Rapid receiving device in large-diameter shield foundation pit and receiving method thereof

Abstract

The invention discloses a rapid receiving device in a large-diameter shield foundation pit and a receiving method thereof.The device comprises a shield receiving well section area, a single-layer section open cut tunnel area, underground diaphragm walls in a transition section area and temporary side walls arranged in the shield receiving well section area and the transition section area; a shield receiving well section lower supporting structure is arranged in the shield receiving well section area, and a transition upper supporting structure and a transition lower supporting structure are arranged in the transition section area. The receiving method comprises the following steps: constructing the underground diaphragm wall; first to third layers of soil bodies are excavated in a foundation pit in a layered mode, a top beam I is constructed, and first to third concrete supports I are constructed in a layered mode; fourth to sixth layers of soil bodies are excavated in the foundation pit in a layered mode, fourth to sixth first concrete supports and first to third third concrete supports are constructed in a layered mode, and temporary side walls are constructed; constructing a temporary structure bottom plate; and the third concrete support is dismantled, and receiving is completed. Deformation is effectively controlled, the structural stability and safety are enhanced, and the construction period is shortened.

Description

Technical Field

[0001] This invention belongs to the field of underground tunnel foundation construction technology, specifically relating to a rapid receiving device and its receiving method in a large-diameter shield tunnel pit. Background Technology

[0002] Large-diameter tunnel boring machines (TBMs) have been widely used in large-scale underground engineering projects such as railways, urban rail transit, and highway tunnels due to their advantages of high efficiency, environmental friendliness, and rapid construction. However, the TBM receiving shaft, as the throat of the TBM entering and exiting the tunnel, is one of the key points in its structural design and construction.

[0003] Compared to the receiving shafts of ordinary shield tunneling machines (TBMs), the receiving shafts of large-diameter TBMs are often deeper than 30 meters, or even more, due to the size of the TBM and the tunnel burial depth, classifying them as ultra-deep pits. Furthermore, to meet the lifting requirements of large-diameter TBMs, the opening of the receiving shaft is much larger than that of ordinary TBMs, resulting in numerous large-span structures within the shaft. In addition, the mass of large-diameter TBMs is also much greater than that of ordinary TBMs. A 12-15 meter diameter TBM weighs approximately 2500-5000 tons, while a conventional 6-meter diameter TBM weighs only about 500 tons, a difference of 5-10 times. The receiving shaft bears concentrated, high-intensity loads from the soil and water pressure across the entire area, unlike the localized stresses of ordinary TBM shafts. This dramatic increase in scale and stress leads to a pronounced "size effect." Unlike ordinary TBM shaft structures, its structural stress pattern is closer to that of a thin-walled, large-opening shell, with overall stiffness and local strength requirements increasing exponentially, resulting in a much higher risk of instability than ordinary TBM shafts. Therefore, the study of the structure of large-diameter shield tunnel receiving shafts is of great significance.

[0004] Because receiving shafts are typically located in areas with complex geological conditions, such as soft soil layers or water-rich strata, the shaft walls are prone to instability and collapse. Therefore, researchers have developed various reinforcement techniques, such as grouting reinforcement, triaxial mixing pile reinforcement, and freezing reinforcement, to improve the stability and load-bearing capacity of the shaft walls. Conventionally, the receiving of large-diameter shield tunnels is carried out after the main structure construction is completed, thus ensuring the safety and stability of the shield during receiving.

[0005] Conventional large-diameter shield tunnel receiving methods have the following drawbacks: Firstly, to ensure the safety and stability of the shaft wall, the reception of large-diameter shield tunnels is usually carried out after the waterproofing and main structure construction is completed. This results in a long construction period, a long time of ground occupation, and high costs for traffic diversion and pipeline relocation. Secondly, large-diameter shield tunnels are usually buried at a greater depth. After the shield is received, the soil is backfilled. Using conventional tunnel receiving methods, the cross-section of the shield shaft structure is rectangular, which has a weaker bearing capacity compared to an arched cross-section. Thirdly, conventional tunnel reception requires the construction of the shaft wall sidewall structure down to the ground, which significantly increases the costs of shaft wall construction and demolition.

