Anti-floating anchor rod device with combined anti-pulling structure and using method of anti-floating anchor rod device
By designing an anti-floating anchor device with a combined pull-resistant structure, the problem that traditional floating anchors are difficult to resist unbalanced buoyancy in deep water slope riverbed environments is solved, and higher pull-resistant effect and construction safety are achieved.
Patent Information
- Application Number
- CN202411287517.3
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2024-09-14
- Publication Date
- 2025-02-18
AI Technical Summary
In the environment of deep-water sloped riverbeds, traditional anti-floating anchors are difficult to effectively resist huge unbalanced buoyancy, resulting in slipping or breaking of the bottom cover concrete, causing construction safety hazards.
Design an anti-floating anchor device with a combined anti-pull structure, using anchor threaded steel bars, anti-pull wedge-shaped body, adjustable sliding bottom cover anchor plate, anchor connecting plate and anchor base, etc., and multiple connections are made through a combined component. Root anchors form an overall structure to jointly resist pulling.
It effectively improves the pull-out effect of the anti-floating anchor, enhances the connection strength of non-equal thick back cover concrete, avoids slip damage and anti-floating structure failure, and ensures construction safety in deep water environments.
Smart Images
Figure CN119465941A_ABST
Abstract
Description
Technical Field
[0001] The invention relates to the field of a protective device for a foundation or foundation structure for preventing upward water pressure or a foundation measure for protecting a soil layer in a deep water area, and specifically to an anti-floating anchor device with a combined anti-pulling structure and a method for using the same. Background Art
[0002] With the establishment of my country's high-speed rail and other transportation networks, the number of cross-sea and cross-river bridges has gradually increased, which inevitably involves the construction of bridge piers and foundations in deep and complex environments, especially in rivers with inclined riverbeds. The elevation diagram of the cofferdam under the geological conditions of slope accumulation riverbed is as follows: Figure 1 The slope accumulation riverbed has complex geological conditions such as high water level, high water pressure, large difference in bottom concrete thickness, and uneven buoyancy on both sides, which makes construction difficult. In order to ensure the normal construction of the bridge pier in the deep sea environment, steel pipe pile cofferdam waterproof and retaining measures are generally used for construction. By constructing the bottom concrete in the steel pipe pile cofferdam and pumping water to create a waterless environment for the bridge pier construction, the construction application scenarios are as follows: Figure 1 As shown in the figure, after the water is pumped out from the cofferdam, a water level difference of more than 30 meters is formed inside and outside the foundation pit, causing the bottom of the bottom concrete to be subjected to huge buoyancy. The bottom concrete is prone to slide upward or break, causing the steel pipe pile cofferdam to collapse and cause a safety accident. At the same time, when excavating the underwater cofferdam foundation pit in a complex environment of a slope accumulation riverbed where the riverbed bedrock interface is a slope, it is difficult to excavate the upstream bedrock when the underwater excavation exceeds a certain depth. The excavation depth cannot reach the design elevation of the bottom concrete, forming a slope excavation surface. When the bottom structure is poured in the excavation area, non-uniform thickness bottom concrete will be formed. The water level difference on the thicker side of the bottom concrete is large, causing its buoyancy to be much higher than that on the thinner side. The huge unbalanced buoyancy forms a bending moment, causing the bottom concrete and the cofferdam to bend or even overturn. Therefore, construction conditions such as huge water pressure and unbalanced buoyancy put forward higher requirements for the design of anti-floating anchors. In order to solve the unbalanced anti-floating problem of the cofferdam sealing structure under the geological conditions of the slope accumulation riverbed, it is necessary to design a high-strength anti-floating anchor suitable for the huge unbalanced buoyancy to ensure the safety of the foundation pit bottom sealing structure. The force between the traditional anti-floating anchor and the bottom sealing concrete and anchor slurry is friction. The single anti-floating anchor steel bar only relies on friction to resist the buoyancy, which makes its anti-pullout effect poor. It is easy to slip during use, causing the anti-floating anchor to fail. It is difficult to solve the unbalanced anti-floating problem of the foundation pit bottom sealing structure caused by the high water level difference in the deep-water slope accumulation riverbed area. Therefore, it is urgent to design an anti-floating anchor combined with anti-pullout structure system for bridge engineering. Summary of the invention
[0003] In order to overcome the defects of the prior art and provide an anti-floating component with simple structure, easy processing, low cost and good anti-pullout effect, the present invention discloses an anti-floating anchor device with a combined anti-pullout structure and a use method thereof.
[0004] The present invention achieves the purpose of the invention through the following technical solutions: An anti-floating anchor device with a combined anti-pullout structure, comprising an anchor threaded steel bar, characterized in that it also comprises an anti-pullout wedge, an adjustable sliding bottom anchor plate, an anchor connection plate, an anchor base, a grouting pipe and a combined component; An anchor hole is opened inside the base soil layer, and anchor slurry is poured into the anchor hole; Two groups of anchor threaded steel bars are provided, and the two groups of anchor threaded steel bars are arranged in parallel. At least two groups of anchor connection plates are equidistantly sleeved on the outer arc surfaces of the two groups of anchor threaded steel bars. An anchor base is provided at the bottom end of the anchor threaded steel bars. An adjustable sliding bottom sealing anchor plate is welded to the upper end of the anchor threaded steel bars, and the adjustable sliding bottom sealing anchor plate is connected and fixed with the anchor connection plate through inclined steel bars. The anchor threaded steel bars are integrally inserted into the anchor hole, and non-uniform thickness bottom sealing concrete is poured on the top of the base soil layer. The non-uniform thickness bottom sealing concrete and the adjustable sliding bottom sealing anchor plate are poured as a whole. Anti-pullout wedges are welded on both sides of the anchor threaded steel bars, an anchor locator is arranged in the middle of the anchor threaded steel bars, and the anchor locator is located at the center of the anchor hole; the anchor base is welded to the bottom ends of the two groups of anchor threaded steel bars.
