CN110318394B - Construction method of composite pile - Google Patents
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- CN110318394B CN110318394B CN201910639879.7A CN201910639879A CN110318394B CN 110318394 B CN110318394 B CN 110318394B CN 201910639879 A CN201910639879 A CN 201910639879A CN 110318394 B CN110318394 B CN 110318394B
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Abstract
The invention discloses a construction method of a composite pile, which comprises a first pile serving as a peripheral pile and a second pile serving as a core pile, wherein the first pile is a cast-in-place pile, the second pile is a cast-in-place pile or a precast pile, the center distance d between the first pile and the second pile is =0, and the area ratio S of the second pile to the first pile isRatio of= S2/S1, length ratio L of second pile to first pileRatio of= L2/L1, wherein SRatio of∈（0,1），LRatio of>0.5. The invention has convenient and reasonable construction, can select proper construction equipment and construction process according to stratum conditions, site conditions, surrounding environment and engineering quantity, can be a set of device or different independent devices, can integrally construct a pile by one device, can construct a pile by a plurality of devices, and can carry out line production by a plurality of devices.
Description
The application is application number: 201210229106.X, application date: 2012.07.02, divisional application entitled "composite pile and construction method thereof".
Technical Field
The invention relates to a construction method of a composite pile.
Background
The existing construction processes of pipe sinking cast-in-place piles, tamping and expanding piles and precast piles are generally difficult to construct and penetrate when meeting hard soil areas, and soil taking and guiding holes are generally adopted, so that part of bearing capacity is lost, and the force is usually not good; the lengthened piles are enlarged to obtain bearing capacity generally when meeting the life of soft soil areas, and the bearing capacity is usually expensive and is not favorable.
Disclosure of Invention
The invention aims to provide a construction method of a composite pile with good construction environmental protection, good cost performance and reliable quality.
The technical solution of the invention is as follows:
a composite pile is characterized in that: including the first stake as the peripheral pile and the second stake as the core pile, characterized by: the first pile is a cast-in-place pile, the second pile is a cast-in-place pile or a precast pile, the sectional area of the first pile is S1, the total pile length is L1, the sectional area of the second pile is S2, the total pile length is L2, the center distance d =0 between the first pile and the second pile, and the area ratio S between the second pile and the first pile isRatio of= S2/S1, length ratio L of second pile to first pileRatio of= L2/L1, wherein SRatio of∈（0,1），LRatio of>0.5; when S isRatio ofWhen the pile belongs to (0, 0.25), the second pile is used as a stiffening body of the first pile; when S isRatio ofWhen the element belongs to (0.25, 0.75), the first pile and the second pile interact to form a composite pile; when S isRatio ofWhen the pile belongs to (0.75, 1), the first pile is used as a thin-wall annular pile of the second pile; composite coefficient of work (coefficient of friction enhancement) f between second pile and first pile1-2∈（1.5,3.0）。
The first pile is a cast-in-place pile, and the pile body has 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 cast-in-place pile is a solid pile or a hollow pile, wherein the hollow pile is a pen-shaped cylindrical pile with the bottom sealed or a hollow cylindrical pile without the bottom sealed.
The second pile is a cast-in-place pile or a precast pile; the cast-in-situ pile has 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 precast pile is a solid pile or a hollow pile, wherein the inner cavity of the hollow pile is in a form of pouring reinforced concrete in a full-section or sectional manner.
A construction method of a composite pile is characterized in that: comprises the following steps:
constructing a first pile: comprises one of the following methods:
the method A comprises the following steps:
(1) moving the machine in place: moving equipment, namely positioning the outer pipe on the set pile position;
(2) sinking the tube: sinking the outer pipe to a set depth;
(3) pouring and forming: lifting the internal ramming system and pouring the pile body;
(4) tube drawing and forming: the outer pipe is pulled out, and the pile is formed;
the method B comprises the following steps:
(1) moving the machine in place: moving equipment, namely positioning the drill rod on the set pile position;
(2) spinning and sinking: spinning and sinking the drill rod to a set depth;
(3) pulling and lifting by screwing:
the drill rod is pulled in a rotating mode, meanwhile, the curing agent is poured into the pile hole in a pressing mode, the drill rod is pulled in a rotating mode and lifted to a set height, and the solid pile is completed;
or: rotating and pulling the drill rod, injecting a curing agent into the soil body, rotating and pulling the drill rod to a set height, repeating the steps of spinning and sinking and rotating and pulling the drill rod, and forcibly mechanically cutting, stirring and spinning the curing agent and the soil body to complete the solid pile;
(4) when the first pile is set as a hollow pile, performing construction by one of the following methods 1-10 hours after the solid pile construction is completed in the step (3):
