CN107908822A - The design method of prefabricated doubly-linked beam in a kind of overall assembled shear wall building structure - Google Patents

Abstract

The invention discloses a kind of design method of prefabricated doubly-linked beam in overall assembled shear wall building structure, including establish single coupling beam analysis model；Cast-in-place coupling beam and prefabricated doubly-linked beam are distinguished, the prefabricated doubly-linked beam has upper coupling beam, lower coupling beam and the cast-in-place join domain being connected with upper coupling beam and lower coupling beam end, which is connected with the wall of shear wall；The bending stiffness reduction coefficient of prefabricated doubly-linked beam is set；Obtained prefabricated doubly-linked beam is substituted into single coupling beam analysis model, single coupling beam of corresponding position is replaced as doubly-linked beam, obtains doubly-linked beam computation model, structure Design and Calculation is carried out to doubly-linked beam computation model, obtain prefabricated doubly-linked beam structure and arrangement of reinforcement as a result, the area of reinforcement of prefabricated doubly-linked beam is calculated；With reference to the area of reinforcement of obtained prefabricated doubly-linked beam and the construction of prefabricated doubly-linked beam, the actual arrangement of reinforcement of prefabricated doubly-linked beam is chosen；According to the structure of prefabricated doubly-linked beam and actual arrangement of reinforcement, construction drawing is drawn, completes the design of prefabricated doubly-linked beam.

Description

A design method of prefabricated double-connected beams in integrally assembled shear wall building structures

technical field

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

Background technique

The prefabricated shear wall structure is composed of a series of longitudinal and transverse shear walls and floors, and is used to bear vertical loads and horizontal loads. It is a commonly used structural form in high-rise buildings. A rationally designed reinforced concrete shear structure has high lateral displacement and torsional rigidity, and has small lateral displacement under horizontal load, and has good seismic and wind resistance performance. The lateral deformation of the shear wall structure under the action of horizontal load is characterized by bending, that is, the inter-story deformation of the lower structure is small, and the deformation between the upper layers 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. Transverse seam + side vertical seam partition wall, and different partition wall structures contribute differently to the overall stiffness of the structure. Among them, the non-seam partition wall contributes the most to the overall structure rigidity, and the bottom transverse seam + side vertical seam partition wall contributes to the overall rigidity of the structure Contribute minimally.

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 moderate earthquakes, the coupling beams are allowed to yield in bending, but not yield in shear. Under the action of large earthquakes, the coupling beams are allowed to be damaged. But it needs a certain degree of 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 will easily cause the reinforcement of the coupling beam to exceed the maximum reinforcement ratio of the specification. Or the checking calculation of the coupling beam section does not meet the requirements, resulting in brittle failure when the coupling beam fails. Since the brittle failure has no obvious deformation or other omens before failure, it is harmful and is a form of failure that designers need to avoid. Therefore, how to ensure that the coupling beam has high energy dissipation capacity and good ductility is an important issue that must be considered in the structural performance design.

Using the design method of prefabricated energy-dissipating coupling beams for seismic performance-based design of high-rise shear wall structures can effectively reduce the internal force and reinforcement of coupling beams, and because the prefabricated energy-dissipating coupling beams have good ductility, the overall structure has a good The energy dissipation capacity of the structure reduces the response of the structure under the action of the earthquake, thereby improving the seismic performance of the structure and ensuring the sufficient safety of the structure.

Contents of the invention

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

Above-mentioned purpose of the present invention is achieved by following technical scheme: a kind of design method of prefabricated double connecting beam in the building structure of integral assembly type shear wall, it is characterized in that, this method comprises the steps:

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

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

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

Step (4): Substitute the prefabricated double-connected beam obtained in step (3) into the single-connected beam analysis model in step (1), and replace the corresponding single-connected beam with a double-connected beam to obtain a double-connected beam calculation model, using The existing finite element calculation method performs structural design calculation on the calculation model of the double-connected beam, obtains the structure of the prefabricated double-connected beam, and obtains the reinforcement result of the prefabricated double-connected beam. reinforcement area As;

