CN107908822B - A design method for prefabricated double connecting beams in an integrally assembled shear wall building structure - Google Patents

Abstract

The invention discloses a design method of a prefabricated double-connection beam in an integrally assembled shear wall building structure, which comprises the steps of establishing a single-connection beam analysis model; distinguishing a cast-in-place connecting beam and a prefabricated double-connecting beam, wherein the prefabricated double-connecting beam is provided with an upper connecting beam, a lower connecting beam and a cast-in-place connecting area connected with the end parts of the upper connecting beam and the lower connecting beam, and the cast-in-place connecting area is connected with a wall body of the shear wall; setting the bending rigidity reduction coefficient of the prefabricated double-link beam; substituting the obtained prefabricated double-link beam into a single-link beam analysis model, replacing the single-link beam at the corresponding position with a double-link beam to obtain a double-link beam calculation model, performing structural design calculation on the double-link beam calculation model to obtain a structure and a reinforcement result of the prefabricated double-link beam, and calculating to obtain the reinforcement area of the prefabricated double-link beam; combining the obtained reinforcement area of the prefabricated double-link beam and the structure of the prefabricated double-link beam, and selecting actual reinforcement of the prefabricated double-link beam; and drawing a construction drawing according to the structure and the actual reinforcement of the prefabricated double-connection beam to finish the design of the prefabricated double-connection beam.

Description

A design method for prefabricated double connecting beams in an integrally assembled shear wall building structure

technical field

The invention relates to a design method of a building structure, in particular to a design method of a prefabricated double connecting beam in an integrally assembled shear wall building structure.

Background technique

The fabricated shear wall structure is composed of a series of longitudinal and transverse shear walls and floors. It is a space structure used to bear vertical loads and horizontal loads. It is a commonly used structural form in high-rise buildings. The rationally designed reinforced concrete shear structure has large lateral movement and torsional stiffness, and under the action of horizontal load, the lateral displacement is small, and it has good seismic and wind resistance performance. The lateral deformation of the shear wall structure under the action of horizontal load is characterized by a bending type, that is, the interstory deformation of the lower structure is small, and the interstory deformation of the upper part is larger. The difference between prefabricated shear walls and cast-in-place shear walls is that the stiffness of the partition wall contributes to the overall stiffness of the structure. The common construction forms of prefabricated shear walls include Transverse joint + side vertical joint partition wall, and different partition wall construction forms have different contributions to the overall stiffness of the structure, among which the non-separated partition wall contributes the most to the overall stiffness of the structure, and the bottom transverse joint + side vertical joint partition wall contributes to the overall stiffness of the structure. Contribution is minimal.

Under normal service loads and wind loads, the structure should be in an elastic working state, and the coupling beams should not produce plastic hinges. Under the action of small earthquakes, the coupling beams are allowed to have cracks, but the bearing capacity meets the requirements. Under the action of medium earthquakes, the coupling beams are allowed to yield in bending, but not in shear. Under the action of large earthquakes, the coupling beams are allowed to fail. But it needs to have a certain ductility, which belongs to ductile failure. In general, the smaller the span-to-height ratio of the coupling beam, the greater the linear stiffness of the coupling beam, and the greater the internal force and reinforcement of the coupling beam, which is likely to cause the reinforcement of the coupling beam to exceed the maximum reinforcement ratio of the specification. Or the cross section of the coupling beam does not meet the requirements, resulting in brittle failure when the coupling beam is damaged. Since there is no obvious deformation or other omen before the failure, the brittle failure is more harmful and is a form of damage that designers need to avoid. Therefore, how to ensure that the coupling beam has higher energy dissipation capacity and better ductility is an important issue that must be considered in the structural performance design.

Using the prefabricated energy-dissipating coupling beam design method to design the seismic performance of the high-rise shear wall structure can effectively reduce the internal force and reinforcement of the coupling beams. The energy dissipation capacity of the structure reduces the response of the structure under the action of earthquake, thereby improving the seismic performance of the structure and ensuring the sufficient safety of the structure.

SUMMARY OF THE INVENTION

The purpose of the present invention is to provide a design method of prefabricated double connecting beams in an integrally assembled shear wall building structure. stiffness, thereby reducing the seismic force of the structure, thereby saving the material consumption of the structure.

