CN113107022A - Construction method for reducing pile group soil squeezing effect - Google Patents
Construction method for reducing pile group soil squeezing effect Download PDFInfo
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- CN113107022A CN113107022A CN202110436795.0A CN202110436795A CN113107022A CN 113107022 A CN113107022 A CN 113107022A CN 202110436795 A CN202110436795 A CN 202110436795A CN 113107022 A CN113107022 A CN 113107022A
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- pile
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/10—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure
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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
- E02D27/16—Foundations formed of separate piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/08—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against transmission of vibrations or movements in the foundation soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/03—Prefabricated parts, e.g. composite sheet piles
- E02D5/04—Prefabricated parts, e.g. composite sheet piles made of steel
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0006—Plastics
- E02D2300/001—PP
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0085—Geotextiles
- E02D2300/0087—Geotextiles woven
Abstract
The invention relates to the technical field of pipe pile construction methods, in particular to a construction method for reducing a pile group soil squeezing effect, which comprises the following steps: step 1, measuring the positions of an isolation trench and a steel sheet pile between a pile group construction area and an external building area; step 2, driving the steel sheet piles in the ground; step 3, excavating an isolation trench; step 4, drilling a plurality of stress release holes at the bottom of the isolation trench, and sinking a vibration isolation assembly into each stress release hole; and 5, constructing the pile group construction area. The invention effectively weakens the vibration wave transmission and the surface uplift caused by the static pressure pile sinking of the tubular pile through the isolation groove; peripheral soft soil vibration and thixotropy caused by pile sinking of the tubular pile are isolated by matching the stress release holes with the vibration isolation assembly, horizontal and vertical displacement of the soft soil is reduced, and super-pore water pressure generated in the soft soil is discharged; and the steel sheet pile can block the residual vibration of the stress release hole and refract the return of the vibration wave, thereby protecting sensitive building objects.
Description
Technical Field
The invention relates to the technical field of pipe pile construction methods, in particular to a construction method for reducing a pile group soil squeezing effect.
Background
In the current infrastructure construction of building and civil engineering and the like, the prestressed high-strength concrete pipe pile (PHC pipe pile) is widely applied to the construction foundation treatment, and the pile type has the characteristics of low construction cost, high pile forming efficiency, low construction noise, no slurry environmental pollution and the like. However, in the coastal soft soil foundation, because the soft soil has the characteristics of high compressibility, low permeability, high thixotropy, fluidity and the like, when the PHC tubular pile is sunk in the soft soil foundation, the degrees of soil disturbance, soil movement damage, surrounding soil swelling and soil pore water pressure increase exceed those of a normal soil layer, and the pore water pressure in the soil body after pile sinking can be gradually reduced, remolded and consolidated again, so that an obvious soil squeezing effect is generated; particularly, the soil squeezing effect is more obvious in pile group construction, and the influence on surrounding building structures is more obvious. Therefore, certain construction measures and methods are needed to reduce the soil squeezing effect generated during pile-group pile sinking and reduce the influence on surrounding buildings.
The general traditional method for reducing the pile sinking and soil squeezing effect is to reduce the in-soil stress caused by pile sinking by measures of reasonably arranging pile sinking sequence, controlling pile sinking speed, arranging a defense and ditch squeezing, conventionally pre-drilling and the like. However, the treatment measure for the soft soil foundation with high water content, high thixotropy and fluidity has an unsatisfactory effect, and soil body creep occurs due to the increase and untimely dissipation of soil pressure in the soft soil and water pressure in the excess of pore space caused by pile sinking, so that the soil body around the pile sinking generates vertical uplift and horizontal displacement. Therefore, it is necessary to optimize the conventional method, reduce the soil compaction effect during pile-group pile sinking, and protect sensitive building objects, such as large-caliber water outlet pipes.
Disclosure of Invention
The invention aims to provide a construction method for reducing the pile crowding effect, which reduces the crowding effect when pile groups are sunk and protects sensitive building objects such as large-caliber water outlet pipes.
