Semi-top-down design construction method for multi-layer steel-concrete structure

Abstract

The invention discloses a semi-inverse design construction method for a multi-layer steel-concrete structure, and relates to the technical field of building steel structure construction. The method comprises the following steps: constructing a foundation under a column and hoisting a steel column; carrying out external concrete reinforcement on a column foot to form a combined foundation; hoisting all floor steel beam columns to form a frame; preferentially paving a roof layer formwork-free steel bar truss floor support plate to form a temporary water closing surface; the hoisting system is used for efficiently completing construction of floor slabs of all floors on the lower portion in the indoor environment, and finally temporary facilities are dismantled to complete a main body. By means of the semi-reverse working procedure of the first roof and the second lower portion, in combination with the anti-overturning design of the externally-wrapped combination column foundation and the detachable sliding lifting hook conveying system, water closing of the main body structure in advance, the construction environment is fundamentally improved, the measure cost is remarkably saved, the construction period is effectively shortened, and the method has the outstanding advantages of being efficient, low in carbon and safe.

Description

Technical Field

[0001] This invention relates to the field of steel structure construction technology, specifically to a semi-reverse construction design and construction method for multi-story steel-concrete structures. Background Technology

[0002] In the construction of traditional multi-story reinforced concrete structures, a bottom-up, continuous construction method is commonly used. However, this method has revealed the following significant drawbacks in practical applications:

[0003] 1. Water seepage is prone to occur at the anchor bolt locations of steel columns in the basement: The connection between the base of the underground steel column and the foundation is easily disturbed and damaged due to long-term exposure to subsequent backfilling and cross-operations. In addition, stress concentration at this node makes it a high-risk area for leakage, which is difficult to repair and affects the durability of the structure.

[0004] 2. The main construction period is affected by the weather: Since the water can only be closed after the main structure is fully capped, the entire construction period is in the open air. The progress and quality of the work are directly affected by weather factors such as wind, rain and cold. The controllability of the construction period is poor, and the difficulty of quality control and safety management risks are significantly increased.

[0005] 3. The measures are costly and not low-carbon: Layer-by-layer construction requires repeated erection of full-span scaffolding and external protective frames, consuming a large amount of reusable materials, labor, and machinery, resulting in a high proportion of the cost of these measures. At the same time, the frequent turnover and wear and tear of materials leads to excessive resource and energy consumption, which is inconsistent with the concept of green and low-carbon construction.

[0006] Therefore, there is an urgent need for a semi-reverse construction design and construction method that can improve the construction process and achieve efficient, low-carbon, and high-quality construction. Summary of the Invention

[0007] The present invention aims to provide a semi-reverse construction design and construction method for multi-story steel-concrete structures to solve the problems of waterproofing, poor construction environment, high cost of measures and long construction period in traditional construction methods.

[0008] To achieve the above objectives, the technical solution adopted by the present invention is as follows:

[0009] A semi-reverse construction design and construction method for multi-story steel-concrete structures includes the following steps:

[0010] S1. Concrete foundation under the steel column is under construction; steel column hoisting begins.

[0011] S2. Hoist the steel column to at least 1 / 3 of its total height, set up a formwork in the column base area, and pour concrete to cover the steel column from the top of the foundation upwards to no more than 1 / 3 of the overall height of the steel column, forming an external concrete foundation.

[0012] S3. After the external concrete foundation reaches the predetermined strength, the steel columns, main beams, secondary frame beams and secondary beams of all floors are hoisted and installed from bottom to top. The main beams and secondary frame beams are placed on the nodes of the steel columns, and the secondary beams are placed on the main beams. After hoisting, a multi-story steel frame structure without floor slabs is formed.

[0013] S4. On the roof layer of the steel frame structure, a steel truss floor deck is laid, and lifting holes for installing hook rails are reserved at the positions of the secondary frame beams and / or the secondary beams.