The above object of the present invention is achieved through the following technical solutions: a design method for prefabricated double connecting beams in an integrally assembled shear wall building structure, characterized in that the method comprises the following steps:

Step (1): Establish an analysis model of a single coupling beam in the overall prefabricated shear wall building structure, and use the existing finite element calculation method to analyze the structure of the single coupling beam analysis model according to the requirements of the facade and plane splitting of the building structure. Design calculation, determine beam height and beam length, and define beams with a span-to-height ratio less than 5 as coupling beams;

Step (2): According to the coupling beam determined in step (1), through the analysis of the position of the coupling beam, the cast-in-place coupling beam and the prefabricated double coupling beam are further distinguished, wherein the coupling beam at the position of the elevator and the stairs is the cast-in-place coupling beam, The connecting beams in other positions are prefabricated double connecting beams, and the prefabricating double connecting beams have upper connecting beams, lower connecting beams, and a cast-in-place connecting area connected with the ends of the upper connecting beam and the lower connecting beam. The walls of the shear wall are connected;

Step (3): According to the prefabricated double coupling beam determined in step (2), set the bending stiffness reduction coefficient of the prefabricated double coupling beam, and take the bending stiffness reduction coefficient of the single coupling beam in the overall prefabricated shear wall building structure is η, the bending stiffness reduction coefficient of the prefabricated double coupling beam is 0.76η;

Step (4): Substitute the prefabricated double-coupling beam obtained in step (3) into the single-coupling beam analysis model of step (1), replace the corresponding single-coupling beam with a double-coupling beam, and obtain a double-coupling beam calculation model, using In the existing finite element calculation method, the calculation model of the double coupling beam is used for structural design calculation, the structure of the prefabricated double coupling beam is obtained, and the reinforcement result of the prefabricated double coupling beam is obtained. Reinforcing area As;

Step (5): The structure of the prefabricated double connecting beam calculated in step (4) is as follows: the total height of the prefabricated double connecting beam is H, the height of the lower connecting beam is h1, and the width of the gap between the upper connecting beam and the lower connecting beam is h2, The height of the cast-in-place part of the upper connecting beam is hb, the height of the prefabricated part of the upper connecting beam is h3, h3=H-h1-h2-hb; the ends of the prefabricated part of the upper connecting beam and the lower connecting beam are connected by the cast-in-place connection The area is connected as a whole, the length of the cast-in-place connection area is 100mm, and the anchorage length of the longitudinal tension steel bar of the prefabricated double coupling beam extending into the shear wall is not less than 1.2La, where La is the anchorage length of the longitudinal tension steel bar;

Step (6): Combine the reinforcement area As of the prefabricated double coupling beam obtained in step (4) and the structure of the prefabricated double coupling beam obtained in step (5), select the actual reinforcement of the prefabricated double coupling beam, and the actual reinforcement area A Not less than As, and not more than 1.05As;

Step (7): According to the structure of the prefabricated double coupling beam obtained in step (5) and the actual reinforcement obtained in step (6), draw a construction drawing to complete the design of the prefabricated double coupling beam in the overall prefabricated shear wall building structure.

In the present invention, in the step (3), the value of n is 0.7.

In the step (5), H≧400mm, h1 is 240mm, h2 is 10mm, and hb is 140mm.

In order to make the structure have a certain ductility, the failure form of the coupling beam should be bending failure, and the equivalent coupling beam should first ensure the same bending stiffness. In this section, the basic formula of flexural equivalence of multi-coupling beams is deduced, and the final flexural stiffness reduction coefficient of coupling beams is obtained.

Let the height of the connecting beam be h, the width of the beam be b, the single rigidity of the beam be K, the transformation matrix be T, and the offset distance of the central axis of the beam is assumed to be dk.

the axial stiffness of the rod,

the bending stiffness of the rod,

Offset stiffness, K'=T ^T KT (4)

Bending stiffness after offset,

The moment of inertia after offset,

Suppose the number of multi-coupling beams is n, the moment of inertia of each coupling beam in the multi-coupling beam is J1, and the moment of inertia of the multi-coupling beam is Jn, then:

Moment of inertia reduction factor,

When n=2 is a prefabricated double beam, γ2=0.4375; when n=3 is a triple beam, γ3=0.3333. The flexural stiffness and beam height have a cubic relationship, so the equivalent coupling beam height should be 0.76 times the height of the prefabricated double coupling beam, namely

According to the equivalent calculation of the flexural stiffness of the coupling beam, only the flexural stiffness should be reduced, and the beam height should not be directly modified, otherwise the shear cross-sectional area of the equivalent coupling beam is smaller than that of the prefabricated double coupling beam; When the reinforcement is used, if the reinforcement of the coupling beam is evenly distributed among the prefabricated double coupling beams, and the reinforcement is insufficient according to the minimum reinforcement ratio, the amount of steel will increase.

