Novel assembly type steel plate combined damping wall considering multi-stage stress and design method

Abstract

The invention discloses a novel assembly type steel plate combined damping wall considering multi-stage stress and a design method. The novel assembly type steel plate combined damping wall is formed by assembling connecting steel plates, dumbbell-shaped weakening steel plates, force transmission steel plates welded with studs, concrete plates, L-shaped connecting angle steel, high-strength bolts and the like. According to the novel assembly type steel plate combined damping wall, under normal use conditions and small earthquakes, the stress of the steel plates is weakened only through the dumbbell shapes, and the concrete plates provide out-of-plane constraint for the novel assembly type steel plate combined damping wall; and the external concrete slab starts to play a bearing role under a medium earthquake and a large earthquake, so that the combined damping wall has enough rigidity and bearing capacity. By means of the multi-stage stress characteristic, it can be guaranteed that the structure has good lateral resistance and bearing performance in different load bearing stages, the mechanical performance of all component parts is fully played, and damage to the structure under the earthquake effect is delayed.

Description

Technical Field

[0001] The invention relates to the field of civil engineering, and in particular to a design method for a novel assembled steel plate combined shock-absorbing wall taking multi-stage stress into consideration. Background Art

[0002] As a new type of lateral force-resistant structural system, steel plate shear wall structure is an important embodiment of the application of prefabricated steel structure in high-rise buildings and high-intensity regional engineering projects; however, steel plate shear wall structure has poor fire resistance and is prone to out-of-plane buckling when encountering earthquakes exceeding the design level, which affects the seismic performance of the structure. Steel plate concrete composite shear wall can solve the shortcomings of steel plate shear wall, but under the action of earthquake, the concrete slab and the embedded steel plate are subjected to stress at the same time, and the concrete slab cracks or even crushes early, losing the restraining effect on the embedded steel plate, which is not conducive to the seismic performance of the structure under rare earthquakes. Summary of the invention

[0003] The purpose of the present invention is to provide a new type of assembled steel plate composite shock-absorbing wall and design method that take into account multi-stage stress. The new type of assembled steel plate composite shock-absorbing wall manufactured by the combined shock-absorbing wall and design method is subjected to stress only by the dumbbell-shaped weakening steel plate under normal use conditions and small earthquakes, and the concrete slab provides it with out-of-plane constraints to avoid out-of-plane buckling; under moderate and large earthquakes, the external concrete slab begins to bear the load, ensuring that the shock-absorbing wall has sufficient rigidity and bearing capacity.

[0004] The present invention discloses a novel assembled steel plate composite shock-absorbing wall considering multi-stage stress, characterized in that: the steel plate composite shock-absorbing wall is composed of a connecting steel plate, a dumbbell-shaped weakened steel plate, a force-transmitting steel plate welded with studs, a concrete slab, an L-shaped connecting angle steel and high-strength bolts; the lower surface of the connecting steel plate is vertically welded and fixed to the upper end of the dumbbell-shaped weakened steel plate, and the connecting steel plate is connected to the main structure through high-strength bolts to transfer the load to the dumbbell-shaped weakened steel plate as the first-stage force-bearing unit under normal use conditions and small earthquakes; studs are welded on the force-transmitting steel plate and cast with the concrete slab to form a whole; two force-transmitting steel plates are attached to the two side surfaces of the upper part of the dumbbell-shaped weakened steel plate and are fixed through the first high-strength bolts, and the concrete slab is The side of the earth slab is bonded to the side of the dumbbell-shaped weakened steel plate. The concrete slab serves as an out-of-plane constraint component of the dumbbell-shaped weakened steel plate in the first stage of stress, and is also a second-stage stress unit under moderate and large earthquakes. An elongated hole for passing a first high-strength bolt is provided on the upper portion of the dumbbell-shaped weakened steel plate. During the first stage of stress, there is a relative slip between the dumbbell-shaped weakened steel plate and the force-transmitting steel plate, ensuring that the concrete slab does not participate in the stress and only provides out-of-plane constraint. During the second stage of stress, the first high-strength bolt is squeezed with the elongated hole on the dumbbell-shaped weakened steel plate to transfer the load to the concrete panel, and the concrete slab begins to play a bearing function. The concrete slab, the dumbbell-shaped weakened steel plate and the L-shaped connecting angle steel are penetrated with a second high-strength bolt.

[0005] Furthermore, the above-mentioned connecting steel plate is a rectangular plate, on which two rows of first bolt holes are provided, and the welding position between the upper end of the dumbbell-shaped weakened steel plate and the lower surface of the connecting steel plate is located between the two rows of first bolt holes; the force transmission steel plate is a rectangular plate, on which a row of second bolt holes for passing the first high-strength bolts are provided; the concrete plate is rectangular in shape, and a depression for neatly abutting the force transmission steel plate is provided on the upper part of the surface of the concrete plate close to the dumbbell-shaped weakened steel plate, and a third bolt hole for passing the second high-strength bolt is provided on the lower part of the concrete plate.

[0006] Furthermore, the dumbbell-shaped weakened steel plate is a rectangular plate, and a row of the elongated holes is provided at the upper end of the dumbbell-shaped weakened steel plate, the major axis direction of the elongated holes is consistent with the width direction of the dumbbell-shaped weakened steel plate, and a row of bolt holes for passing the second high-strength bolts is provided at the lower end of the dumbbell-shaped weakened steel plate, and two rows of shuttle-shaped holes are provided on the dumbbell-shaped weakened steel plate between the upper elongated holes and the bolt holes to form a rectangular strip, a middle rectangular strip, a lower rectangular strip, a dumbbell-shaped weakened strip and small steel columns on both sides of the dumbbell-shaped weakened section on the dumbbell-shaped weakened steel plate.

[0007] The design method of the novel assembled steel plate combined shock-absorbing wall considering multi-stage stress mainly involves the calculation of lateral stiffness, bearing capacity and high-strength bolt connection of the shock-absorbing wall, and specifically includes the following steps:

[0008] (I) Determine the calculation method of the lateral stiffness of the dumbbell-shaped weakened steel plate, and preliminarily determine the selection and parameters of the dumbbell-shaped weakened steel plate based on the principle of equal stiffness;

[0009] (ii) Calculate the yield bearing capacity and ultimate bearing capacity of the dumbbell-shaped weakened steel plate based on the selected dumbbell-shaped weakened steel plate type and parameters;

[0010] (iii) Based on the load characteristics of the first stage, determine the geometric dimensions of the concrete slab to ensure sufficient rigidity to avoid buckling of the dumbbell-shaped weakened steel plate;

[0011] (iv) Design the bearing capacity of the concrete slab based on the stress characteristics of the second stage to ensure that it has sufficient bearing capacity to meet the performance requirements under a major earthquake;

[0012] (V) Design of sliding connection between dumbbell-shaped weakened steel plate and concrete slab based on expected multi-stage load characteristics;

[0013] (VI) Based on the principle of “strong connection and weak component”, the welding design of the connecting steel plate and the dumbbell-shaped weakened steel plate, the high-strength bolt connection design and the stud connection design are carried out to ensure reliable force transmission of the connection.