[0006] Chinese patent CN116556971A discloses a construction method for a shield tunneling machine without foundation reinforcement in pressurized water-rich strata. This method involves setting up a cast-in-place concrete chamber with an open top inside the subway station or shaft. The shield machine completes the assembly of the front, middle, and rear shields inside the chamber. After the shield machine passes the commissioning, the concrete chamber is filled. The shield machine completes the back sealing grouting of the tail segment before the cutterhead penetrates the shaft retaining system, thus realizing the shield launch. However, this method requires the completion of the subway station structure or shaft lining structure before the shield launch and reception operations can be carried out. The construction cycle is long and cannot meet the needs of rapid reception of large-diameter shields without lining structures.

[0007] Chinese patent CN105909253A discloses a rapid receiving method for shield tunneling receiving shafts without lining structures. This method allows for the safe and rapid receiving of shields without the need for lining structures in the shafts, and also enables the advanced receiving of shields when the shield machine arrives but the main lining structure of the receiving shaft has not been constructed in time. However, this method does not consider the "size effect" caused by the large diameter shield size and the large additional load. Using a single ring beam as support cannot meet the strength and stiffness requirements of large-diameter shield shafts buried in deep, large-span foundation pits. Therefore, it is necessary to propose a support and structural system suitable for large-diameter shield shafts. Summary of the Invention

[0008] This invention is proposed to solve the problems existing in the prior art, and its purpose is to provide a rapid receiving device and receiving method for large-diameter shield tunnel foundation pits.

[0009] The technical solution of the present invention is: a rapid receiving device in a large-diameter shield tunnel foundation pit, comprising a shield receiving shaft section area, a single-layer open-cut tunnel section area, and a transition section area connecting the two. Continuous underground diaphragm walls are provided on the inner side of the shield receiving shaft section area, the single-layer open-cut tunnel section area, and the transition section area. Temporary sidewalls are provided on the lower inner side of the underground diaphragm walls in the shield receiving shaft section area and the transition section area. A lower support structure for the shield receiving shaft section is provided between the temporary sidewalls in the shield receiving shaft section area. A transition upper support structure is provided between the underground diaphragm walls in the transition section area. A transition lower support structure is provided between the temporary sidewalls in the transition section area.

[0010] Furthermore, the lower support structure of the shield receiving shaft section includes a No. I waist beam installed at the temporary side wall, and a No. III concrete support is installed between the laterally aligned No. I waist beams for lateral support.

[0011] Furthermore, the transitional support structure includes a No. I waist beam installed at the underground continuous wall, and a No. I concrete support for lateral support is installed between the laterally aligned No. I waist beams.

[0012] Furthermore, the transitional lower support structure includes a No. I waist beam installed at the temporary side wall, and a No. I concrete support for lateral support is installed between the laterally aligned No. I waist beams.

[0013] Furthermore, the top of the underground continuous wall in the transition section area is provided with a No. I capping beam and a No. II capping beam, and a No. I concrete support is provided between the No. I capping beam and the No. II capping beam.

[0014] Furthermore, anti-uplift piles are installed at the bottom of the shield receiving section area.

[0015] Furthermore, the No. III concrete support includes a straight section in the middle and three-pronged sections on both sides, which are connected to the No. I waist beam.

[0016] A receiving method for a rapid receiving device in a large-diameter shield tunnel foundation pit includes the following steps: A. Construction of diaphragm walls; B. The foundation pit is excavated in layers, including the first layer of soil and the second layer of soil, and the No. I capping beam, the first No. I concrete support between the underground continuous wall and the second No. I concrete support are constructed in layers. C. Excavate the third layer of soil in the foundation pit and construct the third No. I concrete support between the temporary side walls; D. Excavate the fourth, fifth, and sixth layers of soil in the foundation pit in layers, and construct the fourth No. I concrete support and the first No. III concrete support, the fifth No. I concrete support and the second No. III concrete support, the sixth No. I concrete support and the third No. III concrete support between the temporary side walls in layers, and construct the temporary side walls. E. Excavate the seventh layer of soil to the bottom of the foundation pit, and construct temporary side walls and temporary structural slabs; F. Remove the No. 3 concrete support in the shield receiving shaft area to complete the receiving process; G. Rebuild permanent structures and backfill with soil.

