A shed tunnel structure system suitable for a landslide-prone road section and a construction method thereof

Abstract

This invention relates to a tunnel structure system and its construction method suitable for landslide-prone road sections, belonging to the field of tunnel support technology, and solves the problems of easy landslides and low construction efficiency during tunnel construction. The invention involves constructing anti-slide piles at temporary access roads, connecting adjacent anti-slide piles with cast longitudinal beams to achieve longitudinal connection; excavating foundation trenches in sections on the opposite side of the temporary access road, and pouring reinforced concrete in the trenches to form strip foundations; transporting prefabricated inclined columns and beams to the construction site for assembly and installation; excavating the soil and rock inside the tunnel in sections; after excavation, pouring concrete for the tunnel sidewalls, outer longitudinal beams, and top slab; and finally, pouring the concrete base slab of the tunnel structure system until the entire tunnel structure system is completed. This invention achieves pre-excavation support to reduce disturbance, rapid assembly of the tunnel structure system, and improved construction efficiency.

Description

Technical Field

[0001] This invention relates to the field of tunnel support technology, and in particular to a tunnel structure system and its construction method suitable for landslide-prone road sections. Background Technology

[0002] With the deepening of the concept of ecological civilization, environmental protection is receiving increasing attention in transportation construction. Practices such as ecological route selection, green construction, cut-and-fill balance, and minimizing land occupation and damage have become basic requirements. In terms of design schemes, minimizing environmental disturbance and ensuring structural stability and reliability are paramount. During the construction of mountain highways and railways, limitations imposed by terrain and alignment parameters often necessitate the use of tunnels alongside mountainsides instead of high-slope roadbeds to achieve both traffic safety and minimal excavation and vegetation damage.

[0003] Generally speaking, tunnel construction offers high safety and fewer operational issues, making it a good choice. The traditional construction sequence for tunnels is as follows: first, excavate the roadbed slope to create working space and protect the temporary excavated slope; then, construct the invert / hardened base slab; next, construct the columns and arch walls; and finally, complete the top slab and backfill with a buffer layer. However, in sections with poor slope stability, prone to landslides, or landslides—such as slopes with large transverse gradients (45° and above) but with strongly weathered rock, rock masses with joint surfaces nearly parallel to the slope, surface soil layers of a certain thickness prone to shallow landslides, slopes with alternating layers of soft and hard rock, and slopes with weak structural planes nearly parallel to the slope—traditional tunnel construction and structural designs face significant challenges, mainly in the following aspects:

[0004] (1) Construction of tunnels requires the excavation of a construction site on the slope. The depth of the transverse trench along the side of the mountain is generally more than 12m. After the toe of the slope is excavated, it is easy for the entire toe of the slope to lose support and landslide. Landslides caused by slope excavation during the construction or operation of newly built highways are common. Tunnel structures are generally constructed by cast-in-place, which is slow and the construction period is long. In the event of the rainy season, the construction risk will be further increased. Once the slope becomes unstable and collapses, it will cause damage to machinery and delays in the construction period, or even casualties and serious economic losses.

[0005] (2) In the section of moderate to strong weathered rock mass, the excavation of rock is generally carried out by blasting, which can easily cause the original slope to become unstable and slide or collapse due to repeated vibration.

[0006] (3) In traditional tunnel construction, in order to ensure the safety of the construction of the structure within the site, it is generally necessary to reserve more than 1m of working space on the side of the mountain. Therefore, temporary slope protection is required. If the slope of the mountain is too large, the slope protection will be as many as 3 to 5 levels, which not only increases the risk of falling rocks for temporary operations below, but also increases the exposed area of ​​the slope and exacerbates the potential risk of sliding.

[0007] (4) Traditional sheds usually have large slopes on the top, and it is difficult to restore the original vegetation after it is destroyed. Even if greening is carried out, due to the spatial isolation from road vehicles, it is difficult for maintenance vehicles to spray water and irrigate it during operation, thus causing a lack of harmony in the landscape.

[0008] Based on the above analysis, the traditional cast-in-place tunnel scheme is difficult to meet the safety requirements for construction in landslide-prone road sections. Summary of the Invention

[0009] Based on the above analysis, the present invention aims to provide a tunnel structure system and its construction method suitable for landslide-prone road sections, in order to solve the problem that landslides are easily caused by the disturbance generated during the construction of existing tunnel excavation processes.

[0010] The objective of this invention is mainly achieved through the following technical solutions:

[0011] A tunnel structure system suitable for landslide-prone road sections includes: anti-slide piles, longitudinal beams, strip foundations, inclined columns, cross beams, and outer longitudinal beams; the anti-slide piles are vertically installed on the opposite side of the toe of the natural slope; adjacent anti-slide piles are connected by longitudinal beams; the strip foundations are poured in the foundation trench at the toe of the natural slope; the inclined columns are perpendicular to the strip foundations, and adjacent inclined columns are connected by outer longitudinal beams; the inclined columns and anti-slide piles are connected by cross beams.

