Construction method of shield well integrated portal steel ring

Abstract

The application provides a construction method of a shield well integral-type hole door steel ring, and relates to the technical field of shield tunnel construction, and comprises hole door steel ring assembly and steel ring reinforcement, hole door installation position pretreatment and slide rail erection, hole door steel ring anchoring steel bar pretreatment and steel ring hoisting, hole door steel ring anti-floating fixation and gap plugging, hole door steel ring steel bar binding and welding, and formwork installation and concrete pouring; in the hole door steel ring assembly and steel ring reinforcement step, the segmented steel rings are assembled to form the hole door steel ring according to the true circle parameters of the hole door steel ring before hoisting, so that deformation of the hole door steel ring caused by external force during segmented hoisting is avoided, meanwhile, the inside of the hole door steel ring is reinforced along the radial direction by using support steel, so that the radial support property of the hole door steel ring is good, the self stiffness and anti-deformation capacity of the hole door steel ring are improved, and the true circle property of the hole door steel ring is ensured.

Description

Technical Field

[0001] This invention relates to the field of shield tunnel construction, and in particular to a construction method for an integral portal steel ring for a shield tunnel shaft. Background Technology

[0002] In shield tunnel construction, the steel ring at the tunnel portal is a core transitional component connecting the shield shaft and the tunnel. It plays a crucial role in providing positioning guidance for the tunnel boring machine, providing an installation base for the portal sealing device, reinforcing the portal structure, and bearing multiple construction loads, directly impacting subsequent tunnel construction. Currently, the industry standard is to fabricate steel rings in sections, measure and position them, and then hoist them into the shield shaft piece by piece. The lower half of the steel ring is installed first, and concrete is poured for that section. Then, the upper half is installed and welded to the lower half, and finally, concrete is poured to complete the entire structure. However, the existing technology's segmented splicing, hoisting, and welding processes are prone to uneven stress and deformation, resulting in poor roundness of the steel ring, which in turn affects subsequent tunnel construction.

[0003] Therefore, there is an urgent need for a construction method for an integral portal steel ring in shield tunneling shafts to ensure the true roundness of the portal steel ring. Summary of the Invention

[0004] The purpose of this invention is to address the above problems by providing a construction method for an integral portal steel ring in a shield tunnel, thereby ensuring the true roundness of the portal steel ring.

[0005] This invention provides a construction method for an integral portal steel ring in a shield tunnel, comprising:

[0006] Step 1, Assembly and reinforcement of the portal steel ring: The segmented steel rings are assembled according to the true circle parameters of the portal steel ring to form the portal steel ring, and the interior of the portal steel ring is reinforced radially using supporting steel.

[0007] Step 2, Pre-treatment of the portal installation location and installation of sliding rails: The first ring frame beam corresponding to the installation area of ​​the portal steel ring on the side wall of the shield tunnel is cut off, the positioning point of the portal steel ring is marked on the underground continuous wall, the waterproof membrane is laid, and the sliding rail for the portal steel ring to be moved into place is installed at the bottom of the shield tunnel.

[0008] Step 3, Pre-treatment of anchoring steel bars for portal steel ring and hoisting of steel ring: Cut off the anchoring steel bars on the outer side of the portal steel ring corresponding to the slide rail position, and hoist the portal steel ring onto the slide rail using hoisting equipment according to the positioning point, and move it horizontally along the slide rail to the installation position of the portal steel ring using a hand-operated hoist.

[0009] Step 4, Anti-buoyancy fixing and gap sealing of the portal steel ring: Fix the portal steel ring to the underground continuous wall and the second ring frame beam respectively with fasteners, and seal the gap between the portal steel ring and the underground continuous wall with sealing components;

[0010] Step 5, binding and welding of steel ring reinforcement in the tunnel portal: binding the steel reinforcement of the side wall of the tunnel portal and welding the steel reinforcement to the corresponding semi-circular steel ring;

[0011] Step 6, formwork installation and concrete pouring: Within the area of ​​the side wall of the opening, formwork installation and concrete pouring are carried out in three layers from bottom to top.

[0012] According to the technical solutions provided by certain embodiments of the present invention, the step of assembling the segmented steel rings to form the portal steel ring according to the true circle parameters of the portal steel ring includes: transporting the segmented steel rings to the construction site for assembly, and after detecting that the center and size of the portal steel rings conform to the true circle parameters, obtaining the portal steel ring.

[0013] According to the technical solutions provided by certain embodiments of the present invention, the radial reinforcement of the interior of the portal steel ring using supporting steel includes: reinforcing the interior of the portal steel ring with H-shaped supporting steel, wherein the H-shaped supporting steel is evenly distributed radially inside the portal steel ring, one end of which converges at the center of the portal steel ring and is connected to each other, and the other end is fixedly connected to the inner wall of the portal steel ring.

[0014] According to the technical solutions provided by certain embodiments of the present invention, the following steps are performed: cutting off the first ring frame beam corresponding to the installation area of ​​the portal steel ring on the sidewall of the shield tunnel shaft; marking the positioning point of the portal steel ring installation on the underground continuous wall; laying the waterproof membrane; and installing a slide rail for the portal steel ring to be moved into place at the bottom of the shield tunnel shaft.

[0015] Step 2.1: Cut off multiple first ring frame beams at the installation location of the portal steel ring within the sidewall area of ​​the tunnel portal in the shield tunnel shaft;

[0016] Step 2.2: Mark the center point of the portal steel ring installation position on the diaphragm wall, calculate the up, down, left, and right positions of the portal steel ring based on the center point, and mark them on the diaphragm wall;

[0017] Step 2.3: Lay a waterproof membrane on the underground continuous wall outside the portal steel ring;

[0018] Step 2.4: Install a slide rail at the bottom of the shield shaft below the installation position of the portal steel ring, and adjust the top elevation of the slide rail to match the design elevation of the bottom of the portal steel ring, and ensure that the length of the slide rail covers the translation path of the portal steel ring from the hoisting position to the installation position.

[0019] According to the technical solutions provided in certain embodiments of the present invention, the method of using a hoisting device to hoist the portal steel ring onto the slide rail based on the positioning point includes:

[0020] The main crane and the auxiliary crane are connected to the lifting points of the portal steel ring through lifting tools. The portal steel ring is first lifted synchronously to the designated height. While keeping their respective lifting radii unchanged, the main crane and the auxiliary crane cooperate to move and lift until the portal steel ring is upright. Then, the auxiliary crane is separated from the lifting point of the portal steel ring.

[0021] Based on the positioning point, the main crane is used to hoist the portal steel ring onto the slide rail at the bottom of the shield tunnel.

[0022] According to certain embodiments of the present invention, the method of moving the hoist along the slide rail to the installation position includes:

[0023] Install a hand chain hoist on the portal steel ring and connect it to the pre-embedded lifting ring on the underground continuous wall. Disconnect the lifting device on the side of the portal steel ring closest to the underground continuous wall from the main crane and switch it to the hand chain hoist on the second ring frame beam at the top of the portal steel ring.

