CN112323836A - Construction method of combined assembly type deep foundation pile - Google Patents
Construction method of combined assembly type deep foundation pile Download PDFInfo
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- CN112323836A CN112323836A CN202011317336.2A CN202011317336A CN112323836A CN 112323836 A CN112323836 A CN 112323836A CN 202011317336 A CN202011317336 A CN 202011317336A CN 112323836 A CN112323836 A CN 112323836A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
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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
- 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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Abstract
The invention discloses a construction method of a combined assembly type deep foundation pile, which comprises the construction of a first pile used as a peripheral pile and a second pile used as a core pile, wherein the first pile is a cast-in-place pile: in-situ cement soil piles, back-filling cement soil piles, immersed tube cast-in-place piles or drilled hole cast-in-place piles. The invention has controllable flow, safe and reliable quality and convenient construction. The invention takes soil as the main material, and the pile is manufactured according to the land, the traditional foundation treatment, the pile foundation construction and the prefabricated pile manufacturing combination are integrated, the green assembly type building explores and innovates the underground space geotechnical engineering, and the invention accords with the development direction of the national green building.
Description
Technical Field
The invention relates to a construction method of a combined assembly type deep foundation pile.
Background
The traditional pile foundation, construction technology and foundation treatment technology can not meet the requirements of the existing green environmental protection, assembly type and intelligent development, and needs to be improved and fused.
Disclosure of Invention
The invention aims to provide a construction method of a combined assembly type deep foundation pile, which has controllable flow, safe and reliable quality and fusion development.
The technical solution of the invention is as follows:
a construction method of a combined assembly type deep foundation pile comprises the construction of a first pile as a peripheral pile and a second pile as a core pile, and is characterized in that: the first pile is a cast-in-place pile: the construction method comprises the following steps of in-situ cement soil pile, back-filling cement soil pile, immersed tube cast-in-place pile or drilled hole cast-in-place pile respectively:
A) and (3) constructing the in-situ cement-soil pile:
(1) moving the machine in place: moving equipment, namely positioning the drill rod on the set pile position;
(2) spinning and sinking: drilling a drill rod into a soil body in a forward spiral manner; when encountering a hard soil layer, hydraulically pressurizing to a drill rod, spirally pressurizing to a set depth, and simultaneously spraying air and spraying ash according to a set requirement;
(3) pulling and lifting by screwing: lifting the drill rod reversely and spirally to back press the soil body to a set height, and simultaneously spraying air, spraying ash, spraying water and/or spraying slurry according to a set requirement;
(4) repeating the steps (2) and (3) until the first pile meets the set requirement;
B) and (3) construction of the back-filling cement soil pile:
(1) moving the machine in place: moving equipment, namely positioning the spiral drill rod on a set pile position;
(2) spinning and sinking: drilling a drill rod into a soil body in a forward (clockwise) spiral manner; when encountering a hard soil layer, hydraulically pressurizing to a drill rod, and spirally pressurizing (spinning) to a set depth;
(3) pulling and lifting by screwing: reversely (anticlockwise) lifting the drill rod to reversely press the soil body to a set height;
(4) repeating the steps (2) and (3), extruding soil, partially or fully taking soil to a construction terrace for hole forming, and recharging premixed cement soil to the hole for pile forming;
C) immersed tube cast-in-situ pile
(1) Moving the machine in place: the pipe sinking system is positioned on the set pile position by the mobile equipment;
(2) sinking the tube: starting the potential energy system to sink the immersed tube of the immersed tube system to a set depth;
(3) pouring and forming: putting the filling material into the outer pipe, and pouring the pile for forming;
(4) tube drawing and forming: pulling out the immersed tube system and forming the pile;
according to the set requirements, after sinking the pipe and before pouring the pile body, expanding the bottom or not expanding the bottom; if the base needs to be expanded, construction is carried out according to one or a combination of the following methods:
(a) the filling material is thrown into the outer pipe, potential energy repeatedly acts on the filling material in the outer pipe through the inner ramming pipe, the inner ramming pipe hammer and/or the mother-child pipe hammer arranged in the inner ramming pipe, and one or a combination of more of inner ramming, inner pressure, inner ramming pressure, inner impact, inner ramming and inner ramming pressure is/are carried out, and the outer pipe is not pulled out, i =0, or is pulled out less; the drawing height Hi of the outer pipe is not more than the feeding height Hi every time, Σ Hi is not more than Σ Hi, the compaction degree of the soil body is adjusted by adjusting a compaction coefficient M ∈ (D, Y, Z, V), wherein D is the sinking amount under impact energy, which is called penetration for short, and Y is the pile pressing force which basically does not sink under static pressure energy, which is called final pressure for short; z is the vibration energy value which basically does not sink under the vibration energy, called the final vibration value for short, and V is the feeding volume added by multiple times of feeding, called the feeding amount for short; the filling material in the outer pipe extrudes the outer pipe, the soil mass below the outer pipe is compacted, and the deep soil mass below the outer pipe is compacted to form a cushion layer of the expanded foundation;
(b) the filling material is thrown into the outer pipe, potential energy repeatedly acts on the filling material in the outer pipe through one or a combination of internal ramming, internal pressure, internal ramming pressure, internal impact, internal ramming and internal ramming pressure by the internal ramming pipe, the internal ramming pipe hammer and/or the internal mother-child pipe hammer in the internal ramming pipe, the outer pipe is pulled up to a certain height h which is more than or equal to 0, and the filling material in the outer pipe extrudes out of the outer pipe to form a bottom step of the expansion foundation;
(c) adding a filling material into the outer pipe, and adjusting the size and the shape of the expansion head by adjusting the form coefficient alpha epsilon (H, H, c, E, D and V); h is the feeding height, H is the pulling height of the outer pipe, c is the distance between the bottom of the outer pipe and the bottom of the pile when tamping and expanding are finished, E is the distance between the bottom of the inner tamping system and the bottom of the outer pipe when tamping and expanding are finished, D is the penetration degree of the tamping filler under the set impact energy, and V is the volume of the tamping filler; obtaining an expanded head high order of an expanded foundation;
after the high-order formation of the expansion head, one of the following methods is further adopted for construction: (a) the inner rammer hammer freely falls to repeatedly punch and shear the high-order of the expansion head below the outer pipe to form a concave body in the expansion head; (b) the length of the inner ramming pipe is less than that of the outer pipe, and the high-order of the expansion head below the outer pipe is synchronously sheared under the action of the potential energy of the ramming pipe hammer double-immersed pipe system in the outer immersed pipe to form a concave body in the expansion head; (c) the length of the inner pipe rammer is greater than that of the outer pipe, and the high-order expanded head under the outer pipe is repeatedly sheared by the inner pipe rammer main and sub hammer double-immersed pipe built-in hammer system to form a concave body in the expanded head;
then, pouring a pile body to form a pointed and bullet type expanded head anchor pile anchored into the expanded head at a set depth; or firstly placing deformable and compressible materials into the concave body of the enlarged head, and pouring the pile body to form the deformable controllable-settlement controlled pile.
