Extending type anti-floating anchor rod construction device and expanding type high-pressure jet grouting anti-floating pile

Abstract

The invention discloses an outward extending type anti-floating anchor rod construction device and an expanding type high-pressure jet grouting anti-floating pile, relates to the field of foundations, and aims to improve the maximum upward pulling force capable of being borne by an anti-floating anchor rod and improve the pile forming quality of the anti-floating pile. According to the technical scheme, the outward extending type anti-floating anchor rod construction device comprises a pile head, a pile casing and an anti-floating steel bar; the pile head is in threaded connection with the pile casing, the anti-floating reinforcing steel bar is located in the pile casing, the lower end of the anti-floating reinforcing steel bar is connected with the pile head, and an overturning embedding assembly is fixed to the periphery of the anti-floating reinforcing steel bar and comprises a fixed reinforcing steel bar and a movable reinforcing steel bar. The expanding type high-pressure jet grouting anti-floating pile comprises a pouring consolidation body in a pile hole and a jet grouting consolidation body outside the pile hole, the jet grouting consolidation body is a consolidation body formed by high-pressure jet grouting towards the hole wall of the pile hole, and the pouring consolidation body and the jet grouting consolidation body are integrated. And the movable steel bars can be overturned, unfolded and embedded into a jet grouting consolidation body corresponding to a soft stratum, so that the pile diameter and the bearing capacity of the anti-floating pile are improved. The construction method is used for construction of the anti-floating pile.

Description

Technical Field

[0001] The present invention relates to the foundation field, and in particular to an outward-spreading anti-floating anchor rod construction device, and an expanded-diameter high-pressure rotary grouting anti-floating pile and a construction method thereof. Background Art

[0002] Anti-floating anchor rods are mainly used to solve the problem of buildings floating up under high water levels. The anti-floating anchor rods extend the anchor section deep into the stable strata underground, and use the friction between the anchor section and the surrounding strata to resist the buoyancy of the building caused by the action of groundwater, thereby maintaining the stability of the building. The friction between the anchor section of the anti-floating anchor rod and the stratum is closely related to the roughness, length, diameter of the anchor section, and the physical properties of the stratum soil.

[0003] The patent with the authorization announcement number CN 208685601 U discloses a composite expanded diameter anti-floating steel anchor rod, including a cement soil layer and a columnar anchor rod, the outer wall of the anchor rod is fixed with a plurality of connecting ribs extending outward, the connecting ribs are arranged along the axis direction of the anchor rod, the cement soil layer includes a column and a reducer, the diameter of the reducer is larger than the diameter of the column, and the reducer is integrally connected with the column along the axis direction of the column. On the one hand, the patent uses the variable diameter construction of the cement soil layer, and the weight of the soil layer is pressed on the reducer, which fully utilizes the strength of the anchor rod and the soil layer, thereby improving the pull-out resistance of the composite expanded diameter anti-floating steel anchor rod; on the other hand, the patent arranges a plurality of connecting ribs on the anchor rod, and the connecting ribs extend from the surface of the anchor rod and are embedded in the cement soil layer, thereby increasing the connection strength between the anchor rod and the cement soil layer, improving the integrity of the two, and thus improving the anti-floating effect.

[0004] For the above patent, the connecting rib is fixedly arranged on the outer wall of the anchor rod, and the end of the connecting rib away from the anchor rod cannot exceed the range of the pile hole, that is, the connecting rib cannot be embedded in the reducer, otherwise the anchor rod cannot be inserted into the pile hole. Since the connecting rib is short, it cannot effectively increase the connection strength between the anchor rod and the cement soil layer. The connecting rib will also affect the insertion construction of the anchor rod, causing the anchor rod to bend and fail to be inserted to the predetermined position. In addition, the column and the reducer are both constructed with a high-pressure rotary jet pile driver. The strength of the column and the reducer themselves is not high, and it is difficult to effectively improve the tolerable pull-out resistance of the anchor rod.

[0005] Soft sand layers under high water level conditions often become a problem in engineering construction due to their loose structure and weak bearing capacity. The instability of this type of soil layer directly affects the bearing capacity of the foundation and the safety of the structure. Especially in an environment with a high groundwater level, the soil layer not only has insufficient bearing capacity, but may also be affected by the buoyancy of groundwater, causing the floating of buildings or structures, thereby causing safety problems. At present, high-pressure rotary grouting and anti-floating anchor rods are commonly used to treat soft sand layers under high water level conditions. High-pressure rotary grouting technology mixes high-pressure spray slurry with the soil layer to form a reinforced pile body, thereby improving the bearing capacity and stability of the foundation. Anti-floating anchor rod technology sets anchor rods in the soil layer and uses bonding materials to firmly combine the anchor rods with the soil layer to resist the buoyancy of groundwater. At present, high-pressure rotary grouting and anti-floating anchor rod technology are usually used separately at the construction site. High-pressure rotary grouting needs to be carried out first, and then the anti-floating anchor rods are installed after the soil layer is reinforced. The two steps of construction need to be carried out alternately. This process often requires a long waiting time and requires more equipment and manpower. Summary of the invention

[0006] The present invention firstly provides an outward-extending anti-floating anchor rod construction device, the purpose of which is to increase the pull-out resistance that the anti-floating anchor rod can withstand and improve the pile quality of the anti-floating pile.

[0007] The technical scheme adopted by the present invention is: an outward-expanding anti-floating anchor construction device, comprising a pile head, a casing and anti-floating steel bars, a threaded joint is provided at the top of the pile head, a threaded joint is provided at the lower end of the casing that is adapted to the threaded joint at the top of the pile head and is threadedly connected to the pile head, at least one anti-floating steel bar is arranged along the center line of the casing and is located in the casing, the lower end of each anti-floating steel bar is fixedly connected to the pile head, at least one flip embedding component is fixed to the outer periphery of the anti-floating steel bar, the flip embedding component comprises a fixed steel bar and a movable steel bar, the fixed steel bar is arranged along the radial direction of the casing, one end of the fixed steel bar is fixedly connected to the anti-floating steel bar, the other end of the fixed steel bar is rotatably connected to the movable steel bar, the movable steel bar can be rotated until the movable steel bar is completely located within the range corresponding to the casing, and can also be rotated until the movable steel bar is partially located outside the range corresponding to the casing, the fixed steel bar and the anti-floating steel bars and the movable steel bars at both ends of the fixed steel bar and the movable steel bar are located on the same vertical plane, and the rotation range of the movable steel bar around the fixed steel bar is located above the horizontal plane corresponding to the fixed steel bar.

