Fabricated steel plate composite damping wall considering multi-stage force and design method

Abstract

The application discloses a novel assembled steel plate composite damping wall considering multistage stress and a design method, wherein the novel assembled steel plate composite damping wall is assembled by connecting steel plates, dumbbell-shaped weakened steel plates, force transmission steel plates welded with studs, concrete plates, L-shaped connecting angle steels and high-strength bolts. The novel assembled steel plate composite damping wall only bears the dumbbell-shaped weakened steel plates under normal use conditions and under small earthquakes, and the concrete plates provide out-of-plane constraints for the novel assembled steel plate composite damping wall; under medium earthquakes and large earthquakes, the external concrete plates start to bear loads, so that the assembled damping wall has sufficient rigidity and bearing capacity. The multistage stress characteristics can guarantee that the structure has good lateral resistance and bearing performance in different loading stages, fully play the mechanical performance of each component, and delay the damage of the structure under the action of earthquakes.

Description

Technical fields:

[0001] This invention relates to the field of civil engineering, and specifically to a design method for prefabricated steel plate composite shock-absorbing walls that consider multi-stage stress. Background Technology

[0002] Steel plate shear wall structures, as a novel lateral force resisting structural system, represent an important application of prefabricated steel structures in high-rise buildings and high-intensity seismic zones. However, steel plate shear wall structures have poor fire resistance and are prone to out-of-plane buckling when subjected to earthquakes exceeding the design flood level, affecting the structure's seismic performance. Steel plate-concrete composite shear walls can address the shortcomings of steel plate shear walls, but under seismic loading, the concrete slab and the embedded steel plate are stressed simultaneously. The concrete slab cracks or even crushes earlier, losing its restraining effect on the embedded steel plate, which is detrimental to the structure's seismic performance under rare earthquakes. Summary of the Invention

[0003] The purpose of this invention is to provide a prefabricated steel plate composite damping wall and its design method that considers multi-stage stress. Under normal operating conditions and minor earthquakes, the prefabricated steel plate composite damping wall made by this design method only weakens the stress of the steel plate in a dumbbell shape, while the concrete slab provides out-of-plane restraint to prevent out-of-plane buckling. Under moderate and major earthquakes, the external concrete slab begins to bear the load, ensuring that the damping wall has sufficient stiffness and bearing capacity.

[0004] This invention discloses a prefabricated steel plate composite vibration damping wall considering multi-stage stress, characterized in that: the steel plate composite vibration damping wall is assembled from connecting steel plates, dumbbell-shaped weakening steel plates, force-transmitting steel plates welded with studs, a concrete slab, L-shaped connecting angle steel, and high-strength bolts; the lower surface of the connecting steel plate is perpendicularly welded and fixed to the upper end of the dumbbell-shaped weakening steel plate, and the connecting steel plate is connected to the main structure by high-strength bolts, transferring the load to the dumbbell-shaped weakening steel plate, which serves as the first-stage stress-bearing unit under normal operating conditions and minor earthquakes; studs are welded to the force-transmitting steel plate, which is integrally formed with the poured concrete slab; two force-transmitting steel plates are attached to the two sides of the upper part of the dumbbell-shaped weakening steel plate and fixed by a first high-strength bolt, while the concrete slab... The side of the soil slab is attached to the side of the dumbbell-shaped weakening steel plate. The concrete slab serves as an out-of-plane constraint component for the dumbbell-shaped weakening steel plate during the first stage of stress, and also as the second stage stress unit under moderate and major earthquakes. The upper part of the dumbbell-shaped weakening steel plate has a long strip hole through which the first high-strength bolt passes. During the first stage of stress, there is relative slippage between the dumbbell-shaped weakening 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 against the long strip hole on the dumbbell-shaped weakening steel plate, transferring the load to the concrete slab, and the concrete slab begins to perform its load-bearing function. The concrete slab, the dumbbell-shaped weakening steel plate, and the L-shaped connecting angle steel are all equipped with second high-strength bolts.

[0005] Further, the connecting steel plate is a rectangular plate, two rows of first bolt holes are arranged on the connecting steel plate, and the welding position of 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, and a row of second bolt holes for penetrating the first high-strength bolt is arranged on the force transmission steel plate; the concrete plate is rectangular, a recess for neatly abutting against the force transmission steel plate is arranged on the upper portion of the side surface of the concrete plate close to the dumbbell-shaped weakened steel plate, and a third bolt hole for penetrating the second high-strength bolt is arranged on the lower portion of the concrete plate.

[0006] Further, the dumbbell-shaped weakened steel plate is a rectangular plate, a row of long strip-shaped holes is arranged on the upper end of the dumbbell-shaped weakened steel plate, the long axis direction of the long strip-shaped hole is consistent with the width direction of the dumbbell-shaped weakened steel plate, a row of bolt holes for penetrating the second high-strength bolt is arranged on the lower end of the dumbbell-shaped weakened steel plate, and two rows of shuttle-shaped holes are arranged on the dumbbell-shaped weakened steel plate between the upper long strip-shaped hole and the bolt hole, so as 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.

