H-shaped steel column supported double-laminated slab composite shear wall structure and construction method

Abstract

The invention relates to the technical field of fabricated buildings, in particular to an H-shaped steel column supported double-laminated slab composite shear wall structure and a construction method, and the process flow is as follows: pre-burying shear wall vertical steel bars, additional supporting bars and supporting steel columns; the shear wall vertical steel bars and the shear wall transverse distribution steel bars are bound; unbonded prestressed tendons and tie bars are arranged, and truss rib composite slab control lines are bounced; hoisting the truss rib laminated slab by a guide pipe method; the supporting steel columns and the truss rib laminated slab joints are welded; mounting an aluminum mold at the bottom notch of the truss rib laminated slab at the node; treating joints of the truss rib laminated slab, and pouring and curing cast-in-place concrete; and unbonded prestressed tendons are tensioned and anchored. According to the principle that the H-shaped steel columns are supported and connected in a segmented mode to improve the node bearing capacity, the construction cost is reduced through the formwork-free design of the double-truss rib laminated slabs, in-place efficient construction is assisted through the additional supporting rib guide pipe method, and the anti-seismic property is improved through perforation arrangement, staggered tensioning and anchoring of the unbonded prestressed tendons, the construction speed is high, and the structural bearing capacity is high.

Description

Technical Field

[0001] The present invention relates to the field of prefabricated buildings, and in particular to an H-shaped steel column-supported double-laminated slab composite shear wall structure and a construction method. Background Art

[0002] Research shows that prefabricated buildings can reduce construction waste by over 80%, lower construction water consumption by 60%, reduce on-site labor by 50%, and lower overall carbon emissions by 30% to 40% compared to traditional construction. For example, a prefabricated residential project in Beijing, through the use of precast concrete components and modular construction techniques, shortened the overall construction period by 40%, achieving significant energy conservation and emission reduction benefits. From the perspective of industrial upgrading, prefabricated buildings are driving the transformation of the construction industry from labor-intensive to technology-intensive. By establishing a modern industrial system, a comprehensive industry chain encompassing R&D and design, component production, construction and installation, and operation and maintenance has been formed. Prefabricated buildings account for over 60% of the total construction volume in developed countries such as Germany and Japan. Their experience shows that industrialized construction methods can increase labor productivity by 3-5 times and raise the project quality approval rate to over 98%. my country's prefabricated building industry has entered an innovation-driven phase. In terms of structural systems, innovative technologies such as new prestressed prefabricated frames and modular structures are constantly emerging. For example, the "bolted fully prefabricated concrete frame system" developed by China Construction Technology achieves fully dry connections in the main structure, improving construction efficiency by 50%. Looking to the future, prefabricated buildings will develop in the direction of "standardization, intelligence and greening".

[0003] Prefabricated construction technology is an innovation in traditional construction methods, improving efficiency, quality, and sustainability through factory-prefabricated components and on-site assembly. Currently, China is vigorously developing prefabricated buildings, and strengthening their seismic resistance is a key measure to safeguard people's livelihoods. Prefabricated shear wall structures are a widely used structural system in the industry. Traditionally, double-laminated shear wall construction involves on-site hoisting and post-casting of concrete to create the final load-bearing shear wall structure. This structure presents numerous challenges, including insufficient integrity between the conventional laminated slabs and the internal post-cast concrete. Joints between shear walls erected in adjacent construction sections are only sealed with sealant, resulting in independent load-bearing between each shear wall segment, which compromises the overall seismic resistance of the structural system. Traditional shear wall hoisting construction also suffers from insufficient load-bearing capacity between the base and the subgrade, leading to the technical challenge of assembly for its own sake. Therefore, innovative designs for prefabricated shear wall systems should consider both innovative structural design and optimized process methods, aiming to improve on-site construction while ensuring high-performance seismic design. Summary of the Invention

[0004] The purpose of the present invention is to provide an H-shaped steel column supported double-laminated plate composite shear wall structure and a construction method to solve the problems raised by the background technology.

[0005] To achieve the above-mentioned object, the present invention provides the following technical solutions: an H-shaped steel column supported double-composite plate composite shear wall structure, comprising shear wall vertical steel bars, shear wall transverse distributed steel bars, additional supporting bars, supporting steel columns, truss rib composite plates, tie bars, prestressed bars and cast-in-place concrete; the shear wall vertical steel bars and shear wall transverse distributed steel bars form a shear wall double-row bidirectional steel mesh and are provided with tie bars, the truss rib composite plates are hoisted on both sides of the steel mesh, and the two together form a basic shear wall; the truss rib composite plates include Prefabricated panels, triangular bars and truss ribs. At the top of the shear wall, the truss ribs relative to the two truss rib composite plates are also tied with tie bars, and additional supporting bars extend from the base layer and pass through the inside of the triangular bars. The supporting steel columns serve as the connection nodes between the two adjacent shear walls, and the truss ribs on the truss rib composite plates close to the supporting steel columns are welded to the supporting steel columns. An anchor plate is also provided at one end of the shear wall's transverse distributed steel bars close to the supporting steel column, and unbonded prestressed bars and cast-in-place concrete are arranged in the cavity between the two truss rib composite plates.