[0008] In order to facilitate the insertion construction of the outward-extended anti-floating anchor construction device, the pile head is further divided into two sections in the vertical direction, the lower section of the pile head is conical or pyramidal, the upper section of the pile head is cylindrical or a truncated cone with a larger bottom and a smaller top, the diameter of the top surface of the pile head is consistent with the outer diameter of the casing, and the center line of the pile head coincides with the center line of the casing.

[0009] The casing needs to be disengaged from the pile head by rotation during construction. In order to avoid the conical pile head rotating with the casing when the casing is rotated, affecting the disengagement of the casing from the pile head, further: the lower section of the pile head is conical, and at least one positioning plate is fixed to the side of the cone, and the plane corresponding to the positioning plate is vertical and passes through the center line of the pile head.

[0010] In order to ensure the strength of the pile head, further: the pile head is made of metal, or the pile head includes a metal shell and reinforced concrete inside the metal shell.

[0011] In order to facilitate the connection between the anti-floating steel bar and the pile head and ensure the firmness of the connection, further: a connecting bar is provided at the center of the top surface of the pile head, the number of the connecting bars is equal to the number of the anti-floating steel bars, the lower section of each connecting bar is fixed in the pile head, the upper section of each connecting bar is exposed on the top surface of the pile head, and the lower end of each anti-floating steel bar is fixedly connected to the lower end of each connecting bar. For example, the connecting bar and the anti-floating steel bar are fixedly connected through a connecting sleeve, and the upper end of the connecting bar and the lower end of the anti-floating steel bar connected thereto are both located in the openings at both ends of the same connecting sleeve and are threaded or welded.

[0012] After the movable steel bars of the flip embedding assembly are flipped outward and downward and unfolded, they can be inserted into the soft strata outside the pile hole range, and then embedded in the rotary grouting consolidation body outside the pile hole range. Specifically: a first connecting seat is provided at one end of the fixed steel bar away from the anti-floating steel bar, and the first connecting seat is provided with an axial hole arranged in the horizontal direction, and a second connecting seat is provided at one end of the movable steel bar, and the second connecting seat is provided with a rotating shaft, and the rotating shaft is passed through the axial hole. The first connecting seat or the second connecting seat is also provided with a limit baffle that limits the maximum angle and the minimum angle formed by the fixed steel bar and the movable steel bar. The axial hole of the first connecting seat is preferably arranged eccentrically, and the second connecting seat is eccentrically connected to the first connecting seat. When the lower end of the casing corresponds to the position of the flip embedding assembly, the upper end of the casing is pressed down or hammered, and the movable steel bar of the flip embedding assembly is naturally flipped and unfolded and maintained in the unfolded state.

[0013] In order to facilitate the flipping of the movable steel bars of the embedded component to flip outward and downward under the action of external force and be inserted into the stratum outside the pile hole, further: the maximum angle formed by the fixed steel bars and the movable steel bars is a straight angle, and the minimum angle formed by the fixed steel bars and the movable steel bars is a right angle or an obtuse angle.

[0014] A fixed embedded component that is always located within the range of the pile hole can also be arranged on the outside of the anti-floating steel bar. The fixed embedded component is finally embedded in the cast consolidation body and will not enter the rotary spray consolidation body. Furthermore, at least one fixed embedded component is inherently arranged on the outside of the anti-floating steel bar, and the fixed embedded component is located in the casing. In order to facilitate the installation of the fixed embedded component and ensure the stability of the fixed embedded component, specifically, the fixed embedded component includes a fixed tube and at least one steel bar segment fixed to the outer wall of the fixed tube. The anti-floating steel bar is passed through the fixed tube and fixed by welding. The steel bar segment is perpendicular to the anti-floating steel bar, or the end of the steel bar segment away from the anti-floating steel bar is tilted upward and forms an acute angle with the anti-floating steel bar.

[0015] In order to ensure that the anti-floating steel bars are always arranged along the center line of the casing during construction, further: at least one positioning ring is also sleeved on the outside of the anti-floating steel bars, and the positioning ring is provided with an outer ring, a middle ring and an inner ring in the horizontal plane, the outer ring, the middle ring and the inner ring are all circular and the centers of the circles coincide, the casing is a cylinder, the outer ring and the inner wall of the casing are gap-matched, the outer ring and the middle ring are connected by at least one connecting rod, the middle ring and the inner ring are connected by at least one connecting rod, and the anti-floating steel bars are fixed between the middle ring and the inner ring.

[0016] The present invention also provides an expanded-diameter high-pressure rotary grouting anti-floating pile, the purpose of which is to improve the pile quality of the anti-floating pile and enhance the pull-out resistance that the anti-floating steel bar can withstand. The expanded-diameter high-pressure rotary grouting anti-floating pile has a pile hole arranged vertically and penetrates the upper hard stratum into the lower soft stratum. The inside of the pile hole is a cast consolidation body, and the outside of the pile hole is a rotary grouting consolidation body. The cast consolidation body is a consolidation body formed by placing any of the above-mentioned outward-spreading anti-floating anchor construction devices into the pile hole, taking out the casing, filling aggregates and casting slurry. The rotary grouting consolidation body is a consolidation body formed by high-pressure rotary grouting slurry on the wall of the pile hole. The cast consolidation body and the rotary grouting consolidation body are a whole, and the movable steel bars of the flip-embedded assembly are unfolded and embedded in the rotary grouting consolidation body corresponding to the soft stratum.