[0005] The anti-floating anchor rod combined with the anti-pulling structure effectively connects multiple anti-floating anchor rods by composite components in the horizontal direction to form an integral structure and work together. In the longitudinal direction, the upper end of each anti-floating anchor rod is installed inside the non-uniform thickness bottom sealing concrete and the lower end of the anchor rod is inserted into the base soil layer.
[0006] Preferably, the anti-floating anchor device with a combined anti-pull-out structure is characterized in that the adjustable sliding bottom anchor plate includes a pressure plate, a sliding groove and an anchor groove, two groups of adjustable sliding grooves are symmetrically opened on both sides of the pressure plate, two groups of anchor grooves are symmetrically opened in the middle of the pressure plate, and a grouting pipe positioning hole is opened on one side of the pressure plate.
[0007] Preferably, the anti-floating anchor device with a combined anti-pull-out structure is characterized in that: a group of fixing bolts are respectively bolted and installed inside the two groups of pressure plates, a group of inclined steel bars are installed at the bottom end of each group of fixing bolts, and the ends of the two groups of inclined steel bars are hingedly installed on the anchor connecting plate. The bolting position of the inclined steel bars and the pressure plate can be adjusted according to the size of the unbalanced buoyancy, and the optimal bolting position is determined according to the moment balance equation of formula (i). Generally, the fixed bolts on the side with smaller buoyancy are L / 4 away from the center of the adjustable sliding bottom anchor plate, and the fixed bolts on the side with larger buoyancy are L / 3 away from the center of the adjustable sliding bottom anchor plate.
[0008] FL2sin(arctan )= ρgΔhL 2 +FL1sin(arctan )(i) In formula (i), ρ is the density of water, g is the acceleration of gravity, h is the vertical distance between the water level line on the outer side of the cofferdam and the bottom of the thinner side of the non-uniform bottom concrete, Δh is the difference in thickness between the two sides of the non-uniform bottom concrete, L is the length of the adjustable sliding bottom anchor plate, L1 is the distance between the bolting position of the diagonal steel bars on the thinner side of the non-uniform bottom concrete and the adjustable sliding bottom anchor plate and the center of the adjustable sliding bottom anchor plate, L2 is the distance between the bolting position of the diagonal steel bars on the thicker side of the non-uniform bottom concrete and the adjustable sliding bottom anchor plate and the center of the adjustable sliding bottom anchor plate, d is the vertical distance between the adjustable sliding bottom anchor plate and the anchor connection plate, and F is the allowable tension of the diagonal steel bars.
[0009] Preferably, the anti-floating anchor device with a combined anti-pull-out structure is characterized in that the anchor connection plate includes a hinged fixing plate, two groups of anchor reinforcement holes are symmetrically opened on both sides of the hinged fixing plate, and a group of hinged connection holes are opened on the outer side of each group of anchor reinforcement holes.
[0010] Preferably, the anti-floating anchor device with a combined anti-pullout structure is characterized in that two groups of anchor threaded steel bars extend from the inside of the anchor steel bar holes and are welded and installed, and two groups of inclined steel bars extend into the corresponding side hinged connection holes and are connected by movable hinges.
[0011] Preferably, the anti-floating anchor device with a combined anti-pull-out structure is characterized in that: the anchor base is arranged at the bottom ends of two anchor threaded steel bars, the anchor base includes an anchor positioning hammer, a guide connecting pipe, an anchor connecting plate, a connecting reinforcement and an anchor connecting groove, two groups of guide connecting pipes are symmetrically installed on the top of the anchor positioning hammer, a group of anchor connecting plates are fixedly installed on the top of the two groups of guide connecting pipes, a connecting reinforcement is installed on the top of the anchor connecting plate, a grouting pipe limiting hole is opened in the center of the upper surface of the connecting reinforcement, two groups of anchor connecting grooves are symmetrically opened on both sides of the grouting pipe limiting hole, the anchor base is located inside the grouting body through the anchor positioning hammer, ensuring that the anchor structure is wrapped by the grouting body without being rusted and damaged.
[0012] Preferably, the anti-floating anchor device with a combined anti-pull-out structure is characterized in that two groups of anchor threaded steel bars are respectively passed through corresponding side anchor connection grooves and welded to anchor connection plates, and the connecting reinforcements are respectively welded to the anchor threaded steel bars and the anchor connection plates.
[0013] Preferably, the anti-floating anchor device with a combined anti-pull-out structure is characterized in that the end of the grouting pipe passes through the center of the grouting pipe positioning hole and the grouting pipe limiting hole and extends to the bottom of the anchor hole.
