CN107908822B - Design method of prefabricated double-connecting beam in integrally-assembled shear wall building structure - Google Patents
Design method of prefabricated double-connecting beam in integrally-assembled shear wall building structure Download PDFInfo
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- CN107908822B CN107908822B CN201710981864.XA CN201710981864A CN107908822B CN 107908822 B CN107908822 B CN 107908822B CN 201710981864 A CN201710981864 A CN 201710981864A CN 107908822 B CN107908822 B CN 107908822B
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- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
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
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
The assembled shear wall structure consists of a series of longitudinal and transverse shear walls and floor systems, is a space structure for bearing vertical load and horizontal load, and is a common structural form in high-rise buildings. The reasonably designed reinforced concrete shear structure has high lateral displacement resistance and torsional rigidity, small lateral displacement under the action of horizontal load, and good earthquake resistance and wind resistance. The lateral deformation of the shear wall structure under the action of horizontal load is characterized by a bending type, namely the interlayer deformation of a lower structure is smaller, and the interlayer deformation is larger towards the upper part. The assembled shear wall is different from a cast-in-place shear wall in that the rigidity of a partition wall contributes to the overall rigidity of a structure, a common partition wall structural form of the assembled shear wall comprises a seamless partition wall, a bottom transverse seam and a side vertical seam partition wall, and different partition wall structural forms contribute to the overall rigidity of the structure differently, wherein the seamless partition wall contributes to the overall rigidity of the structure maximally, and the bottom transverse seam and the side vertical seam partition wall contribute to the overall rigidity of the structure minimally.
Under normal use load and wind load, the structure should be in an elastic working state, and the connecting beam should not generate plastic hinges. Under the action of small earthquake, the connecting beam is allowed to crack, but the bearing capacity meets the requirement, under the action of medium earthquake, the connecting beam is allowed to bend and bend but resist shearing and not bend, and under the action of large earthquake, the connecting beam is allowed to break, but needs certain ductility and belongs to ductile damage. Generally, the smaller the span-height ratio of the connecting beam is, the greater the linear rigidity of the connecting beam is, the greater the internal force and the reinforcing bars of the connecting beam are, the more the reinforcing bars of the connecting beam exceed the standard maximum reinforcing bar rate, or the cross section checking calculation of the connecting beam does not meet the requirements, so that brittle failure occurs when the connecting beam is damaged, and the brittle failure has no obvious deformation or other precursors before the damage, is more harmful, and is a damage form which needs to be avoided by designers. Therefore, how to ensure the coupling beam to have high energy dissipation capacity and good ductility is an important issue that must be considered in the design of structural performance.
The design method of the prefabricated energy-dissipation coupling beam is adopted to design the anti-seismic performance of the high-rise shear wall structure, the internal force and the reinforcement of the coupling beam can be effectively reduced, and the prefabricated energy-dissipation coupling beam has good ductility, so that the whole structure has good energy-dissipation capability, the response of the structure under the action of an earthquake is reduced, the anti-seismic performance of the structure is improved, and the structure is guaranteed to have sufficient safety.
Disclosure of Invention
The invention aims to provide a design method of a prefabricated double-connection beam in an integrally assembled shear wall building structure, which is suitable for the condition that the integral rigidity of the structure and the rigidity of the connection beam are higher, and the earthquake force of the structure is reduced by reducing the rigidity of the connection beam and the structural rigidity, so that the material consumption of the structure is saved.
The above object of the present invention is achieved by the following technical solutions: 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.
In the invention, in the step (3), η is 0.7.
In the step (5), H is more than or equal to 400mm, H1 is 240mm, H2 is 10mm, and hb is 140 mm.
In order to make the structure have certain ductility, the damage form of the connecting beam is bending damage, and the equivalent connecting beam firstly ensures that the bending rigidity is consistent. The section deduces a basic formula of the multi-coupling-beam bending resistance equivalence, and obtains a final coupling-beam bending resistance rigidity reduction coefficient.
And setting the height of the connecting beam as h, the width of the connecting beam as b, the rigidity of the beam as K, the transformation matrix as T and the offset distance of the central axis of the beam as dk.