[0007] The present application considers a design method of a multi-stage stress assembled steel plate combined damping wall, mainly relates to damping wall lateral stiffness calculation, bearing capacity calculation and high-strength bolt connection design and the like, and specifically includes the following steps:

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

[0009] (II) calculating the yield bearing capacity and ultimate bearing capacity of the dumbbell-shaped weakened steel plate according to the selected selection and parameters of the dumbbell-shaped weakened steel plate;

[0010] (III) determining the geometric size of the concrete plate based on the stress characteristics of the first stage, so as to ensure that the dumbbell-shaped weakened steel plate has sufficient stiffness to avoid buckling;

[0011] (IV) performing bearing capacity design of the concrete plate based on the stress characteristics of the second stage, so as to ensure that the concrete plate has sufficient bearing capacity to meet the performance requirements under the great earthquake;

[0012] (V) performing slip connection design between the dumbbell-shaped weakened steel plate and the concrete plate based on the expected multi-stage stress characteristics;

[0013] (VI) performing welding design of the connecting steel plate and the dumbbell-shaped weakened steel plate, high-strength bolt connection design and bolt connection design based on the principle of "strong connection and weak component", so as 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 the step (I):

[0015] The upper and lower rectangular strips are mainly in shear deformation under load due to their small aspect ratio, and their lateral stiffness can be calculated as follows:

[0016] The initial stiffness of the upper rectangular strip is:

[0017]

[0018] The initial stiffness of the lower rectangular strip is:

[0019]

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

[0021] When the aspect ratio of the small steel column is not more than 1, it is mainly in shear deformation under load, and the stiffness calculation formula is:

[0022]

[0023] When the aspect ratio of the small steel column is more than 1 but not more than 4, the influence of shear deformation and bending deformation on lateral capacity is considered under load, and the stiffness calculation formula is:

[0024]

[0025] When the aspect ratio of the small steel column is more than 4, it is mainly in bending deformation under load, and the stiffness calculation formula is:

[0026]

[0027] The stiffness of the dumbbell rod is considered according to the aspect ratio:

[0028] When the hole aspect ratio 3.3≤h2 / (b-a)<4 and the dumbbell rod aspect ratio h2 / a≥4, it is mainly in shear deformation under load, and the stiffness calculation formula is:

[0029]

[0030] When the hole aspect ratio h2 / (b-a)≥3.3 and the dumbbell rod aspect ratio h2 / a<4, the influence of shear deformation and bending deformation on lateral capacity is considered under load, and the stiffness calculation formula is:

[0031]

[0032] When the hole aspect ratio h2 / (b-a)≥4 and the dumbbell rod aspect ratio h2 / a≥4, it is mainly in bending deformation 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 the dumbbell-shaped weakened steel plate; 1.2—shear stress non-uniformity coefficient of the rectangular section; t s —thickness of the dumbbell-shaped weakened steel plate; L—width of the dumbbell-shaped weakened steel plate; H—height of the dumbbell-shaped weakened steel plate; h1—height of the upper rectangular strip; h3—height of the lower rectangular strip; h2—height of the dumbbell-shaped strip; c—width of the small rectangular strip on both sides of the dumbbell-shaped strip; a—middle width of the dumbbell rod; b—lower end width of the dumbbell rod; m—number of weakened rows in the embedded steel plate; and n—number of dumbbell rods in a single row of dumbbell-shaped weakened strips.

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

[0038] Considering the constitutive characteristics of the dumbbell-shaped weakened steel plate, the bearing capacity thereof is related to the mechanical properties of the dumbbell-shaped strip and the two-side rectangular steel column, and the bearing capacity of the dumbbell-shaped strip and the two-side rectangular steel column needs to be first determined.

[0039] The yield bearing capacity F y1 and the ultimate bearing capacity F u1 of the rectangular steel column should be analyzed according to different stress states, and the calculation formulae thereof are as follows:

[0040] When the shear deformation of the two-side rectangular steel column is only considered, the yield bearing capacity and the ultimate bearing capacity calculation formulae thereof are as follows:

[0041]

[0042] F u1 = 2 × 1.2f v ct s

[0043] When the shear deformation and the bending deformation of the two-side rectangular steel column are simultaneously considered, the yield bearing capacity and the ultimate bearing capacity thereof are between the bending deformation bearing capacity and the shear deformation bearing capacity:

[0044]

[0045] When the bending deformation of the two-side rectangular steel column is only considered, the yield bearing capacity and the ultimate bearing capacity calculation formulae thereof are as follows:

[0046]

[0047] The yield bearing capacity F y2and ultimate bearing capacity F u2 The calculation formula is as follows:

[0048]

[0049] The bearing capacity of the dumbbell-shaped weakened steel plate is:

[0050] F y = F y1 + F y2

[0051] F u = F u1 + F u2

[0052] In the formula, F y1 —yield bearing capacity of the rectangular steel column; F y2 —yield bearing capacity of the dumbbell-shaped strip; F u1 —ultimate bearing capacity of the rectangular steel column; F u2 —ultimate bearing capacity of the dumbbell-shaped strip; F y —yield bearing capacity of the dumbbell-shaped weakened steel plate; F u —ultimate bearing capacity of the dumbbell-shaped weakened steel plate; τ cr —elastic shear buckling stress of the steel plate; f y —yield strength of the steel plate; 1.2—strengthening coefficient of the steel material; f v —shear strength of the steel plate; f u —ultimate strength of the steel plate, f u = 1.25f y .

[0053] Further, to ensure that the concrete slab has sufficient stiffness to constrain the out-of-plane buckling of the embedded dumbbell-shaped weakened steel plate in the first stress stage, the thickness of the concrete slab is determined according to the step (three):

[0054]

[0055] In the formula

[0056]

[0057]

[0058] In the above formula, g—out-of-plane constraint stiffness ratio of the concrete slab; t c —thickness of the single-sided concrete slab; f—design value of the tensile, compressive and bending strength of the steel material; t s —thickness of the dumbbell-shaped weakened steel plate; H e —net height of the shock-absorbing wall; L e —net span of the shock-absorbing wall; k s— elastic shear buckling coefficient of simply supported plate; E c — elastic modulus of concrete; λ— relative height-thickness ratio of steel plate shear wall; ε k — steel correction coefficient; f y — yield strength of steel plate.