(a) moving the machine to be in place, concentrically spinning and sinking the spiral drill rod to a set depth, and spinning and pulling up to form a hollow pile, wherein the diameter of the formed hole of the spiral drill hole is smaller than that of the pile hole formed by spinning and sinking the drill rod in the step (2); the hole forming depth of the spiral drilling is smaller than the depth of the pile hole formed by spinning and sinking of the drill rod in the step (2), and a pen-shaped cylindrical pile with a bottom sealed is formed; or the hole forming depth of the spiral drilling is not less than the depth of the pile hole formed by spinning and sinking the drill rod in the step (2), so that a hollow cylindrical pile with the bottom not sealed is formed;
(b) moving the machine to a proper position, concentrically lifting the self-falling hammer to make free-falling body movement, internally tamping, punching and shearing the pile body to form a shearing opening, and repeatedly making up-and-down movement by the self-falling hammer to form a hollow pile; the hole forming diameter of the self-falling hammer inner ramming pile body is smaller than the diameter of the pile hole formed by spinning and sinking of the drill rod in the step (2), and the hole forming depth of the self-falling hammer inner ramming pile body is smaller than the depth of the pile hole formed by spinning and sinking of the drill rod in the step (2), so that the pen-container-shaped tubular pile with the bottom sealed is formed; or the hole forming depth of the rammed pile body in the self-dropping hammer is not less than the depth of the pile hole formed by spinning and sinking of the drill rod in the step (2), so that a hollow cylindrical pile with the bottom not sealed is formed;
(c) moving the machine to be in place, concentrically sinking the pipe and the pile to a set depth by adopting static pressure, back pressure, hammering vibration or other external forces, pulling the pipe and the pile to a set height to form a hollow pile, wherein the diameter of a formed hole of the pipe sinking at this time is smaller than the diameter of a pile hole formed by spinning and sinking the drill rod in the step (2); the hole forming depth of the immersed tube pile is smaller than the depth of the pile hole formed by spinning and sinking of the drill rod in the step (2), and a pen-shaped cylindrical pile with a bottom sealed is formed; or the hole forming depth of the immersed tube pile is not less than the depth of the pile hole formed by the drill rod spinning sinking in the step (2), so as to form a hollow cylindrical pile with the bottom not sealed;
(II) constructing a second pile: comprises one of the following methods:
the method A comprises the following steps:
(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) pouring and forming: lifting the internal ramming system, pouring the pile body or lowering the prefabricated pile body, and filling the peripheral gap of the prefabricated pile body with a curing agent when lowering the prefabricated pile body;
(4) tube drawing and forming: the outer pipe is pulled out, and the pile is formed;
the method B comprises the following steps:
the pile is sunk to a set depth concentrically with the first pile by static pressure, back pressure, hammering, vibration or other external force, when the second pile is a hollow precast pile, the hollow pile is sealed up and down when the pile is sunk, a pile shoe or an iron plate is used for sealing the bottom, a plug or an iron plate is used for sealing the top, after earth is excavated, the plug or the iron plate for sealing the top is taken out, and then reinforced concrete is poured in sections or in whole sections according to the design requirements.
The pile body is in one or more of a straight line, a thread and a mutual straight line thread form, and the pile body is subjected to neck expanding, diameter expanding and bottom expanding by adopting a hole expanding method.
In the method A for constructing the first pile and the method A for constructing the second pile, the outer pipe is a single-pipe steel pipe casing; the inner ramming system is in a single-pipe inner ramming pipe form, the outer diameter of the single-pipe inner ramming pipe is smaller than the inner diameter of the outer pipe, the top of the inner ramming pipe is provided with a ramming disc which is larger than the outer diameter of the outer pipe and matched with the hammer head, the bottom of the inner ramming pipe is sealed by a steel plate, the diameter of the steel plate is between the outer diameter of the inner ramming pipe and the inner diameter of the outer pipe, and the length from the lower end of the ramming disc to the bottom of the; or the inner ramming system is a single-pipe inner ramming pipe hammer, the diameter of the single-pipe inner ramming pipe hammer is smaller than the inner diameter of the outer pipe, one or more of steel slag, cast iron water and coarse and fine aggregates are filled in the inner cavity of the single-pipe inner ramming pipe hammer, the upper end and the lower end of the single-pipe inner ramming pipe hammer are sealed by steel plates, the upper section of the single-pipe inner ramming pipe hammer is in a hollow tubular shape, and the lower section of the single-pipe inner ramm; or the inner ramming system is an inner ramming self-falling hammer with the diameter smaller than the inner diameter of the outer pipe; or the inner ramming system is an inner ramming pipe with the diameter smaller than the inner diameter of the outer pipe, the bottom of the inner ramming pipe is sealed by a steel plate, coarse and fine aggregates, the steel plate, the linen or the rubber mat are filled above the steel plate, and an inner ramming self-falling hammer or an inner ramming electric hammer is arranged in the inner ramming pipe.
