Pull-up super beam-net system and its construction verification integrated method

Abstract

The application belongs to the technical field of geotechnical engineering anchoring and deep foundation, and relates to a pull-up type super anchor beam net system and a construction verification integrated method thereof. The system comprises an expanded body anchor cable, an inclined short landing pile, a long landing pile, a separated pile top anchor plate, a loading anchor and an inclined expanded bottom anti-slide pile. The expanded body anchor cable is provided with a buffer layer, and the buffer layer buffers and protects the reverse pressure of the concrete wrapping layer when the anchor cable is locked during construction; the inclined short landing pile is pressed into the broken cone of the expanded body anchor cable, and the penetration of the broken surface is inhibited; the long landing pile is perpendicular to the potential sliding surface or is inclined to the mountain to press, so as to increase the normal stress of the sliding surface; the separated pile top anchor plate realizes the physical separation and cross locking of the load end and the anchoring end; the corner cable saddle turns the anchor cable tension into additional load, and the anchor anchor rod turns the lateral force into the normal pressure of the expanded head diffusion broken surface; the inclined expanded bottom anti-slide pile forms a matching relationship through the angle optimization, the anchor cable inclination, the corner cable saddle position and the designed additional load. The construction verification method comprises a plastic zone monitoring bearing capacity test, a three-condition ultimate bearing capacity determination and a long-term creep verification. The method is suitable for deep landslide treatment, slope support, large-tonnage anchoring of tunnel portal and anchoring reinforcement engineering in complex stratum.

Description

Technical Field

[0001] This invention belongs to the field of geotechnical engineering anchoring and deep foundation technology, specifically involving an uplift-type super anchor beam mesh structure system and its integrated construction verification method applicable to deep landslide treatment, slope protection, large-tonnage anchoring at tunnel entrances, and complex stratum anchoring reinforcement projects. Background Technology

[0002] In slope stabilization, deep landslide prevention, tunnel portal support, and large-tonnage anchoring projects, traditional anchoring systems typically consist of a combination of components such as anchor cables, anchor plates, anti-slide piles, and anchor blocks to form a load-bearing system. While existing technologies can meet basic support requirements under general working conditions, they still present the following problems in situations involving deep burial, large tonnage, complex geological formations, and high long-term maintenance requirements:

[0003] Firstly, in existing anchor plate structures, the load end and the anchoring end are usually set as one unit, which makes construction, debugging, repeated tensioning, replacement and re-tensioning inconvenient and not conducive to construction verification and operation and maintenance.

[0004] Secondly, traditional anchor cable bearing capacity tests often use a single displacement or load index as the termination criterion, which makes it difficult to accurately reflect the gradual failure characteristics of the plastic zone during the tensile process of expanded anchor cables.

[0005] Third, existing anti-slide piles mostly rely on lateral bending resistance to provide anti-slide capacity. For deep potential sliding surfaces, they fail to fully utilize the role of the axial pressure of the pile body in increasing the normal stress of the sliding surface.

[0006] Fourth, the anchor cable generates additional load after turning through the angle saddle. However, in the existing technology, there is a lack of unified matching relationship between the anchor cable design tension, the additional load requirement of the angle saddle, the inclination angle of the anti-slide pile and the inclination angle of the anchor, and the degree of coordinated force bearing of each component is limited.

[0007] Fifth, during the construction period, when the anchor cable is locked on the anchor plate, the concrete wrapping layer of the anchor cable is easily subjected to large back pressure. The existing structure lacks effective buffer protection measures against this back pressure, which poses a risk of local crushing.

[0008] Therefore, it is necessary to propose a new upward-pull super anchor beam mesh structure system and its integrated construction verification method to form a unified closed loop in terms of structural design, stress coordination, bearing capacity determination and long-term stability verification, and improve the local compressive safety of key parts during the construction period. Summary of the Invention

[0009] I. Purpose of the Invention

[0010] The purpose of this invention is to provide an integrated construction verification method for an upward-pull super anchor beam network structure, in order to solve the problems in the prior art such as the integration of the load end and the anchoring end, inaccurate determination of the ultimate bearing capacity, insufficient anti-slip efficiency of deep sliding surfaces, insufficient angle adaptation of anchorages and anti-slip piles, weak structural synergy, and the easy crushing of the concrete wrapping layer of the anchor cable under counter-pressure during construction.