The bearing capacity of prefabricated double-coupling beams after yielding is lower than that of single-coupling beams, and it enters the strengthening stage earlier, but the ductility is better than that of single-coupling beams. When the apex displacement of the single-coupling beam structure reaches 10 mm, most of the coupling beam damage has entered the stage of near failure. With the continuous loading, the single-coupling beam is rapidly damaged, and the bearing capacity decreases significantly. When the apex displacement of the prefabricated double-coupling beam structure reaches 11mm, most of the coupling beam damages have entered the stage of near failure. As the loading continues, the prefabricated double-coupling beams are damaged, but the bearing capacity declines relatively gently, showing good ductility.

The lower connecting beam of the prefabricated double connecting beam adopts the prefabricating connecting beam, and the upper connecting beam adopts the overlapping connecting beam. Compared with the lower connecting beam adopting the prefabricating connecting beam, the upper connecting beam adopts the cast-in-place connecting beam, which saves the process of adding a formwork on the lower connecting beam. . After the prefabricated parts of the lower coupling beam and the upper coupling beam are installed, concrete can be directly poured on the surface of the prefabricated upper coupling beam, the installation is simple, the construction is convenient, and the construction speed and construction quality of the structure are improved.

The design method for the prefabricated energy-consuming coupling beams of the integrally assembled shear wall structure of the present invention is suitable for the case where the lateral stiffness of the shear wall structure is relatively large, and the present invention can significantly reduce the stiffness of the structure, thereby reducing the seismic response of the structure under large earthquakes , increase the ductility of the structure and achieve the purpose of ensuring the seismic safety of the structure. Especially when the shear force of the prefabricated coupling beam is too large and it is difficult to meet the shear bearing capacity, the present invention can obviously reduce the stiffness of the prefabricated coupling beam, thereby reducing the shear force of the coupling beam. Achieve the goal of saving building materials and reducing costs.

Compared with the prior art, the present invention has the following remarkable effects:

(1) The present invention adopts the flexural rigidity equivalent method to calculate the coupling beam, and the elastic calculation of the prefabricated double coupling beam can be realized only by reducing the flexural rigidity. The coupling beam model is calculated.

(2) In the present invention, due to the large number of stressed shear walls in the integrally assembled shear wall structure, the rigidity of the structure is relatively rigid, and the overall rigidity of the structure is reduced by about 70% by the method of arranging the prefabricated prefabricated energy-dissipating double beams. %, thereby reducing the seismic shear force by about 8%. Solve the problem that the overall assembled shear wall structure is too rigid and the seismic force is too large.

(3) In the present invention, under the action of a large earthquake, when the inter-story displacement angle of the structure reaches 1/750, the prefabricated double-coupling beam in the middle floor begins to yield. The damage range is 15% larger than that of the single coupling beam, which fully exerts the energy dissipation effect of the coupling beam and increases the energy dissipation capacity and structural ductility of the coupling beam.

(4) The flexural rigidity of the prefabricated double coupling beam of the present invention is small, the overall rigidity and seismic response of the structure are reduced, the reinforcement of the components is also significantly reduced, and the amount of structural materials is reduced by about 7%, which has obvious economic benefits. benefit.

(5) The lower connecting beam of the prefabricated double connecting beam of the present invention adopts a prefabricated connecting beam, and the upper connecting beam adopts a superimposed connecting beam. The technology of adding a template on the upper surface is simple in installation and convenient in construction, which improves the construction speed and construction quality of the structure.

Description of drawings

The present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments.

