CN106968252B - Pile pulling recharging method and pile pulling recharging system - Google Patents
Pile pulling recharging method and pile pulling recharging system Download PDFInfo
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- CN106968252B CN106968252B CN201710213872.XA CN201710213872A CN106968252B CN 106968252 B CN106968252 B CN 106968252B CN 201710213872 A CN201710213872 A CN 201710213872A CN 106968252 B CN106968252 B CN 106968252B
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- E02D9/00—Removing sheet piles bulkheads, piles, mould-pipes or other moulds or parts thereof
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Abstract
The invention relates to a pile pulling recharging method and a pile pulling recharging system, and belongs to the technical field of pile removing in water conservancy, highway, railway, municipal administration, bridge and other projects. The pile pulling and recharging method comprises the following steps: 1) exposing the top of the pile to be pulled out through pretreatment; 2) drilling an anchor hole and a pile body grouting hole at the top of the pile to be pulled; 3) one end of the anchor cable material is lowered to the bottom of the anchor hole, and the other end of the anchor cable material is exposed out of the top of the pile to be pulled; 4) pouring first slurry into the anchor hole, and fixing the anchor cable material in the pile to be pulled to form an anchor rod; 5) and lifting the other end of the anchor cable material by the lifting equipment to pull up the pile to be pulled, and recharging the second slurry through the pile body grouting hole in the pile pulling process to ensure that the second slurry permeates into the soil body around the pile at the bottom of the pile to be pulled and connects the soil body and the pile to be pulled into a whole. The pile pulling recharging method and the pile pulling recharging system can rapidly and safely pull out the pile, and have the effects of reducing lifting force, preventing collapse, improving success rate and protecting the stability of the underground structure of the surrounding building.
Description
Technical Field
The invention relates to a pile pulling recharging method and a pile pulling recharging system, and belongs to the technical field of pile removing in water conservancy, highway, railway, municipal administration, bridge and other projects.
Background
In the shield construction of the existing subway tunnel, the whole pile influencing the tunnel construction needs to be lifted to a safe height, and the whole pile influencing the tunnel construction is completely or partially pulled out.
However, according to the knowledge of the applicant, the existing pile pulling technology at home and abroad mainly adopts the following modes:
1) a method of crushing piles by impact and a method of reducing abrasion and pulling out of a full sleeve; the two pile pulling technologies mainly depend on a full casing drilling machine and a large crane, so that the requirements on a construction site are high, the area of the construction site is large, the upper part of the site is not limited by the clear height, and the actual construction environment is difficult to achieve.
2) The method for static pressure pile pulling of the whole casing pipe adopts the steel casing pipe and combines the injection of high-pressure water and high-pressure bentonite slurry to remove the soil mass around the pile and then carries out pile pulling, but the process is more complicated and longer in practice, and the method is not suitable for pulling out a plurality of piles which are adjacent to each other.
3) The pile head reinforcing steel bar in the cast-in-place pile is directly connected with the pile pulling device, and force is gradually applied until the pile is pulled out, but the reinforcing steel bar in the existing cast-in-place pile has low strength, unreliable welding and uneven stress, and the cast-in-place pile is easily pulled out, which is not allowed in pile pulling construction.
Meanwhile, according to the understanding of the applicant, in the pile pulling process, a cavity replaced by water is formed at the bottom of the pile, loose soil bodies around the cavity are easy to collapse, the functions of the pile are damaged, adverse effects are easy to generate on surrounding buildings, and the conventional pile is refilled after the pile is pulled.
Therefore, in the existing pile pulling technology, the equipment requirement is high, the occupied area is large, the risk of starting a large crane is large, and the pile pulling is still difficult to realize quickly and safely, particularly the large-diameter pile in a small space is pulled out quickly and safely. Meanwhile, the conventional pile can not guarantee the functions of the original pile and can not protect the underground structure stability of surrounding buildings.
Disclosure of Invention
The invention aims to solve the technical problem of the prior art and provides a pile pulling recharging method and a pile pulling recharging system which can quickly and safely pull out piles with different diameters and ensure the functions of the piles.
