Support connecting structure, assembly type slope support system and construction method of assembly type slope support system

Abstract

The invention relates to the technical field of slope supporting, in particular to a supporting connecting structure, an assembly type slope supporting system and a construction method of the assembly type slope supporting system. The support connecting structure comprises an inverted arched beam, the inverted arched beam comprises a first steel reinforcement framework and a first wrapping outer layer, and the first steel reinforcement framework extends out of the two ends of the first wrapping outer layer to form connecting ends; the beam pier connecting piece comprises a second steel reinforcement framework and a second wrapping outer layer, the second steel reinforcement framework comprises stirrups and a multi-way sleeve, the multi-way sleeve and the stirrups are connected into a whole, and the second steel reinforcement framework is wrapped with the second wrapping outer layer; the beam pier connecting pieces are connected with the corresponding inverted arched beams in multiple directions, and the connecting ends of the inverted arched beams extend into the corresponding sleeves of the multi-way sleeve.

Description

Technical Field

[0001] This invention relates to the field of slope protection technology, and in particular to a support connection structure, a prefabricated slope protection system and its construction method. Background Technology

[0002] Slope protection engineering is an important field in geotechnical engineering, widely used in infrastructure construction such as highways, railways, water conservancy projects, and building foundations. Its purpose is to prevent slope instability and landslides, ensuring project safety and the safety of people's lives and property. Traditional passive slope protection structures mainly include gravity retaining walls, buttress retaining walls, and cast-in-place reinforced concrete grid beams.

[0003] Among them, cast-in-place reinforced concrete lattice beams are widely used due to their advantages such as good integration with the slope and strong integrity. However, this technology has significant drawbacks: First, its construction relies entirely on on-site formwork, rebar tying, and concrete pouring, resulting in a long operation cycle, high labor input, and construction quality easily affected by the site environment and the skill level of the workers; second, cast-in-place concrete requires a long curing time, which poses safety hazards in situations with poor slope stability or requiring rapid support; finally, a large amount of on-site wet work leads to waste of building materials and serious environmental pollution, which is inconsistent with the green and low-carbon development trend of modern engineering.

[0004] To overcome the shortcomings of cast-in-place technology, prefabricated support structures have emerged. Existing technologies include slope protection schemes using precast concrete slabs, precast piles, or precast trusses. While these schemes improve construction speed, they still have some limitations.

[0005] 1. Most precast components are simply beams, slabs or rods, and the overall support system they form on slopes is poor. The components are mostly hinged or simply overlapped, making it difficult to form an effective collaborative force-bearing mechanism.

[0006] 2. Especially when subjected to uneven earth pressure, stress concentration is likely to occur at the connection point, leading to node failure and thus causing the failure of the entire support system.

[0007] 3. Traditional straight beam members are mainly subjected to bending when bearing loads, and the material strength is not fully utilized. In order to meet the bending resistance requirements, the cross-sectional size often needs to be increased, resulting in bulky members and difficulties in transportation and hoisting.

[0008] In summary, existing technologies have failed to fundamentally change the stress mechanism of the structure. Most of them simply replace cast-in-place beams with precast assembly, and still do not solve the core problems such as low material utilization and complex stress at joints caused by the aforementioned bending mechanism.

[0009] Therefore, the purpose of this invention is to provide a new type of passive slope support system that is efficient and quick to construct, while also possessing good integrity, reasonable stress distribution, and safety and reliability. Summary of the Invention

[0010] Based on the above analysis, the main objective of this invention is to provide a support connection structure, comprising: An anti-arch beam, the anti-arch beam comprising a first steel reinforcement skeleton and a first outer wrapping layer, the first steel reinforcement skeleton extending from both ends of the first outer wrapping layer to form connecting ends; A beam-pier connector, comprising a second steel reinforcement skeleton and a second outer wrapping layer, wherein the second steel reinforcement skeleton comprises stirrups and a multi-sleeve sleeve, the multi-sleeve sleeve being connected to the stirrups as a whole, and the second outer wrapping layer being wrapped around the second steel reinforcement skeleton; The beam-pier connector is connected to the corresponding anti-arch beam in multiple directions, and the connecting end of the anti-arch beam extends into the corresponding sleeve of the multi-pass sleeve.