[0059] Further, to ensure the concrete slab to play a load bearing performance in the second stage, according to the step (four), the concrete slab is arranged on both sides, the shear bearing capacity of the single-sided concrete slab is designed according to the shear bearing capacity of the reinforced concrete shear wall, and the following provisions shall be met:

[0060]

[0061] Wherein λ— the calculated shear span ratio; f t — design value of axial tensile strength of concrete; t c — thickness of single-sided concrete slab; h0— effective height of section; N— axial compression design value corresponding to shear design value V; f yh — design value of tensile strength of transverse distribution steel in concrete slab; A, A w — full sectional area and web area of shear wall wall respectively, A = A w when rectangular; A sh , s— full sectional area and transverse distribution steel spacing of transverse distribution steel arranged in the same section respectively;

[0062] Further, according to the step (five), the slip connection between the dumbbell-shaped weakened steel plate and the concrete slab is designed:

[0063] The relative slip between the dumbbell-shaped weakened steel plate and the concrete slab occurs when the seismic wall reaches the elastic interlayer displacement angle limit value, and the slip connection design shall meet:

[0064]

[0065] In order to fully utilize the friction energy dissipation when the relative slip between the dumbbell-shaped weakened steel plate and the concrete slab occurs, it is necessary to ensure that the dumbbell-shaped weakened steel plate does not fail when the slip occurs, that is:

[0066] F slip,c <F u

[0067] Wherein, [θ e ]— elastic interlayer displacement angle limit value of seismic wall; h— calculation height of seismic wall; k— initial stiffness of dumbbell-shaped weakened steel plate; F slip,c — critical slip load; n slip,c — number of bolts corresponding to the critical slip load; — bearing capacity of a single high-strength bolt; Fu — Ultimate load capacity of dumbbell-shaped weakened steel plate.

[0068] Further, according to the step (six), the connection design is carried out:

[0069] Weld design between dumbbell-shaped weakened steel plate and connection steel plate:

[0070] Shear strength checking of weld:

[0071]

[0072] High-strength bolt connection design:

[0073] Bearing capacity of single high-strength bolt:

[0074]

[0075] Number of high-strength bolts required at the connection between force transmission steel plate and embedded dumbbell-shaped weakened steel plate:

[0076]

[0077] The bending bearing capacity of high-strength bolts at the bottom of fabricated steel plate composite damping wall shall meet the following requirements:

[0078]

[0079] Design of studs at the connection between concrete slab and force transmission steel plate:

[0080] The shear bearing capacity design value of single cylindrical head stud shall comply with the following formula:

[0081]

[0082] Number of studs required:

[0083]

[0084] In the formula, h e — Calculated thickness of straight fillet weld, h e = 0.7h f when the gap b between two welds is ≤1.5 mm; h e = 0.7(h f -b) when 1.5 mm < b ≤5 mm, h f is the weld leg size; l w — Calculated length of fillet weld, the actual length of each weld is taken minus 2h f ; — Strength design value of fillet weld; — Shear bearing capacity design value of single bolt; — Design value of bearing capacity of single bolt in compression; — Design value of bearing capacity of single bolt in tension;n v — Number of shear planes;d— Diameter of bolt shank; — Design value of shear and bearing strength of bolt;∑t— Smaller value of total thickness of compression member in different force directions;A e — Effective area of bolt;f t b — Design value of tensile strength of bolt;m b — Number of high-strength bolts;V c — Shear capacity of single-sided concrete slab;V u — Ultimate bearing capacity of dumbbell-shaped weakened steel plate; — Bearing capacity of single high-strength bolt;M— Bending moment of shock-absorbing wall;y1— Maximum value of y i ; y i — Distance from the i-th bolt to the centroid of the bolt group;m— Number of bolt rows;N v — Shear force borne by each bolt;N t — Shear force borne by the bolt with the maximum tensile force under the action of bending moment;P— Pre-tension of each high-strength bolt;E c — Elastic modulus of concrete;f c — Design value of compressive strength of concrete;f at — Design value of ultimate tensile strength of round head stud;A s — Cross-sectional area of stud shank of round head stud; — Design value of shear capacity of single round head stud.

[0085] The two-stage stress assembled steel plate composite damping wall provided by the application is assembled by connecting steel plates, dumbbell-shaped weakened steel plates, force transmission steel plates welded with studs, concrete plates, L-shaped connecting angle steels and high-strength bolts, wherein the connecting steel plates are welded on the upper sides of the dumbbell-shaped weakened steel plates and connected with the main structure through high-strength bolts as the first stage stress unit under normal use conditions and small earthquakes; the concrete plates are connected with the dumbbell-shaped weakened steel plates through the force transmission steel plates welded with studs as the out-of-plane constraint components of the dumbbell-shaped weakened steel plates in the first stage stress and also as the second stage stress unit under medium earthquakes and large earthquakes. The dumbbell-shaped weakened steel plates are provided with long strip-shaped holes, and there is relative sliding between the dumbbell-shaped weakened steel plates and the force transmission steel plates welded with studs in the first stage stress process, so that the concrete plates do not participate in stress and only provide out-of-plane constraints to avoid damage caused by the premature participation of the concrete in stress; in the second stage stress process, the high-strength bolts are extruded with the long strip-shaped holes on the dumbbell-shaped weakened steel plates to transmit the load to the concrete plates, and the concrete plates begin to play a bearing function; in addition, the components of the assembled steel plate composite damping wall structure provided by the application can be prefabricated in a factory and assembled at a construction site, so that the component processing quality can be effectively guaranteed, the construction efficiency can be improved, the construction advantages of the assembled structure can be fully played, the development direction of the building industrialization is met, and the application prospect is wide.

