Shock absorption method and system based on stair anti-seismic support

Abstract

The invention relates to the technical field of constructional engineering, in particular to a damping method and system based on a stair anti-seismic support, and the system comprises a lower stair beam, an anti-seismic module and an upper stair beam; the method further comprises the steps of stress analysis; two point positions are selected as actual construction positions; an anti-seismic support is fixed for lower ladder beam construction; an extruded polystyrene board is laid, and strip-shaped steel bar cushion blocks are placed; binding upper stair beam steel bars and mounting stair section templates to finish stair construction. The reinforced concrete hidden beams are arranged at the starting positions of the stair flights, so that the overall structural stress of the stair flights is completely transmitted to the two anti-seismic supports, structural defects of the bottoms of the stair flights due to the action of seismic force are avoided, stability of the structural stress is guaranteed, and the structural strength of the stair flights is improved through the extruded polystyrene boards arranged between the stair flights and the stair beams. The stress separation of the stair sections and the stair beams is realized, so that the vibration transmission and the stress concentration are reduced, and the stability of the stair in the use process is improved.

Description

Technical Field

[0001] The present invention relates to the technical field of building engineering, and in particular to a shock absorbing method and system based on a seismic support for stairs. Background Art

[0002] With the continuous development of construction technology, the shock absorption system in building structures has been more and more widely used. Among them, the seismic bearing, as an indispensable part of the shock absorption system, is a device that can reduce the displacement and acceleration response of the structure under the action of earthquake.

[0003] In the existing related technologies, independent seismic bearings usually need to reserve space between the bearings, and the upper structure is separated from the lower structure and connected only by the bearings. Traditional seismic staircase seismic bearings often use a full-length steel plate to separate the stair beams and stair sections. The basic principle is to convert the structural kinetic energy under the action of an earthquake into thermal energy through the high damping and friction damping of the shock absorber. However, this design consumes a large amount of steel plates, and the shock absorption will change after long-term use, and the stability during actual use is relatively low. Summary of the invention

[0004] The purpose of the present invention is to provide a shock absorbing method and system based on a staircase anti-seismic support, so as to solve the problem of low stability of the prior art during actual use.

[0005] Among them, a shock reduction method based on a staircase seismic support includes:

[0006] Tie the reinforcement bars of the lower ladder beam, collect actual construction data and conduct stress analysis;

[0007] On the steel bars of the lower ladder beam, two points that meet the force requirements and have the least reinforcement are selected as the actual construction positions of the seismic bearings;

[0008] Fixing the seismic bearing at the actual construction position and performing casting construction of the lower ladder beam;

[0009] Laying an extruded polystyrene board and placing a strip-shaped steel bar pad in the connection area between the lower ladder beam and the upper ladder beam;

[0010] Tie the upper ladder beam reinforcement and install the ladder section formwork, pour the ladder section concrete, remove the formwork after the strength reaches the standard, and complete the stair construction;

[0011] Among them: after traversing the construction position range, the number of transverse column reinforcements and the binding positions are designed and verified according to the construction positions obtained through the traversal, and the construction position with the least number of transverse column reinforcements required to meet the force requirements is selected as the actual construction position.

[0012] Among them, on the steel bars of the lower ladder beam, a point that meets the force requirements and has the least reinforcement is selected as the actual construction position of the seismic bearing, and the following steps are also included:

[0013] Establishing a force analysis model according to the construction data;

[0014] In the construction position interval, traverse the construction positions with the minimum displacement value as the step length;

[0015] Performing a stress analysis on each of the construction positions obtained through the traversal to obtain the value of the number of transverse column reinforcements at each construction position when the stress requirements are met;

[0016] The construction position corresponding to the minimum number of transverse column reinforcements is selected as the actual construction position.