[0012] Furthermore, a concrete base slab is set on the ground surface, and the two sides of the concrete base slab are fixedly connected to the strip foundation and the anti-slide piles respectively; a top slab is set between adjacent crossbeams; and a shed sidewall is poured on the side of the anti-slide pile near the inclined column.

[0013] Furthermore, the anti-slide piles, longitudinal beams, and strip foundations are formed by concrete casting; the inclined columns and crossbeams are prefabricated components, and the inclined columns and crossbeams are installed by hoisting and splicing.

[0014] A construction method for a tunnel structure system suitable for landslide-prone road sections includes the following steps:

[0015] Step S1: Excavate a temporary access road on one side of the natural slope, construct anti-slide piles at the temporary access road, and pour longitudinal beams between adjacent anti-slide piles to connect them, thus completing the longitudinal connection between adjacent anti-slide piles.

[0016] Step S2: On the opposite side of the temporary access road, excavate the foundation trench in sections and pour reinforced concrete in the foundation trench to form a strip foundation;

[0017] Step S3: Transport the prefabricated inclined columns and beams to the construction site for assembly and installation;

[0018] Step S4: Excavate the soil and rock inside the tunnel in sections; after the soil and rock inside the tunnel is excavated, pour concrete for the tunnel side walls, outer longitudinal beams and top slab; pour the concrete base slab of the tunnel structure system.

[0019] Step S5: Excavate the soil and rock inside the next section of the tunnel, repeating steps S3 and S4 to complete the construction of the entire tunnel structure system.

[0020] Furthermore, in step S1, a first connecting main reinforcement bar is pre-embedded laterally at the top of the anti-slide pile, and a second connecting main reinforcement bar is pre-embedded longitudinally at the top of the anti-slide pile; a first reinforcement duct is pre-embedded in the reinforcement skeleton of the anti-slide pile.

[0021] Furthermore, in step S2, the strip foundation is constructed using cast-in-place reinforced concrete. A pre-reserved groove is set every 6m on the strip foundation, and an embedded main bar is set in the pre-reserved groove. The embedded main bar in the pre-reserved groove is used to connect with the first steel sleeve at the bottom of the inclined column.

[0022] Furthermore, in step S3, the splicing process of the inclined column and the horizontal beam is as follows:

[0023] Step S31: Place one end of the crossbeam at the right angle of the anti-slide pile, and connect the second steel sleeve of the crossbeam to the first connecting main bar on the anti-slide pile.

[0024] Step S32: Insert the lower part of the inclined column into the reserved groove of the strip foundation, so that the reserved main reinforcement in the reserved groove is inserted into the first reinforcement sleeve of the inclined column;

[0025] Step S33: The fourth connecting main reinforcement at the top of the inclined column is inserted into the second pre-embedded sleeve at the end of the crossbeam, completing the assembly and connection between the inclined column, crossbeam, strip foundation and anti-slide pile.

[0026] Furthermore, in step S4, the excavation of the shed interior begins 7 days after the grouting of the reinforcing bars and sleeves between the crossbeams and inclined columns is completed.

[0027] Further, step S4 includes:

[0028] Step S41: Before pouring the side wall of the shed, lay a waterproof layer on the mountain side of the side wall of the shed;

[0029] Step S42: Tie the reinforcing bars of the side wall of the shed, so that the internal reinforcing bars of the side wall of the shed pass through the first reinforcing bar channel on the anti-slide pile, and fill the gap between the reinforcing bars of the side wall of the shed and the first reinforcing bar channel with concrete mortar.

[0030] Step S43: Pass the main reinforcement bars of the top slab through the second reinforcement duct of the crossbeam, and tie the internal reinforcement bars of the outer longitudinal beam to the third connecting main reinforcement bars of the inclined column.

[0031] Step S44: After the reinforcing bars are tied in place, pour concrete to connect the side walls of the shed and the anti-slide piles, the inclined columns and the outer longitudinal beams, and the cross beams and the top slab in sequence.

[0032] Furthermore, the thickness of the concrete base slab is 50cm; the two sides of the concrete base slab are respectively cast as a single unit with the side walls of the shed and the strip foundation.

[0033] The technical solution of this invention can achieve at least one of the following effects:

[0034] (1) The shed structure system and its construction method of the present invention realize the principle of support before excavation, and support the inclined columns and beams before excavation to avoid landslides and collapses caused by excavation of the mountain slope foot.

