Structure and Construction Method of Steel-Concrete Composite Joint at Lower Flange of Corrugated Steel Web

Abstract

The present invention belongs to the technical field of composite girder bridges with corrugated steel webs, and discloses a structure and construction method for the steel-concrete joint of the lower flange of a corrugated steel web. The steel-concrete joint structure includes: a lower flange plate; a precast concrete bottom plate, which is lapped on the top of the end of the lower flange plate away from the corrugated steel web, and a casting space located above the lower flange plate is formed between the precast concrete bottom plate and the corrugated steel web; a plurality of first stress members; a plurality of second stress members; and a cast-in-place concrete bottom plate, which is formed after pouring concrete in the casting space, and the formed cast-in-place concrete bottom plate wraps the plurality of first stress members and the plurality of second stress members, and forms a whole that jointly bears force with the corrugated steel web, the lower flange plate and the precast concrete bottom plate. The external wrapping structure of the present invention ensures the sealing and tightness of the interface through the wrapping connection of the steel web and the concrete, thereby improving the overall durability of the joint; improving the shear stiffness, etc.

Description

Technical Field

[0001] The present invention belongs to the technical field of composite girders with corrugated steel webs, and particularly relates to a structure and construction method for the steel-concrete joint at the lower flange of corrugated steel webs. Background Art

[0002] The composite girder bridge with corrugated steel webs is a lightweight and high-performance bridge structure form, whose design combines the high strength of steel and the durability of concrete. However, in actual engineering, the joint between the corrugated steel web and the concrete top and bottom plates is a technical difficulty. Multiple plate segments on the corrugated steel web are usually inclined plate segments and straight plate segments. This joint not only needs to bear a large longitudinal shear force, but also needs to resist the transverse bending moment caused by vehicle loads, self-weight of concrete, etc.

[0003] In traditional designs, the joint structure usually adopts the flange type or the embedded type. Among them, the flange type joint combines the steel flange plate with concrete, usually by reverse casting; during construction, the concrete adheres to the connectors by gravity, but due to construction conditions and casting technology limitations, it is difficult to achieve an ideal degree of compaction at the joint; the embedded type joint forms an embedded structure by connecting the corrugated steel web and the concrete plate with longitudinal fillet welds; although it avoids the problem of reverse casting, due to the relatively low longitudinal stiffness of the corrugated steel web itself, its joint surface with concrete is prone to separation under load and is accompanied by interface cracks; especially under vehicle loads, the joint requires additional waterproof treatment to cope with potential cracks and water seepage risks, increasing the construction complexity and maintenance costs.

[0004] Therefore, we propose a structure and construction method for the steel-concrete joint at the lower flange of corrugated steel webs to solve the above problems. Summary of the Invention

[0005] To solve the above problems, the present invention provides a structure and construction method for the steel-concrete joint at the lower flange of corrugated steel webs, which solves the problems of insufficient compaction and poor shear and bending resistance.

[0006] The present invention is realized as follows: A structure for the steel-concrete joint at the lower flange of corrugated steel webs includes:

[0007] A lower flange plate fixed to the bottom of the corrugated steel web;

[0008] A precast concrete bottom plate lapped on the top of one end of the lower flange plate away from the corrugated steel web, and a casting space located above the lower flange plate is formed between the precast concrete bottom plate and the corrugated steel web;

[0009] Multiple first stress members arranged at the lower part on the side of the corrugated steel web facing the precast concrete bottom plate and located in the casting space;

[0010] A plurality of second force - receiving members, disposed on the top of the lower flange plate and located within the pouring space; and

[0011] A cast - in - place concrete bottom plate, formed by pouring concrete within the pouring space, and the formed cast - in - place concrete bottom plate wraps the plurality of first force - receiving members and the plurality of second force - receiving members, and together with the corrugated steel web, the lower flange plate, and the pre - cast concrete bottom plate forms a jointly - stressed whole.