[0024] The portal steel ring is moved along the slide rail towards the side closer to the underground continuous wall using the hand-operated hoist installed on the portal steel ring, the main crane, and the hand-operated hoist on the second ring frame beam at the top of the portal steel ring, and then moved to the installation position.

[0025] After the steel ring is in place, disconnect the lifting device on the side of the portal steel ring away from the underground continuous wall from the main crane and switch it to the hand-operated hoist on the second ring frame beam at the top of the portal steel ring.

[0026] According to the technical solutions provided in certain embodiments of the present invention, fixing the portal steel ring to the underground continuous wall and the second ring frame beam respectively by means of fasteners includes:

[0027] After the steel ring is positioned, the portal steel ring is fixed in a direction perpendicular to the underground continuous wall by inserting steel bars into the underground continuous wall above the steel ring.

[0028] An H-shaped top steel section is installed between the topmost part of the portal steel ring and the second ring frame beam at the top of the portal steel ring, and the portal steel ring is fixed in a direction parallel to the underground continuous wall.

[0029] According to the technical solutions provided in certain embodiments of the present invention, the process of binding the reinforcing bars of the portal sidewall and welding the reinforcing bars to the corresponding semi-circular steel ring includes:

[0030] On the side wall of the tunnel entrance close to the underground continuous wall, tie the inner row of steel bars and weld the inner row of steel bars to the tunnel entrance steel ring and the anchoring steel bars on the tunnel entrance steel ring;

[0031] Tie the outer row of reinforcing bars on the side wall of the portal away from the bottom of the underground continuous wall, and weld the outer row of reinforcing bars to the portal steel ring and the anchoring reinforcing bars on the portal steel ring;

[0032] The inner and outer rows of reinforcing bars are fixed by tie rods.

[0033] According to the technical solutions provided by certain embodiments of the present invention, before step 6, the method further includes: inserting a steel pipe at a predetermined position between the reinforcing bars of the side wall of the opening, welding water-stop rings on the upper and lower sides of the outside of the steel pipe, and filling the inside of the steel pipe with grease.

[0034] According to the technical solutions provided by certain embodiments of the present invention, the step of installing formwork and pouring concrete in three layers from bottom to top within the sidewall area of ​​the portal includes:

[0035] Step 6.1: Remove the slide rail, and install the first layer template, secondary rib, main rib and outrigger in sequence on the outside of the portal sidewall within the first layer concrete pouring height range. Use water-stop tie rods to tie the main rib to the underground continuous wall reinforcement. Open vibration holes on the first layer template. Pour concrete and vibrate it between the underground continuous wall outside the portal steel ring and the first layer template through the gap at the top of the first layer template. Seal the vibration holes when pouring to the position of the vibration holes.

[0036] Step 6.2: Remove the hand chain hoist, install the second layer template, secondary rib and main rib in sequence on the outside of the portal side wall within the second layer concrete pouring height range, and use water-stop tie rods to pull the main rib and the underground continuous wall reinforcement together. Pour concrete between the underground continuous wall outside the portal steel ring and the second layer template from the gap at the top of the second layer template.

[0037] Step 6.3: Install the third-layer formwork, secondary ribs, and main ribs sequentially on the outside of the portal sidewall within the pouring height range of the third-layer concrete. Use water-stop tie rods to tie the main ribs to the underground continuous wall reinforcement. Pour concrete between the underground continuous wall outside the portal steel ring and the third-layer formwork through the reserved holes on the second ring frame beam at the top of the portal steel ring. Vibrate the concrete through the reserved holes and seal the reserved holes after vibration.

[0038] Compared with the prior art, the beneficial effects of the present invention are as follows: The construction method of the integral portal steel ring of the shield tunnel of the present invention includes portal steel ring assembly and reinforcement, portal installation position pretreatment and slide rail erection, portal steel ring anchoring reinforcement pretreatment and steel ring hoisting, portal steel ring anti-buoyancy fixing and gap sealing, portal steel ring reinforcement binding and welding, and formwork installation and concrete pouring; in the portal steel ring assembly and reinforcement steps, before hoisting the portal steel ring, the segmented steel rings are assembled according to the true roundness parameters of the portal steel ring to form the portal steel ring, so as to avoid the portal steel ring from being deformed by external forces during the segmented hoisting process, which would affect the true roundness of the portal steel ring. At the same time, the interior of the portal steel ring is reinforced radially with supporting steel, so that the radial support of the portal steel ring is good, improving the rigidity and deformation resistance of the portal steel ring itself, thereby ensuring the true roundness of the portal steel ring.

[0039] It should be understood that the descriptions of technical features, technical solutions, beneficial effects, or similar language in this invention do not imply that all features and advantages can be achieved in any single embodiment. Rather, it is understood that the description of a feature or beneficial effect means that a specific technical feature, technical solution, or beneficial effect is included in at least one embodiment. Therefore, the descriptions of technical features, technical solutions, or beneficial effects in this specification do not necessarily refer to the same embodiment. Furthermore, the technical features, technical solutions, and beneficial effects described in this embodiment can be combined in any suitable manner. Those skilled in the art will understand that embodiments can be implemented without one or more specific technical features, technical solutions, or beneficial effects of a particular embodiment. In other embodiments, additional technical features and beneficial effects may be identified in specific embodiments that do not embody all embodiments. Attached Figure Description

[0040] To more clearly illustrate the technical solutions in the embodiments of the present invention, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0041] Figure 1 A schematic diagram of the construction process of a construction method for an integral portal steel ring for a shield tunnel well, provided in an embodiment of the present invention;

[0042] Figure 2 A schematic diagram of the construction process for step 2 of the present invention, which involves pre-processing the portal installation location and erecting the sliding rail.

[0043] Figure 3 A schematic diagram of the construction process for step 6 of the present invention, involving template installation and concrete pouring;

[0044] Figure 4 This is a schematic diagram of the structure after the segmented steel rings are assembled in step 1 of the present invention.

[0045] Figure 5 This is a schematic diagram of the structure after the portal steel ring reinforcement in step 1 of the present invention.

[0046] Figure 6 A schematic diagram showing the positions and concrete pouring heights of the first ring frame beam, the second ring frame beam, the steel pipe, the slide rail, and the concrete pouring position, provided for an embodiment of the present invention.

[0047] Figure 7 This is a schematic diagram of the hoisting and lowering position of the portal steel ring in step 3 of this embodiment of the invention;

[0048] Figure 8This is a schematic diagram illustrating the translation and positioning of the steel ring at the portal opening in step 3 of an embodiment of the present invention.

[0049] Figure 9 This is a schematic diagram of the position of the top steel section of the mounting component in step 4 of the present invention.

[0050] Figure 10 This is a schematic diagram of the steel ring reinforcement binding position for step 5 of the present invention.