[0035] (2) The shed structure system and its construction method of the present invention improve construction efficiency and achieve rapid construction by quickly splicing the shed structure system, thereby avoiding the increase of risk factors caused by insufficient support over a long period of time.

[0036] (3) The tunnel structure system and its construction method of the present invention achieve micro-disturbance of earth and rock excavation during the excavation process by pre-supporting anti-slide piles, inclined columns and crossbeams.

[0037] (4) The shed structure system and its construction method of the present invention achieve the goal of minimizing slope, land occupation, and damage to slope vegetation and natural environment while ensuring the safety of shed construction.

[0038] In this invention, the above-described technical solutions can be combined with each other to achieve more preferred combinations. Other features and advantages of this invention will be set forth in the following description, and some advantages may become apparent from the description or be learned by practicing the invention. The objects and other advantages of this invention can be realized and obtained from what is particularly pointed out in the description and drawings. Attached Figure Description

[0039] The accompanying drawings are for illustrative purposes only and are not intended to limit the invention. Throughout the drawings, the same reference numerals denote the same parts.

[0040] Figure 1 This is an overall elevation view of the shed structure system of the present invention;

[0041] Figure 2 This is a cross-sectional view AA of the shed structure system of the present invention;

[0042] Figure 3 This is a cross-sectional view of the shed structure system of the present invention (BB).

[0043] Figure 4 This is a plan view of the shed structure system of the present invention;

[0044] Figure 5 This is an elevation view of the anti-slide pile structure;

[0045] Figure 6 This is a side view of the anti-slide pile structure;

[0046] Figure 7 Elevation view of the precast inclined column component;

[0047] Figure 8 Side view of the precast inclined column structure;

[0048] Figure 9 Elevation view of the prefabricated crossbeam at the top of the shed;

[0049] Figure 10 This is a plan view of the prefabricated crossbeam at the top of the shed.

[0050] Figure label:

[0051] 1—Natural slope, 2—Temporary slope, 3—Anti-slide pile, 4—Longitudinal beam, 5—Temporary slope, 6—Strip foundation, 7—Inclined column, 8—Crossbeam, 9—Soil and rock inside the shed, 10—Side wall of the shed, 11—Outer longitudinal beam, 12—Top slab, 13—Concrete bottom slab, 14—Reserved groove, 15—Inclined column brace, 16—First rebar duct, 17—First connecting main bar, 18—Second connecting main bar, 19—Third connecting main bar, 20—Fourth connecting main bar, 21—First rebar sleeve, 22—Second rebar sleeve, 23—Second rebar duct. Detailed Implementation

[0052] The preferred embodiments of the present invention will now be described in detail with reference to the accompanying drawings, which constitute a part of the present invention and are used together with the embodiments of the present invention to illustrate the principles of the present invention, but are not intended to limit the scope of the present invention.

[0053] Example 1

[0054] One specific embodiment of the present invention discloses a tunnel structure system suitable for landslide-prone road sections, such as... Figure 1As shown, the structure includes: anti-slide piles 3, longitudinal beams 4, strip foundations 6, inclined columns 7, cross beams 8, outer longitudinal beams 11, a top slab 12, and a concrete base slab 13. The anti-slide piles 3 are vertically installed on the opposite side of the toe of the natural slope 1, and are deeply embedded in the ground. Multiple anti-slide piles 3 are evenly distributed along the extension direction of the shed opening. Adjacent anti-slide piles 3 are connected and fixed by longitudinal beams 4. A foundation trench is excavated at the toe of the natural slope 1, and concrete is poured into the trench to form a strip foundation 6. Multiple inclined columns 7 are evenly installed on the strip foundation 6, perpendicular to the strip foundation 6, and adjacent inclined columns 7 are fixedly connected by outer longitudinal beams 11. The two sides of the cross beams 8 are fixedly connected to the inclined columns 7 and the anti-slide piles 3, respectively. The concrete base slab 13 is placed on the ground surface and is fixedly connected to the strip foundation 6 and the anti-slide piles 3, respectively.

[0055] In one specific embodiment of the present invention, such as Figure 2 As shown, a top plate 12 is provided between the crossbeams 8.

[0056] In one specific embodiment of the present invention, such as Figure 3 As shown, inclined column bracing rods 15 are installed between adjacent inclined columns 7, providing inclined support for the inclined columns 7. One end of the inclined column bracing rod 15 is connected to the top of one side of the inclined column 7, and the other end is connected to the bottom of the other side of the inclined column 7.

[0057] Furthermore, two inclined column bracing rods 15 are connected between two adjacent inclined columns 7, and the two inclined column bracing rods 15 intersect each other.

[0058] In one specific embodiment of the present invention, a shed sidewall 10 is cast on the side of the anti-slide pile 3 near the inclined column 7.