D) Drilling and pouring the pile:
(1) moving the machine in place: moving equipment, namely positioning the drilling equipment on the set pile position;
(2) forming holes: rotary excavating and dry forming: drilling a hole by using a submersible drill, and drilling the hole by using a drill rod to a set depth;
(3) pouring: pouring cement mortar, and forming a pile by using fluid concrete;
the second pile construction method is one of the following methods:
method A)
(1) In-place: the outer pipe is concentrically positioned on a set first pile position;
(2) sinking the tube: sinking the outer pipe to a set depth;
(3) bottom expanding: expanding the bottom or not according to the set requirement;
(4) no-pipe-drawing pouring molding: placing the reinforcement cage into the outer pipe, and pouring fluid concrete to form a reinforced concrete mixed pile body in the outer steel pipe;
method B)
(1) In-place: positioning the prefabricated outer steel pipe and inner reinforced concrete mixed pile on a set first pile storage position;
(2) pile sinking: sinking the prefabricated steel pipe inner reinforced concrete mixed pile to a set depth;
pile sinking mode, including one or more of the following modes:
a) hammering, vibrating and/or static pressure directly acts on the prefabricated pile to a set depth;
b) self-gravity, free falling, self-impact force directly acts on non-initial setting full flow state concrete and cement mortar, then water is injected to dry spray cement soil, wet stir cement soil pile, pile sinking is carried out to set depth;
method C)
(1) In-place: the outer pipe is concentrically positioned on a set first pile position;
(2) sinking the tube: sinking the outer pipe to a set depth;
(3) bottom expanding: carrying out bottom expanding construction or not according to set requirements;
(4) pipe drawing and pouring molding: the prefabricated pile is placed into the outer pipe, the hammer of the inner tamping pipe is propped against the prefabricated pile head, the filler is put into a cavity between the outer pipe and the prefabricated pile body, the prefabricated pile is vibrated and pressed to be pulled upwards, the prefabricated pile is repeatedly vibrated, pressed to sink and pulled upwards, the filler fills the cavity, and the terrace pulled out of the outer pipe forms a convex, concave-convex or bamboo-shaped filler pile body.
The first pile is a cement soil pile, a spiral drill bit under a drill rod is clockwise and forward in the spinning sinking process, the torque potential energy of a starting motor acts on the drill rod, and the spiral drill bit drills into a soil body clockwise and forward; if meeting the hard soil layer, the steel wire rope of the upper power head is completely loosened, the power head is used for pressurizing to the drill rod auger bit by self gravity, and the power head is used for pressurizing by self gravity and spirally and positively pressing to penetrate through the hard soil layer; if the hard soil layer is met, a spiral device arranged on the upper side of the lower power head is started, a hydraulic oil cylinder surrounds a drill rod to be synchronously spiral, a vertical hydraulic oil cylinder vertically surrounds the drill rod, and the drill rod penetrates through the hard soil layer by downward positive pressure and positive pressure through the self-weight counter-force of a rack;
the first pile is a cement soil pile, in the process of pulling and lifting by screwing, a spiral drill rod below a drill rod is in a counterclockwise direction, the torque potential energy of a motor acts on the drill rod in a reverse direction, a spiral drill bit leaves a bottom soil body in a counterclockwise direction, a steel wire rope of an upper power head is completely loosened, the power head is used for conducting self-gravity back pressure on the drill rod and a rotary drill bit, and the soil body below the drill bit is pressed through self-gravity; starting a screw device arranged on the lower power head, and encircling the drill rod by the annular hydraulic oil cylinder to synchronously screw; the vertical hydraulic oil cylinder vertically embraces the drill rod and reversely pressurizes the soil body below the drill bit downwards by utilizing the self-weight counter force of the rack connected with the guide rail.
The first pile is a cast-in-place pile with a sinking pipe, wherein the sinking pipe system is a single sinking outer pipe, an outer sinking pipe inner ramming pipe double sinking pipe system, an outer sinking pipe inner ramming pipe hammer double sinking pipe system or an outer sinking pipe inner ramming pipe built-in hammer system; the potential energy is one or a combination of several of vibration, hammering, static pressure, shaking, full rotation, spiral, vibration impact, internal ramming, internal hammering, internal ramming area, internal pressure, internal ramming pressure, interaction method, combination method and combination interaction method.