One of the technical solutions proposed by the present invention to solve the above technical problems is: a pile pulling and recharging method comprises the following steps:
1) exposing the top of a pile to be pulled out through pretreatment, and simultaneously preparing a plurality of high-strength anchor cable materials and hoisting equipment;
2) drilling an anchor hole extending to the bottom in the pile to be pulled at the top of the pile to be pulled, and drilling a pile body grouting hole penetrating through the top surface and the bottom surface of the pile to be pulled;
3) one end of the anchor cable material is lowered to the bottom of the anchor hole, and the other end of the anchor cable material is exposed out of the top of the pile to be pulled;
4) pouring first slurry into the anchor hole, and fixing the anchor cable material into the pile to be pulled to form an anchor rod after the first slurry is solidified and reaches a set strength;
5) and lifting the other end of the anchor cable material by hoisting equipment to pull up the pile to be pulled, and in the process of pulling up the pile to be pulled, recharging the second slurry through the pile body grouting hole to ensure that the second slurry permeates into the soil mass around the pile at the bottom of the pile to be pulled and connects the soil mass and the pile to be pulled into a whole.
The second technical scheme provided by the invention for solving the technical problems is as follows: a pile pulling and recharging system is used in the pile pulling and recharging method and is arranged near a pile to be pulled which is fixed in a soil body and exposed at the top, and comprises a plurality of high-strength anchor cable materials and hoisting equipment, and is characterized in that an anchor hole extending towards the bottom in the pile to be pulled is formed in the top of the pile to be pulled, pile body grouting holes penetrating through the top surface and the bottom surface of the pile to be pulled are formed in the pile to be pulled, one end of each anchor cable material is arranged at the bottom of the anchor hole, and the other end of each anchor cable material is exposed out of the top of the pile to be pulled; the anchor hole is filled with first slurry which is used for fixing the anchor cable material in the pile to be pulled out after solidification so as to form an anchor rod, the hoisting equipment is used for lifting the other end of the anchor cable material so as to pull up the pile to be pulled out, and the pile body grouting hole is used for recharging second slurry in the pile pulling process.
The invention directly drills an anchor hole extending to the bottom in a pile to be pulled at the top of the pile to be pulled, drills a pile body grouting hole penetrating through the top surface and the bottom surface of the pile to be pulled, then puts one end of an anchor cable material to the bottom of the anchor hole, exposes the other end of the anchor cable material out of the top of the pile to be pulled, pours a first slurry into the anchor hole, fixes the anchor cable material in the pile to be pulled to form an anchor rod, finally lifts the other end of the anchor cable material through a lifting device to pull the pile to be pulled, and pours a second slurry back through the pile body grouting hole in the process of pulling the pile to be pulled, thereby having the following effects:
1) the anchor rod in the existing rock-soil anchoring technology is ingeniously moved into the pile pulling, compared with the thinking set of the traditional pile pulling, the anchor rod is hung and pulled after the outer surface of the pile is fixed, the invention breaks through the thinking set, and the pile to be pulled is anchored after a hole is drilled, so that the anchor rod is pulled after the hole is anchored, and therefore the effect of pulling after anchoring is quite unexpected.
The pile pulling device can anchor and lift piles to be pulled out with different diameters (large, medium and small), can reinforce the pulled piles, can effectively prevent pile breakage in the pulled piles and quickly and safely pull out the large-diameter piles, is particularly suitable for pulling out a plurality of piles which are adjacent to each other in a small space, is very reliable and stable as a whole, greatly improves safety, saves a large amount of cost and improves efficiency.
2) Through drilling the pile body grouting hole which runs through the top surface and the bottom surface of the pile body grouting hole on the pile to be pulled out, the second slurry is grouted back through the pile body grouting hole in the process of pulling up the pile to be pulled out, the structural safety of the pile can be ensured, the underground structure of a peripheral building is protected from collapse, meanwhile, the atmospheric pressure can be balanced inside and outside, the lifting force is reduced, and the success rate is improved. Particularly, when the construction requirement that the pile part is only required to be pulled out is met, the second slurry is grouted back through the pile body grouting hole in the pile pulling process, so that the second slurry permeates into a soil body around the pile at the bottom of the pile to be pulled out and is connected with the pile to be pulled out into a whole, and therefore the rest of the incompletely pulled-out piles can be utilized.
The improvement of one of the above technical schemes is as follows: in the step 2), drilling a static blast hole extending to the bottom of the pile to be pulled at the top of the pile to be pulled; in the step 5), after the other end of the anchor cable material is lifted by a lifting device to pull up the pile, firstly, a crushing agent is poured into the static blast hole and the orifice of the static blast hole is blocked by quick-hardening cement for 12-18 hours, and then, the pile body is crushed by a crushing device.