[0011] II. Technical Solution

[0012] To achieve the above objectives, the present invention provides an upward-pull super anchor beam network structure system, including expanded anchor cables, inclined short ground piles, long ground piles, separate pile top anchor plates, loaded anchors, and inclined expanded-base anti-sliding piles.

[0013] The expanded anchor cable includes a hemispherical expanded end, a cushion structure, a cylindrical anchoring section, a side friction anchoring section, a seepage-proof sleeve, and a buffer layer. The buffer layer is located on the outer periphery of the expanded anchor cable in the anchor plate locking area. It is used to buffer and protect the back pressure on the concrete wrapping layer of the anchor cable when the anchor cable is locked to the anchor plate during construction, and to prevent local crushing of the concrete wrapping layer of the anchor cable.

[0014] The inclined short ground pile is pressed into the tensile fracture cone of the expanded anchor cable, applying vertical pressure to the tensile fracture cone to inhibit the fracture surface from penetrating upwards.

[0015] The long ground-level piles are positioned so that their axial direction is perpendicular to the potential slip surface or inclined toward the mountain to apply pressure, thereby increasing the normal stress on the slip surface and enhancing its shear resistance.

[0016] The separate pile top anchor plate is installed on the top of the inclined short ground pile and the long ground pile, and includes a strip-shaped hollow groove, an array of anchor holes, a load end and an anchoring end. The load end and the anchoring end are physically separated and cross-locked.

[0017] The loading anchor includes a loading anchor enlarged head, a loading anchor body, a mega anchor bolt, an angle cable saddle, and a vertical anchor beam. The angle cable saddle is used to convert the turning effect of the anchor cable tension into an additional load, and the mega anchor bolt is used to convert part of the lateral force into normal pressure on the diffused fracture surface of the anchor enlarged head.

[0018] The inclined, enlarged-base anti-slide pile includes an enlarged bottom end, an anti-slide pile body, a widened top section, a giant anchor bolt at the top, and prestressed main reinforcement bars in the pile body. The anti-slide pile body is inclined, and the angle is optimized according to the anchor cable inclination angle, the position of the corner saddle, and the design additional load, so that the vertical component of the anchor cable tension after turning through the corner saddle, or the equivalent additional load, matches the design additional load required by the corner saddle.

[0019] Furthermore, the diameter of the hemispherical expansion end and the cylindrical anchoring section is 2m to 8m, preferably 3m to 5m.

[0020] Furthermore, the burial depth of the inclined short ground pile is 8m to 20m, preferably 10m to 15m.

[0021] Furthermore, the burial depth of the long ground pile is 15m to 50m, preferably 20m to 35m.

[0022] Furthermore, the cushioning structure is a sand cushioning layer, a low-grade mortar, or a polyurethane compressible cushioning layer, with a thickness of 0.3m to 2m, preferably 0.5m to 1.5m, used to adjust the end stress distribution and coordinate deformation.

[0023] Furthermore, the side friction anchoring section is provided with 3 to 4 tensioning points along its length, preferably 3 tensioning points, with a single-point tensioning displacement of 0.08m to 0.12m, preferably 0.10m, forming an equivalent cumulative displacement through the accumulation of multiple small displacements.

[0024] Furthermore, the inclination angle β of the long ground-mounted pile satisfies:

[0025] β = 90°-θ, or β<90°-θ;

[0026] Where β is the inclination angle of the long landing pile, and θ is the inclination angle of the potential sliding surface. When β = 90°-θ, the axis of the long landing pile is perpendicular to the potential sliding surface; when β < 90°-θ, the axis of the long landing pile is tilted towards the mountain to apply pressure.

[0027] Furthermore, the spatial distance between the load end and the anchoring end of the split pile top anchor plate is not less than 60cm, preferably 80cm to 120cm; the thickness of the split pile top anchor plate is not less than 100cm, preferably 200cm to 300cm; the width of the strip-shaped hollow groove is 70mm to 180mm, preferably 100mm to 150mm, and the groove depth is 70cm to 120cm, preferably 80cm to 100cm.

[0028] Furthermore, the split pile top anchor plate also includes a curved turning anchor hole with a turning angle of 30° to 90°, preferably 45° to 60°, and is lined with a stainless steel corrugated pipe or steel pipe.