[0059] In one specific embodiment of the present invention, the inclined column 7 and the crossbeam 8 are prefabricated components, and the inclined column 7 and the crossbeam 8 are installed by hoisting and splicing.

[0060] like Figure 5 , Figure 6 As shown, a first steel bar channel 16 is provided on the side of the anti-slide pile 3, and a first connecting main bar 17 and a second connecting main bar 18 are provided on the top of the anti-slide pile 3, with the first connecting main bar 17 and the second connecting main bar 18 being arranged perpendicular to each other.

[0061] like Figure 7 , Figure 8 As shown, the inclined column 7 is provided with a third connecting main bar 19, a fourth connecting main bar 20, and a first rebar sleeve 21. Specifically, the upper part of the inclined column 7 is provided with the third connecting main bar 19 and the fourth connecting main bar 20, and the third connecting main bar 19 and the fourth connecting main bar 20 are arranged perpendicular to each other. The lower part of the inclined column 7 is provided with the first rebar sleeve 21.

[0062] like Figure 9, Figure 10 As shown, a second reinforcing bar sleeve 22 and a second reinforcing bar channel 23 are provided on the crossbeam 8. Specifically, the second reinforcing bar sleeve 22 is pre-embedded at both ends of the crossbeam 8, and the second reinforcing bar channel 23 is provided on the top surface of the crossbeam 8.

[0063] Furthermore, the lower part of the inclined column 7 is pre-embedded with steel connecting sleeves 21, and multiple reserved slots 14 are set at equal intervals in the strip foundation 6, and reserved main bars are set in the reserved slots 14; the third connecting main bar 19 at the top of the inclined column 7 is connected to the outer longitudinal beam 11, and the fourth connecting main bar 20 is connected to the cross beam 8.

[0064] Furthermore, the first reinforcing bar channel 16 on the side of the anti-slide pile 3 is matched with the reinforcing bar of the tunnel sidewall 10; the tunnel sidewall 10 is formed by reinforcing bars passing through the first reinforcing bar channel 16 and being cast with concrete mortar. The top of the anti-slide pile 3 is provided with a first connecting main bar 17 and a second connecting main bar 18. The first connecting main bar 17 is connected to the second reinforcing bar sleeve 22 of the crossbeam 8, so that the anti-slide pile 3 is fixedly connected to the crossbeam 8; the second connecting main bar 18 of the anti-slide pile 3 is connected to the internal reinforcing bar of the longitudinal beam 4, so that the longitudinal beam 4 and the anti-slide pile 3 are cast as one piece.

[0065] Furthermore, the lower part of the inclined column 7 is connected to the strip foundation 6 by reinforcing bars; the upper part of the inclined column 7 is connected to the crossbeam 8 by reinforcing bars. The lower part of the inclined column 7 is inserted into the reserved groove 14, and the reserved main reinforcing bars in the reserved groove 14 are inserted into the first reinforcing bar sleeve 21 at the lower part of the inclined column 7 to achieve a fixed connection between the inclined column 7 and the strip foundation 6. The top of the inclined column 7 is provided with a third connecting main reinforcing bar 19 and a fourth connecting main reinforcing bar 20. The inclined column 7 is connected to the outer longitudinal beam 11 through the third connecting main reinforcing bar 19; the fourth connecting main reinforcing bar 20 is inserted into the second reinforcing bar sleeve 22 of the crossbeam 8, and the inclined column 7 and the crossbeam 8 are fixedly connected through the fourth connecting main reinforcing bar 20 and the second reinforcing bar sleeve 22.

[0066] Furthermore, the main reinforcement bars of the top slab 12 pass through the second reinforcement duct 23, so that the top slab 12 and the crossbeam 8 are cast as one piece.

[0067] Specifically, anti-slide pile 3 is a rectangular cross-section pile with a cross-sectional dimension of 2m × 1.5m.

[0068] Specifically, the cross-sectional dimensions of longitudinal beam 4 are 1m × 1m.

[0069] Specifically, the cross-sectional dimensions of inclined column 7 are 1.2 × 1.5 m.

[0070] Specifically, the cross-sectional dimensions of beam 8 are 1.0 × 1.0 m.

[0071] Specifically, the depth of the reserved groove on the strip foundation 6 is 0.2m, and the cross-section is 1.6×1.4m in length and width.

[0072] Specifically, the cross-sectional dimensions of the outer longitudinal beam 11 are 1.2 × 1.0 m.

[0073] Example 2

[0074] A specific embodiment of the present invention discloses a construction method for a tunnel structure system applicable to landslide-prone road sections, based on Embodiment 1.

[0075] The specific steps involved in implementation are as follows:

[0076] Step S1: Excavate a temporary access road on one side of the natural slope 1, construct anti-slide piles 3 at the temporary access road, and pour longitudinal beams 4 between adjacent anti-slide piles 3 to connect them, thus completing the longitudinal connection between adjacent anti-slide piles 3.