[0012] A further improvement of the structure of the corrugated steel web lower - flange steel - concrete joint of the present invention lies in that the number of the first force - receiving members is the same as the number of the plate segments of the corrugated steel web, and the plurality of first force - receiving members respectively correspond to the plurality of plate segments. The first force - receiving member includes at least one first force - receiving plate fixed to the corresponding plate segment, at least one first perforation penetrating along the thickness direction of all the first force - receiving plates, and at least one first force - receiving rod respectively passing through at least one first perforation and extending out of both ends of the corresponding first perforation at both ends.

[0013] A further improvement of the structure of the corrugated steel web lower - flange steel - concrete joint of the present invention lies in that on at least part of the plate segments of the corrugated steel web, there is a third force - receiving member connected for limiting the corresponding first force - receiving rod to prevent the first force - receiving rod from moving away from the corresponding plate segment.

[0014] A further improvement of the structure of the corrugated steel web lower - flange steel - concrete joint of the present invention lies in that the number of the third force - receiving members is the same as the number of the first force - receiving rods on the corresponding plate segments. The third force - receiving member includes a limiting member and a limiting hole for the corresponding first force - receiving rod to pass through.

[0015] A further improvement of the structure of the corrugated steel web lower - flange steel - concrete joint of the present invention lies in that the first force - receiving plate is vertically arranged, and all the first force - receiving rods on adjacent two plate segments correspond one by one and are connected end to end.

[0016] A further improvement of the structure of the corrugated steel web lower - flange steel - concrete joint of the present invention lies in that the first force - receiving plate is vertically arranged, and the relative two ends of adjacent two first force - receiving rods are fixedly connected.

[0017] A further improvement of the structure of the corrugated steel web lower - flange steel - concrete joint of the present invention lies in that on at least part of the plate segments of the corrugated steel web, there is a stiffening member fixed for fixing the corresponding first force - receiving plate, and the stiffening member is horizontally arranged as a whole.

[0018] A further improvement in the structure of the steel-concrete joint at the lower flange of the corrugated steel web of the present invention lies in that the second force-bearing member includes at least one second force-bearing plate fixed to the top of the lower flange plate, at least one second perforation penetrating along the thickness direction of each second force-bearing plate, and at least one second force-bearing rod corresponding to the at least one second perforation. The first end of the second force-bearing rod is embedded in the precast concrete bottom plate, and the second end of the second force-bearing rod extends out of the precast concrete bottom plate and passes through the corresponding second perforation until it is connected and fixed to at least one first force-bearing rod.

[0019] A further improvement in the structure of the steel-concrete joint at the lower flange of the corrugated steel web of the present invention lies in that the second force-bearing member further includes a plurality of limiting rods fixed to the top of the lower flange plate, and the plurality of limiting rods are distributed on opposite sides of the second force-bearing rod.

[0020] A construction method for the structure of the steel-concrete joint at the lower flange of the corrugated steel web includes the following steps:

[0021] Provide a lower flange plate and fix the lower flange plate to the bottom of the corrugated steel web.

[0022] Provide a precast concrete bottom plate and lap the precast concrete bottom plate on the top of one end of the lower flange plate away from the corrugated steel web, and form a casting space above the lower flange plate between the precast concrete bottom plate and the corrugated steel web.

[0023] Provide a plurality of first force-bearing members and arrange the plurality of first force-bearing members at the lower part on the side of the corrugated steel web facing the precast concrete bottom plate and located in the casting space.

[0024] Provide a plurality of second force-bearing members and arrange the plurality of second force-bearing members on the top of the lower flange plate and located in the casting space.

[0025] Pour concrete in the casting space and make the concrete wrap the plurality of first force-bearing members and the plurality of second force-bearing members to form a cast-in-place concrete bottom plate.