[0029] Furthermore, the giant anchor rod connected to the split pile top anchor plate is inclined downward at 25° to 70°, preferably 30° to 50°, and is a large-diameter anchor rod with a diameter of not less than 100mm, used to apply pressure to the fracture surface of the expanded anchor cable to prevent the fracture surface from being broken through.

[0030] Furthermore, the inclination angle θ_a of the loaded anchor satisfies:

[0031]

[0032] Where θ_a is the optimized inclination angle of the anchor, T is the design tension of the anchor cable, γ is the inclination angle of the anchor cable, and Q_ab is the upper limit of the pull-out force that the enlarged end of the loaded anchor can withstand.

[0033] Furthermore, the tilt angle α of the anti-slide pile body of the inclined wide-base anti-slide pile satisfies the optimal matching relationship with the anchor cable tilt angle γ, the spatial position of the corner saddle and the design additional load Q_ad; by adjusting the tilt angle α of the anti-slide pile body, the vertical component force or equivalent additional load formed after the anchor cable tension is turned by the corner saddle is matched with the design additional load Q_ad required by the corner saddle.

[0034] This invention also provides an integrated construction verification method for an upward-pull super-anchor beam grid structure system, comprising:

[0035] The bearing capacity test in the plastic zone was conducted using monitoring equipment pre-embedded along the cylindrical anchorage section of the expanded anchor cable.

[0036] During the loading process, the displacement of the anchor cable end, the load-displacement curve, and the radius of the plastic zone are monitored simultaneously.

[0037] The ultimate bearing capacity is determined to be reached when all three of the following conditions are met simultaneously:

[0038] 1. The displacement at the end of the anchor cable reaches a predetermined threshold;

[0039] Second, the load-displacement curve tends to flatten out, meaning that when the load increment is less than 5%, the displacement increment exceeds 10%.

[0040] 3. The radius of the plastic zone reaches the design value;

[0041] The ultimate bearing capacity is reduced by a safety factor of 1.1 to 1.3 based on the monitoring results and used as the design tensile force.

[0042] Long-term creep verification was conducted through graded loading, constant load holding, creep observation, and reloading verification.

[0043] Furthermore, the monitoring of the plastic zone adopts the single-hole acoustic wave reflection method and the inclination method, with a transmission frequency of 30kHz to 40kHz, preferably 35kHz; when the wave velocity decreases by more than 15% or the amplitude of the reflected wave is abnormal, it is determined to be the boundary of the plastic zone.

[0044] Furthermore, the safety factor is determined based on the dispersion of the monitoring data in the plastic zone:

[0045] When the coefficient of variation is less than 0.1, it is taken as 1.1;

[0046] When the coefficient of variation is between 0.1 and 0.2, we take 1.2;

[0047] When the coefficient of variation is greater than 0.2, take 1.3.

[0048] Furthermore, the long-term creep verification method includes:

[0049] The loading was applied in stages of 15% of the design load, with each stage held for 48 hours. Stability was determined if the displacement rate was less than 0.1 mm / h.

[0050] The constant load duration shall not be less than 10% of the design service life;

[0051] A creep rate of less than 0.05 mm / year is considered stable.

[0052] During reloading verification, the loading rate should not exceed 50% of the initial rate, and the residual bearing capacity should not be less than 90% of the design tensile force.

[0053] III. Beneficial Effects

[0054] Compared with the prior art, the present invention has the following beneficial effects:

[0055] 1. This invention achieves physical separation and cross-locking between the load end and the anchoring end through a split pile top anchor plate, which facilitates repeated tensioning verification during construction and maintenance, re-tensioning, or replacement during operation.

[0056] 2. The present invention provides a buffer layer around the locking area of ​​the anchor plate of the expanded anchor cable, which can buffer and protect the back pressure on the concrete wrapping layer of the anchor cable when the anchor cable is locked on the anchor plate during construction, avoid local crushing, and improve the construction safety and durability of key parts.

[0057] 3. The present invention applies vertical pressure to the fracture cone by pressing an inclined short ground pile into the tensile fracture cone of the expanded anchor cable, which helps to inhibit the upward penetration of the fracture surface.

[0058] 4. This invention applies pressure by having long, ground-mounted piles axially perpendicular to the potential sliding surface or inclined towards the mountain, which can increase the normal stress of the sliding surface and enhance its shear resistance.

