Construction method and structure of assembled monolithic subway station

Abstract

The present application belongs to the technical field of underground engineering infrastructure construction, and particularly relates to a construction method and structure of an assembled monolithic subway station. The construction method comprises the following steps: constructing a station part cast-in-place bottom plate and cast-in-place bottom longitudinal beam formwork; hoisting two prefabricated side wall modules of the station, and connecting part of the prefabricated bottom plate and part of the cast-in-place bottom plate by using a post-pouring belt; vertically hoisting and placing a prefabricated middle column module, connecting the prefabricated middle column module and the cast-in-place bottom longitudinal beam; hoisting a prefabricated middle longitudinal beam module, connecting the prefabricated middle column module and the prefabricated middle longitudinal beam module; hoisting a prefabricated middle plate module, connecting the prefabricated middle plate module, part of the middle longitudinal beam in the prefabricated middle column module, and the prefabricated middle plate; constructing a prefabricated top plate module; hoisting the prefabricated top plate module, and connecting part of the prefabricated top plate and part of the prefabricated top plate. The present application achieves the goals of high standardization, strong flexible adaptability, efficient prefabricated component connection, and short construction period, and has good benefits for large-scale promotion of the assembled structure.

Description

Technical Field

[0001] This invention belongs to the technical field of underground engineering infrastructure construction, and in particular relates to a construction method and structure for a prefabricated integrated subway station. Background Technology

[0002] Traditional subway station main structures generally employ cast-in-place construction techniques, which suffer from drawbacks such as long construction periods, severe environmental pollution, and high labor demands. With the rapid development of prefabricated buildings in my country, prefabricated monolithic subway station structures offer advantages such as high standardization, efficient prefabricated component connections, and fast construction speed. However, the classification of prefabricated components and connection methods in existing prefabricated subway stations under construction and completed are relatively simple, resulting in low connection reliability, and supporting construction processes and technical standards are not yet fully developed. How to conduct structural breakdown design, select reliable structural connection methods, design the structural details of connection nodes and post-cast concrete areas, design structural component breakdown and assembly drawings, and complete the structural connection design is a crucial technical issue. Therefore, there is an urgent need to research a prefabricated monolithic subway station structure and its construction method that is easy to construct, reliable in quality, and safe and economical.

[0003] The significance of solving the above-mentioned technical problems lies in the following: This invention proposes a prefabricated integrated subway station construction method and structure. The simple box-type structure of this construction method ensures the convenience of prefabrication; the optimization of the structural cross-section components and the number of joints ensures the quality of component connections, and the inclusion of partial cast-in-place structures ensures the overall performance of the structure. The resulting prefabricated station main structure has a high degree of standardization and universality. Therefore, this prefabricated integrated subway station structure and its construction method achieve the goals of high standardization, strong flexibility and adaptability, efficient connection, and short construction cycle, which has good benefits for the large-scale promotion of prefabricated structures. Summary of the Invention

[0004] To address the problems existing in the prior art, this invention proposes a prefabricated integrated subway station construction method and structure, the specific solution of which is as follows: A construction method for prefabricated subway stations, applicable to the construction of prefabricated stations, includes the following steps: Step S1: After the station foundation pit construction is completed, construct the formwork for the station's cast-in-place base slab and cast-in-place bottom longitudinal beams. Set base slab joints at both ends of the cast-in-place base slab and pre-embed high-strength anchor bolts in the cast-in-place bottom longitudinal beams. Step S2: Hoist two prefabricated side wall modules for the station. Each prefabricated side wall module includes an integrally formed prefabricated bottom slab, a prefabricated middle slab, a prefabricated top slab, a prefabricated side wall, and a prefabricated ventilation duct wall, forming an integral rigid structure. Post-cast strips are used to connect the prefabricated bottom slabs and the cast-in-place bottom slabs in the prefabricated side wall modules on both sides of the station. Step S3: Vertically hoist the precast central column module, use high-strength anchor bolts to connect the precast central column module to the cast-in-place bottom longitudinal beam, after precise positioning, tighten and fix it, and then wrap it with UHPC concrete for sealing and protection. Step S4: Hoist the precast longitudinal beam module, accurately position it, and then use pre-embedded H-beams to connect the precast column module and the precast longitudinal beam module with bolts and welds, and then wrap it with plain concrete. Step S5: Hoist the precast middle plate module. Stepped tongue and groove joints are set at the joint surfaces of the precast middle plate module and some of the longitudinal beams in the precast middle column module and the precast middle plate in the precast side wall module for construction positioning. Anchor bolts are used for anti-slip. Cement-based grouting material is injected at the joints and between the anchor bolts and the anchor bolt holes. Step S6: Construct the precast roof slab module, cast the top and bottom beams on the precast roof slab module to form a composite top longitudinal beam, and anchor the reserved steel bars at the top of the precast middle column module to the reserved steel bars of the precast roof slab module. Then pour UHPC concrete to achieve the connection. Step S7: Hoist the precast roof slab module. The outer side of the joint between part of the precast roof slab and part of the precast side wall module is bolted with high-strength straight bolts, and the inner side is welded with pre-embedded angle steel bevel. The interface type is a Z-shaped joint with local heightening.

[0005] In the above technical solution, the construction method for prefabricated integrated subway stations specifically includes the following steps: Step S1: The formwork for the partial cast-in-place base slab and cast-in-place bottom longitudinal beam includes the partial cast-in-place base slab and cast-in-place bottom longitudinal beam. After the station foundation pit construction is completed, the individual partial cast-in-place base slab and cast-in-place bottom longitudinal beam of the station are constructed. The two ends of the partial cast-in-place base slab are set with base slab joints, and the cast-in-place bottom longitudinal beam is pre-embedded with high-strength anchor bolts. In step S1, the cast-in-place partial base slab and bottom longitudinal beam not only reduce the difficulty of foundation treatment and can adapt to different strata without the need for fine leveling strips, but also ensures the installation of precast side walls. Step S2: Hoist two precast side wall modules for the station. Each precast side wall module includes an integrally formed precast base slab, a precast middle slab, a precast top slab, precast side walls, and precast ventilation duct walls, forming an integral rigid structure. Specifically: a base slab joint is provided at the end of the precast base slab; the precast middle slab and precast ventilation duct walls enclose a triangular precast rail top ventilation duct that serves as both a rail top ventilation duct and an arch foot; a stepped tongue-and-groove joint is provided at the end of the precast middle slab; a double Z-shaped joint with partial heightening is provided at the end of the precast top slab; the reinforcing bars of the cast-in-place base slab and the precast base slab are staggered and mutually anchored, and the base slab joints of the two are connected by a post-cast strip. The integral precasting of the precast side wall modules in Step S2 not only simplifies the construction of the rail top ventilation duct, but the triangular rail top ventilation duct serving as an arch foot also reduces the span of the precast middle slab. The optimized number of joints further improves the overall structural integrity, which is beneficial for structural stress and waterproofing, while also facilitating construction and offering greater economic advantages. Step S3: Vertically hoist the precast central column module. Leave a 50mm installation space between the steel plate at the base of the precast central column module and the cast-in-place bottom longitudinal beam. After the precast central column module is vertically inserted into the high-strength anchor bolts embedded in the cast-in-place bottom longitudinal beam, use the leveling nuts under the steel column base to correct the bottom elevation and flatness of the precast central column module. Then, use C50 non-shrink self-compacting fine stone concrete to fill the gap under the steel plate at the base of the column. After the fine stone concrete reaches the required strength, use a torque wrench to install the nuts of the high-strength anchor bolts. After that, the precast column hoisting equipment can be removed. Finally, UHPC material is poured into the joint area to seal it. Step S4: Hoist the precast longitudinal beam module, accurately position it, connect the precast column module and the precast longitudinal beam module with pre-embedded H-beams, and then wrap it with plain concrete. Step S5: Hoist the precast middle plate module. For some of the longitudinal beams in the precast middle column module and the joint surface of the precast middle plate module, a stepped tongue-and-groove joint is installed for construction positioning, and anchor bolts are used for anti-slip. Cement-based grout is used to fill the joint and between the anchor bolts and their holes. For some of the precast middle plates in the precast side wall module and the joint surface of the precast middle plate module, a stepped tongue-and-groove joint is installed for construction positioning, and anchor bolts are used for anti-slip. Cement-based grout is used to fill the joint and between the anchor bolts and their holes. Step S6: Construct precast roof slab modules. Each precast roof slab module includes a partially precast roof slab, an upper upturned beam, and a lower upturned beam. C50 self-compacting concrete is poured into the partially precast roof slab to form the upper upturned beam. After longitudinal tensioning and securing with steel strands, a U-shaped steel plate is externally attached, and C50 self-compacting concrete is poured inside to form the lower upturned beam. The upper and lower upturned beams form a composite longitudinal roof beam. Z-shaped joints are provided at both ends of the partially precast roof slab modules. The precast roof slab reinforcement bars in the partially precast roof slab are connected to the top of the precast column modules. The reserved reinforcing bars are connected by inter-anchored lap splices, and then UHPC concrete is poured to achieve the connection; in step S6, the precast top plate module is smaller in size and simpler to prefabricate, making it convenient for transportation and hoisting. Vertical hoisting is sufficient without horizontal movement; C50 self-compacting concrete is poured in place to form the top plate upturned beam. After longitudinal tensioning and fastening by steel strands, a U-shaped steel plate is hung on the outside and filled with C50 self-compacting concrete to form the top plate downturned beam. Studs are welded inside the U-shaped steel plate to further resist shear slippage and achieve a reliable connection between the precast components and the cast-in-place components; Step S7: Hoist the precast roof slab module. The double Z-shaped joint at the end of the precast roof slab with partial heightening coincides with the Z-shaped joint at the end of the precast roof slab module. The inner side of the joint is welded with pre-embedded angle steel bevel, and the outer side is connected with high-strength straight bolts. The interface type is a partially heightened Z-shaped joint.