[0017] Furthermore, in step B, the foundation pit is excavated in layers, including the first and second layers of soil, and the No. I capping beam, the first No. I concrete support between the diaphragm wall, and the second No. I concrete support are constructed in layers. The specific process is as follows: First, the excavation soil is moved to the position of the first support; Then, construct the first No. I concrete support between No. I capping beam and No. II capping beam; Next, concrete corner bracing was installed in the shield receiving shaft area; After the first No. 1 concrete support reached its design strength, the second layer of soil was excavated downwards. Next, construct the No. 1 wainscoting and the second No. 1 concrete support between the underground diaphragm walls; Finally, concrete corner bracing was installed in the shield receiving shaft area.

[0018] Furthermore, in step D, the foundation pit is excavated in layers: the fourth, fifth, and sixth layers of soil. Then, the fourth layer of No. 1 concrete supports, the first layer of No. 3 concrete supports, the fifth layer of No. 1 concrete supports, the second layer of No. 3 concrete supports, the sixth layer of No. 1 concrete supports, and the third layer of No. 3 concrete supports are constructed between the temporary sidewalls in layers. The specific process is as follows: First, after the third concrete support reaches its design strength, the fourth layer of soil is excavated downwards. Then, construct the No. 1 wainscoting and the fourth No. 1 concrete support between the temporary side walls in the construction transition section area; Next, construct the No. 1 waist beam and the first No. 3 concrete support between the temporary side walls in the shield tunnel receiving shaft area; Next, the construction of concrete corner bracing and some temporary side walls was carried out; Then, the fifth layer of soil was excavated downwards; Next, construct the No. 1 wainscoting, the fifth No. 1 concrete support between the temporary side walls in the construction transition section area; Next, construct the No. 1 waist beam and the second No. 3 concrete support between the temporary side walls in the shield tunnel receiving shaft area; Next, the construction of concrete corner bracing and some temporary side walls was carried out; Then, the sixth layer of soil was excavated downwards; Next, construct the No. 1 wainscoting and the sixth No. 1 concrete support between the temporary side walls in the construction transition section area; Next, construct the No. 1 waist beam and the third No. 3 concrete support between the temporary side walls in the shield tunnel receiving shaft area; Finally, the concrete corner bracing and some temporary side walls were constructed.

[0019] The beneficial effects of this invention are as follows: This invention eliminates the need for construction after the shield tunnel lining structure is completed, and reduces the time required for traffic diversion and pipeline relocation. It solves the problems of complex construction process and slow progress in traditional large-diameter tunnel shield receiving construction, and has significant economic benefits.

[0020] This invention can optimize the inner lining structure of a traditional rectangular multi-layer frame into a single-layer arched structure, resulting in a more rational stress distribution.

[0021] During construction, this invention utilizes a single-layer arched lining structure, significantly reducing the amount of work required for the main structure. This effectively improves construction efficiency, reduces construction risks, and minimizes project investment. It is applicable to any type of open-cut shield tunneling receiving structure, has a wide range of applications, and high potential for widespread adoption. Attached Figure Description

[0022] Figure 1 This is a plan view of the receiving device of the present invention; Figure 2 This is a plan view of the support structure above the temporary sidewall in the receiving device of the present invention; Figure 3 This is a plan view of the support structure of the temporary sidewall portion in the receiving device of the present invention; Figure 4 This is a cross-sectional view of the shield receiving section area in this invention; Figure 5 This is a cross-sectional view of the transition region in this invention; Figure 6 This is a cross-sectional view of the single-layer open-cut tunnel area in this invention; 1. Shield receiving shaft area; 2. Transition section area 3. Single-layer open-cut tunnel area; 4. Ultra-high pressure jet grouting water-stop piles. 5. Diaphragm wall 6. No. I capping beam 7. Tunnel Structure; 8. Jet Grouting Reinforcement 9. Tension-resistant piles; 10. Concrete corner bracing No. 11Ⅱ capping beam and No. 12Ⅰ concrete support 13. Concrete support No. II; 14. Waist beam No. I 15 No. Ⅱ waist beam 16 Temporary side wall 17. Concrete support No. Ⅲ. Detailed Implementation

[0023] The present invention will now be described in detail with reference to the accompanying drawings and embodiments: like Figures 1 to 6 As shown, a rapid receiving device for a large-diameter shield tunneling pit includes a shield receiving shaft section 1, a single-layer open-cut tunnel section 3, and a transition section section 2 connecting the two. Continuous underground diaphragm walls 5 are provided inside the shield receiving shaft section 1, the single-layer open-cut tunnel section 3, and the transition section section 2. Temporary side walls 16 are provided on the lower inner side of the underground diaphragm walls 5 in the shield receiving shaft section 1 and the transition section section 2. A lower support structure for the shield receiving shaft section is provided between the temporary side walls 16 in the shield receiving shaft section 1. An upper transition support structure is provided between the underground diaphragm walls 5 in the transition section section 2. A lower transition support structure is provided between the temporary side walls 16 in the transition section section 2.