[0011] In some embodiments, the multi-port sleeve includes an eight-port sleeve, the eight-port sleeve is shaped like a "well" and there are two eight-port sleeves. The eight-port sleeve is connected to the stirrup by binding with iron wire.

[0012] In some embodiments, the protruding length of the connecting end is not less than 0.5 times the cross-sectional height of the first outer wrapping layer.

[0013] In some embodiments, both the first outer wrapping layer and the second outer wrapping layer are made of concrete with a strength grade of not less than C20.

[0014] In some embodiments, the steel grade of the first and second reinforcing bar cages is not lower than HRB235.

[0015] The present invention also provides a prefabricated slope protection system, including the support connection structure as described in any of the above embodiments; The beam-pier connector is connected to the ends of multiple anti-arch beams, and each end of the anti-arch beam is connected to one of the beam-pier connectors; Also includes: An anchor bolt fixing structure is inserted into the corresponding beam-pier connector and connected to the slope, so that the overall structure formed by the anti-arch beam and the beam-pier connector is fixed on the slope, with the arch back side of the anti-arch beam facing the slope surface.

[0016] In some embodiments, the anchor fixing structure includes an anchor rod and anchoring mortar. The anchor rod is connected and fixed to the slope through the anchoring mortar, and the end of the anchor rod away from the slope is welded to the second steel reinforcement skeleton of the beam pier connector.

[0017] In some embodiments, a cement mortar cushion layer is filled between the anti-arch beam and the slope, and the thickness of the cement mortar cushion layer is between 3 cm and 5 cm.

[0018] In some embodiments, the anti-arch beam is embedded in the slope at a depth of not less than 10 cm.

[0019] The present invention also provides a construction method for the prefabricated slope protection system as described in any of the above embodiments, comprising the following steps: Prefabricate the anti-arch beam, multi-channel connecting sleeves, and stirrups; The slope was excavated and the slope surface was trimmed. The anchor holes for the anchor bolt fixing structure were located and laid out using surveying instruments. Install the anchor bolts into the corresponding installation anchor holes; The anti-arch beams are hoisted sequentially from the foot of the slope to the top of the slope. The multi-sleeves at the connecting ends of the anti-arch beams are connected, and the positions of the multi-sleeves correspond to the anchor bolts. The stirrups are installed onto the multi-sleeve sleeve, and the anchor rods are simultaneously welded and fixed to the stirrups to form a second steel reinforcement cage. Then, the cast-in-place beam pier formwork is erected around the second steel reinforcement cage, and concrete is poured to form a support connection structure.

[0020] This invention greatly simplifies the connection and construction method of the inverted arch beam and the beam-pier connector by designing a multi-sleeve sleeve and an inverted arch beam connection end. Construction is convenient and efficient, with a high degree of industrialization; the core component, the inverted arch beam, is prefabricated in the factory, and only assembly and joint pouring are performed on site.

[0021] Furthermore, the traditional straight-line frame beam is innovatively designed as an inverted arch structure, cleverly changing the main stress mode from bending to compression, placing the concrete material in its optimal compressive working state and overcoming the inherent defect of low tensile strength in concrete. Under the same load-bearing capacity requirements, the beam cross-sectional dimensions and reinforcement amount can be significantly reduced. Attached Figure Description

[0022] The accompanying drawings, which form part of this application, are used to provide a further understanding of the application and to make other features, objects, and advantages of the application more apparent. The illustrative embodiments and descriptions of this application are used to explain the application and do not constitute an undue limitation of the application. In the drawings: Figure 1 This is a schematic cross-sectional view of the support connection structure provided in an embodiment of the present invention; Figure 2 This is a schematic cross-sectional view of the anti-arch beam provided in an embodiment of the present invention; Figure 3 A schematic diagram of a multi-port sleeve provided in an embodiment of the present invention; Figure 4 This is a schematic diagram of a prefabricated slope protection system provided as an example of the present invention. Detailed Implementation

[0023] To enable those skilled in the art to better understand the present application, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present application, and not all embodiments. Based on the embodiments in the present application, all other embodiments obtained by those of ordinary skill in the art without creative effort should fall within the scope of protection of the present application.

