Variable friction energy dissipation prefabricated seismic-damping partition wall-frame structure and construction method therefor

Abstract

The present invention relates to a variable friction energy dissipation prefabricated seismic-damping partition wall-frame structure and a construction method therefor. The variable friction energy dissipation prefabricated seismic-damping partition wall-frame structure includes a peripheral frame, prefabricated seismic-damping partition wall panels, rubber pads, a friction seismic-damping layer, horizontal force transfer members and a steel angle restraining members. The sliding friction of the partition wall can be significantly improved with increase of an inter-story drift, so that the partition wall has a larger hysteretic area and a higher energy dissipation capacity and can provide the structure with a relatively high additional damping ratio, so as to alleviate a seismic action. In addition, integral damage control of the partition wall can be better achieved, and the energy dissipation capacity of the partition wall under bidirectional seismic actions can be guaranteed.

Claims

1. A variable friction energy dissipation prefabricated seismic-damping partition wall-frame structure, comprising a peripheral frame, prefabricated seismic-damping partition wall panels with variable friction energy dissipation function arranged in the peripheral frame, shear members, rubber pads, horizontal force transfer members, steel angle restraining members, and a friction seismic-damping layer, wherein the prefabricated seismic-damping partition wall panels comprises two side prefabricated seismic-damping partition wall panels and a plurality of middle prefabricated seismic-damping partition wall panels located between the two side prefabricated seismic-damping partition wall panels, wherein the shear members are arranged between the side prefabricated seismic-damping partition wall panels and the middle prefabricated seismic-damping partition wall panels and between adjacent middle prefabricated seismic-damping partition wall panels, the adjacent shear members fit closely and are reliably connected, each of the rubber pads is arranged between a top of each of the side prefabricated seismic-damping partition wall panels and the peripheral frame, and each of the horizontal force transfer members is arranged in a gap between a side wall of a top end of each of the side prefabricated seismic-damping partition wall panels and the peripheral frame; each of the steel angle restraining members is arranged between the prefabricated seismic-damping partition wall panel and the peripheral frame to form an out-plane reliable restraint; and the friction seismic-damping layer is arranged at bottoms of the prefabricated seismic-damping partition wall panels.

2. The variable friction energy dissipation prefabricated seismic-damping partition wall-frame structure according to claim 1, wherein an upper corner of the side prefabricated seismic-damping partition wall panel is provided with a notch, and the rubber pad is arranged at the notch.

3. The variable friction energy dissipation prefabricated seismic-damping partition wall-frame structure according to claim 1, wherein each of the side prefabricated seismic-damping partition wall panels comprises a reinforcing bar, and first edge covered steel angle and first shear members connected to the reinforcing bar, the first edge covered steel angle being located on both sides of a bottom of the side prefabricated seismic-damping partition wall panel and the first shear members being arranged along both sides of a height of the wall panel.

4. The variable friction energy dissipation prefabricated seismic-damping partition wall-frame structure according to claim 1, wherein each of the middle prefabricated seismic-damping partition wall panels comprises a reinforcing bar, and second edge covered steel angle and second shear members connected to the reinforcing bar, the second edge covered steel angle being located on both sides of a bottom of the middle prefabricated seismic-damping partition wall panel and the second shear members being arranged along both sides of the height of the wall panel.

5. The variable friction energy dissipation prefabricated seismic-damping partition wall-frame structure according to claim 1, wherein the friction seismic-damping layer is made from low strength mortar or other materials with a sliding friction energy dissipation function.

6. The variable friction energy dissipation prefabricated seismic-damping partition wall-frame structure according to claim 1, wherein the horizontal force transfer clamping member is cuboid and is formed by pouring high strength concrete or high strength mortar through a framework.

7. The variable friction energy dissipation prefabricated seismic-damping partition wall-frame structure according to claim 1, wherein other gaps between the prefabricated seismic-damping partition wall panel and the peripheral framework are filled with a flexible material.

8. The variable friction energy dissipation prefabricated seismic-damping partition wall-frame structure according to claim 1, wherein the rubber pad comprises an upper closing board, a lower closing board, and rubber located between the upper closing board and the lower closing board, the lower closing board being located at the notch, a top of the upper closing board being provided with a protrusion, and the protrusion being in contact with the peripheral frame.