[0051] Figure 11 This is a schematic diagram showing the location for cutting the anchoring steel bars of the tunnel portal steel ring and the installation location of the hand-operated hoist of the tunnel portal steel ring in step 3 of this embodiment of the invention.

[0052] The text labels in the image represent:

[0053] 1. Segmented steel rings; 2. Anchoring steel bars; 3. Angle steel; 4. Reinforcing steel; 5. Supporting steel; 6. First ring frame beam; 7. Steel pipe; 8. Second ring frame beam; 9. Slide rail; 10. Top-mounted steel. Detailed Implementation

[0054] To enable those skilled in the art to better understand the technical solutions of the present invention, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. This description is merely illustrative and explanatory, and should not be construed as limiting the scope of protection of the present invention in any way. Specifically, the described embodiments are only some embodiments of the present invention, not all embodiments. All other embodiments obtained by those skilled in the art based on the embodiments of the present invention without creative effort should fall within the scope of protection of the present invention.

[0055] It should be noted that similar reference numerals and letters in the following figures denote similar items; therefore, once an item is defined in one figure, it does not need to be further defined and explained in subsequent figures. 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 process, method, product, or apparatus.

[0056] As mentioned in the background section, in view of the problems in the prior art, this embodiment provides a construction method for an integral portal steel ring for a shield tunnel shaft, including:

[0057] Step 1, Assembly and reinforcement of the portal steel ring: The segmented steel ring 1 is assembled according to the true circle parameters of the portal steel ring to form the portal steel ring, and the interior of the portal steel ring is reinforced radially using supporting steel 5;

[0058] Specifically, such as Figure 1 and Figure 4 As shown, in this embodiment, the inner diameter of the portal steel ring is 15600mm; it is transported to the site in four pieces. Figure 4 The dashed lines mark the boundaries between adjacent segmented steel rings 1. The portions between the dashed lines represent a single segmented steel ring 1. Each segmented steel ring 1 has three L100×100×10 reinforcing angle steels 3 arranged in a claw-like pattern on its inner side. The other ends of the three reinforcing angle steels 3 are connected to a reinforcing steel section 4 for reinforcement of the segmented steel ring 1. Each segmented steel ring 1 has 12mm and 16mm diameter anchoring steel bars 2 circumferentially arranged on its outer side. The segmented steel rings 1 are assembled according to the true circle parameters of the portal steel ring to form the portal steel ring. The outer sides of the joints of each segmented steel ring 1 are connected with bolts, and the inner sides are welded with welding rods. Supporting steel sections 5 are used to radially reinforce the interior of the portal steel ring. On the one hand, this ensures the roundness of the portal steel ring before subsequent construction steps, preventing deformation caused by external forces during the segmented hoisting process. On the other hand, it provides good radial support for the portal steel ring, improving its own stiffness and resistance to deformation, thereby further ensuring the roundness of the portal steel ring.

[0059] Step 2: Pre-treatment of the portal installation location and installation of sliding rails. The first ring frame beam 6 of the portal sidewall of the shield shaft corresponding to the portal steel ring installation area is cut off, the positioning point of the portal steel ring installation location is marked on the underground continuous wall, the waterproof membrane is laid, and the sliding rail 9 for the portal steel ring to be moved into place is installed at the bottom of the shield shaft.

[0060] Specifically, such as Figure 1 and Figure 6 As shown, the first ring beam 6 is removed from the sidewall of the shield tunnel corresponding to the installation area of ​​the portal steel ring. This removes structural obstructions at the installation location of the portal steel ring, ensuring sufficient installation space to meet design requirements during subsequent construction. This prevents the portal steel ring from being unable to be positioned due to interference from the first ring beam 6, laying the foundation for subsequent construction. Marking the installation location of the portal steel ring provides a positional reference for subsequent construction, ensuring the accuracy of the installation position. Laying a waterproof membrane on the diaphragm wall prevents groundwater from entering the shield tunnel and affecting subsequent construction. A sliding rail 9 is installed at the bottom of the shield tunnel for the portal steel ring's translation. This supports the portal steel ring, preventing it from directly contacting the rough ground at the bottom of the shield tunnel. The track direction of the sliding rail 9 is consistent with the translation path of the portal steel ring, providing guidance and ensuring the accurate movement of the portal steel ring to the marked location point on the diaphragm wall.

[0061] Step 3, Pre-treatment of anchoring steel bars for portal steel ring and hoisting of steel ring: Cut off the anchoring steel bars 2 on the outer side of the portal steel ring corresponding to the position of slide rail 9, and hoist the portal steel ring onto the slide rail 9 using hoisting equipment according to the positioning point, and move it to the installation position of the portal steel ring by hand along the slide rail 9 using a hand hoist.

[0062] Specifically, such as Figure 1 and Figure 11 As shown, if the pre-installed anchoring steel bar 2 on the outer side of the portal steel ring is located at the corresponding position of the slide rail 9, it will obstruct the top surface of the slide rail 9 when the portal steel ring is lowered, causing the portal steel ring to be unable to fit smoothly against the slide rail 9. Therefore, it is necessary to cut the anchoring steel bar 2 within range A corresponding to the position of the slide rail 9 on the outer side of the portal steel ring, so that the bottom of the portal steel ring is in complete contact with the top surface of the slide rail 9, ensuring that the portal steel ring is evenly stressed after being lowered, and avoiding tilting of the portal steel ring due to local suspension. The range A is... Figure 11 The area indicated by the dashed line; in addition, the portal steel ring needs to be moved horizontally along the slide rail 9 to the installation position, and the corresponding anchoring steel bar 2 should be cut off. This can prevent the steel bar from rubbing against the slide rail 9 during the horizontal movement, ensuring smooth movement of the portal steel ring. Figure 7 and Figure 8 As shown, based on the positioning point, a hoisting device is used to lift the portal steel ring onto the slide rail 9, and then a hand-operated hoist is used to move it along the slide rail 9 to the installation position of the portal steel ring. This ensures the accurate installation position of the portal steel ring and lays the foundation for subsequent construction steps. Furthermore, before hoisting the portal steel ring to the slide rail 9 at the bottom of the shield tunnel, grease can be applied to the slide rail 9 for lubrication, reducing the frictional resistance between the portal steel ring and the slide rail 9, making the movement of the portal steel ring by the hand-operated hoist smoother. The hand-operated hoist is a lightweight manual lifting device, including a chain, gear mechanism, and hook. It relies on pulling the chain to drive the gear transmission, used to move heavy objects suspended on the hook.

[0063] Step 4, Anti-buoyancy fixing and gap sealing of the portal steel ring: Fix the portal steel ring to the underground continuous wall and the second ring frame beam 8 respectively with fasteners, and seal the gap between the portal steel ring and the underground continuous wall with sealing components;

[0064] Specifically, such as Figure 1 and Figure 9 As shown, the fixing components include reinforcing bars and opposing steel sections 10. The reinforcing bars are used to fix the portal steel ring in a direction perpendicular to the diaphragm wall, and the opposing steel sections 10 are used to fix the portal steel ring in a direction parallel to the diaphragm wall, both to prevent the portal steel ring from floating in the direction parallel to the diaphragm wall. In this embodiment, the sealing component can be made of 5mm thick sheet metal to seal the gap between the portal steel ring and the diaphragm wall, preventing concrete from entering the portal steel ring through the gap and contaminating it during pouring.