[0006] In the above technical solution, the partially cast-in-place base slab, the partially precast base slab, and the post-cast strip (the connection node between the partially cast-in-place base slab and the partially precast base slab in the precast side wall module) together form the base slab. The base slab joints located at both ends of the partially cast-in-place base slab are selected from the parts of the base slab with lower stress. The base slab joints at both ends of the partially cast-in-place base slab and the base slab joints of the partially precast base slab are respectively the end tenons of the partially cast-in-place base slab and the end tenons of the partially precast base slab. A post-cast strip is set between the end tenons of the partially cast-in-place base slab and the end tenons of the partially precast base slab. The upper and lower reinforcing bars of the partially cast-in-place base slab and the upper and lower reinforcing bars of the partially precast base slab are staggered and anchored to each other. The post-cast micro-expansion concrete is used to connect the partially cast-in-place base slab and the partially precast base slab, thereby forming the connection node between the partially cast-in-place base slab and the partially precast base slab in the precast side wall module, so that the partially cast-in-place base slab and the bottom longitudinal beam module and the precast side wall module form an integral rigid connection with reliable stress.

[0007] The connection nodes between the cast-in-place base slab and the precast side wall modules are located in areas of lower stress on the base slab. These nodes utilize post-cast strips for connection, requiring staggered reinforcement anchoring between the cast-in-place and precast base slabs, followed by the pouring of micro-expansion concrete to achieve the connection. This cross-sectional design and segmented pattern not only accommodates different station platform widths but also ensures a reliable connection between the precast side wall modules and the partially cast-in-place base slab modules.

[0008] In the above technical solution, the prefabricated central column module includes a structural column on the first basement level, a structural column and central slab node, and a structural column on the second basement level. It is prefabricated as a whole with full height. The bottom of the prefabricated central column located at the bottom of the second basement level structural column is provided with a steel column foot, which is connected by high-strength anchor bolts and enclosed with UHPC concrete. The structural column and central slab node is prefabricated with steel plate H-shaped steel plate joints. The top of the prefabricated central column located at the top of the first basement level structural column is reserved with prefabricated central column top reinforcement.

[0009] In the above technical solution, the connection node between the precast central column module and the cast-in-place bottom longitudinal beam is the connection node between the precast central column module and the cast-in-place bottom longitudinal beam, which is connected by high-strength anchor bolts and enclosed with UHPC concrete.

[0010] The connection between the precast central column module and the cast-in-place bottom longitudinal beam is achieved using high-strength anchor bolts, and is then encased in UHPC concrete. The column base utilizes a steel-concrete conversion column base, ensuring a reliable connection between the precast central column module and the cast-in-place bottom longitudinal beam.

[0011] In the above technical solution, the prefabricated steel column base of the prefabricated central column module is formed by splicing four channel steels together. A column base bottom steel plate is welded to the lower part of the channel steel, stiffening ribs are provided inside the channel steel, and a column base top steel plate is welded to the upper part of the channel steel.

[0012] In the above technical solution, the steel column base is equipped with a core cage including concrete column longitudinal reinforcement, core column reinforcement, and core column stirrups. The core column reinforcement, core cage longitudinal reinforcement and the steel column base are all connected by a welded mechanical connection sleeve scheme. A 50mm installation space is reserved between the bottom steel plate of the column base and the cast-in-place bottom longitudinal beam. After the precast column module is vertically inserted with high-strength anchor bolts, the bottom elevation and flatness of the precast column are corrected by the leveling nut under the steel column base. Then, C50 non-shrink self-compacting fine stone concrete is used to fill the gap under the bottom steel plate of the column base. After the fine stone concrete reaches the strength standard, the nuts of the high-strength anchor bolts are installed with a torque wrench. Then the precast column hoisting equipment can be removed. Finally, UHPC concrete is poured into the joint area for protection.

[0013] In the above technical solution, the precast longitudinal beam module includes a precast longitudinal beam, a stepped tongue-and-groove joint on both sides of the precast longitudinal beam along its length, and H-beams embedded at the ends of the precast longitudinal beam during precasting. The precast column module is precast integrally with some precast longitudinal beam nodes. The connection node between the precast column module and the precast longitudinal beam module is the connection node between the precast column module and the precast longitudinal beam module. Steel plates are used to bolt and weld the H-beam joints of the steel plates in the precast column module and the H-beams embedded at the ends of the precast longitudinal beam in the precast longitudinal beam module, and then the module is sealed with plain concrete.

[0014] In the above technical solution, the precast middle plate module is a partially precast middle plate. One end of the precast middle plate module is the joint end between the precast middle plate and the precast longitudinal beam, and the other end is the joint end between the precast middle plate and the precast side wall module.

[0015] In the above technical solution, the stepped tongue and groove joint of the precast longitudinal beam module is aligned with the end of the joint between the precast slab and the precast longitudinal beam of the precast slab module for construction positioning (to play a shear resistance role during the use stage), and anchor bolts are used for anti-slip. The joint between the precast longitudinal beam module and the precast slab module and the gap between the anchor bolt and the anchor bolt hole are sealed by grouting with cement-based grout.

[0016] In the above technical solution, the stepped tongue-and-groove joint at the end of a portion of the precast middle slab is aligned with the end of the joint of the precast side wall module of the precast middle slab module for construction positioning (to provide shear resistance during use), and anchor bolts are used for anti-slip. The joint between the precast middle slab and the precast middle slab module, as well as the gap between the anchor bolts and the anchor bolt holes, are sealed by grouting with cement-based grout.

[0017] In the above technical solution, the connection node between the precast middle plate and the precast middle plate longitudinal beam is the connection node between the precast middle plate module and the precast middle longitudinal beam module. Anchor bolts are used for anti-slip, and cement-based grouting material is injected at the joint and between the anchor bolts and the anchor bolt holes.

[0018] In the above technical solution, the connection node between the precast central column and the precast partial precast central slab is the connection node between the precast central slab module and the precast side wall module, and anchor bolts are used for anti-slip, and cement-based grouting material is injected at the joint and between the anchor bolts and the anchor bolt holes.

[0019] In the above technical solution, the precast roof slab module includes a partially precast roof slab, a roof slab upturn beam, a roof slab downturn beam, and a cast-in-place roof slab downturn anchor plate. The upper reinforcing bars and stirrups of the top longitudinal beam of the roof slab upturn beam form a reinforcing steel skeleton. The cast-in-place roof slab upturn beam is formed by casting C50 self-compacting concrete. The cast-in-place roof slab downturn anchor plate is longitudinally tensioned and secured with steel strands. The U-shaped steel plate (t=16mm) of the roof slab downturn beam is fixed with threaded steel bars (30mm in diameter) and bolts to form the precast roof slab downturn beam steel skeleton. Studs are welded inside the U-shaped steel plate to resist shear slippage, and then C50 self-compacting concrete is poured in to fill the space. The precast roof slab module, through the post-casting of the roof slab upturn beam and the roof slab downturn beam, forms a structure where the top longitudinal and transverse beams are integrally stressed. It should be noted that no cast-in-place roof slab downturn beam is provided at the joint between the precast column module and the precast roof slab module.

[0020] The pre-reserved reinforcing bars at the top of the precast middle column module and the precast top slab module are connected by inter-anchored lap joints. After forming a reinforcing cage with the longitudinal beam connecting reinforcing bars, UHPC concrete is poured to achieve the connection between the precast middle column module and the precast top slab module. At the connection node between the precast middle column module and the precast top slab module, the pre-reserved reinforcing bars at the top of the middle column module and the precast top slab module are inter-anchored lap joints. After forming a reinforcing cage with the longitudinal beam connecting reinforcing bars, UHPC concrete is poured to seal the connection, ensuring a reliable connection between the precast top slab module and the precast middle column module.