[0014] Further, the initial lateral stiffness of the dumbbell-shaped weakened steel plate is determined according to step (i):

[0015] Since the height-to-width ratio of the upper and lower rectangular strips is relatively small, the shear deformation is the main deformation under load, and their lateral stiffness can be calculated as follows:

[0016] Initial stiffness of the upper rectangular strip:

[0017]

[0018] Initial stiffness of the lower rectangular strip:

[0019]

[0020] The stiffness of the small steel columns on both sides of the dumbbell-shaped strip is considered according to the height-to-width ratio:

[0021] When the height-to-width ratio of the small steel column does not exceed 1, shear deformation is the main deformation under load, and the stiffness calculation formula is:

[0022]

[0023] When the height-to-width ratio of the small steel column exceeds 1 but does not exceed 4, the influence of shear deformation and bending deformation on the lateral resistance capacity is considered simultaneously under load, and the stiffness calculation formula is:

[0024]

[0025] When the height-to-width ratio of the small steel column exceeds 4, the bending deformation is the main deformation under load, and the stiffness calculation formula is:

[0026]

[0027] The stiffness of a dumbbell bar is considered based on its height-to-width ratio:

[0028] When the aspect ratio of the opening is 3.3≤h2 / (ba)<4 and the aspect ratio of the dumbbell bar is h2 / a≥4, shear deformation is the main deformation under load, and the stiffness calculation formula is:

[0029]

[0030] When the opening aspect ratio h2 / (ba) ≥ 3.3 and the dumbbell bar aspect ratio h2 / a < 4, the influence of shear deformation and bending deformation on the lateral resistance under load is considered at the same time, and the stiffness calculation formula is:

[0031]

[0032] When the opening aspect ratio h2 / (ba)≥4 and the dumbbell bar aspect ratio h2 / a≥4, the bending deformation is the main one under load, and the stiffness calculation formula is:

[0033]

[0034] The overall lateral stiffness of the dumbbell-shaped weakened steel plate is:

[0035]

[0036] In the formula, G s —Shear modulus of the dumbbell-shaped weakened steel plate; E s —elastic modulus of dumbbell-shaped weakened steel plate; 1.2—shear stress non-uniformity coefficient of rectangular section; t s —Thickness of dumbbell-shaped weakened steel plate; L—Width of dumbbell-shaped weakened steel plate; H—Height of dumbbell-shaped weakened steel plate; h1—Height of upper rectangular plate strip; h3—Height of lower rectangular plate strip; h2—Height of dumbbell-shaped weakened strip; c—Width of small rectangular strips on both sides of dumbbell-shaped strip; a—Middle width of dumbbell bar; b—Width of lower end of dumbbell bar; m—Number of weakened rows in embedded steel plate; n—Number of dumbbell bars in a single row of dumbbell-shaped weakened strip.

[0037] Furthermore, according to the step (ii), the yield bearing capacity and the ultimate bearing capacity of the dumbbell-shaped weakened steel plate are calculated:

[0038] Considering the structural characteristics of the dumbbell-shaped weakened steel plate, its bearing capacity is related to the mechanical properties of the dumbbell-shaped strip and the rectangular steel columns on both sides. It is necessary to first clarify the bearing performance of the dumbbell-shaped strip and the rectangular steel columns on both sides.

[0039] Yield bearing capacity of rectangular steel column F y1 and the ultimate bearing capacity F u1 It should be analyzed according to its different stress states, and the calculation formula is as follows:

[0040] When only shear deformation is considered for the rectangular steel columns on both sides, the calculation formulas for their yield bearing capacity and ultimate bearing capacity are:

[0041]

[0042] F u1 =2×1.2f v ct s

[0043] When the shear deformation and bending deformation are considered at the same time, the yield bearing capacity and ultimate bearing capacity of the rectangular steel columns on both sides are between the bending deformation bearing capacity and the shear deformation bearing capacity:

[0044]

[0045]

[0046] When only bending deformation is considered for the rectangular steel columns on both sides, the calculation formulas for their yield bearing capacity and ultimate bearing capacity are:

[0047]

[0048]

[0049] Dumbbell strip yield capacity F y2 and the ultimate bearing capacity F u2 The calculation formula is as follows:

[0050]

[0051]

[0052] The bearing capacity of the dumbbell-shaped weakened steel plate is:

[0053] F y =F y1 +F y2

[0054] F u =F u1 +F u2

[0055] In the formula, F y1 —Yielding capacity of rectangular steel column; F y2 — yield bearing capacity of dumbbell-shaped strip; F u1 —Ultimate bearing capacity of rectangular steel column; F u2 —Ultimate bearing capacity of dumbbell-shaped strip; F y —Dumbbell-shaped weakening of the yield bearing capacity of the steel plate; F u —Dumbbell shape weakens the ultimate bearing capacity of the steel plate; τ cr —elastic shear buckling stress of steel plate; f y —Yield strength of steel plate; 1.2—Strengthening coefficient of steel; f v — Shear strength of steel plate; f u —Ultimate strength of steel plate, f u =1.25f y .

[0056] Furthermore, in order to ensure that the concrete slab has sufficient rigidity in the first stress stage to constrain the out-of-plane buckling of the embedded dumbbell-shaped weakened steel plate, the thickness of the concrete slab is determined according to step (iii):

[0057]

[0058] In the formula

[0059]

[0060]

[0061]

[0062] In the above formula, g is the out-of-plane constraint stiffness ratio of the concrete slab; t c —Thickness of the concrete slab on one side; f—Design value of tensile, compressive and bending strength of steel; t s —Thickness of dumbbell-shaped weakened steel plate; H e —Clear height of the shock-absorbing wall; L e —Clear span of the seismic wall; k s —Elastic shear buckling coefficient of four-side simply supported plate; E c —elastic modulus of concrete; λ—relative height-to-thickness ratio of steel plate shear wall; ε k —Steel correction factor; f y —Yield strength of steel plate.