[0014] S5. Install a hook track below the location of the hanging hole on the roof layer, and install multiple sliding hooks on the track;

[0015] S6. Use the sliding hook to transport, lay and construct the ordinary floor decking and related components of the remaining floors below, complete the construction of the remaining floor decking, and reserve construction holes for the hoisting and transportation area.

[0016] S7. Remove the hook track, fill the lifting hole and the construction hole, and complete the main construction of the multi-story frame structure.

[0017] Furthermore, in step S2, the covering height of the encased concrete foundation should be determined through overturning stability calculations during the construction phase. The steel column and the encased concrete foundation are considered as a whole. The encased concrete foundation is a composite structure consisting of the core steel column and the outer encasing concrete. The design value of the total horizontal force acting on the structure is... Design value of overturning moment generated on the foundation bottom surface It should not exceed the design value of the combined section flexural bearing capacity of the enclosed concrete foundation in the overturning direction. That is, it should satisfy:

[0018]

[0019] in, Let be the design value of wind load and horizontal load generated by the horizontal movement of hoisting machinery during the i-th construction phase. This is the vertical distance from the point of application of the load to the bottom surface of the foundation.

[0020] Furthermore, in step S3, when installing the main beam and secondary frame beam that intersect with the steel column segment within the height range covered by the outer concrete foundation, the outer concrete foundation has a support gap reserved at the design position corresponding to the steel column node.

[0021] Furthermore, in step S4, the steel truss floor deck is a galvanized steel plate steel truss floor deck with a non-removable bottom membrane, and the floor deck truss beam support frame includes truss beams, multiple support groups and two legs.

[0022] Furthermore, when the span of the roof floor slab exceeds the design limit for no-support, in step S4, a floor deck truss beam support frame is used to temporarily support the steel truss floor deck slab.

[0023] Furthermore, in step S5, the hook track is detachably fixedly connected to the secondary frame beam or secondary beam of the roof layer via a connector passing through the lifting hole.

[0024] Furthermore, the steel truss floor slabs laid in step S4 are arranged in an overlapping manner to form an overlapping surface that can prevent water leakage, so that the construction in step S6 can be carried out in an indoor or semi-indoor environment.

[0025] Furthermore, the permanent construction procedures of tying the roof reinforcement and pouring concrete are carried out simultaneously or alternately with the procedure of using a sliding hook to carry out the construction of the lower floors in step S6.

[0026] Furthermore, in step S2, before setting up the formwork, the planar position and verticality of the steel column of the hoisted section are calibrated and fixed, and monitored during concrete pouring and curing.

[0027] Furthermore, in step S3, during the process of hoisting steel columns and various steel beams layer by layer, the verticality of the steel columns is monitored and corrected in real time.

[0028] Compared with the prior art, the present invention has the following advantages:

[0029] 1. Pre-construction water sealing improves the environment: By prioritizing the construction of the roof layer and using overlapping floor decking to form a temporary water-sealed surface, the working environment below is changed from the open air to indoors, reducing the impact of weather and improving the working conditions for workers.

[0030] 2. Cost-saving measures and shortened construction period: The roof uses formwork-free floor decking, saving the need for full-span scaffolding. Internal transportation is carried out using sliding hooks, reducing reliance on external tower cranes and waiting time, thus achieving cost savings and an effective shortening of the construction period.

[0031] 3. Structural safety and reliable design: Scientific overturning resistance calculations were performed on the externally enclosed steel-concrete composite column foundation, ensuring the overall stability and safety of the main structure during the semi-reverse construction phase and providing technical support for innovative construction methods.

[0032] 4. Low carbon and high efficiency: This method reduces the amount of reusable materials such as formwork and scaffolding, reduces construction energy consumption, and meets the requirements of green building and dual carbon targets. Attached Figure Description

[0033] Figure 1 This is a schematic diagram of the multi-layer steel-concrete structure of the present invention;

[0034] Figure 2This is a schematic diagram of the externally enclosed concrete foundation of the present invention;

[0035] Figure 3 This is a schematic diagram of the steel column hoisting according to the present invention;

[0036] Figure 4 This is a schematic diagram of the concrete covering of the steel column base according to the present invention;

[0037] Figure 5 This is a schematic diagram of the hoisting of the overall steel structure columns and beams of the present invention;

[0038] Figure 6 This is a schematic diagram of the construction of the top roof panel of the present invention;

[0039] Figure 7 This is a schematic diagram of the floor deck truss beam support frame structure of the present invention;

[0040] Figure 8 This is a schematic diagram of the planar structure of the multi-layer steel-concrete structure of the present invention.