[0014] The present invention discloses an anti-floating anchor rod device with a combined anti-pull-out structure, which can be applied to bridge construction. In the horizontal direction, the present invention adopts a combined component to effectively connect multiple anti-floating anchor rods to work together to achieve a common anti-pull-out effect. In the longitudinal direction, each anti-floating anchor rod is effectively connected by an anti-pull-out wedge body, an anchor rod base and an adjustable sliding bottom anchor plate to jointly resist pull-out.
[0015] The invention has a simple structure, is easy to process, has a low cost, and has a good pull-out resistance, and can effectively promote the research and development of deep-sea bridge foundation construction technology. Specifically, it has the following beneficial effects: The anti-floating anchor rod combined with anti-pulling structure system applied to bridge engineering of the present invention has a simple structure and low cost, and can meet the anti-floating requirements of the bottom sealing structure of the foundation pit in bridge engineering. In view of the large difference in water pressure on both sides of the non-uniform thickness bottom sealing concrete in the deep-water slope accumulation riverbed, the anti-floating anchor rod is prone to slip with the anchor rod slurry and fail under the action of large unbalanced buoyancy. A high-strength anti-floating anchor rod suitable for unbalanced buoyancy under the geological conditions of the slope accumulation riverbed is invented. Multiple anti-floating anchor rods are effectively connected in the horizontal direction by using a composite component. The composite structure allows each part of the anti-floating anchor rod to jointly bear the huge buoyancy and effectively reduce the risk of a part of the anchor rod failing due to excessive force. Each anchor rod works together to achieve a common anti-pulling effect. In the longitudinal direction, each anti-floating anchor effectively connects the anti-pullout wedge, anchor base and adjustable sliding bottom anchor plate through a composite component to jointly resist pullout. The anti-pullout wedge and anchor base effectively increase the tensile strength of the anti-floating anchor and the anchor slurry. The adjustable sliding bottom anchor plate significantly increases the connection strength between the anti-floating anchor and the non-equal thickness bottom concrete. At the same time, the optimal bolting position of each anti-floating anchor is determined based on theoretical calculation, which effectively solves the unbalanced buoyancy problem caused by the non-equal thickness bottom concrete. The anti-pullout wedge, anchor base and adjustable sliding bottom anchor plate play an anti-pullout role at the same time and work together, effectively avoiding the slippage damage of the non-equal thickness bottom concrete and the anchor structure and the pullout of the anti-floating anchor from the anchor slurry to cause the anti-floating structure to fail, and improving the anti-pullout effect of the anti-floating anchor under the huge unbalanced water pressure in the deep-water slope accumulation riverbed. In addition, the use of the anti-floating anchor can reduce the thickness of the non-equal thickness bottom concrete and reduce the number of anti-floating anchors, thereby significantly reducing the construction cost. BRIEF DESCRIPTION OF THE DRAWINGS
[0016] Figure 1 This is the elevation view of the slope accumulation riverbed cofferdam when the present invention is applied to bridge construction. Figure 2 This is a schematic diagram of the combined pull-out structure of multiple anti-floating anchor rods in the present invention. Figure 3 is a schematic diagram of the anti-floating anchor structure of the present invention, Figure 4 It is a schematic diagram of the overall structure of the adjustable sliding bottom anchor plate in the present invention. Figure 5is a schematic diagram of the overall structure of the anchoring connecting plate in the present invention, Figure 6 It is a schematic diagram of the overall structure of the anchor base in the present invention, Figure 7 It is a simplified diagram of the force analysis of the adjustable sliding bottom anchor plate under the action of unbalanced buoyancy in the present invention.
[0017] The component names corresponding to the reference numerals are as follows: 1: Anchor threaded steel bar, 2: Anti-pullout wedge shape, 3: Base soil layer, 31: Pebble soil layer, 32: Strongly weathered siltstone layer, 33: Boundary line of slope accumulation riverbed soil layer, 4: Non-uniform thickness bottom seal concrete, 5: Adjustable sliding bottom anchor plate, 501: Pressure plate, 502: Adjustable sliding slot, 503: Anchor groove, 504: Grouting pipe positioning hole, 6: Anchor the connecting plate, 601: hinged fixing plate, 602: Anchor reinforcement hole, 603: hinged connection hole, 7: Anchor slurry, 8: Anchor hole, 9: Anchor connecting plate, 10: movable hinge, 11: Diagonal steel bars, 12: Fixing bolts, 13: Anchor rod positioning piece, 14: Anchor base, 1401: Anchor positioning hammer, 1402: Guide connecting pipe, 1403: Anchor connecting plate, 1404: Connecting reinforcement, 1405: Anchor connection groove, 1406: Grouting pipe limit hole, 15: Grouting pipe, 16: Combined components, 17: Steel pipe pile cofferdam, 171: Steel pipe pile, 18: Anti-floating anchor. DETAILED DESCRIPTION
[0018] The present invention is further described below by means of specific examples.