[0017] Among them, tying the upper ladder beam reinforcement and installing the ladder section formwork, pouring the ladder section concrete also includes the following steps:

[0018] Using double-sided tape to stick the extruded polystyrene board to the connection area between the lower ladder beam and the upper ladder beam;

[0019] Placing the strip-shaped steel bar pad in parallel on the extruded polystyrene board;

[0020] Placing transverse column reinforcement on the strip-shaped reinforcement pad and tying the reinforcement of the upper ladder beam;

[0021] The upper ladder beam formwork is installed and the concrete pouring of the upper ladder beam is carried out.

[0022] Wherein, before installing the upper ladder beam template, a sponge strip is used to fill the connection position between the upper ladder beam template and the extruded polystyrene board.

[0023] Among them, the seismic bearings are arranged symmetrically with respect to the center line of the staircase, and the interval formed between the horizontal projections of the two seismic bearings is recorded as the construction position interval. The length of the construction position interval is configured to be one third to one half of the passage width of the staircase.

[0024] The value of the minimum displacement value is determined according to the actual data computing capability.

[0025] On the other hand, the present invention provides a shock absorbing system based on a staircase anti-seismic support, which is applied to the shock absorbing method based on a staircase anti-seismic support in any of the above schemes, comprising:

[0026] The lower ladder beam is used to support the upper structure, including: a ladder beam body, and a cantilever support structure used to support the upper ladder beam;

[0027] A seismic module connected to the lower ladder beam, comprising: a shock-absorbing support fixedly connected to the steel bars of the lower ladder beam for shock-absorbing the ladder beam, and an extruded polystyrene board fixed on the upper surface of the cantilever support structure for shock-absorbing;

[0028] The upper stair beam is connected to the shock absorbing module and comprises a stair main body and a hidden beam arranged at the starting position of the stair section for transmitting the force of the stair main body.

[0029] Among them, a strip-shaped steel bar pad is arranged at the bottom of the hidden beam, and transverse column reinforcement is placed on the concrete pad.

[0030] Wherein, the shock-absorbing support further comprises: an upper support plate, a lower support plate, bolts, and a viscoelastic material filled between the upper support plate and the lower support plate.

[0031] Among them, the hidden beam is configured with a number of transverse column bars, the number of which is determined according to the number of transverse column bars corresponding to the actual construction position, and the arrangement of the hidden beam reinforcement is designed and verified using the Lizheng Structure Toolbox.

[0032] Compared with the prior art, the beneficial effect of the present invention lies in that, by arranging a reinforced concrete hidden beam at the starting point of the stair section, the structural force of the entire stair section is completely transmitted to the two seismic bearings, thereby avoiding structural defects at the bottom of the stair section due to the action of seismic force, ensuring the stability of the structural force, and by arranging an extruded polystyrene board between the stair section and the ladder beam, the force separation of the stair section and the ladder beam is achieved, thereby reducing the transmission of vibration and the concentration of stress, thereby increasing the stability of the stairs during use.

[0033] The present invention collects parameters in the actual construction process and builds a model based on the collected data, thereby determining the position of the shock-absorbing base according to actual conditions, and can adjust the position of the shock-absorbing base according to actual conditions, thereby further increasing the stability of the stairs during use. BRIEF DESCRIPTION OF THE DRAWINGS

[0034] Figure 1 This is a flowchart of the steps of the shock reduction method based on the anti-seismic support of stairs according to an embodiment of the present invention;

[0035] Figure 2 It is a structural block diagram of a shock absorbing system based on a staircase anti-seismic support according to an embodiment of the present invention;

[0036] Figure 3 is a cross-sectional view of the staircase structure according to an embodiment of the present invention;

[0037] Figure 4 A side view of a staircase structure according to an embodiment of the present invention;

[0038] Figure 5A schematic structural diagram of a shock-absorbing support according to an embodiment of the present invention;

[0039] In the figure:

[0040] 1. Lower ladder beam; 11. Ladder beam body; 12. Cantilever support structure;

[0041] 2. Double-sided tape; 3. Extruded polystyrene board; 4. Long steel bar pad; 5. Horizontal column reinforcement; 6. Hidden beam;

[0042] 7. Upper ladder beam;