[0063] Furthermore, in order to ensure that the concrete slab exerts its bearing performance when subjected to stress in the second stage, according to the step (iv), the concrete slab is arranged on two sides, and the shear bearing capacity of the single-side concrete slab is designed according to the shear bearing capacity of the reinforced concrete shear wall, which should comply with the following provisions:

[0064]

[0065] Where λ is the shear span ratio of the calculated section; f t —Design value of concrete axial tensile strength; t c —Thickness of the single-side concrete slab; h0—Effective height of the section; N—Design value of axial pressure corresponding to the design value of shear force V; f yh —Design value of tensile strength of transverse reinforcement in concrete slab; A, A w —are the full cross-sectional area and web area of ​​the shear wall members, respectively. For a rectangular shape, A=A w ; A sh , s—are the total cross-sectional area of ​​the transversely distributed reinforcements and the spacing between the transversely distributed reinforcements arranged in the same cross-section;

[0066] Furthermore, according to step (V), a sliding connection design between the dumbbell-shaped weakened steel plate and the concrete slab is performed:

[0067] When the shock-absorbing wall reaches the limit of elastic inter-story displacement angle, relative slip between the dumbbell-shaped weakened steel plate and the concrete slab is considered as the critical state. The sliding connection design should meet the following requirements:

[0068]

[0069] In order to make full use of the friction energy dissipated when relative sliding occurs between the dumbbell-shaped weakened steel plate and the concrete slab, it should be ensured that the dumbbell-shaped weakened steel plate is not damaged when sliding occurs, that is:

[0070] F slip,c <F u

[0071] In the formula, [θ e ]—elastic inter-layer displacement angle limit of the shock-absorbing wall; h—calculated height of the shock-absorbing wall; k—initial stiffness of the dumbbell-shaped weakened steel plate; F slip,c —critical slip load; n slip,c —Number of bolts corresponding to the critical slip load; Vb c—Bearing capacity of a single high-strength bolt; F u —The dumbbell shape weakens the ultimate bearing capacity of the steel plate.

[0072] Furthermore, the connection design is performed according to the step (six):

[0073] Design of weld between dumbbell-shaped weakened steel plate and connecting steel plate:

[0074] Strength verification of shear welds:

[0075]

[0076] High-strength bolt connection design:

[0077] The bearing capacity of a single high-strength bolt:

[0078]

[0079] The number of high-strength bolts required for the connection between the force-transmitting steel plate and the embedded dumbbell-shaped weakened steel plate:

[0080]

[0081] The bending bearing capacity of the high-strength bolts at the bottom of the new assembled steel plate combined shock-absorbing wall should meet the following requirements:

[0082]

[0083]

[0084]

[0085] Design of studs at the connection between concrete slab and force-transmitting steel plate:

[0086] The design value of the shear bearing capacity of a single cylindrical head stud shall comply with the following formula:

[0087]

[0088] Number of studs required:

[0089]

[0090] In the formula, h e —Calculated thickness of right-angle fillet weld: when the gap between the two welds b≤1.5mm, he =0.7h f ; 1.5mm﹤b≤5mm, h e =0.7(h f -b), h f is the size of the weld foot; l w —Calculated length of fillet weld: for each weld, take its actual length minus 2h f ; fwf—design value of fillet weld strength; Nb v—design value of shear bearing capacity of a single bolt; Nb c—design value of compressive bearing capacity of a single bolt; Nb t—design value of tensile bearing capacity of a single bolt; n v —Number of shear surfaces; d—screw diameter; fb v, fb c—design values ​​of shear and compressive strength of bolts; ∑t—smaller value of the total thickness of the pressure-bearing member in one direction of force in different directions of force; A e —Effective area of ​​the bolt; fb t—Design value of the tensile strength of the bolt; m b —Number of high-strength bolts; V c —Shear bearing capacity of single-sided concrete slab; V u —The ultimate bearing capacity of the dumbbell-shaped weakened steel plate; Vb c—The bearing capacity of a single high-strength bolt; M—Bending moment of the shock-absorbing wall; y1—y i The maximum value among y i —The distance from the i-th bolt to the centroid of the bolt group; m—Number of bolt rows; v —Shear force borne by each bolt; N t —The shear force borne by the bolt with the largest tensile force under the action of bending moment; P—The pretension of each high-strength bolt; E c —elastic modulus of concrete; f c —design value of concrete compressive strength; f at —Design value of ultimate tensile strength of cylindrical head bolt; A s —Cross-sectional area of ​​cylindrical head stud rod; Vstudv—Design value of shear bearing capacity of a single cylindrical head stud.

[0091] The novel assembled steel plate combined shock-absorbing wall with dual-stage stress proposed in the present invention is composed of a connecting steel plate, a dumbbell-shaped weakened steel plate, a force-transmitting steel plate welded with studs, a concrete plate, an L-shaped connecting angle steel and high-strength bolts, wherein the connecting steel plate is welded to the upper side of the dumbbell-shaped weakened steel plate and connected to the main structure through high-strength bolts, serving as the first-stage stress-bearing unit under normal use conditions and small earthquakes; the concrete plate is connected to the dumbbell-shaped weakened steel plate through the force-transmitting steel plate welded with studs, serving as the out-of-plane constraint component of the dumbbell-shaped weakened steel plate in the first-stage stress, and is also the second-stage stress-bearing unit under moderate and large earthquakes. Long strip holes are provided on the dumbbell-shaped weakened steel plate. During the first stage of stress, there is a relative slip between the dumbbell-shaped weakened steel plate and the force-transmitting steel plate welded with bolts, which ensures that the concrete slab does not participate in the stress and only provides out-of-plane constraints to avoid the concrete from participating in the stress too early and being damaged; during the second stage of stress, the high-strength bolts and the long strip holes on the dumbbell-shaped weakened steel plate are squeezed to transfer the load to the concrete panel, and the concrete slab begins to play a bearing function; in addition, each component of the proposed new assembled steel plate combined shock-absorbing wall structure can be prefabricated in the factory and assembled on the construction site, which can effectively ensure the processing quality of the components, improve the construction efficiency, give full play to the construction advantages of the assembled structure, conform to the development direction of building industrialization, and have broad application prospects.

[0092] Compared with the prior art, the present invention has the following advantages:

[0093] This new type of steel plate composite shock-absorbing wall can satisfy the various components of the structure to play their roles in different load-bearing stages through a reasonable design that considers multi-stage stress, give full play to the mechanical properties of each component, meet the requirements of lateral resistance and bearing performance under different load-bearing stages, and delay the damage of the structure under earthquake. In addition, the number and size of dumbbell bars are adjusted to control the stiffness and bearing capacity of the steel plate composite shock-absorbing wall, improve the deformation mode and energy dissipation capacity of the structure, and realize that the damage of the structure under earthquake is concentrated on the shock-absorbing wall, thereby improving the seismic performance of the structure.