[0077] Step S2: On the opposite side of the temporary access road, excavate the foundation trench in sections in sequence, and pour reinforced concrete in the foundation trench to form a strip foundation 6;

[0078] Step S3: Transport the prefabricated inclined columns 7 and crossbeams 8 to the construction site for assembly installation;

[0079] Step S4: Excavate the soil and rock mass 9 inside the tunnel in sections; after the excavation of the soil and rock mass 9 inside the tunnel is completed, pour concrete for the tunnel side walls 10, outer longitudinal beams 11, and top slab 12; pour concrete base slab 13 of the tunnel structure system.

[0080] Step S5: Excavate the soil and rock mass 9 inside the next section of the tunnel, repeat steps S3 and S4, and complete the construction of the entire tunnel structure system.

[0081] In step S1:

[0082] Specifically, in step S1, the slope 2 of the temporary access road is protected by spray anchor, that is, concrete is sprayed onto the surface of the slope 2 to prevent the slope 2 from collapsing.

[0083] Furthermore, the elevation of the temporary access road is the bottom elevation of beam 8, and its width is sufficient for single-lane passage.

[0084] Furthermore, multiple anti-slide piles 3 are installed side by side, with a spacing of 6m between adjacent anti-slide piles 3. The anti-slide piles 3 are excavated using a skip-pile method. The top of each anti-slide pile 3 is 1m above the designed top slab height of the tunnel, and its lower depth is 8m below the tunnel surface elevation. Based on the required net space volume and structural height of common highway and railway tunnels, the length of the anti-slide piles 3 is 15m to 20m.

[0085] Furthermore, a first connecting main reinforcement bar 17 is pre-embedded laterally at the top of the anti-slide pile 3, and a second connecting main reinforcement bar 18 is pre-embedded longitudinally at the top of the anti-slide pile 3. Within the height range of the shed opening, a first reinforcement duct 16 is pre-embedded within the reinforcement skeleton of the anti-slide pile 3.

[0086] Furthermore, the longitudinal beam 4 adopts a cast-in-place reinforced concrete structure, and the main reinforcement of the longitudinal beam 4 is connected to the second connecting main reinforcement 18 of the anti-slide pile 3 to achieve longitudinal integral connection of multiple anti-slide piles 3.

[0087] In step S2:

[0088] Specifically, in step S2, the strip foundation 6 is constructed only after the structural strength of the anti-slide piles 3 and the longitudinal beams 4 reaches more than 70% of the design strength.

[0089] Before constructing the strip foundation 6, an outer access road needs to be excavated on the opposite side of the temporary access road. The outer access road is excavated after the anti-slide pile 3 reaches 70% of the design strength. The elevation is the top elevation of the strip foundation 6. Before excavating the outer access road, the temporary slope 5 is protected by spray anchor. After the outer access road is constructed to the end of the shed, the foundation trench is excavated in sections, and the strip foundation 6 is constructed in the foundation trench.

[0090] Specifically, the excavation length of one section of the foundation trench is 6m. After the strip foundation 6 in one section of the foundation trench is poured, the excavation of the next section of the foundation trench will begin.

[0091] Specifically, such as Figure 4 As shown, the strip foundation 6 is constructed using cast-in-place reinforced concrete. A reserved groove 14 is set every 6m on the strip foundation 6. An embedded main bar is set in the reserved groove 14. The embedded main bar in the reserved groove 14 is used to connect with the first steel sleeve 21 at the bottom of the inclined column 7.

[0092] Specifically, the strip foundation 6 has a steel bar reserved on the side of the shed opening that is connected to the concrete base 13.

[0093] In step S3:

[0094] In step S3, the inclined column 7 and the top beam 8 are prefabricated before construction and transported to the construction site for assembly during construction.

[0095] Specifically, the first steel sleeve 21 is pre-embedded at the bottom of the inclined column 7, and the third connecting main bar 19 and the fourth connecting main bar 20 are pre-embedded at the top. The third connecting main bar 19 is used to connect with the outer longitudinal beam 11, and the fourth connecting main bar 20 is used to connect with the cross beam 8.

[0096] Specifically, second steel reinforcement sleeves 22 are pre-embedded at both ends of the crossbeam 8, and second steel reinforcement channels 23 are pre-embedded on the top surface of the crossbeam 8. The second steel reinforcement sleeves 22 at both ends are used to connect with the fourth connecting main reinforcement 20 and the first connecting main reinforcement 17, respectively, to achieve the connection between the crossbeam 8 and the inclined column 7 and the anti-slide pile 3. The second steel reinforcement channels 23 are used to connect with the top slab 12.