In the method A for constructing the first pile and the method A for constructing the second pile, the pipe sinking method comprises one or more of the following modes:
(1) the potential energy directly acts on the outer pipe and directly sinks the outer pipe into a set depth;
(2) potential energy directly acts on the inner pipe and the outer pipe, and the inner pipe and the outer pipe are directly sunk to a set depth synchronously;
(3) the potential energy directly acts on the internal ramming system: the inner ramming pipe hammer in the outer pipe or the inner ramming hammer in the inner ramming pipe is manually operated, mechanically operated or automatically operated, freely falls or continuously hammered to move up and down, and the ramming disc arranged on the inner ramming pipe drives the outer pipe to synchronously sink to a set depth; when the hole is formed without hole collapse, the inner ramming system is directly sunk to a set depth without an outer pipe;
(4) the potential energy acts on the internal ramming system and the outer pipe respectively:
a) the potential energy directly acts on the internal ramming system: the inner rammer in the outer pipe or the inner pipe rammer in the outer pipe or the inner rammer in the inner pipe is freely dropped or continuously hammered to move up and down through manual operation, mechanical operation or automatic operation, and soil or a pile body below the outer pipe is sheared by punching to form a sheared soil or a sheared opening;
b) the potential energy directly acts on the outer pipe, and the outer pipe sinks by adopting at least one of the following methods: firstly, under the self weight of an outer pipe, the outer pipe sinks along the self weight of a shearing soil body or a shearing opening; secondly, starting a back pressure or static pressure pressurizing device on the outer pipe, and pressurizing and sinking the outer pipe along the sheared soil body or the shearing opening; starting a vibrating device on the outer pipe, and vibrating and sinking the outer pipe along the sheared soil body or the sheared opening; starting the vibration and pressurizing device on the outer pipe at the same time, and the outer pipe sinks along the shearing soil body or the shearing opening by vibration and pressure; starting a spinning device on the outer pipe, and spinning and sinking the outer pipe along the sheared soil body or the sheared opening; sixthly, starting a pipe twisting device on the outer pipe to twist and press the outer pipe to sink along the sheared soil body or the sheared opening;
c) and (c) interacting the steps a) and b) until the inner pipe and the outer pipe sink to the set depth.
In the method A for constructing the first pile and the method A for constructing the second pile, the tamping-expanding molding and the pouring molding are carried out after the pipe sinking step, and the tamping-expanding molding method comprises the following steps: lifting an inner ramming system in the outer pipe, putting the filler into the outer pipe according to the set feeding amount, and pulling the outer pipe upwards for a certain height h to be more than or equal to 0; the internal ramming system repeatedly rams the filling material to form an expanded head, and the compaction degree of the soil body and the size and the shape of the ramming expanded head are adjusted by adjusting the following coefficients: feeding height H, pulling height H on the outer pipe, distance c from the bottom of the outer pipe to the bottom of the pile when tamping and expanding are finished, distance E from the bottom of the inner tamping system to the bottom of the outer pipe when tamping and expanding are finished, penetration D under set impact energy when tamping the filler and volume V of the filler; the specific adjustment form is as follows:
A) adjusting the compaction degree of the soil body by adjusting the compaction coefficient D epsilon (D1, D2, … Dn, V), and setting the subsidence amounts D1, D2 … Dn and the sum nD of the subsidence amounts D, D2 … Dn and V for n times of continuous hammering under the set impact energy when the fillers are tamped;
B) the size and the shape of the tamping head are adjusted by adjusting the form coefficient alpha epsilon (H, H, c, E, D, V):
a) adjusting the size and the shape of the ramming and expanding head by adjusting the form coefficient alpha epsilon (H, H, E) to form a spindle-shaped ramming and expanding head;
Dn=αnd0[(ΣHi+hn)/hn]1/2E=0
b) adjusting the size and the shape of the ramming and expanding head by adjusting the form coefficient alpha epsilon (H, H, c, E) to form a columnar ramming and expanding head;
Dn=αnd0[(ΣHi+hn-Cn)/hn]1/2E=0
c) adjusting the size and the shape of the ramming and expanding head by adjusting the form factor alpha epsilon (E, D, V) to form a spherical ramming and expanding head;
Dn=αn2 (3V/4π)1/3E=0；
wherein Dn is the diameter calculated by the ramming-expanding head rammed and expanded n times, Hi is the height of concrete poured into the outer pipe when ramming and expanded i times, hn is the height of the outer pipe pulled up when ramming and expanding n times, and Cn is the distance from the sinking bottom end of the outer pipe to the pile bottom when ramming and expanding n times; e value:the bottom of the internal ramming system is out of the outer pipe and is positive, the bottom of the internal ramming system is negative in the outer pipe, the bottom of the internal ramming system is level with the outer pipe and is zero, and the measurement unit is m; alpha is alphanTo expand the head diameter correction factor, α ∈ (0.8, 1.2).
When tamping and expanding are carried out, a zero-level, first-level, second-level or multi-level expanding head is formed from top to bottom or from bottom to top; the filling material is one or more of broken bricks, stones, sand, coarse and fine aggregates, slag, cement mixture and dry and wet concrete; the curing agent is a liquid or powdery reinforcing material consisting of one or more of cement, lime, sand, stone, fly ash and cement mixture.