9. The variable friction energy dissipation prefabricated seismic-damping partition wall-frame structure according to claim 8, wherein the lower closing board is adhered and fixed to the notch.

10. A construction method for a variable friction energy dissipation prefabricated seismic-damping partition wall-frame structure according to claim 1, comprising following construction steps: S1: completing manufacturing of prefabricated seismic-damping partition wall panels in a prefabrication plant, and transporting the prefabricated seismic-damping partition wall panels to a construction site; S2: completing construction of a peripheral frame, and positioning the prefabricated seismic-damping partition wall panels in the frame; S3: synchronously installing the prefabricated seismic-damping partition wall panel, friction seismic-damping layer and steel angle restraining members; S4: installing horizontal force transfer members; and S5: filling other gaps between the peripheral frame and the prefabricated seismic-damping partition wall panels with a flexible material.

11. The variable friction energy dissipation prefabricated seismic-damping partition wall-frame structure according to claim 2, wherein the rubber pad comprises an upper closing board, a lower closing board, and rubber located between the upper closing board and the lower closing board, the lower closing board being located at the notch, a top of the upper closing board being provided with a protrusion, and the protrusion being in contact with the peripheral frame.

12. The variable friction energy dissipation prefabricated seismic-damping partition wall-frame structure according to claim 11, wherein the lower closing board is adhered and fixed to the notch.

13. The variable friction energy dissipation prefabricated seismic-damping partition wall-frame structure according to claim 3, wherein the rubber pad comprises an upper closing board, a lower closing board, and rubber located between the upper closing board and the lower closing board, the lower closing board being located at the notch, a top of the upper closing board being provided with a protrusion, and the protrusion being in contact with the peripheral frame.

14. The variable friction energy dissipation prefabricated seismic-damping partition wall-frame structure according to claim 13, wherein the lower closing board is adhered and fixed to the notch.

15. The variable friction energy dissipation prefabricated seismic-damping partition wall-frame structure according to claim 4, wherein the rubber pad comprises an upper closing board, a lower closing board, and rubber located between the upper closing board and the lower closing board, the lower closing board being located at the notch, a top of the upper closing board being provided with a protrusion, and the protrusion being in contact with the peripheral frame.

16. The variable friction energy dissipation prefabricated seismic-damping partition wall-frame structure according to claim 15, wherein the lower closing board is adhered and fixed to the notch.

17. The variable friction energy dissipation prefabricated seismic-damping partition wall-frame structure according to claim 5, wherein the rubber pad comprises an upper closing board, a lower closing board, and rubber located between the upper closing board and the lower closing board, the lower closing board being located at the notch, a top of the upper closing board being provided with a protrusion, and the protrusion being in contact with the peripheral frame.

18. The variable friction energy dissipation prefabricated seismic-damping partition wall-frame structure according to claim 17, wherein the lower closing board is adhered and fixed to the notch.

19. The variable friction energy dissipation prefabricated seismic-damping partition wall-frame structure according to claim 6, wherein the rubber pad comprises an upper closing board, a lower closing board, and rubber located between the upper closing board and the lower closing board, the lower closing board being located at the notch, a top of the upper closing board being provided with a protrusion, and the protrusion being in contact with the peripheral frame.

20. The variable friction energy dissipation prefabricated seismic-damping partition wall-frame structure according to claim 19, wherein the lower closing board is adhered and fixed to the notch.

Description

BRIEF DESCRIPTION OF DRAWINGS

(1) To illustrate the technical solutions in the specific implementation modes of the present invention or in the prior art more clearly, a brief introduction to the drawings required for the description of the specific implementation modes or the prior art will be provided below. Apparently, the drawings in the following description are some of the implementation modes of the present invention, and those of ordinary skill in the art may still derive other drawings from these drawings without making creative efforts.

(2) FIG. 1 is a schematic diagram of a reinforcing solution in an existing technical solution.

(3) FIG. 2 is a schematic diagram 1 of a weakening solution in the existing technical solution.