The axial stiffness of the rod is such that,
the bending stiffness of the rod is such that,
stiffness after deflection, K ═ TTKT (4)
The bending rigidity after the deflection is improved,
the moment of inertia after the offset is obtained,
if the number of the multiple connecting beams is n, the moment of inertia of each connecting beam in the multiple connecting beams is J1, and the moment of inertia of the multiple connecting beams is Jn, then:
the reduction coefficient of the moment of inertia is reduced,
when n is 2, the gamma 2 is 0.4375; when n is 3, y 3 is 0.3333. The bending rigidity is in a 3-power relation with the beam height, so the equivalent coupling beam height should be 0.76 times of the height of the prefabricated double coupling beam, namely
Equivalently calculating the connecting beam according to the bending rigidity, only reducing the bending rigidity, and not directly modifying the height of the beam, otherwise, the shearing area of the equivalent connecting beam is smaller than that of the prefabricated double connecting beam; when the prefabricated double-connected beam is used for reinforcing, if the connecting beam reinforcing steel bars are evenly distributed in the prefabricated double-connected beam, the reinforcing steel bar is not enough according to the minimum reinforcing steel bar distribution rate, and the steel consumption is increased.
After yielding, the bearing capacity of the prefabricated double-connection beam is smaller than that of the single-connection beam, the prefabricated double-connection beam enters a strengthening stage earlier, and the ductility of the prefabricated double-connection beam is superior to that of the single-connection beam. When the displacement of the single-connection beam structure reaches 10mm at the top point, most of the damage of the connection beams enters the near damage stage, the single-connection beams are quickly damaged along with continuous loading, and the bearing capacity is obviously reduced. When the displacement of the top point of the prefabricated double-connection beam structure reaches 11mm, most of the damage of the connection beam enters the near damage stage, the prefabricated double-connection beam is damaged along with continuous loading, but the reduction of the bearing capacity is relatively gentle, and good ductility is shown.
The lower connecting beam of the prefabricated double-connecting beam adopts a prefabricated connecting beam, the upper connecting beam adopts a superposed connecting beam, and compared with the lower connecting beam which adopts the prefabricated connecting beam, the upper connecting beam adopts a cast-in-place connecting beam, so that the process of additionally arranging a template on the lower connecting beam is saved. After the prefabricated parts of the lower connecting beam and the upper connecting beam are installed, concrete can be directly cast on the surface of the prefabricated upper connecting beam in situ, the installation is simple, the construction is convenient, and the construction speed and the construction quality of the structure are improved.
The design method of the prefabricated energy dissipation coupling beam of the integrally assembled shear wall structure is suitable for the condition that the lateral rigidity of the shear wall structure is large, and the structural rigidity can be obviously reduced through the design method, so that the seismic response of the structure under a large earthquake is reduced, the ductility of the structure is increased, and the aim of ensuring the seismic safety of the structure is fulfilled. Especially, the shear force of the prefabricated coupling beam is too large to meet the situation of shear-resistant bearing capacity, and the rigidity of the prefabricated coupling beam can be obviously reduced through the invention, so that the shear force of the coupling beam is reduced, and the aims of saving building materials and reducing the manufacturing cost are achieved on the premise of meeting the design of an anti-seismic concept.
Compared with the prior art, the invention has the following remarkable effects:
(1) the method adopts the bending rigidity equivalent method to calculate the connecting beam, can realize the elastic calculation of the prefabricated double-connecting beam only by reducing the bending rigidity, and shows that the prefabricated double-connecting beam model can be quickly calculated by adopting the bending rigidity equivalent method.
(2) According to the invention, as the number of the stressed shear walls of the integrally-assembled shear wall structure is large, the structural rigidity is relatively rigid, and the integral rigidity of the structure is reduced by about 7% by arranging the method of assembling energy-consuming prefabricated double-coupling beams, so that the earthquake shear force is reduced by about 8%. The problems that the integrally assembled shear wall structure is relatively rigid and the seismic force is relatively large are solved.
(3) Under the action of a large earthquake, when the interlayer displacement angle of the structure reaches 1/750, the prefabricated double-connection beam at the middle floor part begins to yield, the yield range is further enlarged along with the increase of earthquake force, the damage range of the component is 15 percent larger than that of a single-connection beam, the energy consumption function of the connection beam is fully exerted, and the energy consumption capability and the structure ductility of the connection beam are increased.
(4) The prefabricated double-link beam has small bending rigidity, reduces the integral rigidity and seismic response of the structure, obviously reduces the reinforcing bars of the members, reduces the consumption of structural materials by about 7 percent, and has obvious economic benefit.
(5) The lower connecting beam of the prefabricated double-connecting beam adopts the prefabricated connecting beam, the upper connecting beam adopts the superposed connecting beam, and compared with the lower connecting beam which adopts the prefabricated connecting beam, the upper connecting beam adopts the cast-in-place connecting beam, the process of additionally arranging a template on the lower connecting beam is saved, the installation is simple, the construction is convenient, and the construction speed and the construction quality of the structure are improved.