The potential energy is formed by applying work through a diesel hammer, a vibration hammer, a self-falling hammer, an electric hammer, a hydraulic hammer, static pressure, back pressure, a spiral drill and a twisting pipe.
When the first pile is set as a hollow pile, after the hollow pile is formed, construction is further performed by one of the following methods:
(a) sinking the pipe and sinking the pile in the hollow pile, the pile diameter of sinking the pipe and sinking the pile is not greater than the internal diameter of the hollow pile, the depth of sinking the pipe and sinking the pile exceeds the bottom of the hollow pile, sinking the pipe and sinking the pile to the depth set;
(b) directly pouring reinforced concrete into the hollow pile to a set height to form a pile, and forming a water-stopping retaining wall for supporting a foundation pit;
(c) and (3) sinking the tubular pile into the hollow pile, and filling the tubular pile and surrounding gaps with a curing agent or an anti-friction agent to form the pile so as to form the water-stopping retaining wall for supporting the foundation pit.
The tubular pile can be a steel pile casing, a cement tubular pile, a PVC pipe and other materials, the strength is matched, a supporting system can be arranged in the tubular pile, and the tubular pile can be wrapped by a diaphragm. The tubular pile and the gaps around the tubular pile are filled with the friction reducing agent, and the tubular pile can be pulled out for reuse.
The invention has convenient and reasonable construction, can select proper construction equipment and construction process according to stratum conditions, site conditions, surrounding environment and engineering quantity, can be a set of device or different independent devices, can integrally construct a pile by one device, can construct a pile by a plurality of devices, and can carry out line production by a plurality of devices.
The present invention will be further described with reference to the following examples.
Detailed Description
A construction method of a composite pile comprises the following steps:
a construction method of a composite pile is characterized in that: comprises the following steps:
constructing a first pile: comprises one of the following methods:
the method A comprises the following steps:
(1) moving the machine in place: moving equipment, namely positioning the outer pipe on the set pile position;
(2) sinking the tube: sinking the outer pipe to a set depth;
(3) pouring and forming: lifting the internal ramming system and pouring the pile body;
(4) tube drawing and forming: the outer pipe is pulled out, and the pile is formed; according to the design requirement, the internal ramming system can be used for pressing the concrete surface and then pulling out the outer pipe to form the pile.
The method B comprises the following steps:
(1) moving the machine in place: moving equipment, namely positioning the drill rod on the set pile position;
(2) spinning and sinking: spinning and sinking the drill rod to a set depth;
(3) pulling and lifting by screwing:
the drill rod is pulled in a rotating mode, meanwhile, the curing agent is poured into the pile hole in a pressing mode, the drill rod is pulled in a rotating mode and lifted to a set height, and the solid pile is completed;
or: rotating and pulling the drill rod, injecting a curing agent into the soil body, rotating and pulling the drill rod to a set height, repeating the steps of spinning and sinking and rotating and pulling the drill rod, and forcibly mechanically cutting, stirring and spinning the curing agent and the soil body to complete the solid pile;
(4) when the first pile is set as a hollow pile, performing construction by one of the following methods 1-10 hours after the solid pile construction is completed in the step (3):
(a) moving the machine to be in place, concentrically spinning and sinking the spiral drill rod to a set depth, and spinning and pulling up to form a hollow pile, wherein the diameter of the formed hole of the spiral drill hole is smaller than that of the pile hole formed by spinning and sinking the drill rod in the step (2); the hole forming depth of the spiral drilling is smaller than the depth of the pile hole formed by spinning and sinking of the drill rod in the step (2), and a pen-shaped cylindrical pile with a bottom sealed is formed; or the hole forming depth of the spiral drilling is not less than the depth of the pile hole formed by spinning and sinking the drill rod in the step (2), so that a hollow cylindrical pile with the bottom not sealed is formed;
(b) moving the machine to a proper position, concentrically lifting the self-falling hammer to make free-falling body movement, internally tamping, punching and shearing the pile body to form a shearing opening, and repeatedly making up-and-down movement by the self-falling hammer to form a hollow pile; the hole forming diameter of the self-falling hammer inner ramming pile body is smaller than the diameter of the pile hole formed by spinning and sinking of the drill rod in the step (2), and the hole forming depth of the self-falling hammer inner ramming pile body is smaller than the depth of the pile hole formed by spinning and sinking of the drill rod in the step (2), so that the pen-container-shaped tubular pile with the bottom sealed is formed; or the hole forming depth of the rammed pile body in the self-dropping hammer is not less than the depth of the pile hole formed by spinning and sinking of the drill rod in the step (2), so that a hollow cylindrical pile with the bottom not sealed is formed;
(c) moving the machine to be in place, concentrically sinking the pipe and the pile to a set depth by adopting static pressure, back pressure, hammering vibration or other external forces, pulling the pipe and the pile to a set height to form a hollow pile, wherein the diameter of a formed hole of the pipe sinking at this time is smaller than the diameter of a pile hole formed by spinning and sinking the drill rod in the step (2); the hole forming depth of the immersed tube pile is smaller than the depth of the pile hole formed by spinning and sinking of the drill rod in the step (2), and a pen-shaped cylindrical pile with a bottom sealed is formed; or the hole forming depth of the immersed tube pile is not less than the depth of the pile hole formed by the drill rod spinning sinking in the step (2), so as to form a hollow cylindrical pile with the bottom not sealed;
(II) constructing a second pile: comprises one of the following methods:
the method A comprises the following steps:
(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) pouring and forming: lifting the internal ramming system, pouring the pile body or lowering the prefabricated pile body, and filling the peripheral gap of the prefabricated pile body with a curing agent when lowering the prefabricated pile body;
(4) tube drawing and forming: the outer pipe is pulled out, and the pile is formed;
the method B comprises the following steps:
the pile is sunk to a set depth concentrically by static pressure, back pressure, hammering, vibration or other external forces, when the second pile is a hollow precast pile, the hollow pile is sealed up and down when the pile is sunk, a pile shoe or an iron plate is adopted for sealing the bottom, a plug or an iron plate is adopted for sealing the top, after the earthwork is excavated, the plug or the iron plate for sealing the top is taken out, and then the reinforced concrete is poured in sections or in a whole section according to the design requirements.