[0086] Compared with the prior art, the application has the following advantages:

[0087] The steel plate composite damping wall can meet the requirements of the components of the structure in different stress stages by reasonable design of the multi-stage stress, fully play the mechanical properties of the components, meet the lateral performance and bearing performance requirements in different stress stages, and delay the damage of the structure under the action of the earthquake. In addition, the stiffness and bearing capacity of the steel plate composite damping wall are controlled by adjusting the number and size of the dumbbell rods, the deformation mode and energy dissipation capacity of the structure are improved, the damage of the structure under the action of the earthquake is concentrated in the damping wall, and the seismic performance of the structure is improved.

[0088] 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 damping wall, the dumbbell-shaped weakened steel plate converts the wall plate characterized by shear deformation energy dissipation into the combination of the dumbbell rods, the small steel columns on both sides and the upper and lower rectangular plate strips characterized by shear deformation, and improves the deformation mode and energy dissipation capacity of the steel plate wall. BRIEF DESCRIPTION OF DRAWINGS

[0089] Figure 1 is the structural front view of the application;

[0090] Figure 2 is the structural side view of the application;

[0091] Figure 3 is the structural exploded view of the application;

[0092] Figure 4 is a schematic diagram of the dumbbell-shaped weakened steel plate of the present application;

[0093] Figure 5 is a detailed diagram of the dumbbell-shaped weakened steel plate of the present application;

[0094] Figure 6 is a front view of the concrete slab of the present application;

[0095] Figure 7 is a side view of the concrete slab of the present application;

[0096] Figure 8 is a front view of the force transmission steel plate of the present application;

[0097] Figure 9 is a side view of the force transmission steel plate of the present application;

[0098] Figure 10 is a side view of the concrete slab of the present application;

[0099] Figure 11 is a schematic diagram of the connecting steel plate of the present application;

[0100] Figure 12 is a simplified model diagram of the rigidity of the present application;

[0101] Figure 13 is a calculation diagram of the present application;

[0102] The reference signs and corresponding names are as follows: 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 rod; 3-4-small steel column on both sides of the dumbbell rod; 3-5-intermediate rectangular strip; 3-6-bolt hole; 3-7-lower rectangular strip; 4-1-first bolt hole; DETAILED DESCRIPTION

[0103] In order to make the above features and advantages of the present application more apparent, the following embodiments are specifically described, and the detailed description is made below with reference to the accompanying drawings, but the present application is not limited thereto.

[0104] REFERENCE Figures 1 to 13

[0105] The application considers a multi-stage stress assembled steel plate composite damping wall, which is assembled by 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 first high-strength bolts 6 and second high-strength bolts 7).

[0106] The concrete plate 1 is provided with a plurality of bolt holes 1-2 for the second high-strength bolts 7.

[0107] The concrete plate 1 is provided with a plurality of bolt holes 1-2 for the second high-strength bolts 7.

[0108] The dumbbell-shaped weakening steel plate 3 is a rectangular plate. A row of elongated holes 3-1 is provided at the upper end of the dumbbell-shaped weakening steel plate 3. The long axis of the elongated holes 3-1 is consistent with the width direction of the dumbbell-shaped weakening steel plate 3. A row of bolt holes 3-6 for inserting the second high-strength bolt 7 is provided at the lower end of the dumbbell-shaped weakening steel plate 3. Two rows of shuttle-shaped holes are provided on the dumbbell-shaped weakening 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 weakening strip 3-3, and small steel columns 3-4 on both sides of the dumbbell-shaped weakening section on the dumbbell-shaped weakening steel plate 3.

[0109] One side of the L-shaped connecting angle steel 5 is fixed to the concrete slab 1 and the dumbbell-shaped weakening steel plate 3 by the second high-strength bolt 7, and the other side of the L-shaped connecting angle steel 5 is connected to the main structure (not shown in the figure) by the high-strength bolt.

[0110] This invention discloses a design method for a prefabricated steel plate composite vibration damping wall that considers multi-stage stress, specifically including the following steps:

[0111] (i) Determine the calculation method for 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;

[0112] (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;

[0113] (iii) Based on the stress characteristics of the first stage, determine the geometric dimensions of the concrete slab to ensure sufficient stiffness and avoid buckling of the dumbbell-shaped weakened steel plate.

[0114] (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.

[0115] (v) Design of a sliding connection between a dumbbell-shaped weakened steel plate and a concrete slab based on the expected multi-stage stress characteristics;

[0116] (vi) Based on the principle of “strong connection and weak component”, the welding design of the connecting steel plate and the dumbbell-shaped weakening steel plate, the high-strength bolt connection design and the stud connection design are carried out to ensure reliable force transmission of the connection;

[0117] The specific calculated dimensions of the dumbbell-shaped weakened steel plate are as follows: Figure 13 As shown, the plate thickness is 6mm, the height of the embedded steel plate between the bolt centerlines is 1400mm, the steel material is Q235, and the elastic modulus is 2.06×10⁻⁶. 5 N / mm 2 The shear modulus is 79×10 3 N / mm 2, the Poisson's ratio is 0.3, the yield strength is 235 N / mm 2 , the shear strength is 125 N / mm 2 .