[0059] 5. This invention achieves a more reasonable force transmission relationship and improves the system's collaborative force-bearing level by adapting and optimizing the angles and inclinations of the angle cable saddle, vertical anchor beam, loading anchor, and inclined wide-base anti-slip pile.

[0060] 6. This invention uses plastic zone monitoring, end displacement and load-displacement curves to jointly determine the ultimate bearing capacity, which can more accurately reflect the progressive stress and progressive failure characteristics of the expanded anchor cable.

[0061] 7. This invention uses a safety factor of 1.1 to 1.3 based on three-condition monitoring. Compared with traditional designs with higher safety factors, it can reduce material consumption while ensuring safety. Through the angle adaptation mechanism, it can improve the structural stress efficiency and save materials. Attached Figure Description

[0062] Figure 1 This is a schematic diagram of the overall structure of the pull-up super anchor beam network system of the present invention, showing the overall arrangement relationship of the expanded anchor cable, anti-slide pile, loading anchor and separate pile top anchor plate.

[0063] Figure 2 This is a detailed drawing of the split pile top anchor plate structure of the present invention, showing the core structure of the cross-locking between the load end and the anchoring end, as well as the connection details of the short ground pile top hinge joint and the buffer hinge surface.

[0064] Figure 3 This is a flowchart of the construction verification method of the present invention, showing the logic chain of monitoring the plastic zone of the expanded anchor cable, determining the ultimate bearing capacity under three conditions, and verifying long-term creep.

[0065] Figure 4 This is a schematic diagram of the loading anchor structure of the present invention, showing the mechanical transmission path of the angled cable saddle angled loading, vertical anchor beam force transmission, loading anchor main body bearing force and anchor giant anchor pressure locking, as well as the relative positional relationship between the landslide surface and the anchor.

[0066] Figure 5 This is a schematic diagram of the inclined, enlarged-base anti-slide pile structure of the present invention, showing the tension-compression dual control mechanism of the anti-slide pile and the location of the passive earth pressure rupture surface of the anti-slide pile.

[0067] Figure 6 This relates to the synergistic working relationship between the expanded anchor cable structure, the inclined short ground pile, and the giant anchor bolt fracture surface locking mechanism of this invention.

[0068] Figure 7 This relates to the synergistic working relationship between the expanded anchor cable structure, the long ground pile anti-slip mechanism, and the giant anchor bolt locking mechanism of this invention.

[0069] Explanation of reference numerals in the attached figures

[0070] 1. Expanded anchor cable;

[0071] 1-1. End of hemispherical expansion body;

[0072] 1-2. Subbase structure;

[0073] 1-3. Cylindrical anchorage section;

[0074] 1-4, Side friction anchorage section;

[0075] 1-5. Leak-proof sleeve;

[0076] 1-6. Cone of tensile strength failure of expanded anchor cable;

[0077] 1-7, Buffer layer;

[0078] 2. Inclined short landing stakes;

[0079] 2-1. Expanded bottom end;

[0080] 2-2. Subbase structure;

[0081] 2-3. Main body of the pile;

[0082] 2-4. Side friction section;

[0083] 2-5. Short ground-level pile top hinge joint;

[0084] 2-6. Buffer hinge surface;

[0085] 2-7. Long ground-level stakes;

[0086] 2-8. Enlarged end of long pile;

[0087] 2-9. Long pile foundation structure;

[0088] 2-10. Main body of the long pile;

[0089] 2-11. Side friction section of long piles;

[0090] 3-1. Separate pile top anchor plate;

[0091] 3-2, Strip-shaped hollow groove;

[0092] 3-3, Anchor hole array;

[0093] 3-4. Giant anchor bolts;

[0094] 3-5, Load end;

[0095] 3-6. Anchoring end;

[0096] 4-1. Load the anchorage enlarger head;

[0097] 4-2. Load the main body of the anchorage;

[0098] 4-3. Giant anchor bolts for anchorage;

[0099] 4-4. Anchorage enlarged head diffusion fracture surface;

[0100] 4-5, Corner saddle;

[0101] 4-6. Landslide surface;

[0102] 4-7. Vertical anchor beam;

[0103] 5-1. Enlarged end of pile bottom;

[0104] 5-2. Anti-slide pile body;

[0105] 5-3. Widening section at the top of the pile;

[0106] 5-4. Giant anchor bolts at the top of piles;

[0107] 5-5. Passive earth pressure rupture surface of anti-slide piles;

[0108] 5-6. Prestressed main reinforcement bars of pile body. Detailed Implementation

[0109] The present invention will be further described below with reference to the accompanying drawings, but the scope of protection of the present invention is not limited to the following embodiments.