[0065] Step 5, binding and welding of steel ring reinforcement in the tunnel portal: binding the steel reinforcement of the side wall of the tunnel portal and welding the steel reinforcement to the corresponding semi-circular steel ring;

[0066] Specifically, such as Figure 1 and Figure 10 As shown, the reinforcing bars of the portal sidewall are tied and welded to the corresponding semi-circular steel rings to fix the portal steel rings to the sidewall reinforcing bars. This fixes the portal steel rings in the installation position, preventing deviations in the position of the portal steel rings from affecting the quality of the portal's formation during subsequent construction. Furthermore, the inner and outer rows of reinforcing bars will bond with the subsequently poured concrete, improving the overall strength and deformation resistance of the structure.

[0067] Step 6, formwork installation and concrete pouring: Within the area of ​​the side wall of the opening, formwork installation and concrete pouring are carried out in three layers from bottom to top.

[0068] Specifically, such as Figure 1 , Figure 3 and Figure 6 As shown, within the area of ​​the side wall of the portal, the formwork is installed and the concrete is poured in three layers from bottom to top. Layered pouring can reduce the difficulty of pouring and facilitate the vibration of the concrete, thereby improving the density of the concrete.

[0069] The construction method of the integral portal steel ring for shield tunneling shaft of the present invention includes portal steel ring assembly and reinforcement, portal installation position pretreatment and slide rail erection, portal steel ring anchoring reinforcement pretreatment and steel ring hoisting, portal steel ring anti-buoyancy fixing and gap sealing, portal steel ring reinforcement binding and welding, and formwork installation and concrete pouring. In the portal steel ring assembly and reinforcement steps, before hoisting the portal steel ring, the segmented steel rings are assembled according to the true roundness parameters of the portal steel ring to form the portal steel ring, so as to avoid deformation of the portal steel ring due to external forces during the segmented hoisting process. At the same time, the interior of the portal steel ring is reinforced radially with supporting steel, so that the radial support of the portal steel ring is good, improving the rigidity and deformation resistance of the portal steel ring itself, thereby ensuring the true roundness of the portal steel ring.

[0070] In a preferred embodiment, the step of assembling the segmented steel ring 1 to form the portal steel ring according to the true circle parameters of the portal steel ring includes: transporting the segmented steel ring 1 to the construction site for assembly, and after checking that the center and size of the portal steel ring meet the true circle parameters, obtaining the portal steel ring.

[0071] Specifically, such as Figure 1 and Figure 4 As shown, after the segmented steel ring 1 is transported to the construction site, it is assembled, and the center and size of the portal steel ring are checked to ensure that the roundness of the portal steel ring meets the requirements before subsequent construction. The roundness parameters are qualified to obtain the portal steel ring, which provides a guarantee for subsequent construction steps.

[0072] In a preferred embodiment, the radial reinforcement of the interior of the portal steel ring using supporting steel 5 includes: reinforcing the interior of the portal steel ring with H-shaped supporting steel 5, wherein the supporting steel 5 is evenly distributed radially inside the portal steel ring, with one end converging at the center of the portal steel ring and connecting to each other, and the other end being fixedly connected to the inner wall of the portal steel ring.

[0073] Specifically, such as Figure 1 and Figure 5 As shown, in this embodiment, the interior of the portal steel ring is reinforced with eight H200×200 type support steel sections 5. These eight H-shaped support steel sections 5 are evenly distributed radially in a star-shaped pattern inside the portal steel ring. One end of each section converges at the center of the portal steel ring and connects to the others, while the other end is fixedly connected to the inner wall of the portal steel ring. The connections between the support steel sections 5 and between the support steel sections 5 and the inner wall of the portal steel ring are all welded. This embodiment uses an example of eight H-shaped support steel sections 5 evenly distributed radially in a star-shaped pattern, but this can be adjusted according to the on-site construction conditions and is not limited to eight H-shaped support steel sections 5 or a star-shaped distribution.

[0074] In a preferred embodiment, the steps of cutting off the first ring frame beam 6 corresponding to the installation area of ​​the portal steel ring on the sidewall of the shield tunnel shaft, marking the positioning point of the portal steel ring installation on the underground continuous wall, laying the waterproof membrane, and installing the slide rail 9 at the bottom of the shield tunnel shaft for the translation and positioning of the portal steel ring include:

[0075] Step 2.1: Cut off multiple first ring frame beams 6 at the installation position of the portal steel ring within the sidewall area of ​​the tunnel portal in the shield tunnel shaft;

[0076] Step 2.2: Mark the center point of the portal steel ring installation position on the diaphragm wall, calculate the up, down, left, and right positions of the portal steel ring based on the center point, and mark them on the diaphragm wall;

[0077] Step 2.3: Lay a waterproof membrane on the underground continuous wall outside the portal steel ring;

[0078] Step 2.4: Install slide rail 9 at the bottom of the shield shaft below the installation position of the portal steel ring, and adjust the top elevation of the slide rail 9 to match the design elevation of the bottom of the portal steel ring, and ensure that the length of the slide rail 9 covers the translation path of the portal steel ring from the hoisting position to the installation position.

[0079] Specifically, such as Figure 1 , Figure 2 and Figure 6 As shown, the first ring frame beams 6 of the three pillars within the tunnel portal sidewall range of the shield tunnel shaft are cut off to provide an installation position for the tunnel portal steel ring.

[0080] Mark the center point of the portal steel ring installation position on the diaphragm wall, calculate the vertical and horizontal position of the portal steel ring based on the center point, and mark it on the diaphragm wall to facilitate positioning during the installation of the portal steel ring; in addition, in order to prevent the tunnel boring machine from head-down when the tunnel boring machine starts, the center point of the portal steel ring installation position is raised by 30mm above the design elevation when marking.

[0081] EVA waterproof membranes were laid on the underground continuous wall outside the tunnel portal steel ring installation location to prevent groundwater from entering the shield tunnel shaft and affecting subsequent construction.

[0082] A slide rail 9 is installed at the bottom of the shield shaft below the installation location point of the portal steel ring. The slide rail 9 is welded from H200 steel and is used to allow the portal steel ring to move horizontally along the slide rail 9. The top elevation of the slide rail 9 is adjusted to match the design elevation of the bottom of the portal steel ring. The length of the slide rail 9 covers the horizontal movement path of the portal steel ring from the hoisting position to the installation position. In this embodiment, the height of the slide rail 9 is 981mm, the center distance between the slide rails 9 is 5060mm, and the longitudinal spacing of the slide rails 9 is 300mm. There are 2 rows of 8 slide rails in total. However, the parameters can be adjusted according to the on-site construction needs and are not limited to the above parameters.

