CN115434315A - Pressure-bearing type prestress anti-floating anchor rod and construction method - Google Patents
Pressure-bearing type prestress anti-floating anchor rod and construction method Download PDFInfo
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- CN115434315A CN115434315A CN202211131137.1A CN202211131137A CN115434315A CN 115434315 A CN115434315 A CN 115434315A CN 202211131137 A CN202211131137 A CN 202211131137A CN 115434315 A CN115434315 A CN 115434315A
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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
- E02D5/74—Means for anchoring structural elements or bulkheads
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/08—Sinking workpieces into water or soil inasmuch as not provided for elsewhere
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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
- E02D27/01—Flat foundations
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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
- E02D31/02—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 ground humidity or ground water
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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
- E02D31/12—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 against upward hydraulic pressure
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/30—Miscellaneous comprising anchoring details
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Abstract
The application relates to a pressure-bearing type prestress anti-floating anchor rod, which comprises a twisted steel bar, wherein the lower end of the twisted steel bar is fixedly provided with a bag; cement concretion bodies are filled in the bag bags, and anchor holes are formed in the outer sides of the threaded reinforcing steel bars; the anchor hole comprises a common section and an expanded section; the bag is positioned in the expansion section, and anchoring slurry is formed in the anchor hole and positioned on the outer side of the bag; the upper end of the twisted steel bar is provided with an upper tensioning end plate; a foundation cushion layer is arranged below the upper tensioning end plate; the upper tensioning end plate is screwed down through a prestressed nut to tension the twisted steel; the thread steel bar is sleeved with the spiral steel bar above the foundation cushion layer; the upper end of the spiral steel bar is provided with a connecting end plate, and the upper surface of the connecting end plate is provided with a connecting nut connected with the spiral steel bar; a raft plate with a concrete structure is laid on the foundation bed course; the twisted steel is positioned in the raft. The application also relates to a construction method of the pressure-bearing type prestress anti-floating anchor rod, and the application has the effect that the deformed steel bar can improve the larger anti-floating acting force.
Description
Technical Field
The application relates to the technical field of anti-floating anchor rods, in particular to a pressure-bearing type prestress anti-floating anchor rod and a construction method.
Background
The anti-floating anchor rod is an underground structure of building engineering, and when the depth of a building foundation exceeds the underground water level, the building can be subjected to the buoyancy of underground water. When the self weight of the building is not enough to overcome the buoyancy of the building, the anti-floating anchor rod needs to be additionally arranged. The anti-floating anchor rod is used for resisting upward buoyancy force borne by the building structure so as to ensure the stability of the building structure.
Anti-floating anchor rod includes the twisted steel among the correlation technique, the twisted steel is formed with the anchor slurry outward, the anchor end plate is worn to establish down in the bottom of twisted steel, lower anchor end plate is fixed with the nut for the twisted steel, lower anchor end below sets up the stiffening rib, improve the bearing capacity of anchor end plate down, the twisted steel upper end is passed the stretch-draw end plate and is used the nut fixed, the twisted steel is at top stretch-draw prestressing force and locking back, because the twisted steel directly transmits power to anchor end plate down, lower anchor end plate extrudees the anchor slurry under the effect of twisted steel, the anchor slurry is that concrete or cement mortar material pour and form, make the anchor slurry be the state that the full length was compressed.
But because the lower anchoring end plate is not enough with the connection strength of the twisted steel in the above structure, the anti-floating effect provided by the lower anchoring end plate is smaller.
Disclosure of Invention
In order to enable the twisted steel to improve large anti-floating acting force, the application provides a pressure-bearing type prestress anti-floating anchor rod and a construction method.
The application provides a pressure-bearing type prestressing force anti-floating anchor rod adopts following technical scheme:
a pressure-bearing type prestress anti-floating anchor rod comprises a twisted steel bar, wherein a bag is fixedly arranged at the lower end of the twisted steel bar; cement concretion bodies are filled in the bag, and anchor holes are formed in the outer sides of the twisted steel bars; the anchor hole comprises a common section and an enlarged section; the bag is positioned in the expansion section, and anchoring slurry is formed in the anchoring hole and positioned on the outer side of the bag; an upper tensioning end plate is arranged at the upper end of the twisted steel bar; a foundation cushion layer is arranged below the upper tensioning end plate; the upper tensioning end plate is screwed down through a prestressed nut to tension the threaded steel bar; the spiral steel bars are sleeved above the foundation cushion layer; the upper end of the spiral steel bar is provided with a connecting end plate, and the upper surface of the connecting end plate is provided with a connecting nut connected with the spiral steel bar; a raft plate with a concrete structure is laid on the foundation bed course; the threaded steel bars are positioned in the raft plates.
Through adopting above-mentioned technical scheme, during the use, the lower extreme of twisted steel sets up the bag, make the anchor eye set ordinary section and expansion section, be used for placing the bag in expanding the section, when adding the grout in the bag in order to form the cement concretion body, the cement concretion body can have higher joint strength with the lower extreme of twisted steel, the anchor slurry is located the outside of twisted steel, upper end at the twisted steel sets up the twisted steel, and the twisted steel is used for the raft board intensity around the reinforcing twisted steel, and then the upper end of twisted steel with can be connected more firmly with the raft board, thereby the anti floating force that can improve the twisted steel under the circumstances of comparison fastness is connected at the both ends of twisted steel.