The effect of the invention adopting the technical scheme is as follows: the static blasting hole extending to the bottom of the pile to be pulled is drilled at the top of the pile to be pulled, so that after the other end of the anchor cable material is lifted by a lifting device to pull the pile, a crushing agent is poured into the static blasting hole, the orifice of the static blasting hole is blocked by quick-hardening cement for 12-18 hours, then the pile body is crushed by a crushing device, concrete can be rapidly decomposed by combining methods of concrete cutting, steel bar gas cutting and the like, the upper part of the pile is detached, and the pile pulling engineering is smoothly turned to the next process and the next pile.
One of the perfections of the technical scheme is as follows: in the step 1), a working platform is arranged on other piles near the pile to be pulled or on soil around the pile to be pulled; in the step 5), the hoisting equipment is a penetrating jack, a crane or a winch which is arranged on the working platform, and the penetrating jack, the crane or the winch continuously stretches the other end of the anchor cable material to continuously pull up the pile to be pulled.
The effect of the invention adopting the technical scheme is as follows: according to the invention, the working platform is arranged on other piles near the pile to be pulled or on the soil body around the pile to be pulled, and the lifting equipment adopts the penetrating jack, the crane or the winch arranged on the working platform, so that the other end of the anchor cable material can be continuously tensioned through the penetrating jack, the crane or the winch to continuously pull the pile, and the whole structure is simple and reliable.
One improvement of the perfection of one of the technical schemes is as follows: the working platform is a reinforced concrete platform, a steel structure frame platform or a combined structure platform; the center-penetrating jack is fixedly arranged on the reinforced concrete platform, the steel structure frame platform or the combined structure platform through a reaction frame; the crane or the winch is arranged on the reinforced concrete platform, the steel structure frame platform or the combined structure platform.
The effect of the invention adopting the technical scheme is as follows: the invention can continuously pull up the pile with the head part positioned above the ground surface or integrally positioned below the ground surface by arranging the reinforced concrete platform, the steel structure frame platform or the combined structure platform, and the whole structure is simple and reliable.
One improvement of the perfection of one of the technical schemes is as follows: the working platform is a sunk well platform, and the center penetrating jack is fixed on the sunk well platform.
The effect of the invention adopting the technical scheme is as follows: the invention is particularly suitable for continuously pulling up piles which are integrally positioned below the ground surface by arranging the open caisson platform, and has simple and reliable integral structure.
The second improvement of the above technical scheme is that: the depth of the anchor hole and the length of the anchor rod are smaller than the length of the pile to be pulled and larger than the minimum anchoring length of the anchor rod, and the minimum anchoring length L of the anchor rod is calculated according to the following formula:
in the formula, a is a safety factor; sigma is the strength of the anchor cable material; a is the cross-sectional area of the anchor cable material; d is the anchor eye diameter; tau is the shear strength of the anchor rod and the hole wall.
The third perfection of one of the technical schemes is as follows: the anchor cable material is provided with three grouting pipes with outlets respectively positioned at the bottom, the middle part and the upper part of the anchor hole; pouring first slurry into the anchor hole by adopting pressure grouting, wherein the first slurry is slurry formed by mixing PO52.5 cement, a cement slurry pore canal grouting agent and water, and the water-cement ratio of the first slurry is 0.35-0.45; and (5) performing pressure grouting by adopting a mortar stirrer and a grouting pump.
The second improvement of the above technical scheme is: a static blasting hole extending towards the bottom in the pile to be pulled is formed in the top of the pile to be pulled; and a breaking agent is poured into the static blasting hole and a rapid hardening cement block is blocked.
The second improvement of the above technical scheme is: and working platforms are arranged on other piles near the pile to be pulled or soil around the pile to be pulled.
Drawings
The invention will be further described with reference to the accompanying drawings in which:
fig. 1 is a schematic view of a pile pulling-back method and a pile pulling-back device adopted by a pile pulling-back system according to a first embodiment of the present invention.
Fig. 2 is a left side view of fig. 1.
Fig. 3 is a schematic diagram of anchor holes, pile grouting holes and static blast holes drilled in the pile to be pulled in fig. 1.