(4) FIG. 3 is a schematic diagram 2 of a weakening solution in the existing technical solution.

(5) FIG. 4 is a schematic diagram of a calculated result of a finite-element numerical result of a typical friction-displacement curve in the existing technical solution.

(6) FIG. 5 is a schematic diagram of an overall configuration of a seismic-damping partition wall-frame structure provided in an embodiment of the present invention.

(7) FIG. 6 is a schematic diagram 1 of a mechanism implementing variable friction energy dissipation in the embodiment of the present invention.

(8) FIG. 7 is a schematic diagram 2 of a mechanism implementing variable friction energy dissipation in the embodiment of the present invention.

(9) FIG. 8 is a schematic diagram 3 of a mechanism implementing variable friction energy dissipation in the embodiment of the present invention.

(10) FIG. 9A and FIG. 9B are schematic diagrams of a side prefabricated seismic-damping partition wall panel (FIG. 9A) and an internal structure (FIG. 9B) in the embodiment of the present invention.

(11) FIG. 10 is a schematic diagram of a rubber pad in the embodiment of the present invention.

(12) FIG. 11A and FIG. 11B are schematic diagrams of a middle prefabricated seismic-damping partition wall panel (FIG. 11A) and an internal structure (FIG. 11B) in the embodiment of the present invention.

(13) FIG. 12 is a schematic diagram of definite element modeling of a sample specimen in an embodiment 3.

(14) FIG. 13 is a schematic diagram of definite element modeling of a control specimen in the embodiment 3.

(15) FIG. 14 is a schematic diagram of a calculated result of a finite-element numerical value of a typical friction-displacement curve in the present invention.

(16) In the drawings, 1, peripheral frame; 11, frame top beam; 12, frame bottom beam; 13, frame left column; 14, frame right column; 15, frame beam-column joint; 2, side prefabricated seismic-damping partition wall panel; 21, vertical stress reinforcing bar of side partition wall panel; 22, transversely distributed reinforcing bar of side partition wall panel; 23, first edge covered steel angle; 24, first shear member; 3, rubber pad; 31, upper closing board; 32, rubber; 33, lower closing board; 34, protrusion; 4, middle prefabricated seismic-damping partition wall panel; 41, vertical stress reinforcing bar of middle partition wall panel; 42, transversely distributed reinforcing bar of middle partition wall panel; 43, second edge covered steel angle; 44, second shear member; 5, horizontal force transfer clamping member; 6, steel angle restraining member; 7, friction seismic-damping layer; 101, stud; 102, preset sliding joint.

DETAILED DESCRIPTION OF EMBODIMENTS

(17) It is to be noted that the detailed description below is exemplary and is intended to further describe the application. Unless specified otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by those of ordinary skill in the art to which the application belongs.

(18) It should be noted that the terms used herein are merely to describe specific implementation modes rather than being intended to limit the exemplary implementation modes according to the present application. As used herein, unless otherwise specified in the context, the singular form is further intended to include plural form. In addition, it is to be further understood that when the terms comprise and/or include are used in the description, it indicates that there are features, steps, operations, apparatuses, assemblies and/or their combinations.

(19) For the convenience of narration, words such as upper, lower, left and right in the present invention only represent consistence with upper, lower, left and right directions of the drawings rather than limiting the structure. They are only used for convenient description of the present invention and simplification of the description rather than indicating or implying that the indicated devices or components must have specific orientations and are configured and operated in the specific orientations. Therefore, they cannot be construed as limitations to the present invention.

Embodiment 1

(20) As shown in FIG. 5, the present invention provides a variable friction energy dissipation prefabricated seismic-damping partition wall-frame structure, including a peripheral frame 1, where prefabricated seismic-damping partition wall panels with variable friction energy dissipation function is installed in the peripheral frame 1.

(21) The peripheral frame includes a frame top beam 11, a frame bottom beam 12, a frame left column 13 and a frame right column 14. The frame top beam 11 and the frame bottom beam 12 are equal in length and are parallel. The frame left column 13 and the frame right column 14 are parallel. Ends of the frame top beam 11 and the frame bottom beam 12 are reliably connected to the frame left column 13 and the frame right column 14.

