WO2025025383A1 - 变摩擦力耗能的装配式减震隔墙-框架结构及其施工方法 - Google Patents

变摩擦力耗能的装配式减震隔墙-框架结构及其施工方法 Download PDF

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Publication number
WO2025025383A1
WO2025025383A1 PCT/CN2023/128633 CN2023128633W WO2025025383A1 WO 2025025383 A1 WO2025025383 A1 WO 2025025383A1 CN 2023128633 W CN2023128633 W CN 2023128633W WO 2025025383 A1 WO2025025383 A1 WO 2025025383A1
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WO
WIPO (PCT)
Prior art keywords
partition wall
shock
absorbing partition
assembled shock
absorbing
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Pending
Application number
PCT/CN2023/128633
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English (en)
French (fr)
Inventor
赵俊贤
秦昊
袁兆勋
韩伟
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Beijing Brace Damping Engineering Technology Co Ltd
South China University of Technology SCUT
Original Assignee
Beijing Brace Damping Engineering Technology Co Ltd
South China University of Technology SCUT
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Application filed by Beijing Brace Damping Engineering Technology Co Ltd, South China University of Technology SCUT filed Critical Beijing Brace Damping Engineering Technology Co Ltd
Priority to US18/740,535 priority Critical patent/US12123218B1/en
Publication of WO2025025383A1 publication Critical patent/WO2025025383A1/zh
Pending legal-status Critical Current
Anticipated expiration legal-status Critical

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
    • E04B2/74—Removable non-load-bearing partitions; Partitions with a free upper edge
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/62—Insulation or other protection; Elements or use of specified material therefor
    • E04B1/92—Protection against other undesired influences or dangers
    • E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
    • E04B2/74—Removable non-load-bearing partitions; Partitions with a free upper edge
    • E04B2/7407—Removable non-load-bearing partitions; Partitions with a free upper edge assembled using frames with infill panels or coverings only; made-up of panels and a support structure incorporating posts
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
    • E04B2/74—Removable non-load-bearing partitions; Partitions with a free upper edge
    • E04B2/7407—Removable non-load-bearing partitions; Partitions with a free upper edge assembled using frames with infill panels or coverings only; made-up of panels and a support structure incorporating posts
    • E04B2/7453—Removable non-load-bearing partitions; Partitions with a free upper edge assembled using frames with infill panels or coverings only; made-up of panels and a support structure incorporating posts with panels and support posts, extending from floor to ceiling
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
    • E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
    • E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
    • E04B2/74—Removable non-load-bearing partitions; Partitions with a free upper edge
    • E04B2002/7461—Details of connection of sheet panels to frame or posts

Definitions

  • the invention relates to the technical field of civil engineering and construction shock absorption, and in particular to an assembled shock-absorbing partition wall-frame structure with variable friction force energy consumption and a construction method thereof.
  • Partition walls are an important part of frame structures, and have functions such as enclosure, insulation, moisture-proofing, and sound insulation.
  • structural seismic design the modeling of partition walls is usually ignored, and the partition walls are only simplified as linear loads, and the effect of partition walls on the structure is considered by periodic reduction.
  • the above design method actually ignores the brittle and fragile characteristics of partition walls.
  • the strong constraint effect between the partition wall and the outer frame structure will cause serious damage to the partition wall under earthquakes, and on the other hand, it will significantly increase the lateral stiffness of the structure, thereby changing the plane stiffness and vertical stiffness of the original structure, making it possible for the structure to suffer from weak layer damage and short column damage, which is contrary to the realization of the "strong column and weak beam" design concept.
  • the "weakening" scheme achieves damage control of the partition wall based on the idea of "decoupling" between the partition wall and the frame.
  • the main implementation methods include changing the boundary connection structure of the wall frame (such as using flexible connection) and the connection structure between the walls (such as setting multiple preset sliding joints in the partition wall, as shown in Figures 2 and 3). Comparing the existing technical solutions and related test results, it can be found that when the partition wall adopts the "weakening" scheme for damage control and toughness improvement, its effect is usually better than the "reinforcement” scheme, but there are still the following problems that need to be further improved and solved:
  • the energy dissipation capacity of sliding friction energy dissipation is related to the normal force and friction coefficient of the sliding friction surface. Since partition walls have a trend towards lightweight development, the existing technical solutions (such as patent: 202210367123.3) usually lay a friction layer (increasing the friction coefficient) to enable partition walls to have a certain shock absorption function. However, it should be made clear that, as shown in Figure 4, the friction force-displacement envelope curve provided by the existing technical solution is mostly a flat rectangle, and the energy dissipation capacity is relatively limited.