Preferably, the part of the twisted steel bar in the common section is provided with a centering bracket; the centering support comprises a support rod and inclined support rods, one end of the support rod is rotatably connected to the twisted steel through a U-shaped connecting piece, a plurality of support rods are arranged along the circumferential direction of the twisted steel, the inclined support rods are located above the support rod, one end of each inclined support rod is rotatably connected to the twisted steel, and a first clamping groove and a second clamping groove are formed in one surface, facing the inclined support rods, of the support rod; when the supporting rod is in a horizontal state, the end part of the inclined supporting rod is clamped into the second clamping groove; when the supporting rod is in an upward inclined state, the inclined supporting rod is clamped into the first clamping groove.
Through adopting above-mentioned technical scheme, the bracing piece rotates to be connected on the twisted steel, when the diagonal brace card was gone into first draw-in groove, the bracing piece was in the state of tilt up, makes things convenient for the twisted steel to take centering support to put into in the anchor eye, reachs predetermined position when the twisted steel, rotates the bracing piece again, makes the diagonal brace card go into in the second draw-in groove, and then makes centering support threaded steel's position, makes the twisted steel be in the center in anchor eye, improves the quality of stock.
Preferably, a plurality of reinforcing rods are installed on the part, located in the bag, of the threaded steel bars, one ends of the reinforcing rods are rotatably connected to the threaded steel bars, floating balls are fixedly arranged at the other ends of the reinforcing rods, and the reinforcing rods are in an inclined downward state through the floating balls.
Through adopting above-mentioned technical scheme, be connected with the floater on the stiffener, when filling into grout in the bag, because the floater receives the buoyancy of grout, make the stiffener keep away from the one end in the twisted steel and upwards rotate, and then can make the stiffener rotate the state of slope, and then can further improve the joint strength of cement concretion body and twisted steel through the stiffener.
Preferably, the upper end of the bag is mounted on the twisted steel through an upper connecting piece, a grouting connecting pipe and an exhaust pipe are fixedly arranged on the upper connecting piece, and the grouting connecting pipe is vertically arranged; the grouting connecting pipe and the exhaust pipe are communicated with the inside of the bag; the upper end of the grouting connecting pipe is used for being connected with the grouting pipe in a threaded mode.
Through adopting above-mentioned technical scheme, the slip casting connecting pipe is used for connecting the inside of bag, slip casting pipe and slip casting connecting pipe threaded connection, after adding grout through the slip casting pipe to the bag in, rotate the slip casting pipe, make the slip casting pipe dismantle from the slip casting connecting pipe, conveniently retrieve the slip casting pipe, blast pipe and bag intercommunication, the grout that remains in the convenient bag of will bag is discharged through the grout that flows in to make the grout can be full of the bag.
Preferably, the cement mortar water cement ratio adopted by the cement bonded stone body is smaller than that of the anchor mortar.
Through adopting above-mentioned technical scheme, the grout water lime that the cement stone body adopted is smaller, makes the intensity of the cement stone body higher, and the bag is used for cutting apart the grout of the less water lime ratio that the anchor thick liquids in the outside used simultaneously to guarantee the joint strength of the cement stone body and twisted steel.
The application provides a construction method of a pressure-bearing type prestress anti-floating anchor rod, which adopts the following technical scheme:
a construction method of a pressure-bearing type prestress anti-floating anchor rod comprises the steps of installing and positioning a drilling machine, forming an anchor hole, anchoring, grouting a bag and tensioning the anchor rod; in the installation and positioning of the drilling machine, the drilling machine adopts a rotary spraying drilling machine; the drilling machine comprises a drill rod, wherein a grout outlet is formed in the side wall of the end part of the drill rod, and grout is sprayed in the grout outlet; in the anchor hole forming process, a drill rod rotates at the speed of 10-15r/min, and after the common section of the anchor hole is finished, the injection pressure is increased to form an expanded section; in the anchoring process, the bag is in a contraction state, so that one end of the threaded steel bar with the bag corresponds to the anchor hole, the threaded steel bar is placed in the anchor hole, and the grouting pipe is connected to the bag; and tensioning the threaded steel bar through a jack in the tensioning of the anchor rod, keeping the maximum force of the jack on the threaded steel bar larger than the designed prestress of the threaded steel bar, and unloading to the designed prestress to lock.
Through adopting above-mentioned technical scheme, the rig adopts the jet grouting rig soon, offer out the thick liquid hole at the tip of drilling rod, make out the downthehole grout that flows out of thick liquid, the impact force that adopts the grout to have carries out the shaping to the anchor eye, and increase injection pressure and can the shaping and enlarge the section, it is more convenient to make the anchor eye shaping, the diameter of ordinary section can be used for placing the bag of contraction state can, simultaneously at the in-process of stock stretch-draw, earlier be greater than the prestressing force of design to the biggest power of twisted steel, then reach the prestressing force of design after through the off-load, thereby can guarantee that the twisted steel can have more accurate prestressing force.
Preferably, the lower end of the drill rod is provided with a measuring assembly, and the measuring assembly comprises a central ball, a pull rope and a winding wheel; the central ball corresponds to the slurry outlet hole, one end of the pull rope is fixed on the central ball, and the other end of the pull rope enters the drill rod from the center of the slurry outlet hole and is fixed on the winding wheel; a spring for winding the pull rope by rotating the winding wheel is connected to the winding wheel; the winding wheel is connected with a sensor for measuring the rotation angle of the winding wheel; in the anchor hole forming process, cement paste sprayed out of the cement outlet hole is conical, and a central ball moves to the side wall position of the anchor hole under the action of the cement paste; the diameter of the anchor eye is measured by means of a measuring assembly during the shaping of the anchor eye.