[0041] Among them, 1. Concrete foundation; 11. External concrete foundation; 2. Steel column; 3. Main beam; 3-1. Secondary frame beam; 3-2. Secondary beam; 4. Ordinary floor deck; 5. Steel truss floor deck; 6. Lifting hook rail; 7. Sliding hook; 8. Floor deck truss beam support frame; 8-1. Truss beam; 8-2. Support assembly; 8-3. Support leg; 9. Lifting hole; 9-1. Construction hole. Detailed Implementation

[0042] To facilitate understanding of the present invention, a more complete description will be given below with reference to the accompanying drawings. Preferred embodiments of the invention are shown in the drawings. However, the invention can be implemented in many different forms and is not limited to the embodiments described herein. Rather, these embodiments are provided to provide a thorough and complete understanding of the disclosure of the invention.

[0043] See Figures 1 to 8 The present invention provides a semi-reverse construction design and construction method for multi-story steel-concrete structures, comprising the following steps:

[0044] S1. Construction begins on the concrete foundation 1 under the steel column, and the steel column 2 is then hoisted.

[0045] S2. Hoist the steel column 2 to at least 1 / 3 of its total height, set up formwork in the column base area of ​​the steel column 2, and pour concrete to cover the steel column 2 from the top surface of the foundation upwards to 1 / 3 of the overall height of the steel column 2, forming an external concrete foundation 11.

[0046] S3. After the outer concrete foundation 11 reaches the predetermined strength, the steel columns 2, main beams 3, secondary frame beams 3-1 and secondary beams 3-2 of all floors are hoisted and installed from bottom to top. The main beams 3 and secondary frame beams 3-1 are placed on the nodes of the steel columns 2, and the secondary beams 3-2 are placed on the main beams 3. After hoisting, a multi-story steel frame structure without floor slabs is formed.

[0047] S4. On the roof layer of the steel frame structure, lay steel truss floor deck 5, and reserve lifting holes 9 at the positions of secondary frame beam 3-1 and / or secondary beam 3-2 to install hook rails 6;

[0048] S5. Install hook rails 6 below the hanging holes 9 on the roof layer, and install multiple sliding hooks 7 on the rails;

[0049] S6. Use the sliding hook 7 to transport, lay and construct the ordinary floor deck 4 and related components of the remaining floors below, complete the construction of the remaining floor slabs, and reserve the construction hole 9-1 for the hoisting and transportation area.

[0050] S7. Remove the hook track 6, fill the lifting hole 9 and construction hole 9-1, and complete the main construction of the multi-story frame structure.

[0051] Function description:

[0052] S1. Concrete foundation under the steel column is constructed, and the steel column 2 is hoisted: to establish a stable vertical load-bearing starting point and install the frame for the entire superstructure.

[0053] S2. Forming an external concrete foundation: Connecting and reinforcing the two independent steel column bases into an integral substructure significantly improves the overall overturning stability of the steel structure during the semi-reverse construction phase, providing a safety guarantee for changing the traditional construction sequence.

[0054] S3. Hoisting to form a steel frame: providing a structural carrier and installation platform for subsequent roof construction and work on each floor.

[0055] S4. Laying roof decking and reserving lifting holes 9: Laying steel truss decking 5 can quickly form a large-area roof covering layer, creating a temporary rainproof construction environment for the lower floors; reserving lifting holes 9 provides a preset interface for the subsequent installation of a dedicated indoor transportation system, avoiding damage caused by later drilling on the main structure.