Detailed Description
Example one
The pile pulling and recharging method of the embodiment, as shown in fig. 1, fig. 2 and fig. 3, includes the following steps:
1) the top of the pile 1 to be pulled is exposed after pretreatment, and a plurality of high-strength anchor cable materials 2 and hoisting equipment are arranged at the same time.
The pile 1 to be pulled out of the embodiment is a friction pile, a partially rock-socketed end-bearing pile or an occlusive pile, a bearing platform pile and a driven pile buried in the soil body to a certain depth, and the head of the friction pile or the end-bearing pile is exposed on the ground surface.
The anchor cable material 2 of the present embodiment may be made of a metal hard or soft material. Metal hardwares, such as: a bonded steel strand, a pre-stressed steel strand, a high-strength steel wire rope or a high-strength steel bar, and the like; or non-metallic hard or soft materials, such as: fibers, plastics or nylon, and the like.
2) Drilling an anchor hole 1-1 extending towards the bottom in the pile to be pulled at the top of the pile to be pulled 1, and drilling a pile body grouting hole 1-2 penetrating through the top surface and the bottom surface of the pile to be pulled 1. The anchor eye 1-1 of this embodiment is an anchor eye located at the center of the cross section of the pile 1 to be pulled or at least two anchor eyes evenly distributed along the circumference of the center of the cross section of the pile 1 to be pulled.
In the embodiment, a crawler-type drilling machine D150 is adopted for drilling the anchor hole 1-1, and the power of a single machine is 75 kW; meanwhile, 15m3, a 1.3MPa air compressor and 135kW of power of the air compressor are matched. The working efficiency is 60m/8 hr. After drilling, cleaning dry slurry by using clean water, pumping free water, and plugging the hole opening by using a plug before the anchor cable material 2 is put down so as to prevent foreign matters from entering the hole. If the pile to be pulled out is still used as an engineering pile, a geological drilling machine can be adopted for drilling in order to avoid the damage of the crawler-type drilling machine to the pile. If the top surface of the pile 1 to be pulled is below the ground surface, the center and the diameter of the pile can be determined through surveying, and the anchor hole 1-1 and the pile body grouting hole 1-2 are drilled through a casing method.
3) One end of the anchor cable material 2 is lowered to the bottom of the anchor hole 1-1, and the other end of the anchor cable material 2 is exposed out of the top of the pile to be pulled out 1, or the other end of the anchor cable material 2 lowered to the anchor hole of the secant pile, the bearing platform pile or the driven pile and the like is exposed out of the ground surface.
4) Pouring first slurry into the anchor hole 1-1, and fixing the anchor cable material 2 into the pile to be pulled 1 to form an anchor rod after the first slurry is solidified and reaches a set strength;
the depth of the anchor hole 1-1 and the length of the anchor rod of the embodiment are less than the length of the pile to be pulled 1 and greater than the minimum anchoring length of the anchor rod, and the minimum anchoring length L of the anchor rod is calculated according to the following formula:
in the formula, a is a safety factor; sigma is the strength of the anchor cable material; a is the cross-sectional area of the anchor cable material; d is the anchor eye diameter; tau is the shear strength of the anchor rod and the hole wall.
5) Before pulling, a large amount of water can be poured, the pile bottom of the pile pulling 1 is softened, the internal and external atmospheric pressures are balanced, then the other end of the anchor cable material 2 is lifted through a lifting device to pull the pile pulling 1, and in the process of pulling the pile pulling 1 (after the pile pulling produces obvious vertical displacement, the distance can be determined as 10cm, and certainly other dimensions can be determined), the second slurry is back-poured through the pile body grouting holes 1-2, so that the second slurry permeates into the soil mass around the pile at the bottom of the pile pulling 1, and the soil mass and the pile pulling 1 are connected into a whole.
The curtain grouting method can be applied to the recharging of the piles, so that the recharging quality is improved; for the condition that the soil body around the pile 1 to be pulled is poor in stability and close to surrounding buildings, the pile can be pulled and grouted at the same time, even double-slurry solidification grouting can be adopted.
Aiming at a plurality of piles adjacent to the pile to be pulled 1, in order to avoid grouting, the adjacent piles are connected by the body, pulling of the next pile is influenced, and the same pile is required to be poured.
In order to avoid pulling out the peripheral piles by recharging, the cementing material with extremely low tensile strength and shear strength can be recharged to only play a role in filling.