The pile body is in one or more of a straight line, a thread and a mutual straight line thread form, and the pile body is subjected to neck expanding, diameter expanding and bottom expanding by adopting a hole expanding method.
The curing agent is one or more of cement, lime, water, soil, sand, coarse and fine aggregates and cement mixture.
The method a of constructing the first pile is the same as the method a of constructing the second pile.
In the method A for constructing the first pile and the method A for constructing the second pile, the outer pipe is a single-pipe steel pipe casing; the inner ramming system is in a single-pipe inner ramming pipe form, the outer diameter of the single-pipe inner ramming pipe is smaller than the inner diameter of the outer pipe, the top of the inner ramming pipe is provided with a ramming disc which is larger than the outer diameter of the outer pipe and matched with the hammer head, the bottom of the inner ramming pipe is sealed by a steel plate, the diameter of the steel plate is between the outer diameter of the inner ramming pipe and the inner diameter of the outer pipe, and the length from the lower end of the ramming disc to the bottom of the; or the inner ramming system is a single-pipe inner ramming pipe hammer, the diameter of the single-pipe inner ramming pipe hammer is smaller than the inner diameter of the outer pipe, one or more of steel slag, cast iron water and coarse and fine aggregates are filled in the inner cavity of the single-pipe inner ramming pipe hammer, the upper end and the lower end of the single-pipe inner ramming pipe hammer are sealed by steel plates, the upper section of the single-pipe inner ramming pipe hammer is in a hollow pipe shape, the lower section of the single-pipe inner ramming pipe hammer is in a solid hammer shape, a ramming disc with the size larger than that of the outer pipe can be arranged at the upper part according to; or the inner ramming system is an inner ramming self-falling hammer with the diameter smaller than the inner diameter of the outer pipe; or the inner ramming system is an inner ramming pipe with the diameter smaller than the inner diameter of the outer pipe, the bottom of the inner ramming pipe is sealed by a steel plate, coarse and fine aggregates, the steel plate, the linen or the rubber mat are filled above the steel plate, an inner ramming self-falling hammer or an inner ramming electric hammer is arranged in the inner ramming pipe, a ramming disc with the size larger than that of the outer pipe can be arranged at the upper part of the inner ramming pipe according to the design requirement, and the length from the lower end of the ramming disc to the bottom of the.
According to the design requirement, the bottom of the inner tamping pipe can be additionally provided with a soil sampling bin device or a sharp type soil punching and drilling device which is convenient to flexibly disassemble and assemble.
In the method A for constructing the first pile and the method A for constructing the second pile, the pipe sinking method comprises one or more of the following modes:
(1) the potential energy directly acts on the outer pipe and directly sinks the outer pipe into a set depth;
(2) potential energy directly acts on the inner pipe and the outer pipe, and the inner pipe and the outer pipe are directly sunk to a set depth synchronously;
(3) the potential energy directly acts on the internal ramming system: the inner ramming pipe hammer in the outer pipe or the inner ramming hammer in the inner ramming pipe is manually operated, mechanically operated or automatically operated, freely falls or continuously hammered to move up and down, and the ramming disc arranged on the inner ramming pipe drives the outer pipe to synchronously sink to a set depth; when the hole is formed without hole collapse, the inner ramming system is directly sunk to a set depth without an outer pipe;
(4) the potential energy acts on the internal ramming system and the outer pipe respectively:
a) the potential energy directly acts on the internal ramming system: the inner rammer in the outer pipe or the inner pipe rammer in the outer pipe or the inner rammer in the inner pipe is freely dropped or continuously hammered to move up and down through manual operation, mechanical operation or automatic operation, and soil or a pile body below the outer pipe is sheared by punching to form a sheared soil or a sheared opening;
b) the potential energy directly acts on the outer pipe, and the outer pipe sinks by adopting at least one of the following methods: firstly, under the self weight of an outer pipe, the outer pipe sinks along the self weight of a shearing soil body or a shearing opening; secondly, starting a back pressure or static pressure pressurizing device on the outer pipe, and pressurizing and sinking the outer pipe along the sheared soil body or the shearing opening; starting a vibrating device on the outer pipe, and vibrating and sinking the outer pipe along the sheared soil body or the sheared opening; starting the vibration and pressurizing device on the outer pipe at the same time, and the outer pipe sinks along the shearing soil body or the shearing opening by vibration and pressure; starting a spinning device on the outer pipe, and spinning and sinking the outer pipe along the sheared soil body or the sheared opening; sixthly, starting a pipe twisting device on the outer pipe to twist and press the outer pipe to sink along the sheared soil body or the sheared opening;
c) and (c) interacting the steps a) and b) until the inner pipe and the outer pipe sink to the set depth.