[0094] The dumbbell-shaped weakened steel plate is composed of dumbbell-shaped strips and rectangular plate strips. The dumbbell-shaped weakening changes the overall deformation mode of the steel plate shock-absorbing wall. The dumbbell-shaped weakened steel plate converts the wall panel characterized by shear deformation energy consumption into a dumbbell rod dominated by shear and bending deformation, small steel columns on both sides, and upper and lower rectangular plate strips dominated by shear deformation. The combined energy consumption improves the deformation mode and energy consumption capacity of the steel plate wall. BRIEF DESCRIPTION OF THE DRAWINGS

[0095] Figure 1 It is a structural front view of the present invention;

[0096] Figure 2 It is a structural side view of the present invention;

[0097] Figure 3It is a structural disassembly diagram of the present invention;

[0098] Figure 4 Schematic diagram of a dumbbell-shaped weakened steel plate of the present invention;

[0099] Figure 5 is a detailed view of the dumbbell-shaped weakened steel plate of the present invention;

[0100] Figure 6 is a front view of a concrete slab of the present invention;

[0101] Figure 7 is a side view of a concrete slab of the present invention;

[0102] Figure 8 This is a front view of the force transmission steel plate of the present invention;

[0103] Fig. 9 is a side view of the force transmission steel plate of the present invention;

[0104] Fig.10 is a side view of a concrete slab of the present invention;

[0105] Fig.11 is a schematic diagram of connecting steel plates of the present invention;

[0106] Fig.12 It is a simplified model diagram of stiffness of the present invention;

[0107] Fig.13 It is a calculation diagram of the present invention;

[0108] The reference numerals and corresponding names are: 1-concrete slab; 2-force transmission steel plate; 3-dumbbell-shaped weakened steel plate; 4-connecting steel plate; 5-L-shaped connecting angle steel; 6-first high-strength bolt; 7-second high-strength bolt; 1-1-bolt connection; 1-2-third bolt hole; 2-1-second bolt hole; 2-2-bolt; 3-1-long strip hole; 3-2-upper rectangular strip; 3-3-dumbbell bar; 3-4-small steel columns on both sides of the dumbbell bar; 3-5-middle rectangular strip; 3-6-bolt hole; 3-7-lower rectangular strip; 4-1-first bolt hole; DETAILED DESCRIPTION

[0109] In order to make the above features and advantages of the present invention more understandable, embodiments are given below with reference to the accompanying drawings for detailed description, but the present invention is not limited thereto.

[0110] refer to Figures 1 to 13

[0111] The present invention considers a new type of assembled steel plate composite shock-absorbing wall with multi-stage force, which is assembled from a connecting steel plate 4, a dumbbell-shaped weakened steel plate 3, a force transmission steel plate 2, a concrete plate 1, an L-shaped connecting angle steel 5 and high-strength bolts (including a first high-strength bolt 6 and a second high-strength bolt 7); the lower surface of the connecting steel plate 4 is vertically welded and fixed to the upper end of the dumbbell-shaped weakened steel plate 3, and the connecting steel plate is a rectangular plate on which two rows of first bolt holes 4-1 are provided, and the welding position between the upper end of the dumbbell-shaped weakened steel plate 3 and the lower surface of the connecting steel plate is located between the two rows of first bolt holes 4-1; the first bolt hole 4-1 on the connecting steel plate 4 is connected to the main structure (not shown in the figure) through a high-strength bolt, and the load is transferred to the dumbbell-shaped weakened steel plate 3, which serves as the first stage force-bearing unit under normal use conditions and small earthquakes.

[0112] Bolts 2-2 are embedded in the upper part of the concrete slab 1, and the ends of the bolts 2-2 extending out of the side of the concrete slab 1 are welded and fixed to the force-transmitting steel plate 2. The force-transmitting steel plate 2 is a rectangular plate, on which a row of second bolt holes 2-1 for passing the first high-strength bolts 6 are provided; the two force-transmitting steel plates 2 are attached to the two side surfaces of the upper part of the dumbbell-shaped weakened steel plate 3 and are connected and fixed by the first high-strength bolts 6. At the same time, the side of the concrete slab 1 is attached to the side of the dumbbell-shaped weakened steel plate 3. The concrete slab 1 serves as an out-of-plane constraint component of the dumbbell-shaped weakened steel plate in the first stage of force, and is also the second stage under moderate and large earthquakes. Force-bearing unit; a long strip hole 3-1 for passing a first high-strength bolt 6 is provided on the upper part of the dumbbell-shaped weakened steel plate 3. During the first stage of force-bearing, there is a relative slip between the dumbbell-shaped weakened steel plate 3 and the force-transmitting steel plate 2, ensuring that the concrete slab 1 does not participate in the force and only provides out-of-plane constraints; during the second stage of force-bearing, the first high-strength bolt 6 is squeezed with the long strip hole 3-1 on the dumbbell-shaped weakened steel plate 3, and the load is transferred to the concrete panel 1, and the concrete slab 1 begins to play a bearing function; the concrete slab 1, the dumbbell-shaped weakened steel plate 3 and the L-shaped connecting angle steel 5 are passed through by a second high-strength bolt 7.

[0113] The concrete slab 1 is rectangular in shape, and a depression for neatly abutting the force transmission steel plate is provided on the upper part of the surface of the concrete slab 1 near the dumbbell-shaped weakened steel plate 3, and a third bolt hole 1-2 for penetrating the second high-strength bolt 7 is provided on the lower part of the concrete slab 1.

[0114] The dumbbell-shaped weakened steel plate 3 is a rectangular plate, and a row of the elongated holes 3-1 is provided at the upper end of the dumbbell-shaped weakened steel plate 3, and the long axis direction of the elongated holes 3-1 is consistent with the width direction of the dumbbell-shaped weakened steel plate 3, and a row of bolt holes 3-6 for passing the second high-strength bolts 7 are provided at the lower end of the dumbbell-shaped weakened steel plate 3, and two rows of shuttle holes are provided on the dumbbell-shaped weakened steel plate 3 between the upper elongated holes 3-1 and the bolt holes 3-6 to form a rectangular strip 3-2, a middle rectangular strip 3-5, a lower rectangular strip 3-7, a dumbbell-shaped weakened strip 3-3 and small steel columns 3-4 on both sides of the dumbbell-shaped weakened section on the dumbbell-shaped weakened steel plate 3.

[0115] One side of the L-shaped connecting angle steel 5 is fixed to the concrete slab 1 and the dumbbell-shaped weakened steel plate 3 by a second high-strength bolt 7, and one side of the L-shaped connecting angle steel 5 is connected to the main structure (not shown in the figure) by a high-strength bolt.

[0116] The present invention provides a design method for a novel assembled steel plate combined shock-absorbing wall considering multi-stage stress, which specifically comprises the following steps:

[0117] (I) Determine the calculation method of the lateral stiffness of the dumbbell-shaped weakened steel plate, and preliminarily determine the selection and parameters of the dumbbell-shaped weakened steel plate based on the principle of equal stiffness;

[0118] (ii) Calculate the yield bearing capacity and ultimate bearing capacity of the dumbbell-shaped weakened steel plate based on the selected dumbbell-shaped weakened steel plate type and parameters;

[0119] (iii) Based on the load characteristics of the first stage, determine the geometric dimensions of the concrete slab to ensure sufficient rigidity to avoid buckling of the dumbbell-shaped weakened steel plate;

[0120] (iv) Design the bearing capacity of the concrete slab based on the stress characteristics of the second stage to ensure that it has sufficient bearing capacity to meet the performance requirements under a major earthquake;

[0121] (V) Design of sliding connection between dumbbell-shaped weakened steel plate and concrete slab based on expected multi-stage load characteristics;

[0122] (VI) Based on the principle of “strong connection and weak component”, the welding design of the connecting steel plate and the dumbbell-shaped weakened steel plate, the high-strength bolt connection design and the stud connection design are carried out to ensure reliable force transmission of the connection;

[0123] The specific calculation dimensions of the dumbbell-shaped weakened steel plate are as follows: Fig.13 As shown, the plate thickness is 6mm, the height of the embedded steel plate between the bolt center lines is 1400mm, the steel material is Q235, and the elastic modulus is 2.06×10 5 N / mm 2 , the shear modulus is 79×10 3 N / mm 2, Poisson's ratio is 0.3, and yield strength is 235N / mm 2 , shear strength is 125N / mm 2 .