[0024] The supporting structure of the shield receiving shaft section includes a No. I waist beam 14 installed at the temporary side wall 16, and a No. III concrete support 17 for lateral support is installed between the laterally aligned No. I waist beams 14.

[0025] The transitional support structure includes a No. I waist beam 14 installed at the underground continuous wall 5, and a No. I concrete support 12 for lateral support is installed between the laterally aligned No. I waist beams 14.

[0026] The transitional lower support structure includes a No. I waist beam 14 installed at the temporary side wall 16, and a No. I concrete support 12 for lateral support is installed between the laterally aligned No. I waist beams 14.

[0027] The top of the underground continuous wall 5 in the transition section area 2 is provided with a No. I capping beam 6 and a No. II capping beam 11, and a No. I concrete support 12 is provided between the No. I capping beam 6 and the No. II capping beam 11.

[0028] The bottom of the shield receiving section area 1 is provided with anti-uplift piles 9.

[0029] The No. III concrete support 17 includes a straight section in the middle and three-pronged sections on both sides, which are connected to the No. I waist beam 14.

[0030] like Figure 1 As shown, specifically, the transverse width of the shield receiving shaft section 1 is greater than the transverse width of the single-layer open-cut tunnel section 3. The transition section 2 connects the shield receiving shaft section 1 and the single-layer open-cut tunnel section 3. Jet grouting piles 8 are installed on the stepped outer wall of the transition section 2.

[0031] Specifically, ultra-high pressure jet grouting water-stopping piles 4 are installed on the outer side of the underground continuous wall 5 in the shield receiving section area 1.

[0032] Specifically, the top of the underground continuous wall 5 in the shield receiving section area 1 and the transition section area 2 is provided with a No. I capping beam 6.

[0033] like Figure 2 , Figure 5 As shown, specifically, a No. I waist beam 14 is provided on the inner side of the underground continuous wall 5 in the shield receiving shaft section 1 and the transition section section 2, and a reinforced concrete corner brace 10 is also provided at the No. I waist beam 14.

[0034] Specifically, the shield receiving section 1 is larger than the tunnel structure 7.

[0035] Specifically, a No. I concrete support 12 is provided between the No. I waist beams 14 in the transition section area 2.

[0036] Specifically, a No. II waist beam 15 is installed in the underground continuous wall 5 of the single-layer open-cut tunnel area 3.

[0037] Specifically, a No. II concrete support 13 is provided between the laterally aligned No. II waist beams 15 for lateral support.

[0038] Specifically, the No. II concrete support 13 includes a straight section in the middle and three-pronged sections on both sides, and the three-pronged sections are connected to the underground continuous wall 5 of the single-layer open-cut tunnel area 3.

[0039] like Figure 3 , Figure 6 As shown, specifically, a temporary side wall 16 is provided inside the underground continuous wall 5 in the shield receiving shaft section 1 and the transition section section 2. A No. I waist beam 14 is provided inside the temporary side wall 16, and a concrete corner brace 10 is also provided inside the temporary side wall 16.

[0040] Specifically, in the shield receiving section area 1, there are three No. III concrete supports 17 that provide horizontal support between the temporary sidewalls 16. The No. III concrete supports 17 are multiple vertical supports.

[0041] Specifically, in the transition section area 2, there are multiple vertical concrete supports No. I between the temporary side walls 16.

[0042] like Figure 4 As shown, specifically, the inner contour of the temporary sidewall 16 in the shield receiving shaft section 1 is larger than that of the tunnel structure 7.

[0043] Specifically, the second No. 1 waist beam 14 is located at the top of the temporary side wall 16.

[0044] Specifically, the underground continuous wall 5, No. I capping beam 6, No. I waist beam 14, No. III concrete support 17, and temporary side wall 16 together constitute the retaining structure of the shield receiving shaft section area 1.

[0045] Specifically, the underground continuous wall 5, No. I capping beam 6, No. I waist beam 14, No. I concrete support 12, and temporary side wall 16 in the transition section area 2 together constitute the enclosure structure of the transition section area 2.