[0006] The present invention also provides a technical solution: a construction method for a double-composite shear wall structure supported by an H-shaped steel column, wherein the construction process comprises the following steps: pre-embedding of shear wall vertical reinforcement, additional supporting reinforcement and supporting steel columns - binding of shear wall vertical reinforcement and shear wall transverse distributed reinforcement - laying of unbonded prestressed reinforcement and tension reinforcement, elastic truss rib composite plate control line - hoisting of truss rib composite plate by conduit method - welding of supporting steel columns and truss rib composite plate nodes - installation of notched aluminum molds at the bottom of truss rib composite plate at the nodes - treatment of truss rib composite plate joints, pouring and curing of cast-in-place concrete - tensioning and anchoring of unbonded prestressed reinforcement.

[0007] Compared with the existing technology, the beneficial effects of the present invention are as follows: the present invention is based on the principle of "H-shaped steel column segmented support connection to improve node bearing capacity, double truss rib composite plate formwork-free design to reduce construction costs, additional support rib conduit method to assist in efficient construction, and non-bonded prestressed tendons perforated layout, staggered tensioning and anchoring to improve seismic performance". Compared with traditional construction methods, the additional support rib conduit method assists in the efficient lifting of the truss rib composite plate, improves the structural integrity between the truss rib composite plate and its internal components after post-casting, effectively improves the structural bearing capacity, greatly reduces the support devices used for on-site prefabricated component lifting, and ensures the coordination of flow construction between construction sections, and meets the overall green construction standard requirements. BRIEF DESCRIPTION OF THE DRAWINGS

[0008] Figure 1 : Schematic diagram of a double-laminated slab composite shear wall structure supported by H-shaped steel columns;

[0009] Figure 2 : Relationship diagram between the position of truss rib composite plate and additional supporting reinforcement;

[0010] Figure 3 : Construction process flow chart of a H-shaped steel column supported double-laminated slab composite shear wall structure. DETAILED DESCRIPTION

[0011] See also Figure 1 and Figure 2 In an embodiment of the present invention, an H-shaped steel column-supported double-composite shear wall structure is disclosed, which adopts the design concept of "H-shaped steel column segmented support connection, double truss rib composite plate formwork-free design, additional support bar conduit method to assist in positioning, non-bonded prestressed bar perforation layout, staggered tensioning and anchoring". This shear wall structure includes shear wall vertical steel bars 1, shear wall transverse distribution steel bars 2, additional support bars 4, anchor plates 8, supporting steel columns 5, truss rib composite plates 3, tension bars 6, prestressed bars 7 and cast-in-place concrete. The shear wall vertical steel bars 1 and the shear wall transverse distribution steel bars 2 form a double-row bidirectional steel mesh of the shear wall and are provided with tension bars 6. The truss rib composite plates 3 are hoisted on both sides of the steel mesh, and the two together form the basic shear wall. The truss-rib composite slab 3 consists of precast panels 31, triangular reinforcements 32, and truss ribs 33. At the top of the shear wall, the truss ribs 33 of the two opposing truss-rib composite slabs 3 are also tied together with tie bars 6. Additional support bars 4 extend from the base layer (the reinforced concrete layer that serves as the foundation for the shear wall) and pass through the triangular reinforcements 32 of the truss-rib composite slab 3. Adjacent shear walls are connected by supporting steel columns 5. The truss ribs 33 of the truss-rib composite slab 3 near the supporting steel columns 5 are secured to them by welding. Anchor plates 8 are also provided near the end of the shear wall's transverse distributed reinforcement 2 near the supporting steel columns 5. The cavity between the two truss-rib composite slabs 3 is filled with unbonded prestressed tendons 7 and cast-in-place concrete.

[0012] In order to improve the connection strength of the internal steel bars of the shear wall at the node of the supporting steel column 5, anchor plates 8 are set at the ends of the shear wall transverse distribution steel bars 2 near the supporting steel column 5. The number of anchor plates 8 is not less than 85% of the number of shear wall transverse distribution steel bars 2. In areas with seismic fortification level 7 or above, the anchor plates 8 on the shear wall transverse distribution steel bars 2 in the left and right shear wall sections at the node of the supporting steel column 5 extend into each other's shear wall sections for a length of not less than 200 mm, so as to enhance the integrity between adjacent shear walls and the seismic performance of the nodes.

[0013] The shear wall's vertical reinforcement bars 1 and transverse distribution bars 2 form a double-row, bidirectional reinforcement mesh. The tie bars 6 are arranged horizontally at a spacing twice that of the shear wall's vertical reinforcement bars 1 and evenly spaced vertically along the shear wall's vertical reinforcement bars 1. The diameter of the tie bars 6 is no less than 8mm, and the ends of the tie bars 6 are equipped with 180-degree hooks. The straight sections of the hooks at both ends of the tie bars 6 are no less than 80mm.

[0014] In order to facilitate efficient welding and fixing of the supporting steel column 5 and the truss rib 33 of the composite plate, a gap of not less than 200mm×200mm is set at the bottom of the truss rib 33 near the supporting steel column 5 on the truss rib composite plate 3 to leave space for bottom welding operations.