[0017] The beneficial effects of the outward-expanding anti-floating anchor construction device and the expanded-diameter high-pressure rotary jet anti-floating pile of the present invention are: the pile head and the casing are connected, and the entire anti-floating anchor construction device can be inserted to a predetermined depth by pressing down or hammering the upper end of the casing, and ensure that the pile head is inserted into a predetermined position in the pile hole. The anti-floating steel bar and the flip embedding component are both located in the casing, and the lower end of the anti-floating steel bar is fixedly connected to the pile head, and the flip embedding component does not affect the insertion construction of the anti-floating anchor at all. After the outward-expanding anti-floating anchor construction device is inserted into the borehole, the casing is rotated to disengage the casing from the pile head, and then the casing is taken out, and the movable steel bar of the flip embedding component is flipped and expanded and inserted into the stratum outside the pile hole range, and then embedded in the rotary jet consolidation body outside the pile hole range, and the fixed steel bar is embedded in the cast consolidation body, and the cast consolidation body and the rotary jet consolidation body are solidified as a whole, which significantly improves the pile diameter and bearing capacity of the anti-floating pile, and improves the pull-out resistance that the anti-floating steel bar can withstand. The present invention improves the pile quality of the anti-floating pile and increases the tolerable pull-out resistance of the anti-floating steel bar.

[0018] The present invention also provides a construction method for expanded-diameter high-pressure rotary grouting anti-floating piles, which is both the use method of the above-mentioned first subject "outward-type anti-floating anchor construction device" and the construction method of the above-mentioned second subject "expanded-diameter high-pressure rotary grouting anti-floating piles", and the purpose is also to enhance the pull-out resistance that the anti-floating anchor can withstand and to improve the pile quality of the anti-floating piles.

[0019] The construction method of the expanded diameter high-pressure rotary grouting anti-floating piles is to construct the anti-floating piles in a high water level stratum with a hard stratum on the upper part and a soft stratum on the lower part, comprising the following steps:

[0020] S1. Determine the location of the pile hole and construct the pile hole. The pile hole penetrates the hard stratum and enters the soft stratum. The hard stratum is generally a pebble layer, and the soft stratum is generally a sand layer or other stratum that can be treated by high-pressure jet grouting. In order to improve the anti-floating property of the anti-floating steel bar, it is best for the pile hole to penetrate the soft stratum and reach or enter the good stratum below the soft stratum, which is a pebble layer or bedrock layer.

[0021] S2. Carry out high-pressure rotary grouting operations from bottom to top in the pile hole.

[0022] S3. Before the high-pressure rotary spraying slurry solidifies, a grouting pipe is installed in the casing of any of the above-mentioned "outward-expanding anti-floating anchor construction devices", and the "outward-expanding anti-floating anchor construction device" is inserted into the pile hole by pressing down or hammering the upper end of the casing. The section where the anti-floating steel bar is located in the soft stratum is provided with a flip embedding component.

[0023] In order to further improve the quality of anti-floating piles, further steps are as follows: flip-embedded components are arranged at intervals in the sections where the anti-floating steel bars are located in the pile hole; or, at least one flip-embedded component is provided in the sections where the anti-floating steel bars are located in the soft strata, and at least one fixed embedded component is fixed to the sections where the anti-floating steel bars are located in other strata, and the fixed embedded components are located in the casing.

[0024] In order to ensure that the anti-floating steel bars are always arranged along the center line of the casing during construction, and to facilitate the installation of the grouting pipe, further: at least one positioning ring is also sleeved on the outside of the anti-floating steel bars, and the positioning ring is provided with an outer ring, a middle ring and an inner ring in the horizontal plane, the outer ring, the middle ring and the inner ring are all circular and the centers of the circles coincide, the casing is a cylinder, the outer ring and the inner wall of the casing are gap-matched, the outer ring and the middle ring are connected by at least one connecting rod, the middle ring and the inner ring are connected by at least one connecting rod, the anti-floating steel bars are fixed between the middle ring and the inner ring, the grouting pipe is clamped in the inner ring of each positioning ring, and the slurry outlet end of the grouting pipe is located at the lower end of the casing.

[0025] S4. Rotate the casing to disengage it from the pile head.

[0026] S5. Fill aggregate into the casing and lift it up, using a method of filling aggregate in layers and gradually lifting the casing up until the casing is pulled out of the pile hole and the pile hole is filled with aggregate, and the movable steel bars of the flip embedding assembly are controlled to flip and unfold and insert into the soft stratum outside the pile hole.

[0027] Several methods are provided below to control the active steel bars of the flip embedding assembly to flip, unfold, and insert into the soft stratum outside the pile hole. Specifically: in step S5, when the lower end of the casing corresponds to the position of the flip embedding assembly, the active steel bars of the flip embedding assembly are flipped, unfolded, and inserted into the soft stratum outside the pile hole by pressing down or hammering the upper end of the casing; or, when the lower end of the casing exceeds the highest flip embedding assembly, the active steel bars of each flip embedding assembly are flipped, unfolded, and inserted into the soft stratum outside the pile hole by lifting the anti-floating steel bars; or an elastic member is provided between the fixed steel bars and the active steel bars of the flip embedding assembly to enable the active steel bars to unfold automatically, and the active steel bars unfold automatically during the lifting of the casing.

[0028] In order to improve the compactness of the aggregate and promote the diffusion of the aggregate to the soft stratum outside the pile hole, further: the aggregate in step S5 is pebbles with a diameter of 0.5 to 2.0 cm, and after the pebbles are filled in layers, vibration is also performed.

[0029] S6. Grout is poured into the pile hole through a grouting pipe and maintained, so that a poured consolidation body is formed inside the pile hole and a rotary jet consolidation body is formed outside the pile hole. The poured consolidation body and the rotary jet consolidation body solidify into a whole.