[0056] S5. Install a sliding hook system: Establish a flexible and efficient vertical and horizontal material transportation system inside the building to solve the problem of material transportation to lower floors when the use of external tower cranes is restricted due to roof water tightness.

[0057] S6. Construction of lower floors using sliding hooks: In the indoor environment created by the roof, the construction of all remaining floor slabs can be completed efficiently and in an orderly manner, thus optimizing the construction period.

[0058] S7. Remove the tracks and fill the lifting holes 9: After construction is completed, remove temporary facilities, restore the integrity of structural components, and ensure project quality.

[0059] See Figures 1 to 6 In the semi-reverse construction design method for a multi-story steel-concrete structure provided by this invention, in step S2, the covering height of the outer concrete foundation should be determined through overturning stability calculation during the construction phase. The steel column 2 and the outer concrete foundation are considered as a whole. The outer concrete foundation is a composite structure consisting of the core steel column 2 and the outer concrete casing. The design value of the total horizontal force acting on the structure is... Design value of overturning moment generated on the foundation bottom surface It should not exceed the design value of the combined section flexural bearing capacity of the enclosed concrete foundation in the overturning direction. That is, it should satisfy:

[0060]

[0061] in, Let be the design value of wind load and horizontal load generated by the horizontal movement of hoisting machinery during the i-th construction phase. This is the vertical distance from the point of application of the load to the bottom surface of the foundation.

[0062] Using a concrete enclosure that is 1 / 3 the overall height of the steel column is usually sufficient and economical, without the need for excessive covering. Specific verification is as follows: The calculation must meet the design value of the overturning moment. Design value of flexural bearing capacity of composite section ,Right now , The design value of the flexural bearing capacity of the composite section is determined based on the geometric parameters and material strength design values ​​of the internal steel column 2 and the outer concrete in the externally enclosed concrete foundation section, according to the design principle of steel-concrete composite structure.

[0063] This embodiment sets up a typical multi-story steel structure construction scenario for calculation: a 7-story steel frame office building, with a first floor height of 5 meters, a standard floor height of 4 meters, and a total building height H0 of 29 meters; the typical column grid is 8 meters × 8 meters, and the bottom edge columns are welded H-beams made of Q355 steel with a cross-section of HW400×400×20×30. During verification, the horizontal loads mainly consider wind loads and possible construction collision forces during the construction phase. The concrete strength grade is taken as C40.

[0064] 1. Overturning moment Calculation

[0065] The overturning moment during construction is mainly generated by wind load. According to the "Load Code for Design of Building Structures" GB50009, taking the basic wind pressure w0 = 0.45 kN / m² (Class C terrain), the wind load acting on a single column can be simplified to a concentrated force design value F1 acting on the column top, approximately 25 kN. Simultaneously, considering accidental collisions with small equipment during construction, an additional concentrated force design value F2 = 10 kN is added to the column top. Therefore, the total horizontal force ∑F = 35 kN. Overturning moment design value for:

[0066]

[0067] 2. Design value of flexural bearing capacity of composite section Calculation

[0068] The overturning resistance is provided by an enclosed concrete foundation, which is a composite section consisting of an internal steel column 2 and an external concrete enclosure.

[0069] Working condition A (H1=7.25m, approximately H0 / 4): The equivalent width of the composite section is taken as 1.2 meters. After simplified calculation, the plastic bending contribution of the two internal steel columns is approximately 550. The contribution of the outer concrete portion depends primarily on its compression zone area and lever arm, which is calculated to be approximately 500. Therefore, in total ≈1050 .

[0070] Condition B (H2=9.67m, approximately H0 / 3): The covering height increases to 1 / 3. The contribution of steel column 2 remains unchanged at 550. The contribution of the outer concrete portion jumps to approximately 1300 due to its significantly increased height and lever arm. Therefore, in total ≈1850 .

[0071] Condition C (H3 = 14.5m, approximately H0 / 2): The covering height increases to half. At this point, the contribution of the outer concrete portion further increases significantly to approximately 2650. ,total ≈3200 .