Drawings
The present invention will be described in further detail with reference to the accompanying drawings and specific embodiments.
FIG. 1 is a schematic plan view of an example of an engineering project designed by the design method of the present invention;
FIG. 2 is a schematic view of a three-dimensional computational model of an example of an engineering design using the design method of the present invention;
FIG. 3 is a schematic structural diagram of a prefabricated doubly-linked beam in the design method of the present invention;
FIG. 4 is a graph of the interlayer displacement angle under the action of earthquake for an engineering example adopting the design method of the invention;
FIG. 5 is a schematic diagram of the position structure of the coupling beam in the design method of the present invention;
FIG. 6 is a schematic diagram showing the distribution of the reduction coefficient of the coupling beam in the design method of the present invention;
FIG. 7 is a schematic diagram illustrating the distribution of wall numbers in the design method of the present invention;
FIG. 8 is a schematic diagram of the distribution of the calculation results of the reinforcement of the single coupling beam under the condition of small earthquake;
FIG. 9 is a schematic diagram of the distribution of the reinforcement calculation results in the prefabricated doubly-linked beam under the condition of a small earthquake;
FIG. 10 is a schematic diagram of the distribution of the single coupling beam reinforcement calculation results under the condition of a medium earthquake;
FIG. 11 is a schematic diagram of the distribution of the reinforcement calculation results in the prefabricated double-link beam under the condition of a medium earthquake;
FIG. 12 is a structural schematic view of a single coupling beam damage condition at 3s time under a large earthquake condition;
FIG. 13 is a structural schematic diagram of the damage condition of the prefabricated double-connected beam at the moment of 2s under the condition of a major earthquake;
FIG. 14 is a structural diagram of a single connecting beam damage condition at 20s moment under a large earthquake condition;
FIG. 15 is a structural schematic diagram of the damage condition of the prefabricated double-connected beam at 20s moment under the condition of a major earthquake;
FIG. 16 is a stress cloud diagram of the reinforcing steel bar of the coupling beam corresponding to the ultimate bearing capacity of the single coupling beam under the condition of a large earthquake, wherein the reinforcing steel bar stress is 394 MPa;
FIG. 17 is a stress cloud chart of coupling beam steel bars corresponding to the ultimate bearing capacity of the prefabricated double coupling beam under the condition of a large earthquake, wherein the steel bar stress is 400 MPa;
FIG. 18 is a concrete plastic strain diagram of a single coupling beam in a node area under a large earthquake condition, wherein the large compressive strain of concrete is 0.036;
FIG. 19 is a concrete plastic strain diagram of a node area of a prefabricated double-link beam under a large earthquake condition, wherein the large compressive strain of concrete is 0.033;
FIG. 20 is a schematic diagram of a practical reinforcing bar structure of a single coupling beam using the design method of the present invention;
FIG. 21 is a schematic diagram of a structure of a real reinforcing bar of a prefabricated doubly-linked beam adopting the design method of the present invention.
Description of the reference numerals
1. An upper connecting beam; 2. a lower coupling beam; 3. a wall body; 4. and (4) casting a connecting area in situ.
Detailed Description
Engineering examples and calculation results
The project is a high-rise shear wall structure, wherein 33 floors are formed above the ground, the height of the top of the structure is 99m, the fortification intensity is 7 degrees, the class II sites have the basic wind pressure of 0.5kN/m2 and the ground roughness is class C, as shown in figures 1 and 2.
As the structural rigidity of the integrally assembled shear wall is high and the deformation of the structure is small, the structural rigidity is reduced by arranging the prefabricated double-connection beam as shown in figure 3, and the response under the action of an earthquake is reduced.
As can be seen from the interlayer displacement angle curve of fig. 4, the interlayer displacement angles in the directions of 0 degree and 90 degrees are 1/1428 and 1/1701 respectively, are far smaller than the specification limit 1/1000, have large margin, and reduce the structural rigidity and seismic force by arranging the prefabricated doubly-linked beam.
Table 1 comparative analysis was performed using 6 coupling beam solutions, in which the prefabricated twin coupling beams were divided into 5 cases according to the difference in the height of the upper and lower coupling beams, and the sectional dimensions of the coupling beams of the respective solutions are shown in table 1.
Table 1: beam cross-section size (mm)
| | Scheme | 1 | |
|
|
|
|
| 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 |
The results of shear wall apex displacement and base shear under horizontal force are shown in table 2.