Step (5): The structure of the prefabricated double-connected girder calculated by step (4) is as follows: the total height of the prefabricated double-connected girder is H, the height of the lower connecting girder is h1, the gap width between the upper connecting girder and the lower connecting girder 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 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 tensile reinforcement of the prefabricated double-connected beam extending into the shear wall is not less than 1.2La, where La is the anchorage length of the longitudinal tension reinforcement;

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

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

In the present invention, in the step (3), n takes a value of 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 mode of the coupling beam should be bending failure, and the equivalent coupling beam should first ensure that the bending stiffness is consistent. This section deduces the basic formula of flexural equivalent of multiple coupling beams, and obtains the final reduction factor of flexural stiffness of coupling beams.

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

Axial stiffness of the rod,

The bending stiffness of the rod,

Stiffness after deflection, K'=T ^T KT (4)

Bending stiffness after deflection,

Moment of inertia after offset,

Assuming that the number of connecting beams is n, the moment of inertia of each connecting beam in the multi-connecting beam is J1, and the moment of inertia of the multi-connecting beam is Jn, then:

Moment of inertia reduction factor,

When n=2 is a prefabricated double-connected beam, γ2=0.4375; when n=3 is a triple-connected beam, γ3=0.3333. The relationship between bending stiffness and beam height is the third power, so the height of the equivalent connecting beam should be 0.76 times the height of the prefabricated double connecting beam, namely

For the equivalent calculation of the coupling beam according to the flexural stiffness, only the flexural stiffness should be reduced, and the beam height should not be modified directly, otherwise the shear sectional area of the equivalent coupling beam is smaller than the shear sectional area of the prefabricated double coupling beam; If the connecting beam reinforcement is evenly distributed among the prefabricated double connecting beams, the minimum reinforcement ratio will increase the steel consumption if the reinforcement is insufficient.

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

The lower connecting beam of prefabricated double connecting beam adopts prefabricated connecting beam, and the upper connecting beam adopts laminated connecting beam. Compared with the lower connecting beam using prefabricated connecting beam, the upper connecting beam adopts cast-in-place connecting beam, which saves the process of adding formwork on the lower connecting beam . After the prefabricated parts of the lower connecting beam and the upper connecting beam are installed, the concrete can be directly cast in-situ on the surface of the prefabricated upper connecting beam, which is easy to install and easy to construct, and improves the construction speed and construction quality of the structure.

The design method of prefabricated energy-dissipating coupling beams for integrally assembled shear wall structures of the present invention is suitable for situations where the lateral stiffness of the shear wall structure is relatively large, and the present invention can significantly reduce the structural stiffness, thereby reducing the seismic response of the structure under a large earthquake , 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 invention can significantly reduce the stiffness of the prefabricated coupling beam, thereby reducing the shear force of the coupling beam. On the premise of satisfying the seismic conceptual design, To achieve the goal of saving building materials and reducing construction costs.

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

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

(2) In the present invention, due to the large number of stressed shear walls of the overall assembled shear wall structure, the structural rigidity is relatively rigid, and the overall rigidity of the structure is reduced by about 7% by setting the method of prefabricated double-connected beams with assembled energy consumption. %, 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 interstory displacement angle of the structure reaches 1/750, the prefabricated double-connected beams in the middle floor begin to yield, and as the seismic force increases, the yield range further increases, and the components The damage range is 15% larger than that of the single connecting beam, which fully exerts the energy dissipation effect of the connecting beam and increases the energy dissipation capacity and structural ductility of the connecting beam.

(4) The flexural rigidity of the prefabricated double-connected beam of the present invention is less, while reducing the overall rigidity and seismic response of the structure, the reinforcement of the member is also significantly reduced, and the amount of structural materials is reduced by about 7%, which has obvious economical advantages 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 laminated connecting beam. The process of adding formwork on the board is simple to install and convenient to construct, which improves the construction speed and construction quality of the structure.