[0021] In the above technical solution, the double Z-shaped joint with the locally raised end of the precast roof slab is overlapped with the Z-shaped joint at the end of the precast roof slab module. The inner side of the joint is welded with pre-embedded angle steel bevel. The inner side of the precast roof slab and the precast side wall module form an integral rigid connection. The outer side is connected with high-strength straight bolts to enhance the longitudinal shear resistance. The connection node (13) between the precast roof slab module and the precast side wall module is set on the outer side of the precast roof slab (203) and does not occupy the internal space of the station. The interface type is a locally raised Z-shaped joint. Two liquid-filled water-stop strips and one elastic sealing gasket are set at the joint for water stop.

[0022] In some precast roof slab nodes between precast roof slab modules and precast side wall modules, the inner side of the joint is welded with pre-embedded angle steel with a bevel, and the outer side is connected with high-strength straight bolts. The interface type is a locally raised Z-shaped joint. The joint is located at the roof slab location, with vertical joint connections, and the large space at the top facilitates construction. The installation of two liquid-filled water-stop strips and one elastic sealing gasket at the joint further improves the waterproof performance of the roof slab.

[0023] The second objective of this invention is to provide a prefabricated monolithic subway station structure constructed using the aforementioned prefabricated monolithic subway station construction method, comprising: The partial cast-in-place base slab and cast-in-place bottom longitudinal beam module includes cast-in-place bottom longitudinal beams and partial cast-in-place base slabs. The ends of the partial cast-in-place base slabs are the parts of the base slabs with less stress. The ends of the partial cast-in-place base slabs are provided with tenons. High-strength anchor bolts are pre-embedded in the cast-in-place bottom longitudinal beams. The precast sidewall module includes a partially precast bottom slab, a partially precast middle slab, a partially precast top slab, precast sidewalls, and a precast track-top ventilation duct wall. The partially precast bottom slab has a tenon at one end, the partially precast middle slab has a stepped tongue-and-groove joint at one end, and the partially precast top slab has locally raised double Z-shaped joints at both ends.

[0024] The prefabricated central column module includes a structural column on the first basement level, a structural column and central slab node, and a structure on the second basement level. The entire column is prefabricated with a full height. When the structural column and central slab node is prefabricated, steel plate H-shaped steel plate joints are embedded. Reinforcing bars are reserved at the top of the structural column on the first basement level, and steel column feet are set at the bottom of the structural column on the second basement level. Precast longitudinal beam modules, precast longitudinal beams with embedded H-shaped steel plate joints, and stepped tongue-and-groove joints in the precast longitudinal beams; Precast mid-slab module, which is a partially precast mid-slab; The precast roof slab module includes a partially precast roof slab, a cast-in-place upward beam, and a cast-in-place downward beam. The two ends of the precast roof slab are provided with locally raised double Z-shaped joints. Also includes: The connection node between the partially cast-in-place base slab and the partially precast base slab in the precast side wall module is constructed between the partially cast-in-place base slab and the partially precast base slab in the precast side wall module. Specifically, the connection node between the partially cast-in-place base slab and the partially precast base slab in the precast side wall module is a connection node between the partially cast-in-place base slab and the partially precast base slab, which is connected by a post-pouring strip. The connection node between the precast central column module and the cast-in-place bottom longitudinal beam is constructed between the precast central column module and the cast-in-place bottom longitudinal beam. The connection node between the precast central column module and the cast-in-place bottom longitudinal beam is connected by high-strength anchor bolts and enclosed with UHPC concrete. The precast column module and precast longitudinal beam module connection node is constructed between the precast column module and the precast longitudinal beam module. The precast column module and precast longitudinal beam module connection node is used as the connection node between the precast column and the precast longitudinal beam module. It is connected by pre-embedded H-shaped steel bolts and welded, and then sealed with plain concrete. The connection node between the precast middle slab module and the precast middle longitudinal beam module is constructed between the precast middle slab module and the precast middle longitudinal beam module. The connection node between the precast middle slab module and the precast middle longitudinal beam module serves as a partial connection node between the precast middle slab and the precast middle slab longitudinal beam. Anchor bolts are used for anti-slip, and cement-based grouting material is injected at the joint and between the anchor bolts and the anchor bolt holes. The precast slab module and the precast side wall module are connected at a joint between the precast slab module and the precast side wall module. The joint between the precast slab module and the precast side wall module serves as a connection between the precast column and the precast part of the precast slab. Anchor bolts are used for anti-slip, and cement-based grouting is injected at the joint and between the anchor bolts and the anchor bolt holes. The connection node between the precast column module and the precast top slab module is constructed between the precast column module and the precast top slab module. In the connection node between the precast column module and the precast top slab module, the reserved steel bars at the top of the precast column and the reserved steel bars of the precast top slab are anchored and overlapped, and then UHPC concrete is poured to achieve the connection. And the connection nodes between the precast roof slab module and the precast side wall module, which are constructed between the precast roof slab module and the precast side wall module, wherein: in the connection nodes between the precast roof slab module and the precast side wall module, the inner side of the joint is welded with pre-embedded angle steel bevel, and the outer side is connected with high-strength straight bolts, and the interface type is a Z-shaped joint with local heightening; Among them, the prefabricated side wall module includes a prefabricated bottom slab, a prefabricated middle slab, a prefabricated top slab, prefabricated side walls and prefabricated air duct walls, forming an integral rigid structure; The above-mentioned components are assembled and connected to form a prefabricated station assembly structure. Simultaneously, with the assembly of longitudinal components, the prefabricated subway station structure includes several of the above-mentioned assembly structures.

[0025] In the aforementioned technical solution, the combined structure consists of six categories and eight component sizes: a single cast-in-place base slab and cast-in-place bottom longitudinal beam module, two precast side wall modules, two precast middle slab modules, a single precast top slab module, a single precast central column module, and a single precast central longitudinal beam module erected along the longitudinal direction of the station. Joints between different components are located in areas with relatively low stress and convenient construction, based on the structural stress. The optimization of the structural cross-section component segmentation and the number of joints, along with the use of post-cast concrete for some node connections, ensures both the quality of component connections and the overall performance of the structure, improves the standardization and universality of the main structure, and also guarantees structural safety.

[0026] Combining all the above technical solutions, the advantages and positive effects of this invention are as follows: 1. This invention ensures the convenience of prefabrication through the box-type cross-section structure of the station. The optimization of the number of structural cross-section components and joints not only ensures the quality of component connection and the overall performance of the structure, but also further improves the standardization and universality of the main structure. The prefabricated integrated subway station structure and its construction method in this invention achieve the goals of high standardization, strong flexibility and adaptability, efficient connection of prefabricated components, and short construction cycle, which has good benefits for the large-scale promotion of prefabricated structures.

[0027] 2. In this invention, the prefabricated integrated subway station consists of six categories and eight component sizes: a single cast-in-place base slab and cast-in-place bottom longitudinal beam, two prefabricated side wall modules, two prefabricated middle slab modules, a single prefabricated top slab module, a single prefabricated central column module, and a single prefabricated central longitudinal beam module erected along the longitudinal direction of the station. Joints between different components are located in areas with relatively low stress and convenient construction, based on the structural stress. The optimization of the structural cross-section component segmentation and the number of joints, along with the use of post-cast concrete for some node connections, ensures both the quality of component connections and the overall performance of the structure, improves the standardization and universality of the main structure, and also guarantees structural safety.

[0028] 3. In this invention, the cast-in-place bottom slab and bottom longitudinal beam not only reduce the difficulty of foundation treatment and can adapt to different strata without the need for fine leveling strips, but also ensure the installation of precast side walls.

[0029] 4. In this invention, the prefabricated sidewall module includes a partially prefabricated bottom slab, a partially prefabricated middle slab, a partially prefabricated top slab, prefabricated sidewalls, and prefabricated rail-top ventilation ducts. The prefabricated sidewall module utilizes integral prefabrication, which not only simplifies the construction of the rail-top ventilation ducts, but also reduces the span of the prefabricated middle slab by using the triangular shape of the rail-top ventilation duct as an arch foot. Furthermore, it occupies less station cross-sectional space than traditional rectangular ventilation ducts. The optimized number of joints further improves the overall structural integrity, which is beneficial for structural stress and waterproofing. It also facilitates construction and offers greater economic advantages.

[0030] 5. In this invention, the precast roof slab module includes a partially precast roof slab, a cast-in-place upward-turning beam, and a cast-in-place downward-turning beam. The precast roof slab module is smaller in size and simpler to precast, making it convenient for transportation and hoisting. Vertical hoisting is sufficient without horizontal movement. The roof slab is cast with C50 self-compacting concrete to form the upward-turning beam. After longitudinal tensioning and securing with steel strands, a U-shaped steel plate is externally attached and filled with C50 self-compacting concrete to form the downward-turning beam. Studs are welded inside the U-shaped steel plate to further resist shear slippage and achieve a reliable connection between the precast and cast-in-place components.