[0019] Example 1 An anti-floating anchor device with a combined anti-pullout structure, such as Figure 1 to Figure 6 As shown, during construction, the cofferdam is built on the base soil layer 3; non-uniform thickness bottom seal concrete 4 is poured in the cofferdam, and the non-uniform thickness bottom seal concrete 4 is anchored on the base soil layer 3 by anti-floating anchor rods. The specific structure is: This embodiment includes a plurality of anti-floating anchor rods and a plurality of combined components 16; Each transverse composite component 16 is connected with a plurality of anti-floating anchor rods to solve the problem of unbalanced anti-floating of the bottom sealing structure under the geological conditions of the slope riverbed.
[0020] In the longitudinal direction, the upper structure of the anti-floating anchor rod is distributed inside the non-uniform thickness bottom sealing concrete 4, and the lower structure thereof is inserted into the base soil layer 3 inside the cofferdam; An anchor hole 8 is opened inside the base soil layer 3, and anchor slurry 7 is poured into the anchor hole 8; Each anti-floating anchor rod 18 has a structural design as follows: comprising an anchor rod threaded steel bar 1, an anti-pullout wedge 2, an adjustable sliding bottom anchor plate 5, an anchor connection plate 6, an anchor rod base 14, a grouting pipe 15, and an anchor rod connection plate 9, wherein: The anchor threaded steel bars 1 are divided into two groups and arranged in parallel in the anti-floating anchor. The outer arc surfaces of the two groups of the anchor threaded steel bars 1 are equidistantly sleeved with a plurality of anchor connecting plates 9. The two anchor threaded steel bars 1 are connected as a whole by the installed anchor connecting plates 9, which can not only enhance the stability of the anchor structure, but also enhance the tensile strength between the anchor threaded steel bars 1 and the anchor slurry 7, thereby avoiding the separation of the anchor threaded steel bars 1 and the anchor slurry 7 and improving the pull-out resistance effect. An anchor base 14 is arranged at the bottom end of the anchor threaded steel bar 1, and the adjustable sliding bottom anchor plate 5 is welded to the upper end of the anchor threaded steel bar 1, and the adjustable sliding bottom anchor plate 5 is connected and fixed with the anchor connecting plate 6 through the inclined steel bar. The anchor threaded steel bar 1 is inserted into the anchor hole 8 as a whole, and the top of the base soil layer 3 is poured with non-uniform thickness bottom concrete 4. The non-uniform thickness bottom concrete The soil 4 and the adjustable sliding bottom anchor plate 5 are cast as a whole to prevent the thinner non-uniform thickness bottom concrete 4 from floating up or sliding under the action of buoyancy; anti-pullout wedges 2 are welded on both sides of the anchor threaded steel bar 1, and the anti-pullout wedges 2 convert the friction force of the original smooth anchor rod steel bar into vertical extrusion force, which greatly enhances the pull-out strength between the anchor threaded steel bar 1 and the anchor slurry 7, and prevents the anchor threaded steel bar 1 from being pulled out of the anchor slurry 7 under the action of large buoyancy and causing slippage to cause the anti-floating anchor to fail; an anchor locator 13 is provided in the middle of the anchor threaded steel bar 1, and the anchor locator 13 is located at the center of the anchor hole 8, and the anchor locator 13 is welded on both sides of the anchor threaded steel bar 1 to prevent the anchor structure from deviating from the center of the anchor hole 8 when the anchor is lowered; the anchor base 14 is welded to the bottom ends of the two groups of anchor threaded steel bars 1.
[0021] The entire structural system effectively connects multiple anti-floating anchor rods through the combined component 16 in the horizontal direction so as to work in coordination. In the vertical direction, the upper structure of each anti-floating anchor rod is installed inside the non-uniform thickness bottom sealing concrete 4 and the anchor rod lower structure is inserted into the base soil layer 3. The anti-floating anchor rod combined with the anti-pulling structural system allows each anti-floating anchor rod to jointly bear the huge buoyancy and effectively reduce the risk of a part of the anchor rod being overstressed and failing, thereby improving the anti-floating effect of the entire anchor rod structure. Preferably, the adjustable sliding bottom anchor plate 5 includes a pressure plate 501, two groups of adjustable sliding grooves 502 are symmetrically opened on both sides of the pressure plate 501, two groups of anchor grooves 503 are symmetrically opened in the middle of the pressure plate 501, and a grouting pipe positioning hole 504 is opened on one side of the pressure plate 501. After the adjustable sliding bottom anchor plate 5 is placed, non-uniform thickness bottom concrete 4 is poured to connect the anchor rod superstructure with the non-uniform thickness bottom concrete 4 as a whole, so as to avoid failure due to slippage of the non-uniform thickness bottom concrete 4 and the anchor rod threaded steel bar 1 when the buoyancy is too large.
[0022] Furthermore, a group of fixing bolts 12 are bolted and installed inside the two groups of pressure plates 501, and a group of inclined steel bars 11 are installed at the bottom of each group of fixing bolts 12. The ends of the two groups of inclined steel bars 11 are bolted and installed at the anchoring connection plate 6. The force characteristics of the adjustable sliding bottom anchor plate 5 can be changed by adjusting the position of the fixing bolts 12 in the adjustable sliding groove 502, and the bending moment caused by a part of the buoyancy on the adjustable sliding bottom anchor plate 5 is converted into the tension of the inclined steel bars 11. When determining the optimal bolting position of the inclined steel bars 11 and the pressure plate 501, it is necessary to perform a force analysis on the adjustable sliding bottom anchor plate to obtain a moment balance equation. The force analysis diagram is shown as follows: Figure 7 As shown, the optimal bolting position is determined according to the moment balance equation of formula (i). Generally, the fixed bolt 12 on the side with smaller buoyancy is L / 4 away from the center of the adjustable sliding bottom anchor plate 5, and the fixed bolt 12 on the side with larger buoyancy is L / 3 away from the center of the adjustable sliding bottom anchor plate 5.