Description of drawings

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

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

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

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

Fig. 4 is the curve diagram of the interstory displacement angle under the action of an earthquake for an engineering example adopting the design method of the present invention;

Fig. 5 is the structural representation of coupling beam position in the design method of the present invention;

Fig. 6 is the distribution schematic diagram of coupling beam reduction factor in the design method of the present invention;

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

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

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

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

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

Figure 12 is a schematic diagram of the structure of the damage of a single connecting beam at 3 s under the condition of a large earthquake;

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

Figure 14 is a structural schematic diagram of the damage of a single connecting beam at 20 s under the condition of a large earthquake;

Figure 15 is a schematic diagram of the structure of the prefabricated double-connected beam damage at 20 s under the condition of a large earthquake;

Fig. 16 is the cloud map of the stress of the steel bars of the single coupling beam corresponding to the ultimate bearing capacity under the condition of a large earthquake, and the stress of the steel bar is 394MPa;

Fig. 17 is the cloud map of the stress of the connecting beam reinforcement corresponding to the ultimate bearing capacity of the prefabricated double connecting beam under the condition of a large earthquake, and the reinforcement stress is 400MPa;

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

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

Fig. 20 is a schematic diagram of the actual reinforcement structure of a single connecting beam adopting the design method of the present invention;

Fig. 21 is a schematic diagram of the actual reinforcement structure of the prefabricated double-connected beam adopting the design method of the present invention.

Explanation of reference signs

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 structure top is 99m. As shown in Figure 1 and Figure 2.

Due to the high structural stiffness of the integrally assembled shear wall, the deformation of the structure is small, as shown in Figure 3, the structural stiffness is reduced by setting prefabricated double-connected beams, and the response under earthquake action is reduced.

From the interstory displacement angle curve in Figure 4, it can be seen that the interstory displacement angles in the directions of 0° and 90° are 1/1428 and 1/1701, respectively, which are much smaller than the specification limit of 1/1000, which has a large margin. By setting Prefabricated double-connected beams reduce structural stiffness and earthquake force.

Table 1 uses 6 coupling beam schemes for comparative analysis. Among them, the prefabricated double coupling beams are divided into 5 cases according to the height of the upper and lower coupling beams. The cross-sectional dimensions of the coupling beams of each scheme are shown in Table 1.

Table 1: Coupling beam section size (mm)

original plan plan 1 Scenario 2 Option 3 Option 4 Option 5 Coupling 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 vertex displacement and base shear force of the shear wall are shown in Table 2.

Table 2: Displacement-shear results (kN, mm)

Table 3: Line Stiffness kN/m

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

It can be seen from Table 2 and Table 3 that the structural line stiffness of Scheme 1 to Scheme 5 is less than that of the original scheme, and the line stiffness of Scheme 3 is the smallest when the height of the upper and lower connecting beams is the same, which is 76% of the original scheme. The line stiffness is the largest, which is 89% of the line stiffness of the original scheme.

When the maximum story drift angle of the structure is less than 20% of the code limit, schemes 2 to 4 can be used; when the maximum story drift angle of the structure is 10% to 20% of the code 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 code limit, the design of scheme 3 with the smallest stiffness of prefabricated double-connected beams is selected.

The design method of prefabricated double-connected beams in the integrally assembled shear wall building structure includes the following steps

(1), using the finite element analysis method of the prior art to establish the single connecting beam analysis model of the single connecting beam in the overall assembled shear wall building structure, according to the requirements of the building structure and plane splitting, using the existing finite element calculation method, carry out structural design calculations on the analysis model of single connecting beams, determine the beam height and beam length, and define the beams with a span-to-height ratio less than 5 as connecting beams, as shown in Figure 5;

(2), according to the connecting beam determined in step (1), through the analysis of the position of the connecting beam, further distinguish the cast-in-place connecting beam and the prefabricated double connecting beam, wherein, the connecting beam at the position of the elevator and the staircase is a cast-in-place connecting beam, and the other The connecting beam at the position is a prefabricated double connecting beam. 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 to 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 connecting beam determined in step (2), set the bending stiffness reduction factor of the prefabricated double connecting beam. Since the height of the connecting beams in this project is 500mm, the bending stiffness reduction factor is taken as 0.76 , the stiffness reduction coefficient of the cast-in-situ coupling beam is 0.7, and the stiffness reduction coefficient of the prefabricated energy-dissipating coupling beam is 0.53, as shown in Figure 6, that is, if the bending stiffness of the single coupling beam in the integrally assembled shear wall building structure is taken If the reduction factor is η, the bending stiffness reduction factor of the prefabricated double-connected beam is 0.76η;