Table 2: displacement-shear results (kN, mm)
Table 3: linear stiffness kN/m
| | Scheme | 1 | |
|
|
|
|
| 1 | 14118 | 12625 | 11077 | 10704 | 11100 | 11846 | |
| 2 | 8678 | 8372 | 8000 | 7561 | 10325 | 9915 | |
| 3 | 2784 | 2282 | 2133 | 2141 | 2173 | 2259 |
As can be seen from tables 2 and 3, the linear stiffness of the structures of the schemes 1 to 5 is less than that of the original scheme, wherein the linear stiffness of the scheme 3 with the same height of the upper and lower coupling beams is the minimum of 76% of the linear stiffness of the original scheme, and the linear stiffness of the scheme 1 is the maximum of 89% of the linear stiffness of the original scheme.
When the maximum interlayer displacement angle of the structure is less than 20% of the standard limit value, a scheme 2-a scheme 4 can be adopted, and when the maximum interlayer displacement angle of the structure is 10% -20% of the standard limit value, a scheme 1 and a scheme 5 can be adopted.
The design method of the prefabricated double-connecting beam in the integrally assembled shear wall building structure comprises the following steps
(1) Establishing a single-connection beam analysis model of a single-connection beam in an integrally assembled shear wall building structure by adopting a finite element analysis method in the prior art, performing structural design calculation on the single-connection beam analysis model by adopting the prior finite element calculation method according to the requirements of the building structure and plane splitting, determining the height and the length of the beam, and defining the beam with the span-height ratio of less than 5as a connection beam as shown in figure 5;
(2) further distinguishing a cast-in-place connecting beam and a prefabricated double connecting beam by analyzing the position of the connecting beam according to the connecting beam determined in the step (1), 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 1, a lower connecting beam 2 and a cast-in-place connecting area 4 connected with the end parts of the upper connecting beam 1 and the lower connecting beam 2, and the cast-in-place connecting area 4 is connected with a wall body 3 of the shear wall;
(3) setting the bending stiffness reduction coefficient of the prefabricated double-link beam according to the prefabricated double-link beam determined in the step (2), wherein the bending stiffness reduction coefficient is 0.76 because the height of the link beam of the project is 500mm, the rigidity reduction coefficient of the cast-in-place link beam is 0.7, and the rigidity reduction coefficient of the prefabricated energy consumption link beam is 0.53, as shown in fig. 6, namely if the bending stiffness reduction coefficient of the single link beam in the integral assembly type shear wall building structure is eta, the bending stiffness reduction coefficient of the prefabricated double-link beam is 0.76 eta;
(4) the prefabricated double-link beam obtained in the step (3) is brought into the single-link beam analysis model in the step (1), the single-link beam at the corresponding position is replaced into a double-link beam to obtain a double-link beam calculation model, structural design calculation is carried out on the double-link beam calculation model by adopting the existing finite element calculation method to obtain the structure of the prefabricated double-link beam, wherein the total height H of the prefabricated double-link beam is 400mm, the height H1 of the lower link beam 2 is 240mm, the seam width H2 between the upper link beam 1 and the lower link beam 2 is 10mm, the height hb of the cast-in-place part of the upper link beam 1 is 140mm, the height H3 of the prefabricated part of the upper link beam 1 is 10mm, and H3 is H-H1-H2-hb; the end parts of the prefabricated parts of the upper connecting beam 1 and the lower connecting beam 2 are connected into a whole by a cast-in-place connecting area 4, the length of the cast-in-place connecting area 4 is 100mm, the anchoring length of a longitudinal tension 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 tension steel bar;
meanwhile, the existing finite element analysis method is adopted for the calculation model of the double-connected beam to obtain a reinforcement distribution result of the prefabricated double-connected beam, and the reinforcement distribution area As of the prefabricated double-connected beam is calculated through the reinforcement distribution result;
1) small earthquake calculation result
Table 4: integral calculation result list of minor earthquakes
From the integral calculation result of the minor earthquakes in the table 4, the period of the prefabricated double-link beam is increased by about 4 percent compared with that of the single-link beam, the shearing force is reduced by about 3 percent, the displacement under the action of the earthquake is reduced by about 4 percent, and the displacement under the wind load is reduced by about 7 percent; the stiffness to weight ratio is reduced by about 7% and the displacement to floor load ratio is reduced by about 1%.
Table 5: single-working-condition internal force comparison under small earthquake
a) Under the action of earthquake, the maximum axial force of the shear wall of the prefabricated double-connection beam is about 14 percent compared with that of the single-connection beam.
b) Under the action of earthquake, the maximum shearing force of the shear wall of the prefabricated double-connection beam is 6% larger than that of the shear wall of the single-connection beam.
c) Under the action of earthquake, the maximum bending moment of the shear wall of the prefabricated double-connection beam is about 3% larger than that of the single-connection beam.