[0026] Compared with the prior art, the beneficial effects of the present invention are as follows:

[0027] By adopting the design of an outsourced joint structure and combining it with the concrete pouring process from top to bottom, the present invention avoids the compactness problems caused by traditional reverse pouring. The outsourced structure ensures the sealing and tightness of the interface through the wrapping connection of the steel web and concrete, thereby improving the overall durability of the joint. A first stress plate is provided on the straight section of the corrugated steel web, and stiffeners are arranged thereon to improve the shear stiffness. A limiting rod is provided on the lower flange plate, which together with the first stress rod forms a composite bending mechanism. A limiting member is provided on the inclined plate section in combination with the first stress rod to effectively resist the pulling force between the steel web and concrete and enhance the overall mechanical properties of the joint. The outsourced design reduces the path of water penetration. At the same time, through the arrangement of multiple first stress plates and limiting members, the stress distribution at the interface is optimized, reducing the crack risk of the joint. Meanwhile, the precast concrete bottom plate and the steel member are connected in an assembled manner to achieve efficient construction, reduce construction costs and construction period. It also takes into account the resistance to longitudinal shear force, transverse bending moment and pulling force, enabling the joint to exhibit excellent mechanical properties under multiple working conditions. BRIEF DESCRIPTION OF THE DRAWINGS

[0028] Figure 1 Fig. shows the schematic diagram of the pouring space position of the present invention.

[0029] Figure 2 Fig. shows the schematic diagram of the mechanism of the first stress member and the second stress member of the present invention.

[0030] Figure 3 Fig. shows the schematic diagram of the combined resistance of the torsion mechanism composed of the first stress rod and the limiting rod of the present invention.

[0031] In the figure: 1, corrugated steel web; 101, first straight section; 102, second straight section; 103, inclined plate section; 2, lower flange plate; 3, precast concrete bottom plate; 4, pouring space; 5, pouring port; 6, first stress plate; 7, first stress rod; 8, limiting member; 9, stiffener; 10, limiting rod; 11, second stress plate; 12, third stress rod; 13, third perforation; 14, second perforation; 15, first perforation. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0032] In order to solve the problems of insufficient compactness and poor shear and bending resistance, the present invention provides a structure and construction method for the steel-concrete joint of the lower flange of a corrugated steel web. The following further describes the structure and construction method for the steel-concrete joint of the lower flange of a corrugated steel web with specific embodiments in conjunction with the drawings.

[0033] Refer to Figures 1 to 3 As shown, a structure for the steel-concrete joint of the lower flange of a corrugated steel web includes:

[0034] The lower flange plate 2 is fixed to the bottom of the corrugated steel web 1;

[0035] The precast concrete bottom plate 3 is lapped on the top of one end of the lower flange plate 2 away from the corrugated steel web 1, and a casting space 4 is formed between the precast concrete bottom plate 3 and the corrugated steel web 1 above the lower flange plate 2;

[0036] A plurality of first stress members are arranged at the lower part of the side of the corrugated steel web 1 facing the precast concrete bottom plate 3 and are located in the casting space 4;

[0037] A plurality of second stress members are arranged on the top of the lower flange plate 2 and are located in the casting space 4; and

[0038] The cast-in-place concrete bottom plate is formed after pouring concrete in the casting space 4, and the formed cast-in-place concrete bottom plate wraps the plurality of first stress members and the plurality of second stress members, and forms a jointly stressed whole with the corrugated steel web 1, the lower flange plate 2 and the precast concrete bottom plate 3.

[0039] Specifically, as shown in Figure 1 As shown, a plurality of casting ports 5 are reserved at one end of the precast concrete bottom plate 3 facing the corrugated steel web 1, and the plurality of casting ports 5 respectively correspond to the plurality of second stress members; a post-cast strip is reserved on the side of the corrugated steel web 1 facing the precast concrete bottom plate 3; by pouring high-strength cement mortar and concrete into the casting ports 5 and the post-cast strip, it is ensured that the corrugated steel web 1, the lower flange plate 2 and the precast concrete bottom plate 3 can be closely combined and jointly stressed; when the precast concrete bottom plate 3 is lapped on the top of the lower flange plate 2, epoxy mortar can be pre-applied to the contact area between the top of the lower flange plate 2 and the bottom of the precast concrete bottom plate 3, which can make the joint waterproof and leakage-proof;