[0124] The concrete slab uses commercial concrete with a grade of C30 and an elastic modulus of 3.00×10 4 N / mm 2 , Poisson's ratio is 0.2, and the design value of axial tensile strength is 1.43N / mm 2 The design value of axial compressive strength is 14.3N / mm 2 , height 1410mm, width 900mm, the concrete slab height between the upper studs and the lower bolt center line is 1310mm, the protective layer thickness is 10mm, and the horizontal steel bars in the single-sided concrete slab are HPB235 steel bars with a diameter of 5mm.

[0125] The steel material of the force transmission steel plate is Q235, and the elastic modulus is 2.06×10 5 N / mm 2 , Poisson's ratio is 0.3, height is 190mm, width is 900mm, and thickness is 6mm.

[0126] The upper side of the steel plate composite shock-absorbing wall uses 10.9-grade M20 high-strength bolts, the lower side uses 10.9-grade M22 high-strength bolts, and cylindrical head studs with a diameter of 20mm. The ultimate tensile strength design value of cylindrical head studs is 360N / mm 2 .

[0127] Determine the initial lateral stiffness of the dumbbell-shaped weakened steel plate according to step (a):

[0128] Since the height-to-width ratio of the upper and lower rectangular strips is relatively small, the shear deformation is the main deformation under load, and their lateral stiffness can be calculated as follows:

[0129] Initial stiffness of the upper and lower rectangular strips:

[0130]

[0131] The stiffness of the small steel columns on both sides of the dumbbell-shaped strip is considered according to the height-to-width ratio:

[0132] like Fig.13 As shown in the figure, the height-to-width ratio of the small steel column is equal to 4.55. The bending deformation is the main deformation under load, and the stiffness calculation formula is:

[0133]

[0134] The stiffness of a dumbbell bar is considered based on its height-to-width ratio:

[0135] like Fig.13As shown, the dumbbell bar opening aspect ratio h2 / (ba)=5.56≥4 and the dumbbell bar aspect ratio h2 / a=8.33≥4, the bending deformation is the main deformation under load, and the stiffness calculation formula is:

[0136]

[0137] The overall lateral stiffness of the dumbbell-shaped weakened steel plate is:

[0138]

[0139] In the formula, G s —Shear modulus of the dumbbell-shaped weakened steel plate; E s —elastic modulus of dumbbell-shaped weakened steel plate; 1.2—shear stress non-uniformity coefficient of rectangular section; t s —Thickness of dumbbell-shaped weakened steel plate; L—Width of dumbbell-shaped weakened steel plate; H—Height of dumbbell-shaped weakened steel plate; h1—Height of upper rectangular plate strip; h3—Height of lower rectangular plate strip; h2—Height of dumbbell-shaped weakened strip; c—Width of small rectangular strips on both sides of dumbbell-shaped strip; a—Middle width of dumbbell bar; b—Width of lower end of dumbbell bar; m—Number of weakened rows in embedded steel plate; n—Number of dumbbell bars in a single row of dumbbell-shaped weakened strip.

[0140] According to step (2), calculate the yield bearing capacity and ultimate bearing capacity of the dumbbell-shaped weakened steel plate:

[0141] Considering the structural characteristics of the dumbbell-shaped weakened steel plate, its bearing capacity is related to the mechanical properties of the dumbbell-shaped strip and the rectangular steel columns on both sides. It is necessary to first clarify the bearing performance of the dumbbell-shaped strip and the rectangular steel columns on both sides.

[0142] like Fig.13 As shown in the figure, the height-to-width ratio of the small steel columns on both sides is equal to 4.55. The bending deformation is the main deformation under load, and its yield bearing capacity and ultimate bearing capacity are:

[0143]

[0144]

[0145] Dumbbell strip yield capacity F y2 and the ultimate bearing capacity F u2 The calculation formula is as follows:

[0146]

[0147]

[0148] The bearing capacity of the dumbbell-shaped weakened steel plate is:

[0149] F y =F y1+F y2 =22.75+81.22=103.97kN

[0150] F u =F u1 +F u2 =42.65+152.28=194.93kN

[0151] In the formula, F y1 —Yielding capacity of rectangular steel column; F y2 — yield bearing capacity of dumbbell-shaped strip; F u1 —Ultimate bearing capacity of rectangular steel column; F u2 —Ultimate bearing capacity of dumbbell-shaped strip; F y —Dumbbell-shaped weakening of the yield bearing capacity of the steel plate; F u —Dumbbell shape weakens the ultimate bearing capacity of the steel plate; τ cr —elastic shear buckling stress of steel plate; f y —Yield strength of steel plate; 1.2—Strengthening coefficient of steel; f v — Shear strength of steel plate; f u —Ultimate strength of steel plate, f u =1.25f y .

[0152] In order to ensure that the concrete slab has sufficient rigidity in the first stress stage to restrain the out-of-plane buckling of the embedded dumbbell-shaped weakened steel plate, the thickness of the concrete slab is determined according to step (iii):

[0153]

[0154]

[0155]

[0156]

[0157]

[0158]

[0159] The thickness of the single-side concrete slab is taken as 50mm.

[0160] Where g is the out-of-plane constraint stiffness ratio of the concrete slab; t c —Thickness of the concrete slab on one side; f—Design value of tensile, compressive and bending strength of steel; t s —Thickness of dumbbell-shaped weakened steel plate; H e —Clear height of the shock-absorbing wall; L e —Clear span of the seismic wall; k s—Elastic shear buckling coefficient of four-side simply supported plate; E c —elastic modulus of concrete; λ—relative height-to-thickness ratio of steel plate shear wall; ε k —Steel correction factor; f y —Yield strength of steel plate.

[0161] To ensure that the concrete slab can exert its bearing capacity when subjected to stress in the second stage, according to step (iv), the concrete slab is set on both sides, and the shear bearing capacity of the single-side concrete slab is designed according to the shear bearing capacity of the reinforced concrete shear wall:

[0162]

[0163] Where λ is the shear span ratio of the calculated section. In this design, λ is taken as 1.5; f t —Design value of concrete axial tensile strength; t c —Thickness of the single-side concrete slab; h0—Effective height of the section; N—Design value of axial pressure corresponding to the design value of shear force V; f yh —Design value of tensile strength of transverse reinforcement in concrete slab; A, A w —are the full cross-sectional area and web area of ​​the shear wall members, respectively. For a rectangular shape, A=A w ; A sh , s—respectively represent the total cross-sectional area of ​​the transversely distributed steel bars and the spacing between the transversely distributed steel bars arranged in the same section.