[0118] The concrete slab adopts commercial concrete with a label of C30, the elastic modulus is 3.00x10 4 N / mm 2 , the Poisson's ratio is 0.2, the axial tensile strength design value is 1.43 N / mm 2 , the axial compressive strength design value is 14.3 N / mm 2 , the height is 1410 mm, the width is 900 mm, the height of the concrete slab between the center line of the upper side anchor and the lower side bolt is 1310 mm, the protective layer thickness is 10 mm, and the horizontal steel in the single side concrete slab adopts HPB235 steel with a diameter of 5 mm.

[0119] The steel material of the force transmission steel plate is selected from Q235, the elastic modulus is 2.06x10 5 N / mm 2 , the Poisson's ratio is 0.3, the height is 190 mm, the width is 900 mm, and the thickness is 6 mm.

[0120] The upper side of the steel plate combined damping wall adopts M20 high-strength bolt of grade 10.9, the lower side adopts M22 high-strength bolt of grade 10.9, and a cylindrical head anchor with a diameter of 20 mm is adopted, and the ultimate tensile strength design value of the cylindrical head anchor is 360 N / mm 2 .

[0121] According to step (one), the initial lateral stiffness of the dumbbell-shaped weakened steel plate is determined:

[0122] The upper and lower rectangular strips are mainly sheared under the action of load due to their small height-width ratio, and the lateral stiffness can be calculated according to the following formula:

[0123] The initial stiffness of the upper and lower rectangular strips:

[0124]

[0125] The stiffness of the two sides of the dumbbell-shaped strip is considered according to the height-width ratio:

[0126] As Figure 13 shown, the height-width ratio of the small steel column is equal to 4.55, and the stiffness calculation formula is:

[0127]

[0128] The stiffness of the dumbbell rod is considered according to the height-width ratio:

[0129] As Figure 13As shown, the opening height-width ratio of the dumbbell bar is h2 / (b-a) = 5.56 ≥ 4 and the dumbbell bar height-width ratio is h2 / a = 8.33 ≥ 4, and the bending deformation is dominant under the load, and the stiffness calculation formula is:

[0130]

[0131] The overall lateral stiffness of the dumbbell-shaped weakened steel plate is:

[0132]

[0133] In the formula, G s —Shear modulus of dumbbell-shaped weakened steel plate; E s —Elastic modulus of dumbbell-shaped weakened steel plate; 1.2—Rectangular cross-section shear stress non-uniformity coefficient; t s —Plate 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 strip on both sides of dumbbell-shaped strip; a—Intermediate width of dumbbell bar; b—Lower end width of dumbbell bar; m—Number of weakened rows in the embedded steel plate; n—Number of dumbbell bars in a single dumbbell-shaped weakened strip.

[0134] According to step (two), the yield bearing capacity and ultimate bearing capacity of the dumbbell-shaped weakened steel plate are calculated:

[0135] Considering the composition characteristics of the dumbbell-shaped weakened steel plate, its bearing capacity is related to the mechanical properties of the dumbbell-shaped strip and the two side rectangular steel columns, so the bearing capacity of the dumbbell-shaped strip and the two side rectangular steel columns needs to be determined first.

[0136] As shown in Figure 13 , the height-width ratio of the two small steel columns is equal to 4.55, and the bending deformation is dominant under the load, and the yield bearing capacity and ultimate bearing capacity are:

[0137]

[0138]

[0139] The yield bearing capacity F y2 and the ultimate bearing capacity F u2 of the dumbbell-shaped strip are calculated as follows:

[0140]

[0141] The bearing capacity of the dumbbell-shaped weakened steel plate is:

[0142] F y = F y1 +F y2 = 22.75 + 81.22 = 103.97 kN

[0143] F u = F u1 + F u2 = 42.65 + 152.28 = 194.93 kN

[0144] where F y1 —yield load of rectangular steel column; F y2 —yield load of dumbbell-shaped strip; F u1 —ultimate load of rectangular steel column; F u2 —ultimate load of dumbbell-shaped strip; F y —yield load of dumbbell-shaped weakened steel plate; F u —ultimate load of dumbbell-shaped weakened 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 = 1.25 f y .

[0145] To ensure that the concrete slab has sufficient stiffness to constrain the out-of-plane buckling of the embedded dumbbell-shaped weakened steel plate in the first loading stage, the thickness of the concrete slab is determined according to the step (three):

[0146]

[0147]

[0148] The thickness of the single-sided concrete slab is taken as 50 mm.

[0149] where g—out-of-plane constraint stiffness ratio of concrete slab; t c —thickness of single-sided concrete slab; f—design value of tensile, compressive and bending strength of steel; t s —thickness of dumbbell-shaped weakened steel plate; H e —net height of seismic wall; L e —net span of seismic wall; k s —elastic shear buckling coefficient of four-side simply supported slab; E c —elastic modulus of concrete; λ—relative height-thickness ratio of steel plate shear wall; ε k —correction coefficient of steel; f y —yield strength of steel plate.

[0150] To ensure that the concrete slab develops load-carrying capacity in the second loading stage, according to step (four), the concrete slab is arranged on both sides, and the shear capacity of the single-sided concrete slab is designed according to the shear capacity of the reinforced concrete shear wall:

[0151]

[0152] where λ—calculated cross-section shear-span ratio, λ = 1.5 in this design; f t —design value of concrete axial tensile strength; t c —thickness of one-side concrete slab; h0—effective height of cross-section; N—design value of axial compression corresponding to design value of shear V; f yh —design value of tensile strength of transverse distribution reinforcement in concrete slab; A, A w —full cross-sectional area and web area of shear wall wall leg respectively, A = A w when rectangular; A sh , s—full cross-sectional area and spacing of transverse distribution reinforcement respectively arranged in the same cross-section.