(22) The prefabricated seismic-damping partition wall panel includes two side prefabricated seismic-damping partition wall panels 2 and a plurality of middle prefabricated seismic-damping partition wall panels 4 located between the two side prefabricated seismic-damping partition wall panels 2. The out-plane reliable restraint between the partition wall panel and the peripheral frame is implemented through the steel angle restraining member 6. Specific arrangement distances and positions refer to a current specification and standard. Specifically, the steel angle restraining member 6 is installed between the prefabricated seismic-damping partition wall panel and the peripheral frame to ensure that the prefabricated seismic-damping partition wall panel has a reliable out-plane bearing capacity.

(23) Referring to FIG. 9A and FIG. 9B, an inner framework of each of the side prefabricated seismic-damping partition wall panels 2 includes vertical stress reinforcing bars 21 of a side partition wall panel and transversely distributed reinforcing bars 22 of the side partition wall panel, first edge covered steel angle 23 and first shear members 24. A notch is formed at an upper corner of the side prefabricated seismic-damping partition wall panel, the first edge covered steel angle 23 is arranged on both sides of the bottom, detailing reinforcing bars are provided inside the wall panel and the first shear members 24 are arranged along both sides of a height of the wall panel, and the first shear members 24 in the side prefabricated seismic-damping partition wall panel 2 are in welded connection to second shear members 44 in the adjacent middle prefabricated seismic-damping partition wall panels 4.

(24) Referring to FIG. 11A and FIG. 11B, an inner framework of each of the middle prefabricated seismic-damping partition wall panels 4 includes vertical stress reinforcing bars 41 of a middle partition wall panel and transversely distributed reinforcing bars 42 of the middle partition wall panel, second edge covered steel angle 43 and second shear members 44. Further, the second shear members 44 in the two middle prefabricated seismic-damping partition wall panels 4 adjacent to each other are in welded connection.

(25) It is to be noted that to avoid severe damage due to stress concentration of the bottom of the partition wall panel under the bidirectional seismic actions, the first edge covered steel angle 23 and the second edge covered steel angle 63 are respectively installed at edges on both sides of the bottoms of the side prefabricated seismic-damping partition wall panel 2 and the middle prefabricated seismic-damping partition wall panel 4. Moreover, to avoid inter-panel interfacial sliding cracks on the wall space of the partition wall, the integrity and the damage controllability of the partition wall are improved by arranging the shear members in the partition wall panel and welded-connecting the shear members between adjacent partition wall panels.

(26) Further, to implement the variable friction and variable damping energy dissipation functions, the friction seismic-damping layer 7 is paved among the side prefabricated seismic-damping partition wall panels 2, the middle prefabricated seismic-damping partition wall panels 4 and the frame bottom beam 12, and the friction seismic-damping layer 7 can be made from low strength mortar or other materials with sliding friction energy dissipation functions. The horizontal force transfer members 5 are arranged at the tops of the gaps between the side prefabricated seismic-damping partition wall panel 2 and the frame left column 13 and between the side prefabricated seismic-damping partition wall panel 2 and the frame right column 14. The horizontal force transfer members 5 can be formed by pouring high strength concrete (or high strength mortar) at the gaps through a formwork. Because both side walls of the prefabricated seismic-damping partition wall panel are in contact with the peripheral frame only on the upper portion through the horizontal force transfer members 5, under the horizontal reciprocating force of the seism, the horizontal force transfer members 5 will push the prefabricated seismic-damping partition wall panel to slide with deformation between stories of the peripheral frame 1 without causing collision and extrusion between the bottom of the prefabricated seismic-damping partition wall panel and the peripheral frame (a deformation pattern can refer to FIGS. 6-7), so that the sliding friction energy dissipation of the prefabricated seismic-damping partition wall panel can be implemented. In addition, the notch is formed at the upper corner of the side prefabricated seismic-damping partition wall panel 2. A rubber pad 3 is installed at the notch. The rubber pad 3 is pressed as a result of rotation of the joints and the deformation between stories of the peripheral frame 1, so that the sliding friction of the prefabricated seismic-damping partition wall panel when pushed by the horizontal force transfer members 5 is changed, and therefore, the variable friction and variable damping energy dissipation functions in the earthquake are implemented. Considering that structures are often subjected to biaxial forces during an earthquake, the base of the prefabricated seismic energy-dissipating partition wall with variable friction is allowed to have a certain degree of inclination. Referring to FIG. 10, the rubber pad 3 successively includes an upper closing board 31, rubber 32 and a lower closing board 33 from top to bottom. A protrusion 34 is arranged at a top of the upper closing board 31, and the protrusion 34 is in contact with a bottom surface of the frame top beam 11. The lower closing board 33 is reliably connected to the notch by means of an epoxy adhesive or in other ways. Based on the principle that the rubber pad 3 is controllable and designable in rigidity, the rubber pad 3 shall be uniformly pressed in a stressed state. Therefore, the protrusion 34 is arranged at the top of the upper closing board 31, and the rigidity of the upper closing board 31 can be improved properly (it can be implemented by increasing the thickness of the upper closing board 31). Further, because the protrusion 34 is in contact with the bottom of the frame top beam 11 only in a small range, under the action of the in-plane load or the coupling of the in-plane and out-plane load, the structure of the present invention can prevent the upper closing board 31 from rotating to the maximum extent, so that the rubber 32 is in the approximately and uniformly stressed state all the time.