[0031] 6. In this invention, the joints between the partially cast-in-place base slab and the precast side wall modules, including the partially precast base slab nodes, are located in areas of the base slab where stress is relatively low. The nodes are connected using post-cast strips. The partially cast-in-place base slab and the partially precast base slab require staggered interlocking reinforcement bars, with post-cast micro-expansion concrete used to achieve the connection. This cross-sectional shape and segmentation not only adapt to the needs of different station platform widths but also ensure a reliable connection between the precast side wall modules and the partially cast-in-place base slab modules.

[0032] 7. In this invention, the connection nodes between the precast central column modules and the cast-in-place bottom longitudinal beams are connected using high-strength anchor bolts and enclosed with UHPC concrete. The column bases utilize steel-concrete conversion column bases, ensuring a reliable connection between the precast central column modules and the cast-in-place bottom longitudinal beams.

[0033] 8. In this invention, the connection node between the precast top slab module and the precast middle column module is formed by anchoring and lapping the reserved steel bars at the top of the precast middle column module with the reserved steel bars of the precast top slab module. After forming a steel skeleton with the steel bars of the top longitudinal beam, UHPC concrete is poured to seal it, thus ensuring a reliable connection between the precast top slab module and the precast middle column module.

[0034] 9. In this invention, the joints between the precast roof slab module and the precast side wall module, specifically the joints of some precast roof slab nodes, utilize pre-embedded angle steel bevel welding on the inner side and high-strength straight bolts on the outer side. The interface type is a locally raised Z-shaped joint. Positioning the joints at the roof slab location and using vertical joint connections allows for greater ease of construction due to the larger top space. The addition of two liquid-filled water-stop strips and one elastic sealing gasket at the joint further enhances the waterproofing performance of the roof slab. Attached Figure Description

[0035] The technical solution of the present invention will be further described in detail below with reference to the accompanying drawings and embodiments. However, it should be understood that these drawings are designed for illustrative purposes only and are not intended to limit the scope of the present invention. Furthermore, unless specifically indicated, these drawings are intended only to conceptually illustrate the structural construction described herein and are not necessarily drawn to scale.

[0036] Figure 1 This is a structural schematic diagram of the assembled integrated subway station provided by the present invention; Figure 2This is a schematic diagram of part of the cast-in-place base slab and cast-in-place bottom longitudinal beams of the present invention. Figure 3 This is a schematic diagram of the prefabricated sidewall module of the present invention. Figure 4 This is a schematic diagram of the prefabricated central column module of the present invention. Figure 5 This is a schematic diagram of the prefabricated longitudinal beam module of the present invention. Figure 6 This is a schematic diagram of the prefabricated middle plate module of the present invention. Figure 7 This is a schematic diagram of the prefabricated roof slab module of the present invention. Figure 8 This is a schematic diagram of the connection node between a portion of the cast-in-place base slab and a portion of the precast base slab in the precast sidewall module of this invention; Figure 9 This is a schematic diagram and cross-sectional view of the connection node between the prefabricated column module and the cast-in-place bottom longitudinal beam of the present invention. The left image below is the AA cross-sectional view, and the right image is the BB cross-sectional view. Figure 10 This is a schematic diagram of the connection node between the prefabricated central column module and the prefabricated central longitudinal beam module of the present invention; Figure 11 This is a schematic diagram of the connection node between the precast middle plate module and the precast middle longitudinal beam module of the present invention; Figure 12 This is a schematic diagram of the connection nodes of some precast middle plates in the precast middle plate module and the precast side wall module of the present invention; Figure 13 This is a schematic diagram of the elevation and section of the connection node between the prefabricated column module and the prefabricated roof slab module of the present invention. The figure below is a CC section view. Figure 14 This is a schematic diagram of a portion of the precast roof slab connection nodes in the precast roof slab module and the precast sidewall module of the present invention; Figure 15 This is a construction process diagram of step S1 in the construction method of the prefabricated integrated subway station of the present invention; Figure 16 This is a construction process diagram of step S2 in the construction method of the prefabricated integrated subway station of the present invention; Figure 17 This is a construction process diagram of steps S3 and S4 in the construction method of the prefabricated integrated subway station of the present invention; Figure 18 This is a construction process diagram of step S5 in the construction method of the prefabricated integrated subway station of the present invention; Figure 19 This is a construction process diagram of steps S6 and S7 in the construction method of the prefabricated integrated subway station of the present invention; Figure 20 This is a construction flowchart of the construction method for the prefabricated integrated subway station of the present invention.

[0037] In the diagram: 1. Partial cast-in-place base slab and bottom longitudinal beam module; 101. Partial cast-in-place base slab; 1011. Upper layer reinforcement of partial cast-in-place base slab; 1012. Lower layer reinforcement of partial cast-in-place base slab; 102. Cast-in-place bottom longitudinal beam; 1021. High-strength anchor bolts; 103. End tenons of partial cast-in-place base slab; 2. Precast side wall module; 201. Partial precast base slab; 2011. Upper layer reinforcement of partial precast base slab; 2012. 202. Partially precast bottom slab reinforcement; 203. Partially precast middle slab; 204. Partially precast top slab; 205. Precast sidewalls; 206. Precast track top ventilation duct slab; 207. Partially precast bottom end tenon; 208. Partially precast middle slab end stepped tongue and groove joint; 209. Partially precast top slab end partially heightened double Z-shaped joint; 300. Precast middle column module; 301. Basement structural column; 302. Structural column and middle slab Nodes; 3021, H-beam joint of steel plate; 303, structural column of the second basement level; 304, bottom of structural column of the second basement level; 305, top of structural column of the first basement level; 3051, pre-reserved reinforcement at the top of precast intermediate column; 4, precast intermediate longitudinal beam module; 401, stepped tongue and groove joint of precast intermediate longitudinal beam; 402, end of precast intermediate longitudinal beam; 403, pre-embedded H-beam at the end of precast intermediate longitudinal beam; 404, steel plate; 405, plain concrete. 405; 5. Precast middle slab module; 501. Interface end between precast middle slab module and precast longitudinal beam module; 502. Interface end between precast middle slab module and precast side wall module; 503. Cement-based grouting material; 504. Anchor bolt; 505. Anchor bolt; 506. Cement-based grouting material; 6. Precast roof slab module; 601. Partially precast roof slab; 6011. Reinforcing steel bar reserved in precast roof slab; 6012. High-strength straight bolt; 6013. One elastic sealing gasket; 6014. Two liquid-filled waterstop strips; 6015. Embedded angle steel; 602. Cast-in-place upward-turning longitudinal beam; 6021. Upper reinforcement of the top longitudinal beam; 6022. Lower reinforcement of the top longitudinal beam; 6023. C50 self-compacting concrete; 603. Cast-in-place downward-turning longitudinal beam; 6031. U-shaped steel plate; 6032. Threaded steel bar; 6033. Bolt; 6034. Steel strand; 6035. Stud; 6036. C50 self-compacting concrete; 6037. Connecting reinforcement of the cast-in-place downward-turning longitudinal beam; 6038. UHPC concrete; 604. Z-shaped joint at the end of the precast roof module; 605. Precast roof... 7. Connection node between part of the cast-in-place base slab and part of the precast base slab in the precast side wall module; 8. Connection node between the precast middle column module and the cast-in-place bottom longitudinal beam; 801. Stiffening rib; 802. UHPC concrete; 803. Column base top steel plate; 804. Column base bottom steel plate; 805. Concrete column longitudinal reinforcement; 806. Core column reinforcement; 807. Core column stirrups; 9. Connection node between the precast middle column module and the precast middle longitudinal beam module; 10. Connection node between the precast middle slab module and the precast middle longitudinal beam module; 11. Connection node between the precast middle slab module and part of the precast middle slab in the precast side wall module; 12. Connection node between the precast middle column module and the precast top slab module;13. Connection nodes between precast roof slab modules and precast sidewall modules, specifically for some precast roof slabs. Detailed Implementation

[0038] First, it should be noted that the specific structure, features, and advantages of the present invention will be described in detail below by way of examples. However, all descriptions are for illustrative purposes only and should not be construed as limiting the present invention in any way. Furthermore, any single technical feature described or implied in the embodiments mentioned herein, or any single technical feature shown or implied in the accompanying drawings, can still be arbitrarily combined or deleted among these technical features to obtain more other embodiments of the present invention that may not be directly mentioned herein. Additionally, for the sake of simplifying the drawings, the same or similar technical features may be indicated only in one place in the same drawing.