Through adopting above-mentioned technical scheme, in the anchor eye shaping, it is the toper to go out grout hole spun grout, and be conical grout edge and be used for the inner wall cutting to the anchor eye, and when conical grout assaulted the center ball, the center ball kept at play grout hole spun grout center more easily, make the center ball can measure the diameter of anchor eye inner wall more accurately, the center ball rotates along with the drilling rod simultaneously, and then the inside condition of anchor eye can obtain through the center ball, in order to conveniently confirm the shape of the fashioned cement stone body of bag.
Preferably, a sleeve is sleeved on the outer side of the drill rod; the casing pipe is inserted into the anchor hole along with the drill rod; in the lower anchor, an inclined support rod on the threaded steel bar is firstly clamped into the first clamping groove, and then the sleeve is lifted upwards after the threaded steel bar is placed at a designed position; the sleeve moves to the upper part of a centering bracket, presses the supporting rod downwards to the horizontal state, and then continues to lift upwards.
Through adopting above-mentioned technical scheme, when the diagonal brace card was gone into in the first draw-in groove, the tip butt of bracing piece was on sheathed tube inner wall, and then made the bracing piece can be in the sheathed tube center with the twisted steel, again with the sleeve pipe back of upwards lifting, the bracing piece rotated downwards to through telescopic downstream, make the bracing piece rotate the horizontally state, and then the bracing piece can be in the central point of anchor eye with the twisted steel and put, improve the shaping quality of stock.
Preferably, the grouting of the anchor hole is carried out after the bag is grouted, in the grouting of the anchor hole, the grouting pipe is firstly detached from the bag, the grouting pipe is lifted upwards, then the cement paste used for forming the anchoring paste is added into the anchor hole through the grouting pipe, and meanwhile, the grouting pipe is kept to shake.
By adopting the technical scheme, cement paste is added into the anchor hole from the grouting pipe after the bag is grouted, so that the cement paste in the anchor hole is supplemented due to the reduction of the volume of bleeding water, and the length of the anchoring paste is kept at the designed length.
Preferably, in the grouting of the bladder, as the amount of cement paste in the bladder increases, a floating ball in the bladder floats upwards, the reinforcing rod rotates upwards due to the buoyancy of the floating ball, and the rotation of the reinforcing rod stops when the reinforcing rod rotates to an inclined downward state.
Through adopting above-mentioned technical scheme, when pouring into grout in the bag, grout can upwards float the floater in the bag, can be in the tilt state with the stiffener through upwards floating of floater to make the stiffener strengthen the intensity of cement concretion body.
In summary, the present application includes at least one of the following beneficial technical effects:
1. when cement paste is added into the bag to form a cement bonded stone body, the cement bonded stone body and the lower end of the threaded steel bar can have higher connection strength, the anchoring slurry is located on the outer side of the threaded steel bar, the upper end of the threaded steel bar is provided with the spiral steel bar, the spiral steel bar is used for reinforcing the strength of the raft plate around the threaded steel bar, and then the upper end of the threaded steel bar can be more firmly connected with the raft plate, so that the anti-floating action force of the threaded steel bar can be improved under the condition that the two ends of the threaded steel bar are more firmly connected;
2. one end of the reinforcing rod, which is far away from the twisted steel bar, rotates upwards, so that the reinforcing rod can rotate to an inclined state, and the connecting strength of the cement concretion body and the twisted steel bar can be further improved through the reinforcing rod;
3. the cement paste water cement ratio adopted by the cement concretion body is smaller, so that the strength of the cement concretion body is higher, and meanwhile, the bag is used for cutting apart the cement paste with the smaller water cement ratio for anchoring the grout body at the outer side, so that the connection strength of the cement concretion body and the twisted steel is ensured.
Drawings
Fig. 1 is a schematic structural diagram of a pressure-bearing type prestressed anti-floating anchor rod according to an embodiment of the application;
FIG. 2 is a schematic view of a mounting structure of a centering bracket in an embodiment of the present application;
FIG. 3 is an enlarged partial schematic view of portion A of FIG. 2;
FIG. 4 is a schematic view of the installation structure of the reinforcing bar in the embodiment of the present application;
FIG. 5 is a schematic structural view of a drill rod in an embodiment of the present application;
FIG. 6 is a schematic structural diagram of a measurement assembly in an embodiment of the present application;
fig. 7 is a schematic view of the mounting structure of the prestressed nut in the embodiment of the present application.
Description of reference numerals: 1. twisted steel bars; 11. a pouch; 12. an upper connecting piece; 13. a lower connecting member; 14. cement concretion body; 15. tensioning the end plate upwards; 16. a pre-stressed nut; 161. a sheet; 162. a kit; 163. reinforcing ribs; 17. spiral reinforcing steel bars; 18. connecting the end plates; 19. a connecting nut; 2. an anchor eye; 21. a normal section; 22. an expansion section; 23. anchoring the slurry; 3. centering the bracket; 31. an installation body; 32. a support bar; 33. a diagonal brace; 321. a first card slot; 322. a second card slot; 323. a support leg; 34. a U-shaped connector; 4. a base mat layer; 41. a raft plate; 51. grouting a connecting pipe; 52. a grouting pipe; 53. an exhaust pipe; 61. a reinforcing bar; 62. clamping a hoop; 63. a floating ball; 7. drilling a rod; 71. a slurry outlet; 8. a measurement assembly; 81. a center ball; 82. pulling a rope; 83. a winding wheel; 84. a rotating shaft; 85. a transition wheel; 86. a clockwork spring; 9. a sleeve; 91. and connecting the terminal.