In the second pile construction method A) and C), bottom expanding construction is carried out, and construction is carried out according to one or a combination of the following methods:
(a) the filling material is thrown into the outer pipe, potential energy repeatedly acts on the filling material in the outer pipe through the inner ramming pipe, the inner ramming pipe hammer and/or the mother-child pipe hammer arranged in the inner ramming pipe, and one or a combination of more of inner ramming, inner pressure, inner ramming pressure, inner impact, inner ramming and inner ramming pressure is/are carried out, and the outer pipe is not pulled out, i =0, or is pulled out less; the drawing height Hi of the outer pipe is not more than the feeding height Hi every time, Σ Hi is not more than Σ Hi, the compaction degree of the soil body is adjusted by adjusting a compaction coefficient M ∈ (D, Y, Z, V), wherein D is the sinking amount under impact energy, which is called penetration for short, and Y is the pile pressing force which basically does not sink under static pressure energy, which is called final pressure for short; z is the vibration energy value which basically does not sink under the vibration energy, called the final vibration value for short, and V is the feeding volume added by multiple times of feeding, called the feeding amount for short; the filling material in the outer pipe extrudes the outer pipe, the soil mass below the outer pipe is compacted, and the deep soil mass below the outer pipe is compacted to form a cushion layer of the expanded foundation;
(b) the filling material is thrown into the outer pipe, potential energy repeatedly acts on the filling material in the outer pipe through one or a combination of internal ramming, internal pressure, internal ramming pressure, internal impact, internal ramming and internal ramming pressure by the internal ramming pipe, the internal ramming pipe hammer and/or the internal mother-child pipe hammer in the internal ramming pipe, the outer pipe is pulled up to a certain height h which is more than or equal to 0, and the filling material in the outer pipe extrudes out of the outer pipe to form a bottom step of the expansion foundation;
(c) adding a filling material into the outer pipe, and adjusting the size and the shape of the expansion head by adjusting the form coefficient alpha epsilon (H, H, c, E, D and V); h is the feeding height, H is the pulling height of the outer pipe, c is the distance between the bottom of the outer pipe and the bottom of the pile when tamping and expanding are finished, E is the distance between the bottom of the inner tamping system and the bottom of the outer pipe when tamping and expanding are finished, D is the penetration degree of the tamping filler under the set impact energy, and V is the volume of the tamping filler; obtaining an expanded head high order of an expanded foundation;
after the high-order formation of the expansion head, one of the following methods is further adopted for construction: (a) the inner rammer hammer freely falls to repeatedly punch and shear the high-order of the expansion head below the outer pipe to form a concave body in the expansion head; (b) the length of the inner ramming pipe is less than that of the outer pipe, and the high-order of the expansion head below the outer pipe is synchronously sheared under the action of the potential energy of the ramming pipe hammer double-immersed pipe system in the outer immersed pipe to form a concave body in the expansion head; (c) the length of the inner pipe rammer is greater than that of the outer pipe, and the high-order expanded head under the outer pipe is repeatedly sheared by the inner pipe rammer main and sub hammer double-immersed pipe built-in hammer system to form a concave body in the expanded head;
then, pouring a pile body to form a pointed and bullet type expanded head anchor pile anchored into the expanded head at a set depth; or firstly placing deformable and compressible materials into the concave body of the enlarged head, and pouring the pile body to form the deformable controllable-settlement controlled pile.
The first pile is a cast-in-place pile, and the second pile is an externally prefabricated cast-in-place and internally cast-in-place or externally cast-in-place and internally prefabricated mixed pile according to the pile body; the first pile and the second pile have one or more forms of neck expanding, diameter expanding, bottom expanding, full thread, full straight line, mutual thread and straight line along the pile body.
The first pile is a sinking pipe cast-in-place pile, and when bottom expanding construction is carried out, construction is carried out in sequence according to the method a), the method b) and the method c), and expanded heads which are sequentially a cushion layer, a bottom step and a high step from outside to inside are formed; and when the second pile is subjected to bottom expanding construction, the second pile is constructed in sequence according to the method a), the method b) and the method c) to form an expanded head which sequentially comprises a cushion layer, a bottom step and a high step from outside to inside.
The invention has controllable flow, safe and reliable quality and convenient construction. The invention takes soil as the main material, and the pile is manufactured according to the land, the traditional foundation treatment, the pile foundation construction and the prefabricated pile manufacturing combination are integrated, the green assembly type building explores and innovates the underground space geotechnical engineering, and the invention accords with the development direction of the national green building.
The present invention will be further described with reference to the following examples.
Detailed Description
A construction method of a combined assembly type deep foundation pile comprises the construction of a first pile serving as a peripheral pile and a second pile serving as a core pile, wherein the first pile is an in-situ cement-soil pile, a back-filling cement-soil pile, a pipe-sinking cast-in-place pile or a drilling cast-in-place pile, and the construction methods respectively comprise the following steps:
A) and (3) constructing the in-situ cement-soil pile:
(1) moving the machine in place: moving equipment, namely positioning the drill rod on the set pile position;
(2) spinning and sinking: drilling a drill rod into a soil body in a forward spiral manner; when encountering a hard soil layer, hydraulically pressurizing to a drill rod, spirally pressurizing to a set depth, and simultaneously spraying air and spraying ash according to a set requirement;
(3) pulling and lifting by screwing: lifting the drill rod reversely and spirally to back press the soil body to a set height, and simultaneously spraying air, spraying ash, spraying water and/or spraying slurry according to a set requirement;
(4) repeating the steps (2) and (3) until the first pile meets the set requirement;
according to the setting requirement, the rotary spraying pressure can be increased to form neck expanding, diameter expanding and bottom expanding.