[0023] FL2sin(arctan )= ρgΔhL 2 +FL1sin(arctan )(i) In formula (i), ρ is the density of water, g is the acceleration of gravity, h is the vertical distance between the water level line on the outer side of the cofferdam and the bottom of the thinner side of the non-uniform bottom concrete, Δh is the difference in thickness between the two sides of the non-uniform bottom concrete, L is the length of the adjustable sliding bottom anchor plate, L1 is the distance between the bolting position of the diagonal steel bars on the thinner side of the non-uniform bottom concrete and the adjustable sliding bottom anchor plate and the center of the adjustable sliding bottom anchor plate, L2 is the distance between the bolting position of the diagonal steel bars on the thicker side of the non-uniform bottom concrete and the adjustable sliding bottom anchor plate and the center of the adjustable sliding bottom anchor plate, d is the vertical distance between the adjustable sliding bottom anchor plate and the anchor connection plate, and F is the allowable tension of the diagonal steel bars.
[0024] Specifically, the bolting position of the inclined steel bar 11 and the pressure plate 501 is adjusted according to the size of the unbalanced buoyancy, the bending strength of the pressure plate 501 under the action of asymmetric buoyancy is enhanced, the anti-floating problem of the non-uniform thickness bottom concrete 4 under the action of unbalanced buoyancy is effectively solved, and the tensile strength of the adjustable sliding bottom anchor plate 5 under the action of larger buoyancy is greatly improved. Especially when unbalanced buoyancy appears on both sides of the non-uniform thickness bottom concrete 4 of the deep-water slope accumulation layer riverbed, increasing the distance between the fixing bolt 12 and the anchor threaded steel bar 1 can not only prevent the adjustable sliding bottom anchor plate 5 from bending and deformation, but also effectively fix the non-uniform thickness bottom concrete 4 to the bottom of the deep-water foundation pit, avoiding the non-uniform thickness bottom concrete 4 and the anchor threaded steel bar 1 from slipping and failing under the action of larger buoyancy, greatly improving the pull-out resistance of the anti-floating anchor rod and enhancing its anti-floating effect, which can not only ensure the safety of the project but also reduce the amount of anchor rods and reduce construction costs.
[0025] Furthermore, the anchoring connection plate 6 includes a hinged fixing plate 601 , and two groups of anchor rod steel bar holes 602 are symmetrically opened on both sides of the hinged fixing plate 601 , and a group of hinged connection holes 603 are opened on the outer side of each group of anchor rod steel bar holes 602 .
[0026] It is worth noting that the two groups of anchor threaded steel bars 1 extend from the inside of the anchor steel bar hole 602 and are welded and installed, and the two groups of inclined steel bars 11 extend into the corresponding side hinged connection holes 603 and are connected through movable hinges 10.
[0027] Specifically, a group of anchor rod positioning pieces 13 are welded and installed on the outer side of each group of anchor rod threaded steel bars 1, and the anchor rod positioning pieces 13 are used to accurately place the anchor rod components at the center position of the anchor rod hole 8.
[0028] In addition, the anchor base 14 is arranged at the bottom end of the two anchor threaded steel bars 1, and the anchor base 14 includes an anchor positioning hammer 1401, and two groups of guide connecting pipes 1402 are symmetrically installed on the top of the anchor positioning hammer 1401. A group of anchor connecting plates 1403 are fixedly installed on the top of the two groups of guide connecting pipes 1402. A connecting reinforcement 1404 is installed on the top of the anchor connecting plate 1403. A grouting pipe limiting hole 1406 is opened in the center of the upper surface of the connecting reinforcement 1404. The grouting pipe Two groups of anchor connecting grooves 1405 are symmetrically opened on both sides of the limiting hole 1406. The anchor positioning hammer 1401 is mainly used to fix the placement of the anchor structure when pouring the anchor slurry 7 and the non-uniform thickness bottom sealing concrete 4, so that when the anchor positioning hammer 1401 is located at the bottom of the anchor hole 8, the adjustable sliding bottom sealing anchor plate 5 is just located inside the non-uniform thickness bottom sealing concrete 4. The anchor positioning hammer 1401 is used to make the anchor base 14 located inside the grouting body, ensuring that the anchor component is wrapped by the grouting body 7 in the deep water environment without being corroded and damaged.