In order to realize the purpose, the following technical scheme is provided:
a construction method for reducing the soil compaction effect of pile groups comprises the following steps:
step 1, determining the positions of an isolation trench and a steel sheet pile between a group pile construction area and an external building area, wherein one side surface of the steel sheet pile faces the external building area, the other side surface of the steel sheet pile faces the group pile construction area, and the isolation trench is arranged between the steel sheet pile and the group pile construction area;
and 5, constructing the pile group construction area.
Further, a plurality of grooves are arranged on the steel sheet pile at intervals in the step 2, and the grooves extend in a direction perpendicular to the ground.
Further, the steel sheet pile is a U-shaped steel sheet pile.
Further, between step 3 and step 4, the method further comprises the following steps:
and M, enclosing a waterproof structure of the isolation trench.
And furthermore, the waterproof structure in the step M comprises a water-retaining ridge and a water intercepting ditch, the water-retaining ridge is arranged around the isolation ditch, and the water intercepting ditch is arranged around the water-retaining ridge.
Further, the isolation trench is in an inverted trapezoid shape.
Further, in step 4, drilling a plurality of stress release holes in the bottom of the isolation trench, and sinking a vibration isolation assembly into each stress release hole, the steps are as follows:
step 4.1, measuring the position of the stress release hole at the bottom of the isolation trench;
and 4.2, arranging jump holes according to the stress release holes along the direction vertical to the ground for construction, sequentially drilling a plurality of stress release holes, drilling one stress release hole every time, and sinking the corresponding vibration isolation assembly into the stress release holes.
Further, the vibration isolation assembly in the step 4 comprises a filling bag, and crushed stones and a foam board which are placed in the filling bag, wherein the foam board extends along the axial direction of the stress release hole, the crushed stones are arranged on two sides of the foam board along the direction perpendicular to the axial direction of the stress release hole and are filled in the filling bag, and two ends of the foam board are respectively attached to the inner side wall of the filling bag.
Further, the stress release holes in step 4 are arranged in a quincunx shape.
Further, before step 1, the method further comprises:
step P: and leveling the construction site between the pile group construction area and the external building area.
The invention has the beneficial effects that:
according to the construction method for reducing the pile crowding effect, the isolation trench is arranged between the pile group construction area and the external building area, so that the transmission of ground surface vibration waves caused by static pressure pile sinking of the PHC tubular pile can be effectively reduced and blocked, and the ground surface uplift is reduced; through the mutual matching of a plurality of stress release holes drilled at the bottom of the isolation trench and the vibration isolation components filled in the stress release holes, the vibration and thixotropy of peripheral soft soil caused by pile sinking of the PHC pipe pile can be effectively isolated, the horizontal and vertical displacement of the soft soil is reduced, and the excess pore water pressure generated in the soft soil is discharged; in addition, the steel sheet pile arranged between the isolation trench and the external building area can refract and return the residual vibration waves passing through the stress release hole in the original way, block the forward movement of vibration and prevent sensitive building objects, such as large-diameter water outlet pipes, from being extruded and deformed or damaged.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings used in the description of the embodiments of the present invention will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the contents of the embodiments of the present invention and the drawings without creative efforts.
Fig. 1 is a first schematic structural diagram of a construction method for reducing a pile crowding effect according to an embodiment of the present invention;
fig. 2 is a structural schematic diagram of a second construction method for reducing a pile crowding effect according to an embodiment of the present invention;
fig. 3 is a schematic structural diagram of a vibration isolation assembly of a construction method for reducing a pile crowding effect according to an embodiment of the invention.
In the figure:
10-pile group construction area;
20-an external building area;
1-isolating the trench; 11-water retaining ridges;
2-steel sheet piles; 21-a groove;
3-a stress relief hole;
4-a vibration isolation assembly; 41-filling the bag; 42-breaking stone; 43-foam board.
Detailed Description
In order to make the technical solutions of the present invention better understood by those skilled in the art, the technical solutions of the present invention are further described below by way of specific embodiments with reference to the accompanying drawings.