[0043] 8. Earthquake-resistant bearing; 81. Upper bearing plate; 82. Lower bearing plate; 83. Bolts. DETAILED DESCRIPTION

[0044] The technical solution of the present invention will be described clearly and completely below in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0045] In the description of the present invention, it should be noted that the orientations or positional relationships indicated by the terms "center", "up", "down", "left", "right", "vertical", "horizontal", "inside", "outside", etc. are based on the orientations or positional relationships shown in the accompanying drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as limiting the present invention. In addition, the terms "first" and "second" are only used for descriptive purposes and cannot be understood as indicating or implying relative importance. Among them, the terms "first position" and "second position" are two different positions, and the first feature "above", "above" and "above" the second feature include the first feature being directly above and obliquely above the second feature, or simply indicates that the first feature is higher in level than the second feature. The first feature "below", "below" and "below" the second feature include the first feature being directly below and obliquely below the second feature, or simply indicates that the first feature is lower in level than the second feature.

[0046] In the description of the present invention, it should be noted that, unless otherwise clearly specified and limited, the terms "installed", "connected", and "connected" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection, or it can be indirectly connected through an intermediate medium, or it can be the internal communication of two components. For ordinary technicians in this field, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0047] Embodiments of the present invention are described in detail below, and examples of the embodiments are shown in the accompanying drawings, wherein the same or similar reference numerals throughout represent the same or similar elements or elements having the same or similar functions. The embodiments described below with reference to the accompanying drawings are exemplary and are only used to explain the present invention, and cannot be understood as limiting the present invention.

[0048] See also Figure 1 As shown, it is a flowchart of the steps of the shock reduction method based on the staircase anti-seismic support according to an embodiment of the present invention, including:

[0049] Step S1, tying the reinforcement bars of the lower ladder beam, collecting actual construction data and performing stress analysis;

[0050] Step S2, selecting two points on the steel bars of the lower ladder beam that meet the force requirements and have the least reinforcement as the actual construction positions of the seismic bearings;

[0051] Step S3, fixing the seismic support at the actual construction position and performing casting construction of the lower ladder beam;

[0052] Step S4, laying an extruded polystyrene board and placing a strip-shaped steel bar pad in the connection area between the lower ladder beam and the upper ladder beam;

[0053] Step S5, tying the upper ladder beam reinforcement and installing the ladder section formwork, pouring the ladder section concrete, removing the formwork after the strength reaches the standard, and completing the staircase construction;

[0054] Among them: after traversing the construction position range, the number of transverse column reinforcements and the binding positions are designed and verified according to the construction positions obtained through the traversal, and the construction position with the least number of transverse column reinforcements required to meet the force requirements is selected as the actual construction position.

[0055] In detail, in the above embodiment, by arranging a reinforced concrete hidden beam at the starting point of the stair section, the overall structural force of the stair section is completely transmitted to the two seismic bearings, thereby avoiding structural defects at the bottom of the stair section due to the action of seismic force, ensuring the stability of the structural force, and by arranging an extruded polystyrene board between the stair section and the ladder beam, the force separation of the stair section and the ladder beam is achieved, thereby reducing the transmission of vibration and the concentration of stress, thereby increasing the stability of the stairs during use.

[0056] In the step S2, on the steel bars of the lower ladder beam, a point that meets the force requirements and has the least reinforcement is selected as the actual construction position of the seismic bearing, and the following steps are also included:

[0057] Step S21, establishing a force analysis model according to the construction data;

[0058] Step S22, traversing the construction positions within the construction position interval with the minimum displacement value as the step length;

[0059] Step S23, performing a force analysis on each construction position obtained by traversal, and obtaining the value of the number of transverse column reinforcements at each construction position when the force requirement is met;

[0060] Step S24, selecting the construction position corresponding to the time when the number of the transverse column reinforcement is the least as the actual construction position.