[0015] The cavity between the two truss rib composite plates 3 is filled with cast-in-place concrete with a strength not less than C30. Low-shrinkage, slightly-expanding fine stone concrete is used and cast in one go without leaving construction joints. The joints between adjacent shear walls are sealed with sealing strips before pouring cast-in-place concrete.

[0016] In order to strengthen the connection strength between the truss rib composite plate 3 and its internal structure, the additional supporting reinforcement 4 extending from the base layer is located on the outside of the shear wall vertical reinforcement 1. The distance between the additional supporting reinforcement 4 and the shear wall vertical reinforcement 1 is not less than 50 mm, and the additional supporting reinforcement 4 passes through the triangular reinforcement 32 during the hoisting process of the truss rib composite plate 3 and is located inside the triangular reinforcement 32 of the truss rib composite plate 3.

[0017] A reserved hole is provided on the web of the supporting steel column 5, and the diameter of the reserved hole is not less than 30 mm. The unbonded prestressed tendons 7 pass through the reserved holes on the web of the supporting steel column 5. The unbonded prestressed tendons 7 are evenly arranged along the height of the shear wall during the binding of the steel mesh inside the shear wall. The spacing between each unbonded prestressed tendon 7 does not exceed 600 mm. The topmost and bottommost two prestressed tendons 7 arranged in each layer of shear wall are both 250 mm away from the top or bottom of the shear wall, and the cutting length of each unbonded prestressed tendon 7 does not exceed 9.0 m.

[0018] The construction method of the H-shaped steel column supported double laminated plate composite shear wall structure is now explained. Figure 3 The construction process includes the following steps: pre-embedding of shear wall vertical reinforcement, additional supporting reinforcement and supporting steel columns - binding of shear wall vertical reinforcement and shear wall transverse distributed reinforcement - layout of unbonded prestressed reinforcement and tension reinforcement, elastic truss rib composite plate control line - duct method of hoisting truss rib composite plate - welding of supporting steel columns and truss rib composite plate nodes - installation of notched aluminum formwork at the bottom of truss rib composite plate at the node - truss rib composite plate joint treatment, pouring and curing of cast-in-place concrete - tensioning and anchoring of unbonded prestressed reinforcement.

[0019] The specific technical solutions are as follows:

[0020] Step S1: Pre-embedded shear wall vertical reinforcement, additional support reinforcement and supporting steel columns

[0021] According to the construction plan, before pouring the foundation concrete, the shear wall vertical reinforcement, additional support bars, and supporting steel columns should be accurately placed. The diameter of the shear wall vertical reinforcement should be no less than 10mm, and the spacing should not exceed 150mm. The additional support bars on the outside of the shear wall vertical reinforcement are required for the internal hoisting of the triangular bars of the truss rib composite plate in the subsequent process. The diameter of the additional support bars should be no less than 16mm, and the spacing of the additional support bars should be equal to the designed spacing of the triangular bars of the truss rib composite plate or the designed spacing of the truss ribs. During on-site construction, the design and pre-embedded supporting steel columns should be based on the load requirements and the design dimensions of the shear wall panels. The reserved holes on the webs of the supporting steel columns should be 3mm to 5mm larger than the outer diameter of the unbonded prestressed bars in the subsequent process to facilitate punching. The bottom of the embedded supporting steel columns adopts a stepped method of increasing the variable cross-section to ensure that they are reliably embedded in the foundation concrete. When the upper embedded supporting steel columns need to be connected, they are welded after expanding the cross-section. Therefore, before pouring the foundation concrete, the position of the shear wall vertical reinforcement, additional supporting reinforcement and supporting steel columns should be accurately checked and accurately embedded. Before pouring the foundation concrete, the internal hidden project acceptance work should be completed.

[0022] Step S2: Binding of vertical reinforcement and transverse reinforcement of shear walls

[0023] After the shear wall's vertical reinforcement, additional support bars, and supporting steel columns are fixed inside the foundation concrete, strengthen the foundation concrete curing work for at least 7 days. On-site binding of the shear wall's vertical reinforcement and transverse distribution reinforcement is performed according to the design drawings. The shear wall's vertical reinforcement and transverse distribution reinforcement form a double-row, bidirectional reinforcement mesh for the shear wall. Under complex working conditions, the shear wall's transverse distribution reinforcement should extend into the adjacent shear walls near the supporting steel column nodes, and anchor plates should be installed at the ends of the shear wall's transverse distribution reinforcement as required. The shear wall's transverse distribution reinforcement in the upper and lower 1 / 3 height areas of the shear wall should be densely reinforced, with the spacing between the densely reinforced areas not exceeding 100mm. After the vertical reinforcement of the shear wall and the transverse distribution reinforcement of the shear wall are tied, the additional supporting reinforcement on the outside of the double-row two-way reinforcement mesh of the shear wall is checked and adjusted, and it is ensured that there is enough space between the additional supporting reinforcement and the double-row two-way reinforcement mesh of the shear wall, and there is no connection between the additional supporting reinforcement and the double-row two-way reinforcement mesh of the shear wall, so that each additional supporting reinforcement is in a free cantilever state, preparing for the duct method of lifting the truss rib composite plate in the subsequent process.