In the description of the present invention, it should be noted that the terms "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings or orientations or positional relationships conventionally laid out when the product is used, and are only for convenience of description of the present invention, and do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and thus, should not be construed as limiting the present invention. Furthermore, the terms "first", "second", and the like are used for descriptive purposes only or to distinguish between different structures or components and are not to be construed as indicating or implying relative importance.
In the description of the present invention, it should be noted that unless otherwise explicitly stated or limited, the terms "mounted," "connected," and "connected" are to be construed broadly, e.g., as meaning either a fixed connection or a removable connection; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
The technical scheme of the invention is further explained by the specific implementation mode in combination with the attached drawings.
Referring to fig. 1, the embodiment discloses a construction method for reducing a pile crowding effect, which includes the following steps: step 1, measuring the positions of an isolation trench 1 and a steel sheet pile 2 between a pile group construction area 10 and an external building area 20; step 2, driving the steel sheet pile 2 in the ground; step 3, excavating an isolation trench 1; step 4, drilling a plurality of stress release holes 3 at the bottom of the isolation trench 1, and sinking a vibration isolation assembly 4 into each stress release hole 3; and 5, constructing the pile group construction area 10.
In the construction method for reducing the pile crowding effect of the pile group of the embodiment, the isolation trench 1 is arranged between the pile group construction area 10 and the external building area 20, so that the transmission of ground surface vibration waves caused by static pressure pile sinking of the PHC (prestressed high-strength concrete) pipe piles can be effectively reduced and blocked, and the ground surface uplift is reduced; through the mutual matching of a plurality of stress release holes 3 drilled at the bottom of the isolation trench 1 and the vibration isolation components 4 filled in the stress release holes 3, the vibration and thixotropy of surrounding soft soil caused by pile sinking of the PHC pipe pile can be effectively isolated, the horizontal and vertical displacement of the soft soil is reduced, and the excess pore water pressure generated in the soft soil is discharged; in addition, the steel sheet piles 2 disposed between the isolation trenches 1 and the external building area 20 can refract and return the residual vibration waves passing through the stress relief holes 3 as they are, thereby blocking the forward movement of vibration and preventing sensitive building objects, such as large-diameter water outlet pipes, from being crushed or damaged.
In the present embodiment, referring to fig. 1 and 2, one side of the steel sheet pile 2 in step 1 faces the external building area 20, and the other side faces the pile group construction area 10, and the position of the steel sheet pile 2 is planned and determined according to the position of the external building area 20 and marked with lime, wherein the distance between the steel sheet pile 2 and the external building area 20 is 2-5 meters; the top of the steel sheet pile 2 is flush with the ground, the length of the steel sheet pile 2 inserted below the ground is 9 meters, and the size of the stress steel sheet pile 2 can be adjusted according to the specific construction condition of the grouped piles. The isolation trench 1 is arranged between the steel sheet pile 2 and the grouped pile construction area 10, and the distance from one side edge of the bottom of the isolation trench 1 facing the steel sheet pile 2 to the steel sheet pile 2 is 2-3 m. In the arrangement, the isolation ditches 1 and the steel sheet piles 2 form a plurality of vibration reduction protective barriers between the pile group construction area 10 and the external building area 20, so that the soil compaction effect generated by pile group pile sinking is effectively reduced, and sensitive objects in the external building area 20 are protected.
Referring to fig. 2, a plurality of grooves 21 are arranged on the steel sheet pile 2 in the step 2 in parallel and at intervals, each groove 21 extends in a direction perpendicular to the ground, and the plurality of grooves 21 form an uneven surface on the steel sheet pile 2, which is beneficial to damping vibration waves in various wavelength ranges. On the basis of the isolation trenches 1 and the stress release holes 3, the steel sheet piles 2 further form a firm protective barrier in front of the external building area 20, blocking the residual vibration waves passing through the stress release holes 3, thereby protecting sensitive objects such as large-caliber water outlet pipes.