Detailed Description
The present application is described in further detail below with reference to figures 1-7.
The embodiment of the application discloses a pressure-bearing type prestressed anti-floating anchor rod, refer to fig. 1, including rebar 1, rebar 1 is vertically placed in anchor eye 2 that sets up in the underground, anchor eye 2 includes ordinary section 21 and expansion section 22, the diameter of ordinary section 21 is enough to place the anchor rod in anchor eye 2, fixedly be provided with pocket 11 at rebar 1's lower extreme, the upper end of pocket 11 is fixed on rebar 1 through upper connector 12, the lower extreme of pocket 11 is fixed on rebar 1 through lower connector 13, make rebar 1 pass to the lower extreme of pocket 11 from the upper end of pocket 11, be provided with cement concretion body 14 in pocket 11, cement concretion body 14 adopts grout pressurization to pour into behind the pocket 11 internal solidification, so that cement concretion body 14 will be in the pocket 11 when contracting the state and prop up, the diameter of pocket 11 diameter of contracting state is less than the diameter of ordinary section 21, so that pocket 11 can enter expansion section 22 by ordinary section 21 along with rebar 1, the diameter of expansion section 22 is greater than the triple of ordinary section 21 diameter, so that the pocket 11 has the expansion section can be greater than the cement concretion body 14, and cement concretion body can adopt the grout volume ratio of 0.45 to be firm with the cement concretion body to connect.
Referring to fig. 1 and 2, the length of the expanded section 22 is greater than the length of the bag 11, the expanded section 22 and the normal section 21 are filled with the anchoring slurry 23, the anchoring slurry 23 is formed by cement slurry solidification, the water cement ratio of the cement slurry adopted by the anchoring slurry 23 is 1-1.2, the anchoring slurry 23 is located outside the bag 11, fine sand and soil obtained from soil in the process of forming the anchor hole 2 are mixed in the anchoring slurry 23, at least two centering brackets 3 are arranged on the rebar 1 located in the normal section 21, the centering brackets 3 are arranged at intervals along the length direction of the rebar 1, and the centering brackets 3 are abutted against the inner wall of the normal section 21, so that the rebar 1 is conveniently located at the center of the anchor hole 2, and the uniformity of the anchoring slurry 23 in one circle of the rebar 1 is improved.
Referring to fig. 1, a foundation mat 4 is laid on the upper end of the anchor slurry 23, an upper tensioning end plate 15 is arranged on the upper surface of the foundation mat 4, a pre-stressed nut 16 is arranged on the upper surface of the upper tensioning end plate 15, the pre-stressed nut 16 is in threaded connection with the threaded steel bar 1, the length from the upper end of the threaded steel bar 1 to the pre-stressed nut 16 is 500-600mm, the threaded steel bar 1 above the foundation mat 4 is sleeved with a spiral steel bar 17, the lower end of the spiral steel bar 17 abuts against the foundation mat 4, the upper end of the spiral steel bar 17 is provided with a connection end plate 18, the connection end plate 18 is sleeved on the threaded steel bar 1, meanwhile, a connection nut 19 is arranged above the connection end plate 18, and the connection nut 19 is in threaded connection with the threaded steel bar 1, so that the connection end plate 18 abuts against the spiral steel bar 17. Raft 41 has been laid to the upper surface of foundation bed course 4, raft 41 is the building basic unit, raft 41's upper surface surpasss the upper end of twisted steel 1, make twisted steel 1 and coupling nut 19 all be in raft 41's inside, raft 41 forms for concrete placement, concrete strength around twisted steel 1 can be strengthened through helical reinforcement 17, cooperation connection end plate 18 and last tension end plate 15 can have higher joint strength with twisted steel 1 simultaneously, and then when anti-floating, twisted steel 1's both ends can transmit the effort better.
Referring to fig. 2 and 3, a vertical grouting connection pipe 51 is provided at an upper portion of the upper connection member 12, a lower end of the grouting connection pipe 51 is inserted into the pouch 11 through the upper connection member 12, a grouting pipe 52 is threadedly connected to an upper end of the grouting connection pipe 51, the grouting pipe 52 is used for grouting into the pouch 11, and after grouting is completed, the grouting pipe 52 needs to be rotated to detach the grouting pipe 52 from the grouting connection pipe 51. An exhaust pipe 53 is provided at an upper portion of the upper connector 12, and the exhaust pipe 53 communicates with the inside of the bag 11 through the upper connector 12 so that the exhaust pipe 53 can exhaust air when the grout is filled into the bag 11 through the grouting connection pipe 51.