[0024] It should be noted that the terms "first," "second," etc., in the specification, claims, and accompanying drawings of this application are used to distinguish similar objects and are not necessarily used to describe a specific order or sequence. It should be understood that such data can be interchanged where appropriate for the embodiments of this application described herein. Furthermore, the terms "comprising" and "having," and any variations thereof, are intended to cover non-exclusive inclusion; for example, a process, method, system, product, or apparatus that comprises a series of steps or units is not necessarily limited to those steps or units explicitly listed, but may include other steps or units not explicitly listed or inherent to such processes, methods, products, or apparatus.

[0025] In this application, the terms "upper," "lower," "left," "right," "front," "rear," "top," "bottom," "inner," "outer," "middle," "vertical," "horizontal," "lateral," and "longitudinal" indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. These terms are primarily for the purpose of better describing this application and its embodiments, and are not intended to limit the indicated device, element, or component to having a specific orientation, or to be constructed and operated in a specific orientation.

[0026] Furthermore, in addition to indicating location or positional relationship, some of the aforementioned terms may also have other meanings. For example, the term "above" may also be used in some cases to indicate a certain dependency or connection relationship. Those skilled in the art can understand the specific meaning of these terms in this application based on the specific circumstances.

[0027] Furthermore, the terms "installation," "setup," "equipped with," "connection," "linked," and "socketing" should be interpreted broadly. For example, "connection" can be a fixed connection, a detachable connection, or an integral structure; it can be a mechanical connection or an electrical connection; it can be a direct connection or an indirect connection through an intermediate medium, or an internal connection between two devices, components, or parts. Those skilled in the art can understand the specific meaning of the above terms in this application according to the specific circumstances.

[0028] The technical solution of this invention is particularly suitable for engineering scenarios with high requirements for the integrity, durability, and construction efficiency of the support structure, such as steep slopes, fractured rock slopes, slopes of large-scale water conservancy projects, and road cut slopes for transportation infrastructure. Its core innovation lies in the ingenious solution to the technical bottlenecks of traditional slope support, such as weak component connections, poor integrity, numerous cast-in-place operations, and long construction periods, through a prefabricated structure system of "prefabricated + cast-in-place nodes".

[0029] like Figure 1 and Figure 2 As shown, embodiments of the present invention aim to provide a support connection structure, including: The anti-arch beam 1 includes a first steel reinforcement frame 11 and a first outer wrapping layer 12. The first steel reinforcement frame 11 extends from both ends of the first outer wrapping layer 12 to form connecting ends 13. The beam-pier connector 2 includes a second steel reinforcement skeleton 21 and a second outer wrapping layer 22. The second steel reinforcement skeleton 21 includes stirrups 212 and multi-sleeve sleeves 211. The multi-sleeve sleeves 211 and the stirrups 212 are connected as a whole. The second outer wrapping layer 22 is wrapped around the second steel reinforcement skeleton 21. The beam-pier connector 2 is connected to the corresponding anti-arch beam 1 in multiple directions, and the connecting end 13 of the anti-arch beam 1 extends into the corresponding sleeve of the multi-pass sleeve 211.