Fig. 1 is the plane structure schematic diagram of the engineering example that adopts the design method of the present invention to design;

Fig. 2 is the three-dimensional calculation model schematic diagram of the engineering example that adopts the design method of the present invention to design;

Fig. 3 is the structural schematic diagram of the prefabricated double connecting beam in the design method of the present invention;

Fig. 4 is the interlayer displacement angle curve diagram of the engineering example that adopts the design method of the present invention under the action of earthquake;

5 is a schematic diagram of the position structure of the connecting beam in the design method of the present invention;

6 is a schematic diagram of the distribution of reduction coefficients of coupling beams in the design method of the present invention;

Fig. 7 is the distribution schematic diagram of the wall number in the design method of the present invention;

Figure 8 is a schematic diagram of the distribution of the calculation results of reinforcement reinforcement for a single coupling beam under small earthquake conditions;

Figure 9 is a schematic diagram of the distribution of the calculation results of reinforcement in a prefabricated double coupling beam under small earthquake conditions;

Figure 10 is a schematic diagram of the distribution of the calculation results of reinforcement reinforcement for a single coupling beam under moderate earthquake conditions;

Figure 11 is a schematic diagram of the distribution of the calculation results of the reinforcement in the prefabricated double-coupling beam under moderate earthquake conditions;

Figure 12 is a schematic diagram of the damage situation of a single coupling beam at 3s time under large earthquake conditions;

Figure 13 is a schematic structural diagram of the damage situation of a prefabricated double-coupling beam at 2s time under the condition of a major earthquake;

Figure 14 is a schematic diagram of the damage situation of a single coupling beam at the time of 20s under large earthquake conditions;

Figure 15 is a schematic structural diagram of the damage situation of the prefabricated double coupling beam at the time of 20s under the condition of a major earthquake;

Figure 16 is the stress cloud diagram of the coupling beam corresponding to the ultimate bearing capacity of the single coupling beam under the condition of large earthquake, and the reinforcement stress is 394MPa;

Figure 17 shows the stress cloud diagram of the coupling beams corresponding to the ultimate bearing capacity of the prefabricated double coupling beams under the conditions of large earthquakes, and the reinforcement stress is 400MPa;

Figure 18 shows the plastic strain diagram of the concrete in the joint area of a single coupling beam under the condition of a large earthquake, and the maximum compressive strain of the concrete is 0.036;

Figure 19 shows the plastic strain diagram of the concrete in the joint area of the prefabricated double-coupling beam under the condition of large earthquake, and the maximum compressive strain of the concrete is 0.033;

Figure 20 is a schematic diagram of the actual configuration of the reinforcement structure of the single coupling beam using the design method of the present invention;

FIG. 21 is a schematic diagram of the actual reinforcement structure of the prefabricated double connecting beam adopting the design method of the present invention.

Description of reference numerals

1. Upper connecting beam; 2. Lower connecting beam; 3. Wall; 4. Cast-in-place connection area.

Detailed ways

Engineering examples and calculation results

This project is a high-rise shear wall structure with a total of 33 floors above the ground. The height of the top of the structure is 99m, the fortification intensity is 7 degrees. Figure 1 and Figure 2.

Since the structural stiffness of the integrally assembled shear wall is relatively large, the deformation of the structure is relatively small, as shown in Figure 3, by setting the prefabricated double coupling beams to reduce the structural stiffness and reduce the response under earthquake action.

From the inter-story displacement angle curve in Figure 4, it can be seen that the inter-story displacement angles in the 0-degree and 90-degree directions are 1/1428 and 1/1701, respectively, which are much smaller than the specification limit of 1/1000 and have a large degree of redundancy. By setting Prefabricated double coupling beams reduce structural stiffness and seismic forces.

Table 1 uses 6 coupling beam schemes for comparative analysis, in which the prefabricated double coupling beams are divided into 5 cases according to the difference in the height of the upper and lower coupling beams.

Table 1: Coupling beam section size (mm)

original plan plan 1 Scenario 2 Scenario 3 Scenario 4 Scenario 5 upper connecting beam 200×500 200×140 200×200 200×250 200×300 200×350 lower connecting beam -- 200×360 200×300 200×250 200×200 200×150

Under the action of horizontal force, the results of the vertex displacement and base shear force of the shear wall are shown in Table 2.