B) And (3) construction of the back-filling cement soil pile:
(1) moving the machine in place: moving equipment, namely positioning the spiral drill rod on a set pile position;
(2) spinning and sinking: drilling a drill rod into a soil body in a forward (clockwise) spiral manner; when encountering a hard soil layer, hydraulically pressurizing to a drill rod, and spirally pressurizing (spinning) to a set depth;
(3) pulling and lifting by screwing: reversely (anticlockwise) lifting the drill rod to reversely press the soil body to a set height;
(4) repeating the steps (2) and (3), extruding soil, partially or fully taking soil to a construction terrace for hole forming, and recharging premixed cement soil to the hole for pile forming;
according to the set requirements, the neck-expanding, the diameter-expanding and the bottom-expanding are formed by a mechanical mode.
C) Immersed tube cast-in-situ pile
(1) Moving the machine in place: the pipe sinking system is positioned on the set pile position by the mobile equipment;
(2) sinking the tube: starting the potential energy system to sink the immersed tube of the immersed tube system to a set depth;
(3) pouring and forming: putting the filling material into the outer pipe, and pouring the pile for forming;
(4) tube drawing and forming: pulling out the immersed tube system and forming the pile;
according to the set requirements, after sinking the pipe and before pouring the pile body, expanding the bottom or not expanding the bottom; if the base needs to be expanded, construction is carried out according to one or a combination of the following methods:
(a) the filling material is thrown into the outer pipe, potential energy repeatedly acts on the filling material in the outer pipe through the inner ramming pipe, the inner ramming pipe hammer and/or the mother-child pipe hammer arranged in the inner ramming pipe, and one or a combination of more of inner ramming, inner pressure, inner ramming pressure, inner impact, inner ramming and inner ramming pressure is/are carried out, and the outer pipe is not pulled out, i =0, or is pulled out less; the drawing height Hi of the outer pipe is not more than the feeding height Hi every time, Σ Hi is not more than Σ Hi, the compaction degree of the soil body is adjusted by adjusting a compaction coefficient M ∈ (D, Y, Z, V), wherein D is the sinking amount under impact energy, which is called penetration for short, and Y is the pile pressing force which basically does not sink under static pressure energy, which is called final pressure for short; z is the vibration energy value which basically does not sink under the vibration energy, called the final vibration value for short, and V is the feeding volume added by multiple times of feeding, called the feeding amount for short; the filling material in the outer pipe extrudes the outer pipe, the soil mass below the outer pipe is compacted, and the deep soil mass below the outer pipe is compacted to form a cushion layer of the expanded foundation;
(b) the filling material is thrown into the outer pipe, potential energy repeatedly acts on the filling material in the outer pipe through one or a combination of internal ramming, internal pressure, internal ramming pressure, internal impact, internal ramming and internal ramming pressure by the internal ramming pipe, the internal ramming pipe hammer and/or the internal mother-child pipe hammer in the internal ramming pipe, the outer pipe is pulled up to a certain height h which is more than or equal to 0, and the filling material in the outer pipe extrudes out of the outer pipe to form a bottom step of the expansion foundation;
(c) adding a filling material into the outer pipe, and adjusting the size and the shape of the expansion head by adjusting the form coefficient alpha epsilon (H, H, c, E, D and V); h is the feeding height, H is the pulling height of the outer pipe, c is the distance between the bottom of the outer pipe and the bottom of the pile when tamping and expanding are finished, E is the distance between the bottom of the inner tamping system and the bottom of the outer pipe when tamping and expanding are finished, D is the penetration degree of the tamping filler under the set impact energy, and V is the volume of the tamping filler; obtaining an expanded head high order of an expanded foundation;
after the high-order formation of the expansion head, one of the following methods is further adopted for construction: (a) the inner rammer hammer freely falls to repeatedly punch and shear the high-order of the expansion head below the outer pipe to form a concave body in the expansion head; (b) the length of the inner ramming pipe is less than that of the outer pipe, and the high-order of the expansion head below the outer pipe is synchronously sheared under the action of the potential energy of the ramming pipe hammer double-immersed pipe system in the outer immersed pipe to form a concave body in the expansion head; (c) the length of the inner pipe rammer is greater than that of the outer pipe, and the high-order expanded head under the outer pipe is repeatedly sheared by the inner pipe rammer main and sub hammer double-immersed pipe built-in hammer system to form a concave body in the expanded head;
then, pouring a pile body to form a pointed and bullet type expanded head anchor pile anchored into the expanded head at a set depth; or firstly placing deformable and compressible materials into the concave body of the enlarged head, and pouring the pile body to form the deformable controllable-settlement controlled pile.
D) Drilling and pouring the pile:
(1) moving the machine in place: moving equipment, namely positioning the drilling equipment on the set pile position;
(2) forming holes: rotary excavating and dry forming: drilling a hole by using a submersible drill, and drilling the hole by using a drill rod to a set depth;
(3) pouring: pouring cement mortar, and forming a pile by using fluid concrete;
according to the set requirements, a plurality of sections of DX piles, drilling and expanding cast-in-place piles and full-hydraulic bottom expanding cast-in-place piles can be formed;
the second pile construction method is one of the following methods:
method A)
(1) In-place: the outer pipe is concentrically positioned on a set first pile position;
(2) sinking the tube: sinking the outer pipe to a set depth;
(3) bottom expanding: expanding the bottom or not according to the set requirement;
(4) no-pipe-drawing pouring molding: placing the reinforcement cage into the outer pipe, and pouring fluid concrete to form a reinforced concrete mixed pile body in the outer steel pipe;
method B)
(1) In-place: positioning the prefabricated outer steel pipe and inner reinforced concrete mixed pile on a set first pile storage position;
(2) pile sinking: sinking the prefabricated steel pipe inner reinforced concrete mixed pile to a set depth;
pile sinking mode, including one or more of the following modes:
a) hammering, vibrating and/or static pressure directly acts on the prefabricated pile to a set depth;
b) self-gravity, free falling, self-impact force directly acts on non-initial setting full flow state concrete and cement mortar, then water is injected to dry spray cement soil, wet stir cement soil pile, pile sinking is carried out to set depth;
method C)
(1) In-place: the outer pipe is concentrically positioned on a set first pile position;
(2) sinking the tube: sinking the outer pipe to a set depth;
(3) bottom expanding: carrying out bottom expanding construction or not according to set requirements;
(4) pipe drawing and pouring molding: the prefabricated pile is placed into an outer pipe, an inner tamping pipe hammer is propped against the prefabricated pile head, filler is thrown into a cavity between the outer pipe and a prefabricated pile body, the prefabricated pile is vibrated and pressed to be pulled upwards, the prefabricated pile is repeatedly vibrated, pressed to sink and then pulled upwards, the filler fills the cavity, the number of times and the depth of upward pulling and sinking are determined according to the feeding amount, and a terrace pulled out of the outer pipe forms a convex, concave and convex or bamboo-joint-shaped filler pile body.