[0030] The support connection structure constitutes the core force-bearing node and force transmission path of the entire prefabricated slope support system. The anti-arch beam 1, as the main bending member, efficiently converts the slope soil pressure into axial pressure through its arched structure, fully utilizing the compressive strength of concrete. Prefabrication allows for strict control of concrete mix proportions, pouring quality, and curing conditions in the factory, resulting in high-strength, high-durability components with rapid on-site installation. The beam-pier connector 2, as a spatial node, has its core component, the "multi-channel sleeve 211," a pre-processed multi-dimensional connector that integrates the steel reinforcement connection ends 13 from different directions of the anti-arch beam 1, forming a rigid node through on-site concrete pouring. This design achieves continuous force transmission between prefabricated components, with node strength even exceeding that of the components themselves, ensuring the spatial collaborative performance of the support grid.

[0031] In some embodiments, such as Figure 3 As shown, the multi-port sleeve 211 includes an eight-port sleeve, the shape of which is a "well" shape, and there are two eight-port sleeves. The eight-port sleeves are connected to the stirrup by binding with iron wire.

[0032] The "well"-shaped eight-way sleeve is a preferred embodiment of this scheme. It consists of two sets of mutually perpendicular steel pipes or sections orthogonally welded in a plane, forming a rigid spatial frame with eight opening directions. Each opening is a "sleeve" used to insert a connecting rebar of an anti-arch beam. Using two eight-way sleeves arranged vertically side-by-side can significantly improve the shear resistance and torsional stiffness of the joint area, while providing a stable framework for the binding of stirrups 212. The inner diameter of the sleeve needs to be slightly larger than the diameter of the connecting rebar, with a tolerance controlled within +2mm, to ensure smooth insertion and a tight bond after grouting or subsequent concrete encapsulation. The sleeve wall thickness needs to be calculated and is usually not less than 6mm to ensure it does not deform during construction and under stress. Binding with wire to the stirrups is a temporary fixing measure, intended to accurately position and prevent displacement before concrete pouring; the final integrity is ensured by the concrete encapsulation and bonding. In practical engineering, four-way, six-way or other forms of multi-way sleeves can also be designed according to the number and angle of the connecting beams.

[0033] In some embodiments, the extension length of the connecting end 13 is not less than 0.5 times the cross-sectional height of the first outer wrapping layer 12. This design is crucial to ensuring the reliability of the rebar anchorage. The extension length (L) of the connecting end 13 refers to the net length of the rebar extending from the end face of the first outer wrapping layer 12. The specification of L≥0.5H (where H is the beam cross-sectional height) is based on considerations of rebar anchorage length in concrete structure design principles. For combinations of high-strength rebar and high-strength concrete, sufficient anchorage length is required to allow the stress of the rebar to be gradually transferred to the concrete through bond strength. 0.5H is an empirical value verified by engineering practice that meets the stress transfer requirements under most working conditions. For example, if the cross-sectional height of the inverted arch beam is H=400mm, the connecting end rebar should extend at least 200mm. This length also provides leeway for minor adjustments that may be necessary during on-site installation. In some scenarios with extremely high stress requirements, this ratio can be increased to 0.6 or 0.7 times.

[0034] In some embodiments, both the first outer wrapping layer 12 and the second outer wrapping layer 22 are made of concrete with a strength grade of not less than C20. C20 concrete is a commonly used and technically mature strength grade in construction engineering, with a standard value of 20 MPa for its cubic compressive strength. The selection of concrete with a strength grade of not less than C20 in this invention is based on a comprehensive consideration of technical reliability, economy, and engineering applicability: 1) Meeting stress requirements: Through structural calculations, under a reasonable cross-sectional design, C20 concrete can provide sufficient compressive strength and necessary bending capacity for the anti-arch beam to withstand the earth pressure transmitted from the slope. Working in conjunction with steel reinforcement of not less than Q355 grade, it can achieve safe load-bearing performance. 2) Excellent economy and availability: The raw materials (cement, sand, and stone) for C20 concrete are widely available, and the mix design, production, and construction processes are extremely mature. Its cost is significantly lower than that of high-strength concrete, which helps reduce project costs and promotes the large-scale application of this technology in various slope engineering projects. 3) Good workability and construction assurance: C20 concrete has good fluidity and plasticity, facilitating the casting and vibration of anti-arch beam components in the prefabrication plant, ensuring the internal density and accurate shape of the components. Simultaneously, it also facilitates the casting of beam-pier connection joints on-site, ensuring full filling of concrete in multi-sleeve and densely reinforced areas, achieving an effective combination of prefabricated and cast-in-place components. 4) Sufficient durability: With reasonable mix design (such as controlling the water-cement ratio) and appropriate structural measures (such as ensuring the thickness of the protective layer), C20 concrete can meet the durability requirements of general field slope engineering. The requirement that the concrete strength grade of both the first outer layer (prefabricated) and the second outer layer (cast-in-place) be "not lower than C20" is crucial. The core purpose is to ensure a balanced match in material properties between the prefabricated components and the cast-in-place joints, avoiding stress concentration or weak points due to excessive strength differences, thereby ensuring the integrity and reliability of the entire support connection structure in terms of coordinated stress distribution. In actual engineering projects, C25, C30 or higher grade concrete can be selected according to the specific design load and environmental conditions, but C20 constitutes a reliable and economical basic threshold.