[0030] The beneficial effect of the construction method of the expanded diameter high-pressure rotary grouting anti-floating pile of the present invention is that after the high-pressure rotary grouting operation, the anti-floating anchor rod construction is immediately carried out. By combining the high-pressure rotary grouting technology with the anti-floating anchor rod technology, the waste of equipment and manpower caused by the repeated hole-drawing construction of the anti-floating anchor rod in the later stage is avoided, and the construction period is also saved. When the outward-expanding anti-floating anchor rod construction device is inserted into the pile hole, the flip-embedded component is located in the casing, and the movable steel bars of the flip-embedded component cannot be unfolded or cannot be fully unfolded. The flip-embedded component does not affect the insertion construction of the anti-floating anchor rod at all. The pile head is connected to the casing. By pressing down or hammering the upper end of the casing, the entire anti-floating anchor rod construction device can be inserted to a predetermined depth, and it is ensured that the pile head is inserted into a predetermined position in the pile hole. After the casing is detached from the pile head, aggregate is filled into the casing. The aggregate not only fills the pile hole, but also diffuses to the soft stratum, so that the strength of the rotary grouting consolidation body corresponding to the soft stratum is higher. When the movable steel bars of the flip embedded assembly are flipped and unfolded by pressing down or hammering the upper end of the casing, the lower end of the casing will also squeeze the filled aggregate, improve the density of the aggregate in the pile hole, and promote the diffusion of the aggregate to the soft stratum. After the casing is taken out of the pile hole, the movable steel bars of the flip embedded assembly automatically or under the action of external force flip outward and downward to unfold, and the movable steel bars are inserted into the soft stratum outside the pile hole range, and finally embedded in the rotary spray consolidation body corresponding to the soft stratum, so as to realize the expansion of the anti-floating pile in the soft interlayer. The cast consolidation body and the rotary spray consolidation body solidify into a whole, which effectively increases the pile diameter and strength of the anti-floating pile in the soft stratum. The present invention improves the pile quality of the anti-floating pile and improves the tolerable pull-out resistance of the anti-floating steel bar. BRIEF DESCRIPTION OF THE DRAWINGS

[0031] Figure 1 It is a structural schematic diagram of an embodiment of an outward-extending anti-floating anchor rod construction device of the present invention.

[0032] Figure 2 yes Figure 1 The schematic diagram of the flip embedding component before unfolding in the illustrated embodiment.

[0033] Figure 3 yes Figure 1 A schematic diagram of the embodiment shown is a diagram of the flipped embedded component after it is unfolded.

[0034] Figure 4 yes Figure 1 A schematic diagram of an example of a fixed embedding component in the illustrated embodiment.

[0035] Figure 5 yes Figure 1 Schematic diagram of the structure on the horizontal section corresponding to the positioning ring.

[0036] Figure 6 It is a structural schematic diagram of an embodiment of the expanded diameter high-pressure rotary grouting anti-floating pile of the present invention.

[0037] Figure markings: pile head 1, metal shell 1-1, reinforced concrete 1-2, positioning plate 1-3, connecting rib 1-4, casing 2, anti-floating steel bar 3, flip embedded assembly 4, fixed steel bar 4-1, movable steel bar 4-2, first connecting seat 4-3, second connecting seat 4-4, limit baffle 4-5, connecting sleeve 5, fixed embedded assembly 6, fixed tube 6-1, steel bar segment 6-2, positioning ring 7, outer ring 7-1, middle ring 7-2, inner ring 7-3, connecting rod 7-4, hard stratum 8-1, soft stratum 8-2, pile hole 9, cast-in-place consolidation body 9-1, rotary jet consolidation body 9-2. DETAILED DESCRIPTION

[0038] The present invention will be further described below in conjunction with the accompanying drawings.

[0039] The first subject of the present invention is an outward-expanding anti-floating anchor rod construction device, which is used to construct an anti-floating anchor rod in a pile hole. Figure 1 As shown, the outward-extending anti-floating anchor construction device includes a pile head 1, a casing 2 and anti-floating steel bars 3.

[0040] The top of the pile head 1 is provided with a threaded joint, which can be an external thread or an internal thread. The lower end of the casing 2 is provided with a threaded joint that matches the threaded joint at the top of the pile head 1 and is threadedly connected to the pile head 1. The casing 2 is generally a steel cylinder, and the shape of the casing 2 in the horizontal section can be any polygon. Since the pile hole 9 is generally circular and the lower end of the casing 2 is provided with a threaded joint, the casing 2 is generally a steel cylinder. The top surface of the pile head 1 is generally circular so that the threaded joint can be provided, and the diameter of the top surface of the pile head 1 is consistent with the outer diameter of the casing 2.

[0041] In order to facilitate the arrangement of the threaded joint on the pile head 1, the pile head 1 is vertically divided into two sections, the lower section of the pile head 1 is conical or pyramidal, and the upper section of the pile head 1 is cylindrical or a truncated cone with a larger bottom and a smaller top, and the bottom surface of the lower end of the truncated cone overlaps with the bottom surface of the cone, such as Figure 1As shown. The upper section of the pile head 1 is in the shape of a truncated cone with a larger bottom and a smaller top, which can reduce the friction between the casing 2 and the wall of the pile hole 9 during the insertion of the anti-floating anchor construction device, thereby reducing the resistance of the anti-floating anchor construction device to the insertion. The center line of the pile head 1 coincides with the center line of the casing 2. The casing 2 needs to be disengaged from the pile head 1 by rotation during construction. In order to avoid the pile head 1 rotating together with the casing 2 when the casing 2 is rotated, which affects the disengagement of the casing 2 from the pile head 1, the lower section of the pile head 1 is in the shape of a cone, and at least one positioning plate 1-3 is fixed on the side of the cone. The plane corresponding to the positioning plate 1-3 is vertical and passes through the center line of the pile head 1. The positioning plate 1-3 is inserted into the soil on the lower side of the pile head 1, making it difficult for the pile head 1 to rotate around its center line. The number of positioning plates 1-3 is two or more, and each positioning plate 1-3 is evenly distributed. The positioning plate 1-3 also has a guiding function during the insertion of the pile head 1. The pile head 1 has no specific requirements on the material, as long as the hardness and strength are sufficient, it can be made of metal or reinforced concrete. In order to ensure the strength of the pile head 1, the pile head 1 is preferably made of metal, generally steel; or Figure 1 As shown, the pile head 1 includes a metal shell 1-1 and reinforced concrete 1-2 inside the metal shell 1-1, and the reinforcement of the reinforced concrete 1-2 can be arranged along the radial direction of the pile head 1 and fixedly connected to the metal shell 1-1. The metal shell 1-1 serves as a casting template and also improves the flatness of the surface of the pile head 1. The top of the metal shell 1-1 is also convenient for setting a threaded joint.