[0164] According to step (V), the sliding connection design between the dumbbell-shaped weakened steel plate and the concrete slab is performed:

[0165] When the shock-absorbing wall reaches the limit of elastic inter-story displacement angle, relative slip between the dumbbell-shaped weakened steel plate and the concrete slab is considered as the critical state. The sliding connection design should meet the following requirements:

[0166]

[0167]

[0168] Satisfy [θ e ]hk<F slip,c

[0169] In order to make full use of the friction energy dissipated when relative sliding occurs between the dumbbell-shaped weakened steel plate and the concrete slab, it should be ensured that the dumbbell-shaped weakened steel plate is not damaged when sliding occurs, that is:

[0170] 169.2kN<194.93kN

[0171] Satisfy F slip,c <F u

[0172] In the formula, [θe ]—elastic inter-layer displacement angle limit of the shock-absorbing wall; h—calculated height of the shock-absorbing wall; k—initial stiffness of the dumbbell-shaped weakened steel plate; F slip,c —critical slip load; n slip,c —Number of bolts corresponding to the critical slip load; Vb c—Bearing capacity of a single high-strength bolt; F u —The dumbbell shape weakens the ultimate bearing capacity of the steel plate.

[0173] According to step (six) to carry out connection design:

[0174] Design of weld between dumbbell-shaped weakened steel plate and connecting steel plate:

[0175] Strength verification of shear welds:

[0176] Meet the shear weld strength requirements.

[0177] M20 high-strength bolt connection design:

[0178] The design value of the shear bearing capacity of a single bolt is:

[0179]

[0180] The design value of the compressive bearing capacity of a single bolt is:

[0181]

[0182] The design value of the tensile bearing capacity of a single bolt is:

[0183]

[0184] The bearing capacity of a single high-strength bolt:

[0185]

[0186] Number of high-strength bolts required:

[0187] Ten high-strength bolts are designed to connect the force-transmitting steel plate and the embedded dumbbell-shaped weakened steel plate.

[0188] M22 high-strength bolt connection design:

[0189] The design value of the shear bearing capacity of a single bolt is:

[0190]

[0191] The design value of the compressive bearing capacity of a single bolt is:

[0192]

[0193] The design value of the tensile bearing capacity of a single bolt is:

[0194]

[0195] The bearing capacity of a single high-strength bolt:

[0196]

[0197] Under the action of bending moment, the tension borne by the bolt with the maximum tension is:

[0198]

[0199] The shear force is evenly shared by the bolts, and the shear force borne by each bolt is:

[0200]

[0201] Calculation of maximum bolt strength:

[0202]

[0203] Meet the bending bearing capacity of the bolts.

[0204] Design of bolts at the connection between concrete slab and force-transmitting steel plate:

[0205] The design value of shear resistance of a single cylindrical head stud is:

[0206]

[0207] Number of studs required:

[0208]

[0209] Six bolts are designed to connect the force-transmitting steel plate and the concrete slab on one side.

[0210] In the formula, h e —Calculated thickness of right-angle fillet weld: when the gap between the two welds b≤1.5mm, h e =0.7h f ; 1.5mm﹤b≤5mm, h e =0.7(h f -b), h f is the size of the weld foot; l w —Calculated length of fillet weld: for each weld, take its actual length minus 2h f ; fwf—design value of fillet weld strength; Nb v—design value of shear bearing capacity of a single bolt; Nb c—design value of compressive bearing capacity of a single bolt; Nb t—design value of tensile bearing capacity of a single bolt; n v—Number of shear surfaces; d—screw diameter; fb v, fb c—design values ​​of shear and compressive strength of bolts; ∑t—smaller value of the total thickness of the pressure-bearing member in one direction of force in different directions of force; A e —Effective area of ​​the bolt; fb t—Design value of the tensile strength of the bolt; m b —Number of high-strength bolts; V c —Shear bearing capacity of single-sided concrete slab; V u —The ultimate bearing capacity of the dumbbell-shaped weakened steel plate; Vb c—The bearing capacity of a single high-strength bolt; M—Bending moment of the shock-absorbing wall; y1—y i The maximum value among y i —The distance from the i-th bolt to the centroid of the bolt group; m—Number of bolt rows; v —Shear force borne by each bolt; N t —The shear force borne by the bolt with the largest tensile force under the action of bending moment; P—The pretension of each high-strength bolt; E c —elastic modulus of concrete; f c —design value of concrete compressive strength; f at —Design value of ultimate tensile strength of cylindrical head bolt; A s —Cross-sectional area of ​​cylindrical head stud rod; Vstudv—Design value of shear bearing capacity of a single cylindrical head stud.

[0211] After completing the above implementation process, the following features of the present invention should be reflected:

[0212] Through the design method of the present invention, the new assembled steel plate composite shock-absorbing wall can be stressed in stages to meet the lateral resistance and bearing requirements at different load stages. Under normal use conditions and small earthquakes, only the dumbbell-shaped weakened steel plate plays a role, and the concrete slab is not stressed. It only provides out-of-plane constraints for its dumbbell-shaped weakened steel plate, and uses the deformation of the dumbbell-shaped weakened steel plate to provide lateral stiffness for the structure; under moderate and large earthquakes, the external concrete slab begins to play a bearing role and works in conjunction with the dumbbell-shaped weakened steel plate to ensure that the combined shock-absorbing wall has sufficient stiffness and bearing capacity, and improves the seismic performance of the structure under large earthquakes.

[0213] The above is only a preferred embodiment of the present invention. For ordinary technicians in this field, according to the teachings of the present invention, it does not require creative labor to design a new type of prefabricated steel plate combined shock-absorbing wall design method that takes into account multi-stage stress in different forms. Without departing from the principles and spirit of the present invention, all equal changes, modifications, substitutions and variations made within the scope of the patent application of the present invention should fall within the scope of the present invention.