The first pile is a cement soil pile, a spiral drill bit under a drill rod is clockwise and forward in the spinning sinking process, the torque potential energy of a starting motor acts on the drill rod, and the spiral drill bit drills into a soil body clockwise and forward; if meeting the hard soil layer, the steel wire rope of the upper power head is completely loosened, the power head is used for pressurizing to the drill rod auger bit by self gravity, and the power head is used for pressurizing by self gravity and spirally and positively pressing to penetrate through the hard soil layer; if the hard soil layer is met, a spiral device arranged on the upper side of the lower power head is started, a hydraulic oil cylinder surrounds a drill rod to be synchronously spiral, a vertical hydraulic oil cylinder vertically surrounds the drill rod, and the drill rod penetrates through the hard soil layer by downward positive pressure and positive pressure through the self-weight counter-force of a rack;
the first pile is a cement soil pile, in the process of pulling and lifting by screwing, a spiral drill rod below a drill rod is in a counterclockwise direction, the torque potential energy of a motor acts on the drill rod in a reverse direction, a spiral drill bit leaves a bottom soil body in a counterclockwise direction, a steel wire rope of an upper power head is completely loosened, the power head is used for conducting self-gravity back pressure on the drill rod and a rotary drill bit, and the soil body below the drill bit is pressed through self-gravity; starting a screw device arranged on the lower power head, and encircling the drill rod by the annular hydraulic oil cylinder to synchronously screw; the vertical hydraulic oil cylinder vertically embraces the drill rod and reversely pressurizes the soil body below the drill bit downwards by utilizing the self-weight counter force of the rack connected with the guide rail.
The first pile is a cast-in-place pile with a sinking pipe, wherein the sinking pipe system is a single sinking outer pipe, an outer sinking pipe inner ramming pipe double sinking pipe system, an outer sinking pipe inner ramming pipe hammer double sinking pipe system or an outer sinking pipe inner ramming pipe built-in hammer system; the potential energy is one or a combination of several of vibration, hammering, static pressure, shaking, full rotation, spiral, vibration impact, internal ramming, internal hammering, internal ramming area, internal pressure, internal ramming pressure, interaction method, combination method and combination interaction method.
In the second pile construction method A) and C), bottom expanding construction is carried out, and construction is carried out according to one or a combination of the following methods:
(a) the filling material is thrown into the outer pipe, potential energy repeatedly acts on the filling material in the outer pipe through the inner ramming pipe, the inner ramming pipe hammer and/or the mother-child pipe hammer arranged in the inner ramming pipe, and one or a combination of more of inner ramming, inner pressure, inner ramming pressure, inner impact, inner ramming and inner ramming pressure is/are carried out, and the outer pipe is not pulled out, i =0, or is pulled out less; the drawing height Hi of the outer pipe is not more than the feeding height Hi every time, Σ Hi is not more than Σ Hi, the compaction degree of the soil body is adjusted by adjusting a compaction coefficient M ∈ (D, Y, Z, V), wherein D is the sinking amount under impact energy, which is called penetration for short, and Y is the pile pressing force which basically does not sink under static pressure energy, which is called final pressure for short; z is the vibration energy value which basically does not sink under the vibration energy, called the final vibration value for short, and V is the feeding volume added by multiple times of feeding, called the feeding amount for short; the filling material in the outer pipe extrudes the outer pipe, the soil mass below the outer pipe is compacted, and the deep soil mass below the outer pipe is compacted to form a cushion layer of the expanded foundation; in the construction process, a curing agent can be added to form a water stop cushion layer of the extended foundation.
(b) The filling material is thrown into the outer pipe, potential energy repeatedly acts on the filling material in the outer pipe through one or a combination of internal ramming, internal pressure, internal ramming pressure, internal impact, internal ramming and internal ramming pressure by the internal ramming pipe, the internal ramming pipe hammer and/or the internal mother-child pipe hammer in the internal ramming pipe, the outer pipe is pulled up to a certain height h which is more than or equal to 0, and the filling material in the outer pipe extrudes out of the outer pipe to form a bottom step of the expansion foundation; the ductile material can be added in the construction to form a ductile bottom step of the extension foundation.
(c) Adding a filling material into the outer pipe, and adjusting the size and the shape of the expansion head by adjusting the form coefficient alpha epsilon (H, H, c, E, D and V); h is the feeding height, H is the pulling height of the outer pipe, c is the distance between the bottom of the outer pipe and the bottom of the pile when tamping and expanding are finished, E is the distance between the bottom of the inner tamping system and the bottom of the outer pipe when tamping and expanding are finished, D is the penetration degree of the tamping filler under the set impact energy, and V is the volume of the tamping filler; obtaining an expanded head high order of an expanded foundation; an anticorrosive material can be added in the construction to form a high-order durability expanded head of the expanded foundation.