(27) In combination with FIGS. 5-8 below, the working mechanism of the present invention to implement the variable friction energy dissipation is further explained in the embodiment. Under the action of the horizontal reciprocating force of the earthquake, the frame beam-column joint 15 will translate and rotate. The translation of the frame beam-column joint 15 will drive the horizontal force transfer members 5 to push the partition wall panel to be subjected to friction sliding; due to the rotation of the frame beam-column joint 15, the rubber pad 3 is subjected to compressed deformation which will further presses the partition wall panel, so that the normal force of the friction surface at the bottom of the partition wall panel is improved with increase of inter-story drift and rotation of joints. Therefore, the design allows for the characteristic that the higher the earthquake intensity, the greater the frictional energy dissipation provided by the partition wall.

Embodiment 2

(28) The embodiment discloses a construction method for a variable friction energy dissipation prefabricated seismic-damping partition wall panel. Before the prefabricated seismic-damping partition wall panel is installed, a peripheral frame 1 shall be constructed first. Sundries on a frame top beam 11, a frame bottom beam 12, a frame left column 13 and a frame right column 14 are cleaned. Then, installation position lines are marked in partition wall installation positions with chalk lines (or other tools) according to a construction drawing.

(29) The construction method for a variable friction energy dissipation prefabricated seismic-damping partition wall-frame structure includes the following construction steps:

(30) Step 1:

(31) a side prefabricated seismic-damping partition wall panel 2 is positioned and installed first according to the partition wall installation position lines. During positioning, a wooden wedge is inserted into the bottom of the side prefabricated seismic-damping partition wall panel 2, and the height of the partition wall panel is adjusted by means of tools such as a crowbar, so that the top protrusion 34 of the rubber pad 3 is in contact with a lower flange bottom surface of the frame top beam 11. After accurate positioning, the steel angle restraining members around the side prefabricated seismic-damping partition wall panel 2 are installed to ensure that the partition wall panel has reliable out-plane stability.
Step 2:

(32) A plurality of middle prefabricated seismic-damping partition wall panels 4 are installed, and the step 1 is repeated during installation without considering the position and contact relationship between the rubber pad 3 and the frame top beam 11.

(33) Step 3:

(34) The side prefabricated seismic-damping partition wall panels 2 and the middle prefabricated seismic-damping partition wall panels 4 are finely adjusted till the shear members (the first shear member and the second shear member) on splicing surfaces of the partition wall panels fit well, and in this case, the shear members on the splicing surfaces are welded to complete inter-panel reliable connection of the prefabricated seismic-damping partition wall panels.