Referring to fig. 3, the centering bracket 3 includes a mounting body 31, a plurality of support rods 32 and inclined support rods 33, the mounting body 31 is sleeved on the deformed steel bar 1, and the mounting body 31 is fixedly connected to the deformed steel bar 1 by welding, the number of the support rods 32 is four in this embodiment, and the plurality of support rods 32 are uniformly arranged in the circumferential direction of the mounting body 31. One end of the support rod 32 close to the mounting body 31 is provided with a U-shaped connecting piece 34, the U-shaped connecting piece 34 is integrated with the mounting body 31 or fixed by welding, the U-shaped opening of the U-shaped connecting piece 34 faces upwards, the end part of the support rod 32 is positioned in the U-shaped connecting piece 34, and the support rod 32 is rotatably connected with the U-shaped connecting piece 34. When the support bar 32 is rotated downward to a horizontal position, the support bar 32 can abut against the bottom wall of the inside of the U-shaped connecting member 34, and the support bar 32 stops further downward rotation. The inclined strut 33 is disposed above the supporting rod 32, one end of the inclined strut 33 is rotatably connected to the mounting body 31, and the other end is a free end and can rotate downward under the action of gravity. A first engaging groove 321 and a second engaging groove 322 are disposed on a side wall of the supporting rod 32 facing the inclined supporting rod 33, and the first engaging grooves 321 are spaced along a length direction of the supporting rod 32. When the free end of the inclined strut 33 is connected to the first engaging groove 321, the supporting rod 32 is inclined upward, and when the free end of the inclined strut 33 is connected to the second engaging groove 322, the supporting rod 32 is in a horizontal state. One end of the support bar 32, which is far away from the U-shaped connecting member 34, is provided with a support leg 323 for increasing the area of the end of the support bar 32, and the support leg 323 is integrally arc-shaped, so that the support bar 32 can rotate downwards conveniently, and the scratch of the support leg 323 on the inner wall of the anchor hole 2 is reduced.
Referring to fig. 4, a plurality of reinforcing rods 61 are arranged on the rebar 1, one end of each reinforcing rod 61 is rotatably connected to the rebar 1 through a clamp 62, a floating ball 63 is fixedly arranged at the other end of each reinforcing rod 61, and the floating ball 63 is a solid ball made of a material with a low density, so that the volume of the floating ball 63 is reduced when cement slurry is filled outside the floating ball 63. The clips 62 are provided in plural and arranged along the length direction of the rebar 1, and the clips 62 are each located at the position of the rebar 1 to which the pocket 11 is connected, with the reinforcing rods 61 inside the pocket 11. The clamp 62 is fixed to the threaded reinforcing bar 1, and the end of the reinforcing rod 61 is horizontally rotatably connected to the clamp 62 while the reinforcing rod 61 is spirally arranged around the reinforcing rod 61 by the clamp 62. When cement slurry is filled into the pocket 11, the floating balls 63 float upwards due to the buoyancy of the cement slurry, so that the reinforcing rods 61 rotate from the vertical direction along the direction of the deformed steel bar 1 to the inclined downward state, the strength of the cement concretion bodies 14 in the pocket 11 can be further improved by the plurality of reinforcing rods 61, and the connection strength of the cement concretion bodies 14 and the deformed steel bar 1 is further improved.
The embodiment of the application also discloses a construction method of the pressure-bearing type prestress anti-floating anchor rod, which comprises the steps of site leveling, drill rig installation and positioning, anchor hole 2 forming, anchor dropping, grouting of the bag 11, slurry supplementing of the anchor hole 2 and anchor rod tensioning.
The method comprises the following steps of leveling a field, excavating a foundation pit to the designed depth of the upper surface of a foundation bed layer 4, measuring and setting out the position of an anti-floating anchor rod according to the designed content, making a mark, adopting a cross-shaped lime scattering mode for marking, and placing a warning mark at the marked position to reduce the damage of constructors or engineering machinery to the mark.
The drilling machine is installed and positioned, the drilling machine adopts a rotary jet drilling machine, referring to fig. 5 and 6, the rotary jet drilling machine comprises a drill rod 7, slurry outlet holes 71 are formed in the end portion of the drill rod 7, the two slurry outlet holes 71 are symmetrically distributed on the side wall of the drill rod 7, in the rotary jet drilling process of the drill rod 7, one end, provided with the slurry outlet holes 71, of the drill rod 7 is located at the lower end, and the drill rod 7 is vertical. The measuring component 8 is installed to the lower extreme of drilling rod 7, is used for measuring the pore-forming diameter through measuring component 8, and when the pore-forming diameter does not reach the designing requirement, need to repeat many times and spout. The measuring assembly 8 comprises a center ball 81, a pulling rope 82 and a winding wheel 83, the center ball 81 is located at the position of the grout outlet hole 71, one end of the pulling rope 82 is connected to the center ball 81, the other end of the pulling rope 82 is fixed to the winding wheel 83, the center of the winding wheel 83 is rotatably connected to the lower end of the drill rod 7 through a rotating shaft 84, the winding wheel 83 is coaxially and fixedly connected with the rotating shaft 84, the rotating shaft 84 is connected with a sensor used for detecting the rotating angle of the rotating shaft 84, a transition wheel 85 is arranged at the middle position of the pulling rope 82, the middle of the pulling rope 82 is located on the transition wheel 85, the transition wheel 85 is rotatably connected to the inner portion of the drill rod 7, the transition wheel 85 can enable the pulling rope 82 to be horizontally located at the center of the grout outlet hole 71, a clockwork spring 86 is sleeved on the rotating shaft 84, one end of the clockwork spring 86 is fixed to the winding wheel 83, and the other end of the clockwork rod 7 is fixed to the drill rod 7. When the winding wheel 83 winds, the pulling rope 82 can be wound on the winding wheel 83, so that the distance from the central ball 81 to the drill rod 7 is reduced; when cement slurry flows out of the slurry outlet hole 71, the cement slurry can impact the central ball 81 to move in a direction away from the center of the drill rod 7, so that the winding wheel 83 is driven to rotate, and meanwhile, a sensor connected with the winding wheel 83 measures the moving distance of the central ball 81. The outside of the drill rod 7 is sleeved with a casing 9, the outer diameter of the casing 9 is 10-20mm smaller than the diameter of the common section 21, and the inner diameter of the casing 9 is enough for placing the anchor rod into the casing 9. The upper end of sleeve pipe 9 is provided with connection end 91, and connection end 91 threaded connection is in sleeve pipe 9, and connection end 91 cover is established on drilling rod 7 simultaneously to with be provided with the bearing between the drilling rod 7, make things convenient for drilling rod 7 to rotate, sleeve pipe 9 need not to rotate simultaneously, the lower extreme of sleeve pipe 9 is left the distance more than 10cm to grout outlet 71, reduce sleeve pipe 9 and block the grout that grout outlet 71 flows.