[0042] At least one anti-floating steel bar 3 is provided, and each anti-floating steel bar 3 is arranged along the center line of the casing 2 and is located inside the casing 2. The lower end of each anti-floating steel bar 3 is fixedly connected to the pile head 1. The anti-floating steel bar 3 is firmly connected to the pile head 1. The anti-floating steel bar 3 can be directly embedded in the concrete inside the pile head 1, or the pile head 1 is provided with a joint for connecting with the anti-floating steel bar 3. For example, see Figure 1 , a connecting bar 1-4 is provided at the center position of the top surface of the pile head 1, and the number of the connecting bars 1-4 is equal to the number of the anti-floating steel bars 3, and the lower section of each connecting bar 1-4 is fixed in the pile head 1, for example, the lower section of the connecting bar 1-4 is fixedly connected to the reinforcement of the reinforced concrete 1-2 in the pile head 1, and the upper section of each connecting bar 1-4 is exposed on the top surface of the pile head 1, and the lower end of each anti-floating steel bar 3 is fixedly connected to the upper end of each connecting bar 1-4 respectively. The connecting bar 1-4 and the anti-floating steel bar 3 can be connected mechanically by welding or by other means. For example, the connecting bar 1-4 is fixedly connected to the anti-floating steel bar 3 by a connecting sleeve 5, and the upper end of the connecting bar 1-4 and the lower end of the anti-floating steel bar 3 connected thereto are both located in the openings at both ends of the same connecting sleeve 5 and are threadedly connected or welded, such as Figure 1 shown.

[0043] There are usually multiple anti-floating steel bars 3 to form an anti-floating steel bar bundle. It is best for each anti-floating steel bar 3 to be arranged along the center line of the casing 2. In order to ensure that the anti-floating steel bars 3 are always arranged along the center line of the casing 2 during construction, at least one positioning ring 7 is also sleeved on the outside of the anti-floating steel bars 3. The positioning ring 7 plays a role in fixing the anti-floating steel bars 3 near the center line of the casing 2. There are usually multiple positioning rings 7, which are arranged at intervals along the vertical direction. For example, see Figure 5 The positioning ring 7 is provided with an outer ring 7-1, a middle ring 7-2 and an inner ring 7-3 in a horizontal plane. The outer ring 7-1, the middle ring 7-2 and the inner ring 7-3 are all in annular shape and their centers coincide. The outer ring 7-1 and the middle ring 7-2 are connected by at least one connecting rod 7-4, and the middle ring 7-2 and the inner ring 7-3 are connected by at least one connecting rod 7-4. The connecting rod 7-4 makes the outer ring 7-1, the middle ring 7-2 and the inner ring 7-3 a whole. The outer ring 7-1 is matched with the inner wall clearance of the casing 2, and the shape of the outer ring 7-1 is adapted to the shape of the casing 2, and both are circular. The anti-floating steel bar 3 is fixed between the middle ring 7-2 and the inner ring 7-3, and the spacing between the middle ring 7-2 and the inner ring 7-3 is preferably consistent with the diameter of the anti-floating steel bar 3, so as to fix the position of the anti-floating steel bar 3. The inner hole of the inner ring 7-3 can be used to arrange the grouting pipe.

[0044] At least one flip embedding component 4 is fixed to the outer periphery of the anti-floating steel bar 3. The flip embedding component 4 has two states: a flipped and unfolded state and a non-flipped and unfolded state. When the flip embedding component 4 is located in the casing 2, the flip embedding component 4 is in the non-flipped and unfolded state. Figure 2 After the casing 2 of the outward-expanding anti-floating anchor construction device is moved out of the pile hole 9, the flip embedding component 4 can be in a flipped and unfolded state, such as Figure 3 shown.

[0045] The flip embedding assembly 4 includes a fixed steel bar 4-1 and a movable steel bar 4-2. The fixed steel bar 4-1 is arranged along the radial direction of the casing 2. One end of the fixed steel bar 4-1 is fixedly connected to the anti-floating steel bar 3, for example, by welding, and the other end of the fixed steel bar 4-1 is rotatably connected to the movable steel bar 4-2. No matter how the movable steel bar 4-2 rotates around the fixed steel bar 4-1, the fixed steel bar 4-1 and the anti-floating steel bars 3 at both ends and the movable steel bar 4-2 are always located in the same vertical plane, and the movable steel bar 4-2 is always located above the horizontal plane corresponding to the fixed steel bar 4-1. The movable steel bar 4-2 rotates around the fixed steel bar 4-1. The movable steel bar 4-2 can be rotated until the movable steel bar 4-2 is completely located within the range corresponding to the casing 2, at which time the fixed steel bar 4-1 and the movable steel bar 4-2 are completely located within the range corresponding to the casing 2; the movable steel bar 4-2 can also be rotated until the movable steel bar 4-2 is partially located outside the range corresponding to the casing 2, at which time the fixed steel bar 4-1 is completely located within the range corresponding to the casing 2, and the movable steel bar 4-2 is partially located outside the range corresponding to the casing 2 and partially located outside the range corresponding to the casing 2. The total length of the interconnected fixed steel bars 4-1 and the movable steel bars 4-2 is greater than the radius of the casing 2, so that the movable steel bars 4-2 can expand outward after being unfolded. The length of the fixed steel bars 4-1 is preferably consistent with the radius of the casing 2, and one end of the fixed steel bars 4-1 connected to the movable steel bars 4-2 abuts against the inner wall of the casing 2, and the movable steel bars 4-2 can be rotated to form a right angle with the fixed steel bars 4-1, so that the movable steel bars 4-2 can expand outward as much as possible. After the movable steel bars 4-2 of the flip embedding assembly 4 are flipped outward and unfolded downward, they can be inserted into the soft stratum outside the pile hole 9, and finally embedded in the rotary grouting consolidation body 9-2.