The filling material is one or more of loose granules, a curing agent and a cementing body, such as sand, broken bricks, broken concrete, recycled aggregate, cement soil, cement mortar, cement mixture and dry and wet concrete.
After the high-order formation of the expansion head, one of the following methods is further adopted for construction: (a) the inner rammer hammer freely falls to repeatedly punch and shear the high-order of the expansion head below the outer pipe to form a concave body in the expansion head; (b) the length of the inner ramming pipe is less than that of the outer pipe, and the high-order of the expansion head below the outer pipe is synchronously sheared under the action of the potential energy of the ramming pipe hammer double-immersed pipe system in the outer immersed pipe to form a concave body in the expansion head; (c) the length of the inner pipe rammer is greater than that of the outer pipe, and the high-order expanded head under the outer pipe is repeatedly sheared by the inner pipe rammer main and sub hammer double-immersed pipe built-in hammer system to form a concave body in the expanded head;
then, pouring a pile body to form a pointed and bullet type expanded head anchor pile anchored into the expanded head at a set depth; or the deformable and compressible material (such as sand and foam material) is firstly put into the concave body of the enlarged head, and the pile body is poured to form the deformable and controllable-settlement controlled pile.
The first pile is a cast-in-place pile, and the second pile is an externally prefabricated cast-in-place and internally cast-in-place or externally cast-in-place and internally prefabricated mixed pile according to the pile body; the first pile and the second pile have one or more forms of neck expansion, diameter expansion, bottom expansion, full threads, full straight lines, mutual threads and straight lines along the pile bodies.
The first pile is a sinking pipe cast-in-place pile, and when bottom expanding construction is carried out, construction is carried out in sequence according to the method a), the method b) and the method c), and an expanded head (expanded foundation) which sequentially comprises a cushion layer, a bottom step and a high step from outside to inside is formed; and when the second pile is subjected to bottom expanding construction, sequentially constructing according to the sequence of the methods a), b) and c) to form an expanded head (expanded foundation) which sequentially comprises a cushion layer, a bottom step and a high step from outside to inside.
The first pile is a cast-in-place pile, the second pile is a cast-in-place prefabricated mixed pile, and the first pile and the second pile are in one or more forms of neck expansion, diameter expansion, bottom expansion, full threads, full straight lines, mutual threads and straight lines along the pile body; the pile can be combined with SMC, MC, M and C according to the plane, and can be used for different deep-buried piles, pile foundations and expanded foundations according to the depth to form a multi-combination assembly type deep foundation pile.
The first pile is a cast-in-place pile with various processes of one-way, two-way, down-hole impact, positive pressure and back pressure, long spiral non-soil taking, partial soil taking, full soil taking, pipe sinking, drill pipe, drilling, dry and wet cement soil pile, cement mortar flow state concrete and the like; the second pile is a cast-in-place internal prefabricated mixed pile outside and a cast-in-place internal prefabricated mixed pile outside in various processes; the first pile and the second pile are in one or more forms of neck expanding, diameter expanding, bottom expanding, full threads, full straight lines and mutual threads along the pile body.
Arranging the horizontal pile and the rigid pile C, the semi-rigid pile M, the flexible pile S or the composite pile in a plane; the vertical piles and the rigid piles C, the semi-rigid piles M, the flexible piles M or the composite piles are arranged according to different burial depths, so that the requirement on the strength of a building foundation is met, the settlement of the building can be controlled, and the three-dimensional and multidimensional combined assembly type deep foundation piles can be formed by cooperating with the coupling effect of soil, piles and a foundation.
Claims (5)
1. A construction method of a combined assembly type deep foundation pile comprises the construction of a first pile as a peripheral pile and a second pile as a core pile, and is characterized in that: the first pile is an in-situ cement-soil pile, a back-filling cement-soil pile, a pipe-sinking cast-in-place pile or a drilling cast-in-place pile, and the construction method comprises the following steps:
A) and (3) constructing the in-situ cement-soil pile:
(1) moving the machine in place: moving equipment, namely positioning the drill rod on the set pile position;
(2) spinning and sinking: drilling a drill rod into a soil body in a forward spiral manner; when encountering a hard soil layer, hydraulically pressurizing to a drill rod, spirally pressurizing to a set depth, and simultaneously spraying air, spraying ash, spraying water and/or spraying slurry according to set requirements;
(3) pulling and lifting by screwing: lifting the drill rod reversely and spirally to back press the soil body to a set height, and simultaneously spraying air, spraying ash, spraying water and/or spraying slurry according to a set requirement;
(4) repeating the steps (2) and (3) until the first pile meets the set requirement;
B) and (3) construction of the back-filling cement soil pile:
(1) moving the machine in place: moving equipment, namely positioning the spiral drill rod on a set pile position;
(2) spinning and sinking: drilling a drill rod into a soil body in a forward spiral manner; when encountering a hard soil layer, hydraulically pressurizing to a drill rod, and spirally pressurizing to a set depth;
(3) pulling and lifting by screwing: lifting the drill rod reversely to press the soil body to a set height;
(4) repeating the steps (2) and (3), extruding soil, partially or fully taking soil to a construction terrace for hole forming, and recharging premixed cement soil to the hole for pile forming;
C) immersed tube cast-in-situ pile
(1) Moving the machine in place: the pipe sinking system is positioned on the set pile position by the mobile equipment;
(2) sinking the tube: starting the potential energy system to sink the immersed tube of the immersed tube system to a set depth;
(3) pouring and forming: putting the filling material into the outer pipe, and pouring the pile for forming;