And (3) forming the anchor hole 2, after the end part of the drill rod 7 corresponds to the marked position, starting the drill rod 7, rotating the drill rod 7 at the speed of 10-15r/min, simultaneously jetting cement slurry in a slurry outlet 71 on the drill rod 7, wherein the water-cement ratio of the cement slurry is 1-1.2, and the jet pressure adopted by rotary jetting is smaller than that adopted by the expansion section 22. During drilling, when the injection is interrupted for this reason, the drill rod 7 should be lifted outside the anchor eye 2 and, when the drilling is resumed, should overlap at least 0.5m. The diameter of the expanding section 22 is larger than that of the common section 21, after the common section 21 completes pore-forming, the injection pressure of cement slurry in the slurry outlet 71 is increased to enable the injection pressure to be 25-30Mpa, and the depth of the anchor hole 2 is calculated by measuring the length of the drill rod 7 outside the anchor hole 2. Meanwhile, in the process of forming the hole, the diameter of the formed hole needs to be judged through data measured by the sensor so as to ensure the minimum diameter of the formed hole. The grout ejected from grout outlet 71 is in a tapered state, and when the grout contacts the side wall of anchor hole 2, the grout can cut the side wall of anchor hole 2, and the grout ejected from grout outlet 71 can impact center ball 81, and since center ball 81 is spherical, center ball 81 can be stably positioned at the center position formed by grout outlet 71. When the central ball 81 is resisted by the side wall of the anchor hole 2, the central ball 81 can release the pull rope 82, so that the pull rope 82 is contracted, and meanwhile, the sensor can measure the distance from the side wall of the anchor hole 2 to the drill rod 7. Because the center ball 81 is located in the center of the cement slurry formed by the slurry outlet 71, the center ball 81 rotates along with the drill rod 7 in the rotating process of the drill rod 7, so that a circle of the inner wall of the anchor hole 2 is measured in the moving process of the center ball 81, and the shape of the inner wall of the anchor hole 2 is further ensured. Meanwhile, in the forming process of the anchor hole 2, the sleeve 9 positioned on the outer side of the drill rod 7 is gradually inserted into the anchor hole 2 under the action of gravity, so that collapse caused by poor geological conditions is reduced.
And (2) anchoring, namely after the anchor hole 2 is formed, taking down the sleeve 9 from the connecting end 91, keeping the sleeve 9 in the anchor hole 2, and reducing the collision between the anchor rod and the inner wall of the anchor hole 2 in the anchoring process while keeping the sleeve 9 supporting the inner wall of the anchor hole 2. The bag 11 is in a contracted state, one end of the deformed steel bar 1, which is far away from the bag 11, is lifted through a lifting system equipped on the drill rod 7, then the lower end of the deformed steel bar 1 corresponds to the casing 9 and is lowered along the casing 9, the grouting pipe 52 is connected with the grouting connecting pipe 51, and the grouting pipe 52 and the deformed steel bar 1 are lowered simultaneously. The inclined supporting rod 33 in the centering bracket 3 is clamped into the first clamping groove 321, and the end part of the supporting rod 32 is abutted against the inner wall of the sleeve 9, so that the centering bracket 3 can keep the twisted steel bar 1 at the central position of the sleeve 9 until the twisted steel bar 1 is placed at the designed position and then stops; then the sleeve 9 is pulled upwards, and in the process of pulling the sleeve 9 upwards, the lower end of the sleeve 9 is higher than the plurality of centering brackets 3 step by step, and when the sleeve passes through the position of one centering bracket 3, the sleeve 9 needs to stop moving upwards, and the sleeve 9 moves downwards reversely, and presses the support rod 32, so that the support rod 32 rotates downwards. After the sleeve 9 moves above the supporting rod 32, the supporting rod 32 rotates downwards under the action of gravity, and when the sleeve 9 moves downwards again, the supporting rod 32 blocks the sleeve 9, so that the lower end of the sleeve 9 can extrude the supporting rod 32, the supporting rod 32 is in a horizontal state, the inclined supporting rod 33 is clamped into the second clamping groove 322, the spiral steel bar 17 can be supported at the central position of the common section 21 by the centering bracket 3, and then the sleeve 9 is lifted upwards.
The bag 11 is grouted, cement paste with a water-cement ratio of 0.35-0.45 is poured into the bag 11 from the grouting pipe 52, the pouring pressure is 2-3Mpa, so that the bag 11 can be filled, in the process of pouring the cement paste into the bag 11, the cement paste can float the floating ball 63 in the bag 11 upwards, a component force of the buoyancy force received by the floating ball 63, which is perpendicular to the direction of the reinforcing rod 61, is used for overcoming the gravity received by the reinforcing rod 61, when the reinforcing rod 61 rotates to a downward inclined state, the rotation is stopped, and then the reinforcing rod 61 can be distributed in a cement concretion body 14 formed by the cement paste in the bag 11.