[0029] Specifically, the two groups of anchor threaded steel bars 1 are respectively passed through the corresponding side anchor connection grooves 1405 and welded to the anchor connection plates 1403, and the connection reinforcements 1404 are respectively welded to the anchor threaded steel bars 1 and the anchor connection plates 1403, so that the anchor connection plates 1403, the connection reinforcements 1404 and the anchor threaded steel bars 1 are firmly connected as a whole to resist the huge pulling force generated by buoyancy. The anchor base 14 converts the friction force of the original smooth steel bar into the squeezing force between the connection reinforcement 1404 and the anchor slurry 7. It is also difficult to pull the anchor threaded steel bar 1 out of the anchor slurry 7 under the action of a large buoyancy force, because it is difficult to pull it out together with the anchor base 14. When there is a huge water pressure difference caused by the water level difference of tens of meters inside and outside the foundation pit, the anti-pullout wedge 2, the anchor base 14 and the adjustable sliding bottom anchor plate 5 distribute the buoyancy to various parts of the anchor threaded steel bar 1. They simultaneously play an anti-pullout role and work together to stably anchor the non-uniform thickness bottom concrete 4 in the seabed bedrock, creating a safe and stable waterless construction environment in the cofferdam.
[0030] Preferably, the end of the grouting pipe 15 passes through the center of the grouting pipe positioning hole 504 and the grouting pipe limiting hole 1406 and extends to the bottom of the anchor hole 8. The grouting pipe 15 can ensure that the anchor slurry 7 is poured starting from the bottom of the anchor hole 8.
[0031] The implementation method of the structural system of the present invention in this embodiment includes the following steps: The first step is to insert piles and drill holes: the base soil layer 3 is composed of an upper pebble soil layer 31 piled on a lower strongly weathered siltstone layer 32, and the interface between the pebble soil layer 31 and the strongly weathered siltstone layer 32 forms a slope accumulation riverbed soil layer boundary line 33. The steel pipe pile cofferdam 17 is composed of steel pipe piles 171 inserted one by one. The steel pipe piles 171 penetrate the pebble soil layer 171 and are inserted into the strongly weathered siltstone layer 32. After the steel pipe pile cofferdam 17 for waterproof retaining is inserted, the hole position of the anchor threaded steel bar 1 is measured and positioned, and a long spiral drill is used to drill holes to form anchor holes 8.
[0032] The second step is to place the pipe: a steel casing with a diameter slightly smaller than the diameter of the anchor hole 8 is placed at the anchor hole 8 and driven into a certain depth. The steel casing is mainly used to prevent the anchor hole 8 from collapsing during the drilling process.
[0033] The third step is hole cleaning: a long spiral drill is used to drill a hole in the steel casing to the bottom of the anchor hole 8, and high-pressure airflow is used to flush the debris in the anchor hole 8 to clean the hole.
[0034] The fourth step is to process the steel bars: determine and process the anchor threaded steel bars 1 according to the depth of the anchor hole 8, weld the anchor base 14 to the bottom ends of the two anchor threaded steel bars 1, and pass the two anchor threaded steel bars 1 through the anchor connecting groove 1405 of the connecting reinforcement 1404, weld the anchor threaded steel bars 1 and the anchor connecting plate 1403 connecting reinforcement 1404 into a whole, and weld the anti-pullout wedge 2 and the anchor locating piece 13 to both sides of the anchor threaded steel bars 1 respectively.
[0035] The fifth step is to connect them into a whole: weld the anchor connecting plate 6 to the hole position of the anchor rod and weld the adjustable sliding bottom anchor plate 5 to a certain height above the hole position of the anchor rod hole 8; the lower end of the inclined steel bar 11 is connected to the anchor connecting plate 6 by a movable hinge 10, and the upper end of the inclined steel bar 11 is bolted to the adjustable sliding bottom anchor plate 5 by a fixing bolt 12. The optimal bolting position of the inclined steel bar 11 and the adjustable sliding bottom anchor plate 5 is determined according to the moment balance equation (i) obtained by the force analysis, as mentioned above.
[0036] The force analysis diagram is as follows Figure 7 As shown, generally, the distance between the fixing bolt 12 on the side with smaller buoyancy and the center of the adjustable sliding bottom anchor plate 5 is L / 4, and the distance between the fixing bolt 12 on the side with larger buoyancy and the center of the adjustable sliding bottom anchor plate 5 is L / 3; thus, the anchor connecting plate 6 and the adjustable sliding bottom anchor plate 5 are connected to form an integral structure, wherein the bottom anchor plate 5 is preferably located at one-third of the thickness from the top of the non-uniform thickness bottom concrete 4.
[0037] The sixth step is to insert the anchor rods: in the horizontal direction, the pressure plate 501 of each anti-floating anchor rod 18 is hinged in sequence through the combined component 16 to form a combined structure of multiple anti-floating anchor rods 18, and in the longitudinal direction, the upper end of each anti-floating anchor rod 18 is installed inside the non-uniform thickness bottom sealing concrete 4 and the lower end of the anchor rod is inserted into the anchor rod hole 8 of the base soil layer 3, and the anchor rod positioning hammer 1401 of the anti-floating anchor rod 18 is lowered to the bottom of the anchor rod hole 8, and the anchor rod is placed in the center position of the anchor rod hole 8 through the anchor rod positioning piece 13 and the combined structure of multiple anti-floating anchor rods 18 is temporarily fixed.
[0038] The seventh step is grouting: the grouting pipe 15 is passed through the grouting pipe positioning hole 504 and the grouting pipe limiting hole 1406 and lowered to the bottom of the anchor hole 8, and the anchor slurry 7 is pumped from the grouting pipe to the grouting hole 8 with a grouting pump, and the anchor slurry 7 is injected from bottom to top using the bottom grouting method to ensure that the grouting hole is filled with the anchor slurry 7.