(4), bring the prefabricated double-connected beams obtained in step (3) into the single-connected beam analysis model of step (1), replace the corresponding single-connected beams with double-connected beams, and obtain the double-connected beam calculation model, using With the existing finite element calculation method, the structural design and calculation of the calculation model of the double connecting beam is carried out to obtain the structure of the prefabricated double connecting beam. The gap width 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 hb is 140mm, and the height h3 of the prefabricated part of the upper connecting beam 1 is 10mm, 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 connecting area 4, the length of which is 100 mm, and the longitudinal tensile reinforcement of the prefabricated double connecting beam extends into the shear The anchorage length in the force wall is not 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 adopted for the calculation model of the double-connected beam to obtain the reinforcement result of the prefabricated double-connected beam, and the reinforcement area As of the prefabricated double-connected beam is obtained through the calculation of the reinforced result;

1) Calculation results of small earthquakes

Table 4: List of overall calculation results of small earthquakes

From the overall calculation results of small earthquakes in Table 4, it can be seen that the period of the prefabricated double-connected beam is about 4% longer than that of the single-connected beam, the shear force is reduced by about 3%, the displacement under the earthquake is reduced by about 4%, and the displacement under the wind load is about 4%. Reduced by about 7%; the ratio of stiffness to weight is reduced by about 7%, and the ratio of displacement and floor bearing capacity is reduced by about 1%.

Table 5: Comparison of internal forces under single working conditions under small earthquakes

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

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

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

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

2) Calculation results of moderate earthquakes

Table 6: Overall indicators of moderate earthquakes

The overall calculation results of moderate earthquakes in Table 6 show that the shear force of prefabricated double-connected beams is about 1% lower than that of single-connected beams, and the displacement under earthquake action is reduced by about 6% to 9%.

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

3) Calculation results of major earthquakes

Using artificial waves to carry out large shock dynamic elastoplastic calculation and analysis. The acceleration is taken as 220cm/s2, and the calculation duration is 20s.

From Fig. 12 and Fig. 13, it can be seen that plastic hinges appeared in individual coupling beams in the single coupling beam scheme at 3s, while in the prefabricated double coupling beams scheme, plastic hinges appeared in some coupling beams in the middle and upper floors at 2s, and the hinge time was significantly longer than that in the middle and upper floors. The single-beam scheme is early, which shows that the energy consumption of the prefabricated double-beam scheme is ahead of schedule.

From Figure 14 and Figure 15, it can be seen that the hinge range of the single connecting beam is less than that of the prefabricated double connecting beam, and the single connecting beam has no plastic hinge on the bottom floor, while the prefabricated double connecting beam scheme basically has plastic hinges in the connecting beam on all floors. 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 reinforcement of the upper and lower beams of the prefabricated double-connected beam enters the yield stage almost at the same time; while the tensile reinforcement of the single-connected beam does not reach the yield limit, and the bearing capacity decreases because the concrete in the joint area reaches the ultimate compressive strength. For crushing failure, the plastic strain of concrete in the node area is shown in Fig. 18 and Fig. 19. When the single connecting beam concrete is crushed and damaged, the maximum compressive strain of the concrete is 0.036, and the damage range is concentrated at the end of the connecting beam, and the area with a compressive strain greater than 0.02 is larger. At this time, the top displacement of the single connecting beam is 20mm, which is equal to Under the apex displacement, the maximum compressive strain of the prefabricated double-connected 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 the large earthquake in Table 7 show that the shear force of the prefabricated double-connected beam scheme is about 6% to 8% lower than that of the single-connected beam scheme, and the displacement under the earthquake is reduced by about 23% to 25%. The coupling girders of the double coupling girder scheme have plastic hinges quickly under the 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) Combining the reinforcement area As of the prefabricated double-connected beam obtained above and the structure of the prefabricated double-connected beam, select the actual reinforcement of the prefabricated double-connected beam. The actual reinforcement area A is not less than As and not greater than 1.05As, Select representative coupling beams for actual reinforcement, as shown in Figure 20 and Figure 21.