Claims

1. A new type of assembled steel plate combined shock-absorbing wall considering multi-stage stress, characterized by: The steel plate combined shock-absorbing wall is composed of a connecting steel plate (4), a dumbbell-shaped weakened steel plate (3), a force-transmitting steel plate (2) welded with studs (2-2), a concrete plate (1), an L-shaped connecting angle steel (5) and high-strength bolts; the lower surface of the connecting steel plate (4) is vertically welded and fixed to the upper end of the dumbbell-shaped weakened steel plate (3); the connecting steel plate (4) is connected to the main structure through high-strength bolts to transfer the load to the dumbbell-shaped weakened steel plate (3) as the first stage force-bearing unit under normal use conditions and small earthquakes; the force-transmitting steel plate (2) is welded with studs (2-2) and cast with the concrete plate (1) to form a whole; the two force-transmitting steel plates (2) are attached to the two side surfaces of the upper part of the dumbbell-shaped weakened steel plate (3) and are connected and fixed by the first high-strength bolts (6); at the same time, the side of the concrete plate (1) is connected to the dumbbell-shaped weakened steel plate (3) The concrete slab (1) is attached to the side, and serves as an out-of-plane constraint component of the dumbbell-shaped weakened steel plate in the first stage of force bearing, and is also a second-stage force bearing unit under moderate and severe earthquakes; an elongated hole (3-1) through which a first high-strength bolt (6) is passed is provided on the upper part of the dumbbell-shaped weakened steel plate (3); during the first stage of force bearing, there is relative slip between the dumbbell-shaped weakened steel plate (3) and the force transmission steel plate (2), ensuring that the concrete slab (1) does not participate in the force bearing and only provides out-of-plane constraint; during the second stage of force bearing, the first high-strength bolt (6) is squeezed with the elongated hole (3-1) on the dumbbell-shaped weakened steel plate (3), and the load is transferred to the concrete panel (1), and the concrete slab (1) begins to play a bearing function; the concrete slab (1), the dumbbell-shaped weakened steel plate (3) and the L-shaped connecting angle steel (5) are provided with a second high-strength bolt (7).

2. The novel assembled steel plate combined shock-absorbing wall considering multi-stage stress according to claim 1 is characterized in that: The connecting steel plate is a rectangular plate, on which two rows of first bolt holes (4-1) are provided, and the welding position between the upper end of the dumbbell-shaped weakened steel plate (3) and the lower surface of the connecting steel plate is located between the two rows of first bolt holes (4-1); the force transmission steel plate is a rectangular plate, on which a row of second bolt holes (2-1) for passing first high-strength bolts (6) are provided; the concrete plate (1) is rectangular, and a depression for neatly abutting the force transmission steel plate is provided on the upper part of the surface of the concrete plate (1) on one side close to the dumbbell-shaped weakened steel plate (3), and a third bolt hole (1-2) for passing second high-strength bolts (7) is provided on the lower part of the concrete plate (1).

3. The novel assembled steel plate combined shock-absorbing wall considering multi-stage stress according to claim 2 is characterized in that: The dumbbell-shaped weakened steel plate (3) is a rectangular plate. A row of the elongated holes (3-1) is provided at the upper end of the dumbbell-shaped weakened steel plate (3). The long axis direction of the elongated holes (3-1) is consistent with the width direction of the dumbbell-shaped weakened steel plate (3). A row of bolt holes (3-6) for inserting second high-strength bolts (7) is provided at the lower end of the dumbbell-shaped weakened steel plate (3). Two rows of shuttle holes are provided between the upper elongated holes (3-1) and the bolt holes (3-6) on the dumbbell-shaped weakened steel plate (3), so as to form a rectangular strip (3-2), a middle rectangular strip (3-5), a lower rectangular strip (3-7), a dumbbell-shaped weakened strip (3-3) and small steel columns (3-4) on both sides of the dumbbell-shaped weakened section on the dumbbell-shaped weakened steel plate (3).

4. A design method for a novel assembled steel plate combined shock-absorbing wall considering multi-stage stress as claimed in claim 3, characterized in that: It mainly involves the calculation of lateral stiffness of the seismic wall, the calculation of bearing capacity and the design of high-strength bolt connections, which specifically includes the following steps: (i) determining the calculation method of the lateral stiffness of the dumbbell-shaped weakened steel plate (3), and preliminarily determining the selection and parameters of the dumbbell-shaped weakened steel plate based on the principle of equal stiffness; (ii) calculating the yield bearing capacity and ultimate bearing capacity of the dumbbell-shaped weakened steel plate according to the selected dumbbell-shaped weakened steel plate (3) selection and parameters; (iii) based on the stress characteristics of the first stage, determining the geometric dimensions of the concrete slab (1) to ensure that it has sufficient rigidity to avoid buckling of the dumbbell-shaped weakened steel plate (3); (iv) Based on the stress characteristics of the second stage, the bearing capacity of the concrete slab (1) is designed to ensure that it has sufficient bearing capacity to meet the performance requirements under a major earthquake; (5) designing a sliding connection between the dumbbell-shaped weakened steel plate (3) and the concrete slab (1) based on the expected multi-stage load characteristics; (VI) Based on the principle of "strong connection and weak component", the welding design of the connecting steel plate (4) and the dumbbell-shaped weakened steel plate (3), the high-strength bolt connection design and the stud connection design are carried out to ensure reliable force transmission of the connection.

5. A design method for a novel assembled steel plate combined shock-absorbing wall considering multi-stage stress according to claim 4, characterized in that: Calculate the lateral stiffness of the dumbbell-shaped weakened steel plate in step (a): The lateral stiffness of the dumbbell-shaped weakened steel plate is composed of three parts in series: the upper rectangular strip stiffness k1, the lower rectangular strip stiffness k3 and a dumbbell-shaped strip stiffness k2. The lateral stiffness of the dumbbell-shaped strip is composed of the stiffness k of multiple dumbbell bars. 2-1 And small steel columns on both sides k 2-2 For the upper and lower rectangular strips, due to their small height-to-width ratio, shear deformation is the main deformation under load. The dumbbell bar and the small steel columns on both sides are used to determine their deformation mode under load according to their height-to-width ratio, thereby calculating their lateral stiffness. The specific calculation is as follows: ① The upper and lower rectangular strips have a small height-to-width ratio, and the shear deformation is the main deformation under load. The lateral stiffness can be calculated as follows: ② The stiffness of the small steel columns on both sides of the dumbbell-shaped strip is considered according to the height-to-width ratio (h / b), as follows: ③ The stiffness of the dumbbell bar is considered based on the aspect ratio of the opening (h2 / (ba)) and the aspect ratio of the dumbbell bar (h2 / a). The calculation method is as follows: ④The overall lateral stiffness of the dumbbell-shaped weakened steel plate is: In the formula, G s —Shear modulus of the dumbbell-shaped weakened steel plate; E s —elastic modulus of dumbbell-shaped weakened steel plate; 1.2—shear stress non-uniformity coefficient of rectangular section; t s —Thickness of dumbbell-shaped weakened steel plate; L—Width of dumbbell-shaped weakened steel plate; H—Height of dumbbell-shaped weakened steel plate; h1—Height of upper rectangular plate strip; h3—Height of lower rectangular plate strip; h2—Height of dumbbell-shaped weakened strip; c—Width of small rectangular strips on both sides of dumbbell-shaped strip; a—Middle width of dumbbell bar; b—Width of lower end of dumbbell bar; m—Number of weakened rows in embedded steel plate; n—Number of dumbbell bars in a single row of dumbbell-shaped weakened strip.