[0061] In detail, in the above embodiment, by collecting parameters in the actual construction process and building a model based on the collected data, the position of the shock-absorbing base can be determined according to actual conditions, and the position of the shock-absorbing base can be adjusted according to actual conditions, thereby further increasing the stability of the stairs during use.

[0062] Specifically, tying the upper ladder beam reinforcement and installing the ladder section formwork, pouring the ladder section concrete also includes the following steps:

[0063] Using double-sided tape to stick the extruded polystyrene board to the connection area between the lower ladder beam and the upper ladder beam;

[0064] Placing the strip-shaped steel bar pad in parallel on the extruded polystyrene board;

[0065] Placing transverse column reinforcement on the strip-shaped reinforcement pad and tying the reinforcement of the upper ladder beam;

[0066] The upper ladder beam formwork is installed and the concrete pouring of the upper ladder beam is carried out.

[0067] In detail, in the above embodiment, on the one hand, the extruded polystyrene board is pasted on the surface of the ladder beam with double-sided tape before laying the insulation board, and on the other hand, strip steel bar pads are arranged at the bottom of the hidden beam when the steel bars of the stair section are tied. The two measures work together to prevent the extruded polystyrene board from floating up, thereby avoiding the extruded polystyrene board from floating up and ensuring that the thickness of the steel bar protective layer meets the requirements, thereby increasing stability during use.

[0068] Specifically, before installing the upper ladder beam template, a sponge strip is used to fill the joint between the upper ladder beam template and the extruded polystyrene board.

[0069] In detail, in the above embodiment, by cutting the extruded polystyrene board to size between the two supports and in the gap between the support and the side of the structure, placing it in the gap after cutting, and sticking sponge strips on the edge, it can be ensured that there is no gap between the formwork and the extruded polystyrene board after the formwork is installed, thereby preventing mortar from flowing into the gap between the supports when pouring concrete of the upper structure, thereby ensuring the shock-absorbing effect of the shock-absorbing support after construction is completed.

[0070] Specifically, the seismic bearings are arranged symmetrically with respect to the center line of the stairway, and the interval formed between the horizontal projections of the two seismic bearings is recorded as the construction position interval. The length of the construction position interval is configured to be one third to one half of the passage width of the stairway.

[0071] Specifically, the value of the minimum displacement value is determined according to actual data computing capability.

[0072] See also Figure 2 As shown, it is a structural block diagram of a shock absorption system based on a staircase anti-seismic support according to an embodiment of the present invention, including:

[0073] The lower ladder beam comprises: a ladder beam body and a cantilever support structure for supporting the upper ladder beam;

[0074] A seismic module connected to the lower ladder beam, comprising: a shock-absorbing support fixedly connected to the steel bars of the lower ladder beam for shock-absorbing the ladder beam, and an extruded polystyrene board fixed on the upper surface of the cantilever support structure for shock-absorbing;

[0075] The upper stair beam is connected to the shock absorbing module and comprises a stair main body and a hidden beam arranged at the starting position of the stair section for transmitting the force of the stair main body.

[0076] In detail, in the above embodiments, on the one hand, the working performance of the shock-absorbing bearing is guaranteed, and on the other hand, the split structure of the shock-absorbing bearing makes the shock-absorbing bearing easier to install, thereby improving the construction efficiency. By selecting the actual construction location, the minimum number of column reinforcements that meet the force requirements is configured, thereby reducing the project cost.

[0077] Specifically, a strip-shaped steel bar pad is arranged at the bottom of the hidden beam, and transverse column reinforcement is placed on the concrete pad.

[0078] Specifically, the hidden beam is configured with a number of transverse column bars, the number of which is determined according to the number of transverse column bars corresponding to the actual construction position, and the arrangement of the hidden beam reinforcement is designed and verified using the Lizheng Structure Toolbox.

[0079] See also Figure 3 , which is a cross-sectional view of the staircase structure according to an embodiment of the present invention, Figure 4 The figure shows a side view of the staircase structure described in an embodiment of the present invention, wherein: a lower stair beam 1, a stair beam body 11, a cantilever support structure 12, double-sided tape 2, an extruded polystyrene board 3, a long steel bar pad 4, a transverse column reinforcement 5, a hidden beam 6, an upper stair beam 7, and an anti-seismic support 8.