[0072] 3. Safety calculations and verification of the reasonableness of 1 / 3 height

[0073] According to the verification conditions We calculate the safety factor for each working condition. :

[0074] Working Condition A (1 / 4 Height): K A =1050 / 1015≈1.03;

[0075] Working Condition B (1 / 3 Height): K B =1850 / 1015≈1.82;

[0076] Working condition C (1 / 2 height): K C =3200 / 1015≈3.15.

[0077] 4. Data Conclusions

[0078] Condition A (1 / 4 height): Safety factor K≈1.03, which is less than the minimum safety reserve usually required in engineering (generally ≥1.5), and does not meet the overturning stability requirements during the construction stage, proving that insufficient coverage poses a risk.

[0079] Condition B (1 / 3 height): Safety factor K≈1.82, fully meets stability requirements and has a reasonable safety margin.

[0080] Condition C (1 / 2 height): Safety factor K≈3.15. Although the safety is extremely high, the amount of concrete used is about 50% higher than that in Condition B, and the safety margin has far exceeded the necessary level. From an economic point of view, it is not advantageous.

[0081] Therefore, the calculation data in this embodiment clearly shows that for a 7-story building, one-third of the overall height of the steel column 2 can basically meet the construction requirements. Without the technical personnel specifying the exact height, resources such as construction materials, construction machinery and personnel can be allocated in advance based on one-third of the height to speed up the construction progress.

[0082] See Figure 8 In the semi-reverse construction method for a multi-story reinforced concrete structure provided by this invention, in step S3, when installing the main beam 3 and secondary frame beam 3-1 intersecting with the steel column 2 segments within the height range covered by the outer concrete foundation, a support gap is reserved at the corresponding design position of the steel column 2 node in the outer concrete foundation. This solves the spatial conflict problem when installing the outer concrete foundation and the secondary beam 3-2 and secondary frame beam 3-1. By reserving the support gap, sufficient space is ensured in the beam-column node area for connection work, thereby ensuring the construction quality of the node and the effective transfer of load.

[0083] See Figure 1 , Figure 6 In the semi-reverse construction design method for multi-story steel-concrete structures provided by this invention, in step S4, the steel truss floor deck 5 is a galvanized steel plate steel truss floor deck 5 with a non-removable bottom formwork. Its thickness and stiffness are designed to eliminate the need for full-span scaffolding support during the laying stage. This further achieves support-free construction, saving on construction costs and time. The selected floor deck utilizes the strength and stiffness of its bottom formwork steel plate, serving as a working platform during construction and as a permanent formwork in the later stages, eliminating the extensive work of erecting and dismantling formwork support frames.

[0084] See Figure 7 In the semi-reverse construction method for a multi-story steel-concrete structure provided by this invention, when the span of the roof floor slab exceeds the design limit for no-support, a reusable and rapidly turnoverable floor deck truss beam support frame 8 is used in step S4 to temporarily support the steel truss floor deck 5. The floor deck truss beam support frame 8 includes a truss beam 8-1, multiple support groups 8-2, and two legs 8-3. The truss beam 8-1 includes multiple truss beam 8-1 units connected in sequence. Multiple support groups 8-2 are spaced apart on the truss beam 8-1. Each support group 8-2 includes two supports symmetrically arranged on both sides of the truss beam 8-1 to support the floor deck. The two legs 8-3 are respectively located at both ends of the truss beam 8-1 in the length direction and are connected to the truss beam 8-1 with adjustable lateral and vertical distances so that the top steel plate of the leg 8-3 can abut against the web of the I-beam, and the uppermost square steel and the bottommost steel plate abut against the upper and lower flanges of the I-beam. When the roof span exceeds the design limit of the unsupported floor decking, the reusable and quickly reusable floor decking truss beam support frame 8 provides safe and reliable temporary support for the floor decking. The modular and adjustable design can flexibly adapt to different spans and beam sizes.