[0039] In this invention, unless otherwise explicitly specified and limited, the terms "installation," "setting," "connection," "fixing," and "screw-on" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components. Unless otherwise explicitly limited, those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances. The following is in conjunction with the appendix. Figure 1 - Appendix Figure 20 This invention will be described in detail. Example 1

[0040] Combination Figures 1 to 19 As can be seen, the schematic diagram illustrates the full-section prefabricated station of the present invention, comprising a single partially cast-in-place base slab and cast-in-place bottom longitudinal beam 1, two prefabricated side wall modules 2, two prefabricated middle slab modules 5, a single prefabricated roof slab module 6, and a single prefabricated middle column module 3, as well as a single prefabricated middle longitudinal beam module 4 erected along the longitudinal direction of the station, totaling six categories and eight component dimensions. It also includes connection nodes 7 between the partially cast-in-place base slab and the partially prefabricated base slab of the prefabricated side wall module, 8 between the prefabricated middle column module and the cast-in-place bottom longitudinal beam, 9 between the prefabricated middle column module and the prefabricated middle longitudinal beam module, 10 between the prefabricated middle slab module and the prefabricated middle longitudinal beam module, 11 between the prefabricated middle slab module and the partially prefabricated middle slab of the prefabricated side wall module, 12 between the prefabricated middle column module and the prefabricated roof slab module, and 13 between the prefabricated roof slab module and the partially prefabricated roof slab of the prefabricated side wall module. Connecting these components sequentially forms one ring of the prefabricated station; that is, the prefabricated subway station comprises several rings of the above-described combined structure.

[0041] Furthermore, in this embodiment, one could also consider, such as Figure 2As shown, the partially cast-in-place base slab 1 includes a partially cast-in-place base slab 101 and a cast-in-place bottom longitudinal beam 102. The ends of the partially cast-in-place base slab are the parts of the base slab with less stress. The ends of the partially cast-in-place base slab 101 are provided with tenons 103, and the cast-in-place bottom longitudinal beam 102 is pre-embedded with high-strength anchor bolts 1021.

[0042] Furthermore, in this embodiment, one could also consider, such as Figure 3 As shown, the precast sidewall module 2 includes an integrally formed precast base slab 201, a precast middle slab 202, a precast top slab 203, a precast sidewall 204, and a precast ventilation duct wall 205, forming an integral rigid structure. The precast sidewall module 2 is precast as a whole with its own precast base slab 201, precast middle slab 202, and precast top slab 203, allowing for one-time hoisting and placement of the integrated module, reducing on-site hoisting operations, simplifying construction procedures within the foundation pit, and shortening the on-site work period. During overall precasting, the internal steel reinforcement is continuous, resulting in uniform overall rigidity. After integration with other cast-in-place and precast structures, the overall deformation is synchronized, and there are no cold joints at the junction of the wall and slab, significantly improving node rigidity. Compared to a separate precast sidewall, it exhibits stronger resistance to lateral forces, settlement, and cracking.

[0043] Furthermore, in this embodiment, a tenon 206 may be provided at the end of a portion of the precast base slab 201, a stepped tongue-and-groove joint 207 may be provided at the end of a portion of the precast middle slab 202, and a partially raised double Z-shaped joint 208 may be provided at the end of a portion of the precast top slab 203.

[0044] Furthermore, in areas of the base slab with lower stress, tenons 103 are provided in some cast-in-place base slabs 101, and tenons 206 are provided in some precast base slabs 201. A post-cast strip is provided between the tenons 103 and 206. The upper and lower reinforcing bars 1011 and 1012 of the cast-in-place base slabs 101 and the upper and lower reinforcing bars 2011 and 2012 of the precast base slabs 201 are staggered and anchored to each other. Micro-expansion concrete is then poured to achieve the connection between the cast-in-place base slabs 101 and the precast base slabs 201.

[0045] Furthermore, in this embodiment, one could also consider, such as Figure 4 As shown, the prefabricated central column module 3 includes a basement level structural column 301, a structural column and central plate node 302, a basement level two structural column 303 prefabricated with the entire height, a steel column foot 304 at the bottom of the prefabricated central column, a steel plate H-shaped steel plate joint 3021 prefabricated during the structural column and central plate node 302, and a steel bar 3051 reserved at the top of the prefabricated central column 305.

[0046] Furthermore, in this embodiment, one could also consider, such as Figure 5As shown, the precast longitudinal beam module 4 has an H-shaped steel plate 403 embedded during the precasting of the precast longitudinal beam, and the precast longitudinal beam 4 is provided with a stepped tongue and groove joint 401 and a joint end 402 between the precast longitudinal beam and the precast column.

[0047] Furthermore, in this embodiment, one could also consider, such as Figure 6 As shown, the precast middle plate module 5 is a partially precast middle plate. The joint end between the precast middle plate and the precast longitudinal beam is 501, and the joint end between the precast middle plate and the precast side wall module is 502.

[0048] Furthermore, in this embodiment, one could also consider, such as Figure 7 As shown, the precast roof slab module 6 includes a precast roof slab 601, a cast-in-place roof slab upturned beam 602, and a cast-in-place roof slab downturned beam 603. Partially raised double Z-shaped joints 604 are provided at both ends of the precast roof slab 601. The precast roof slab module 6, through the post-casting of the roof slab upturned beam 602 and the roof slab downturned beam 603, forms a structure in which the longitudinal and transverse beams of the roof are integrally stressed.

[0049] Furthermore, in this embodiment, one could also consider, such as Figure 8 As shown, the connection node 7 between the partially cast-in-place base slab and the partially precast base slab in the precast side wall module is the connection node between the partially cast-in-place base slab 101 and the partially precast base slab 201. It adopts a post-cast strip connection, so that the partially cast-in-place base slab and bottom longitudinal beam module 1 and the precast side wall module 2 form an integral rigid connection, which is reliable in terms of stress.

[0050] Furthermore, in this embodiment, one could also consider, such as Figure 9 As shown, the connection node 8 between the precast central column module and the cast-in-place bottom longitudinal beam is the connection node between the precast central column module 3 and the cast-in-place bottom longitudinal beam 102. It is connected by high-strength anchor bolts 1021 and enclosed with UHPC concrete 802.

[0051] Furthermore, high-strength anchor bolts 1021 are pre-embedded in the cast-in-place bottom longitudinal beam 102, and steel column feet are installed at the bottom 304 of the second basement level of the precast intermediate column module 3, connected by high-strength anchor bolts 1021 and enclosed with UHPC concrete 802. The precast steel column feet are composed of four channel steels spliced ​​together, with a column foot bottom steel plate 804 welded to the lower part of the channel steel, stiffening ribs 801 installed inside the channel steel, and a column foot top steel plate 803 welded to the upper part of the channel steel. A core cage including concrete column longitudinal reinforcement 805, core column reinforcement 806, and core column stirrups 807 is installed inside the column foot. The connection between the concrete column longitudinal reinforcement 806, the core cage longitudinal reinforcement 807 and the steel column foot is a welded mechanical connection sleeve scheme. A 50mm installation space is reserved between the column base steel plate 804 and the cast-in-place bottom longitudinal beam 102. After the precast column module 3 is vertically inserted into the high-strength anchor bolt 1021, the leveling nut under the steel column base is used to correct the bottom elevation and flatness of the precast column. Then, C50 non-shrink self-compacting fine stone concrete is used to fill the gap under the column base steel plate 804. After the fine stone concrete reaches the required strength, the nuts of the high-strength anchor bolts are installed using a torque wrench. After that, the precast column hoisting equipment can be removed. Finally, UHPC concrete 802 is poured into the joint area for protection.

[0052] Furthermore, in this embodiment, one could also consider, such as Figure 10 As shown, the connection node 9 between the precast central column module and the precast central longitudinal beam module is the connection node between the precast central column 3 and the precast central longitudinal beam module 4. It is connected by pre-embedded H-shaped steel bolts and welded together, and then sealed with plain concrete 405.

[0053] Furthermore, the precast column module 3 is precast as a whole with some precast longitudinal beam nodes. H-beam 3021 is pre-embedded in the precast column module 3 at 301, and steel plate joints are reserved. H-beam 403 is pre-embedded at the end 402 connection of the precast longitudinal beam module 4. H-beam 3011 and H-beam 403 are bolted and welded together using 404 steel plates, and then sealed with plain concrete 405.

[0054] Furthermore, in this embodiment, one could also consider, such as Figure 11 As shown, the connection node 10 between the precast middle plate module and the precast middle longitudinal beam module is a connection node between part of the precast middle plate 5 and the precast middle plate longitudinal beam 4. Anchor bolts 504 are used for anti-slip, and cement-based grouting material 503 is injected at the joint and between the anchor bolts and the anchor bolt holes.

[0055] Furthermore, the stepped tongue-and-groove joint 401 of the precast longitudinal beam module 4 is aligned with the stepped tongue-and-groove joint 501 of the precast medium plate module 5 for construction positioning (to provide shear resistance during use), and anchor bolts 504 are used for anti-slip. The joint between the precast longitudinal beam module 4 and the precast medium plate module 5, as well as the gap between the anchor bolts 504 and the anchor bolt holes, are sealed with cement-based grouting material 503.