The commercial mortar is adopted, the pump truck is used for recharging, an air outlet pipe and a water outlet pipe can be placed to the bottom of the pile aiming at a grouting hole, the pile top is quickly grouted through a funnel, water and air at the bottom of the pile are discharged out of the pile top through the ventilation hole and the water hole during grouting, and quick and reliable grouting at the bottom of the pile is realized.
In the embodiment, in the step 1), a working platform 3 is arranged on other piles near the pile to be pulled 1 or on soil around the pile to be pulled; the working platform 3 can be a reinforced concrete platform, a steel structure frame platform or a combined structure platform, and can also be a sunk well platform, and the like.
In order to rapidly decompose the concrete, the upper pile body of the pile to be pulled out 1 is dismantled, and the pile pulling engineering is smoothly turned to the next procedure and the next pile:
in the embodiment, in the step 2), a static blast hole 1-3 extending towards the bottom of the pile to be pulled 1 is drilled at the top of the pile to be pulled.
In the embodiment, in the step 5), after the other end of the anchor cable material 2 is lifted by the lifting device to pull up the pile, a crushing agent is poured into the static blasting hole 1-3, the orifice of the static blasting hole 1-3 is blocked by fast setting cement for 12-18 hours, and then the pile body is crushed by the crushing device.
The static blasting holes 1-3 are drilled in advance at the part to be blasted and distributed in a cross shape. The crushing agent is of SCA-2 type (soundless crushing agent), is suitable for 10-25 ℃, is mixed with 1.5 liters of water according to 5 kilograms of crushing agent per bag, and is stirred to ensure that the crushing agent is completely dissolved in the water to form slurry. Pouring the slurry into a static blast hole 1-3 within 10-15 minutes after stirring, filling the static blast hole to a position 15mm away from the hole opening, pouring the slurry into the hole and stirring the slurry in the hole to ensure that no air holes exist in the drilled hole; after filling, plugging the hole opening with quick-hardening cement; the effect can be achieved after 12-18 hours.
In order to simply and reliably continuously pull up the pile 1 to be pulled out, in the embodiment, in the step 5), the lifting equipment is a penetrating jack 5 arranged on the working platform 3, and the penetrating jack 5 is fixedly installed on a reinforced concrete platform, a steel structure frame platform or a combined structure platform through a reaction frame 4; when it is necessary to extract the pile located entirely below the ground surface, the piercing jack 5 is fixed to the open caisson platform, and so on. And the penetrating jack 5 continuously stretches the other end of the anchor cable material 2 to continuously pull up the pile 1 to be pulled.
In order to ensure compact grouting, the anchor cable material 2 of the embodiment is provided with three grouting pipes with outlets respectively positioned at the bottom, the middle part and the upper part of the anchor hole 1-1; pouring a first slurry into the anchor hole 1-1 by adopting pressure grouting, wherein the first slurry is a slurry formed by mixing PO52.5 cement, a cement slurry pore canal grouting agent and water, and the water-to-glue ratio of the first slurry is 0.35-0.45; and (5) performing pressure grouting by adopting a mortar stirrer and a grouting pump. A mortar block manufacturing test can be carried out before grouting, and the 3d strength of the test block is ensured to reach 25MPa, and the 10d strength of the test block reaches 30 MPa. Of course, a normal grout pipe may be used, the first slurry may be mortar or sand, and so on.
And (4) performing pressure grouting (pouring the first slurry) by using a mortar stirrer and a grouting pump. And pouring the first slurry from the bottom to the top, and opening the previous grouting pipe when pouring the first slurry to the previous grouting pipe until the first slurry is poured to the designed position. And 3 groups of cement paste test blocks are manufactured by grouting every time, the cement paste blocks are adopted, the test blocks are pressed for 3d and 7d, and the test blocks can be promoted after the strength is reached.
As shown in fig. 1, fig. 2 and fig. 3, the pile pulling recharging system of the present embodiment is used in the pile pulling recharging method, and the pile pulling recharging system is disposed near a pile 1 to be pulled, which is fixed in a soil body and has an exposed top, and includes a plurality of high-strength anchor cable materials 2 and a hoisting device.