[0083] In a preferred embodiment, the process of lowering the portal steel ring onto the slide rail using a hoisting device based on the positioning point includes:

[0084] The main crane and the auxiliary crane are connected to the lifting points of the portal steel ring through lifting tools. The portal steel ring is first lifted synchronously to the designated height. While keeping their respective lifting radii unchanged, the main crane and the auxiliary crane cooperate to move and lift until the portal steel ring is upright. Then, the auxiliary crane is separated from the lifting point of the portal steel ring.

[0085] Based on the positioning point, the main crane is used to hoist the portal steel ring onto the slide rail at the bottom of the shield tunnel.

[0086] Specifically, such as Figure 1 and Figure 7As shown, in this embodiment, the portal steel ring hoisting employs a 150T truck crane as the main hoist and a 75T crawler crane as the auxiliary hoist, using a dual-crane lifting system. After a trial lift by both cranes, the portal steel ring is lifted 30cm to check the safety and reliability of the lifting equipment and points. Once confirmed to be normal, the portal steel ring is loaded onto a truck and transported to a designated area near the shield tunnel shaft using a long trailer. The lifting equipment is typically steel wire rope, connecting the main and auxiliary cranes to the lifting points on both sides of the portal steel ring. Initially, the 150T truck crane has a lifting radius of 12m, and the 75T crawler crane has a lifting radius of 8m. After both cranes simultaneously lift to a certain height, the 150T truck crane raises its hook and the 75T crawler crane lowers its hook and moves forward simultaneously to maintain a constant lifting radius, while controlling the load rate of the main and auxiliary cranes to not exceed 80% until the portal steel ring is upright. Then, the auxiliary crane is separated from the portal steel ring's lifting points. The selection of the main and auxiliary cranes, the lifting radius, and the load rate of the main and auxiliary cranes can be adjusted according to the weight and size of the lifting ring and the actual site conditions, and are not limited to the parameters mentioned above. Based on the positioning points, the main crane is used to lift the portal steel ring onto the slide rail 9 at the bottom of the shield tunnel shaft. This allows the portal steel ring to be initially matched to the installation position during lowering, laying the foundation for subsequent horizontal movement and positioning. Simultaneously, the slide rail 9 provides stable support, preventing deformation of the portal steel ring due to contact with rough ground or uneven stress.

[0087] In a preferred embodiment, moving the hoist along the slide rail 9 to the installation position includes:

[0088] Install a hand chain hoist on the portal steel ring and connect it to the pre-embedded lifting ring on the underground continuous wall. Disconnect the lifting device on the side of the portal steel ring closest to the underground continuous wall from the main crane and switch it to connect to the hand chain hoist on the second ring frame beam 8 at the top of the portal steel ring.

[0089] The portal steel ring is moved along the slide rail 9 to the side closer to the underground continuous wall by the hand-operated hoist installed on the portal steel ring, the main crane, and the hand-operated hoist on the second ring frame beam 8 at the top of the portal steel ring, and then moved to the installation position.

[0090] After the steel ring is in place, disconnect the lifting device on the side of the portal steel ring away from the underground continuous wall from the main crane and switch it to the hand-operated hoist on the second ring frame beam 8 at the top of the portal steel ring.

[0091] Specifically, such as Figure 7 and Figure 11As shown, in this embodiment, three hand-operated hoists with a rated lifting capacity of 10 tons are installed on the lower semicircle of the portal steel ring and connected to the lifting rings pre-embedded in the diaphragm wall. The wire rope on the side of the portal steel ring closest to the diaphragm wall is disconnected from the main crane, and the corresponding lifting point on the portal steel ring is connected to two hand-operated hoists with a rated lifting capacity of 10 tons on the second ring frame beam 8 of the diaphragm wall at the top of the portal steel ring. The portal steel ring is then moved along the slide rail towards the side closest to the diaphragm wall to the installation position using the three hand-operated hoists installed on the portal steel ring, the main crane, and the two hand-operated hoists on the second ring frame beam 8 at the top of the portal steel ring. Figure 8 As shown, after the steel ring is in place, the wire rope on the side of the portal steel ring away from the underground continuous wall is disconnected from the main crane. The lifting point of the corresponding position of the wire rope is then connected to two other hand-operated hoists with a rated lifting capacity of 10 tons on the second ring frame beam 8 at the top of the portal steel ring. The model and quantity of the hand-operated hoists can be selected according to actual needs and are not limited to the parameters mentioned above.

[0092] In a preferred embodiment, fixing the portal steel ring to the underground continuous wall and the second ring frame beam 8 by means of fasteners includes:

[0093] Reinforcing bars are inserted into the diaphragm wall through the pre-set anchoring holes on the portal steel ring, and the portal steel ring is fixed in a direction perpendicular to the diaphragm wall.

[0094] An H-shaped top steel section 10 is installed between the topmost part of the portal steel ring and the second ring frame beam 8 at the top of the portal steel ring, and the portal steel ring is fixed in a direction parallel to the underground continuous wall.

[0095] Specifically, such as Figure 1 and Figure 9 As shown, reinforcing bars are inserted into the diaphragm wall through the anchoring holes arranged circumferentially on the portal steel ring. The portal steel ring is fixed in a direction perpendicular to the diaphragm wall. Three 470mm long H300 type anti-top steel sections 10 are installed between the top of the portal steel ring and the second ring frame beam 8 at the top of the portal steel ring, and the portal steel ring is fixed in a direction parallel to the diaphragm wall. All of these measures are to prevent the portal steel ring from floating in a direction parallel to the diaphragm wall.

[0096] In a preferred embodiment, the process of binding the reinforcing bars of the portal sidewall and welding the reinforcing bars to the corresponding semi-circular steel ring includes:

[0097] Tie the inner row of steel bars on the side wall of the portal close to the underground continuous wall, and weld the inner row of steel bars to the portal steel ring and the anchoring steel bar 2 on the portal steel ring;

[0098] Tie the outer row of reinforcing bars on the side wall of the portal away from the bottom of the underground continuous wall, and weld the outer row of reinforcing bars to the portal steel ring and the anchoring reinforcing bars 2 on the upper portal steel ring;

[0099] The inner and outer rows of reinforcing bars are fixed by tie rods.

[0100] Specifically, such as Figure 1 and Figure 10 As shown, the inner row of distribution reinforcement bars and the inner row of main reinforcement bars are tied together on the side wall of the tunnel portal, close to the diaphragm wall, to form the inner row of reinforcement bars. Following the order from the bottom to the top of the diaphragm wall, one inner row of main reinforcement bars is welded to the tunnel portal steel ring every 30 cm, with a weld length 10 times the diameter of the main reinforcement bars. The outer row of distribution reinforcement bars and the outer row of main reinforcement bars are tied together on the side wall of the tunnel portal, away from the diaphragm wall, to form the outer row of reinforcement bars. Following the order from the bottom to the top of the diaphragm wall, one outer row of main reinforcement bars is welded to the steel ring every 30 cm, with a weld length 10 times the diameter of the main reinforcement bars. All anchoring reinforcement bars on the tunnel portal steel ring are then welded to the inner and outer row of reinforcement bars.