[0056] Furthermore, in this embodiment, one could also consider, such as Figure 12 As shown, the connection node 11 between the precast middle plate module and the precast side wall module is the connection node between the precast middle column 3 and the precast middle plate 202. Anchor bolts 505 are used for anti-slip, and cement-based grouting material 506 is injected at the joint and between the anchor bolts and the anchor bolt holes.

[0057] Furthermore, the stepped tongue-and-groove joint 207 of part of the precast medium slab 202 is aligned with the stepped tongue-and-groove joint 502 of the precast medium slab module 5 for construction positioning (to play a shear resistance role during the use stage), and anchor bolts 505 are used for anti-slip. The joint between the precast part of the precast medium slab 202 and the precast medium slab module 5, as well as the gap between the anchor bolts 505 and the anchor bolt holes, are sealed by grouting with cement-based grouting material 506.

[0058] Furthermore, in this embodiment, one could also consider, such as Figure 13 As shown, the connection node 12 between the precast central column module and the precast top slab module is the connection node between the precast central column 3 and the precast top slab 601. The top 305 of the precast central column has a reserved steel bar 3051, which is connected to the reserved steel bar 6011 of the precast top slab 601 by mutual anchoring and lap joint. After forming a steel bar skeleton with the longitudinal beam connecting steel bar 6037, UHPC concrete 6038 is poured to achieve connection.

[0059] Furthermore, a composite top longitudinal beam is formed by casting upturned and downturned beams on the precast top slab module. The upper reinforcing bars 6021 and upper stirrups 6022 of the top longitudinal beam form a reinforcing steel skeleton, and cast-in-place C50 self-compacting concrete 6023 forms the cast-in-place upturned beam 602. After the cast-in-place downturned anchor plate 605 is longitudinally tensioned and tightened by steel strands 6034, a U-shaped steel plate 6031 (t=16mm) is fixed by threaded steel bars 6032 (30mm in diameter) and bolts 6033 to form the precast top slab downturned beam steel skeleton. Simultaneously, studs 6035 are welded into the U-shaped steel plate 6031 to resist shear slippage, and then C50 self-compacting concrete 6036 is poured in to fill the space. No cast-in-place downturned beam 603 is provided at the node between the precast column module 3 and the precast top slab module 6.

[0060] Furthermore, the precast steel bar 3051 at the top of the precast column module 3 and the precast steel bar 6011 in the precast top plate module 6 are connected by mutual anchoring and lap joint, and after forming a steel skeleton with the longitudinal beam connecting steel bars, UHPC concrete 6038 is poured to realize the connection between the precast column module 3 and the precast top plate module 6.

[0061] Furthermore, in this embodiment, one could also consider, such as Figure 14As shown, the connection node 13 between the precast roof slab module and the precast side wall module is the connection node between the precast roof slab 601 and part of the precast roof slab 203. The inner side of the joint is welded with pre-embedded angle steel 6015 with a bevel, and the outer side is connected with high-strength straight bolts 6012. The interface type is a Z-shaped joint with local heightening.

[0062] Furthermore, the double Z-shaped joint 208 of part of the precast roof slab 203 coincides with the double Z-shaped joint 604 of the precast roof slab module 6. The inner side of the joint is welded with pre-embedded angle steel 6015, and the inner side of the precast roof slab 203 forms an integral rigid connection with the precast side wall module 2. The outer side is connected with high-strength straight bolts 6012 to enhance the longitudinal shear resistance. The connection node 13 of part of the precast roof slab in the precast roof slab module and the precast side wall module is set on the outer side of the precast roof slab 203, which does not occupy the internal space of the station. The interface type is a locally raised Z-shaped joint. Two liquid-filled water-stop strips 6014 and one elastic sealing gasket water-stop 6013 are set at the joint for water stop. Example 2

[0063] A construction method for a full-section prefabricated railway station, applied to the construction of prefabricated railway stations, includes the following steps: Step S1: Please refer to Figure 15 After the construction of the station foundation pit is completed, the individual part of the station's cast-in-place base slab and cast-in-place bottom longitudinal beam module 1 are constructed. The two ends of the cast-in-place base slab 101 are provided with tenons 103, and the cast-in-place bottom longitudinal beam 102 is pre-embedded with high-strength anchor bolts 805. Step S2: Please refer to Figure 16 The hoisting station has two precast side wall modules 2. A post-cast strip is set between the tenon 103 set in the partially cast-in-place base slab 101 and the tenon 206 set in the partially precast base slab 201. The steel bars of the partially cast-in-place base slab 101 and the partially precast base slab 201 are staggered and anchored to each other. Micro-expansion concrete is poured afterward to achieve the connection between the partially cast-in-place base slab 101 and the partially precast base slab 201.

[0064] Step S3: Please refer to Figure 17 The precast central column module 3 is vertically hoisted and placed. A 50mm installation space is reserved between the column base steel plate and the cast-in-place bottom longitudinal beam 102. After the precast central column module 3 is vertically inserted into the cast-in-place bottom longitudinal beam 102 and the high-strength anchor bolts are embedded, the bottom elevation and flatness of the precast column are corrected using the leveling nuts under the steel column base. Then, C50 non-shrink self-compacting fine stone concrete is used to fill the gap under the steel column base plate. After the fine stone concrete reaches the required strength, the nuts of the high-strength anchor bolts are installed using a torque wrench. After that, the precast column hoisting equipment can be removed. Finally, UHPC material is poured into the joint area to seal it.

[0065] Step S4: Please refer to Figure 17The precast longitudinal beam module 4 is hoisted, and the precast column module 3 of the station is connected to the precast longitudinal beam module 4 by pre-embedded H-shaped steel bolts and welds, and then plain concrete is wrapped around it.

[0066] Step S5: Please refer to Figure 18 For the hoisting of precast intermediate slab module 5, a stepped tongue-and-groove joint is installed at the joint surface of part of the longitudinal beam of precast intermediate column module 3 and precast intermediate slab module 5 for construction positioning, and anchor bolts 504 are used for anti-slip. Cement-based grout 503 is used to fill the joint and between the anchor bolts and anchor bolt holes. For the joint surface of part of the precast intermediate slab 202 and precast intermediate slab module 5, a stepped tongue-and-groove joint is installed for construction positioning, and anchor bolts 505 are used for anti-slip. Cement-based grout 506 is used to fill the joint and between the anchor bolts and anchor bolt holes.

[0067] Step S6: Please refer to Figure 19 On the precast top slab module 6, the cast-in-place top upturn beam 602 and the bottom upturn beam 603 form a composite top longitudinal beam. The cast-in-place top upturn beam 602 is made of cast-in-place C50 self-compacting concrete. The top of the precast middle column module 3 has a reserved steel bar 3051, which is connected to the reserved steel bar 6011 of the precast top slab 601 by mutual anchoring and lap connection. The connection is then achieved by pouring UHPC concrete 6038.

[0068] Step S7: Please refer to Figure 19 The double Z-shaped joint 208 of the precast roof slab 203 overlaps with the double Z-shaped joint 604 of the precast roof slab module 6. The inner side of the joint is welded with pre-embedded angle steel 6015 with a bevel, and the outer side is connected with high-strength straight bolts 6012. The interface type is a locally raised Z-shaped joint.

[0069] Furthermore, in areas of the base slab with lower stress, tenons 103 are provided in parts of the cast-in-place base slab 101, and tenons 206 are provided in parts of the precast base slab 201. A post-cast strip is provided between the tenons 103 and 206. The upper and lower reinforcing bars 1011 and 1012 of the cast-in-place base slab 101 are staggered and anchored to each other with the upper and lower reinforcing bars 2011 and 2012 of the precast base slab 201. Micro-expansion concrete is then poured to connect the cast-in-place base slab 101 and the precast base slab 201. This combination of cast-in-place and precast base slab design not only reduces the difficulty of foundation treatment and adapts to different geological strata without requiring leveling strips, but also reduces construction difficulty and does not affect the installation of the precast sidewall modules 2.

[0070] Furthermore, high-strength anchor bolts 1021 are pre-embedded in the cast-in-place bottom longitudinal beam 102, and precast steel column feet are set at the bottom 304 of the second basement level of the precast intermediate column module 3, which are connected by high-strength anchor bolts 1021 and enclosed with UHPC concrete 802. The precast steel column feet are made of four channel steels spliced ​​together, with a column foot bottom steel plate 804 welded to the lower part of the channel steel, stiffening ribs 801 set inside the channel steel, and a column foot top steel plate 803 welded to the upper part of the channel steel. The core cage set inside the column foot includes concrete column longitudinal reinforcement 805, core column reinforcement 806, and core column stirrups 807. The connection between the concrete column longitudinal reinforcement 805, the core cage longitudinal reinforcement 806 and the steel column foot adopts a welded mechanical connection sleeve scheme. A 50mm installation space is reserved between the column base steel plate 804 and the cast-in-place bottom longitudinal beam 102. After the precast column module 3 is vertically inserted into the high-strength anchor bolt 1021, the bottom elevation and flatness of the precast column are corrected using the leveling nut under the steel column base. Then, C50 non-shrink self-compacting fine stone concrete is used to fill the gap under the steel column base plate 804. After the fine stone concrete reaches the required strength, the nuts of the high-strength anchor bolts are installed using a torque wrench. After that, the precast column hoisting equipment can be removed. Finally, the node area is sealed by pouring UHPC concrete 802.