The pile to be pulled 1 of the pile pulling recharging system of the embodiment is also a friction pile, a partially rock-embedded end-bearing pile or an occlusive pile, a bearing platform pile and a driven pile which are buried in the soil body to a certain depth, and the head of the friction pile or the end-bearing pile is exposed on the ground surface.
The anchor cable material 2 of the pile pulling and recharging system of the present embodiment may also be made of a hard or soft metal material, for example: a bonded steel strand, a pre-stressed steel strand, a high-strength steel wire rope or a high-strength steel bar, and the like; and can also be made of non-metal hard or soft materials, such as: fibers, plastics or nylon, and the like.
The top of the pile to be pulled is provided with an anchor hole 1-1 extending towards the bottom in the pile to be pulled, the pile to be pulled 1 is provided with a pile body grouting hole 1-2 penetrating through the top surface and the bottom surface of the pile to be pulled, one end of an anchor rope material 2 is arranged at the bottom of the anchor hole 1-1, and the other end of the anchor rope material 2 is exposed out of the top of the pile to be pulled 1; the anchor eye 1-1 of this embodiment is an anchor eye located at the center of the cross section of the pile 1 to be pulled or at least two anchor eyes evenly distributed along the circumference of the center of the cross section of the pile 1 to be pulled.
The anchor hole 1-1 is filled with first slurry which is used for fixing the anchor cable material 2 in the pile 1 to be pulled out after solidification so as to form an anchor rod, the hoisting equipment is used for lifting the other end of the anchor cable material 2 so as to pull up the pile 1 to be pulled out, and the pile body grouting hole 1-2 is used for recharging second slurry in the pile pulling out process.
The depth of the anchor hole 1-1 and the length of the anchor rod of the pile pulling recharging system of the embodiment are also smaller than the length of the pile to be pulled 1 and larger than the minimum anchoring length of the anchor rod, and the minimum anchoring length L of the anchor rod is calculated according to the following formula:
in the formula, a is a safety factor; sigma is the strength of the anchor cable material; a is the cross-sectional area of the anchor cable material; d is the anchor eye diameter; tau is the shear strength of the anchor rod and the hole wall.
The top of the pile to be pulled 1 of the embodiment is provided with a static blast hole 1-3 extending towards the bottom in the pile to be pulled; and a crushing agent is poured into the static blast holes 1-3, and a rapid hardening cement block is sealed.
In this embodiment, a working platform 3 is provided on other piles near the pile 1 to be pulled or on the soil around the pile 1 to be pulled. The hoisting equipment is a center-penetrating jack 5 arranged on the working platform 3, and the working platform 3 is a reinforced concrete platform, a steel structure frame platform, a combined structure platform or a sunk well platform, and the like.
The center-penetrating jack 5 is fixedly arranged on a reinforced concrete platform, a steel structure frame platform or a combined structure platform through the reaction frame 4. When it is necessary to extract the pile located entirely below the ground surface, the piercing jack 5 is fixed to the open caisson platform, and so on. The penetrating jack 5 is used for continuously tensioning the other end of the anchor cable material 2 to continuously pull up the pile 1 to be pulled.
The anchor cable material 2 of the pile pulling and recharging system of the embodiment is also provided with three grouting pipes with outlets respectively positioned at the bottom, the middle part and the upper part of the anchor hole 1-1.
Example two
The pile pulling and recharging method of the present embodiment is an improvement on the basis of the first embodiment, and is different from the first embodiment in that:
in the embodiment, the total length of the pile to be pulled 1 to be lifted is 24m, the pile diameter is 1500mm, and the pile needs to be lifted to a height of 7-8m, which accounts for 30% of the total length of the pile to be pulled 1. Through calculation, the design load of pile pulling force is 8000kN, and the checking load is 10000 kN.
Thus, 4 bundles of CPS15A-12 type shear force dispersion type anchor cables are adopted as the anchor cable material 2. Each CPS15A-14 type shear force dispersion type anchor cable adopts 14-phi 15.24 high-strength and low-relaxation steel stranded wires, and the tensile strength is 1860 MPa.
The lifting equipment of the embodiment still adopts the penetrating jack 5, 4 4000kN penetrating jacks 5 are selected as lifting power equipment, and the total lifting capacity reaches 12800kN according to the consideration of 0.8 efficiency.