Table 2: Displacement-Shear Results (kN, mm)

Table 3: Linear stiffness kN/m

original plan plan 1 Scenario 2 Scenario 3 Scenario 4 Scenario 5 1 14118 12625 11077 10704 11100 11846 2 8678 8372 8000 7561 10325 9915 3 2784 2282 2133 2141 2173 2259

From Table 2 and Table 3, it can be seen that the structural line stiffness of Schemes 1 to 5 is smaller than that of the original scheme. Among them, scheme 3 has the smallest linear stiffness when the height of the upper and lower connecting beams is the same, which is 76% of the linear stiffness of the original scheme. The line stiffness is the largest, which is 89% of the line stiffness of the original scheme.

When the maximum interstory displacement angle of the structure is less than 20% of the specification limit, Schemes 2 to 4 can be used; when the maximum interstory displacement angle of the structure is 10% to 20% of the specification limit, Schemes 1 and 5 can be used , In this project, since the maximum interstory displacement angle of the structure is less than 20% of the specification limit, the scheme 3 with the smallest stiffness of the prefabricated double coupling beam is selected for design.

The design method of the prefabricated double connecting beam in the integrally assembled shear wall building structure includes the following steps

(1) Use the finite element analysis method of the existing technology to establish the single coupling beam analysis model of the single coupling beam in the overall prefabricated shear wall building structure, and use the existing finite element calculation according to the requirements of the building structure and plane splitting Method, carry out the structural design calculation of the single coupling beam analysis model, determine the beam height and beam length, and define the beam with the span-to-height ratio less than 5 as the coupling beam, as shown in Figure 5;

(2), according to the coupling beam determined in step (1), through the analysis of the position of the coupling beam, the cast-in-place coupling beam and the prefabricated double coupling beam are further distinguished, wherein, the coupling beam at the position of the elevator and the stairs is the cast-in-place coupling beam, other The connecting beam at the position is a prefabricated double connecting beam, and the prefabricated double connecting beam has an upper connecting beam 1, a lower connecting beam 2 and a cast-in-place connection area 4 connected with the ends of the upper connecting beam 1 and the lower connecting beam 2. The cast-in-place connection Area 4 is connected to wall 3 of the shear wall;

(3) According to the prefabricated double coupling beam determined in step (2), set the bending stiffness reduction coefficient of the prefabricated double coupling beam. Since the height of the coupling beam in this project is 500mm, the bending stiffness reduction coefficient is taken as 0.76, The stiffness reduction coefficient of cast-in-place coupling beams is 0.7, and the stiffness reduction coefficient of prefabricated energy-consuming coupling beams is 0.53, as shown in Figure 6. If the reduction coefficient is η, the bending stiffness reduction coefficient of the prefabricated double coupling beam is 0.76η;

(4), bring the prefabricated double-coupling beam obtained in step (3) into the single-coupling beam analysis model of step (1), replace the single-coupling beam at the corresponding place with a double-coupling beam, and obtain a double-coupling beam calculation model, using In the existing finite element calculation method, the structure design and calculation of the double coupling beam calculation model is carried out, and the structure of the prefabricated double coupling beam is obtained. The gap h2 between the beam 1 and the lower connecting beam 2 is 10mm, the height of the cast-in-place part of the upper connecting beam 1 is 140 mm, and the height h3 of the prefabricated part of the upper connecting beam 1 is 10 mm, h3=H-h1-h2- hb; the ends of the prefabricated parts of the upper connecting beam 1 and the lower connecting beam 2 are connected as a whole by the cast-in-place connection area 4, the length of the cast-in-place connection area 4 is 100mm, and the longitudinal tensile steel bars of the prefabricated double connecting beams extend into the shearing area. The anchorage length in the force wall shall not be less than 1.2La, where La is the anchorage length of the longitudinal tensile reinforcement;

At the same time, the existing finite element analysis method is used for the calculation model of the double coupling beam, and the reinforcement results of the prefabricated double coupling beam are obtained, and the reinforcement area As of the prefabricated double coupling beam is calculated by the reinforcement results;

1) Calculation results of small earthquakes

Table 4: List of overall calculation results for small earthquakes

From the overall calculation results of small earthquakes in Table 4, it can be seen that the period of prefabricated double coupling beams is increased by about 4% compared with single coupling beams, the shear force is decreased by about 3%, the displacement under earthquake action is decreased by about 4%, and the displacement under wind load is decreased by about 4%. It is reduced by about 7%; the stiffness-to-weight ratio is reduced by about 7%, and the displacement ratio and the floor bearing capacity ratio are reduced by about 1%.