[0110] Implementation Method 1

[0111] like Figures 1 to 7 As shown, an upward-pull super anchor beam network structure includes an expanded anchor cable (1), an inclined short ground pile (2), a long ground pile (2-7), a separate pile top anchor plate (3-1), a loading anchor and an inclined expanded bottom anti-slide pile.

[0112] The expanded anchor cable (1) consists of a hemispherical expanded end (1-1), a cushion structure (1-2), a cylindrical anchoring section (1-3), a side friction anchoring section (1-4), a seepage-proof sleeve (1-5), and a buffer layer (1-7).

[0113] The hemispherical expansion end (1-1) and the cylindrical anchoring section (1-3) form an integral diameter of 2m to 8m, preferably 3m to 5m. Monitoring equipment is pre-embedded along the cylindrical anchoring section (1-3). A buffer layer (1-7) is set on the outer periphery of the expansion anchor cable (1) in the anchor plate locking area. During construction, when the anchor cable is locked on the anchor plate, it buffers and protects the concrete wrapping layer of the anchor cable from the back pressure, preventing the concrete wrapping layer from being crushed.

[0114] The inclined short ground pile (2) consists of an enlarged bottom end (2-1), a cushion layer structure (2-2), a pile body (2-3), a side friction section (2-4), a short ground pile top hinge joint (2-5), and a buffer hinge surface (2-6), with a burial depth of 8m to 20m, preferably 10m to 15m.

[0115] The main body of the pile (2-3) is pressed into the tensile fracture cone (1-6) of the expanded anchor cable, applying vertical pressure to the tensile fracture cone (1-6). A short, ground-landing pile top hinge joint (2-5) is located between the pile top and the separated pile top anchor plate (3-1), allowing for a certain degree of rotational deformation to accommodate the pile-plate deformation difference. A buffer hinge surface (2-6) is located in the hinge joint contact area to disperse concentrated stress and prevent localized crushing of the pile top.

[0116] The long ground-supported pile (2-7) consists of a long pile with an enlarged base (2-8), a long pile cushion structure (2-9), a long pile body (2-10), and a long pile side friction section (2-11), with a burial depth of 15m to 50m, preferably 20m to 35m. Its inclination angle β is determined according to the potential sliding surface inclination angle θ, and satisfies β = 90°-θ or β<90°-θ. When β = 90°-θ, the axis of the long ground-supported pile (2-7) is perpendicular to the potential sliding surface; when β<90°-θ, the axis of the long ground-supported pile (2-7) tilts towards the mountainside to apply pressure.

[0117] Separate pile top anchor plate (3-1) is installed on the top of inclined short ground pile (2) and long ground pile (2-7). Strip-shaped slot (3-2) is connected to anchor hole array (3-3), and load end (3-5) and anchor end (3-6) are physically separated and cross-locked.

[0118] The spatial distance between the load end (3-5) and the anchoring end (3-6) shall not be less than 60cm, preferably 80cm to 120cm. The thickness of the split pile top anchor plate (3-1) shall not be less than 100cm, preferably 200cm to 300cm. The width of the strip-shaped groove (3-2) shall be 70mm to 180mm, preferably 100mm to 150mm, and the depth shall be 70cm to 120cm, preferably 80cm to 100cm.

[0119] The split-type pile top anchor plate (3-1) is equipped with curved turning anchor holes with a turning angle of 30° to 90°, preferably 45° to 60°, and is lined with stainless steel corrugated pipe or steel pipe. The giant anchor rod (3-4) connected to it is inclined downward at 25° to 70°, preferably 30° to 50°, and has a diameter of not less than 100mm.

[0120] The loading anchor includes the loading anchor enlarged head (4-1), the loading anchor body (4-2), the anchor mega anchor rod (4-3), the angle cable saddle (4-5), and the vertical anchor beam (4-7).

[0121] The angle cable saddle (4-5) is set on the mountain-side of the top surface of the loaded anchorage, and converts the turning effect of the anchor cable tension into an additional vertical load through the vertical anchor beam (4-7) or its sub-anchor beam. The giant anchor bolt (4-3) of the anchorage converts part of the lateral force into normal pressure on the diffuse fracture surface (4-4) of the anchorage enlarged head.