[0046] A receiving method for a rapid receiving device in a large-diameter shield tunnel foundation pit includes the following steps: A. Construction of diaphragm wall 5; B. The foundation pit is excavated in layers, including the first layer of soil and the second layer of soil, and the No. I capping beam 6 and the first No. I concrete support 12 and the second No. I concrete support 12 of the underground continuous wall 5 are constructed in layers. C. Excavate the third layer of soil in the foundation pit, construct the third No. I concrete support 12 of the 16 temporary side walls, and construct the 16 temporary side walls. D. The foundation pit is excavated in layers: the fourth, fifth, and sixth layers of soil. The fourth No. I concrete support 12 and the first No. III concrete support 17, the fifth No. I concrete support 12 and the second No. III concrete support 17, the sixth No. I concrete support 12 and the third No. III concrete support 17 are constructed in layers for temporary side walls 16. E. Excavate the seventh layer of soil to the bottom of the foundation pit, and construct temporary side walls 16 and temporary structural base slab; F. Remove concrete support 17 of section III in shield receiving shaft area 1 to complete the receiving process; G. Rebuild permanent structures and backfill with soil.

[0047] Specifically, step A involves constructing the diaphragm wall 5, and the specific process is as follows: First, based on the current site conditions, construction barriers were set up and the construction site was leveled. Then, the trench walls were reinforced, and the diaphragm wall 5 was constructed. Waterproofing was then applied to the joints of the diaphragm wall. Next, single-layer pile foundation construction was carried out, and the pile foundation was reinforced by grouting. Finally, in conjunction with the phased excavation sequence of the foundation pit, the foundation pit was dewatered to a depth of 2m below the pit depth.

[0048] Step B involves the layered excavation of the first and second layers of soil in the foundation pit, followed by the layered construction of the No. 6 capping beam and the first and second No. 12 concrete supports for the five diaphragm walls. The specific process is as follows: First, the excavation soil is moved to the position of the first support; Then, construct the first No. I concrete support 12 between No. I capping beam 6 and No. II capping beam 11; Next, the concrete corner bracing 10 of the shield receiving shaft section 1 is constructed; After the first No. 1 concrete support 12 reached its design strength, the second layer of soil was excavated downwards. Next, construct No. 1 waist beam 14, and construct the second No. 1 concrete support 12 for the 5 underground continuous wall sections; Finally, the concrete corner bracing 10 of the shield receiving shaft section 1 is constructed.

[0049] Specifically, in step C, the third layer of soil is excavated from the foundation pit, and the third No. I concrete support 12 of the 16 temporary side walls is constructed. The specific process is as follows: First, excavate the third layer of soil downwards to the top of the temporary side wall 16; Then, construct the No. 1 waist beam 14 and the third No. 1 concrete support 12 for the five underground continuous walls.

[0050] Step D: Excavate the fourth, fifth, and sixth layers of soil in the foundation pit in layers. Construct the temporary sidewalls 16 in layers, including the fourth No. I concrete support 12, the first No. III concrete support 17, the fifth No. I concrete support 12, the second No. III concrete support 17, the sixth No. I concrete support 12, and the third No. III concrete support 17. The construction of the temporary sidewalls 16 is as follows: First, after the third concrete support No. 12 reaches the design strength, the fourth layer of soil is excavated downwards. Then, construct the No. 1 waist beam 14 and the fourth No. 1 concrete support 12 of the temporary side wall 16 in the construction transition section area 2; Next, construct the No. 1 waist beam 14 and the first No. 3 concrete support 17 of the temporary side wall 16 in the shield receiving shaft section area 1. Next, construct concrete corner bracing 10 and part of temporary sidewalls 16; Then, the fifth layer of soil was excavated downwards; Next, construct the No. 1 waist beam 14 and the fifth No. 1 concrete support 12 of the temporary side wall 16 in the construction transition section area 2; Next, construct the No. 1 waist beam 14 and the second No. 3 concrete support 17 of the temporary side wall 16 in the shield receiving shaft section area 1. Next, construct concrete corner bracing 10 and part of temporary sidewalls 16; Then, the sixth layer of soil was excavated downwards; Next, construct the No. 1 waist beam 14 and the sixth No. 1 concrete support 12 of the temporary side wall 16 in the construction transition section area 2; Next, construct the No. 1 waist beam 14 and the third No. 3 concrete support 17 in the temporary side wall 16 in the shield receiving shaft section area 1. Finally, the concrete corner bracing 10 and part of the temporary sidewall 16 were constructed.