[0071] Furthermore, the precast column module 3 is precast as a whole with some precast longitudinal beam nodes. H-beams 3021 are pre-embedded in the precast column module 3, and steel plate joints are reserved. H-beams 403 are pre-embedded at the end 402 connection of the precast longitudinal beam module 4. H-beams 3021 and 403 are bolted and welded together using 404 steel plates, and then wrapped with plain concrete 405.

[0072] Furthermore, the stepped tongue-and-groove joint 401 of the precast longitudinal beam module 4 is aligned with the stepped tongue-and-groove joint 501 of the precast medium plate module 5 for construction positioning (to provide shear resistance during use), and anchor bolts 504 are used for anti-slip. The joint between the precast longitudinal beam module 4 and the precast medium plate module 5, as well as the gap between the anchor bolts 504 and the anchor bolt holes, are sealed with cement-based grouting material 503.

[0073] Furthermore, the stepped tongue-and-groove joint 207 of part of the precast medium slab 202 is aligned with the stepped tongue-and-groove joint 502 of the precast medium slab module 5 for construction positioning (to play a shear resistance role during the use stage), and anchor bolts 505 are used for anti-slip. The joint between the precast part of the precast medium slab 202 and the precast medium slab module 5, as well as the gap between the anchor bolts 505 and the anchor bolt holes, are sealed by grouting with cement-based grouting material 506.

[0074] Furthermore, a composite top longitudinal beam is formed by casting upturned and downturned beams on the precast top slab module. The upper reinforcing bars 6021 and upper stirrups 6022 of the top longitudinal beam form a reinforcing steel skeleton, and cast-in-place C50 self-compacting concrete 6023 forms the cast-in-place upturned beam 602. After the cast-in-place downturned anchor plate 605 is longitudinally tensioned and tightened by steel strands 6034, a U-shaped steel plate 6031 (t=16mm) is fixed by threaded steel bars 6032 (30mm in diameter) and bolts 6033 to form the precast top slab downturned beam steel skeleton. Simultaneously, 6035 studs are welded into the U-shaped steel plate 6031 to resist shear slippage, and then C50 self-compacting concrete 6036 is poured inside to form the cast-in-place upturned beam 603. No cast-in-place downturned beam 603 is set at the node between the precast column module 3 and the precast top slab module 6.

[0075] Furthermore, the precast steel bar 6051 at the top of the precast column module 3 (305) and the precast steel bar 6011 in the precast top plate module 6 are connected by mutual anchoring and lap joint, and after forming a steel skeleton with the longitudinal beam connecting steel bar 6037, UHPC concrete 6038 is poured to realize the connection between the precast column module 3 and the precast top plate module 6.

[0076] Furthermore, the double Z-shaped joint 208 of part of the precast roof slab 203 is overlapped with the double Z-shaped joint 604 of the precast roof slab module 6. The inner side of the joint is welded with pre-embedded angle steel 6015 with a bevel, and the outer side is connected with high-strength straight bolts 6012. The interface type is a locally raised Z-shaped joint. Two liquid-filled water-stop strips 6014 and one elastic sealing gasket water-stop 6013 are set at the joint for water stop.

[0077] The above embodiments have provided a detailed description of the present invention, but the content described is only a preferred embodiment of the present invention and should not be considered as limiting the scope of the present invention. All equivalent variations and improvements made within the scope of the present invention should still fall within the patent coverage of the present invention.

Claims

1. A construction method for prefabricated integrated subway stations, applied to the construction of prefabricated stations, characterized in that: Includes the following steps: Step S1: After the station foundation pit construction is completed, construct the formwork for the station's cast-in-place base slab and cast-in-place bottom longitudinal beams. Set base slab joints at both ends of the cast-in-place base slab and pre-embed high-strength anchor bolts in the cast-in-place bottom longitudinal beams. Step S2: Hoist two prefabricated side wall modules for the station. Each prefabricated side wall module includes an integrally formed prefabricated bottom slab, a prefabricated middle slab, a prefabricated top slab, a prefabricated side wall, and a prefabricated ventilation duct wall, forming an integral rigid structure. Post-cast strips are used to connect the prefabricated bottom slabs and the cast-in-place bottom slabs in the prefabricated side wall modules on both sides of the station. Step S3: Vertically hoist the precast central column module, use high-strength anchor bolts to connect the precast central column module to the cast-in-place bottom longitudinal beam, after precise positioning, tighten and fix it, and then wrap it with UHPC concrete for sealing and protection. Step S4: Hoist the precast longitudinal beam module, accurately position it, and then use pre-embedded H-beams to connect the precast column module and the precast longitudinal beam module with bolts and welds, and then wrap it with plain concrete. Step S5: Hoist the precast middle plate module. Stepped tongue and groove joints are set at the joint surfaces of the precast middle plate module and some of the longitudinal beams in the precast middle column module and the precast middle plate in the precast side wall module for construction positioning. Anchor bolts are used for anti-slip. Cement-based grouting material is injected at the joints and between the anchor bolts and the anchor bolt holes. Step S6: Construct the precast roof slab module, cast the top and bottom beams on the precast roof slab module to form a composite top longitudinal beam, and anchor the reserved steel bars at the top of the precast middle column module to the reserved steel bars of the precast roof slab module. Then pour UHPC concrete to achieve the connection. Step S7: Hoist the precast roof slab module. The outer side of the joint between part of the precast roof slab and part of the precast side wall module is bolted with high-strength straight bolts, and the inner side is welded with pre-embedded angle steel bevel. The interface type is a Z-shaped joint with local heightening.

2. The construction method for a prefabricated integrated subway station according to claim 1, characterized in that: The construction method specifically includes the following steps: Step S1: After the station foundation pit construction is completed, a single section of the station's cast-in-place base slab (101) and cast-in-place bottom longitudinal beam (102) are constructed. Base slab joints are set at both ends of the cast-in-place base slab (101), and high-strength anchor bolts (1021) are pre-embedded in the cast-in-place bottom longitudinal beam (102). Step S2: Hoist two precast side wall modules (2) of the station. The precast side wall module (2) includes a partially precast bottom slab (201), a partially precast middle slab (202), a partially precast top slab (203), a precast side wall (204), and a precast ventilation duct wall (205) to form an integral rigid structure. Among them: the bottom slab (201) is provided with a bottom slab joint at the end. The partially precast middle slab (202) and the precast ventilation duct wall (205) enclose a triangular precast rail top ventilation duct that serves as both a rail top ventilation duct and an arch foot. The partially precast middle slab (202) is provided with a stepped tongue-and-groove joint (207) at the end. The partially precast top slab (203) is provided with a double Z-shaped joint (208) at the end of the partially precast top slab with a local height increase. The steel bars of the partially cast-in-place bottom slab (101) and the steel bars of the partially precast bottom slab (201) are staggered and mutually anchored, and the bottom slab joints of the two are connected by a post-cast strip. Step S3: Vertically hoist the precast central column module (3). A 50mm installation space is reserved between the column base steel plate of the precast central column module (3) and the cast-in-place bottom longitudinal beam (102). After the precast central column module (3) is vertically inserted into the high-strength anchor bolts embedded in the cast-in-place bottom longitudinal beam (102), the bottom elevation and flatness of the precast central column module (3) are corrected by using the leveling nut under the steel column base. Then, C50 non-shrink self-compacting fine stone concrete is used to fill the gap under the column base steel plate. After the fine stone concrete reaches the strength standard, the nuts of the high-strength anchor bolts are installed using a torque wrench. Then the precast column hoisting equipment can be removed. Finally, the node area is sealed by pouring UHPC material. Step S4: Hoist the precast longitudinal beam module (4), and after precise positioning, connect the precast column module (3) and the precast longitudinal beam module (4) with pre-embedded H-shaped steel bolts, and then wrap with plain concrete. Step S5: Hoist the precast middle plate module (5), set a stepped tongue and groove joint at the joint surface of part of the longitudinal beam in the precast middle column module (3) and the precast middle plate module (5), and use anchor bolts (504) to prevent slippage. Use cement-based grout (503) to fill the joint and between the anchor bolt and the anchor bolt hole. Set a stepped tongue and groove joint at the joint surface of part of the precast middle plate (202) in the precast side wall module (2) and the precast middle plate module (5), and use anchor bolts (505) to prevent slippage. Use cement-based grout (506) to fill the joint and between the anchor bolt and the anchor bolt hole. Step S6: Construct a precast roof slab module (6). The precast roof slab module (6) includes a partial precast roof slab (601), a roof slab upturn beam (602), and a roof slab downturn beam (603). C50 self-compacting concrete is cast on the partial precast roof slab (601) to form the roof slab upturn beam (602). After longitudinal tensioning and fastening by steel strands, a U-shaped steel plate is hung on the outside and filled with C50 self-compacting concrete to form the roof slab downturn beam (603). The roof slab upturn beam (602) and the downturn beam (603) form a superimposed top longitudinal beam. Z-shaped joints (604) are set at both ends of the partial precast roof slab (601). The precast roof slab reserved steel bars (6011) in the partial precast roof slab (601) and the precast middle column module (3) top reserved steel bars (3051) are connected by mutual anchoring lap joints. UHPC concrete (6038) is then poured to achieve the connection. Step S7: Hoist the precast roof slab module (6). The double Z-shaped joint (208) at the end of the precast roof slab of part of the precast roof slab (203) is overlapped with the Z-shaped joint (604) at the end of the precast roof slab module of part of the precast roof slab (601). The inner side of the joint is welded with pre-embedded angle steel (6015) with a bevel, and the outer side is connected with high-strength straight bolts (6012). The interface type is a locally raised Z-shaped joint.