  • the partition wall Under the actual earthquake, the partition wall is in a bidirectional stress state, and the in-plane behavior and out-of-plane behavior influence and restrict each other. Therefore, the partition wall needs to be regarded as a non-structural component with in-plane displacement and out-of-plane acceleration. From this perspective, the seismic damage control of the partition wall is more difficult than that of the structural component.
  • the existing technical solutions such as patent numbers: CN201110156375.3 and 202210367123.3 usually only consider the seismic reduction behavior of the partition wall under the in-plane load, but do not consider its behavior under the in-plane and out-of-plane bidirectional loads. Therefore, there is a certain probability that the partition wall will stop working prematurely under the actual earthquake, and the expected energy dissipation and shock reduction goals cannot be achieved.
  • the purpose of the present invention is to overcome the shortcomings of the prior art and to provide an assembled shock-absorbing partition wall-frame structure with variable friction and energy dissipation and a construction method thereof, which can adapt to the existing construction technology, increase the structural assembly rate, and improve the overall damage control ability and two-way deformation coordination ability of the partition wall.
  • the partition wall By utilizing the rotation of the frame nodes and the interlayer deformation, the partition wall has the characteristics of variable friction and variable damping energy dissipation, thereby effectively reducing the effects of earthquakes and achieving improved toughness of the partition wall and the structure.
  • the technical solution provided by the present invention is shown in Figure 5.
  • the technical solution combines the existing earthquake-resistant design method and is designed as a small earthquake decoupling working state and a medium and large earthquake variable friction damping working state.
  • the two working states and working principles designed by the present invention are explained below.
  • Small earthquake decoupling working state When the prefabricated shock-absorbing partition wall-frame structure with variable friction energy consumption is subjected to a small earthquake, the partition wall enters the small earthquake decoupling working state. In this working state, the partition wall will consume energy by friction hysteresis under the action of the horizontal earthquake reciprocating force. At this time, the sliding friction force is approximately equal to the product of the wall weight and the friction coefficient of the sliding surface. Since the friction force is usually small in this state, and the left and right sides and the top of the partition wall are mainly connected to the peripheral frame through flexibility, the constraint effect between the partition wall and the frame is significantly released, and the structure can be approximately equivalent to a pure frame system.
  • Variable friction shock absorption working state for medium and large earthquakes When the assembled shock-absorbing partition wall-frame structure with variable friction energy consumption is subjected to medium and large earthquakes, the partition wall enters the variable friction shock absorption working state.
  • Figure 6 is a schematic diagram of the present invention before entering the variable friction shock absorption working state.
  • Figure 7 is a schematic diagram of the present invention entering the variable friction shock absorption working state. In this working state, the rubber pads at the upper corners of the partition wall panels are compressed due to the rotation of the frame nodes, so that the partition walls receive the pressure caused by the rotation of the nodes, thereby increasing the normal force of the friction surface, and the normal force will increase with the increase of the displacement between the structural layers.
  • the partition wall is subjected to the horizontal thrust of the outer frame, the vertical pressure transmitted by the rubber pads, the horizontal friction and normal force of the friction surface, and the dead weight of the partition wall.
  • the technical solution provided by the present invention is based on the working mechanism of variable friction sliding energy dissipation of the partition wall.
  • the technical solution provided by the present invention can effectively achieve overall damage control of the partition wall based on the above two working states and the method of setting shear members between the partition wall panels, that is, the partition wall will not have multiple sliding cracks between panels or large-scale serious damage in the panels under the action of earthquakes.
  • the partition wall can achieve better in-plane damage control, the partition wall will not cause a significant reduction in the out-of-plane bearing capacity due to excessive in-plane damage under the action of out-of-plane seismic inertial force, so the probability of out-of-plane collapse of the partition wall can be effectively reduced.
  • the prefabricated shock-absorbing partition wall with variable friction energy dissipation provided by the present invention will allow the partition wall to have a certain amount of warping without significantly affecting the realization of the variable friction energy dissipation mechanism of the partition wall.
  • the present invention adopts the following technical scheme, including an outer frame, an assembled shock-absorbing partition board, a rubber pad, a friction shock-absorbing layer, a horizontal force transmission clip, and an angle steel constraint.
  • the outer frame includes a frame top beam, a frame bottom beam, a frame left column and a frame right column.
