopts a long spiral drilling machine, the construction preparation comprises measurement and paying-off to determine the pile position of the supporting pile, and a short steel bar head marker is driven in.
The drilling in the third step comprises the following steps:
a: burying an orifice protecting cylinder;
b: firstly, adopting a long spiral drilling machine;
c: drilling by adopting a rotary excavating machine, wherein the rotary excavating machine is used after reaching the interlayer surface or the rock surface;
d; drilling by using a long spiral drilling machine again after penetrating through the interlayer surface or the rock surface;
e: pulling out the protective cylinder when the protective cylinder is drilled to a designed depth;
during drilling, the drill rod is lifted and concrete is poured through the hollow pipeline of the drill rod until reaching the hole opening, and soil removed in the drilling and drill lifting processes is transferred or loaded and transported by a digging machine. In the construction process, if unfavorable geological conditions such as hard soil interlayers or rock interlayer and the like are met in a soil layer and a long auger is not needed, the combined equipment is adopted for drilling. Specifically, a long spiral drilling machine (matched with a double power head) is used for drilling while a movable sleeve passes through a soil layer and then reaches an interlayer surface or a rock surface, and then the rotary drilling machine and the roller bit drill cylinder are replaced for drilling through the layer. Digging to the designed depth by using a long spiral drilling machine after the pile is punched, pouring concrete while withdrawing the drill in the digging process, then pulling out the steel casing, and finally pressing the steel casing into the prestressed pipe pile by using a static pressure pile press.
The pile pressing process in the fourth step comprises jumping pile pressing and hammering pile pressing, an open pile shoe is adopted during jumping pile pressing, the hammering pile pressing is used at a construction position when a narrow static pressure pile machine on the site cannot swing down, and the model of the selected static pressure machine is matched with the large-diameter prestressed pipe pile 1. During pile pressing, a lifting machine is used for lifting the tubular pile to align with a pile core and inserting the tubular pile for 1-2 m, then a measurer is used for detecting the verticality of the pile body, the verticality is guaranteed to be less than or equal to 0.5% during measurement, and then normal pile pressing construction is carried out. In order to reduce the soil squeezing effect, jumping is adopted in the construction sequence on one hand, and an open pile shoe is adopted on the other hand. If the static pressure pile driver in a narrow site cannot be placed, the hammering pile driver is used, the pile cap is confirmed to be matched with the tubular pile before hammering construction, and one side of the waist beam fixing part embedded in the pile cap must face the inside of the foundation pit. Pile needs to be connected after pile pressing is completed, mechanical connection is adopted during pile connection, for example, a bolt connection joint is adopted, meanwhile, the firmness of the pipe pile joint is improved by welding a circle around the joint along the circumference, and the problem cannot occur when the pipe pile structure bears stress. The connecting joint of the tubular pile adopts a mode of combining mechanical connection of a bolt with a novel technology and field girth welding at the interface, double safety reserves are provided, namely double insurance, and the safety of the joint is ensured.
And in the fifth step, the H-shaped steel 3 is inserted into the H-shaped steel 3 by hoisting through a static pile machine, the H-shaped steel 3 is directly inserted into the embedded section steel connecting piece, and the H-shaped steel 3 is transferred to the next pile position after the H-shaped steel 3 is inserted into the embedded section steel connecting piece. Pre-buried shaped steel connecting piece includes arc steel sheet and clamp, arc steel sheet symmetry sets up, and steel sheet surface and prefabricated intraductal surface parallel and level, the clamp welding is on the arc steel sheet. In order to strengthen the connection between the H-shaped steel 3 and the prestressed pipe pile, a steel plate is pre-embedded in the inner wall of the pipe pile at a certain interval before the pipe pile is hoisted, 2 hoop strips of the H-shaped steel 3 are welded and fixed on the steel plate, the hoop strips are formed by rolling a thin steel plate, and the H-shaped steel 3 can be directly inserted into the hoop to form fixation. The inserted H-shaped steel 3 or the support pile can be pulled out and recycled when the pile core concrete is not filled, and then the inserted H-shaped steel 3 or the support pile can be used in the next project, so that the utilization rate of the section is increased.
In the first step, the grouting pipes 4 are symmetrically pre-embedded on two sides of the prestressed pipe pile respectively, small holes are formed in the outer side of each grouting steel pipe at certain intervals to serve as grouting holes, and the small holes are wound with adhesive tapes before the grouting pipes 4 are pre-embedded. The diameter of the grouting pipe 4 is preferably 25 mm. The water leakage at the junction of the water-stopping rotary spraying pile 2 and the tubular pile can be prevented through grouting and water plugging of the pre-buried grouting pipe 4, and the problem of water leakage is solved. The pre-buried setting is close to the position in the outside in the prestressing force pipe pile wall, and high-pressure cement thick liquid then can break the pipe wall and get into the soil layer hole and block up water during slip casting. When the precast prestressed pipe pile is used as a support pile, a slurry retaining wall is omitted, the cost of slurry manufacture and outward transportation is saved, meanwhile, the safe and civilized management of site construction is greatly facilitated, and the environmental pollution is reduced.