[0080] See also Figure 5As shown, it is a structural diagram of the shock-absorbing support according to an embodiment of the present invention, comprising: an upper support plate 81, a lower support plate 82, a bolt 83, and a viscoelastic material 84 filled between the upper support plate and the lower support plate;

[0081] Specifically, the adhesive material is a polytetrafluoroethylene plate.

[0082] Example 1

[0083] This embodiment provides a calculation process for the stress analysis of the ladder beam at the bottom of the seismic bearing, and the current parameters are known:

[0084] The parameters of the hidden beam are: b = 200mm, h = 400mm; the parameters of the concrete are: strength grade C30, fc = 14.30N / mm 2 , ft = 1.43 N / mm 2 ; Longitudinal reinforcement parameters: HRB400, fy=360N / mm 2 , fy'=360N / mm 2 , stirrup parameters: HRB400, fy = 360N / mm 2 .

[0085] In detail, cross-section verification:

[0086] V=113.00kN<0.250β c f c bh0=260.98kN;

[0087] The section reinforcement is calculated based on pure shear and the section meets the requirements.

[0088] In detail, the bending bearing capacity of the normal section is calculated as follows:

[0089] Calculation based on double reinforcement: as 下 =35mm, as 上 =35mm, relative height of compression zone ξ=x / h0=0.172<ξ b =0.518;

[0090] Upper longitudinal rib: A s1 =160mm 2 ,ρ=0.20%<ρ min =0.20% According to structural reinforcement As1 = 160mm 2 ;

[0091] Lower longitudinal rib: A s =505mm 2 , ρ min =0.20%<ρ=0.63%<ρ max =2.50%.

[0092] In detail, the shear bearing capacity of the inclined section is calculated as follows:

[0093] Calculation of shear stirrups: A sv / s=303.86mm 2 / m、ρ svmin =0.10%<ρ sv =0.15%.

[0094] In detail, configure the reinforcement:

[0095] Upper longitudinal reinforcement: structural As = 160mm 2 , actual 2E14 (308mm 2 , ρ=0.38%), the reinforcement meets the requirements;

[0096] Lower longitudinal reinforcement: calculated As = 505mm 2 , actual 2E18 (509mm 2 , ρ=0.64%), the reinforcement meets the requirements;

[0097] Stirrups: Calculation Av / s = 304 mm 2 / m, actual E8@200(2)(503mm 2 / m、ρ sv =0.25%), the reinforcement meets the requirements.

[0098] In detail, the crack calculation:

[0099] Calculation parameters: Mq = 42.86 kN.m, maximum crack width limit 0.400 mm;

[0100] Tensile reinforcement stress: σ sq =Mq / (0.87h0As)=265.20N / mm 2 ≤fyk=400N / mm 2 ;

[0101] Crack width: W max =0.289mm≤W lim =0.400mm, meets the requirements.

[0102] Example 2

[0103] This embodiment provides a method for analyzing the structural stress of a cantilever bearing structure at the bottom of an anti-seismic bearing under conventional loads and seismic loads and verifying the reinforcement of a beam section. The current parameters are known:

[0104] Calculation span: Lx = 0.200m, Ly = 1.500m;

[0105] Cantilever support structure: plate thickness h = 150mm, plate density = 25.00kN / m3 , Standard value of plate deadweight load = 3.75kN / m 2 ; Dead load partial factor γG = 1.30; live load partial factor γQ = 1.50, live load adjustment factor γl = 1.00, quasi-permanent factor ψq = 0.80;

[0106] Standard load value:

[0107] Uniformly distributed dead load q = 60.00 kN / m 2 (excluding self-weight load);

[0108] Uniform live load q = 52.50 kN / m 2 ;

[0109] Concrete strength grade: C30, fc=14.30N / mm 2 ,Ec=3.00×104N / mm 2 ;

[0110] Support longitudinal reinforcement level: HRB400, fy = 360.00 N / mm 2 ,Es=2.00×105N / mm 2 ;

[0111] Bottom longitudinal reinforcement level: HRB400, fy=360.00N / mm 2 ,Es=2.00×105N / mm 2 ;

[0112] Longitudinal reinforcement concrete cover = 15mm, reinforcement calculation as = 20mm, Poisson's ratio = 0.20.