Optionally, U type steel sheet pile can be selected for use to steel sheet pile 2, and convenient for material selection and damping operation are effectual, and wherein, the extending direction in the U type groove on the U type steel sheet pile sets up along the direction on perpendicular to ground.
Alternatively, in step 2, the perpendicularity of the steel sheet pile 2 should be ensured when the steel sheet pile 2 is driven, the inclination or deviation of the external building area 20 is prevented, and the driving apparatus is operated at a position far from the sensitive building object.
Alternatively, referring to fig. 1 and 2, the isolation trench 1 has an inverted trapezoid shape, and the depth of the isolation trench 1 is 1 meter. Specifically, the length of the bottom of the isolation trench 1 is 1.5 meters and the length of the end face of the isolation trench 1 on the ground is 2.5 meters in the direction from the pile group construction area 10 to the external building area 20, and the size of the isolation trench 1 can be adjusted according to the specific construction condition of the pile group; and along the circumference of isolation ditch 1, the side slope setting of isolation ditch 1 forms the protection slope, avoids isolation ditch 1 lateral wall soil body landing or collapses when playing the vibration isolation effect.
Optionally, referring to fig. 1, between step 3 and step 4, further comprising:
step M, along the circumference of the isolation ditch 1, a waterproof structure is arranged at the port of the isolation ditch 1 on the ground in an enclosing manner, and the waterproof structure is arranged to effectively prevent outside surface water from flowing into the isolation ditch 1 and seeping into the slope body and the stress release holes 3, so that the soft soil collapse and deformation caused by water accumulation in the ditch wall of the isolation ditch 1 and the stress release holes 3 are avoided.
Optionally, the waterproof structure in the step M comprises a water retaining ridge 11 and a catch basin, the water retaining ridge 11 is arranged outside the isolation ditch 1 in a surrounding manner, the catch basin is arranged around the water retaining ridge 11, the water retaining ridge 11 is matched with the catch basin for use, outside surface water can be intercepted and remained in the catch basin, the water is prevented from entering the isolation ditch 1 and the stress release holes 3 beyond the water retaining ridge 11, and the isolation ditch 1 and the stress release holes 3 are ensured to have a vibration isolation and reduction function on pile squeeze effect.
In the present embodiment, referring to fig. 1 and 2, in step 4, a plurality of stress relief holes 3 are drilled in the bottom of the isolation trench 1, and the vibration isolating assembly 4 is sunk into each stress relief hole 3 as follows:
step 4.1, leveling the construction site in the isolation trench 1, and measuring the positions of the stress release holes 3 at the bottom of the isolation trench 1, wherein the hole depth of each stress release hole 3 is 15 meters, and the hole diameter is 0.3 meter; the stress release holes 3 are arranged in a quincunx shape, and the sizes of the stress release holes 3 can be adjusted according to the specific construction condition of the grouped piles and the size of the isolation trench 1.
4.2, arranging the jumping holes according to the stress release holes 3 by using a rotary drilling rig along a direction vertical to the ground, and drilling a plurality of stress release holes 3 in sequence, so that the mutual interference among the stress release holes 3 can be reduced; every time a stress release hole 3 is drilled, a corresponding vibration isolation component 4 is immediately sunk into the stress release hole 3, the problem that the diameter of the stress release hole 3 is reduced to influence the lowering of the vibration isolation component 4 after long-time waiting is avoided, and the outer side of the vibration isolation component 4 can be completely attached to the inner wall of the stress release hole 3.
Optionally, referring to fig. 2, in step 4.1, three rows of the stress release holes 3 may be arranged, and in the direction from the pile group construction area 10 to the external building area 20, the three rows of the stress release holes 3 are parallel to each other and are uniformly spaced, two adjacent rows of the stress release holes 3 are arranged in a staggered manner, and the distance between two adjacent stress release holes 3 in each row is 1.0 meter, so that the three rows of the stress release holes 3 form a quincunx arrangement, which is not only beneficial to reducing the pile group soil squeezing effect from all directions, but also can avoid the construction influence between the adjacent stress release holes 3.