[0039] Step 8: Casting the bottom seal: clear the bottom of the cofferdam and cast underwater non-uniform thickness bottom seal concrete 4, so that the adjustable sliding bottom seal anchor plate 5 and the non-uniform thickness bottom seal concrete 4 are connected to form a whole.
Claims
1. An anti-floating anchor device with a combined anti-pullout structure, comprising an anchor threaded steel bar (1), characterized in that: It also includes an anti-pullout wedge-shaped body (2), an adjustable sliding bottom anchor plate (5), an anchor connection plate (6), an anchor base (14), a grouting pipe (15) and a combined component (16); An anchor hole (8) is opened inside the base soil layer (3), and anchor slurry (7) is poured inside the anchor hole (8); Two groups of anchor threaded steel bars (1) are provided, and the two groups of anchor threaded steel bars (1) are arranged in parallel. At least two groups of anchor connection plates (9) are equidistantly sleeved on the outer arc surfaces of the two groups of anchor threaded steel bars (1). An anchor base (14) is provided at the bottom end of the anchor threaded steel bars (1). An adjustable sliding bottom sealing anchor plate (5) is welded to the upper end of the anchor threaded steel bars (1), and the adjustable sliding bottom sealing anchor plate (5) is connected and fixed to the anchor connection plate (6) through inclined steel bars. The anchor threaded steel bars (1) are integrally inserted into the anchor hole (8). Non-uniform thickness bottom sealing concrete (4) is cast on the top of the base soil layer (3), and the non-uniform thickness bottom sealing concrete (4) and the adjustable sliding bottom sealing anchor plate (5) are cast as a whole. Anti-pullout wedges (2) are welded on both sides of the anchor threaded steel bar (1); an anchor rod positioning piece (13) is arranged in the middle of the anchor threaded steel bar (1), and the anchor rod positioning piece (13) is located at the center of the anchor rod hole (8); and the anchor rod base (14) is welded to the bottom ends of the two groups of anchor threaded steel bars (1).
2. The anti-floating anchor device with a combined anti-pullout structure as claimed in claim 1 is characterized in that: The sliding bottom anchor plate (5) comprises a pressure plate (501), a sliding groove (502) and an anchor rod groove (503); two groups of adjustable sliding grooves (502) are symmetrically opened on both sides of the pressure plate (501); two groups of anchor rod grooves (503) are symmetrically opened in the middle of the pressure plate (501); and a grouting pipe positioning hole (504) is opened on one side of the pressure plate (501); A group of fixing bolts (12) are bolted and installed inside the two groups of pressure plates (501) respectively, and a group of inclined steel bars (11) are installed at the bottom end of each group of fixing bolts (12). The ends of the two groups of inclined steel bars (11) are hingedly installed on the anchoring connection plate (6).
3. The anti-floating anchor device with a combined anti-pullout structure according to claim 2 is characterized in that: The anchoring connection plate (6) comprises a hinged fixing plate (601), two groups of anchor rod reinforcement holes (602) are symmetrically opened on both sides of the hinged fixing plate (601), and a group of hinged connection holes (603) are opened on the outer side of each group of anchor rod reinforcement holes (602); Two groups of anchor threaded steel bars (1) extend from the inside of the anchor steel bar holes (602) and are welded and installed, and two groups of inclined steel bars (11) extend into the inside of the corresponding side hinge connection holes (603) and are connected through movable hinges (10).
4. The anti-floating anchor device with a combined anti-pullout structure according to claim 3 is characterized in that: The anchor base (14) is arranged at the bottom ends of the two anchor threaded steel bars (1), and the anchor base (14) comprises an anchor positioning hammer (1401), a guide connecting pipe (1402), an anchor connecting plate (1403), a connecting reinforcement member (1404) and an anchor connecting groove (1405). Two groups of guide connecting pipes (1402) are symmetrically installed at the top of the anchor positioning hammer (1401), a group of anchor connecting plates (1403) are fixedly installed at the tops of the two groups of guide connecting pipes (1402), a connecting reinforcement member (1404) is installed at the top of the anchor connecting plate (1403), a grouting pipe limiting hole (1406) is opened at the center of the upper surface of the connecting reinforcement member (1404), and two groups of anchor connecting grooves (1405) are symmetrically opened on both sides of the grouting pipe limiting hole (1406); The two groups of anchor threaded steel bars (1) are respectively passed through the corresponding side anchor connection grooves (1405) and welded to the anchor connection plates (1403), and the connection reinforcement members (1404) are respectively welded to the anchor threaded steel bars (1) and the anchor connection plates (1403).
5. The anti-floating anchor device with a combined anti-pullout structure according to claim 4 is characterized in that: The end of the grouting pipe (15) passes through the center of the grouting pipe positioning hole (504) and the grouting pipe limiting hole (1406) and extends to the bottom of the anchor hole (8).