[0153] According to the step (five), the slip connection design between the dumbbell-shaped weakened steel plate and the concrete slab is performed:

[0154] The relative slip between the dumbbell-shaped weakened steel plate and the concrete slab occurs when the seismic wall reaches the elastic inter-story drift angle limit value, and the slip connection design should meet:

[0155]

[0156]

[0157] satisfies [θ e ]hk<F slip,c

[0158] To fully utilize the friction energy dissipation when the relative slip between the dumbbell-shaped weakened steel plate and the concrete slab occurs, it is necessary to ensure that the dumbbell-shaped weakened steel plate does not fail when the slip occurs, i.e.:

[0159] 169.2kN<194.93kN

[0160] satisfies F slip,c <F u

[0161] where [θ e ]—elastic inter-story drift angle limit value of the seismic wall; h—calculated height of the seismic 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; V c b —bearing capacity of a single high-strength bolt; F u —ultimate bearing capacity of the dumbbell-shaped weakened steel plate.

[0162] According to step (six) to carry out the connection design:

[0163] The weld design between the dumbbell-shaped weakened steel plate and the connecting steel plate:

[0164] Shear weld strength checking:

[0165] Satisfy the shear weld strength.

[0166] M20 high-strength bolt connection design:

[0167] The design value of the shear bearing capacity of a single bolt is:

[0168]

[0169] The design value of the pressure bearing capacity of a single bolt is:

[0170]

[0171] The design value of the tensile bearing capacity of a single bolt is:

[0172]

[0173] The bearing capacity of a single high-strength bolt:

[0174]

[0175] The number of high-strength bolts required:

[0176] The connecting part of the force transmission steel plate and the embedded dumbbell-shaped weakened steel plate is designed to be connected by 10 high-strength bolts.

[0177] M22 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 pressure 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] The tensile force borne by the bolt with the maximum tensile force under the bending moment is:

[0187]

[0188] The shear force is shared by the bolts on average, and each bolt bears a shear force of:

[0189]

[0190] The strength calculation of the bolt with the maximum force:

[0191]

[0192] The bending resistance of the bolt is satisfied.

[0193] Design the bolts at the connection between the concrete slab and the load transfer steel plate:

[0194] The design value of the shear resistance of a single cylindrical head bolt is:

[0195]

[0196] The number of bolts required:

[0197]

[0198] Six bolts are designed at the connection between the load transfer steel plate on one side and the concrete slab.

[0199] In the formula, h e The calculated thickness of the straight angle weld, when the gap b between the two welds is ≤1.5mm, h e =0.7h f ; when 1.5mm≤b≤5mm, h e =0.7(h f -b), h f is the weld leg size; l w The calculated length of the fillet weld, take the actual length of each weld minus 2h f ; The design value of the strength of the fillet weld; The design value of the shear resistance of a single bolt; The design value of the compressive resistance of a single bolt; The design value of the tensile resistance of a single bolt; n v The number of shear planes; d—the diameter of the screw rod; The design value of the shear and compressive strength of the bolt; ∑t—the smaller value of the total thickness of the compressive member in different force directions; A e The effective area of the bolt; f t b— tensile strength design value of bolt; m b — number of high-strength bolts; V c — shear capacity of single-sided concrete slab; V u — ultimate bearing capacity of dumbbell-shaped weakened steel plate; — bearing capacity of single high-strength bolt; M — bending moment of shock-absorbing wall; y1 — maximum value in y i — maximum value in y i — distance from i-th bolt to centroid of bolt group; m — number of bolt columns; N v — shear force borne by each bolt; N t — shear force borne by bolt with maximum tensile force under bending moment; P — pre-tension of each high-strength bolt; E c — elastic modulus of concrete; f c — design value of compressive strength of concrete; f at — design value of ultimate tensile strength of cylindrical head bolt; A s — cross-sectional area of shank of cylindrical head bolt — design value of shear bearing capacity of single cylindrical head bolt.

[0200] After the above implementation process is completed, the following features of the present application can be embodied:

[0201] Through the design method of the present application, the fabricated steel plate composite shock-absorbing wall can realize staged force and meet the lateral resistance and bearing requirements in different load stages. In normal use conditions and under small earthquakes, only the dumbbell-shaped weakened steel plate is in action, the concrete slab is not stressed, only provides out-of-plane constraint for the dumbbell-shaped weakened steel plate, and utilizes the deformation of the dumbbell-shaped weakened steel plate to provide lateral stiffness for the structure; under medium earthquakes and large earthquakes, the external concrete slab starts to bear load and works cooperatively with the dumbbell-shaped weakened steel plate to ensure that the composite shock-absorbing wall has sufficient stiffness and bearing capacity and improves the seismic performance of the structure under large earthquakes.

[0202] The above only describes the preferred embodiments of the present application, and for those skilled in the art, according to the teaching of the present application, it does not require creative labor to design different forms of a fabricated steel plate composite shock-absorbing wall design method considering multi-stage force, and any equivalent changes, modifications, replacements and variations made within the scope of the present application application patent should be included in the scope of the present application.