  • the frame top beam and the frame bottom beam are of equal length and parallel, and the two ends of the frame top beam and the bottom beam are reliably connected to the frame left column and the right column respectively.
  • the assembled shock-absorbing partition wall panels include two side assembled shock-absorbing partition wall panels and a plurality of middle assembled shock-absorbing partition wall panels.
  • the basic shape of the side assembled shock-absorbing partition board is a vertical rectangular strip board, but a cutout is set at the upper corner, an edge angle steel is set at the lower part, the interior is reinforced according to the structure and shear members are set on both sides of the wall panel height.
  • a rubber pad is installed at the cutout, and the rubber pad includes an upper sealing plate, rubber, and a lower sealing plate from top to bottom.
  • the stiffness can be designed according to the relevant specifications of the current seismic isolation rubber pad.
  • the rubber pad can reduce the damage to the wallboard and the clamping parts, making the friction energy consumption designable and predictable.
  • the upper sealing plate is usually of greater rigidity and has a protrusion on the top, which contacts the bottom surface of the frame top beam; the lower sealing plate and the cutout can be reliably connected by epoxy resin glue or other means. It should be noted that the arrangement of the protrusion and the upper sealing plate can achieve an approximately uniform compression state of the rubber pad under both in-plane and out-of-plane loads, making the vertical rigidity of the rubber pad designable and predictable.
  • edge angle steels are located on both sides of the bottom of the side assembled shock-absorbing partition board, thereby avoiding stress concentration at the bottom of the assembled shock-absorbing partition board under bidirectional loads, and are welded to the structural reinforcement.
  • the structural reinforcement can be designed according to the current lightweight partition board specifications, and the shear members are welded to the structural reinforcement, that is, the edge angle steel, the structural reinforcement, and the shear members together form the steel cage skeleton of the side-assembled shock-absorbing partition board.
  • the structure of the middle assembled shock-absorbing partition wall board is the same as that of the side assembled shock-absorbing partition wall board, but the cutout is not provided at the upper corner and the rubber pad is not included.
  • the shear members are aligned with each other and fit tightly together.
  • the reliable connection between the assembled shock-absorbing partition boards is achieved by welding the shear members after they are butt-jointed, and the welding is performed uniformly and throughout the gap between the shear members after they are closely fitted.
  • the assembled shock-absorbing partition board is located on the top of the frame bottom beam, and a friction shock-absorbing layer is arranged between the two.
  • the friction shock-absorbing layer can be formed by laying low-strength mortar on the top surface of the frame bottom beam.
  • a horizontal force transmission clamp is provided at the top of the gap between the side assembled shock-absorbing partition board and the left column of the frame and the right column of the frame, and the horizontal force transmission clamp can be formed by casting high-strength concrete (or high-strength mortar, etc.) in the gap. It should be noted that the horizontal force transmission clamp is the main force transmission element that causes the assembled shock-absorbing partition board to slide and rub under the action of the horizontal earthquake reciprocating force.
  • angle steel restraint can be installed between the assembled shock-absorbing partition board and the peripheral frame according to the current lightweight partition board specifications to ensure that the assembled shock-absorbing partition board has a reliable out-of-plane load-bearing capacity.
  • the present invention also discloses a construction method of a variable friction energy dissipation assembled shock-absorbing partition wall-frame structure method, comprising the following steps:
  • Step 1 Complete the production of assembled shock-absorbing partition panels in the prefabrication factory and transport them to the construction site;
  • Step 2 Complete the construction of the outer frame and locate the assembled shock-absorbing partition panels in the frame;
  • Step 4 Install the horizontal force transmission card
  • Step 5 Fill other gaps between the outer frame and the assembled shock-absorbing partition panels with flexible materials.
  • the present invention can at least achieve the following beneficial effects:
  • a prefabricated shock-absorbing partition wall-frame structure with variable friction energy dissipation has a small earthquake decoupling working state and a medium and large earthquake variable friction shock-absorbing working state. Therefore, compared with the existing technical solutions, the wall frame constraint effect can be ignored under small earthquakes, and the structure can be approximately equivalent to a pure frame system. In the structural design stage, the natural vibration period of the structure can be reduced or not reduced, thereby optimizing the structural design. Under medium and large earthquakes, the sliding friction energy dissipation capacity provided by the present invention increases with the increase of node rotation and inter-layer displacement.