And (2) grouting the anchor hole 2, adding water into the residual cement slurry in the grouting process of the bag 11 to prepare cement slurry with a water cement ratio of 1, rotating and taking down the grouting pipe 52 from the grouting connecting pipe 51 to separate the grouting pipe 52 from the bag 11, lifting the grouting pipe 52 upwards by 30-40cm, adding the prepared cement slurry with the water cement ratio of 1 into the grouting pipe 52, wherein in the grouting process, the grouting pipe 52 needs to keep shaking, and the grouting pipe 52 can be conveniently pulled out after grouting is completed.
And (3) tensioning the anchor rod, after the grout is supplemented into the anchor hole 2, solidifying the anchoring grout 23 formed in the anchor hole 2 and the cement combination formed in the bag 11, then downwards excavating soil with the thickness of the foundation cushion layer 4, leveling, deepening the position of each threaded steel bar 1 by 5-8cm, and pouring the foundation cushion layer 4. And after the foundation cushion layer 4 reaches the design strength, tensioning the anchor rod. Referring to fig. 7, a tension end plate 15, a prestress nut 16, a connection end plate 18 and a connection nut 19 are installed on a rebar 1, the rebar 1 is placed on a foundation mat 4 through a jack, an upward acting force is applied to the connection end plate 18, the jack generates an upward prestress on the rebar 1, and then the prestress of the rebar 1 is locked through the prestress nut 16. Before the anchor rod is tensioned, 0.1-0.2 time of design prestress is adopted to tension the anchor rod for 1-2 times, each time is maintained for 2 minutes, then the pressure of a jack is gradually increased, the pressure is maintained for 5 minutes after each increase until the design prestress is 1.1-1.2 times, and the pressure is maintained for 10 minutes; then reducing the pressure of the jack to enable the tension on the anchor rod to reach the designed prestress; the surface of the foundation mat 4 is then provided with a waterproof layer and simultaneously reinforced at the position of the upper tension end plate 15 of the prestressed nut 16. The prestressed nut 16 comprises a plate 161, a sleeve 162 and a reinforcing rib 163, wherein the plate 161 is perpendicular to the sleeve 162, the reinforcing rib 163 is integrally arranged between the plate 161 and the sleeve 162, the sleeve 162 is used for being in threaded connection with the threaded steel bar 1, the reinforcing rib 163 is used for improving the connection firmness between the plate 161 and the sleeve 162, the plate 161 is used for abutting against the upper tensioning end plate 15, and meanwhile, the looseness of the prestressed nut 16 can be reduced. After the connecting end plate 18 and the connecting nut 19 are disassembled, the spiral steel bars 17 are installed, the connecting end plate 18 and the connecting nut 19 are connected to the threaded steel bars 1, the raft plates 41 on the foundation bed course 4 are paved, concrete for pouring the raft plates 41 covers the threaded steel bars 1, and when the length of the threaded steel bars 1 is long, the end portions of the threaded steel bars 1 need to be shortened.
The above embodiments are preferred embodiments of the present application, and the protection scope of the present application is not limited by the above embodiments, so: equivalent changes in structure, shape and principle of the present application shall be covered by the protection scope of the present application.
Claims (10)
1. The utility model provides a pressure-bearing type prestressing force anti-floating anchor rod which characterized in that: comprises a twisted steel bar (1), and the lower end of the twisted steel bar (1) is fixedly provided with a bag (11); a cement concretion body (14) is filled in the bag (11), and an anchor hole (2) is formed in the outer side of the twisted steel bar (1); the anchor hole (2) comprises a common section (21) and an enlarged section (22); the bag (11) is positioned in the expanding section (22), and an anchoring slurry (23) is formed in the anchoring hole (2) and positioned on the outer side of the bag (11); an upper tensioning end plate (15) is arranged at the upper end of the twisted steel bar (1); a foundation cushion layer (4) is arranged below the upper tensioning end plate (15); the upper tensioning end plate (15) is screwed down through a prestressed nut (16) to tension the threaded steel bar (1); the spiral steel bar (17) is sleeved above the foundation cushion layer (4) of the twisted steel bar (1); the upper end of the spiral steel bar (17) is provided with a connecting end plate (18), and the upper surface of the connecting end plate (18) is provided with a connecting nut (19) connected with the spiral steel bar (1); a raft (41) with a concrete structure is laid on the foundation bed (4); the threaded steel bars (1) are positioned in the raft plates (41).
2. The pressure-bearing type prestress anti-floating anchor rod according to claim 1, characterized in that: the part of the twisted steel bar (1) in the common section (21) is provided with a centering bracket (3); the centering support (3) comprises a support rod (32) and a plurality of inclined support rods (33), one end of the support rod (32) is rotatably connected to the threaded steel bar (1) through a U-shaped connecting piece (34), the plurality of support rods (32) are arranged along the circumferential direction of the threaded steel bar (1), the inclined support rods (33) are located above the support rod (32), one end of each inclined support rod (33) is rotatably connected to the threaded steel bar (1), and one surface, facing the inclined support rods (33), of each support rod (32) is provided with a first clamping groove (321) and a second clamping groove (322); when the supporting rod (32) is in a horizontal state, the end part of the inclined supporting rod (33) is clamped into the second clamping groove (322); when the supporting rod (32) is in an upward inclined state, the inclined supporting rod (33) is clamped into the first clamping groove (321).