[0085] See Figure 1 , Figure 8 In the semi-reverse construction method for a multi-story steel-concrete structure provided by this invention, in step S5, the hook rail 6 is detachably and fixedly connected to the secondary frame beam 3-1 or secondary beam 3-2 of the roof layer via a connector passing through the lifting hole 9. This achieves stable installation and convenient disassembly of the transportation system. Through the reserved lifting hole 9 and the detachable connection, the rail is firmly fixed to bear the lifting load and facilitates complete disassembly and reuse after construction, minimizing the impact on the permanent structure.

[0086] See Figure 6 In the semi-reverse construction design method for multi-story steel-concrete structures provided by this invention, the steel truss floor slabs 5 laid in step S4 are overlapped to form an overlapping surface that prevents water leakage, allowing the construction in step S6 to be carried out indoors or in a semi-indoor environment. The continuous overlapping surface formed by the overlap between the slabs effectively blocks rainwater infiltration, thereby transforming the lower working space into a sheltered environment.

[0087] See Figures 6 to 8 In the semi-reverse construction method for multi-story steel-concrete structures provided by this invention, the permanent construction procedures of roof reinforcement binding and concrete pouring are carried out simultaneously or alternately with the procedure of using sliding hooks 7 to construct the lower floors in step S6. This maximizes overall construction efficiency and shortens the total construction period. It allows the construction of the permanent roof structure and the construction of the lower floors to be carried out in parallel, realizing efficient overlapping operations of different spaces and different procedures.

[0088] See Figures 1 to 8 In the semi-reverse construction method for a multi-story steel-concrete structure provided by this invention, in step S2, before setting up the formwork, the planar position and verticality of the hoisted steel column 2 are calibrated and fixed, and monitored during concrete pouring and curing. This ensures the construction accuracy of the encased concrete foundation. Through calibration, fixing, and monitoring, it is ensured that the steel column 2 remains in the correct design position and vertical state after being encased in concrete, guaranteeing the installation quality of the superstructure.

[0089] See Figures 1 to 8 In the semi-reverse construction method for a multi-story steel-concrete structure provided by this invention, in step S3, the verticality of the steel columns 2 is monitored and corrected in real time during the process of hoisting the steel columns 2 and various steel beams layer by layer. This ensures the installation accuracy of the final multi-story steel frame structure. Through real-time monitoring and correction, the cumulative error of the structure during the hoisting process is effectively controlled, ensuring that the verticality meets the specifications.

[0090] Explanation of the implementation process and principles:

[0091] During construction, the concrete foundation under steel column 2 is constructed first. Once the foundation strength is sufficient for the installation of steel column 2, steel column 2 is hoisted. During installation, the verticality of steel column 2 must be strictly controlled to avoid deviations in the main structure construction. After steel column 2 is hoisted, it is encased in concrete to a height of 1 / 3 of the main structure height, forming an external concrete foundation. This external concrete foundation addresses the structural overturning stability issue during the construction phase. The specific height needs to be calculated by the design institute to meet the overall steel structure's overturning resistance requirements. Subsequently, steel column 2, main beam 3, secondary frame beam 3-1, and secondary beam 3-2 are hoisted layer by layer until the top is reached. After the overall steel structure is hoisted, the roof panels are constructed first, followed by the hoisting of galvanized steel plate reinforced truss floor deck 5. A temporary watertight environment is created using overlapping structures. During the lower-level construction, sliding hooks 7 on sliding hook rails 6 are used for vertical and horizontal transportation, greatly increasing construction efficiency. Finally, the overall main structure construction is completed.

[0092] The present invention and its embodiments have been described above. This description is not restrictive, and the figures shown are only one embodiment of the present invention. The actual structure is not limited to this.