[0035] In some embodiments, the steel grade of the first reinforcing cage 11 and the second reinforcing cage 21 is not lower than HRB235. Because the present invention utilizes a change in stress mode, the steel, even with relatively lower strength HRB 235 steel, can meet basic requirements. In some embodiments, the steel can be of grade Q235 or higher, especially Q355, a low-alloy high-strength structural steel with a yield strength of 355 MPa or higher. Using this grade of steel (typically corresponding to high-strength steel bars such as HRB400 and HRB500) in the reinforcing cage can significantly reduce the amount of steel used and optimize the cage structure. For the first reinforcing cage 11, the high-strength steel bars enable it to withstand the large bending moment and shear force inside the anti-arch beam; for the second reinforcing cage 21, especially the multi-sleeve sleeve 211 itself, using steel of grade Q355 or higher (such as Q390 and Q460) ensures that this critical connector does not yield or fracture under complex stress conditions, guaranteeing the safety of the joint. The high strength of steel also allows for the use of thinner diameter reinforcing bars or thinner sleeve walls, which is beneficial for the compaction of concrete pouring.

[0036] This invention also provides a prefabricated slope protection system, such as... Figure 4 As shown, it includes the support connection structure as described in any of the above embodiments; The beam pier connector 2 is connected to the ends of each of the multiple anti-arch beams 1, and each end of the anti-arch beam 1 is connected to a beam pier connector 2. Prefabricated slope protection systems also include: Anchor bolt fixing structure 3 is inserted into the corresponding beam pier connector 2 and connected to the slope 4, so that the overall structure formed by the anti-arch beam 1 and the beam pier connector 2 is fixed on the slope 4, and the arch back side 14 of the anti-arch beam 1 faces the slope surface of the slope 4.

[0037] This system modularizes and meshes discrete support connection structures, forming a continuous support body covering the entire slope. Multiple anti-arch beams 1 are arranged parallel or at a certain angle, interconnected at their ends via beam-pier connectors 2, forming a stable spatial grid. This grid itself possesses good in-plane and out-of-plane stiffness. The anchor fixing structure 3 "anchors" this grid to the slope's soil and rock mass, providing normal constraint force and tangential anti-sliding force, enabling it not only to passively withstand earth pressure but also to actively apply prestress to constrain slope deformation. The system's working principle is as follows: slope load is transferred to the anti-arch beams 1 through the cement mortar cushion layer 41; the anti-arch beams 1 convert the load into axial force and transfer it to the beam-pier connectors 2; finally, the force is transferred to the deep stable strata of the slope through the anchor fixing structure 3. This "beam-pier-anchor" collaborative working mechanism greatly improves the overall stability and effectiveness of the support.

[0038] In some embodiments, the anchor fixing structure 3 includes an anchor 31 and an anchoring mortar 32. The anchor 31 is connected and fixed to the slope 4 through the anchoring mortar 32. The end of the anchor 31 away from the slope 4 is welded to the second steel reinforcement skeleton 21 of the beam-pier connector 2.