(35) Step 4:

(36) Bottom gaps (supported by wooden wedges) of the side prefabricated seismic-damping partition wall panels 2 and the middle prefabricated seismic-damping partition wall panels 4 are packed with friction seismic-damping layers 7 of low strength mortar. The friction seismic-damping layer 7 of low strength mortar is uniform and intact to the greatest extent during packing. After low strength mortar is set and hardened, the wooden wedges at the bottom are extracted and holes left by the wooden wedges are packed with the low strength mortar. Further, high strength concrete (or high strength mortar) is poured into the upper gaps between the side prefabricated seismic-damping partition wall panels 2 and the frame columns to form the horizontal force transfer members 5.

(37) Step 5:

(38) Other gaps between the variable friction energy dissipation prefabricated seismic-damping partition wall panel and the peripheral frame can be packed and filled with a proper flexible material according to requirements on thermal insulation, moisture-proofing, sound insulation and the like.

Embodiment 3

(39) To further demonstrate the beneficial effects and feasibility of this invention, this example constructs an appropriately simplified model based on FIG. 5 and conducts finite element numerical modeling analysis on the assembled seismic energy-dissipating partition wall with variable friction function.

(40) 1. Test Piece Design

(41) The sample specimen is the variable friction energy dissipation prefabricated seismic-damping partition wall-frame structure as described in embodiment 1. The control specimen has an identical outer frame size as in embodiment 1 but features a partition wall without the variable friction energy dissipation capability. This partition wall's specific construction is similar to the existing technical solution (Patent No. CN 202210367123.3) and functions as a constant friction damping wall panel. In the two specimens, the gaps between the partition wall and the frame left column 13, between the partition wall and the frame right column 14, between the partition wall and the frame top beam 11 are respectively set as 50 mm, 50 mm and 50 mm. The frame left column 13 and the frame right column 14 are Q355-B welded box columns, with the section sizes of 3003001414 mm. The frame top beam 11 and the frame bottom beam 12 are Q235-B hot-rolled H profile steel, with the section sizes of 400200813 mm. The structural design meets the requirements on seismic-resistance checking calculation of strong column weak beam, slenderness ratio limiting values of columns and beam-column joint panels.

(42) 2. Finite-Element Numerical Value Model Construction

(43) According to the actual size and fine structure of the sample specimen, finite-element numerical models of the sample specimen and the control specimen according to a conventional method by using universal finite-element software ABAQUS, where the finite-element model of the sample specimen is shown in FIG. 12, and the finite-element model of the control specimen is shown in FIG. 13.

(44) Key points to construct the finite-element models shown in FIG. 12 and FIG. 13 are briefly described below.

(45) 2.1 Peripheral Frame

(46) The peripheral frame based on a steel structure is modeled with a three-dimensional solid element C3D8R, and the frame beams are in restrained connection to the frame columns through Tie. The steel constitutive relationship uses a bilinear kinematic hardening model, where the elasticity modulus E is 206000 MPa, the second rigidity Et is 0.02E, and the Poisson's ratio is 0.28. For Q235 steel, the yield strength is 270 MPa, and the ultimate strength is 425 MPa; for Q355 steel, the yield strength is 379 MPa, and the ultimate strength is 517 MPa.

(47) 2.2 Prefabricated Seismic-Damping Partition Wall Panel

(48) The prefabricated seismic-damping partition wall panel is modeled with the three-dimensional solid element C3D8R and is manufactured from an autoclaved aerated concrete material. Therefore, the constitutive relationship of the partition wall is calculated according to the constitutive relationship of autoclaved aerated concrete suggested by Zhenhai GUO, the damage factor is calculated according to an energy method, the elasticity modulus is 2000 MPa and the Poisson's ratio is 0.2. The pressure can be calculated according to equations (1) and (2), and the tensile can be calculated according to equations (3) and (4).