[0101] By fixing the inner and outer rows of reinforcing bars with tie rods, the inner and outer rows of reinforcing bars are connected into a whole, reducing the displacement or deformation of individual reinforcing bars and ensuring the overall stability of the reinforcing bars.

[0102] In a preferred embodiment, prior to step 6, the method further includes: inserting a steel pipe 7 at a predetermined position between the reinforcing bars of the side wall of the opening, welding water-stop rings on the upper and lower sides of the outside of the steel pipe 7, and filling the inside of the steel pipe 7 with grease.

[0103] Specifically, such as Figure 1 and Figure 6 As shown, steel pipes 7 are inserted at predetermined positions between the reinforcing bars tied to the side wall of the tunnel portal. The steel pipes 7 are used to fill any loose areas with grout after the concrete is poured. Water-stop rings are welded to the outside of the steel pipes 7. The welding positions of the water-stop rings are on the upper and lower sides of the midpoint of the length of the steel pipes 7. The water-stop rings can form a physical barrier in the concrete through their own structure to prevent groundwater from seeping into the shield shaft from the side of the diaphragm wall through gaps, thus avoiding affecting the waterproof performance of the tunnel portal structure. Grease is filled inside the steel pipes 7 to prevent concrete from entering the steel pipes 7, thus ensuring that grouting can be carried out if the steel pipes 7 fail.

[0104] In a preferred embodiment, the step of installing formwork and pouring concrete in three layers from bottom to top within the sidewall area of ​​the portal includes:

[0105] Step 6.1: Remove the slide rail 9, and install the first layer template, secondary rib, main rib and outrigger in sequence on the outside of the portal sidewall within the first layer concrete pouring height range. Use water-stop tie rods to tie the main rib to the underground continuous wall reinforcement. Open vibration holes on the first layer template. Pour concrete and vibrate it between the underground continuous wall outside the portal steel ring and the first layer template through the gap at the top of the first layer template. Seal the vibration holes when pouring to the position of the vibration holes.

[0106] Step 6.2: Remove the hand chain hoist, install the second layer template, secondary rib and main rib in sequence on the outside of the portal side wall within the second layer concrete pouring height range, and use water-stop tie rods to pull the main rib and the underground continuous wall reinforcement together. Pour concrete between the underground continuous wall outside the portal steel ring and the second layer template from the gap at the top of the second layer template.

[0107] Step 6.3: Install the third-layer formwork, secondary ribs, and main ribs sequentially on the outside of the portal sidewall within the pouring height range of the third-layer concrete. Use water-stop tie rods to tie the main ribs to the underground continuous wall reinforcement. Pour concrete between the underground continuous wall outside the portal steel ring and the third-layer formwork through the reserved holes on the second ring frame beam 8 at the top of the portal steel ring. Vibrate the concrete through the reserved holes and seal the reserved holes after vibration.

[0108] Specifically, such as Figure 1 and Figure 3 and Figure 6 As shown, after removing the slide rail 9, the first-layer template, secondary ribs, main ribs, and outriggers are sequentially installed on the outer side of the portal sidewall within the first-layer concrete pouring height H1. The installation height of the first-layer template is the first-layer concrete pouring height H1, and water-stop tie rods are used to tie the main ribs to the underground continuous wall reinforcement. The secondary ribs, main ribs, outriggers, and water-stop tie rods are used to fix the first-layer template and disperse the lateral pressure generated during concrete pouring to prevent deformation of the first-layer template. In this embodiment, steel pipes with a diameter of 48mm are used as outriggers, and the horizontal spacing of the outriggers is 1m. Eight 150mm×150mm rectangular vibration holes are opened on the first-layer template to facilitate the insertion of vibrators to vibrate the concrete. Concrete is poured from the top gap of the first-layer template between the underground continuous wall outside the portal steel ring and the first-layer template and vibrated through the vibration holes. When the concrete reaches the position of the vibration holes, the vibration holes are sealed with steel plates.

[0109] After the first layer of concrete is poured, the hand-operated hoists on the portal steel ring and the second ring frame beam 8 at the top of the portal steel ring are removed. The second layer formwork, secondary ribs, and main ribs are installed sequentially on the outside of the portal sidewall within the range of the second layer of concrete pouring height H2. The installation height of the second layer formwork is the second layer of concrete pouring height H2. Water-stop tie rods are used to tie the main ribs to the underground continuous wall reinforcement. The secondary ribs, main ribs, and water-stop tie rods are used to fix the second layer formwork. Concrete is poured between the underground continuous wall outside the portal steel ring and the second layer formwork through the gap at the top of the second layer formwork.

[0110] After the second layer of concrete is poured, the third-layer formwork, secondary ribs, and main ribs are sequentially installed on the outer side of the portal sidewall within the third-layer concrete pouring height H3. The installation height of the third-layer formwork is H3 of the third-layer concrete pouring height. Water-stop tie rods are used to tie the main ribs to the diaphragm wall reinforcement. The secondary ribs, main ribs, and water-stop tie rods are used to fix the third-layer formwork. Concrete is poured between the diaphragm wall outside the portal steel ring and the third-layer formwork through eight 150mm diameter pre-drilled holes on the second ring beam 8 at the top of the portal steel ring. These pre-drilled holes should be cleared beforehand, and the concrete is vibrated through them during pouring. After vibration, the pre-drilled holes are sealed with steel plates. Additionally, a back-mounted vibrator can be installed on the outer side of the third-layer formwork during pouring to facilitate the compaction of the third-layer concrete.

[0111] In this embodiment, the first, second, and third layer templates are all 15mm thick wooden templates; the secondary ribs are horizontally arranged using 5cm×10cm square timber, spaced 20cm apart; the main ribs are arranged perpendicular to the secondary ribs, using double-ply 140b type channel steel, spaced 50cm apart; and water-stop tie rods are used to connect the main ribs to the diaphragm wall using rebar anchoring. The water-stop tie rods have a diameter of 20mm, and the effective length of the water-stop tie rod embedded in the diaphragm wall is not less than 12 times its diameter. The horizontal spacing of the rebar anchoring is 50cm, and the longitudinal spacing is 60cm. Furthermore, the water-stop structure of the tie rods can block the seepage channel of groundwater into the tunnel boring machine, ensuring the waterproof performance of the concrete structure.