[0040] Since the concrete at the post-cast strip part of the joint is poured from top to bottom, the compactness of the pouring is ensured, and there is no need to consider durability problems such as water seepage. The corrugated steel web 1 and the lower flange plate 2 are arranged, and the shear resistance effect is the best. The precast concrete bottom plate 3 can be directly placed on the lower flange plate 2 without setting a cantilever hanging basket; on the basis of the above structural design, the joint between the corrugated steel web 1 and the precast concrete bottom plate 3 can adopt the method of pouring concrete from top to bottom in the forward direction, effectively avoiding the void problem caused by reverse pouring, ensuring the high compactness of concrete pouring, and further improving the durability and anti-seepage performance of the joint.

[0041] Among them, as shown in Figure 2 As shown, the number of the first stress members is the same as the number of the plate segments of the corrugated steel web 1, and the plurality of first stress members respectively correspond to the plurality of plate segments. The first stress member includes at least one first stress plate 6 fixed on the corresponding plate segment, at least one first through hole 15 penetrating along the thickness direction of all the first stress plates 6, and at least one first stress rod 7 respectively passing through at least one first through hole 15 and extending out of both ends of the corresponding first through hole 15 at both ends.

[0042] Specifically, as shown inFigure 2 As shown in the figure, the corrugated steel web 1 is formed by alternately arranging and connecting a plurality of inclined plate segments 103 and a plurality of straight plate segments end to end; in this embodiment, a first stress plate 6 is fixed on each straight plate segment and inclined plate segment 103, and two first through holes 15 arranged vertically are formed in the same first stress plate 6, and a first stress rod 7 is inserted into each first through hole 15;

[0043] Furthermore, the straight plate segment includes a first straight plate segment 101 and a second straight plate segment 102. The first straight plate segment 101 is farther from the precast concrete bottom plate 3 than the second straight plate segment 102. One end of the first stress plate 6 on the first straight plate segment 101, which is away from the first straight plate segment 101, extends towards the direction of the precast concrete bottom plate 3 to form an extension segment. Two third through holes 13 arranged vertically penetrate through the extension segment, and two third stress rods 12 are respectively inserted into the two third through holes 13; the shapes of the first through holes 15 and the third through holes 13 can be adjusted to trapezoidal, rectangular, or L-shaped according to the actual stress.

[0044] By providing the extension segment to make up for the difference in the distance between the first straight plate segment 101 and the precast concrete bottom plate 3 compared with the second straight plate segment 102, the internal stress of the cast-in-place concrete bottom plate poured later can be ensured to be relatively balanced.

[0045] Among them, referring to Figure 2 As shown in the figure, a third stress member for limiting the corresponding first stress rod 7 to prevent the first stress rod 7 from moving away from the corresponding plate segment is connected to at least part of the plate segments of the corrugated steel web 1.

[0046] The number of the third stress members is the same as the number of the first stress rods 7 on the corresponding plate segments. The third stress member includes a limiting member 8 and a limiting hole for the corresponding first stress rod 7 to pass through.

[0047] Specifically, in this embodiment, a third stress member is connected to each inclined plate segment 103, and the number of the limiting members 8 and the limiting holes in each third stress member is two. The two limiting members 8 are respectively located on both sides of the first stress plate 6;

[0048] By adopting the above design, the pulling force between the cast-in-place concrete bottom plate and the corrugated steel web 1 can be effectively resisted, and the separation of the joint surface due to excessive pulling force can be prevented; there is a large pulling effect in the inclined plate segment 103 of the corrugated steel web 1, and concrete inclined cracks often occur at the corner parts between the plate segments. Therefore, a third stress member is provided in the inclined plate segment 103 of the corrugated steel web 1 to resist the pulling force between the inclined plate segment 103 and the concrete, and its specific quantity and structural form can be determined according to the structural stress.