[0046] The following provides an embodiment in which the fixed steel bar 4-1 and the movable steel bar 4-2 are rotatably connected. Figure 2 and Figure 3The end of the fixed steel bar 4-1 away from the anti-floating steel bar 3 is provided with a first connection seat 4-3, and the first connection seat 4-3 is provided with an axial hole arranged in the horizontal direction. The end of the movable steel bar 4-2 is provided with a second connection seat 4-4, and the second connection seat 4-4 is provided with a rotating shaft, and the rotating shaft is passed through the axial hole. The first connection seat 4-3 or the second connection seat 4-4 is also provided with a limit baffle 4-5 for limiting the fixed steel bar 4-1 and the movable steel bar 4-2 to form an extreme angle. The axial hole of the first connection seat 4-3 is preferably arranged eccentrically, and the second connection seat 4-4 is eccentrically connected to the first connection seat 4-3. When the lower end of the casing 2 corresponds to the position of the flip embedded component 4, the upper end of the casing 2 is pressed down or hammered, and the movable steel bar 4-2 of the flip embedded component 4 is naturally flipped and unfolded and maintained in the unfolded state. The extreme angle formed by the fixed steel bar 4-1 and the movable steel bar 4-2 includes a maximum angle and a minimum angle. The movable steel bar 4-2 is unfolded after the casing 2 is taken out. In order to facilitate the flipping of the movable steel bar 4-2 embedded in the assembly 4, it is flipped outward and downward under the action of external force. For example, in order to facilitate the unfolding of the movable steel bar 4-2 by the downward pressure of the casing 2, the minimum angle formed by the fixed steel bar 4-1 and the movable steel bar 4-2 is a right angle or an obtuse angle, and the movable steel bar 4-2 abuts against the casing 2 when it is in the casing 2. In order to improve the anti-floating property of the anti-floating steel bar 3, the maximum angle formed by the fixed steel bar 4-1 and the movable steel bar 4-2 is a flat angle, that is, the fixed steel bar 4-1 and the movable steel bar 4-2 are arranged along the radial direction of the anti-floating steel bar 3. In order to make the movable steel bar 4-2 automatically unfold or have a tendency to automatically unfold, an elastic member that enables the movable steel bar 4-2 to unfold automatically can also be arranged between the fixed steel bar 4-1 and the movable steel bar 4-2. The elastic member can be a tension spring, a spring, a torsion spring, an elastic sheet, etc. The movable steel bar 4-2 automatically unfolds during the lifting of the casing 2.

[0047] In order to improve the anti-floating property of the anti-floating steel bar 3, a fixed embedded component 6 which is always located within the pile hole 9 can also be fixedly arranged on the outside of the anti-floating steel bar 3. The fixed embedded component 6 is always located in the casing 2 and is finally embedded in the cast consolidation body 9-1. The fixed embedded component 6 will not enter the rotary grouting consolidation body 9-2. At least one fixed embedded component 6 is also fixed on the outside of the anti-floating steel bar 3. The fixed embedded component 6 is located in the casing 2, such as Figure 4 As shown, the fixed embedded component 6 includes a fixed tube 6-1 and at least one steel bar segment 6-2 fixed to the outer wall of the fixed tube 6-1, the anti-floating steel bar 3 is passed through the fixed tube 6-1 and welded and fixed, the steel bar segment 6-2 is welded and connected to the fixed tube 6-1, different steel bar segments 6-2 avoid crossing, and are placed at equal intervals according to a circular angle, the steel bar segment 6-2 is perpendicular to the anti-floating steel bar 3, or the end of the steel bar segment 6-2 away from the anti-floating steel bar 3 is tilted upward and forms an acute angle with the anti-floating steel bar 3.

[0048] The second subject of the present invention is an expanded diameter high pressure rotary grouting anti-floating pile, which is actually an anti-floating pile constructed by the first subject. Figure 6 The pile hole 9 of the expanded-diameter high-pressure rotary jet anti-floating pile is arranged vertically and penetrates the upper hard stratum 8-1 to enter the lower soft stratum 8-2. The pile hole 9 can also penetrate the soft stratum 8-2 to reach or enter the good stratum below the soft stratum 8-2. The hard stratum 8-1 is generally a pebble layer, and the soft stratum 8-2 is generally a sand layer or other stratum that can be treated by high-pressure rotary jetting. The good stratum is generally a pebble layer or a bedrock layer. The inside of the pile hole 9 is a cast consolidation body 9-1, and the outside of the pile hole 9 is a rotary jet consolidation body 9-2. The cast consolidation body 9-1 is a consolidation body formed by placing the outward-spreading anti-floating anchor construction device described in the first subject in the pile hole 9, taking out the casing 2, filling aggregate and pouring slurry. In order to facilitate the diffusion of aggregate and dense filling, the aggregate is preferably pea stone, for example, the aggregate is pea stone with a diameter of 0.5 to 2.0 cm, and a layered and step-by-step filling method is adopted during filling. The jet-jet consolidation body 9-2 is formed by jetting slurry at high pressure onto the wall of the pile hole 9. The cast consolidation body 9-1 and the jet-jet consolidation body 9-2 are solidified synchronously and become a whole. The movable steel bar 4-2 of the flip embedding component 4 is unfolded and embedded in the jet-jet consolidation body 9-2 corresponding to the soft stratum 8-2.

[0049] The third subject of the present invention is a construction method of an expanded diameter high pressure rotary grouting anti-floating pile, which is both the use method of the first subject "outward expansion type anti-floating anchor rod construction device" and the construction method of the second subject "expanded diameter high pressure rotary grouting anti-floating pile". Figure 6 The construction method of the expanded diameter high-pressure rotary grouting anti-floating piles comprises the following steps: constructing the anti-floating piles in a high water level stratum with a hard stratum 8-1 at the top and a soft stratum 8-2 at the bottom.

[0050] S1. Determine the position of the pile hole 9 and construct the pile hole 9. The pile hole 9 penetrates the hard stratum 8-1 from top to bottom and enters the soft stratum 8-2. When determining the position of the pile hole 9, it is generally necessary to excavate to 50cm above the base elevation, and measure and determine the plane position of the pile hole 9. When constructing the pile hole 9, a down-the-hole drill is used to lead the hole. After the hole is formed, a PVC pipe with a diameter of 110mm is placed. The pre-buried length depends on the hole depth, and then the casing used for drilling the pipe in the hole is pulled out in order. It is best for the pile hole 9 to pass through the soft stratum 8-2 to reach or enter the soft stratum 8-2 in the good stratum below. The good stratum 8-3 is generally a pebble layer or a bedrock layer.

[0051] S2. Perform high-pressure rotary grouting operation from bottom to top in the pile hole 9.