3. The pressure-bearing type prestress anti-floating anchor rod according to claim 1, characterized in that: the reinforcing steel bar fixing device is characterized in that a plurality of reinforcing rods (61) are installed on the part, located in the bag (11), of the threaded steel bar (1), one end of each reinforcing rod (61) is rotatably connected to the threaded steel bar (1), a floating ball (63) is fixedly arranged at the other end of each reinforcing rod, and the reinforcing rods (61) are in an inclined downward state through the floating balls (63).
4. The pressure-bearing type prestress anti-floating anchor rod according to claim 1, characterized in that: the upper end of the bag (11) is mounted on the threaded steel bar (1) through an upper connecting piece (12), a grouting connecting pipe (51) and an exhaust pipe (53) are fixedly arranged on the upper connecting piece (12), and the grouting connecting pipe (51) is vertically arranged; the grouting connecting pipe (51) and the exhaust pipe (53) are communicated with the interior of the bag (11); the upper end of the grouting connecting pipe (51) is connected with a grouting pipe (52) in a threaded manner.
5. The pressure-bearing type prestress anti-floating anchor rod according to claim 1, characterized in that: the cement mortar water cement ratio adopted by the cement bonded stone body (14) is smaller than that adopted by the anchoring mortar (23).
6. A construction method of a pressure-bearing type prestressed anti-floating anchor rod, which is used for constructing the pressure-bearing type prestressed anti-floating anchor rod of claim 1, and is characterized in that: the method comprises the steps of installing and positioning a drilling machine, forming an anchor hole (2), anchoring, grouting a bag (11) and tensioning an anchor rod; in the installation and positioning of the drilling machine, the drilling machine adopts a rotary spraying drilling machine; the drilling machine comprises a drill rod (7), a slurry outlet hole (71) is formed in the side wall of the end part of the drill rod (7), and cement slurry is sprayed in the slurry outlet hole (71); during the molding of the anchor hole (2), the drill rod (7) rotates at the speed of 10-15r/min, and the injection pressure is increased after the common section (21) of the anchor hole (2) is finished so as to mold an expanded section (22); in the anchoring process, the bag (11) is in a contraction state, one end of the threaded steel bar (1) with the bag (11) corresponds to the anchor hole (2), the threaded steel bar (1) is placed in the anchor hole (2), and meanwhile, the grouting pipe (52) is connected to the bag (11); during the anchor rod tensioning, the threaded steel bar (1) is tensioned through a jack, the maximum force of the jack on the threaded steel bar (1) is greater than the designed prestress of the threaded steel bar (1) to be kept, and then the anchor rod is unloaded to the designed prestress to be locked.
7. The construction method of the pressure-bearing type prestressed anti-floating anchor rod according to claim 6, characterized in that: a measuring assembly (8) is arranged at the lower end of the drill rod (7), and the measuring assembly (8) comprises a central ball (81), a pull rope (82) and a winding wheel (83); the central ball (81) corresponds to the grout outlet (71), one end of the pull rope (82) is fixed on the central ball (81), and the other end of the pull rope enters the drill rod (7) from the center of the grout outlet (71) and is fixed on the winding wheel (83); a clockwork spring (86) for winding the pull rope (82) by rotating the winding wheel (83) is connected to the winding wheel (83); the winding wheel (83) is connected with a sensor for measuring the rotation angle of the winding wheel (83); during the molding of the anchor hole (2), cement slurry sprayed out of the slurry outlet hole (71) is conical, and the central ball (81) moves to the position of the side wall of the anchor hole (2) under the action of the cement slurry; the diameter of the anchor eye (2) is measured by a measuring component (8) during the formation of the anchor eye (2).
8. The construction method of the pressure-bearing type prestress anti-floating anchor rod according to claim 6, characterized in that: a sleeve (9) is sleeved on the outer side of the drill rod (7); the casing (9) is inserted into the anchor hole (2) along with the drill rod (7); in the lower anchor, a diagonal brace (33) on the threaded steel bar (1) is firstly clamped into the first clamping groove (321), and then the sleeve (9) is lifted upwards after the threaded steel bar (1) is placed at a designed position; the sleeve (9) moves to the upper part of one centering bracket (3) to press the supporting rod (32) backwards and downwards to a horizontal state, and then the supporting rod is continuously lifted upwards.
9. The construction method of the pressure-bearing type prestress anti-floating anchor rod according to claim 6, characterized in that: the grouting method is characterized in that the grouting of the anchor hole (2) is needed after the grouting of the bag (11), during the grouting of the anchor hole (2), the grouting pipe (52) is firstly detached from the bag (11), the grouting pipe (52) is upwards pulled, then the cement slurry used for forming the anchoring slurry (23) is added into the anchor hole (2) through the grouting pipe (52), and meanwhile, the grouting pipe (52) is kept to swing.
10. The construction method of the pressure-bearing type prestress anti-floating anchor rod according to claim 6, characterized in that: in the grouting process of the bag (11), the floating ball (63) in the bag (11) floats upwards along with the increase of the cement slurry amount in the bag (11), the reinforcing rod (61) is rotated upwards by the buoyancy force received by the floating ball (63), and the rotation is stopped when the reinforcing rod (61) rotates to the inclined downward state.
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