Step one, when the large-diameter prestressed pipe pile 1 is prefabricated, waist beam embedded parts are arranged on the outer wall of the pipe pile at intervals, and the embedded parts are used for installing steel waist beams. The embedded parts are arranged in a plurality of arc shapes, the radian of the embedded parts is consistent with the outer diameter of the tubular pile, the interval between every two adjacent embedded parts in the vertical direction is 1500-2000 mm, and the specific size is determined by a support design construction drawing. The construction process of the steel waist rail comprises the following steps: firstly, excavating a first layer of earthwork to 500mm below a first waist beam, constructing a first anchor cable and a section steel waist beam 5, and carrying out earth hanging net guniting among piles. And then excavating a second layer of earthwork to 500mm below a second waist beam, constructing a second anchor cable and a section steel waist beam 5, and circulating the process till the earthwork is excavated to the bottom of the foundation pit. And carrying out earth excavation on the foundation pit in a layered mode, wherein the prestressed anchor cables and the waist beams in layered construction are more favorable for connecting the section steel waist beam 5 with the embedded parts. And after the waist beam is constructed to the bottom of the foundation pit, a drainage ditch and a water collection pit are well repaired according to design drawings, and the construction process is completed.
While the preferred embodiments of the present invention have been illustrated and described, it will be understood by those skilled in the art that various changes in form and details may be made therein without departing from the spirit and scope of the invention as defined by the appended claims.
Claims (10)
1. A deep foundation pit supporting construction method of a large-diameter prestressed row pile is characterized by comprising the following steps: the method comprises the following steps:
the method comprises the following steps: designing and manufacturing a large-diameter prestressed pipe pile, embedding a grouting pipe, and preparing for construction;
step two: welding a pre-embedded profile steel connecting piece on the large-diameter prestressed pipe pile;
step three: drilling by using a long spiral drilling machine;
step four: pressing the pile, and constructing a water-stopping jet grouting pile;
step five: inserting H-shaped steel into the prestressed pipe pile;
step six: binding a crown beam steel bar and pouring concrete by a formwork;
step seven: excavating earthwork construction and constructing anchor cables and section steel waist beams;
step eight: and (5) hanging net and spraying concrete.
2. The deep foundation pit supporting construction method for the large-diameter prestressed row piles according to claim 1, characterized by comprising the following steps of: the pipe diameter range of the large-pipe-diameter stress pile in the first step is as follows: phi is more than or equal to 800mm and less than or equal to 1200 mm.
3. The deep foundation pit supporting construction method for the large-diameter prestressed row piles according to claim 2, characterized by comprising the following steps of: during construction in the first step, the prestressed pipe pile, the drilling equipment and the pile pressing equipment are required to be moved into a construction position, the drilling equipment adopts a long spiral drilling machine, the construction preparation comprises measurement and paying-off to determine the pile position of the support pile, and a short steel bar head marker is driven in.
4. The deep foundation pit supporting construction method for the large-diameter prestressed row piles according to claim 1, characterized by comprising the following steps of: the drilling in the third step comprises the following steps:
a: burying an orifice protecting cylinder;
b: firstly, adopting a long spiral drilling machine;
c: drilling by adopting a rotary excavating machine, wherein the rotary excavating machine is used after reaching the interlayer surface or the rock surface;
d; drilling by using a long spiral drilling machine again after penetrating through the interlayer surface or the rock surface;
e: pulling out the protective cylinder when the protective cylinder is drilled to a designed depth;
during drilling, the drill rod is lifted and concrete is poured through the hollow pipeline of the drill rod until reaching the hole opening, and soil removed in the drilling and drill lifting processes is transferred or loaded and transported by a digging machine.
5. The deep foundation pit supporting construction method for the large-diameter prestressed row piles according to claim 1, characterized by comprising the following steps of: the pile pressing process in the fourth step comprises jumping pile pressing and hammering pile pressing, an open pile shoe is adopted during jumping pile pressing, and the hammering pile pressing is used at a construction position when a narrow static pressure pile machine in the field cannot swing down.
6. The deep foundation pit supporting construction method for the large-diameter prestressed row piles according to claim 1, characterized by comprising the following steps of: and in the fifth step, the H-shaped steel is inserted into the pile by hoisting the static pressure pile machine when the H-shaped steel is inserted into the pile, the H-shaped steel is directly inserted into the embedded section steel connecting piece, and the H-shaped steel is transferred to the next pile position after the H-shaped steel is inserted into the embedded section steel connecting piece.
7. The deep foundation pit supporting construction method for the large-diameter prestressed row piles according to claim 6 is characterized in that: pre-buried shaped steel connecting piece includes arc steel sheet and clamp, arc steel sheet symmetry sets up, and steel sheet surface and prefabricated intraductal surface parallel and level, the clamp welding is on the arc steel sheet.
8. The deep foundation pit supporting construction method for the large-diameter prestressed row piles according to claim 1, characterized by comprising the following steps of: and fifthly, the grouting pipes are symmetrically embedded at two sides of the prestressed pipe pile, small holes are formed in the outer sides of the grouting steel pipes at certain intervals to serve as grouting holes, and the small holes are wound with adhesive tapes before the grouting pipes are embedded.
9. The deep foundation pit supporting construction method for the large-diameter prestressed row piles according to claim 1, characterized by comprising the following steps of: and step one, arranging waist beam embedded parts on the outer wall of the pipe pile at intervals when the large-pipe-diameter prestressed pipe pile is prefabricated, wherein the embedded parts are used for installing the steel waist beam.
10. The deep foundation pit supporting construction method for the large-diameter prestressed row piles according to claim 9, characterized by comprising the following steps: the embedded parts are arranged in a plurality of numbers, and the interval between every two embedded parts in the vertical direction is 1500-2000 mm.
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