Claims

1. A fabricated steel plate composite seismic wall considering multi-stage force, characterized in that: The steel plate composite damping wall is composed of connecting steel plates (4), dumbbell-shaped weakening steel plates (3), force-transmitting steel plates (2) welded with studs (2-2), concrete slabs (1), 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 weakening steel plate (3). The connecting steel plate (4) is connected to the main structure through high-strength bolts, transferring the load to the dumbbell-shaped weakening steel plate (3), which serves as the first-stage load-bearing unit under normal use conditions and minor earthquakes. Studs (2-2) are welded onto the force-transmitting steel plate (2), and it is cast integrally with the concrete slab (1). The two force-transmitting steel plates (2) are attached to the two sides of the upper part of the dumbbell-shaped weakening steel plate (3) and fixed by the first high-strength bolts (6). At the same time, the side of the concrete slab (1) is connected to the dumbbell-shaped weakening steel plate (3). The concrete slab (1) is attached to the side and serves as the out-of-plane constraint component of the dumbbell-shaped weakening steel plate in the first stage of stress, and is also the second stage stress unit under moderate and major earthquakes. The upper part of the dumbbell-shaped weakening steel plate (3) is provided with a long strip hole (3-1) through which the first high-strength bolt (6) passes. During the first stage of stress, there is relative slippage between the dumbbell-shaped weakening steel plate (3) and the force-transmitting steel plate (2), ensuring that the concrete slab (1) does not participate in the stress and only provides out-of-plane constraint. During the second stage of stress, the first high-strength bolt (6) is squeezed against the long strip hole (3-1) on the dumbbell-shaped weakening steel plate (3), and the load is transferred to the concrete slab (1), and the concrete slab (1) begins to perform the load-bearing function. The concrete slab (1), the dumbbell-shaped weakening steel plate (3), and the L-shaped connecting angle steel (5) are provided with a second high-strength bolt (7).

2. The multi-stage force-resisting assembled steel plate shear wall of claim 1, wherein: The connecting steel plate is a rectangular plate with two rows of first bolt holes (4-1). The welding position between the upper end of the dumbbell-shaped weakening 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 with a row of second bolt holes (2-1) for passing through the first high-strength bolt (6). The concrete slab (1) is rectangular. On the upper part of the surface of the concrete slab (1) near the dumbbell-shaped weakening steel plate (3), there is a recess for neatly abutting the force transmission steel plate. On the lower part of the concrete slab (1), there is a third bolt hole (1-2) for passing through the second high-strength bolt (7).

3. The multi-stage force-resisting assembled steel plate shear wall of claim 2, wherein: The dumbbell-shaped weakening steel plate (3) is a rectangular plate. A row of elongated holes (3-1) is provided at the upper end of the dumbbell-shaped weakening steel plate (3). The long axis of the elongated holes (3-1) is consistent with the width direction of the dumbbell-shaped weakening steel plate (3). A row of bolt holes (3-6) for inserting the second high-strength bolt (7) is provided at the lower end of the dumbbell-shaped weakening steel plate (3). Two rows of shuttle-shaped holes are provided on the dumbbell-shaped weakening 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 weakening strip (3-3), and small steel columns (3-4) on both sides of the dumbbell-shaped weakening section on the dumbbell-shaped weakening steel plate (3).

4. The design method of the fabricated steel plate shear wall with damping considering multi-stage force of claim 3, wherein: This mainly involves the calculation of lateral stiffness and bearing capacity of the damping wall, as well as the design of high-strength bolt connections, specifically including the following steps: (I) Determine the calculation method of the lateral stiffness of the dumbbell-shaped weakened steel plate (3), and preliminarily determine the selection and parameters of the dumbbell-shaped weakened steel plate based on the principle of equal stiffness; (ii) Calculate 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, determine the geometric dimensions of the concrete slab (1) to ensure sufficient stiffness and 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. (v) Based on the expected multi-stage stress characteristics, a sliding connection design is carried out between the dumbbell-shaped weakened steel plate (3) and the concrete slab (1); (vi) Based on the principle of "strong connection and weak component", the welding design of the connecting steel plate (4) and the dumbbell-shaped weakening 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. The design method of the fabricated steel plate shear wall with multi-stage force resisting according to claim 4, characterized in that, Calculate the lateral stiffness of the dumbbell-shaped weakened steel plate in step (i): The lateral stiffness of the dumbbell-shaped weakened steel plate is composed of the upper rectangular strip stiffness k1, the lower rectangular strip stiffness k3 and a dumbbell-shaped strip stiffness k2 in series, wherein the lateral stiffness of the dumbbell-shaped strip is composed of the stiffness k of a plurality of dumbbell-shaped bars in parallel 2-1 and two side small steel columns k 2-2 in parallel; for the upper and lower rectangular strips, the shear deformation is dominant under the load due to the small aspect ratio, and the lateral stiffness of the dumbbell-shaped bars and the two side small steel columns is calculated according to the deformation mode under the load according to the aspect ratio. The specific calculations are as follows: ① Due to their small height-to-width ratio, the upper and lower rectangular strips undergo shear deformation under load, and their lateral stiffness is calculated using the following formula: ② The stiffness of the small steel columns on both sides of the dumbbell-shaped strip is considered based on the height-to-width ratio (h / b), as follows: ③ The stiffness of the dumbbell bar is determined 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: ④ The overall lateral stiffness of the dumbbell-shaped weakened steel plate is: wherein G s —Shear modulus of 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 —Plate 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—Width of middle part of dumbbell rod; b—Width of lower end of dumbbell rod; m—Number of weakened rows in embedded steel plate; n—Number of dumbbell rods in single row of dumbbell-shaped weakened strip.