[0024] Step S3: Arrangement of unbonded prestressed tendons and tie bars, and elastic control lines of truss rib composite plates

[0025] The vertical reinforcement and transverse distribution reinforcement for the shear wall have been tied, and the process acceptance has been completed. The internal tie bars installed in the shear wall not only serve as a reliable connection and fixation for the double-row, bidirectional reinforcement mesh of the shear wall, but also provide support for the on-site laying and linear positioning of the unbonded prestressed tendons. The on-site unbonded prestressed tendons and tie bars are laid simultaneously, and a hidden engineering process acceptance is completed before the truss rib composite slab is hoisted using the conduit method. The vertical reinforcement for the shear wall and the double-row, bidirectional reinforcement mesh for the transverse distribution reinforcement are all completed. To ensure the accurate and efficient hoisting of the truss rib composite slab in subsequent processes, the outer edges of the truss rib composite slabs to be placed on both the inside and outside of the shear wall are marked. Simultaneously, the truss rib composite slab control lines are drawn 100mm outward from the edge lines, providing favorable conditions for the accurate and efficient hoisting of the truss rib composite slab in subsequent processes.

[0026] Step S4: Install the truss rib composite plate using the conduit method

[0027] According to the construction plan, the on-site truss rib composite plate hoisting and placement design adopted the conduit method to assist in the additional supporting reinforcement and the truss rib composite plate hoisting and reinforcement threading operations. Before the truss rib composite plate is hoisted, the hollow steel conduit with an expanded cross-section on the top or the steel conduit with cross steel bars welded on the top is first passed through the inside of the triangular reinforcement on each truss rib composite plate, and then the truss rib composite plate is hoisted according to the outer edge of the shear wall and the 100mm control line popped up on the base layer. The position of the additional supporting reinforcement extending from the base layer corresponds to the position relationship of the truss reinforcement (triangular reinforcement and truss rib) on the truss rib composite plate. The truss rib composite plate is slowly hoisted and lifted, and the additional supporting reinforcement extending from the base layer is manually aligned one by one with the conduit opening on the truss rib composite plate to be placed. The additional supporting reinforcement extending from the base layer is cleverly guided through the steel conduit to be inserted into the inside of the triangular reinforcement. After the truss rib composite plate is hoisted into place, the adjustable inclined support is used to temporarily fix the truss rib composite plate in place. Then, fine-tuning is performed according to the positioning edge line and control line of the truss rib composite plate previously prepared to ensure that the truss rib composite plate is hoisted into place accurately and the plane positioning error of the truss rib composite plate is controlled within 3mm. The control and adjustment of the top surface elevation of the truss rib composite plate can be effectively handled by grouting or appropriately removing the base layer before the truss rib composite plate is hoisted into place. After checking the positioning error of the truss rib composite plate, the steel conduits temporarily installed inside the truss rib composite plate are pulled out one by one. In order to better improve the efficiency of each process in the later stage of the shear wall, a gap of no less than 200mm×200mm is set at the node of the supporting steel column at the bottom of the truss rib composite plate to leave enough space for bottom welding operations. After the truss rib composite plate is hoisted into place, the debris at the bottom of the shear wall is cleaned in time, and the operations are carried out in sequence until all the work of hoisting the truss rib composite plate using the duct method is completed.

[0028] Step S5: Supporting steel columns and truss rib composite plate node welding

[0029] To strengthen the integrity of the truss rib composite plate and the internal cast-in-place structure and enhance the overall seismic resistance of the shear wall, the construction plan stipulates that the truss rib composite plate installed using the conduit method must be properly welded to the supporting steel columns. After a single truss rib composite plate is hoisted into place and before the next truss rib composite plate is hoisted, the truss ribs of the already installed truss rib composite plate are fully welded to the flange plate of the H-shaped supporting steel column. The triangular reinforcement and additional support reinforcement on each truss rib composite plate are tied and secured with steel wire to strengthen the connection between the truss rib composite plate and the internal steel mesh of the shear wall. The conduit method is then used to hoist another truss rib composite plate. In accordance with design requirements, the double-row bidirectional steel mesh of the shear wall is tied with tie bars. The corresponding additional support reinforcement within the shear wall is also fixed and tied with tie bars. Appropriate consideration is given to the already laid unbonded prestressed tendons to ensure the linear alignment of the unbonded prestressed tendons within the shear wall.

[0030] Step S6: Install the aluminum formwork at the bottom of the truss rib composite plate at the node

[0031] Because a gap of no less than 200mm x 200mm is provided at the bottom of the truss rib composite plate, according to the construction plan, an aluminum formwork is used to seal the gap at the bottom of the truss rib composite plate at the node before the shear wall concrete is poured. Before installing the aluminum formwork for the gap at the bottom of the truss rib composite plate at the node, focus on thoroughly cleaning the gap at the bottom of the H-shaped steel supporting steel column node. If necessary, use a high-pressure air gun to effectively clean the base of the shear wall before pouring concrete. The aluminum formwork for the gap at the bottom of the truss rib composite plate is fixed with high-strength internal threaded bolts. The internal thread is pre-embedded during the prefabrication of the truss rib composite plate at the PC factory. The aluminum formwork is relatively flexible and easy to install and remove on site, and the appearance quality of the concrete is good after the formwork is removed. When installing the aluminum formwork for the bottom notch of the truss rib composite plate at the on-site node, first stick an elastic sealing strip with a width of 30mm and a thickness of 5mm around the bottom notch of the truss rib composite plate. The sealing strip should be 10mm away from the edge of the bottom notch of the truss rib composite plate. Then install and fix the aluminum formwork. During the process, do not use strong force to interfere with the position relationship of the truss rib composite plate that has been in place. Carry out the process acceptance work and keep records.