3. The construction method for a prefabricated integrated subway station according to claim 2, characterized in that: The partially cast-in-place base slab (101), partially precast base slab (201), and post-cast strip together form the base slab. The base slab joints at both ends of the partially cast-in-place base slab (101) are selected from the parts of the base slab with less stress. The base slab joints at both ends of the partially cast-in-place base slab (101) and the base slab joints of the partially precast base slab (201) are respectively the end tenon (103) of the partially cast-in-place base slab and the end tenon (206) of the partially precast base slab. A post-cast strip is provided between the end tenon (103) of the partially cast-in-place base slab and the end tenon (206) of the partially precast base slab. The upper reinforcement (1011) and lower reinforcement (1012) of the partially cast-in-place bottom slab are staggered and anchored to each other with the upper reinforcement (2011) and lower reinforcement (2012) of the partially precast bottom slab (201). Micro-expansion concrete is then poured to connect the partially cast-in-place bottom slab (101) and the partially precast bottom slab (201), forming a connection node (7) between the partially cast-in-place bottom slab and the partially precast bottom slab in the precast side wall module, so that the partially cast-in-place bottom slab and the bottom longitudinal beam module (1) and the precast side wall module (2) form an integral rigid connection.

4. The construction method for a prefabricated integrated subway station according to claim 2, characterized in that: The prefabricated central column module (3) includes a first-floor structural column (301), a structural column and central plate node (302), and a second-floor structural column (303). It is prefabricated as a whole with full height. The bottom (304) of the prefabricated central column located at the bottom of the second-floor structural column (303) is provided with a steel column foot, which is connected by high-strength anchor bolts (1021) and enclosed with UHPC concrete (802). When the structural column and central plate node (302) is prefabricated, steel plate H-shaped steel plate joints (3021) are pre-embedded. The top (305) of the prefabricated central column located at the top of the first-floor structural column (301) is reserved with pre-reserved steel bars (3051).

5. The construction method for a prefabricated integrated subway station according to claim 2, characterized in that: The precast longitudinal beam module (4) includes a precast longitudinal beam, a precast longitudinal beam stepped tongue and groove joint (401) set on both sides along the length of the precast longitudinal beam, and a precast longitudinal beam end embedded H-beam (403) embedded during the precasting of the precast longitudinal beam. The precast column module (3) is precast as a whole with some precast longitudinal beam nodes. The steel plate H-beam joint (3021) in the precast column module (3) and the precast longitudinal beam end embedded H-beam (403) in the precast longitudinal beam module (4) are bolted and welded together with steel plate (404), and then sealed with plain concrete (405).

6. The construction method for a prefabricated integrated subway station according to claim 2, characterized in that: The precast middle plate module (5) is a partially precast middle plate. One end of the precast middle plate module (5) is the end of the joint between the precast middle plate and the precast longitudinal beam (501), and the other end is the end of the joint between the precast middle plate and the precast side wall module (502). The precast longitudinal beam stepped tongue and groove joint (401) of the precast longitudinal beam module (4) is aligned with the end (501) of the joint between the precast middle plate and the precast longitudinal beam of the precast middle plate module (5) for construction positioning. Anchor bolts (504) are used to prevent slippage. The joint between the precast longitudinal beam module (4) and the precast middle plate module (5) and the gap between the anchor bolt (504) and the anchor bolt hole are filled and sealed with cement-based grout (503). The stepped tongue and groove joint (207) at the end of the precast middle plate (202) is aligned with the end of the precast side wall module joint (502) of the precast middle plate module (5) for construction positioning. Anchor bolts (505) are used to prevent slippage. The joint between the precast middle plate (202) and the precast middle plate module (5) and the gap between the anchor bolt (505) and the anchor bolt hole are filled and sealed with cement-based grout (506).

7. The construction method for a prefabricated integrated subway station according to claim 2, characterized in that: The precast roof slab module (6) includes a partially precast roof slab (601), a roof slab upturn beam (602), a roof slab downturn beam (603), and a cast-in-place roof slab downturn anchor plate (605). The upper longitudinal beam reinforcement (6021) and the upper longitudinal beam stirrup (6022) of the roof slab upturn beam (602) form a reinforcement skeleton. The cast-in-place roof slab upturn beam (602) is formed by casting C50 self-compacting concrete (6023). The cast-in-place roof slab downturn anchor plate (605) is longitudinally tensioned by steel strands (6034). After fastening, the U-shaped steel plate (6031) of the top plate under-turning beam (603) is fixed by threaded steel bar (6032) and bolt (6033) to form a precast top plate under-turning beam steel frame. At the same time, studs (6035) are welded into the U-shaped steel plate (6031) to play the role of resisting shear slippage. Then, C50 self-compacting concrete (6036) is poured in the inside for filling. The precast top plate module (6) forms a structure in which the top longitudinal and transverse beams are subjected to overall stress through the post-casting of the top plate under-turning beam (602) and the top plate under-turning beam (603).

8. The construction method for a prefabricated integrated subway station according to claim 2, characterized in that: The precast steel bar (3051) at the top of the precast central column module (3) and the precast steel bar (6011) at the top of the precast top plate module (6) are connected by mutual anchoring and lap joint, and UHPC concrete (6038) is poured after forming a steel skeleton with the longitudinal beam connecting steel bar to realize the connection between the precast central column module (3) and the precast top plate module (6).

9. The construction method for a prefabricated integrated subway station according to claim 2, characterized in that: The double Z-shaped joint (208) of the partially precast top slab (203) with a partially raised end coincides with the Z-shaped joint (604) at the end of the precast top slab module (6). The inner side of the joint is welded with a beveled pre-embedded angle steel (6015). The inner side of the precast top slab (203) and the precast side wall module (2) form an integral rigid connection. The outer side is connected with a high-strength straight bolt (6012). The connection node (13) of the precast top slab module and the precast side wall module is set on the outer side of the precast top slab (203). The interface type is a partially raised Z-shaped joint. Two liquid-filled water-stop strips (6014) and one elastic sealing gasket (6013) are set at the joint for water stop.

10. A prefabricated monolithic subway station structure constructed using the construction method for prefabricated monolithic subway stations as described in any one of claims 1-9, characterized in that: Including partially cast-in-place base slab and cast-in-place bottom longitudinal beam module (1), precast side wall module (2), precast central column module (3), precast central longitudinal beam module (4), precast central slab module (5), and precast top slab module (6), and also including: The partial cast-in-place base slab (101) and the precast side wall module (2) are connected to the partial precast base slab in the precast side wall module (7). The connection node (8) between the precast central column module (3) and the cast-in-place bottom longitudinal beam (102) is constructed. The connection node (9) between the precast central column module (3) and the precast central longitudinal beam module (4) is constructed. The precast middle plate module and the precast middle longitudinal beam module connection node (10) is constructed between the precast middle plate module (5) and the precast middle longitudinal beam module (4). The precast slab module and the precast side wall module are connected at a joint (11) between the precast slab module (5) and the precast side wall module (2). The precast central column module and the precast roof slab module connection node (12) is constructed between the precast central column module (3) and the precast roof slab module (6). And the connection node (13) between the precast roof slab module (6) and the precast side wall module (2) between the precast roof slab module (6) and the precast side wall module (2). Among them: the prefabricated side wall module (2) includes a prefabricated bottom slab (201), a prefabricated middle slab (202), a prefabricated top slab (203), a prefabricated side wall (204) and a prefabricated air duct wall (205) that are integrally formed to form an integral rigid structure; The above-mentioned components are assembled and connected to form a prefabricated station assembly structure. Simultaneously, with the assembly of longitudinal components, the prefabricated subway station structure includes several of the above-mentioned assembly structures.

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