[0039] This is a specific form of anchoring. Anchor rod 31 can be made of high-strength precision-rolled threaded steel bars, prestressed steel strands, or ordinary high-strength steel bars. Anchoring mortar 32 is usually cement grout or cement mortar, using bottom-feed pressure grouting to ensure the grout fills the borehole and penetrates the surrounding soil and rock fissures, forming an expanded anchor body. Welding the exposed end of anchor rod 31 to the second reinforcing steel frame 21 is a crucial step in achieving a rigid connection between the "anchor" and the "support." The weld must be full and strong, and the weld length and height must meet the requirements of the steel structure design specifications to ensure that the tension of the anchor rod can be fully transferred to the beam-pier joint. In some cases requiring active preloading of the slope, anchor rod 31 can be a prestressed anchor rod. In this case, the exposed end is tensioned and locked through anchorage (anchor plate, nut), and then the anchorage is welded to the second reinforcing steel frame 21 or rigidly connected using other methods.

[0040] In some embodiments, such as Figure 4 As shown, a cement mortar cushion layer 41 is filled between the anti-arch beam 1 and the slope 4, and the thickness of the cement mortar cushion layer 41 is between 3cm and 5cm.

[0041] The cement mortar cushion layer 41 has multiple important functions: 1) Leveling and tight bonding: It smooths uneven areas on the excavated slope, allowing the arch back side 14 of the anti-arch beam 1 to achieve large-area uniform contact with the slope surface, avoiding stress concentration and beam bending caused by point contact. 2) Uniform force transmission: As a flexible transition layer, it can distribute the slope pressure more evenly onto the anti-arch beam. 3) Buffering and protection: It buffers minor deformations that may occur on the slope to a certain extent and protects the concrete surface of the anti-arch beam from direct abrasion by sharp stones. A thickness of 3-5cm is a balance between function and economy: too thin and the leveling effect is poor; too thick and its own compression deformation may affect the immediate support effect, and it is uneconomical. The strength grade of the cushion layer mortar should not be lower than M20, and the anti-arch beam should be installed immediately after laying.

[0042] In some embodiments, the anti-arch beam 1 is embedded in the slope 4 at a depth of not less than 10 cm.

[0043] This required burial depth is to ensure that the anti-arch beam 1 has sufficient "embedding" effect and anti-overturning stability. Buried 10cm below the slope surface, this means that the anti-arch beam is not only suspended by anchors and joints, but its lower part is also partially covered by soil, providing a certain degree of lateral restraint and anti-slip resistance. This is crucial for preventing the beam from detaching from the slope in extreme cases (such as local anchor failure or shallow slope collapse). Simultaneously, this burial depth also facilitates subsequent vegetation restoration on the slope, as the soil can cover part of the arch foot of the beam, forming a continuous vegetation growth surface.

[0044] The present invention also provides a construction method for the prefabricated slope protection system as described in any of the above embodiments, comprising the following steps: Prefabricate the anti-arch beam, multi-channel connecting sleeves, and stirrups; The slope was excavated and the slope surface was trimmed. The anchor holes for the anchor bolt fixing structure were located and laid out using surveying instruments. Install the anchor bolts into the corresponding installation anchor holes; The anti-arch beams are hoisted sequentially from the foot of the slope to the top of the slope. The multi-sleeves at the connecting ends of the anti-arch beams are connected, and the positions of the multi-sleeves correspond to the anchor bolts. The stirrups are installed onto the multi-sleeve sleeve, and the anchor rods are simultaneously welded and fixed to the stirrups to form a second steel reinforcement cage. Then, the cast-in-place beam pier formwork is erected around the second steel reinforcement cage, and concrete is poured to form a support connection structure.