[0051] Step E: Excavate the seventh layer of soil to the bottom of the foundation pit, and construct temporary side walls 16 and temporary structural base slabs. The specific process is as follows: First, after excavating to the bottom of the pit, a 250mm thick C20 concrete cushion layer and a 50mm thick C25 fine stone concrete protective layer are constructed from bottom to top at the bottom of the pit. Then, after the bottom layer of the foundation pit and the 50mm thick temporary waterproof layer of the foundation slab have reached the design strength, the 1200mm thick temporary foundation slab structure and the temporary side walls below the sixth support are constructed.

[0052] Step F involves dismantling the No. Ⅲ concrete support 17 in the shield receiving section area 1 to complete the receiving process. The specific steps are as follows: First, after the temporary base structure reaches the design strength, the first No. 3 concrete support 17, the second No. 3 concrete support 17, and the third No. 3 concrete support 17 are removed in sequence, and the shield receiving shaft is cleared out by hoisting. Then, after the temporary structure of the foundation pit has stabilized, the tunnel entrance of the shield receiving structure is removed, the grid beam is cut off, the shield is received, and the shield receiving shaft is hoisted out.

[0053] Step G involves reconstructing the permanent structure and backfilling with soil. The specific process is as follows: First, after the tunnel boring machine is disassembled and hoisted, the structural waterproofing layer is applied, and the single-layer tunnel structure is back-constructed. Then, after the concrete arch section reaches the strength of the concrete wall, backfill soil is used to complete the structural construction. Example

[0054] A receiving method for a rapid receiving device in a large-diameter shield tunnel pit is as follows: After the site enclosure construction and site leveling are completed, the underground continuous wall 5 is constructed.

[0055] The underground continuous walls of the shield receiving shaft section 1 and the transition section section 2 are constructed with C45 waterproof concrete. To meet the requirements of large-diameter shield receiving and the safety and stability of the foundation pit, the foundation pit width of the shield receiving shaft section 1 is 21.2m, and the foundation pit width of the transition section section 2 between the shield receiving shaft and the single-layer section is 16.4m.

[0056] After the construction of the diaphragm wall 5 is completed, a 1200mm diameter ultra-high pressure jet grouting water-stop pile 4 will be installed at the joint of the diaphragm wall 5.

[0057] After the diaphragm wall 5 and the ultra-high pressure jet grouting water-stopping pile 4 reach the design strength, the foundation pit will be dewatered, and a No. I capping beam 6 of 2000mm×1200mm will be constructed on top of the diaphragm wall 5.

[0058] The foundation pit was excavated in layers. The first layer of soil was excavated to a depth of 1.2m. A 1800mm × 1200mm No. I concrete support 12 was constructed on the No. I capping beam 6 of the diaphragm wall 5 in the transition section 2. Figure 2 , Figure 5 As shown.

[0059] The second layer of soil in the foundation pit is excavated to a depth of 8m. A first 1800mm × 1400mm No. I wainscoting 14 is constructed within the diaphragm wall 5. A second 1800mm × 1400mm No. I concrete support 12 is constructed at the No. I wainscoting 14 in the transition section area 2. No support is constructed in the shield receiving shaft section area 1. Figure 2 , Figure 5 As shown.

[0060] The third layer of soil in the foundation pit is excavated to a depth of 6m. A second No. 1 horizontal beam 14 (2200mm × 2000mm) is constructed within the diaphragm wall 5. A third No. 1 concrete support 12 (1800mm × 2000mm) is constructed at No. 1 horizontal beam 14 in the transition section area 2. No support is constructed in the shield receiving shaft section area 1. Figure 2 , Figure 5 As shown.

[0061] The fourth layer of soil in the foundation pit is excavated to a depth of 4.6m. A third No. I wainscoting 14 (2200mm × 2000mm) is constructed within the diaphragm wall 5. A fourth No. I concrete support 12 (1800mm × 2000mm) and a first No. III concrete support 17 are constructed at the No. I wainscoting 14 in both the shield receiving shaft section 1 and the transition section 2. Simultaneously, a 1.8m thick temporary sidewall 16 is constructed using the reverse construction method. Figure 3 , Figure 6 As shown.