The gluten and bottom reinforcement of the single connecting beam are both 3φ20 (942mm2), and the gluten and bottom reinforcement of the prefabricated double connecting beam are both 2φ16 (804mm2), which saves about 15% of the steel reinforcement consumption of the connecting beam.

(6) According to the structure of the prefabricated double-connected beams obtained above and the actual reinforcement, draw the construction drawings, and complete the design of the prefabricated double-connected beams in the overall prefabricated shear wall building structure.

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

The above-mentioned embodiments of the present invention do not limit the protection scope of the present invention. Under the premise of the above-mentioned basic technical ideas, other modifications, replacements or changes made to the above-mentioned structure of the present invention in various forms shall fall within the protection scope of the present invention.

Claims (3)

1. a design method of prefabricated double-connected beams in integral assembly type shear wall building structure, it is characterized in that, the method comprises the steps: Step (1): Establish the analysis model of the single connecting beam in the overall assembled shear wall building structure. According to the requirements of the facade and plane splitting of the building structure, the existing finite element calculation method is used to analyze the structure of the single connecting beam analysis model. Design calculation, determine beam height and beam length, and define beams with span-to-height ratio less than 5 as coupling beams; Step (2): According to the connecting beam determined in step (1), through the analysis of the position of the connecting beam, further distinguish the cast-in-place connecting beam and the prefabricated double connecting beam. The connecting beams at other positions are prefabricated double connecting beams, and the prefabricated double connecting beams have an upper connecting beam, a lower connecting beam and a cast-in-place connecting area connected with the ends of the upper connecting beam and the lower connecting beam, and the cast-in-place connecting area is connected with the The walls of the shear wall are connected; Step (3): According to the prefabricated double-connected beam determined in step (2), set the flexural stiffness reduction factor of the prefabricated double-connected beam, and take the flexural stiffness reduction factor of the single-connected beam in the overall prefabricated shear wall building structure is η, then the bending stiffness reduction factor of the prefabricated double-connected beam is 0.76η; Step (4): Substitute the prefabricated double-connected beam obtained in step (3) into the single-connected beam analysis model in step (1), and replace the corresponding single-connected beam with a double-connected beam to obtain a double-connected beam calculation model, using The existing finite element calculation method performs structural design calculation on the calculation model of the double-connected beam, obtains the structure of the prefabricated double-connected beam, and obtains the reinforcement result of the prefabricated double-connected beam. reinforcement area As; Step (5): The structure of the prefabricated double-connected girder calculated by step (4) is as follows: the total height of the prefabricated double-connected girder is H, the height of the lower connecting girder is h1, the gap width between the upper connecting girder and the lower connecting girder 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 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 tensile reinforcement of the prefabricated double-connected beam extending into the shear wall is not less than 1.2La, where La is the anchorage length of the longitudinal tension reinforcement; Step (6): Combining the reinforcement area As of the prefabricated double-connected beam obtained in step (4) and the structure of the prefabricated double-connected beam obtained in step (5), select the actual reinforcement of the prefabricated double-connected 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-connected beam obtained in step (5) and the actual reinforcement obtained in step (6), draw a construction drawing, and complete the design of the prefabricated double-connected beam in the integrally assembled shear wall building structure. 2. The design method of prefabricated double-connected beams in the integrally assembled shear wall building structure according to claim 1, characterized in that: in the step (3), n takes a value of 0.7. 3. The design method of prefabricated double-connected beams in the integrally assembled shear wall building structure according to claim 1, characterized in that: in the step (5), H≥400mm, h1 is 240mm, h2 is 10mm, hb is 140mm.