[0049] Among them, referring to Figure 2 As shown in the figure, the first stress plate 6 is arranged vertically, and all the first stress rods 7 on two adjacent plate segments correspond one by one and are connected end to end;

[0050] The first stress-bearing plate 6 is perpendicular to the corresponding plate segment, and its bottom is fixedly connected to the top of the lower flange plate 2.

[0051] By adopting the above design, the flexural and shear resistance performance of the entire corrugated steel web 1 can be greatly improved, thereby improving the load-bearing and stress-bearing capacities.

[0052] Among them, referring to Figure 2 As shown, at least part of the plate segments of the corrugated steel web 1 is fixed with stiffeners 9 for fixing the corresponding first stress-bearing plates 6, and the stiffeners 9 are arranged horizontally as a whole.

[0053] Specifically, in this embodiment, the stiffeners 9 are fixed on the straight plate segments;

[0054] By adopting the above design, setting the stiffeners 9 can improve the shear stiffness and effective load-bearing area of the first stress-bearing plates 6, thereby improving their shear resistance ability;

[0055] Specifically, the shear load-bearing capacity calculation formula of the first stress-bearing plate 6 provided with the stiffeners 9 can be calculated according to the key shear bearing capacity formula of angle steel connectors:

[0056] , --Design value of concrete compressive strength; b, h--Width and stiffness of the first stress-bearing plate; k--Reduction coefficient of concrete bearing area, which can be determined through standard push-out tests.

[0057] Among them, referring to Figures 1 - 2 As shown, the second stress-bearing member includes at least one second stress-bearing plate 11 fixed on the top of the lower flange plate 2, at least one second perforation 14 penetrating along the thickness direction of each second stress-bearing plate 11, and at least one second stress-bearing rod corresponding to at least one second perforation 14. The first end of the second stress-bearing rod is embedded in the precast concrete bottom plate 3, and the second end of the second stress-bearing rod extends out of the precast concrete bottom plate 3 and passes through the corresponding second perforation 14 until it is fixedly connected to at least one first stress-bearing rod 7.

[0058] Specifically, the thickness of the first stress-bearing plate 6 and the second stress-bearing plate 11 should not be less than 16 mm, the aperture of the first perforation 15 should be greater than the sum of the diameter of the first stress-bearing rod 7 and the maximum aggregate size, and it can be taken as 60 - 80 mm, and the diameter of the second stress-bearing rod should not be less than 12 mm;

[0059] The first stress-bearing rod 7 can be connected to the second stress-bearing rod embedded in the precast concrete bottom plate 3 to form an integral steel bar skeleton, so that the overall stress effect is better; the second stress-bearing plate 11 is designed to resist the longitudinal shear force between the lower flange plate 2 and the concrete bottom plate, and the second stress-bearing rod of the second stress-bearing plate 11 can be provided by the transverse steel bars of the precast concrete bottom plate 3 without additional setting.

[0060] Among them, referring to Figure 2 As shown, the second force-bearing member further includes a plurality of limiting rods 10 fixed to the top of the lower flange plate 2, and the plurality of limiting rods 10 are distributed on opposite sides of the second force-bearing rod.

[0061] Specifically, the limiting rod 10 can be a steel stud; through the design of the plurality of limiting rods 10, in order to resist the pulling force between the lower flange plate 2 and the concrete floor slab, the limiting rods 10 on the lower flange plate 2 and the first force-bearing rods 7 on the straight section of the corrugated steel web 1 work together to form a bending moment resistance mechanism. This design, through the combined action of the first force-bearing rod 7 and the limiting rod 10, jointly resists the lateral bending moment and disperses the stress concentration.