Preferably, referring to fig. 1 and 3, the vibration isolation assembly 4 in step 4 includes a filling bag 41, and crushed stones 42 and a foam board 43 placed in the filling bag 41, wherein the foam board 43 extends along the axial direction of the stress release hole 3, the crushed stones 42 are disposed on both sides of the foam board 43 along the direction perpendicular to the axial direction of the stress release hole 3 and fill the filling bag 41, and both ends of the foam board 43 are respectively abutted against the inner side walls of the filling bag 41. In the above arrangement, water outside the filling bag 41 can penetrate the filling bag 41, and soft soil particles are isolated outside the filling bag 41, which is beneficial to reducing the excess pore water pressure generated by pile group construction; the broken stone 42 ensures that the permeability coefficient of the vibration isolation component 4 is large, accelerates the upward flow of water in the stress release hole 3, and can also quickly dissipate the pore water pressure caused by vibration when pile groups are sunk; foam board 43 can effectively isolate pile group pile sinking vibration, has the refraction effect to the vibration wave, reduces the propagation of vibration energy, and it makes vibration isolation subassembly 4 have good vibration isolation effect to cooperate through filling bag 41, rubble 42 and foam board 43 three.
Specifically, when the vibration isolation assembly 4 is assembled, the foam plate 43 is firstly placed into the filling bag 41, the whole filling bag 41 is supported, then the broken stone 42 is filled in the gap between the foam plate 43 and the filling bag 41, the broken stone 42 on the two sides of the foam plate 43 is required to be lowered at a constant speed, and the foam plate 43 is ensured not to be displaced; after the assembly is finished, the vibration isolation component is timely placed in the stress release hole 3, and the position of the vibration isolation component 4 in the stress release hole 3 is adjusted; when the vibration isolation component is placed downwards, the filling bag 41 is ensured to be vertical and not deformed, so that the outer wall of the filling bag 41 is well attached to the inner wall of the stress release hole 3, and the vibration isolation component 4 is ensured to better play a vibration isolation function.
Optionally, the filling bag 41 can be made of a polypropylene woven bag, and has good tensile property and permeability, wherein the diameter of the filling bag 41 is 290mm, the length of the filling bag is adapted to the depth of the stress release holes 3, the size of the filling bag 41 can be adjusted according to the size of the stress release holes 3, and the filling bag 41 can be ensured to be filled in the whole stress release holes 3.
Alternatively, the tensile properties of the filled bag 41 are not less than 20kN/m and the permeability coefficient is not less than 0.6 m/s.
Optionally, the crushed stone 42 can be selected from the specification with the diameter of 10-30 mm, wherein the content of mud in the crushed stone 42 is not more than 3%, the content of needle-shaped particles is not more than 10%, and the crushed stone is preferably well-graded.
Alternatively, the foam sheet 43 may be sized to have a width of 290mm and a thickness of 50mm, and have the same length as the depth of the stress relief holes 3, and the size of the foam sheet 43 may be adjusted according to the size of the stress relief holes 3.
Alternatively, the foam sheet 43 may be a polystyrene foam sheet.
Optionally, before step 1, further comprising:
step P: and (3) leveling the construction site between the pile group construction area 10 and the external building area 20, so as to facilitate the construction of the steel sheet piles 2 and the isolation trench 1.
It is to be noted that the foregoing is only illustrative of the preferred embodiments of the present invention and the technical principles employed. It will be understood by those skilled in the art that the present invention is not limited to the particular embodiments described herein, but is capable of various obvious changes, rearrangements and substitutions as will now become apparent to those skilled in the art without departing from the scope of the invention. Therefore, although the present invention has been described in greater detail by the above embodiments, the present invention is not limited to the above embodiments, and may include other equivalent embodiments without departing from the spirit of the present invention, and the scope of the present invention is determined by the scope of the appended claims.