[0122] The main body of the loading anchor (4-2) is the load-bearing body of the anchor, located above the enlarged head of the loading anchor (4-1). The angle cable saddle (4-5) and the vertical anchor beam (4-7) are set on the main body of the loading anchor (4-2). The landslide surface (4-6) is the potential sliding interface, and the anchor inclination angle optimization is to perform mechanical adaptation for this landslide surface (4-6).

[0123] The inclination angle θ_a of the anchorage satisfies:

[0124]

[0125] Where θ_a is the optimized inclination angle of the anchor, T is the design tension of the anchor cable, γ is the inclination angle of the anchor cable, and Q_ab is the upper limit of the pull-out force that the enlarged end of the loaded anchor can withstand.

[0126] The inclined, enlarged-base anti-slide pile includes the enlarged end at the pile bottom (5-1), the anti-slide pile body (5-2), the widened section at the pile top (5-3), the giant anchor rod at the pile top (5-4), and the prestressed main reinforcement of the pile body (5-6). The giant anchor rod at the pile top (5-4) has a diameter of not less than 100mm.

[0127] The inclination angle α of the anti-slide pile body (5-2) is optimized and determined based on the anchor cable inclination angle γ, the spatial position of the corner saddle (4-5), and the required additional load Q_ad of the corner saddle (4-5). By adjusting the inclination angle α of the anti-slide pile body (5-2), the vertical component force or equivalent additional load formed after the anchor cable tension is redirected through the corner saddle (4-5) matches the design additional load Q_ad, thereby improving the coordinated force-bearing performance among the corner saddle (4-5), the loaded anchor, and the inclined wide-base anti-slide pile.

[0128] The passive earth pressure rupture surface (5-5) of the anti-slide pile is the passive earth pressure rupture surface formed on the compressed side of the anti-slide pile body (5-2), which is the key mechanical boundary for the transformation of the axial pressure of the pile body into the anti-slide force.

[0129] Implementation Method 2

[0130] The construction verification is carried out in an integrated manner based on the system described in Implementation Method 1.

[0131] First, a plastic zone monitoring bearing capacity test was conducted on the monitoring equipment pre-embedded along the cylindrical anchorage section (1-3) of the expanded anchor cable (1). The plastic zone monitoring adopted the single-hole acoustic reflection method and the inclination method, with a transmission frequency of 30kHz to 40kHz, preferably 35kHz; when the wave velocity decreased by more than 15% or the reflected wave amplitude was abnormal, it was determined to be the boundary of the plastic zone.

[0132] Secondly, during the loading process, the displacement of the anchor cable ends, the load-displacement curve, and the radius of the plastic zone are monitored simultaneously. The ultimate bearing capacity is determined to be reached when the following three conditions are met simultaneously:

[0133] 1) The displacement at the end of the anchor cable reaches a predetermined threshold;

[0134] 2) When the load increment is less than 5%, the displacement increment exceeds 10%;

[0135] 3) The radius of the plastic zone reaches the design value.

[0136] Then, a safety factor is determined based on the dispersion of the monitoring data in the plastic zone. A factor of 1.1 is used when the dispersion factor is less than 0.1; 1.2 is used when the dispersion factor is between 0.1 and 0.2; and 1.3 is used when the dispersion factor is greater than 0.2. The ultimate bearing capacity is divided by the corresponding safety factor to obtain the design tensile force.

[0137] Finally, long-term creep verification was conducted. Gradual loading was applied at 15% of the design load, with each grade held for 48 hours. Stability was determined when the displacement rate was less than 0.1 mm / h. The constant load holding time was no less than 10% of the design service life; stability was determined when the creep rate was less than 0.05 mm / year. During reloading verification, the loading rate was no greater than 50% of the initial rate, and the residual bearing capacity was no less than 90% of the design tensile force.

[0138] The above-mentioned integrated construction verification method can incorporate the development of the plastic zone of the expanded anchor cable, the displacement response of the anchor cable end, and the load-displacement curve changes into a unified judgment system, avoiding the errors caused by traditional single-index judgment, and can select a reasonable safety factor based on the dispersion of monitoring data, thereby taking into account both safety and economy.