[0062] Among them, the lateral bending moment resistance of the joint is jointly resisted by the torsion resistance mechanism composed of the first force-bearing rods 7 on the first force-bearing plate 6 welded to the straight section of the corrugated steel web 1 and the limiting rods 10 arranged on the lower flange plate 2. Referring to Figure 3 As shown, it is assumed that the torsion center is the centroid of the bundled limiting rods 10 arranged on the lower flange plate 2;

[0063] The shear force calculation formula of the first force-bearing rod 7 is:

[0064] , -- The shear force value shared by the i-th first force-bearing rod 7 on the first force-bearing plate 6 under the action of the design bending moment M of the joint; -- The distance between the center of the i-th first force-bearing rod 7 on the first force-bearing plate 6 and the torsion center O; -- The distance between the i-th limiting rod 10 on the tension side of the lower flange plate 2 and the torsion center O; The design needs to satisfy , where is the structural importance coefficient, is the design shear bearing capacity value of the first force-bearing rod 7, which can be calculated according to CJJ / T 272-2017 "Technical Standard for Composite Girder Bridges with Corrugated Steel Webs";

[0065] The pulling force calculation formula of the limiting rod 10 is:

[0066] , -- The pulling force shared by the outermost limiting rod 10 under the action of the design bending moment M of the joint; -- The distance between the i-th limiting rod 10 on the tension side of the lower flange plate 2 and the torsion center O; -- The maximum value among the distances between the tension-side limiting rods 10 and the torsion center O; The design needs to satisfy , where is the structural importance coefficient, $N_{tk}$ is the design value of the uplift bearing capacity of the limit rod 10, which can be calculated according to CJJ / T 272-2017 Technical Standard for Corrugated Steel Web Composite Girder Bridges.

[0067] A construction method for the steel-concrete joint structure of the lower flange of a corrugated steel web includes the following steps:

[0068] Provide the lower flange plate 2 and fix the lower flange plate 2 to the bottom of the corrugated steel web 1.

[0069] Provide the precast concrete bottom plate 3 and lap the precast concrete bottom plate 3 on the top of one end of the lower flange plate 2 away from the corrugated steel web 1, and form a casting space 4 above the lower flange plate 2 between the precast concrete bottom plate 3 and the corrugated steel web 1.

[0070] Provide a plurality of first stress members and arrange the plurality of first stress members at the lower part of the side of the corrugated steel web 1 facing the precast concrete bottom plate 3 and located in the casting space 4.

[0071] Provide a plurality of second stress members and arrange the plurality of second stress members on the top of the lower flange plate 2 and located in the casting space 4.

[0072] Pour concrete into the casting space 4 so that the concrete wraps the plurality of first stress members and the plurality of second stress members to form a cast-in-place concrete bottom plate.

[0073] It should be noted that in this article, relational terms such as first and second are only used to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Moreover, the term "comprising", "including" or any other variant thereof is intended to cover non-exclusive inclusion, so that a process, method, article or device including a series of elements not only includes those elements, but also includes other elements not expressly listed, or further includes elements inherent to such process, method, article or device.

[0074] The present invention has been described in detail above in conjunction with the embodiments with reference to the drawings. Those of ordinary skill in the art can make various variations of the present invention according to the above description. Therefore, certain details in the embodiments should not constitute a limitation to the present invention, and the protection scope of the present invention will be defined by the scope defined in the appended claims.

Claims

1. A structure of the steel-concrete joint at the lower flange of a corrugated steel web, characterized in that, including: a lower flange plate, fixed to the bottom of the corrugated steel web; a precast concrete bottom plate, lapping on the top of one end of the lower flange plate away from the corrugated steel web, and forming a casting space above the lower flange plate between the precast concrete bottom plate and the corrugated steel web; a plurality of first force members, arranged at the lower part of the side of the corrugated steel web facing the precast concrete bottom plate and located in the casting space; a plurality of second force members, arranged on the top of the lower flange plate and located in the casting space; and a cast-in-place concrete bottom plate, formed after casting concrete in the casting space, and the formed cast-in-place concrete bottom plate wraps the plurality of first force members and the plurality of second force members, and forms a whole that jointly bears force with the corrugated steel web, the lower flange plate and the precast concrete bottom plate; the number of the first force members is the same as the number of plate segments of the corrugated steel web, and the plurality of first force members respectively correspond to the plurality of plate segments. The first force member includes at least one first force plate fixed to the corresponding plate segment, at least one first through hole penetrating along the thickness direction of all the first force plates, and at least one first force rod respectively penetrating through at least one first through hole and extending out of both ends of the corresponding first through hole at both ends; the second force member includes at least one second force plate fixed to the top of the lower flange plate, at least one second through hole penetrating along the thickness direction of each second force plate, and at least one second force rod corresponding to at least one second through hole. The first end of the second force rod is embedded in the precast concrete bottom plate, and the second end of the second force rod extends out of the precast concrete bottom plate and passes through the corresponding second through hole until it is connected and fixed to at least one first force rod.