[0112] The construction method of the integral portal steel ring for shield tunneling shaft of the present invention includes portal steel ring assembly and reinforcement, portal installation position pretreatment and slide rail erection, portal steel ring anchoring reinforcement pretreatment and steel ring hoisting, portal steel ring anti-buoyancy fixing and gap sealing, portal steel ring reinforcement binding and welding, and formwork installation and concrete pouring. In the portal steel ring assembly and reinforcement steps, before hoisting the portal steel ring, the segmented steel rings are assembled according to the true roundness parameters of the portal steel ring to form the portal steel ring, so as to avoid deformation of the portal steel ring due to external forces during the segmented hoisting process. At the same time, the interior of the portal steel ring is reinforced radially with supporting steel, so that the radial support of the portal steel ring is good, improving the rigidity and deformation resistance of the portal steel ring itself, thereby ensuring the true roundness of the portal steel ring. The formwork is installed and concrete is poured in three layers from bottom to top, which can adapt to the concrete pouring needs of different heights and effectively avoids the problem of process interruption caused by the limited pouring height in traditional construction. By completing the assembly and reinforcement of the segmented steel rings on the ground in the early stage, and then hoisting the complete portal steel ring into the shield shaft as a whole, compared with the traditional segmented hoisting, the cumbersome process of segmented docking and secondary calibration in the shaft is eliminated, reducing the operation time, improving the construction efficiency, and ensuring the true roundness of the portal steel ring.

[0113] To facilitate understanding by those skilled in the art, the workflow of the construction method for the integral portal steel ring of the shield tunnel provided by the present invention is as follows:

[0114] After transporting the segmented steel ring 1 to the construction site, it is assembled according to the true circle parameters of the portal steel ring. The center and dimensions are checked until the true circle parameters are qualified. H-shaped support steel 5 is used to reinforce the inside of the portal steel ring radially (one end is gathered at the center of the portal steel ring and connected, and the other end is fixed to the inner wall of the portal steel ring). Multiple first ring frame beams 6 corresponding to the installation area of ​​the portal steel ring are cut off from the underground continuous wall of the shield shaft. The installation center point and the positions of the portal steel ring (up, down, left, and right) are marked on the underground continuous wall. A waterproof membrane is laid on the underground continuous wall outside the portal steel ring. At the same time, a slide rail 9 is installed at the bottom of the shield shaft below the positioning point (the elevation of the top surface of the slide rail 9 is adjusted to match the design elevation of the bottom of the portal steel ring, and the length covers the translation path of the portal steel ring when it is hoisted to the installation position). The portal steel ring is cut off from the tunnel shaft. Anchor steel bars 2 are installed on the outer side of the ring corresponding to the position of slide rail 9. The main crane and auxiliary crane are then connected to the lifting point of the portal steel ring via lifting devices. After synchronous lifting, they are moved together to make the portal steel ring upright and separate from the auxiliary crane. The portal steel ring is then hoisted onto slide rail 9 according to the positioning point. A hand-operated hoist is installed on the portal steel ring and connected to the pre-embedded lifting ring of the diaphragm wall. The connection between the lifting device near the wall and the main crane is disconnected, and the hand-operated hoist on the second ring frame beam 8 at the top of the portal steel ring is switched. The portal steel ring is then moved horizontally to the installation position using the hand-operated hoist installed on the portal steel ring and the hand-operated hoist on the second ring frame beam 8 at the top of the portal steel ring. The connection between the lifting device away from the wall and the main crane is then disconnected, and the corresponding hand-operated hoist is switched. Reinforcing bars are then planted into the diaphragm wall vertically through pre-set rebar holes above the portal steel ring. Fix the portal steel ring in the direction of the diaphragm wall. Install H-shaped top-mounted steel 10 between the top of the portal steel ring and the top ring frame beam to fix the portal steel ring in the direction parallel to the diaphragm wall. At the same time, seal the gap between the portal steel ring and the diaphragm wall with a sealing device. On the portal side wall outside the upper and lower semicircles of the portal steel ring, tie the inner row of reinforcing bars on the side closer to the diaphragm wall and weld them to the portal steel ring and the anchoring reinforcing bars 2 of the portal steel ring. Tie the outer row of reinforcing bars on the side away from the diaphragm wall and weld them to the portal steel ring and the anchoring reinforcing bars 2 of the portal steel ring. Then fix the inner and outer rows of reinforcing bars with tie rods. Before the formwork is installed and the concrete is poured, insert steel pipes 7 at the preset positions between the reinforcing bars tied on the portal side wall. Weld water-stop rings to the outside of the steel pipes 7 and fill the pipes with grease. Remove the slide rails. 9. Install the first layer of formwork, secondary joists, main joists, and outriggers on the outside of the portal sidewall at the first layer pouring height. Use water-stop tie rods to tie the main joists to the underground continuous wall reinforcement bars. Open vibration holes on the first layer formwork. Pour concrete through the gap at the top of the first layer formwork and vibrate it. Seal the vibration holes when pouring to the position of the vibration holes. Remove the hand-operated hoist. Install the second layer of formwork, secondary joists, and main joists on the outside of the portal sidewall at the second layer pouring height. Tie them with water-stop tie rods and pour concrete through the gap at the top of the second layer formwork. Install the third layer of formwork, secondary joists, and main joists on the outside of the portal sidewall at the third layer pouring height. Tie them with water-stop tie rods and pour concrete through the reserved holes on the second ring frame beam 8 at the top of the portal steel ring. Vibrate the third layer of concrete through the reserved holes and then seal the reserved holes.

[0115] This article uses specific examples to illustrate the principles and implementation methods of the present invention. The descriptions of the above embodiments are only for the purpose of helping to understand the method and core ideas of the present invention. The above descriptions are only preferred embodiments of the present invention. It should be noted that due to the limitations of textual expression, while there are objectively infinite specific structures, those skilled in the art can make several improvements, modifications, or changes without departing from the principles of the present invention, and can also combine the above technical features in an appropriate manner; these improvements, modifications, changes, or combinations, or the direct application of the inventive concept and technical solution to other situations without modification, should all be considered within the scope of protection of the present invention.