[0113] Support conditions:

[0114] Four-side support conditions: no support on the top, no support on the bottom, fixed on the left, no support on the right;

[0115] Corner column support conditions: no corner column support at the lower left, no corner column support at the lower right, no corner column support at the upper right, upper left: no corner column support;

[0116] The units of the parameters in the following calculation process are: bending moment: kN.m / m, reinforcement area: mm 2 / m, structural reinforcement ratio: 0.20%, setting: bending moment = ∑ (bending moment coefficient × q l2), q is the load design value; load design value = γG × dead load + γQ × γl × live load;

[0117] Substituting the data into the result:

[0118] Deflection = ∑(bending moment coefficient × q l4 / Bc), q is the quasi-permanent value of the load;

[0119] Uniformly distributed load = 1.30 × 63.75 + 1.50 × 1.00 × 52.50 = 161.63;

[0120] 2.2 Calculation formula for quasi-permanent value of load: quasi-permanent value of load = dead load + ψq × live load; Substituting the data into the formula, we get: uniformly distributed load = 63.75 + 0.80 × 52.50 = 105.75.

[0121] Span: [level] [Vertical] Bending moment design value -0.808 0.000 area 300(0.20％) 300(0.20％) Actual Matching (0) E8@150(335)

[0122] Table 1: Horizontal and vertical direction parameter data table

[0123] four sides [superior] [Down] [Left] [right] Bending moment design value 0.000 0.000 -3.233 0.000 area 300(0.20％) 300(0.20％) 300(0.20％) 300(0.20％) Actual Matching E8@150(335) E8@150(335) E8@150(335) E8@150(335)

[0124] Table 2: Four-side support condition parameter data table

[0125]

[0126]

[0127] Table 3: Left, center, and right direction parameter data table

[0128] The process of calculating the deflection of a one-way slab is as follows:

[0129] Effective height of section: h0 = ha s =150-20=130mm;

[0130] According to Formula 7.1.4-3 of the Concrete Code, the equivalent stress of the longitudinal tensile reinforcement of the member is calculated:

[0131]

[0132] Calculate the longitudinal tensile reinforcement ratio ρte according to the effective tensile concrete cross-sectional area: A te =0.5bh=0.5×1000×150=75000mm 2 ;

[0133]

[0134] The coefficient of non-uniform strain of longitudinal tensile reinforcement between cracks, ψ, is calculated according to 7.1.2 of the Concrete Code: ψ is less than 0.2, and ψ is 0.2.

[0135] The short-term stiffness Bs is calculated according to 7.2.3 of the Concrete Code:

[0136]

[0137]

[0138]

[0139]

[0140] The influence coefficient θ of the increased deflection is calculated according to Clause 7.2.5 of the "Code for Concrete Structures":

[0141]

[0142]

[0143] The influence of long-term action on the stiffness B is calculated according to Clause 7.2.2 of the "Code for Concrete Structures":

[0144]

[0145] Deflection: f = 0.02, deflection check: 0.02 < fmax = 2.00 mm, satisfied (calculated according to the cantilever [f] = 2L / C).

[0146] Support cracks [superior] [Down] [Left] [right] Quasi-permanent value of bending moment 0.000 0.000 -2.115 0.000 crack 0.000 0.000 0.011 0.000

[0147] Table 4: Data table of crack calculation results

[0148] Maximum crack at the support: 0.011 < [ωmax] = 0.40 mm, meeting the requirements.