2. The structure of the steel-concrete joint at the lower flange of the corrugated steel web as described in claim 1, wherein, At least part of the plate segments of the corrugated steel web are connected with a third force member for limiting the corresponding first force rod to prevent the first force rod from moving away from the corresponding plate segment.

3. The structure of the steel-concrete joint at the lower flange of the corrugated steel web according to claim 2, characterized in that, The number of the third force members is the same as the number of the first force rods on the corresponding plate segments. The third force member includes a limiting member and a limiting hole for the corresponding first force rod to pass through.

4. The structure of the steel-concrete joint at the lower flange of the corrugated steel web according to claim 3, characterized in that, The first force plate is arranged vertically, and all the first force rods on two adjacent plate segments correspond one by one and are connected end to end.

5. The structure of the steel-concrete joint at the lower flange of the corrugated steel web according to claim 4, characterized in that, The first force plate is perpendicular to the corresponding plate segment, and the bottom is connected and fixed to the top of the lower flange plate.

6. The structure of the steel-concrete joint at the lower flange of the corrugated steel web according to claim 1, characterized in that At least part of the plate segments of the corrugated steel web are fixed with stiffeners for fixing the corresponding first force plates, and the stiffeners are arranged horizontally as a whole.

7. The structure of the steel-concrete joint at the lower flange of the corrugated steel web according to claim 1, characterized in that, The second force member further includes a plurality of limiting rods fixed to the top of the lower flange plate, and the plurality of limiting rods are distributed on both sides of the second force rod.

8. A construction method for the steel-concrete joint structure of the lower flange with corrugated steel webs, characterized in that, including the following steps: providing a lower flange plate and fixing the lower flange plate to the bottom of the corrugated steel web; providing a precast concrete bottom plate and lapping the precast concrete bottom plate on the top of one end of the lower flange plate away from the corrugated steel web, and forming a casting space above the lower flange plate between the precast concrete bottom plate and the corrugated steel web; providing a plurality of first force members and arranging the plurality of first force members at the lower part of the side of the corrugated steel web facing the precast concrete bottom plate and located in the casting space; providing a plurality of second force members and arranging the plurality of second force members on the top of the lower flange plate and located in the casting space; Concrete is poured within the pouring space, and the concrete wraps the multiple first stress-bearing members and the multiple second stress-bearing members to form a cast-in-place concrete bottom slab that forms a common stress-bearing whole with the corrugated steel web and the lower flange plate; wherein, the number of the first stress-bearing members is the same as the number of the plate segments of the corrugated steel web, and the multiple first stress-bearing members respectively correspond to the multiple plate segments. The first stress-bearing member includes at least one first stress-bearing plate fixed to the corresponding plate segment, at least one first through hole penetrating along the thickness direction of all the first stress-bearing plates, and at least one first stress-bearing rod respectively passing through the at least one first through hole and having two ends respectively extending out of the two ends of the corresponding first through hole; the second stress-bearing member includes at least one second stress-bearing plate fixed to the top of the lower flange plate, at least one second through hole penetrating along the thickness direction of each second stress-bearing plate, and at least one second stress-bearing rod corresponding to the at least one second through hole. The first end of the second stress-bearing rod is embedded in the precast concrete bottom slab, and the second end of the second stress-bearing rod extends out of the precast concrete bottom slab and passes through the corresponding second through hole until it is connected and fixed to at least one first stress-bearing rod.

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