From the small-vibration reinforcement results in fig. 8 and 9, the reinforcement of the prefabricated double-connected beam is about 8-10% less than that of the single-connected beam.
2) Results of the mid-earthquake calculation
Table 6: overall index of moderate earthquake
The overall calculation result of the earthquake in table 6 shows that the shear force of the prefabricated double-link beam is reduced by about 1% compared with that of the single-link beam, and the displacement under the earthquake action is reduced by about 6% -9%.
From the small-vibration reinforcement results in fig. 10 and 11, the reinforcement of the prefabricated double-connected beam is about 8% to 11% less than that of the single-connected beam.
3) Calculation result of earthquake
And (4) performing large-vibration-force elastic-plastic calculation analysis by adopting artificial waves. The acceleration is 220cm/s2, and the duration is 20 s.
As can be seen from fig. 12 and 13, the plastic hinge of the single-link beam scheme occurs in the individual link beam at the moment of 3s, while the plastic hinge of the partial link beam already occurs in the middle-upper floor at the moment of 2s in the prefabricated double-link beam scheme, and the hinge time is obviously earlier than that of the single-link beam scheme, which indicates that the link beam of the prefabricated double-link beam scheme consumes energy in advance.
As can be seen from fig. 14 and 15, the hinge-out range of the single connecting beam is less than that of the prefabricated double connecting beam, the plastic hinge of the single connecting beam is not generated at the bottom floor, and the plastic hinge of the connecting beam is generated on all floors basically in the prefabricated double connecting beam scheme, which shows that the connecting beam of the prefabricated double connecting beam scheme makes full use of the energy consumption of the connecting beam.
As can be seen from fig. 16 and 17, the tensile steel bars of the upper beam and the lower beam of the prefabricated double-connected beam almost enter the yielding stage at the same time; the single connecting beam tensile steel bar does not reach the yield limit, the bearing capacity is reduced because the concrete in the node area reaches the ultimate compressive strength and is crushed and damaged, and the plastic strain of the concrete in the node area is shown in figures 18 and 19. When the single-connection-beam concrete is crushed and damaged, the large compressive strain of the concrete is 0.036, the damage range is concentrated at the end part of the connection beam, the area with the compressive strain larger than 0.02 is large, the vertex displacement of the single connection beam at the moment is 20mm, the large compressive strain of the prefabricated double-connection-beam concrete is 0.033 under the same vertex displacement, and the area with the compressive strain larger than 0.02 is small.
Table 7: general index of major earthquake
The results of the gross earthquake overall calculation in table 7 show that the shear force of the prefabricated double-link beam scheme is reduced by about 6-8% compared with that of the single-link beam scheme, and the displacement under the earthquake action is reduced by about 23-25%, because the link beam of the prefabricated double-link beam scheme has plastic hinges under the earthquake action, and most of the link beams have plastic hinges, the energy consumption function of the link beam is fully exerted, the structure of the link beam after yielding is integrally reduced, and the response under the earthquake action is reduced.
(5) And combining the reinforcement area As of the obtained prefabricated double-link beam and the structure of the prefabricated double-link beam, selecting actual reinforcement of the prefabricated double-link beam, wherein the actual reinforcement area A is not less than As and not more than 1.05As, and selecting a representative link beam for indicating the actual reinforcement, As shown in fig. 20 and 21.
The gluten and the bottom bar of the single coupling beam are both 3 phi 20(942mm2), and the gluten and the bottom bar of the prefabricated double coupling beam are both 2 phi 16(804mm2), so that the consumption of the steel bar of the coupling beam is saved by about 15%.
(6) And drawing a construction drawing according to the obtained structure of the prefabricated double-connection beam and the actual reinforcement, and finishing the design of the prefabricated double-connection beam in the integral assembly type shear wall building structure.
The anti-seismic performance of the structure is designed under the design standard of the prefabricated energy-consuming connecting beam, and the anti-seismic performance of the structural member of the high-rise shear wall is accurately analyzed, so that an engineer can quickly design the anti-seismic performance of the high-rise shear wall structure.
The above-described embodiments of the present invention are not intended to limit the scope of the present invention, and the embodiments of the present invention are not limited thereto, and various other modifications, substitutions and alterations can be made to the above-described structure of the present invention without departing from the basic technical concept of the present invention as described above, according to the common technical knowledge and conventional means in the field 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.
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| CN109815436A (en) * | 2018-12-05 | 2019-05-28 | 田淑明 | Shake can repair Method for Checking in small eccentricity tension concrete shear force wall |
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