[0149] Example 3

[0150] This example provides a force analysis and calculation of the concealed beam in the superstructure. Given the current parameters: concrete C30 / fc = 14.30 N / mm 2 / ft = 1.43 N / mm 2 ; longitudinal reinforcement HRB400, fy = 360 N / mm 2 、fy' = 360 N / mm 2 ; stirrups HRB400, fy = 360 N / mm 2 、design value of bending moment M = 0.00 kN.m, design value of shear force V = 12.04 kN, design value of torque T = 4.25 kN.m.

[0151] Specifically, the cross-section checking process is as follows:

[0152] Cross-section checking: V / (bh0) + T / (0.8Wt) = 3.31 N / mm 2 < 0.250βcfc = 3.58 N / mm 2 The cross-section meets the calculation judgment: V / (bh0) + T / Wt = 2.75 (N / mm 2 ) > 0.7ft = 1.00 (N / mm 2) and V = 12.04 kN < 0.35 ftbh0 = 12.51 kN and T / Wt = 2.26 (N / mm 2 )>0.7ft=1.00(N / mm 2 );

[0153] In detail, the bending bearing capacity of the normal section is calculated as follows:

[0154] Calculated by single reinforcement: as lower = 35mm, relative compression zone height ξ = x / h0 = 0.000 < ξb = 0.518;

[0155] Upper longitudinal reinforcement: According to structural reinforcement As = 64mm 2 , reinforcement ratio ρ = 0.20%;

[0156] Lower longitudinal reinforcement: As = ξα1fcbh0 / fy = 0mm 2 ρ=0.00%<ρmin=0.20%According to structural reinforcement As=64mm 2 .

[0157] In detail, pure torsion section capacity calculation:

[0158] Calculated by pure torsion: V / (bh0)+T / Wt=2.75(N / mm 2 )>0.7ft=1.00(N / mm 2 ) and V = 12.04 kN < 0.35 ftbh0 = 12.51 kN and T / Wt = 2.26 (N / mm 2 )>0.7ft=1.00(N / mm 2 );

[0159] Calculation of torsional stirrups: Asv / s=0.00mm 2 / mAvt / s=423.96mm 2 / m(single limb),(2*Avt+Asv) / s=847.91mm 2 / mρsvmin=0.11%<ρsv=0.42%;Stirrups Asv / s=-288.56mm calculated by pure shear 2 / m, ρsv=-0.14%<ρsvmin=0.10%According to structural reinforcement Asv / s=191mm 2 / m(2*Avt+Av) / s=1038.67mm2 / m;

[0160] Calculation of torsion longitudinal reinforcement: Ast = 264.55 mm 2 ρt lmin=0.32%<ρt l=0.83%.

[0161] In detail, configure the reinforcement verification:

[0162] Upper longitudinal reinforcement: calculated area = As + Ast / 2 = 64 + 265 / 2 = 196 mm 2 , actual 4E12 (452mm 2 , ρ=1.41%), the reinforcement meets the requirements;

[0163] Lower longitudinal reinforcement: calculated area = As + Ast / 2 = 64 + 265 / 2 = 196 mm 2 , actual 4E12 (452mm 2 , ρ=1.41%), the reinforcement meets the requirements;

[0164] Stirrups: Calculation Av / s = 1039 mm 2 / m, actual configuration E10@80(2)(1963mm 2 , mρsv=0.98%), the reinforcement meets the requirements.

[0165] Obviously, the above embodiments of the present invention are merely examples for clearly illustrating the present invention, and are not intended to limit the embodiments of the present invention. For those skilled in the art, other different forms of changes or modifications can be made based on the above description. It is not necessary and impossible to list all the embodiments here. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the protection scope of the claims of the present invention.