[0032] Step S7: Truss rib composite plate joint treatment, cast-in-place concrete pouring and curing

[0033] After the aluminum formwork for the bottom notch of the truss rib composite plate at the node is installed and before concrete pouring, the joints between the adjacent truss rib composite plates on the left and right sides of the H-steel supporting steel column node need to be treated to prevent leakage. For interior walls (except for bathroom and kitchen interior walls with waterproofing requirements), the joints between the truss rib composite plates are sealed with cylindrical sealing strips, and the joints are then grouted after the subsequent concrete pouring is completed. For exterior walls with waterproofing requirements and bathroom and kitchen interior walls with waterproofing requirements, the joints between the truss rib composite plates are sealed with a roll of U-shaped clamping material, cylindrical sealing strips, joint grouting, and additional rolls. After the joints between the adjacent truss rib composite plates on the left and right sides of the H-steel supporting steel column node are treated to prevent leakage, the concrete pouring work within the shear wall truss rib composite plate cavity is carried out in sections. Concrete vibration should be strengthened at the H-steel supporting steel column node or shear wall joints, and the shear wall concrete curing time should be no less than 7 days. Since the aluminum formwork belongs to the side formwork of the shear wall, the aluminum formwork can be removed after the shear wall concrete is cured until its appearance is intact. The aluminum formwork can be reasonably rotated and the adjustable diagonal support can be removed after the shear wall concrete strength reaches the design strength.

[0034] Step S8: Unbonded prestressed tendon tensioning and anchoring

[0035] During the on-site construction process, after the cast-in-place concrete of the shear wall is poured and cured to 100% of the design strength, the unbonded prestressed tendons inside the shear wall can be tensioned in sections and staggered. The design considers that the longest cutting size of the unbonded prestressed tendons set inside the shear wall is 9.0m. Therefore, the design coordination between prefabricated components and prestressed tendons should be fully considered in the entire process of shear walls from design, prefabrication production, on-site lifting, perforation and laying of unbonded prestressed tendons in different parts. The unbonded prestressed tendon tensioning adopts the technical solution of "first completing the anchoring of the prestressed tendons at the end shear wall, and then completing the free tensioning and anchoring of one end of the prestressed tendons at the end shear wall. The unbonded prestressed tendons are tensioned in sequence from the bottom of the shear wall to the top, and are anchored immediately after tensioning, without the need for sealing anchors, and efficient operation." A continuous construction approach is employed. It is important to note that the tensioning end of the shear wall where the unbonded prestressed tendons are tensioned and anchored serves as the initial anchorage end for the unbonded prestressed tendons in the next shear wall section. This construction process requires thorough preparation for pre-embedded prestressed tendons between adjacent shear walls, and comprehensive consideration should be given before pouring the aforementioned cast-in-place concrete. After each section of double-laminated slab composite shear wall is completed, the process continues in a continuous flow, repeating steps S1 through S8 until all H-steel column-supported double-laminated slab composite shear walls are complete and ready for acceptance.

[0036] In summary, the present invention is based on the principle of "H-shaped steel column segmented support connection to improve node bearing capacity, double truss rib composite plate formwork-free design to reduce construction costs, additional supporting rib conduit method to assist in positioning and efficient construction, and non-bonded prestressed tendons perforated layout, staggered tensioning and anchoring to improve seismic performance". Compared with traditional construction methods, the construction period can be saved by 35% to 45%, and the construction cost can be reduced by about 10%. The additional supporting rib conduit method assists in positioning the truss rib composite plate for efficient lifting, which improves the structural integrity between the truss rib composite plate and its internal components after post-casting, effectively improves the structural bearing capacity, greatly reduces the number of support devices used for on-site prefabricated component lifting, and the construction process ensures the coordination of flow construction between each construction section, and meets the overall green construction standard requirements, and is worthy of promotion and application.

[0037] Finally, it should be noted that the above is only a preferred embodiment of the present invention and is not intended to limit the present invention. Although the present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art can still modify the technical solutions described in the aforementioned embodiments or make equivalent substitutions for some of the technical features therein. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the present invention should be included in the scope of protection of the present invention.