Before paying off, the position of the reaction frame 4 is firstly woven on the terrace, and then the position of the anchor hole 1-1 is determined according to the arrangeable position of the reaction frame 4. The anchor eye 1-1 of the embodiment is four anchor eyes with the centers distributed at four corner points of a square with the side length of 60cm, the aperture of the anchor eye 1-1 is 150mm, and the side length of the square is parallel to and perpendicular to the crossbeam of the reaction frame respectively.
Since the pile periphery is affected by the connection of retaining walls, canal walls, etc., a crawler drill D150 may be employed, which connection is eliminated by drilling. When the connection is eliminated, the drilling range is properly enlarged and deepened, and large reaming and hole collapse in the range below the strong connection is prevented. The strong connection elimination selection is performed simultaneously with the anchor eye 1-1.
The friction between the pile periphery and the soil layer is partially eliminated by drilling a certain number of holes on the pile periphery and properly flushing water. The PVC perforated pipe with the diameter of 50 ℃ below the hole is used for preventing hole collapse on one hand, and on the other hand, when the PVC perforated pipe is used for recharging second slurry through the pile body grouting hole 1-2, water at the bottom of the pile body grouting hole overflows from the opening of the pile top through the bottom of the pile body grouting hole; and the second slurry permeates into the soil body around the pile at the bottom of the pile 1 to be pulled, the soil body and the pile 1 to be pulled are connected into a whole, the soil body around the pile is reinforced, and the action of the pile 1 to be pulled is recovered.
The recharging time and recharging pressure can be determined on the basis of the settlement observation of the building. For building safety, the recharge should be early and not late, and for the lifting of adjacent piles, the compaction effect is achieved, and the recharge should be late and not early. The recharge pressure is too high, which easily causes the rising of surrounding buildings, the resistance eliminating range is relatively small, and the low-pressure recharge which is not more than 1MPa is adopted.
The pile pulling method comprises the following stages of dividing the estimated lifting force into 10 stages, observing 10 minutes at each stage, measuring data once per minute, and analyzing the relation between the displacement of the pile top along with time and the displacement along with load. And simultaneously monitoring the surface settlement displacement, the structural stress and the deformation. The estimated lifting force is 8000kN, and the specific loads are classified into 800kN, 1600kN and 2400kN until the loads are started. EXAMPLE III
The pile pulling recharging method of the embodiment is an improvement on the basis of the first embodiment and the second embodiment, and is different from the embodiments in that: in step 5), the hoisting device adopts a crane or a winch arranged on the working platform 3, and the crane or the winch continuously stretches the other end of the anchor cable material 2 to continuously hoist the pile 1 to be hoisted. The crane or the winch is arranged on the reinforced concrete platform, the steel structure frame platform or the combined structure platform.
The present invention is not limited to the above-described embodiments. All technical solutions formed by equivalent substitutions fall within the protection scope of the claims of the present invention.
Claims (10)
1. A pile pulling and recharging method is characterized by comprising the following steps:
1) exposing the top of the pile to be pulled out through pretreatment, and simultaneously preparing a plurality of high-strength anchor cable materials and hoisting equipment;
2) drilling an anchor hole extending to the bottom in the pile to be pulled at the top of the pile to be pulled, and drilling a pile body grouting hole penetrating through the top surface and the bottom surface of the pile to be pulled;
3) one end of the anchor cable material is lowered to the bottom of the anchor hole, and the other end of the anchor cable material is exposed out of the top of the pile to be pulled;
4) pouring first slurry into the anchor hole, and fixing the anchor cable material into the pile to be pulled to form an anchor rod after the first slurry is solidified and reaches a set strength;
5) and lifting the other end of the anchor cable material by using lifting equipment to pull up the pile to be pulled, and recharging the second slurry through the pile body grouting hole in the process of pulling up the pile to be pulled so that the second slurry permeates into the soil body around the pile at the bottom of the pile to be pulled and connects the soil body and the pile to be pulled into a whole.
2. The pile pulling and recharging method of claim 1, wherein: in the step 2), drilling a static blast hole extending to the bottom of the pile to be pulled at the top of the pile to be pulled; in the step 5), after the other end of the anchor cable material is lifted by a lifting device to pull up the pile, firstly, a crushing agent is poured into the static blast hole and the orifice of the static blast hole is blocked by quick-hardening cement for 12-18 hours, and then, the pile body is crushed by a crushing device.