[0062] The fifth layer of soil in the foundation pit is excavated to a depth of 4.4m. A fourth No. 1 horizontal beam (2200mm × 2000mm) is constructed within the diaphragm wall 5. Simultaneously, a fifth No. 1 concrete support (1800mm × 2000mm) and a second No. 3 concrete support (17) are constructed at the No. 1 horizontal beam (14) in both the shield receiving shaft area 1 and the transition section area 2. At the same time, a 1.8m thick temporary sidewall (16) is constructed using the reverse construction method. Figure 3 , Figure 6 As shown.

[0063] The sixth layer of soil in the foundation pit is excavated to a depth of 4.5m. A fifth No. I wainscoting beam 14 (2200mm × 2000mm) is constructed within the diaphragm wall 5. Simultaneously, a sixth 1800mm × 2000mm No. I concrete support 12 and a third No. III concrete support 17 are constructed at the No. I wainscoting beam 14 in shield tunnel receiving section 1 and transition section 2. At the same time, a 1.8m thick temporary sidewall 16 is constructed using the reverse construction method. Figure 3 , Figure 6 As shown.

[0064] The seventh layer of soil, 5.95m deep, was excavated to the bottom of the foundation pit. A 250mm thick C20 concrete cushion layer and a 50mm thick fine aggregate concrete protective layer were then constructed at the bottom. Simultaneously, a 1.8m thick temporary sidewall 16 and a temporary structural base slab were constructed using the reverse construction method. Figure 3 , Figure 6 As shown.

[0065] After the concrete supports and temporary structures reach the designed concrete strength, the three No. III concrete supports 17 in the shield receiving shaft section 1 are removed, the tunnel portal is cleared, and the shield receiving shaft is moved out after the shield is received.

[0066] After the tunnel boring machine is received, the structure is waterproofed according to the design requirements, the permanent structure is backfilled, and the backfill soil is carried out after the concrete arch section reaches the design strength of the concrete.

[0067] This invention eliminates the need for construction after the shield tunnel lining structure is completed, and reduces the time required for traffic diversion and pipeline relocation. It also solves the problems of complex construction processes and slow progress in traditional large-diameter tunnel shield receiving construction.

[0068] This invention can optimize the inner lining structure of a traditional rectangular multi-layer frame into a single-layer arched structure, resulting in a more rational stress distribution.

[0069] During construction, the inner lining structure of this invention is a single-layer arched structure, which significantly reduces the amount of work required for the main structure. This can effectively improve construction efficiency, reduce construction risks, and reduce project investment. It is applicable to the construction of any type of shield receiving structure, has a wide range of applications, and has high promotional value.

Claims

1. A rapid receiving device for large-diameter shield tunneling pits, comprising a shield receiving shaft section (1), a single-layer open-cut tunnel section (3), and a transition section section (2) connecting the two, characterized in that: The shield receiving shaft section (1), the single-layer open-cut tunnel section (3), and the transition section section (2) are equipped with continuous underground continuous walls (5). Temporary side walls (16) are provided on the lower inner side of the underground continuous walls (5) in the shield receiving shaft section (1) and the transition section section (2). The shield receiving shaft section lower support structure is provided between the temporary side walls (16) in the shield receiving shaft section (1). The transition section section (2) underground continuous walls (5) are provided between the transition upper support structure. The transition section section (2) temporary side walls (16) are provided between the transition lower support structure.

2. The rapid receiving device and receiving method for a large-diameter shield tunneling pit as described in claim 1, characterized in that: The support structure under the shield receiving shaft includes a No. I waist beam (14) set at the temporary side wall (16), and a No. III concrete support (17) for lateral support is set between the laterally aligned No. I waist beams (14).

3. The rapid receiving device and receiving method for a large-diameter shield tunneling pit as described in claim 1, characterized in that: The transitional support structure includes a No. I waist beam (14) set at the underground continuous wall (5), and a No. I concrete support (12) for lateral support is set between the laterally aligned No. I waist beams (14).

4. The rapid receiving device and receiving method for a large-diameter shield tunneling pit as described in claim 1, characterized in that: The transitional lower support structure includes a No. I waist beam (14) set at the temporary side wall (16), and a No. I concrete support (12) for lateral support is set between the laterally aligned No. I waist beams (14).

5. The rapid receiving device and receiving method for a large-diameter shield tunneling pit according to claim 1, characterized in that: The top of the underground continuous wall (5) in the transition section area (2) is provided with No. I capping beam (6) and No. II capping beam (11), and No. I concrete support (12) is provided between the No. I capping beam (6) and No. II capping beam (11).