[0052] Insert the jet pipe into the pile hole 9. When the nozzle of the jet pipe reaches the designed elevation, the jet grouting can be performed. For example, the slurry uses ordinary Portland cement with a strength grade of P.0.42.5, and the water-cement ratio of the slurry is 0.8-1.0. After the jet grouting parameters reach the specified values, the jet pipe is immediately lifted according to the requirements of the high-pressure rotary jetting process, and the jet grouting is rotated from bottom to top to 500mm above the top surface of the soft stratum 8-2. The overlap length of the segmented lifting of the jet pipe is not less than 100mm. When there is no pressure back grouting in the lead hole section, the jet pipe is quickly pulled out. In order to prevent the slurry from solidifying and shrinking and affecting the elevation of the pile top, measures such as grouting backfilling or secondary grouting are also required at the original hole position.

[0053] S3. Before the high-pressure rotary spraying slurry solidifies, a grouting pipe is installed in the casing 2 of the first subject "outward-expanding anti-floating anchor construction device", and the "outward-expanding anti-floating anchor construction device" is inserted into the pile hole 9 by pressing down or hammering the upper end of the casing 2.

[0054] The structure of the "outward-extended anti-floating anchor construction device" refers to the description of the first topic above. The entire segment of the anti-floating steel bar 3 located in the pile hole 9 can be arranged with flip embedding components 4 at intervals. At this time, the flip embedding component 4 located in the hard stratum 8-1 is never flipped and unfolded, and the flip embedding component 4 located in the soft stratum 8-2 is flipped and unfolded. Alternatively, the segment of the anti-floating steel bar 3 located in the soft stratum 8-2 is provided with a flip embedding component 4, and the segment of the anti-floating steel bar 3 located in other strata is fixed with a fixed embedding component 6, and the fixed embedding component 6 is one or more. Among them, other strata are strata outside the soft stratum 8-2, including the hard stratum 8-1. When a positioning ring 7 is sleeved on the outside of the anti-floating steel bar 3, in order to facilitate the installation of the grouting pipe, the grouting pipe can be temporarily fixed in the inner ring 7-3 of each positioning ring 7, and the slurry outlet end of the grouting pipe is located at the lower end of the casing 2.

[0055] The "outward-type anti-floating anchor construction device" is generally inserted into the pile hole 9 by vibrating the casing 2, and the pile head 1 preferably passes through the soft stratum 8-2 to reach or enter the good stratum below. During the lowering process, the force and speed of the vibrating hammer are strictly controlled to avoid slurry return from the treated stratum, while ensuring that the verticality of the hole meets the design requirements.

[0056] S4, rotating the casing 2 to disengage the casing 2 from the pile head 1. After the "outward-spreading anti-floating anchor construction device" is inserted to the predetermined position, the upper end of the casing 2 is rotated by a clamp to disengage the casing 2 from the pile head 1.

[0057] S5, fill the aggregate into the casing 2 and lift the casing 2, adopt the mode of filling the aggregate in layers and gradually lifting the casing 2, until the casing 2 is pulled out from the pile hole 9 and the pile hole 9 is filled with aggregate. When filling the aggregate in layers, the filling thickness needs to be controlled within a certain range to ensure that the aggregate is evenly and densely filled inside the casing 2 to avoid the occurrence of voids. In order to facilitate the diffusion of aggregate and dense filling, the aggregate is preferably pea stone, for example, the aggregate is a pea stone with a diameter of 0.5~2.0cm, and after the pea stone is filled in layers, it is also vibrated. After the pea stone is filled to a certain thickness, the pea stone is vibrated, and the purpose of the vibration is to make the pea stone densely filled and make the pea stone diffuse around the pile hole 9, then the casing 2 is lifted to a certain height, so that the bottom elevation of the casing 2 is slightly lower than the top elevation of the pea stone, then the pea stone is filled and vibrated, and the operation is repeated. After filling the pea stone, hammering the top of the casing 2 can also make the pea stone dense and diffuse in the surrounding strata. When the height of the casing 2 raised to the lower end reaches the height corresponding to the flip embedding assembly 4 and the flip embedding assembly 4 needs to be unfolded, the movable steel bars 4-2 of the flip embedding assembly 4 are flipped and unfolded and inserted into the soft stratum 8-2 outside the pile hole 9 by pressing down or hammering the upper end of the casing 2; or, when the lower end of the casing 2 exceeds the highest flip embedding assembly 4, the movable steel bars 4-2 of each flip embedding assembly 4 are flipped and unfolded and inserted into the soft stratum 8-2 outside the pile hole 9 by lifting the anti-floating steel bars 3. After the casing 2 is pulled out of the pile hole, the peas should be replenished in time to ensure the filling effect of the peas in the pile hole 9.

[0058] S6. Grout is poured into the pile hole 9 through a grouting pipe and maintained, so that a poured consolidation body 9-1 is formed inside the pile hole 9 and a rotary jet consolidation body 9-2 is formed outside the pile hole 9. The poured consolidation body 9-1 and the rotary jet consolidation body 9-2 solidify into a whole.

[0059] For example, the grouting slurry is mixed with ordinary Portland cement of grade P.0.42.5, the water-cement ratio of the slurry is 0.45-0.50, the slurry is pure cement slurry with a strength of M30, and the grouting pressure is 0.8-1.0MPa. When grouting the grouting slurry, when thick slurry emerges from the hole mouth, the grouting should be suspended, and the pressure should be re-pressed after a period of pause, for example, re-pressed after a pause of about 10 minutes. When the thick slurry emerges again, the grouting should be stopped. After the pile hole 9 is bored, the grouting should be completed within 24 hours. If secondary grouting is required, the grouting pressure should be greater than 2.0MPa. During the curing period, it is prohibited to touch the exposed anti-floating steel bars 3 with external force.