[0097] Specifically, the inclined column 7 and the crossbeam 8 are installed by hoisting and splicing.

[0098] In step S3, the splicing process of the inclined column 7 and the crossbeam 8 is as follows:

[0099] Step S31: Place one end of the crossbeam 8 at the right angle of the anti-slide pile 3, and connect the second steel sleeve 22 of the crossbeam 8 to the first connecting main bar 17 on the anti-slide pile 3.

[0100] Step S32: Insert the lower part of the inclined column 7 into the reserved groove 14 of the strip foundation 6, so that the reserved main reinforcement in the reserved groove 14 is inserted into the first steel sleeve 21 of the inclined column 7;

[0101] Step S33: The fourth connecting main reinforcement 20 at the top of the inclined column 7 is inserted into the second steel sleeve 22 at the end of the crossbeam 8, completing the assembly connection between the inclined column 7, the crossbeam 8, the strip foundation 6, and the anti-slide pile 3. After assembly, both ends of the crossbeam 8 are respectively connected to the top of the anti-slide pile 3 and the top of the inclined column 7, forming a portal frame structure similar to a double row of anti-slide piles, providing strong support.

[0102] Furthermore, temporary diagonal bracing rods 15 are installed between two adjacent diagonal columns 7; and the two temporary diagonal bracing rods 15 are arranged in a cross pattern, using the stability principle of triangles to support the diagonal columns 7 and the crossbeam 8.

[0103] After the entire tunnel structure system is completed, the temporary diagonal bracing rod 15 of the inclined column is removed. The temporary diagonal bracing rod 15 of the inclined column serves as temporary support for the inclined column 7 and the crossbeam 8. During the construction of the tunnel structure system and the excavation of the soil and rock mass 9 inside the tunnel, the temporary diagonal bracing rod 15 of the inclined column can ensure that the portal frame structure has good stability.

[0104] Specifically, the installation spacing between the two inclined columns 7 is 6m.

[0105] Specifically, in step S3, after the inclined column 7 and the crossbeam 8 are assembled, the grouting work of the steel bar connecting sleeve is carried out. High-strength concrete grout is used to fill the space between the main reinforcement and the sleeve, and at the same time, the joints of each component are grouted and compacted.

[0106] In step S4:

[0107] Specifically, in step S4, the excavation of the shed opening begins 7 days after the grouting of the reinforcing bars and sleeves between the last set of crossbeams 8 and inclined columns 7 is completed.

[0108] Specifically, the excavation of the soil and rock mass 9 inside the tunnel was carried out using a hydraulic breaker or hydraulic static blasting.

[0109] When the soil and rock mass 9 inside the tunnel is excavated, the supporting force of the temporary slope 5 is transferred from the excavated soil and rock mass to the anti-slide piles 3, inclined columns 7 and crossbeams 8. The stability of the tunnel structure is maintained by the portal frame structure composed of anti-slide piles 3, inclined columns 7 and crossbeams 8, thus realizing micro-disturbance of the tunnel structure system.

[0110] Specifically, in step S4, a template trolley is used to pour the concrete for each section of the tunnel sidewall 10, the outer longitudinal beam 11, and the top plate 12.

[0111] Step S4 includes:

[0112] Step S41: Before pouring the concrete for the side wall 10 of the shed, a waterproof layer is laid on the mountainside of the side wall 10 of the shed.

[0113] Step S42: Tie the reinforcing bars of the side wall 10 of the shed, so that the internal reinforcing bars of the side wall 10 of the shed pass through the first reinforcing bar channel 16 on the anti-slide pile 3, and fill the gap between the reinforcing bars of the side wall 10 of the shed and the first reinforcing bar channel 16 with concrete mortar.

[0114] Step S43: Drive the template trolley to move and tie the reinforcing bars of the top plate 12 and the crossbeam 8, as well as the reinforcing bars between the inclined column 7 and the outer longitudinal beam 11 in sequence; specifically, the main reinforcing bars of the top plate 12 are passed through the second reinforcing bar hole 23 of the crossbeam 8, and the internal reinforcing bars of the outer longitudinal beam 11 are tied to the third connecting main reinforcing bar 19 of the inclined column 7.

[0115] Step S44: After the reinforcing bars are tied in place, the side wall 10 of the shed and the anti-slide pile 3, the inclined column 7 and the outer longitudinal beam 11, and the cross beam 8 and the top plate 12 are poured and connected in sequence.

[0116] Specifically, in step S4, the thickness of the shed sidewall 10 is 50cm, and the overlap thickness between the shed sidewall 10 and the anti-slide pile 3 is 30cm, which can wrap the uneven surface of the anti-slide pile 3; that is, the shed sidewall 10 can wrap a part of the anti-slide pile 3 inside. The thickness of the top plate 12 is 50cm, and the top of the top plate 12 is flush with the upper surface of the crossbeam 8.