Table 5: Internal force comparison of single working condition under small earthquake

a) Under the action of earthquake, the maximum axial force of the shear wall of the prefabricated double-coupling beam is about 14% smaller than that of the single-coupling beam.

b) Under the action of earthquake, the shear wall shear force of prefabricated double-coupling beams is 6% smaller than that of single-coupling beams.

c) Under the action of earthquake, the shear wall bending moment of prefabricated double-coupling beams is about 3% smaller than that of single-coupling beams.

From the small-shock reinforcement results in Figures 8 and 9, it can be seen that the reinforcement of the prefabricated double-coupling beam is about 8% to 10% less than that of the single-coupling beam.

2) Calculation results of medium earthquake

Table 6: Overall Indicators for Medium Earthquakes

The overall calculation results of the medium earthquake in Table 6 show that the shear force of the prefabricated double-coupling beam is reduced by about 1% compared with that of the single-coupling beam, and the displacement under earthquake action is reduced by about 6% to 9%.

From the small-shock reinforcement results in Figure 10 and Figure 11, it can be seen that the reinforcement of the prefabricated double-coupling beam is about 8% to 11% less than that of the single-coupling beam.

3) Calculation results of large earthquakes

The artificial wave is used to carry out the elastic-plastic calculation and analysis of large vibration force. The acceleration is taken as 220cm/s2, and the calculation duration is 20s.

It can be seen from Figure 12 and Figure 13 that the single coupling beam scheme has plastic hinges in individual coupling beams at the time of 3s, while the prefabricated double coupling beam scheme has plastic hinges on the middle and upper floors at the time of 2s, and the hinge-out time is significantly shorter than The early adoption of the single-coupling beam scheme shows that the coupling beams of the prefabricated double-coupling beam scheme consume energy in advance.

It can be seen from Figure 14 and Figure 15 that the hinge range of the single coupling beam is less than that of the prefabricated double coupling beam, and the single coupling beam does not have plastic hinges on the bottom floor, while the prefabricated double coupling beam scheme basically has plastic hinges in all floors of the coupling beam. hinge, which shows that the coupling beam of the prefabricated double coupling beam scheme makes full use of the energy consumption of the coupling beam.

It can be seen from Figure 16 and Figure 17 that the tensile steel bars of the upper and lower beams of the prefabricated double-coupling beams almost simultaneously entered the yield stage; while the tensile steel bars of the single-coupling beams did not reach the yield limit, the bearing capacity decreased because the concrete in the node area reached the ultimate compressive strength, The crushing failure, the plastic strain of the concrete in the node area is shown in Figure 18 and Figure 19. When the single-coupling beam concrete is crushed and damaged, the maximum compressive strain of the concrete is 0.036, the damage range is concentrated at the end of the coupling beam, and the area where the compressive strain is greater than 0.02 is larger. Under the vertex displacement, the maximum compressive strain of precast double coupling beam concrete is 0.033, but the area where the compressive strain is greater than 0.02 is very small.

Table 7: Overall Indicators of Major Earthquakes

The overall calculation results of large earthquakes in Table 7 show that the shear force of the prefabricated double-coupling beam scheme is reduced by about 6% to 8%, and the displacement under earthquake action is reduced by about 23% to 25%. The coupling beams of the double-coupling beam scheme appear plastic hinges quickly under earthquake action, and most of the coupling beams have plastic hinges, which fully exerts the energy dissipation effect of the coupling beams. the response to.

(5) Combine the reinforcement area As of the prefabricated double coupling beam obtained above and the structure of the prefabricated double coupling beam, select the actual reinforcement of the prefabricated double coupling beam, and the actual reinforcement area A is not less than As and not greater than 1.05As, Select representative coupling beams for the illustration of actual reinforcement, as shown in Figure 20 and Figure 21.

The gluten and bottom bars of the single coupling beam are both 3φ20 (942mm2), and the gluten and bottom bars of the prefabricated double coupling beams are both 2φ16 (804mm2), saving about 15% of the steel bar used in the coupling beam.

(6) According to the structure of the prefabricated double connecting beam obtained above and the actual reinforcement, draw the construction drawing, and complete the design of the prefabricated double connecting beam in the overall prefabricated shear wall building structure.