[0139] The above description is merely a preferred embodiment of the present invention and is not intended to limit the scope of protection of the present invention. Any equivalent structural or procedural modifications made based on the description and drawings of the present invention, or direct or indirect applications in other related technical fields, are similarly included within the patent protection scope of the present invention.

Claims

1. An upward-pull super-anchor beam mesh structure system, characterized in that, Including expanded anchor cables (1), inclined short ground piles (2), long ground piles (2-7), separated pile top anchor plates (3-1), loading anchors and inclined expanded bottom anti-sliding piles; The expanded anchor cable (1) includes a hemispherical expanded end (1-1), a cushion structure (1-2), a cylindrical anchoring section (1-3), a side friction anchoring section (1-4), a seepage-proof sleeve (1-5), and a buffer layer (1-7). The buffer layer (1-7) is located on the outer periphery of the expanded anchor cable (1) in the anchor plate locking area and is used to buffer and protect the back pressure on the concrete wrapping layer of the anchor cable when the anchor cable is locked on the anchor plate during construction. The inclined short ground pile (2) is pressed into the expanded anchor cable tension rupture cone (1-6) to apply vertical pressure to the expanded anchor cable tension rupture cone (1-6); The long ground-level piles (2-7) are designed to apply pressure with their axial direction perpendicular to the potential slip surface or inclined towards the mountain, in order to increase the normal stress of the potential slip surface. The separate pile top anchor plate (3-1) is set on the top of the inclined short ground pile (2) and the long ground pile (2-7), and includes a strip-shaped slot (3-2), an anchor hole array (3-3), a load end (3-5) and an anchor end (3-6). The load end (3-5) and the anchor end (3-6) are physically separated and cross-locked. The loading anchor includes a loading anchor enlarged head (4-1), a loading anchor body (4-2), an anchor mega-anchor (4-3), a corner cable saddle (4-5), and a vertical anchor beam (4-7). The corner cable saddle (4-5) is used to convert the turning effect of the anchor cable tension into an additional load. The anchor mega-anchor (4-3) is used to convert part of the lateral force into normal pressure on the diffused fracture surface (4-4) of the anchor enlarged head. The inclined expanded-base anti-slide pile includes an enlarged bottom end (5-1), an anti-slide pile body (5-2), a widened top section (5-3), a giant anchor rod at the top of the pile (5-4), and prestressed main reinforcement bars (5-6) in the pile body. The anti-slide pile body (5-2) is inclined and is matched with the anchor cable inclination angle, the position of the corner saddle (4-5), and the design additional load through angle optimization, so that the vertical component force or equivalent additional load formed by the anchor cable tension after turning through the corner saddle (4-5) matches the design additional load required by the corner saddle (4-5).

2. The upward-pull super anchor beam mesh structure system according to claim 1, characterized in that: The hemispherical expansion end (1-1) and the cylindrical anchoring section (1-3) together form an integral diameter of 2m to 8m, preferably 3m to 5m; The inclined short ground pile (2) has a burial depth of 8m to 20m, preferably 10m to 15m; The long ground piles (2-7) are buried at a depth of 15m to 50m, preferably 20m to 35m; The cushion structure (1-2), cushion structure (2-2) and long pile cushion structure (2-9) are sand cushion, low grade mortar or polyurethane compressible cushion, with a thickness of 0.3m to 2m, preferably 0.5m to 1.5m, used to adjust the stress distribution at the ends and coordinate deformation.

3. The upward-pull super anchor beam mesh structure system according to claim 1, characterized in that: The side friction anchoring section (1-4) is provided with 3 to 4 tensioning points along its length, preferably 3 tensioning points. The single-point tensioning displacement is 0.08m to 0.12m, preferably 0.10m. The equivalent cumulative displacement is formed by accumulating small displacements at multiple points.

4. The upward-pull super anchor beam mesh structure system according to claim 1, characterized in that: The inclination angle β of the long ground-level pile (2-7) satisfies the following relationship: β = 90°-θ, or β<90°-θ; Where β is the inclination angle of the long landing pile (2-7), and θ is the inclination angle of the potential sliding surface; When β = 90°-θ, the axis of the long ground pile (2-7) is perpendicular to the potential slip surface, and the axial force is converted into normal pressure on the potential slip surface; When β < 90° - θ, the long landing pile (2-7) tilts and applies pressure towards the mountain along its axis, and the normal component of the axial force works in conjunction with the tangential anti-sliding force.