(4) tube drawing and forming: pulling out the immersed tube system and forming the pile;
according to the set requirements, after sinking the pipe and before pouring the pile body, expanding the bottom or not expanding the bottom; if the base needs to be expanded, construction is carried out according to one or a combination of the following methods:
(a) the filling material is thrown into the outer pipe, potential energy repeatedly acts on the filling material in the outer pipe through the inner ramming pipe, the inner ramming pipe hammer and/or the mother-child pipe hammer arranged in the inner ramming pipe, and one or a combination of more of inner ramming, inner pressure, inner ramming pressure, inner impact, inner ramming and inner ramming pressure is/are carried out, and the outer pipe is not pulled out, i =0, or is pulled out less; the drawing height Hi of the outer pipe is not more than the feeding height Hi every time, Σ Hi is not more than Σ Hi, the compaction degree of the soil body is adjusted by adjusting a compaction coefficient M ∈ (D, Y, Z, V), wherein D is the sinking amount under impact energy, which is called penetration for short, and Y is the pile pressing force which basically does not sink under static pressure energy, which is called final pressure for short; z is the vibration energy value which basically does not sink under the vibration energy, called the final vibration value for short, and V is the feeding volume added by multiple times of feeding, called the feeding amount for short; the filling material in the outer pipe extrudes the outer pipe, the soil mass below the outer pipe is compacted, and the deep soil mass below the outer pipe is compacted to form a cushion layer of the expanded foundation;
(b) the filling material is thrown into the outer pipe, potential energy repeatedly acts on the filling material in the outer pipe through one or a combination of internal ramming, internal pressure, internal ramming pressure, internal impact, internal ramming and internal ramming pressure by the internal ramming pipe, the internal ramming pipe hammer and/or the internal mother-child pipe hammer in the internal ramming pipe, the outer pipe is pulled up to a certain height h which is more than or equal to 0, and the filling material in the outer pipe extrudes out of the outer pipe to form a bottom step of the expansion foundation;
(c) adding a filling material into the outer pipe, and adjusting the size and the shape of the expansion head by adjusting the form coefficient alpha epsilon (H, H, c, E, D and V); h is the feeding height, H is the pulling height of the outer pipe, c is the distance between the bottom of the outer pipe and the bottom of the pile when tamping and expanding are finished, E is the distance between the bottom of the inner tamping system and the bottom of the outer pipe when tamping and expanding are finished, D is the penetration degree of the tamping filler under the set impact energy, and V is the volume of the tamping filler; obtaining an expanded head high order of an expanded foundation;
after the high-order formation of the expansion head, one of the following methods is further adopted for construction: (a) the inner rammer hammer freely falls to repeatedly punch and shear the high-order of the expansion head below the outer pipe to form a concave body in the expansion head; (b) the length of the inner ramming pipe is less than that of the outer pipe, and the high-order of the expansion head below the outer pipe is synchronously sheared under the action of the potential energy of the ramming pipe hammer double-immersed pipe system in the outer immersed pipe to form a concave body in the expansion head; (c) the length of the inner pipe rammer is greater than that of the outer pipe, and the high-order expanded head under the outer pipe is repeatedly sheared by the inner pipe rammer main and sub hammer double-immersed pipe built-in hammer system to form a concave body in the expanded head;
then, pouring a pile body to form a pointed and bullet type expanded head anchor pile anchored into the expanded head at a set depth; or firstly placing deformable and compressible materials into the concave body of the enlarged head, and pouring a pile body to form a deformable controllable-settlement controlled pile;
D) drilling and pouring the pile:
(1) moving the machine in place: moving equipment, namely positioning the drilling equipment on the set pile position;
(2) forming holes: rotary excavating and dry forming: drilling a hole by using a submersible drill, and drilling the hole by using a drill rod to a set depth;
(3) pouring: pouring cement mortar, and forming a pile by using fluid concrete;
the second pile construction method is one of the following methods:
method A)
(1) In-place: the outer pipe is concentrically positioned on a set first pile position;
(2) sinking the tube: sinking the outer pipe to a set depth;
(3) bottom expanding: expanding the bottom or not according to the set requirement;
(4) no-pipe-drawing pouring molding: placing the reinforcement cage into the outer pipe, and pouring fluid concrete to form a reinforced concrete mixed pile body in the outer steel pipe;
method B)
(1) In-place: positioning the prefabricated outer steel pipe and inner reinforced concrete mixed pile on a set first pile storage position;
(2) pile sinking: sinking the prefabricated steel pipe inner reinforced concrete mixed pile to a set depth;
pile sinking mode, including one or more of the following modes:
a) hammering, vibrating and static pressure directly act on the prefabricated pile to a set depth;
b) self-gravity, free falling, self-impact force directly acts on non-initial setting full flow state concrete and cement mortar, then water is injected to dry spray cement soil, wet stir cement soil pile, pile sinking is carried out to set depth;
method C)
(1) In-place: the outer pipe is concentrically positioned on a set first pile position;
(2) sinking the tube: sinking the outer pipe to a set depth;
(3) bottom expanding: carrying out bottom expanding construction or not according to set requirements;
(4) pipe drawing and pouring molding: the prefabricated pile is placed into the outer pipe, the hammer of the inner tamping pipe is propped against the prefabricated pile head, the filler is put into the cavity between the outer pipe and the prefabricated pile body, the prefabricated pile is vibrated and pulled upwards, the prefabricated pile is repeatedly vibrated and sunk and then pulled upwards, the filler fills the cavity, and the outer pipe is pulled out of the terrace to form the convex, concave and convex or bamboo-shaped filler pile body.