6. The design method for a prefabricated steel plate composite vibration damping wall considering multi-stage stress as described in claim 5, characterized in that: Calculate the yield strength 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 load-bearing capacity is related to the mechanical properties of the dumbbell-shaped strip and the rectangular steel columns on both sides. Therefore, it is necessary to first clarify the load-bearing capacity of the dumbbell-shaped strip and the rectangular steel columns on both sides. ① The yield bearing capacity F of a rectangular steel column 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: ②Dumbbell-shaped strip yield bearing capacity F y2 and ultimate bearing capacity F u2 The calculation formula is as follows: ③ Yield load F of dumbbell-shaped weakened steel plate y and ultimate load F u is: F y = F y1 + F y2 F u = F u1 + F u2 F = 0.5 * (F1 + F2) y1 —Rectangular steel column yield load capacity; F y2 —Dumbbell-shaped strip yield load capacity; F u1 —Rectangular steel column ultimate load capacity; F u2 —Dumbbell-shaped strip ultimate load capacity; F y —Dumbbell-shaped weakened steel plate yield load capacity; F u —Dumbbell-shaped weakened steel plate ultimate load capacity; τ cr —Steel plate elastic shear buckling stress; f y —Steel plate yield strength; 1.2 - steel material strengthening factor; f v - steel sheet shear strength; f u - steel sheet ultimate strength, f u = 1.25 f y .

7. The design method for a prefabricated steel plate composite vibration damping wall considering multi-stage stress as described in claim 6, characterized in that: The concrete slab in step (iii) of the design must have sufficient stiffness to restrain the out-of-plane buckling of the embedded dumbbell-shaped weakening steel plate, and its thickness should satisfy the following formula: where g = the out-of-plane stiffness ratio of the concrete slab; t c —single-sided concrete slab thickness; f = design tensile, compressive and flexural strength of steel; t s —dumbbell-shaped weakened steel slab thickness; H e —net height of the shock wall; k s —elastic shear buckling coefficient of a simply supported four-sided slab; E c —concrete elastic modulus.

8. The design method for a prefabricated steel plate composite vibration damping wall considering multi-stage stress as described in claim 7, characterized in that: The concrete slab in step (iv) of the design shall perform its load-bearing capacity during the second stage of stress. The concrete slab shall be installed on both sides, and the shear bearing capacity of the concrete slab on one side shall be calculated based on the shear bearing capacity of the reinforced concrete shear wall, and shall comply with the following provisions: where: λ - calculated cross-section shear-span ratio; f t - design value of concrete axial tensile strength; t c - thickness of one-sided concrete slab; h0 - effective height of cross-section; N - design value of axial compressive force corresponding to design value of shear force V; f yh - design value of tensile strength of transverse distribution reinforcement in concrete slab; A, A w - full cross-sectional area and web area of shear wall wall leg, respectively, A = A w when rectangular; A sh , s - full cross-sectional area and spacing of transverse distribution reinforcement arranged in the same cross-section, respectively.

9. The design method for a prefabricated steel plate composite vibration damping wall considering multi-stage stress as described in claim 8, characterized in that: Perform the sliding connection design between the dumbbell-shaped weakened steel plate and the concrete slab in step (5): The critical state is defined as the relative slippage between the dumbbell-shaped weakening steel plate and the concrete slab when the damping wall reaches the elastic inter-story drift angle limit. The slippage connection design should meet the following requirements: To fully utilize the frictional energy dissipation during relative slippage between the dumbbell-shaped weakening steel plate and the concrete slab, it is essential to ensure that the dumbbell-shaped weakening steel plate does not fail during slippage, i.e.: F slip,c <F u In the formula, [θ e ]—Limit of elastic inter-story drift angle of the damping wall; h—Calculated height of the damping wall; k—Initial stiffness of the dumbbell-shaped weakening steel plate; F slip,c —Critical starting load; n slip,c —The number of bolts corresponding to the critical slip load; —The load-bearing capacity of a single high-strength bolt; F u —Dumbbell shape weakens the ultimate bearing capacity of steel plate.

10. The design method for a prefabricated steel plate composite vibration damping wall considering multi-stage stress according to claim 9, characterized in that, Perform the connection design in step (six): 1) Weld design between the dumbbell-shaped weakening steel plate and the connecting steel plate: Shear weld strength verification: 2) High-strength bolt connection design: The load-bearing capacity of a single high-strength bolt: Number of high-strength bolts required at the connection between the force-transmitting steel plate and the embedded dumbbell-shaped weakening steel plate: The bending bearing capacity of the high-strength bolts at the bottom of the prefabricated steel plate composite damping wall should meet the following requirements: 3) Design of the studs at the connection between the concrete slab and the load-bearing steel plate: The design value of the shear capacity of a single cylindrical head stud shall conform to the following formula: Number of studs required: In the formula, h e —Calculated thickness of right-angle fillet welds, when the gap between the two weldments b ≤ 1.5 mm, h e =0.7h f When 1.5mm < b ≤ 5mm, h e =0.7(h) f -b), h f For solder lead dimensions; l w —The calculated length of the fillet weld is the actual length of each weld minus 2h. f ; —Design strength value for fillet welds; —Design value of shear capacity of a single bolt; —Design value of the bearing capacity of a single bolt; —Design value of tensile bearing capacity of a single bolt; n v —Number of shear surfaces; d—Screw diameter; —Design values ​​of shear and bearing strength of bolts; ∑t—The smaller value of the total thickness of the bearing member in one of the different force directions; A e —Effective area of ​​the bolt; f t b —Design value of tensile strength of bolt; m b —Number of high-strength bolts; V c —Shear capacity of a single-sided concrete slab; V u —Dumbbell-shaped weakens the ultimate load-bearing capacity of the steel plate; —The bearing capacity of a single high-strength bolt; M—The bending moment of the damping wall; y1—y i The maximum value in y; i — Distance from the i-th bolt to the centroid of the bolt group; m — Number of bolt rows; N v —The shear force borne by each bolt; N t —The shear force borne by the bolt under maximum tension under bending moment; P—The preload 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 stud; A s —Cross-sectional area of ​​the cylindrical head stud rod; —Design value of shear capacity of a single cylindrical head stud.

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