Claims (10)
1. A construction method for reducing the soil compaction effect of pile groups is characterized by comprising the following steps:
step 1, measuring the positions of an isolation trench (1) and a steel sheet pile (2) between a grouped pile construction area (10) and an external building area (20), wherein one side surface of the steel sheet pile (2) faces to the external building area (20), the other side surface of the steel sheet pile faces to the grouped pile construction area (10), and the isolation trench (1) is arranged between the steel sheet pile (2) and the grouped pile construction area (10);
step 2, driving the steel sheet pile (2) in the ground;
step 3, excavating the isolation trench (1);
step 4, drilling a plurality of stress release holes (3) at the bottom of the isolation trench (1), and sinking a vibration isolation assembly (4) into each stress release hole (3);
and 5, constructing the pile group construction area (10).
2. The method for reducing the effect of crowding the soil in the piles according to claim 1, wherein the steel sheet piles (2) in the step 2 are provided with a plurality of grooves (21) at intervals, and the grooves (21) extend in a direction perpendicular to the ground.
3. The construction method for reducing the crowding effect of the grouped piles according to claim 1, wherein the steel sheet pile (2) is a U-shaped steel sheet pile.
4. The construction method for reducing the pile crowding effect according to claim 1, further comprising, between step 3 and step 4:
and M, enclosing a waterproof structure of the isolation trench (1).
5. The construction method for reducing the pile crowding effect according to claim 1, wherein the waterproof structure in the step M comprises a water-retaining ridge (11) and a water intercepting ditch, the water-retaining ridge (11) is arranged around the isolation ditch (1), and the water intercepting ditch is arranged around the water-retaining ridge (11).
6. The method for reducing the effect of crowding earth in a pile according to claim 1, wherein the isolation trench (1) is in the shape of an inverted trapezoid.
7. The construction method for reducing the effect of pile crowding according to claim 1, wherein in step 4, a plurality of stress releasing holes (3) are drilled in the bottom of the isolation trench (1), and a vibration isolating assembly (4) is sunk into each stress releasing hole (3) as follows:
step 4.1, measuring the position of the stress release hole (3) at the bottom of the isolation trench (1);
and 4.2, arranging the jump holes according to the stress release holes (3) along the direction vertical to the ground for construction, sequentially drilling a plurality of stress release holes (3), drilling one stress release hole (3) each time, and sinking the corresponding vibration isolation assembly (4) into the stress release holes (3).
8. The construction method for reducing the effects of pile crowding according to claim 1, wherein the vibration isolation assembly (4) in step 4 comprises a filling bag (41), and crushed stones (42) and a foam board (43) placed in the filling bag (41), the foam board (43) extends along the axial direction of the stress release hole (3), the crushed stones (42) are arranged on both sides of the foam board (43) along a direction perpendicular to the axial direction of the stress release hole (3) and fill the filling bag (41), and both ends of the foam board (43) are respectively abutted against the inner side wall of the filling bag (41).
9. The method for reducing a pilework effect of piles according to claim 1, wherein the stress relief holes (3) of step 4 are arranged in a quincunx pattern.
10. The construction method for reducing the crowding effect of the grouped piles according to claim 1, further comprising, before step 1:
step P: -levelling the construction site between the grouser construction area (10) and the external building area (20).
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| CN202110436795.0A CN113107022A (en) | 2021-04-22 | 2021-04-22 | Construction method for reducing pile group soil squeezing effect |
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| CN202110436795.0A CN113107022A (en) | 2021-04-22 | 2021-04-22 | Construction method for reducing pile group soil squeezing effect |
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Cited By (3)
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| CN114482040A (en) * | 2022-04-06 | 2022-05-13 | 许昌学院 | Local landslide treatment method for mine |
| CN114737620A (en) * | 2022-03-24 | 2022-07-12 | 五冶集团上海有限公司 | Stress release hole construction method |
| CN115450265A (en) * | 2022-10-20 | 2022-12-09 | 深圳宏业基岩土科技股份有限公司 | Pile body structure with water stopping and vibration isolating functions |
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