6. A design method for a novel assembled steel plate combined shock-absorbing wall considering multi-stage stress according to claim 5, characterized in that: Calculate the yield bearing capacity and ultimate bearing capacity of the dumbbell-shaped weakened steel plate in step (ii): Considering the structural characteristics of the dumbbell-shaped weakened steel plate, its bearing capacity is related to the mechanical properties of the dumbbell-shaped strip and the rectangular steel columns on both sides. It is necessary to first clarify the bearing performance of the dumbbell-shaped strip and the rectangular steel columns on both sides. ① Yield bearing capacity of rectangular steel column F y1 and the ultimate bearing capacity F u1 It should be analyzed according to its different stress states, and the calculation formula is as follows: ② Dumbbell-shaped strip yield bearing capacity F y2 and the ultimate bearing capacity F u2 The calculation formula is as follows: ③ The yield bearing capacity F of the dumbbell-shaped weakened steel plate y and the ultimate bearing capacity F u for: F y =F y1 +F y2 F u =F u1 +F u2 In the formula, F y1 —Yield bearing capacity of rectangular steel column; F y2 — yield bearing capacity of dumbbell-shaped strip; F u1 —Ultimate bearing capacity of rectangular steel column; F u2 —Ultimate bearing capacity of dumbbell-shaped strip; F y —Dumbbell-shaped weakening of the yield bearing capacity of the steel plate; F u —Dumbbell shape weakens the ultimate bearing capacity of the steel plate; τ cr —elastic shear buckling stress of steel plate; f y —Yield strength of steel plate; 1.2—Strengthening coefficient of steel; f v — Shear strength of steel plate; f u —Ultimate strength of steel plate, f u =1.25f y .

7. A design method for a novel assembled steel plate combined shock-absorbing wall considering multi-stage stress according to claim 6, characterized in that: The concrete slab in step (iii) is designed to have sufficient rigidity to restrain the out-of-plane buckling of the embedded dumbbell-shaped weakened steel plate, and its slab thickness should satisfy the following formula: Where, g is the out-of-plane constraint stiffness ratio of the concrete slab; t c —Thickness of the concrete slab on one side; f—Design value of tensile, compressive and bending strength of steel; t s —Thickness of dumbbell-shaped weakened steel plate; H e —Clear height of the shock-absorbing wall; k s —Elastic shear buckling coefficient of four-side simply supported plate; E c —Elastic modulus of concrete.

8. A design method for a novel assembled steel plate combined shock-absorbing wall considering multi-stage stress according to claim 7, characterized in that: The concrete slab in the design step (IV) exerts its bearing performance when subjected to force in the second stage. The concrete slab is set on two sides. The shear bearing capacity of the single-side concrete slab can be calculated based on the shear bearing capacity of the reinforced concrete shear wall and should meet the following requirements: Where: λ—shear span ratio of calculated section; f t —Design value of concrete axial tensile strength; t c —Thickness of the single-side concrete slab; h0—Effective height of the section; N—Design value of axial pressure corresponding to the design value of shear force V; f yh —Design value of tensile strength of transverse reinforcement in concrete slab; A, A w —are the full cross-sectional area and web area of ​​the shear wall members, respectively. For a rectangular shape, A=A w ; A sh , s—respectively represent the total cross-sectional area of ​​the transversely distributed steel bars and the spacing between the transversely distributed steel bars arranged in the same section.

9. A design method for a novel assembled steel plate combined shock-absorbing wall considering multi-stage stress according to claim 8, characterized in that: Carry out the sliding connection design between the dumbbell-shaped weakened steel plate and the concrete slab in step (V): When the shock-absorbing wall reaches the limit of elastic inter-story displacement angle, relative slip between the dumbbell-shaped weakened steel plate and the concrete slab is considered as the critical state. The sliding connection design should meet the following requirements: In order to make full use of the friction energy dissipated when relative sliding occurs between the dumbbell-shaped weakened steel plate and the concrete slab, it should be ensured that the dumbbell-shaped weakened steel plate is not damaged when sliding occurs, that is: F slip,c <F u In the formula, [θ e ]—elastic inter-layer displacement angle limit of the shock-absorbing wall; h—calculated height of the shock-absorbing wall; k—initial stiffness of the dumbbell-shaped weakened steel plate; F slip,c —critical slip load; n slip,c —Number of bolts corresponding to the critical slip load; Vb c—Bearing capacity of a single high-strength bolt; F u —The dumbbell shape weakens the ultimate bearing capacity of the steel plate.

10. A design method for a new type of assembled steel plate combined shock-absorbing wall considering multi-stage stress according to claim 9, characterized in that: Carry out the connection design in step (six): 1) Design of weld between dumbbell-shaped weakened steel plate and connecting steel plate: Strength verification of shear welds: 2) High-strength bolt connection design: The bearing capacity of a single high-strength bolt: The number of high-strength bolts required for the connection between the force-transmitting steel plate and the embedded dumbbell-shaped weakened steel plate: The bending bearing capacity of the high-strength bolts at the bottom of the new assembled steel plate combined shock-absorbing wall should meet the following requirements: 3) Design the bolts at the connection between the concrete slab and the force-transmitting steel plate: The design value of the shear bearing capacity of a single cylindrical head stud shall comply with the following formula: Number of studs required: In the formula, h e —Calculated thickness of right-angle fillet weld: when the gap between the two welds b≤1.5mm, h e =0.7h f ; 1.5mm﹤b≤5mm, h e =0.7(h f -b), h f is the size of the weld foot; l w —Calculated length of fillet weld: for each weld, take its actual length minus 2h f ; fwf—design value of fillet weld strength; Nb v—design value of shear bearing capacity of a single bolt; Nb c—design value of compressive bearing capacity of a single bolt; Nb t—design value of tensile bearing capacity of a single bolt; n v —Number of shear surfaces; d—screw diameter; fb v, fb c—design values ​​of shear and compressive strength of bolts; ∑t—smaller value of the total thickness of the pressure-bearing member in one direction of force in different directions of force; A e —Effective area of ​​the bolt; fb t—Design value of the tensile strength of the bolt; m b —Number of high-strength bolts; V c —Shear bearing capacity of single-sided concrete slab; V u —The ultimate bearing capacity of the dumbbell-shaped weakened steel plate; Vb c—The bearing capacity of a single high-strength bolt; M—Bending moment of the shock-absorbing wall; y1—y i The maximum value among y i —The distance from the i-th bolt to the centroid of the bolt group; m—Number of bolt rows; v —Shear force borne by each bolt; N t —The shear force borne by the bolt with the largest tensile force under the action of bending moment; P—The pretension of each high-strength bolt; E c —elastic modulus of concrete; f c —design value of concrete compressive strength; f at —Design value of ultimate tensile strength of cylindrical head bolt; A s —Cross-sectional area of ​​cylindrical head stud rod; Vstudv—Design value of shear bearing capacity of a single cylindrical head stud.

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