Claims

1. A semi-reverse construction design and construction method for multi-story reinforced concrete structures, characterized in that, Includes the following steps: S1. Concrete foundation under the steel column is under construction; steel column hoisting begins. S2. Hoist the steel column to at least 1 / 3 of its total height, set up a formwork in the column base area, and pour concrete to cover the steel column from the top of the foundation upwards to no more than 1 / 3 of the overall height of the steel column, forming an external concrete foundation. S3. After the external concrete foundation reaches the predetermined strength, the steel columns, main beams, secondary frame beams and secondary beams of the floor are hoisted and installed from bottom to top. The main beams and the secondary frame beams rest on the nodes of the steel columns, and the secondary beams rest on the main beams. After hoisting, a multi-story steel frame structure without floor slabs is formed. S4. On the roof layer of the steel frame structure, a steel truss floor deck is laid, and lifting holes for installing hook rails are reserved at the positions of the secondary frame beams and / or the secondary beams. S5. Install a hook track below the location of the hanging hole on the roof layer, and install multiple sliding hooks on the track; S6. Use the sliding hook to transport, lay and construct the ordinary floor decking and related components of the remaining floors below, complete the construction of the remaining floor decking, and reserve construction holes for the hoisting and transportation area. S7. Remove the hook track, fill the lifting hole and the construction hole, and complete the main construction of the multi-story frame structure.

2. The method for semi-reverse construction design of a multi-story steel-concrete structure according to claim 1, characterized in that, In step S2, the covering height of the encased concrete foundation should be determined through overturning stability calculations during the construction phase. The steel column and the encased concrete foundation are considered as a whole. The encased concrete foundation is a composite structure consisting of the core steel column and the outer encasing concrete. The design value of the total horizontal force acting on the structure is... Design value of overturning moment generated on the foundation bottom surface It should not exceed the design value of the combined section flexural bearing capacity of the enclosed concrete foundation in the overturning direction. That is, it should satisfy: ； in, Let be the design value of wind load and horizontal load generated by the horizontal movement of hoisting machinery during the i-th construction phase. This is the vertical distance from the point of application of the load to the bottom surface of the foundation.

3. The method for semi-reverse construction design of a multi-story steel-concrete structure according to claim 1, characterized in that, In step S3, when installing the main beam and secondary frame beam that intersect with the steel column segment within the height range covered by the outer concrete foundation, the outer concrete foundation has a support gap reserved at the design position of the corresponding steel column node.

4. The method for semi-reverse construction design of a multi-story steel-concrete structure according to claim 1, characterized in that, In step S4, the steel truss floor deck is a galvanized steel plate steel truss floor deck that does not require removal of the bottom membrane.

5. The method for semi-reverse construction design of a multi-story steel-concrete structure according to claim 4, characterized in that, When the span of the roof floor exceeds the design limit for no support, in step S4, a floor deck truss beam support frame is used to temporarily support the steel truss floor deck. The floor deck truss beam support frame includes a truss beam, multiple support groups and two legs.

6. The method for semi-reverse construction design of a multi-story steel-concrete structure according to claim 1, characterized in that, In step S5, the hook track is detachably fixed to the secondary frame beam or secondary beam of the roof layer via a connector passing through the lifting hole.

7. The method for semi-reverse construction design of a multi-story steel-concrete structure according to claim 1, characterized in that, The steel truss floor slabs laid in step S4 are arranged in an overlapping manner to form an overlapping surface that can prevent water leakage, so that the construction in step S6 can be carried out in an indoor or semi-indoor environment.

8. The method for semi-reverse construction design of a multi-story steel-concrete structure according to claim 1, characterized in that, The permanent construction process of tying the roof reinforcement and pouring concrete is carried out simultaneously or alternately with the process of using a sliding hook to carry out the construction of the lower floors in step S6.

9. A semi-reverse construction design and construction method for a multi-story reinforced concrete structure according to claim 1, characterized in that, In step S2, before setting up the formwork, the planar position and verticality of the steel column in the hoisted section are calibrated and fixed, and monitored during concrete pouring and curing.

10. A semi-reverse construction design and construction method for a multi-story steel-concrete structure according to claim 1, characterized in that, In step S3, the verticality of the steel columns is monitored and corrected in real time during the process of hoisting the steel columns and various steel beams layer by layer.

Images