The seismic performance design of the structure is carried out under the above-mentioned prefabricated energy dissipation coupling beam design method standard, and the seismic performance of the high-rise shear wall structural components is accurately analyzed, so that engineers can quickly design the seismic performance of the high-rise shear wall structure.

The above-mentioned embodiments of the present invention are not intended to limit the scope of protection of the present invention, and the embodiments of the present invention are not limited thereto. According to the above-mentioned contents of the present invention, according to common technical knowledge and conventional means in the field, without departing from the present invention Under the premise of the above basic technical idea, other various modifications, replacements or changes made to the above structure of the present invention should all fall within the protection scope of the present invention.

Claims (3)

1. A design method of a prefabricated double-connection beam in an integrally assembled shear wall building structure is characterized by comprising the following steps:

step (1): establishing a single connecting beam analysis model in the integrally assembled shear wall building structure, performing structural design calculation on the single connecting beam analysis model by adopting the conventional finite element calculation method according to the requirements of vertical and plane splitting of the building structure, determining the height and the length of a beam, and defining the beam with the span-height ratio of less than 5as a connecting beam;

step (2): according to the connecting beam determined in the step (1), further distinguishing a cast-in-place connecting beam and a prefabricated double connecting beam through analyzing the position of the connecting beam, wherein the connecting beam at the elevator and stair positions is the cast-in-place connecting beam, the connecting beams at other positions are the prefabricated double connecting beams, the prefabricated double connecting beam is provided with an upper connecting beam, a lower connecting beam and cast-in-place connecting areas connected with the end parts of the upper connecting beam and the lower connecting beam, and the cast-in-place connecting areas are connected with the wall body of the shear wall;

and (3): setting the bending rigidity reduction coefficient of the prefabricated double-link beam according to the prefabricated double-link beam determined in the step (2), and taking the bending rigidity reduction coefficient of the single-link beam in the integral assembly type shear wall building structure as eta, wherein the bending rigidity reduction coefficient of the prefabricated double-link beam is 0.76 eta;

and (4): substituting the prefabricated double-link beam obtained in the step (3) into the single-link beam analysis model in the step (1), replacing the single-link beam at the corresponding position with the double-link beam to obtain a double-link beam calculation model, performing structural design calculation on the double-link beam calculation model by adopting the conventional finite element calculation method to obtain the structure of the prefabricated double-link beam, obtaining a reinforcement distribution result of the prefabricated double-link beam, and calculating the reinforcement distribution area As of the prefabricated double-link beam according to the reinforcement distribution result;

and (5): the structure of the prefabricated double-link beam is obtained through calculation in the step (4) as follows: prefabricating a total height H of the double-link beam, wherein the height of the lower link beam is H1, the width of a seam between the upper link beam and the lower link beam is H2, the height of a cast-in-place part of the upper link beam is hb, the height of a prefabricated part of the upper link beam is H3, and H3 is H-H1-H2-hb; the end parts of the prefabricated parts of the upper connecting beam and the lower connecting beam are connected into a whole by the cast-in-place connecting area, the length of the cast-in-place connecting area is 100mm, the anchoring length of the longitudinal tensile steel bar of the prefabricated double connecting beam extending into the shear wall is not less than 1.2La, wherein La is the anchoring length of the longitudinal tensile steel bar;

and (6): combining the reinforcement area As of the prefabricated double-link beam obtained in the step (4) and the structure of the prefabricated double-link beam obtained in the step (5), selecting actual reinforcement of the prefabricated double-link beam, wherein the area A of the actual reinforcement is not less than As and not more than 1.05 As;

and (7): and (5) drawing a construction drawing according to the structure of the prefabricated double-connection beam obtained in the step (5) and the actual reinforcement obtained in the step (6), and finishing the design of the prefabricated double-connection beam in the integral assembly type shear wall building structure.

2. The design method of the prefabricated double-connection beam in the integrally assembled shear wall building structure according to claim 1, characterized in that: in the step (3), eta is 0.7.

3. The design method of the prefabricated double-connection beam in the integrally assembled shear wall building structure according to claim 1, characterized in that: in the step (5), H is more than or equal to 400mm, H1 is 240mm, H2 is 10mm, and hb is 140 mm.

Images