In the method A for constructing the first pile and the method A for constructing the second pile, the tamping-expanding molding and the pouring molding are carried out after the pipe sinking step, and the tamping-expanding molding method comprises the following steps: lifting an inner ramming system in the outer pipe, putting the filler into the outer pipe according to the set feeding amount, and pulling the outer pipe upwards for a certain height h to be more than or equal to 0; the internal ramming system repeatedly rams the filling material to form an expanded head, and the compaction degree of the soil body and the size and the shape of the ramming expanded head are adjusted by adjusting the following coefficients: feeding height H, pulling height H on the outer pipe, distance c from the bottom of the outer pipe to the bottom of the pile when tamping and expanding are finished, distance E from the bottom of the inner tamping system to the bottom of the outer pipe when tamping and expanding are finished, penetration D under set impact energy when tamping the filler and volume V of the filler; the specific adjustment form is as follows:
A) adjusting the compaction degree of the soil body by adjusting the compaction coefficient D epsilon (D1, D2, … Dn, V), and setting the subsidence amounts D1, D2 … Dn and the sum nD of the subsidence amounts D, D2 … Dn and V for n times of continuous hammering under the set impact energy when the fillers are tamped;
B) the size and the shape of the tamping head are adjusted by adjusting the form coefficient alpha epsilon (H, H, c, E, D, V):
a) adjusting the size and the shape of the ramming and expanding head by adjusting the form coefficient alpha epsilon (H, H, E) to form a spindle-shaped ramming and expanding head;
Dn=αnd0[(ΣHi+hn)/hn]1/2E=0
b) adjusting the size and the shape of the ramming and expanding head by adjusting the form coefficient alpha epsilon (H, H, c, E) to form a columnar ramming and expanding head;
Dn=αnd0[(ΣHi+hn-Cn)/hn]1/2E=0
c) adjusting the size and the shape of the ramming and expanding head by adjusting the form factor alpha epsilon (E, D, V) to form a spherical ramming and expanding head;
Dn=αn2 (3V/4π)1/3E=0；
wherein Dn is the diameter calculated by the ramming-expanding head rammed and expanded n times, Hi is the height of concrete poured into the outer pipe when ramming and expanded i times, hn is the height of the outer pipe pulled up when ramming and expanding n times, and Cn is the distance from the sinking bottom end of the outer pipe to the pile bottom when ramming and expanding n times; e value: the bottom of the internal ramming system is provided with an outer pipe with a positive value, and the bottom of the internal ramming system is provided with a positive valueThe inside of the outer pipe is a negative value, the bottom of the internal ramming system is level with the outer pipe and is zero, and the measurement unit is m; alpha is alphanTo expand the head diameter correction factor, α ∈ (0.8, 1.2).
When tamping and expanding are carried out, a zero-level, first-level, second-level or multi-level expanding head is formed from top to bottom or from bottom to top; the filling material is one or more of broken bricks, stones, sand, coarse and fine aggregates, slag, cement mixture and dry and wet concrete; the curing agent is a liquid or powdery reinforcing material consisting of one or more of cement, lime, sand, stone, fly ash and cement mixture.
The potential energy is formed by applying work through a diesel hammer, a vibration hammer, a self-falling hammer, an electric hammer, a hydraulic hammer, static pressure, back pressure, a spiral drill and a twisting pipe.
By adjusting the tamping coefficient D and the form coefficient alpha, a filler expanded head is formed from top to bottom, soil is compacted and influenced, end bearing force is greatly improved, settlement is reduced, and the tamping improvement coefficient beta (the ratio of the end bearing force after tamping to the end bearing force before tamping) is E (1.5, 3.0)
When tamping and expanding are carried out, a zero-level, first-level, second-level or multi-level expanding head is formed from top to bottom or from bottom to top; the filling material is one or more of broken bricks, stones, sand, coarse and fine aggregates, slag, cement mixture and dry and wet concrete; the curing agent is a liquid or powdery reinforcing material consisting of one or more of cement, lime, sand and stone and fly ash.