6. The rapid receiving device and receiving method for a large-diameter shield tunneling pit according to claim 1, characterized in that: The bottom of the shield receiving section (1) is provided with anti-uplift piles (9).

7. The rapid receiving device and receiving method for a large-diameter shield tunnel foundation pit according to claim 2, characterized in that: The No. III concrete support (17) includes a straight section in the middle and three-pronged sections on both sides, which are connected to the No. I waist beam (14).

8. A receiving method for a rapid receiving device in a large-diameter shield tunnel foundation pit, characterized in that: Includes the following steps: A. Construction of underground diaphragm wall (5); B. The first layer of soil and the second layer of soil in the foundation pit are excavated in layers, and the first layer of No. I concrete support (12) and the second layer of No. I concrete support (12) between the No. I capping beam (6) and the underground continuous wall (5) are constructed in layers. C. Excavate the third layer of soil in the foundation pit and construct the third No. I concrete support (12) between the temporary side walls (16). D. Excavate the fourth, fifth and sixth layers of soil in the foundation pit in layers, and construct the fourth No. I concrete support (12) and the first No. III concrete support (17), the fifth No. I concrete support (12) and the second No. III concrete support (17), the sixth No. I concrete support (12) and the third No. III concrete support (17) between the temporary side walls (16) in layers, and construct the temporary side walls (16). E. Excavate the seventh layer of soil to the bottom of the foundation pit, and construct temporary side walls (16) and temporary structural base slab; F. Remove the No. Ⅲ concrete support (17) in the shield receiving section area (1) to complete the receiving; G. Rebuild permanent structures and backfill with soil.

9. The receiving method of a rapid receiving device in a large-diameter shield tunnel pit according to claim 1, characterized in that: Step B involves the layered excavation of the first and second layers of soil in the foundation pit, followed by the layered construction of the first and second concrete supports (12) between the No. 1 capping beam (6) and the underground continuous wall (5). The specific process is as follows: First, the excavation soil is moved to the position of the first support; Then, the first No. I concrete support (12) between No. I capping beam (6) and No. II capping beam (11) is constructed. Then, the concrete corner bracing (10) of the shield receiving shaft section (1) is constructed. After the first No. I concrete support (12) reaches the design strength, the second layer of soil is excavated downwards; Then, construct the No. 1 waist beam (14) and the second No. 1 concrete support (12) between the underground continuous walls (5). Finally, concrete corner bracing (10) is constructed in the shield receiving section area (1).

10. The receiving method of a rapid receiving device in a large-diameter shield tunnel pit according to claim 1, characterized in that: Step D: Excavate the fourth, fifth, and sixth layers of soil in the foundation pit in layers. Construct the fourth No. I concrete support (12) and the first No. III concrete support (17), the fifth No. I concrete support (12) and the second No. III concrete support (17), the sixth No. I concrete support (12) and the third No. III concrete support (17) between the temporary side walls (16) in layers. Construct the temporary side walls (16). The specific process is as follows: First, after the strength of the third No. I concrete support (12) reaches the design strength, the fourth layer of soil is excavated downwards; Then, construct the No. I waist beam (14) and the fourth No. I concrete support (12) between the temporary side walls (16) in the construction transition area (2). Then, construct the No. I waist beam (14) and the first No. III concrete support (17) between the temporary side walls (16) in the shield receiving shaft section area (1). Then, construct concrete corner bracing (10) and some temporary side walls (16). Then, the fifth layer of soil was excavated downwards; Then, construct the No. 1 waist beam (14) and the fifth No. 1 concrete support (12) between the temporary side walls (16) in the construction transition area (2). Then, construct the No. 1 waist beam (14) and the second No. 3 concrete support (17) between the temporary side walls (16) in the shield receiving shaft section area (1). Then, construct concrete corner bracing (10) and some temporary side walls (16). Then, the sixth layer of soil was excavated downwards; Then, construct the No. 1 waist beam (14) and the sixth No. 1 concrete support (12) between the temporary side walls (16) in the construction transition area (2). Then, construct the No. 1 waist beam (14) and the third No. 3 concrete support (17) between the temporary side walls (16) in the shield receiving shaft section area (1). Finally, construct concrete corner bracing (10) and partial temporary sidewalls (16).

Images