Claims

1. An H-shaped steel column supported double-laminated slab composite shear wall structure, characterized by: It includes vertical steel bars of shear wall, transverse distributed steel bars of shear wall, additional supporting bars, supporting steel columns, truss rib composite plates, tie bars, prestressed bars and cast-in-place concrete; the vertical steel bars of shear wall and the transverse distributed steel bars of shear wall form a double-row bidirectional steel mesh of shear wall and are provided with tie bars, and the truss rib composite plates are hoisted on both sides of the steel mesh, and the two together form the basic shear wall; the truss rib composite plates include precast plates, triangular bars and truss ribs. At the top of the shear wall, the truss ribs relative to the two truss rib composite plates are also tied with tie bars, and additional supporting bars extend from the base layer and pass through the inside of the triangular bars; the supporting steel column serves as the connection node between the two adjacent shear walls, and the truss ribs on the truss rib composite plates close to the supporting steel column are welded to the supporting steel column; the end of the shear wall transverse distributed steel bars close to the supporting steel column is also provided with an anchor plate, and the unbonded prestressed bars and cast-in-place concrete are arranged in the cavity between the two truss rib composite plates.

2. The shear wall structure according to claim 1, characterized in that: The number of anchor plates shall be no less than 85% of the number of transversely distributed steel bars of the shear wall, and the anchor plates in the shear wall sections on both sides of the supporting steel columns shall extend into each other's shear wall sections for a length of no less than 200mm.

3. The shear wall structure according to claim 1, characterized in that: The tie bars in the steel mesh are arranged horizontally at a spacing twice that of the vertical reinforcement of the shear wall, and are evenly arranged vertically along the vertical reinforcement of the shear wall; the diameter of the tie bars is not less than 8mm, and a 180-degree hook is provided at the end of the tie bars. The straight section of the hooks at both ends of the tie bars is not less than 80mm.

4. The shear wall structure according to claim 1, characterized in that: A notch of no less than 200mm×200mm is set at the bottom of the truss rib near the supporting steel column for bottom welding.

5. The shear wall structure according to claim 1, characterized in that: The strength of the cast-in-place concrete shall not be lower than C30. Low-shrinkage, slightly-expanding fine stone concrete shall be used. It shall be cast in one go without leaving any construction joints. The joints between adjacent shear walls shall be sealed with sealing strips before pouring the cast-in-place concrete.

6. The shear wall structure according to claim 1, characterized in that: The additional supporting reinforcement is located on the outside of the vertical reinforcement of the shear wall, and the distance between the additional supporting reinforcement and the vertical reinforcement of the shear wall is not less than 50mm.

7. The shear wall structure according to claim 1, characterized in that: A reserved hole is provided on the web of the supporting steel column, and the diameter of the reserved hole is not less than 30mm. The unbonded prestressed tendons pass through the reserved holes. The unbonded prestressed tendons are evenly arranged along the height of the shear wall during the binding process of the double-row bidirectional steel mesh of the shear wall. The spacing between each unbonded prestressed tendons does not exceed 600mm. The distance between the topmost and bottommost two prestressed tendons of the unbonded prestressed tendons arranged in each layer of shear wall and the top or bottom of the shear wall is 250mm, and the cutting length of each unbonded prestressed tendon does not exceed 9.0m.

8. A construction method for a double-laminated slab composite shear wall structure supported by H-shaped steel columns, characterized by: The construction process includes the following steps: pre-embedding of shear wall vertical reinforcement, additional supporting reinforcement and supporting steel columns - binding of shear wall vertical reinforcement and shear wall transverse distributed reinforcement - layout of unbonded prestressed reinforcement and tension reinforcement, elastic truss rib composite plate control line - duct method of hoisting truss rib composite plate - welding of supporting steel columns and truss rib composite plate nodes - installation of notched aluminum formwork at the bottom of truss rib composite plate at the nodes - treatment of truss rib composite plate joints, pouring and curing of cast-in-place concrete - tensioning and anchoring of unbonded prestressed reinforcement.