The formed stiff-core composite pile comprises a first pile serving as a peripheral pile and a second pile serving as a core pile, and is characterized in that: the first pile is a cast-in-place pile, the second pile is a cast-in-place pile or a precast pile, the sectional area of the first pile is S1, the total pile length is L1, the sectional area of the second pile is S2, the total pile length is L2, the center distance d =0 between the first pile and the second pile, and the area ratio S between the second pile and the first pile isRatio of= S2/S1, length ratio L of second pile to first pileRatio of= L2/L1, wherein SRatio of∈（0,1），LRatio of>0.5; when S isRatio ofWhen the pile belongs to (0, 0.25), the second pile is used as a stiffening body of the first pile; when S isRatio ofWhen the element belongs to (0.25, 0.75), the first pile and the second pile interact to form a composite pile; when S isRatio ofE (0.75, 1)The first pile is used as a thin-wall annular pile of the second pile; composite work coefficient f between second pile and first pile1-2∈（1.5,3.0）。
The first pile is a cast-in-place pile, the pile body has one or more of the forms of neck expansion, diameter expansion, bottom expansion, full threads, full straight lines, mutual spiral and straight lines along the pile body, the cast-in-place pile is a solid pile or a hollow pile, and the hollow pile is a pen-shaped cylindrical pile with a bottom sealed or a hollow cylindrical pile without a bottom sealed.
The second pile is a cast-in-place pile or a precast pile; the cast-in-place pile has one or more of the forms of neck expansion, diameter expansion, bottom expansion, full thread, full straight line, mutual spiral and straight line along the pile body, the precast pile is a solid pile or a hollow pile, and the inner cavity of the hollow pile is in the form of full-section or sectional pouring of reinforced concrete.
The construction equipment can include internal ramming type pipe-sinking pile machine, hammering pipe-sinking pile machine, static pressure pipe-sinking pile machine, screw stirring pile machine, vibration pipe-sinking pile machine, pipe-twisting pile machine and pipe-drawing pile machine, and can be equipped with self-dropping hammer, diesel hammer, vibration hammer, electric hammer and hydraulic hammer, etc..
When the first pile is a hollow pile, after the hollow pile is formed, construction by one of the following methods may be performed:
(a) the pile sinking method adopts the inner immersed tube pile sinking of the hollow pile, the pile diameter of the immersed tube pile sinking is not larger than the inner diameter of the hollow pile, the depth of the immersed tube pile sinking exceeds the bottom of the hollow pile, the immersed tube pile sinking is carried out to the set depth, the problems of the depth and the pipe drawing of the immersed tube pile sinking are solved, and the composite pile of an upper cast-in-place pile and a lower cast-in-place pile or a cast-in-place pile and a precast pile is formed.
(b) The reinforced concrete can be directly poured into the hollow pile to a set height to form a pile, so that the water-stopping retaining wall for foundation pit supporting is formed.
(c) The pipe pile is sunk into the hollow pile, the pipe pile and the surrounding gap are filled with curing agent or wear reducing agent to form a pile, a water-stopping retaining wall for foundation pit supporting is formed, a supporting system and a protective cylinder wrapped with a diaphragm are arranged in the pile, the strength of the pile is matched, the pipe pile and the surrounding gap are filled with the wear reducing agent, and the pipe pile is pulled out for reuse after the construction.
Claims (3)
1. A construction method of a composite pile is characterized in that: the composite pile comprises a first pile serving as a peripheral pile and a second pile serving as a core pile, the first pile is a cast-in-place pile, the second pile is a cast-in-place pile or a precast pile, the sectional area of the first pile is S1, the total pile length is L1, the sectional area of the second pile is S2, the total pile length is L2, the center distance d =0 between the first pile and the second pile, and the area ratio S between the second pile and the first pile is SRatio of= S2/S1, length ratio L of second pile to first pileRatio of= L2/L1, wherein SRatio of∈（0,1），LRatio of>0.5; when S isRatio ofWhen the pile belongs to (0, 0.25), the second pile is used as a stiffening body of the first pile; when S isRatio ofWhen the element belongs to (0.25, 0.75), the first pile and the second pile interact to form a composite pile; when S isRatio ofWhen the pile belongs to (0.75, 1), the first pile is used as a thin-wall annular pile of the second pile; the combined coefficient of operation between the second pile and the first pile, i.e. the coefficient of friction increase f1-2∈（1.5,3.0）；
The first pile construction method comprises the following steps:
(1) moving the machine in place: moving equipment, namely positioning the outer pipe on the set pile position;
(2) sinking the tube: sinking the outer pipe to a set depth;
(3) pouring and forming: lifting the internal ramming system and pouring the pile body;
(4) tube drawing and forming: the outer pipe is pulled out, and the pile is formed;
the second pile construction method comprises the following steps:
(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) pouring and forming: lifting the internal ramming system, pouring the pile body or lowering the prefabricated pile body, and filling the peripheral gap of the prefabricated pile body with a curing agent when lowering the prefabricated pile body;
(4) tube drawing and forming: the outer pipe is pulled out, and the pile is formed;
in the method for constructing the first pile and the method for constructing the second pile, the outer pipe is a single-pipe steel pipe casing; the inner ramming system is in a single-pipe inner ramming pipe form, the outer diameter of the single-pipe inner ramming pipe is smaller than the inner diameter of the outer pipe, the top of the inner ramming pipe is provided with a ramming disc which is larger than the outer diameter of the outer pipe and matched with the hammer head, the bottom of the inner ramming pipe is sealed by a steel plate, the diameter of the steel plate is between the outer diameter of the inner ramming pipe and the inner diameter of the outer pipe, and the length from the lower end of the ramming disc to the bottom of the; or the inner ramming system is a single-pipe inner ramming pipe hammer, the diameter of the single-pipe inner ramming pipe hammer is smaller than the inner diameter of the outer pipe, one or more of steel slag, cast iron water and coarse and fine aggregates are filled in the inner cavity of the single-pipe inner ramming pipe hammer, the upper end and the lower end of the single-pipe inner ramming pipe hammer are sealed by steel plates, the upper section of the single-pipe inner ramming pipe hammer is in a hollow tubular shape, and the lower section of the single-pipe inner ramm; or the inner ramming system is an inner ramming self-falling hammer with the diameter smaller than the inner diameter of the outer pipe; or the inner ramming system is an inner ramming pipe with the diameter smaller than the inner diameter of the outer pipe, the bottom of the inner ramming pipe is sealed by a steel plate, coarse and fine aggregates, the steel plate, the linen or the rubber mat are filled above the steel plate, and an inner ramming self-falling hammer or an inner ramming electric hammer is arranged in the inner ramming pipe.
2. The method of constructing a composite pile according to claim 1, wherein: the first pile is a cast-in-place pile, and the pile body has one or more forms of neck expansion, bottom expansion, full threads and full straight lines along the pile body; the cast-in-place pile is a solid pile or a hollow pile, wherein the hollow pile is a pen-shaped cylindrical pile with the bottom sealed or a hollow cylindrical pile without the bottom sealed.
3. The method of constructing a composite pile according to claim 1, wherein: the second pile is a cast-in-place pile or a precast pile; the cast-in-place pile has one or more forms of neck expansion, bottom expansion, full thread and full straight line along the pile body; the precast pile is a solid pile or a hollow pile, wherein the inner cavity of the hollow pile is in a form of pouring reinforced concrete in a full-section or sectional manner.
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| CN103195077B (en) * | 2013-04-02 | 2015-09-09 | 中国电建集团中南勘测设计研究院有限公司 | A kind of dam foundation reinforcement frame structure and stabilization of dam foundation method |
| CN103590393A (en) * | 2013-11-21 | 2014-02-19 | 朱建新 | Construction method of composite pile |
| CN106149751B (en) * | 2015-05-28 | 2018-06-19 | 周口市颍河岩土工程有限公司 | The method for reinforcing building construction ground using quick lime brick quarrel compaction pile |
| CN105350525A (en) * | 2015-11-09 | 2016-02-24 | 朱建新 | Construction method for piles |
| CN105544543B (en) * | 2015-12-09 | 2017-07-07 | 浙江科技学院 | A kind of multi-stage expansion pile follower operating method of static pressure pipe pile |
| CN105649074B (en) * | 2016-03-22 | 2019-09-03 | 沙焕焕 | The squeezed concrete stiff composite pile of tubular pole and its construction method |
| CN106759289A (en) * | 2016-12-06 | 2017-05-31 | 朱建新 | The construction method and construction equipment of a kind of |
| CN106759332A (en) * | 2016-12-06 | 2017-05-31 | 朱建新 | The construction method and construction equipment of stake |
| CN112281842A (en) * | 2020-10-22 | 2021-01-29 | 陈远 | Construction method of static pressure pipe pile |
| CN112227349A (en) * | 2020-10-26 | 2021-01-15 | 姚锋祥 | Construction method of forced-expansion pile |
| CN112323786A (en) * | 2020-11-23 | 2021-02-05 | 陈远 | Pile construction method |
| CN112323836A (en) * | 2020-11-23 | 2021-02-05 | 陈远 | Construction method of combined assembly type deep foundation pile |
| CN112502137A (en) * | 2020-11-30 | 2021-03-16 | 陈远 | Construction method of pile and special equipment |
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| CN110318394A (en) | 2019-10-11 |
| CN110318393B (en) | 2020-10-20 |
| CN102733376B (en) | 2019-09-17 |
| CN102733376A (en) | 2012-10-17 |
| CN110318393A (en) | 2019-10-11 |
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Effective date of registration: 20221205 Address after: 17F, Tianbao building, 128 Gongnong South Road, Chongchuan District, Nantong City, Jiangsu Province 226000 Patentee after: Jiangsu Jinzhuang geotechnical Technology Co.,Ltd. Address before: 226000 Jiangsu Province, Nantong City Xinhai garden building 104 room 19 Patentee before: Zhu Jianxin |