3. A pile pulling and recharging method as defined in claim 1 or 2, wherein: in the step 1), a working platform is arranged on other piles near the pile to be pulled or on soil around the pile to be pulled; in the step 5), the hoisting equipment is a penetrating jack, a crane or a winch which is arranged on the working platform, and the penetrating jack, the crane or the winch continuously stretches the other end of the anchor cable material to continuously pull up the pile to be pulled.
4. The pile pulling and recharging method of claim 3, wherein: the working platform is a reinforced concrete platform, a steel structure frame platform or a combined structure platform; the center-penetrating jack is fixedly arranged on the reinforced concrete platform, the steel structure frame platform or the combined structure platform through a reaction frame; the crane or the winch is arranged on the reinforced concrete platform, the steel structure frame platform or the combined structure platform.
5. The pile pulling and recharging method of claim 3, wherein: the working platform is a sunk well platform, and the center penetrating jack is fixed on the sunk well platform.
6. A pile pulling and recharging method as defined in claim 1 or 2, wherein: the depth of the anchor hole and the length of the anchor rod are smaller than the length of the pile to be pulled and larger than the minimum anchoring length of the anchor rod, and the minimum anchoring length L of the anchor rod is calculated according to the following formula:
in the formula, a is a safety factor; sigma is the strength of the anchor cable material; a is the cross-sectional area of the anchor cable material; d is the anchor eye diameter; tau is the shear strength of the anchor rod and the hole wall.
7. A pile pulling and recharging method as defined in claim 1 or 2, wherein: the anchor cable material is provided with three grouting pipes with outlets respectively positioned at the bottom, the middle part and the upper part of the anchor hole; pouring first slurry into the anchor hole by adopting pressure grouting, wherein the first slurry is slurry formed by mixing PO52.5 cement, a cement slurry pore canal grouting agent and water, and the water-cement ratio of the first slurry is 0.35-0.45; and (5) performing pressure grouting by adopting a mortar stirrer and a grouting pump.
8. A pile pulling and recharging system is used in the pile pulling and recharging method of claim 1, and is arranged near a pile to be pulled which is fixed in a soil body and exposed at the top, and comprises a plurality of high-strength anchor cable materials and hoisting equipment, and is characterized in that an anchor hole extending towards the bottom in the pile to be pulled is formed at the top of the pile to be pulled, a pile body grouting hole penetrating through the top surface and the bottom surface of the pile to be pulled is formed in the pile to be pulled, one end of each anchor cable material is arranged at the bottom of the anchor hole, and the other end of each anchor cable material is exposed out of the top of the pile to be pulled; the anchor hole is filled with first slurry which is used for fixing the anchor cable material in the pile to be pulled out after solidification so as to form an anchor rod, the hoisting equipment is used for lifting the other end of the anchor cable material so as to pull up the pile to be pulled out, and the pile body grouting hole is used for recharging second slurry in the pile pulling process.
9. The pile pulling and recharging system of claim 8, wherein: a static blasting hole extending towards the bottom in the pile to be pulled is formed in the top of the pile to be pulled; and a breaking agent is poured into the static blasting hole and a rapid hardening cement block is blocked.
10. The pile pulling and recharging system of claim 8, wherein: and working platforms are arranged on other piles near the pile to be pulled or soil around the pile to be pulled.
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| CN108894224A (en) * | 2018-08-03 | 2018-11-27 | 中冶沈勘工程技术有限公司 | A kind of method for pulling out of static pressure pipe pile |
| CN113737796A (en) * | 2021-09-07 | 2021-12-03 | 江苏兴宇建设集团有限公司 | Construction method for high-pressure water flushing assisted pile driving and pile pulling synchronous grouting of steel plate pile |
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| CN1206421C (en) * | 2003-06-12 | 2005-06-15 | 上海隧道工程股份有限公司 | A drill hole grout pile drag reduction extraction process |
| CN101886390B (en) * | 2010-06-12 | 2012-06-27 | 中铁十六局集团有限公司 | All casing static pressure pile pulling technology in narrow space |
| CN204475338U (en) * | 2015-02-05 | 2015-07-15 | 温州荣强海洋科技有限公司 | A kind of single sleeve pipe is without the pile pulling device of water burst no swell mud |
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| CN105442605B (en) * | 2015-11-20 | 2017-06-30 | 常州第一建筑集团有限公司 | Extract PHC and be reused in deep foundation pit supporting construction method |
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