9. The construction method according to claim 7: The specific technical solutions are as follows: Step S1: Pre-embed the vertical reinforcement of the shear wall, additional supporting reinforcement and supporting steel columns: According to the construction plan, before pouring the foundation concrete, the shear wall vertical reinforcement, additional support bars and supporting steel columns should be accurately placed. The diameter of the shear wall vertical reinforcement should be no less than 10mm, and the spacing should not exceed 150mm. The additional support bars on the outside of the shear wall vertical reinforcement are required for the internal hoisting of the triangular reinforcement of the truss rib composite plate in the subsequent process. The diameter of the additional support bars should be no less than 16mm, and the spacing of the additional support bars should be equal to the design spacing of the triangular reinforcement of the truss rib composite plate or the design spacing of the truss rib. During the on-site construction process, the design of the supporting steel columns should be based on the force requirements and the shear wall panel design. The dimensions are designed and embedded. The reserved holes on the webs of the supporting steel columns should be 3mm to 5mm larger than the outer diameter of the unbonded prestressed tendons in the subsequent process to facilitate punching. The embedded bottom of the supporting steel columns adopts a stepped method of increasing the variable cross-section to ensure reliable embedding in the foundation concrete. When the embedded upper supporting steel columns need to be connected, they are welded after the cross-section is enlarged. Therefore, before pouring the foundation concrete, the positions of the shear wall vertical reinforcement, additional supporting bars and supporting steel columns should be accurately checked and embedded. Before pouring the foundation concrete, the internal concealed works should be inspected and accepted. Step S2: Binding of vertical reinforcements and transverse reinforcements for shear walls: After the vertical reinforcement of the shear wall, the additional supporting reinforcement and the supporting steel column are fixed inside the foundation concrete, the foundation concrete curing work shall be strengthened and cured for at least 7 days. The vertical reinforcement of the shear wall and the transverse distribution reinforcement of the shear wall shall be tied on site according to the requirements of the design drawings; the vertical reinforcement of the shear wall and the transverse distribution reinforcement of the shear wall shall form a double-row and two-way reinforcement mesh of the shear wall. Under the condition of meeting complex working conditions, the transverse distribution reinforcement of the shear wall shall extend into the adjacent shear wall near the node of the supporting steel column, and the anchor plates shall be installed on the ends of the transverse distribution reinforcement of the shear wall as required; The transverse distribution reinforcement of the shear wall in the 1 / 3 height area should be densely processed, and the spacing of the shear wall transverse distribution reinforcement in the dense area should not exceed 100mm; after the shear wall vertical reinforcement and the shear wall transverse distribution reinforcement are tied, the additional supporting reinforcement outside the double-row two-way steel mesh of the shear wall should be checked and adjusted, and ensure that there is sufficient space between the additional supporting reinforcement and the double-row two-way steel mesh of the shear wall, and there is no connection between the additional supporting reinforcement and the double-row two-way steel mesh of the shear wall, so that each additional supporting reinforcement is in a free cantilever state, preparing for the duct method of lifting the truss rib composite plate in the subsequent process; Step S3: Arrangement of unbonded prestressed tendons and tie bars, and drawing of control lines for truss rib composite slabs: The vertical reinforcement of the shear wall and the transverse distribution reinforcement of the shear wall have been tied, and the process acceptance work has been completed; the tension reinforcement installed inside the shear wall not only serves as a reliable connection and fixation for the double-row bidirectional reinforcement mesh of the shear wall, but also provides support for the laying and linear positioning of the unbonded prestressed reinforcement on site; the unbonded prestressed reinforcement and tension reinforcement are laid simultaneously on site, and the hidden engineering process acceptance is completed before the truss rib composite plate is hoisted using the conduit method; the vertical reinforcement of the shear wall and the double-row bidirectional reinforcement mesh of the transverse distribution reinforcement of the shear wall have all been completed. In order to effectively ensure the accurate and efficient hoisting of the truss rib composite plate in the subsequent process, the outer edge lines of the truss rib composite plate to be in place on both sides of the shear wall are marked, and at the same time, the truss rib composite plate control line is popped out 100mm from the edge line, providing favorable conditions for the accurate and efficient hoisting of the truss rib composite plate in the subsequent process; Step S4: Hoisting the truss rib composite plate using the conduit method: According to the construction plan, the on-site truss rib composite plate hoisting and placement design adopts the conduit method to assist the additional supporting bars and truss rib composite plates in hoisting and reinforcing bar insertion operations; before the truss rib composite plates are hoisted, the hollow steel conduit with an enlarged cross-section on the top or the steel conduit with cross steel bars welded on the top is first passed through the triangular bars on each truss rib composite plate, and then the truss rib composite plates are hoisted according to the outer edge of the shear wall and the 100mm control line popped up on the base layer. The position of the additional supporting bars extending from the base layer corresponds to the position relationship between the triangular bars and truss ribs on the truss rib composite plate, the truss rib composite plate is slowly hoisted and lifted, and the additional supporting bars extending from the base layer are manually aligned one by one with the conduit openings on the truss rib composite plate to be placed, and the additional supporting bars extending from the base layer are cleverly guided by the steel conduit to be inserted into the triangular bars; after the truss rib composite plates are hoisted into place, adjustable inclined supports are used for temporary fixation. The truss rib composite plate is in place, and then fine-tuned according to the positioning edge lines and control lines of the truss rib composite plate that were previously drawn, to ensure that the truss rib composite plate is accurately hoisted and placed, and the plane positioning error of the truss rib composite plate is controlled within 3mm. The control and adjustment of the top surface elevation of the truss rib composite plate can be effectively handled by grouting or appropriately removing the base layer before the truss rib composite plate is hoisted and placed; after checking the positioning error of the truss rib composite plate, the steel conduits temporarily installed inside the truss rib composite plate are pulled out one by one; in