5. The upward-pull super anchor beam mesh structure system according to claim 1, characterized in that: The spatial distance between the load end (3-5) and the anchoring end (3-6) of the split pile top anchor plate (3-1) is not less than 60cm, preferably 80cm to 120cm; The thickness of the split pile top anchor plate (3-1) is not less than 100cm, preferably 200cm to 300cm; The width of the strip-shaped empty groove (3-2) is 70mm to 180mm, preferably 100mm to 150mm, and the depth is 70cm to 120cm, preferably 80cm to 100cm.

6. The upward-pull super anchor beam mesh structure system according to claim 1, characterized in that: The split pile top anchor plate (3-1) also includes a curved turning anchor hole, the turning angle of which is 30° to 90°, preferably 45° to 60°, and its inner lining is a stainless steel corrugated pipe or a steel pipe. The giant anchor rod (3-4) connected to the split pile top anchor plate (3-1) is inclined downward at 25° to 70°, preferably 30° to 50°, and the giant anchor rod (3-4) is a large-diameter anchor rod with a diameter of not less than 100mm, used to apply pressure to the fracture surface of the expanded anchor cable to prevent the fracture surface from being broken through.

7. The upward-pull super anchor beam mesh structure system according to claim 1, characterized in that: The inclination angle θ_a of the loaded anchor satisfies the following relationship: Where θ_a is the optimized inclination angle of the anchor, T is the design tension of the anchor cable, γ is the inclination angle of the anchor cable, and Q_ab is the upper limit of the pull-out force that the expanded end of the loaded anchor can withstand; This tilt angle optimization achieves an optimized distribution of the pull-out force borne by the enlarged end of the loaded anchor, preventing the enlarged end of the loaded anchor from bearing excessive pull-out force.

8. The upward-pull super anchor beam mesh structure system according to claim 1, characterized in that: The inclination angle α of the anti-slide pile body (5-2) of the inclined base anti-slide pile is optimized and determined according to the anchor cable inclination angle γ, the spatial position of the corner saddle (4-5) and the additional load Q_ad required by the corner saddle (4-5); By adjusting the inclination angle α of the anti-slide pile body (5-2), the vertical component force or equivalent additional load formed after the anchor cable tension is turned by the angle cable saddle (4-5) is matched with the design additional load Q_ad, thereby improving the synergistic force-bearing performance among the angle cable saddle (4-5), the loading anchor and the inclined wide-base anti-slide pile.

9. An integrated construction verification method for an upward-pulling super-anchor beam mesh structure system, characterized in that, The implementation of the upward-pulling super anchor beam grid system according to any one of claims 1 to 8 includes the following steps: S1, the bearing capacity test of the plastic zone is carried out by using the monitoring equipment pre-embedded along the cylindrical anchorage section (1-3) of the expanded anchor cable (1); S2, during the loading process, the displacement of the anchor cable end, the load-displacement curve and the radius of the plastic zone are monitored simultaneously; S3, the ultimate bearing capacity is determined to be reached when the following three conditions are met simultaneously: (i) The displacement at the end of the anchor cable reaches a predetermined threshold; (ii) The load-displacement curve tends to flatten out, that is, when the load increment is less than 5%, the displacement increment exceeds 10%; (iii) The radius of the plastic zone reaches the design value; S4, the ultimate bearing capacity is reduced by a safety factor of 1.1 to 1.3 based on the monitoring results and used as the design tensile force; S5 underwent long-term creep verification through graded loading, constant load holding, creep observation, and reloading verification.

10. The integrated construction verification method according to claim 9, characterized in that: The monitoring of the plastic zone adopts the single-hole acoustic reflection method and the inclination method, with a transmission frequency of 30kHz to 40kHz, preferably 35kHz. When the wave velocity decreases by more than 15% or the amplitude of the reflected wave is abnormal, it is determined to be the boundary of the plastic zone.

11. The integrated construction verification method according to claim 9, characterized in that: The long-term creep verification includes: (a) Graded loading is performed at 15% of the design load, with each grade held for 48 hours. Stability is determined when the displacement rate is less than 0.1 mm / h. (ii) The constant load duration shall not be less than 10% of the design service life; (iii) Stability is determined when the creep rate is less than 0.05 mm / year; (iv) During reloading verification, the loading rate shall not exceed 50% of the initial rate, and the residual bearing capacity shall not be less than 90% of the design tensile force.

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