(49) A Pressed Constitutive Relationship:
When .sub.c/.sub.c01,.sub.c/f.sub.c=1.1(.sub.c/.sub.c0)0.1(.sub.c/.sub.c0).sup.2(1)
when .sub.c/.sub.c0>1,.sub.c/f.sub.c=1.1(.sub.c/.sub.c0)0.1(.sub.c/.sub.c0).sup.2(2) in equations (1) and (2), .sub.c and .sub.c are respectively compressive stress and compressive strain of autoclaved aerated concrete; f.sub.c is peak compressive stress which is 3.5 MPa; .sub.c0 is peak compressive strain which is 0.002; s an adjustment coefficient with a value range of 2.5-5.0.
A Tensile Constitutive Relationship:
.sub.tu=15.sub.t0(3)
f.sub.tu=0.1f.sub.t(4)

(50) In the equations (3) and (4), .sub.tu is ultimate tensile strain of the autoclaved aerated concrete, .sub.t0 is peak tensile strain of the autoclaved aerated concrete, which is 0.0001; f.sub.tu is a tensile strength corresponding to ultimate tensile strain; and f.sub.t is peak tensile strength corresponding to the peak tensile strain.

(51) The reinforcing bars in the partition wall are modeled with HPB300 reinforcing bars by using the T3D2 truss elements, where the diameter is 6 mm, the elasticity modulus is 206000 MPa, the Poisson's ratio is 0.3, the yield strength is 300 MPa, the ultimate strength is 420 MPa and the corresponding plastic strain is 0.057. A restraining relationship is established between the reinforcing bars and the partition wall by means of an Embedded command. In addition, with reference to a modeling method in the existing technical solution, the friction seismic-damping layer 7 between the prefabricated seismic-damping partition wall panel and the frame bottom beam 12 is modeled simply, the interfacial normal behavior is defined as hard contact, the tangential behavior is defined as friction contact, and the friction coefficient is 0.7.

(52) 2.3 Rubber Pad

(53) The rubber pad 3 in the embodiment is designed with reference to Rubber Support-Part 3: Seism Isolating Support of Buildings (GB 20688.3-2006), and the vertical rigidity of the rubber pad 3 is 10 kN/mm. To improve the convergence and calculating efficiency of finite-element numerical value calculation, the rubber pad 3 in the model is modeled simply, the rubber 32 is equivalent to a linear spring with the rigidity of 10 kN/mm, and the spring is connected to the rigid upper closing board 31 and the rigid lower closing board 33. For a contact relationship, the protrusion 34 is in hard contact with the bottom of the frame top beam 11, and the lower closing board 33 is in Tie restraining connection to the side prefabricated seismic-damping partition wall panel 2.

(54) 2.4 Other Parts

(55) Besides the parts in 2.1, 2.2 and 2.3, other parts such as the shear members, the edge covered steel angle and steel angle restraining members in the embodiment are endowed with attributes according to the Q235 steel constitutive relationship. The material attribute of the horizontal force transfer members 5 is defined according to C80 concrete in the Design Specification of Concrete Structure (GB50010-2002).

(56) 2.5 Supplementary Instruction and Loading

(57) The above unspecified contact relationships all are defined and simplified according to actual contact behaviors. The most significant characteristic of the sample specimen and the control specimen is implementation of the variable friction energy dissipation. During finite-element numerical analysis calculation, loading of the sample specimen and the control specimen is implemented in two analysis steps: I, a gravity load is applied to the partition wall; and II, a horizontal reciprocating load is applied to the tops of the frame left column 13 and the frame right column 14.

(58) 3 Test Results

(59) Under the horizontal reciprocating load action, the friction-displacement curve of the constant friction seismic-damping partition wall in the existing technical solution is flatly rectangular, with relatively small hysteretic area and limited energy dissipation capacity, as shown in FIG. 4. However, the friction-displacement curve of the variable friction energy dissipation prefabricated seismic-damping partition wall provided by the present invention is butterfly-shaped (as shown in FIG. 14), and the curve is more symmetrical and fuller. The friction is improved with increase of the inter-story drift. Therefore, in present invention, the hysteretic area is relatively larger, the energy dissipation capacity is higher, and a relatively high additional damping ratio can be provided to the structure, so that the seismic action is alleviated.

(60) Although specific embodiments of the present invention are described in conjunction with the accompanying drawings, the scope of protection of the present invention is not limited, it should be apparent to those skilled in the art that on the basis of the technical solution of the present invention, various modifications or variations that can be made by those skilled in the art without inventive step are still within the scope of protection of the present invention.