order to better improve the efficiency of each process in the later stage of the shear wall, a gap of not less than 200mm×200mm is set at the node of the supporting steel column at the bottom of the truss rib composite plate, leaving enough space for bottom welding operation, and the debris at the bottom of the shear wall is cleaned in time after the truss rib composite plate is hoisted and placed, and the operation is carried out in sequence until all the work of hoisting the truss rib composite plate by the conduit method is completed; Step S5: Welding of supporting steel columns and truss rib composite plate nodes: In order to strengthen the integrity of the truss rib composite plate and the internal cast-in-place structure and improve the overall seismic resistance of the shear wall, according to the construction plan, the truss rib composite plate hoisted by the conduit method needs to be properly welded to the supporting steel column. After the single truss rib composite plate is hoisted into place and before the other truss rib composite plate is hoisted, the truss ribs of the truss rib composite plate in place are first fully welded to the flange plate of the H-shaped supporting steel column. The triangular reinforcement and additional supporting reinforcement on each truss rib composite plate are tied and fixed with steel wire to strengthen the connection between the truss rib composite plate and the internal steel mesh of the shear wall. Then, the conduit method is still used to hoist another truss rib composite plate. According to the design requirements, the double-row bidirectional steel mesh of the shear wall is tied with reinforcement. At the same time, the corresponding additional supporting steel bars inside the shear wall are also fixed and supplemented with reinforcement. Appropriate consideration is given to the unbonded prestressed tendons that have been laid to ensure the linear direction of the unbonded prestressed tendons inside the shear wall. Step S6: Install the aluminum formwork at the bottom of the notched truss rib composite plate at the node: Since a gap of no less than 200mm×200mm is set at the bottom of the truss rib composite plate, according to the construction plan, before the shear wall concrete is poured, the gap at the bottom of the truss rib composite plate at the node is sealed with an aluminum mold; before the aluminum mold of the gap at the bottom of the truss rib composite plate at the node is installed, the bottom of the H-shaped steel supporting steel column node is fully cleaned through the gap, and if necessary, a high-pressure air gun is used to effectively clean the shear wall root before concrete pouring; the aluminum mold of the gap at the bottom of the truss rib composite plate is fixed with high-strength internal threaded bolts, and the gap is fixed at the truss rib. During the prefabrication process of the PC factory, the internal threaded sleeves are pre-embedded. The aluminum formwork is relatively flexible and easy to install and remove on site. The appearance quality of the concrete is good after the formwork is removed. When installing the aluminum formwork for the bottom notch of the truss rib composite plate at the on-site node, first stick a 30mm wide and 5mm thick elastic sealing strip around the bottom notch of the truss rib composite plate. The sealing strip should be 10mm away from the edge of the bottom notch of the truss rib composite plate. Then, the aluminum formwork is installed and fixed. During the process, no strong force should be used to interfere with the position relationship of the truss rib composite plate in place. The process acceptance work should be carried out well and records should be kept. Step S7: Truss rib composite plate joint treatment, cast-in-place concrete pouring and curing: After the notched aluminum formwork at the bottom of the truss rib composite plate at the node is installed, before pouring concrete, it is necessary to carry out a leak-proof treatment on the joints of the two adjacent truss rib composite plates on the left and right sides of the H-shaped steel supporting steel column node. For the joints of the truss rib composite plates on the inner wall, cylindrical sealing strips are used to seal the joints. After the subsequent concrete pouring is completed, the joint grouting technology is carried out. For the exterior walls with waterproofing requirements and the interior walls of the bathroom and kitchen with waterproofing requirements, the joints of the truss rib composite plates are sealed with a roll of U-shaped card seams + cylindrical sealing strips + joint grouting + laying of additional rolls. After the joints of the two adjacent truss rib composite plates on the left and right sides of the H-shaped steel supporting steel column node are treated to prevent leakage, the concrete pouring work of the internal cavity of the shear wall truss rib composite plate is carried out in sections. The concrete vibration should be strengthened at the H-shaped steel supporting steel column node or the shear wall joint. The shear wall concrete curing time is not less than 7 days. Since the aluminum formwork is a side formwork of the shear wall, the aluminum formwork can be removed after the shear wall concrete is cured until its appearance is intact. The aluminum formwork should be reasonably rotated and the adjustable diagonal support should be removed after the shear wall concrete strength reaches the design strength. Step S8: Unbonded prestressed tendon tensioning and anchoring: During the on-site construction process, after the shear wall cast-in-situ concrete is poured and cured to 100% of the design strength, the unbonded prestressed tendons inside the shear wall can be tensioned in sections and staggered. The design considers that the longest cutting size of the unbonded prestressed tendons set inside the shear wall is 9.0m. Therefore, the design coordination between prefabricated components and prestressed tendons should be fully considered in the whole process of design, prefabrication production, on-site hoisting, perforation and laying of unbonded prestressed tendons in different parts of the shear wall. The unbonded prestressed tendon tensioning adopts the method of "first completing the anchoring of the prestressed tendons at the end shear wall, and then completing the free tensioning and anchoring of the prestressed tendons at one end of the shear wall. The unbonded prestressed tendons are tensioned in the same way as the prestressed tendons at the end shear wall. The reinforcement bars are tensioned sequentially from the bottom of the shear wall upwards, anchored immediately upon tensioning, without the need for anchor sealing, and achieving efficient operation. A flow-line construction organization method is adopted, with the emphasis on the fact that the tensioned end of the shear wall where the unbonded prestressed bars are tensioned and anchored is the first anchoring end of the unbonded prestressed bars in the next section of the shear wall. During construction, preparations should be made for the pre-embedded layout of the prestressed bars between adjacent shear walls, and comprehensive considerations should be given before the aforementioned cast-in-place concrete is poured. After the construction of each section of the double-laminated slab composite shear wall is completed, the flow-line operation is repeated, with steps S1 to S8 repeated, until the construction of all H-shaped steel column-supported double-laminated slab composite shear walls is completed, and acceptance work is completed.

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