2. The construction method of the combination fabricated deep foundation pile as claimed in claim 1, wherein: the first pile is a cement soil pile, a spiral drill bit under a drill rod is clockwise and forward in the spinning sinking process, the torque potential energy of a starting motor acts on the drill rod, and the spiral drill bit drills into a soil body clockwise and forward; if meeting the hard soil layer, the steel wire rope of the upper power head is completely loosened, the power head is used for pressurizing to the drill rod auger bit by self gravity, and the power head is used for pressurizing by self gravity and spirally and positively pressing to penetrate through the hard soil layer; if the hard soil layer is met, a spiral device arranged on the upper side of the lower power head is started, a hydraulic oil cylinder surrounds a drill rod to be synchronously spiral, a vertical hydraulic oil cylinder vertically surrounds the drill rod, and the drill rod penetrates through the hard soil layer by downward positive pressure and positive pressure through the self-weight counter-force of a rack;
the first pile is a cement soil pile, in the process of pulling and lifting by screwing, a spiral drill rod below a drill rod is in a counterclockwise direction, the torque potential energy of a motor acts on the drill rod in a reverse direction, a spiral drill bit leaves a bottom soil body in a counterclockwise direction, a steel wire rope of an upper power head is completely loosened, the power head is used for conducting self-gravity back pressure on the drill rod and the spiral drill bit, and the soil body below the drill bit is pressed through self-gravity; starting a screw device arranged on the lower power head, and encircling the drill rod by the annular hydraulic oil cylinder to synchronously screw; the vertical hydraulic oil cylinder vertically embraces the drill rod and reversely pressurizes the soil body below the drill bit downwards by utilizing the self-weight counter force of the rack connected with the guide rail.
3. The construction method of a combination fabricated deep foundation pile according to claim 1 or 2, wherein: in the second pile construction method A) and C), bottom expanding construction is carried out, and construction is carried out according to one or a combination of the following methods:
(a) the filling material is thrown into the outer pipe, potential energy repeatedly acts on the filling material in the outer pipe through the inner ramming pipe, the inner ramming pipe hammer and/or the mother-child pipe hammer arranged in the inner ramming pipe, and one or a combination of more of inner ramming, inner pressure, inner ramming pressure, inner impact, inner ramming and inner ramming pressure is/are carried out, and the outer pipe is not pulled out, i =0, or is pulled out less; the drawing height Hi of the outer pipe is not more than the feeding height Hi every time, Σ Hi is not more than Σ Hi, the compaction degree of the soil body is adjusted by adjusting a compaction coefficient M ∈ (D, Y, Z, V), wherein D is the sinking amount under impact energy, which is called penetration for short, and Y is the pile pressing force which basically does not sink under static pressure energy, which is called final pressure for short; z is the vibration energy value which basically does not sink under the vibration energy, called the final vibration value for short, and V is the feeding volume added by multiple times of feeding, called the feeding amount for short; the filling material in the outer pipe extrudes the outer pipe, the soil mass below the outer pipe is compacted, and the deep soil mass below the outer pipe is compacted to form a cushion layer of the expanded foundation;
(b) the filling material is thrown into the outer pipe, potential energy repeatedly acts on the filling material in the outer pipe through one or a combination of internal ramming, internal pressure, internal ramming pressure, internal impact, internal ramming and internal ramming pressure by the internal ramming pipe, the internal ramming pipe hammer and/or the internal mother-child pipe hammer in the internal ramming pipe, the outer pipe is pulled up to a certain height h which is more than or equal to 0, and the filling material in the outer pipe extrudes out of the outer pipe to form a bottom step of the expansion foundation;
(c) adding a filling material into the outer pipe, and adjusting the size and the shape of the expansion head by adjusting the form coefficient alpha epsilon (H, H, c, E, D and V); h is the feeding height, H is the pulling height of the outer pipe, c is the distance between the bottom of the outer pipe and the bottom of the pile when tamping and expanding are finished, E is the distance between the bottom of the inner tamping system and the bottom of the outer pipe when tamping and expanding are finished, D is the penetration degree of the tamping filler under the set impact energy, and V is the volume of the tamping filler; obtaining an expanded head high order of an expanded foundation;
after the high-order formation of the expansion head, one of the following methods is further adopted for construction: (a) the inner rammer hammer freely falls to repeatedly punch and shear the high-order of the expansion head below the outer pipe to form a concave body in the expansion head; (b) the length of the inner ramming pipe is less than that of the outer pipe, and the high-order of the expansion head below the outer pipe is synchronously sheared under the action of the potential energy of the ramming pipe hammer double-immersed pipe system in the outer immersed pipe to form a concave body in the expansion head; (c) the length of the inner pipe rammer is greater than that of the outer pipe, and the high-order expanded head under the outer pipe is repeatedly sheared by the inner pipe rammer main and sub hammer double-immersed pipe built-in hammer system to form a concave body in the expanded head;
then, pouring a pile body to form a pointed and bullet type expanded head anchor pile anchored into the expanded head at a set depth; or firstly placing deformable and compressible materials into the concave body of the enlarged head, and pouring the pile body to form the deformable controllable-settlement controlled pile.
4. The construction method of a combination fabricated deep foundation pile according to claim 1 or 2, wherein: the first pile is a cast-in-place pile, and the second pile is an externally prefabricated cast-in-place and internally cast-in-place or externally cast-in-place and internally prefabricated mixed pile according to the pile body; the first pile and the second pile have one or more forms of neck expanding, diameter expanding, bottom expanding, full thread, full straight line, mutual thread and straight line along the pile body.
5. The construction method of the combination fabricated deep foundation pile as claimed in claim 1, wherein: the first pile is a sinking pipe cast-in-place pile, and when bottom expanding construction is carried out, construction is carried out in sequence according to the method a), the method b) and the method c), and expanded heads which are sequentially a cushion layer, a bottom step and a high step from outside to inside are formed; and when the second pile is subjected to bottom expanding construction, the second pile is constructed in sequence according to the method a), the method b) and the method c) to form an expanded head which sequentially comprises a cushion layer, a bottom step and a high step from outside to inside.
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