[0117] In step S5:

[0118] Specifically, in step S5, the thickness of the concrete base slab 13 is 50cm, and it is a cast-in-place reinforced concrete structure. The two sides of the concrete base slab 13 are cast integrally with the side walls 10 of the shed and the strip foundation 6, respectively.

[0119] Specifically, the concrete base slab 13 is poured in a backward-sloping manner, meaning that the concrete base slab 13 is not poured in one go, but rather in sections.

[0120] In this invention, the dimensions of the concrete structure, the diameter and amount of reinforcing bars, and the depth of the anti-slide piles can be adjusted according to the specific geological conditions and the dimensions of the tunnel space to achieve the best results. This invention can also be used for tunnel engineering in slope collapse, landslide-prone road sections, and general steep slope sections.

[0121] Compared with the prior art, the tunnel structure system and construction method for landslide sections provided in this embodiment have at least one of the following technical effects:

[0122] 1. The micro-disturbance tunnel structure system and its construction method applicable to landslide sections of the present invention have high safety. First, pre-support is carried out by constructing anti-slide piles 3. Then, a frame composed of prefabricated inclined columns 7 and crossbeams 8 is used to further support the anti-slide piles 3, which actually achieves a portal double-row pile support effect. Subsequently, the slope toe excavation is carried out so that the load is transferred in sequence. The overall effect of supporting before excavating is achieved, avoiding the potential landslide risk brought about by the traditional method of excavating before supporting.

[0123] 2. In this invention, anti-slide piles are constructed on the top of the tunnel first, which avoids the problem of large-scale excavation and shoveling caused by temporary slope sloping at the construction site. This maximizes the protection of the surrounding natural vegetation and reduces the area occupied while also reducing the area of ​​slope shoveling, thus having both environmental and economic advantages.

[0124] 3. This invention employs a prefabricated frame structure, enabling rapid support and solving the problem of limited construction space hindering formwork erection. Prefabrication facilitates dimensional accuracy of components and ensures high-quality concrete pouring, while also enabling parallel operations and accelerating construction progress. Reinforcing steel sleeves connect the components, achieving efficient and stable force transmission and guaranteeing structural integrity. Non-blasting excavation is used for the foundation trench excavation and internal soil excavation of the shed, reducing the impact of blasting vibrations on slope stability and avoiding adverse effects on surrounding concrete structures. The pre-reserved reinforcing steel channel within the components avoids the hassle of later rebar installation and also improves the connection between concrete components, enhancing their overall integrity.

[0125] 4. In this invention, the top access road serves the construction of anti-slide piles and component assembly, while the lower access road serves the longitudinal foundation construction and component assembly. The final excavation in the middle of the tunnel serves the construction of the top slab, side walls, and outer longitudinal beams, achieving a close integration of construction access and construction steps, and making rational use of access resources. During the excavation of the soil inside the tunnel, the subsequent pouring of the tunnel side walls and top slab achieves longitudinal separation of the working surfaces and parallel advancement. This not only accelerates the work progress but also facilitates timely closure and support of the mountainside excavation surface, enhancing construction safety and achieving a minimal disturbance effect. When the bottom slab is poured last, the connection with the side walls and the reserved main reinforcement of the strip foundation achieves a closed loop for the entire tunnel structure, achieving optimal load-bearing capacity and structural stability.

[0126] 5. The shed structure system of the present invention includes cast-in-place concrete structure and precast concrete structure. The reasonable allocation of the two achieves the safety and environmental protection of the structure system, shortens the construction period, and has good load-bearing capacity.

[0127] The above description is only a preferred embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any changes or substitutions that can be easily conceived by those skilled in the art within the scope of the technology disclosed in the present invention should be included within the scope of protection of the present invention.