Claims

1. A method of constructing a shield jacking whole portal steel ring, characterized in that, Comprise: Step 1, hole steel ring assembly and steel ring reinforcement: according to the true circle parameters of the hole steel ring, the split steel ring (1) is assembled to form the hole steel ring, and the support steel (5) is used to reinforce the inside of the hole steel ring along the radial direction; Step 2, hole installation position pretreatment and slide rail erection: cutting the first ring frame beam (6) corresponding to the hole steel ring installation area of the side wall of the shield well, marking the positioning point of the hole steel ring installation position on the underground continuous wall, laying waterproof board, and installing the slide rail (9) for the hole steel ring translation in the shield well bottom; The first ring frame beam (6) corresponding to the hole steel ring installation area of the side wall of the shield well is cut, the positioning point of the hole steel ring installation position on the underground continuous wall is marked, and the waterproof board is laid, and the slide rail (9) for the hole steel ring translation in the shield well bottom is installed. Step 2.1, cutting the first ring frame beam (6) corresponding to the hole steel ring installation position in the range of the side wall of the shield well; Step 2.2, marking the center point of the hole steel ring installation position on the underground continuous wall, calculating the position of the hole steel ring up and down and left and right from the center point, and marking on the underground continuous wall; Step 2.3, laying waterproof board on the underground continuous wall outside the hole steel ring; Step 2.4, installing the slide rail (9) below the positioning point of the hole steel ring installation position in the shield well bottom, and adjusting the top elevation of the slide rail (9) to adapt to the design elevation of the bottom of the hole steel ring, and the length of the slide rail (9) covers the translation path of the hole steel ring from the hoisting position to the installation position; Step 3, hole steel ring anchoring steel pretreatment and steel ring hoisting: cutting the anchoring steel (2) corresponding to the position of the slide rail (9) outside the hole steel ring, hoisting the hole steel ring down to the slide rail (9) by hoisting equipment according to the positioning point, and translating along the slide rail (9) to the hole steel ring installation position by hand-operated hoist; Step 4, hole steel ring anti-floating fixation and gap sealing: fixing the hole steel ring with the underground continuous wall and the second ring frame beam (8) respectively by fixing piece, and sealing the gap between the hole steel ring and the underground continuous wall by sealing piece; Step 5, hole steel ring steel binding and welding: hole side wall steel binding, and welding the steel with the corresponding semicircular steel ring; Step 6, formwork installation and concrete pouring: installing formwork and pouring concrete in three layers from bottom to top in turn in the range of the hole side wall; The formwork installation and concrete pouring in three layers from bottom to top in turn in the range of the hole side wall comprise: Step 6.1, removing the slide rail (9), installing the first layer formwork, secondary keel, main keel and throwing support in turn on the outside of the hole side wall in the range of the first layer concrete pouring height, and pulling the main keel and the underground continuous wall by anchoring steel bar with water stop pull rod; opening the vibrating hole on the first layer formwork; pouring and vibrating the concrete between the underground continuous wall outside the hole steel ring and the first layer formwork from the gap on the top of the first layer formwork, and sealing the vibrating hole when pouring to the vibrating hole position; Step 6.2, remove the hand chain, install the second layer of formwork, secondary beam and main beam in sequence on the outside of the side wall of the hole portal within the second layer of concrete pouring height range, and use the water stop pull rod to pull the main beam and the ground continuous wall with the ground continuous wall planting steel bar, and pour concrete between the ground continuous wall outside the hole portal steel ring and the second layer of formwork from the gap at the top of the second layer of formwork; Step 6.3, install the third layer of formwork, secondary beam and main beam in sequence on the outside of the side wall of the hole portal within the third layer of concrete pouring height range, and use the water stop pull rod to pull the main beam and the ground continuous wall with the ground continuous wall planting steel bar, and pour concrete between the ground continuous wall outside the hole portal steel ring and the third layer of formwork through the reserved hole on the second ring frame beam (8) at the top of the hole portal steel ring, and vibrate the concrete through the reserved hole, and seal the reserved hole after vibrating.

2. The method of constructing a shield jacking whole portal steel ring according to claim 1, characterized in that, The true circle parameters of the hole portal steel ring are used to assemble the segmented steel ring (1) to form the hole portal steel ring, which includes transporting the segmented steel ring (1) to the construction site for assembly, and detecting that the center and size of the hole portal steel ring meet the true circle parameters to obtain the hole portal steel ring.

3. The method of constructing a shield jacking whole portal steel ring according to claim 1, characterized in that, The radial reinforcement of the inside of the hole portal steel ring by the support steel (5) includes that the H-shaped support steel (5) is used to reinforce the inside of the hole portal steel ring, and the H-shaped support steel (5) is uniformly distributed along the radial direction of the inside of the hole portal steel ring, one end of the H-shaped support steel (5) is gathered at the center of the hole portal steel ring and connected with each other, and the other end is fixedly connected with the inner wall of the hole portal steel ring.

4. The method of constructing a shield jacking whole portal steel ring according to claim 1, characterized in that, The hole portal steel ring is hoisted and lowered onto the slide rail (9) by the hoisting equipment according to the positioning point, which includes: The main crane and the auxiliary crane are connected with the lifting points of the hole portal steel ring through the lifting tools, the hole portal steel ring is hoisted to the specified height synchronously, the main crane and the auxiliary crane are kept unchanged in the respective hoisting radius, and the auxiliary crane is separated from the lifting points of the hole portal steel ring after the hole portal steel ring is straightened. The hole portal steel ring is hoisted to the slide rail (9) at the bottom of the shield well by the main crane according to the positioning point.

5. The method of constructing a shield jacking whole integrated portal steel ring according to claim 1, characterized in that, The hole portal steel ring is translated along the slide rail (9) to the installation position by the hand chain, which includes: The hand chain is installed on the hole portal steel ring and connected with the lifting ring pre-buried on the ground continuous wall, the lifting tool on the side of the hole portal steel ring close to the ground continuous wall is disconnected from the main crane and switched to the hand chain on the second ring frame beam (8) at the top of the hole portal steel ring; The hole portal steel ring is translated along the slide rail (9) to the installation position by the hand chain installed on the hole portal steel ring, the main crane and the hand chain on the second ring frame beam (8) at the top of the hole portal steel ring. After the steel ring is positioned, the lifting tool on the side of the hole portal steel ring away from the ground continuous wall is disconnected from the main crane and switched to the hand chain on the second ring frame beam (8) at the top of the hole portal steel ring.

6. The method of constructing a shield jacking whole portal steel ring according to claim 1, characterized in that, The hole portal steel ring is fixed with the ground continuous wall and the second ring frame beam (8) by the fixing member, which includes: After the steel ring is positioned, the hole portal steel ring is fixed in the direction perpendicular to the ground continuous wall by implanting steel bars in the ground continuous wall; The H-shaped top steel (10) is installed between the top of the hole portal steel ring and the second ring frame beam (8) at the top of the hole portal steel ring to fix the hole portal steel ring in the direction parallel to the ground continuous wall.

7. The method of constructing a shield jacking whole portal steel ring according to claim 1, characterized in that, binding the steel bars of the side wall of the hole mouth and welding the steel bars with the corresponding semicircular steel ring comprises: binding the inner row steel bars on the side of the hole mouth side wall close to the underground continuous wall and welding the inner row steel bars with the hole mouth steel ring and the anchoring steel bars (2) on the hole mouth steel ring; binding the outer row steel bars on the side of the hole mouth side wall away from the underground continuous wall and welding the outer row steel bars with the hole mouth steel ring and the anchoring steel bars (2) on the hole mouth steel ring; fixing the inner row steel bars and the outer row steel bars by the tie bars.

8. The method of constructing a shield jacking whole portal steel ring according to claim 1, wherein, Before step 6, the method further comprises: inserting a steel pipe (7) at a preset position between the steel bars of the hole mouth side wall, welding water stop rings on the outer top and bottom sides of the steel pipe (7) and filling grease in the steel pipe (7).

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