Claims

1. A shock reduction method based on a staircase seismic support, characterized in that: include: Tie the reinforcement bars of the lower ladder beam, collect actual construction data and conduct stress analysis; On the steel bars of the lower ladder beam, two points that meet the force requirements and have the least reinforcement are selected as the actual construction positions of the seismic bearings; Fixing the seismic bearing at the actual construction position and performing casting construction of the lower ladder beam; Laying an extruded polystyrene board and placing a strip-shaped steel bar pad in the connection area between the lower ladder beam and the upper ladder beam; Tie the upper ladder beam reinforcement and install the ladder section formwork, pour the ladder section concrete, remove the formwork after the strength reaches the standard, and complete the stair construction; Among them: after traversing the construction position range, the number of transverse column reinforcements and the binding positions are designed and verified according to the construction positions obtained through the traversal, and the construction position with the least number of transverse column reinforcements required to meet the force requirements is selected as the actual construction position.

2. The shock absorption method based on the seismic support of stairs according to claim 1 is characterized in that: On the steel bars of the lower ladder beam, a point that meets the force requirements and has the least reinforcement is selected as the actual construction position of the seismic support, and the following steps are also included: Establishing a force analysis model according to the construction data; In the construction position interval, traverse the construction positions with the minimum displacement value as the step length; Perform stress analysis on each construction position obtained through traversal, and obtain the value of the number of transverse column reinforcements at each construction position when the stress requirements are met; The construction position corresponding to the minimum number of transverse column reinforcements is selected as the actual construction position.

3. The shock absorption method based on the seismic support of stairs according to claim 2 is characterized in that: The steps of tying the upper ladder beam reinforcement and installing the ladder section formwork and pouring the ladder section concrete include: Using double-sided tape to stick the extruded polystyrene board to the connection area between the lower ladder beam and the upper ladder beam; Placing the strip-shaped steel bar pad in parallel on the extruded polystyrene board; Placing transverse column reinforcement on the strip-shaped reinforcement pad and tying the reinforcement of the upper ladder beam; The upper ladder beam formwork is installed and the concrete pouring of the upper ladder beam is carried out.

4. The shock absorption method based on the seismic support of stairs according to claim 3 is characterized in that: Before installing the upper ladder beam template, a sponge strip is used to fill the joint position between the upper ladder beam template and the extruded polystyrene board.

5. The shock absorption method based on the seismic support of stairs according to claim 4 is characterized in that: The seismic bearings are arranged symmetrically with respect to the center line of the stairway, and the interval formed between the horizontal projections of the two seismic bearings is recorded as the construction position interval. The length of the construction position interval is configured to be one third to one half of the passage width of the stairway.

6. The shock reduction method based on the seismic support of stairs according to claim 5 is characterized in that: The value of the minimum displacement value is determined according to the actual data computing capability.

7. A shock absorption system based on the shock absorption method based on the seismic support of stairs according to any one of claims 1 to 6, characterized in that: include: The lower ladder beam is used to support the upper structure, including: a ladder beam body, and a cantilever support structure used to support the upper ladder beam; A seismic module connected to the lower ladder beam, comprising: a shock-absorbing support fixedly connected to the steel bars of the lower ladder beam for shock-absorbing the ladder beam, and an extruded polystyrene board fixed to the upper surface of the cantilever support structure for shock-absorbing; The upper stair beam is connected to the shock absorbing module and comprises a stair main body and a hidden beam arranged at the starting position of the stair section for transmitting the force of the stair main body.

8. The shock absorption method based on the seismic support of stairs according to claim 7 is characterized in that: A strip-shaped steel bar pad is arranged at the bottom of the hidden beam, and transverse column reinforcement is placed on the concrete pad.

9. The shock reduction method based on the seismic support of stairs according to claim 7 is characterized in that: The shock-absorbing support further comprises: an upper support plate, a lower support plate, bolts, and a viscoelastic material filled between the upper support plate and the lower support plate.

10. The shock absorption method based on the seismic support of stairs according to claim 7, characterized in that: The hidden beam is configured with a number of transverse column bars, the number of which is determined according to the number of transverse column bars corresponding to the actual construction position. The Lizheng Structure Toolbox is used to design and verify the arrangement of the hidden beam reinforcement bars.

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