6. The method for using the anti-floating anchor device with a combined anti-pullout structure according to claim 5, characterized in that: Follow the steps below to implement: The first step is to insert piles and drill holes: the base soil layer (3) is composed of an upper pebble soil layer (31) piled on a lower strongly weathered silt sandstone layer (32), the interface between the pebble soil layer (31) and the strongly weathered silt sandstone layer (32) forms a slope accumulation riverbed soil layer boundary line (33), the steel pipe pile cofferdam (17) is formed by inserting steel pipe piles (171) one by one, the steel pipe piles (171) penetrate the pebble soil layer (171) and are inserted into the strongly weathered silt sandstone layer (32), after the steel pipe pile cofferdam (17) for waterproof retaining is inserted and driven, the opening position of the anchor threaded steel bar (1) is measured and positioned, and a long spiral drill is used to drill holes to form anchor holes (8); The second step is to place the pipe: a steel casing having a diameter that matches the anchor hole (8) and forms a clearance fit is placed at the anchor hole (8) and driven into a certain depth; The third step is hole cleaning: a long spiral drill is used to drill a hole in the steel casing to the bottom of the anchor hole (8), and a high-pressure airflow is used to flush the debris in the anchor hole (8) to clean the hole; The fourth step is to process the steel bars: determine and process the anchor rod threaded steel bars (1) according to the depth of the anchor rod hole (8), weld the anchor rod base (14) to the bottom ends of the two anchor rod threaded steel bars (1), pass the two anchor rod threaded steel bars (1) through the anchor rod connecting groove (1405) of the connecting reinforcement member (1404), weld the anchor rod threaded steel bars (1), the anchor rod connecting plate (1403) and the connecting reinforcement member (1404) into a whole, and weld the anti-pullout wedge (2) and the anchor rod positioning member (13) to both sides of the anchor rod threaded steel bars (1); The fifth step is to connect them into a whole: the anchor connection plate (6) is welded to the hole position of the anchor rod and the adjustable sliding bottom anchor plate (5) is welded above the hole position of the anchor rod hole (8); the lower end of the inclined steel bar (11) is connected to the anchor connection plate (6) by a movable hinge (10), and the upper end of the inclined steel bar (11) is bolted to the adjustable sliding bottom anchor plate (5) by a fixing bolt (12); The sixth step is to insert the anchor rods: in the transverse direction, the pressure plates (501) of each anti-floating anchor rod (18) are hinged in sequence through the composite component (16) to form a composite structure of multiple anti-floating anchor rods (18); in the longitudinal direction, the upper end of each anti-floating anchor rod (18) is installed inside the non-uniform thickness bottom sealing concrete (4) and the lower end of the anchor rod is inserted into the anchor rod hole (8) of the base soil layer (3); the anchor rod positioning hammer (1401) of the anti-floating anchor rod (18) is lowered to the bottom of the anchor rod hole (8); the anchor rod is placed at the center of the anchor rod hole (8) through the anchor rod positioning member (13) and the composite structure of multiple anti-floating anchor rods (18) is temporarily fixed; Step 7, grouting: the grouting pipe (15) is passed through the grouting pipe positioning hole (504) and the grouting pipe limiting hole (1406) and lowered to the bottom of the anchor hole (8), the anchor slurry (7) is pumped from the grouting pipe into the grouting hole (8) by a grouting pump, and the anchor slurry (7) is injected from bottom to top by the hole bottom return grouting method to ensure that the grouting hole is filled with the anchor slurry (7); The eighth step is pouring the bottom seal: the bottom of the cofferdam is cleaned and underwater non-uniform thickness bottom seal concrete (4) is poured, so that the adjustable sliding bottom seal anchor plate (5) is connected with the non-uniform thickness bottom seal concrete (4) to form a whole.
7. The method for using the anti-floating anchor device with a combined anti-pullout structure according to claim 6, characterized in that: In the fifth step, the bolt connection position of the inclined steel bar (11) and the adjustable sliding bottom anchor plate (5) is determined according to the moment balance equation (i) obtained from the force analysis, the fixed bolt (12) on the side with smaller buoyancy is L / 4 away from the center of the adjustable sliding bottom anchor plate (5), and the fixed bolt (12) on the side with larger buoyancy is L / 3 away from the center of the adjustable sliding bottom anchor plate (5), and the anchor connection plate (6) and the adjustable sliding bottom anchor plate (5) are connected to form an integral structure, wherein the bottom anchor plate (5) is located one-third of the thickness from the top of the non-uniform thickness bottom concrete (4); FL2sin(arctan )= ρgΔhL 2 +FL1sin(arctan )(i) In formula (i), ρ is the density of water, g is the acceleration of gravity, h is the vertical distance between the water level line on the outer side of the cofferdam and the bottom of the thinner side of the non-uniform bottom concrete, Δh is the difference in thickness between the two sides of the non-uniform bottom concrete, L is the length of the adjustable sliding bottom anchor plate, L1 is the distance between the bolting position of the diagonal steel bars on the thinner side of the non-uniform bottom concrete and the adjustable sliding bottom anchor plate and the center of the adjustable sliding bottom anchor plate, L2 is the distance between the bolting position of the diagonal steel bars on the thicker side of the non-uniform bottom concrete and the adjustable sliding bottom anchor plate and the center of the adjustable sliding bottom anchor plate, d is the vertical distance between the adjustable sliding bottom anchor plate and the anchor connection plate, and F is the allowable tension of the diagonal steel bars.