Claims

1. A construction method of a shed tunnel structure system suitable for a landslide-prone road section, characterized in that, The shed cave structure system comprises anti-slide piles, longitudinal beams, strip foundations, inclined columns, cross beams and outer longitudinal beams; the anti-slide piles are vertically arranged at the opposite side of the slope toe of a natural slope; the adjacent anti-slide piles are connected through the longitudinal beams; the strip foundations are poured in the foundation trenches at the slope toe of the natural slope; the inclined columns are perpendicular to the strip foundations, and the adjacent inclined columns are connected through the outer longitudinal beams; the inclined columns and the anti-slide piles are connected through the cross beams; a concrete bottom plate is arranged on the ground surface, and the two sides of the concrete bottom plate are fixedly connected with the strip foundations and the anti-slide piles respectively; the top plates are arranged between the adjacent cross beams; the shed cave side walls are poured on the side of the anti-slide piles close to the inclined columns; the anti-slide piles, the longitudinal beams and the strip foundations are formed by pouring concrete; The construction method comprises the following steps: Step S1: a temporary road is excavated on one side of a natural slope, anti-slide piles are constructed at the temporary road, longitudinal beams are poured and connected between the adjacent anti-slide piles, and the longitudinal connection between the adjacent anti-slide piles is completed; Step S2: the foundation trenches are excavated in sections and sequentially at the opposite side of the temporary road, the strip foundations are formed by pouring and constructing reinforced concrete in the foundation trenches; Step S3: the prefabricated inclined columns and cross beams are transported to the construction site and assembled and spliced; Step S4: the excavation of the internal earth and rock mass of the shed cave is performed in sections; after the internal earth and rock mass of the shed cave is excavated, the concrete pouring and construction of the shed cave side walls, the outer longitudinal beams and the top plates are performed; the concrete bottom plate of the shed cave structure system is poured; Step S5: the excavation of the internal earth and rock mass of the next section of the shed cave is performed, steps S3 and S4 are repeated, and the construction of the entire shed cave structure system is completed; In step S1, the surface of the slope is sprayed with concrete; the collapse of the slope is prevented; and a plurality of anti-slide piles are arranged side by side; In step S3, the inclined columns and the top cross beams are prefabricated before construction, are transported to the construction site during construction and are assembled; the first steel sleeve is pre-buried at the lower part of the inclined column body, the third connecting main reinforcement and the fourth connecting main reinforcement are pre-buried at the top, the third connecting main reinforcement is used for butt joint with the outer longitudinal beam, and the fourth connecting main reinforcement is used for butt joint with the cross beam; the second steel sleeve is pre-buried at the two ends of the cross beam, and the second steel hole is pre-buried at the top surface of the cross beam; the second steel sleeves at the two ends are respectively used for butt joint with the fourth connecting main reinforcement and the first connecting main reinforcement, so that the cross beam is butt jointed with the inclined column and the anti-slide pile; the second steel hole is used for butt joint with the top plate; Inclined column temporary diagonal struts are installed between the two adjacent inclined columns, the two inclined column temporary diagonal struts are cross arranged, the stability principle of a triangle is used to support the inclined column and the cross beam, and the inclined column temporary diagonal struts are removed after the entire shed cave structure system is built; In step S4, when the internal earth and rock mass of the shed cave is excavated, the supporting force of the temporary slope is transmitted to the anti-slide piles, the inclined columns and the cross beam structure by the excavated rock and soil, and the stability of the shed cave structure is maintained through the portal structure formed by the anti-slide piles, the inclined columns and the cross beam.

2. The construction method of a shed structure system for a landslide-prone road section according to claim 1, characterized in that, In step S1, the first connecting main reinforcement is pre-buried horizontally at the top of the anti-slide pile, and the second connecting main reinforcement is pre-buried longitudinally at the top of the anti-slide pile; the first steel hole is pre-buried in the steel reinforcement cage of the anti-slide pile.

3. The construction method of a shed structure system for a landslide-prone section according to claim 2, wherein In the step S2, the strip foundation is constructed by cast-in-place reinforced concrete, a reserved groove is arranged on the strip foundation every 6m, and a protruding embedded main reinforcement is arranged in the reserved groove, and the embedded main reinforcement in the reserved groove is used to butt joint with the first steel sleeve at the bottom of the inclined column.

4. The construction method of a shed structure system for a landslide-prone road section according to claim 2, wherein In the step S3, the splicing process of the inclined column and the cross beam is as follows: In the step S31, one end of the cross beam is placed at the right angle of the anti-slide pile, and the second steel sleeve of the cross beam is connected with the first connecting main reinforcement on the anti-slide pile; In the step S32, the lower part of the inclined column is placed into the reserved groove of the strip foundation, and the reserved main reinforcement in the reserved groove is inserted into the first steel sleeve of the inclined column; In the step S33, the fourth connecting main reinforcement at the top of the inclined column is inserted into the second embedded sleeve at the end of the cross beam, and the splicing connection between the inclined column, the cross beam, the strip foundation and the anti-slide pile is completed.

5. The construction method of a shed structure system for a landslide-prone road section according to claim 2, wherein In the step S4, the excavation work inside the shed hole is started after 7 days of grouting of the steel and sleeve between the cross beam and the inclined column.

6. The construction method of a shed structure system for a landslide-prone road section according to claim 2, wherein The thickness of the concrete bottom plate is 50cm.

7. The construction method of a shed structure system for a landslide-prone road section according to claim 2, wherein The two sides of the concrete bottom plate are integrally poured with the shed hole side wall and the strip foundation, respectively.

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