[0045] This construction method highly embodies the concepts of industrialized and prefabricated construction. Its process is clear, transforming a large amount of high-altitude and facade casting work into ground-level prefabrication and rapid on-site assembly, ensuring controllable safety, quality, and schedule. The following provides supplementary explanations of key steps: Specifically, in some embodiments, the construction method includes the following steps: Step 1, Material Preparation: Fabricate precast inverted arch beams and special steel octagonal connecting sleeves according to design requirements; and prepare beam and pier stirrups in advance.

[0046] This stage is the factory prefabrication stage. Precast inverted arch beams require steel molds to ensure dimensional accuracy. Pouring C100 concrete requires a forced mixer, precise metering, and high-frequency vibration or external vibration to ensure compaction. Curing should preferably be done with steam curing or automatic spray curing to quickly achieve demolding strength and design strength. Special eight-way connecting sleeves must be cut, drilled, and welded by a qualified metalworking plant using CNC machine tools or precision tooling. After welding, rust prevention treatment (such as hot-dip galvanizing or spraying with epoxy zinc-rich primer) is required. All precast components must undergo factory inspection, including dimensions, strength, and reinforcement configuration, and be accompanied by a certificate of conformity.

[0047] Step 2, slope trimming: Excavate the slope and trim the slope surface according to the design requirements.

[0048] Slope trimming is a fundamental procedure. Excavation should be carried out in layers and sections to avoid large-scale disturbance. The trimmed slope surface should be flat, compacted, and free of loose rocks and loose soil. For soil slopes, the slope surface can be compacted mechanically; for rock slopes, if there is local over-excavation or depression, it should be filled with concrete or masonry. The top and bottom of the slope should be clearly defined.

[0049] Step 3, Measurement and Positioning: Use measuring instruments to lay out the anchor holes.

[0050] The accuracy of the measurement directly determines the positional accuracy of the support system. Precision instruments such as a total station are required to lay out the centerline of each arch beam, the center coordinates of the beam-pier connection points, and the location and inclination of each anchor hole according to the design coordinate grid. The points should be clearly marked with red paint and reinforced with durable protective piles. After laying out, another team must independently verify the work.

[0051] Step 4, Anchor Drilling and Installation: Install the anchor bolts at the designated locations.

[0052] Drilling should be performed using a drilling rig suitable for the anchor bolt diameter and geological formation. The drilling depth should be approximately 0.5m longer than the designed anchor bolt length to allow for sediment buildup. After drilling, the hole should be cleaned with high-pressure air or clean water. During anchor bolt installation, ensure the bolt is smoothly driven in, the centering bracket is correctly installed, and the grouting pipe is unobstructed. The grouting material should preferably be pure cement slurry with a water-cement ratio of 0.4-0.45; water-reducing agents and expanding agents can be added if necessary. The grouting pressure should be 0.5-1.0 MPa, continuing until thick slurry overflows from the borehole opening.

[0053] Step 5, hoisting of the inverted arch beam: hoist the precast inverted arch beams sequentially from the foot of the slope to the top of the slope, and connect the extended steel bars of the precast inverted arch beams to the special steel bar octagonal connecting sleeves.

[0054] Lifting is a critical step in the construction process. A specific lifting plan must be prepared, and the lifting point locations and rigging specifications must be calculated. The lifting sequence must proceed from bottom to top, using the first installed component as the support and reference for the upper components. During lifting, the inverted arch beam should be slowly positioned, with manual assistance to accurately insert the connecting steel bars at both ends into the corresponding holes of the eight-way sleeves pre-placed (or temporarily fixed) at the node positions. A small hammer can be used to gently tap the beam ends for assistance during insertion. After positioning, the beam should be immediately secured with temporary supports such as wedges, and the beam's alignment and elevation should be checked. The cement mortar bedding layer should then be constructed.

[0055] Step 6, cast-in-place beam pier construction: Install the beam pier stirrups onto the specially made steel octagonal connecting sleeves, and simultaneously weld and fix the anchor rods to the stirrups. Then, erect the cast-in-place beam pier formwork and carry out concrete pouring and curing.