Claims

1. The outward-extending anti-floating anchor construction device is characterized by: The invention comprises a pile head (1), a casing (2) and an anti-floating steel bar (3), wherein a threaded joint is provided at the top of the pile head (1), a threaded joint is provided at the bottom end of the casing (2) and is threadedly connected to the pile head (1), at least one anti-floating steel bar (3), each anti-floating steel bar (3) is arranged along the center line of the casing (2) and is located inside the casing (2), the bottom end of each anti-floating steel bar (3) is fixedly connected to the pile head (1), at least one flip embedding component (4) is fixed to the outer periphery of the anti-floating steel bar (3), the flip embedding component (4) comprises a fixed steel bar (4-1) and a movable steel bar (4-2), the fixed steel bar (4-1) is arranged along the casing ( 2), one end of the fixed steel bar (4-1) is fixedly connected to the anti-floating steel bar (3), the other end of the fixed steel bar (4-1) is rotatably connected to the movable steel bar (4-2), the movable steel bar (4-2) can be rotated until the movable steel bar (4-2) is completely located within the range corresponding to the casing (2), or can be rotated until the movable steel bar (4-2) is partially located outside the range corresponding to the casing (2), the fixed steel bar (4-1) and the anti-floating steel bars (3) at both ends and the movable steel bar (4-2) are located in the same vertical plane, and the rotation range of the movable steel bar (4-2) around the fixed steel bar (4-1) is located above the horizontal plane corresponding to the fixed steel bar (4-1).

2. The outward-extending anti-floating anchor construction device according to claim 1 is characterized in that: The pile head (1) is divided into two sections in the vertical direction, the lower section of the pile head (1) is in a cone or pyramid shape, and the upper section of the pile head (1) is in a cylindrical shape or a truncated cone shape with a larger bottom and a smaller top. The diameter of the top surface of the pile head (1) is consistent with the outer diameter of the casing (2), and the center line of the pile head (1) coincides with the center line of the casing (2).

3. The outward-extending anti-floating anchor construction device according to claim 2 is characterized in that: The lower section of the pile head (1) is in a cone shape, and at least one positioning plate (1-3) is fixed to the side of the cone. The plane corresponding to the positioning plate (1-3) is vertical and passes through the center line of the pile head (1).

4. The outward-extending anti-floating anchor construction device according to claim 1 is characterized in that: The pile head (1) is made of metal, or the pile head (1) comprises a metal shell (1-1) and reinforced concrete (1-2) inside the metal shell (1-1).

5. The outward-extending anti-floating anchor construction device according to claim 1 is characterized in that: A connecting bar (1-4) is provided at the center of the top surface of the pile head (1), the number of the connecting bars (1-4) is equal to the number of the anti-floating steel bars (3), the lower section of each connecting bar (1-4) is fixed in the pile head (1), the upper section of each connecting bar (1-4) is exposed on the top surface of the pile head (1), and the lower end of each anti-floating steel bar (3) is fixedly connected to the lower end of each connecting bar (1-4) respectively.

6. The outward-extending anti-floating anchor construction device according to claim 5, characterized in that: The connecting bars (1-4) and the anti-floating steel bars (3) are fixedly connected via a connecting sleeve (5); the upper ends of the connecting bars (1-4) and the lower ends of the anti-floating steel bars (3) connected thereto are both located in the openings at both ends of the same connecting sleeve (5) and are threadedly or welded together.

7. The outward-extending anti-floating anchor construction device according to any one of claims 1 to 6, characterized in that: A first connection seat (4-3) is provided at one end of the fixed steel bar (4-1) away from the anti-floating steel bar (3), and the first connection seat (4-3) is provided with an axial hole arranged in the horizontal direction. A second connection seat (4-4) is provided at one end of the movable steel bar (4-2), and the second connection seat (4-4) is provided with a rotating shaft, which is passed through the axial hole. The first connection seat (4-3) or the second connection seat (4-4) is also provided with a limit baffle (4-5) for limiting the maximum angle and the minimum angle formed by the fixed steel bar (4-1) and the movable steel bar (4-2).

8. The outward-extending anti-floating anchor construction device according to any one of claims 1 to 6, characterized in that: The outer side of the anti-floating steel bar (3) also has at least one fixed embedded component (6), which is located in the casing (2). The fixed embedded component (6) comprises a fixed tube (6-1) and at least one steel bar segment (6-2) fixed to the outer wall of the fixed tube (6-1). The anti-floating steel bar (3) passes through the fixed tube (6-1) and is fixed by welding. The steel bar segment (6-2) is perpendicular to the anti-floating steel bar (3), or one end of the steel bar segment (6-2) away from the anti-floating steel bar (3) is tilted upward and forms an acute angle with the anti-floating steel bar (3).

9. The outward-extending anti-floating anchor construction device according to any one of claims 1 to 6, characterized in that: At least one positioning ring (7) is sleeved on the outside of the anti-floating steel bar (3). The positioning ring (7) is provided with an outer ring (7-1), a middle ring (7-2) and an inner ring (7-3) in a horizontal plane. The outer ring (7-1), the middle ring (7-2) and the inner ring (7-3) are all in annular shapes and their centers coincide. The casing (2) is a cylinder. The outer ring (7-1) is loosely matched with the inner wall of the casing (2). The outer ring (7-1) and the middle ring (7-2) are connected by at least one connecting rod (7-4). The middle ring (7-2) and the inner ring (7-3) are connected by at least one connecting rod (7-4). The anti-floating steel bar (3) is fixed between the middle ring (7-2) and the inner ring (7-3).

10. An expanded diameter high pressure rotary grouting anti-floating pile, wherein the pile hole (9) is arranged vertically and penetrates the upper hard stratum (8-1) and enters the lower soft stratum (8-2), the inside of the pile hole (9) is a cast consolidation body (9-1), and the outside of the pile hole (9) is a rotary grouting consolidation body (9-2), characterized in that: The cast-in-place consolidation body (9-1) is a consolidation body formed by placing the outward-extending anti-floating anchor construction device described in any one of claims 1 to 9 into the pile hole (9), taking out the casing (2), filling aggregate and cast-in-place slurry, and the jet-jet consolidation body (9-2) is a consolidation body formed by jetting slurry at high pressure onto the wall of the pile hole (9). The cast-in-place consolidation body (9-1) and the jet-jet consolidation body (9-2) are a whole, and the movable steel bar (4-2) of the flip-embedded component (4) is unfolded and embedded into the jet-jet consolidation body (9-2) corresponding to the soft stratum (8-2).

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