[0056] This is the final step in forming the overall structure. First, the processed stirrups 212 are fitted onto the outside of the eight-way sleeves of the connected anti-arch beams and tied securely at the designed spacing to form a complete second reinforcing steel skeleton 21. Then, the exposed ends of the anchor rods 31 are reliably welded to the stirrups or additional connectors. After welding, a concealed works acceptance report is submitted. After acceptance, the beam and pier formwork is installed. The formwork should be well sealed and firmly supported. Before pouring C100 cast-in-place concrete, the joint area should be moistened, but there should be no standing water. Concrete should preferably be poured using a tower crane or pump, with each layer not exceeding 50cm in thickness. A small immersion vibrator should be used for careful compaction to ensure density around the sleeves and in areas with dense reinforcing steel. After pouring, immediately cover with geotextile or plastic film for water retention and curing for at least 14 days. Only after the concrete strength reaches 100% of the design value can the support system be considered formally formed and capable of bearing the full load.

[0057] The slope protection solution provided by the present invention has the following beneficial effects: 1. Excellent structural performance and high safety and reliability: Utilizing the "arch effect" of the inverted arch beam, the load is transformed into axial pressure, which maximizes the high compressive strength of concrete. The structural efficiency is much higher than that of traditional support beams that are mainly subjected to bending. At the same time, the crisscrossing inverted arch beams are connected into an overall spatial grid system through cast-in-place node blocks, which has good synergistic stress performance and can effectively resist uneven settlement and local stress concentration.

[0058] 2. Convenient and efficient construction with a high degree of industrialization: The core component, the inverted arch beam, is prefabricated in the factory, and only assembly and joint pouring are carried out on site. This saves a lot of time on site for formwork, steel bar binding and curing. The construction speed is more than 50% faster than traditional cast-in-place structures. Moreover, the prefabricated components are produced in a standardized manner in the factory, with high precision and stable quality, effectively overcoming the shortcomings of on-site operation quality being greatly affected by environmental and human factors.

[0059] 3. Significant economic benefits and low overall cost: Since the inverted arch beam is mainly under compression, the material strength is utilized efficiently, and the cross-sectional dimensions and reinforcement can be optimized to the minimum, directly saving concrete and steel; moreover, the construction mainly adopts prefabricated component assembly, which greatly reduces the amount of on-site work, reduces the demand for skilled workers and the labor intensity, thereby saving labor and construction period costs.

[0060] 4. Eco-friendly and environmentally friendly, in line with the concept of sustainable development: The factory production and on-site assembly model greatly reduces construction waste, dust and noise pollution at the construction site.

[0061] 5. Highly adaptable and with broad application prospects: The grid size and component specifications can be flexibly adjusted according to different slope heights, slopes and geological conditions, making it highly adaptable.

[0062] The above description is merely a preferred embodiment of this application and is not intended to limit this application. Various modifications and variations can be made to this application by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of this application should be included within the protection scope of this application.

Claims

1. A support connection structure, characterized in that, The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system.

2. The support connection structure according to claim 1, characterized by: The application relates to a supporting connection structure of a prefabricated slope supporting system.

3. The support connection structure according to claim 1, characterized by: The application relates to a supporting connection structure of a prefabricated slope supporting system.

4. The support connection structure according to claim 1, characterized by: The application relates to a supporting connection structure of a prefabricated slope supporting system.

5. The support connection structure according to claim 1, characterized by: The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system.

7. The fabricated slope protection system of claim 6, wherein: The application relates to a supporting connection structure of a prefabricated slope supporting system.

8. The fabricated slope protection system of claim 6, wherein: The application relates to a supporting connection structure of a prefabricated slope supporting system.

9. The fabricated slope protection system of claim 6, wherein: The application relates to a supporting connection structure of a prefabricated slope supporting system.

10. A method of constructing a modular slope protection system as claimed in any one of claims 6 to 9, characterised in that, The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure of a prefabricated slope supporting system. The application relates to a supporting connection structure

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