  • the greater the earthquake effect the stronger the energy dissipation and shock-absorbing capacity and the relatively higher additional damping ratio are, which can effectively solve the problems of insufficient energy dissipation capacity of the existing technical solutions, difficult prediction of hysteresis behavior, and the traditional partition walls are prone to sudden stiffness changes, large top-level displacements, excessive inter-layer displacements and irregular torsion.
  • the assembled shock-absorbing partition wall-frame structure with variable friction energy dissipation realizes the decoupling of the partition wall and the frame, so it can effectively release the constraint effect of the wall frame and avoid large-scale damage to the partition wall due to excessive rigidity.
  • the present invention is based on the idea of placing the sliding surface at the bottom and setting shear members between the partition wall boards, which can achieve the overall damage control of the partition wall to the greatest extent, effectively avoid the appearance of multiple sliding through cracks in the partition wall surface, and thus is expected to reduce the post-earthquake repair time and cost of the structure to a certain extent, in line with the construction goal of "resilient urban and rural areas".
  • the assembled shock-absorbing partition wall-frame structure with variable friction energy dissipation can achieve better in-plane damage control, so the partition wall will not cause a significant reduction in out-of-plane bearing capacity due to excessive in-plane damage under the action of out-of-plane seismic inertia force.
  • the technical solution provided by the present invention allows the partition wall to have a certain degree of warping without significantly affecting the realization of the variable friction energy dissipation mechanism of the partition wall, so it can basically achieve the goal of similar in-plane energy dissipation capacity and bidirectional energy dissipation capacity.
  • variable friction energy dissipation assembled shock-absorbing partition wall-frame structure is composed of vertical prefabricated partition wall panels, so compared with the existing technical solutions, the present invention can be better applied to residential, office, commercial and other types of buildings.
  • the present invention since the present invention has the characteristics of small intervention in existing buildings and does not change the stress of existing building structural components, it can still be used to improve the seismic performance of existing buildings.
  • FIG1 is a schematic diagram of a “reinforcement” solution in the prior art solution
  • FIG2 is a schematic diagram 1 of a “weakening” solution in the prior art solution
  • FIG3 is a schematic diagram 2 of a “weakening” solution in the prior art solution
  • FIG5 is a schematic diagram of the overall structure of a shock-absorbing partition wall-frame structure provided in an embodiment of the present invention.
  • FIG6 is a schematic diagram 1 of a mechanism for realizing variable friction force energy dissipation in an embodiment of the present invention
  • FIG7 is a schematic diagram 2 of the mechanism for achieving variable friction force energy dissipation in an embodiment of the present invention
  • FIG8 is a schematic diagram 3 of the mechanism for realizing variable friction force energy dissipation in an embodiment of the present invention.
  • FIG9 is a schematic diagram of a side-assembled shock-absorbing partition board (FIG. a) and its internal structure (FIG. b) in an embodiment of the present invention
  • FIG10 is a schematic diagram of a rubber pad in an embodiment of the present invention.
  • FIG11 is a schematic diagram of an intermediate assembled shock-absorbing partition board (FIG. a) and its internal structure (FIG. b) in an embodiment of the present invention
  • FIG12 is a schematic diagram of finite element modeling of a sample specimen in Example 3.
  • FIG14 is a schematic diagram of a finite element numerical calculation result of a typical friction force-displacement curve of the present invention.
  • 1-outer frame 11-frame top beam, 12-frame bottom beam, 13-frame left column, 14-frame right column, 15-frame beam-column node
  • 2-side assembled shock-absorbing partition board 21-side partition board vertical force-bearing steel bars, 22-side partition board transverse distribution steel bars, 23-first edge angle steel, 24-first shear member, 3-rubber pad, 31-upper cover plate, 32-rubber, 33-lower cover plate, 34-protrusion
  • 4-middle assembled shock-absorbing partition board 41-middle partition board vertical force-bearing steel bars, 42-middle partition board transverse distribution steel bars, 43-second edge angle steel, 44-second shear member, 5-horizontal force transmission card, 6-angle steel constraint, 7-friction shock-absorbing layer, 101-bolt, 102-preset sliding joint.
  • the outer 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 of equal length and parallel, the frame left column 13 and the frame right column 14 are parallel, and the 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.
  • the assembled shock-absorbing partition wall panels include two side assembled shock-absorbing partition wall panels 2 and a plurality of intermediate assembled shock-absorbing partition wall panels 4 located between the two side assembled shock-absorbing partition wall panels 2.
  • the out-of-plane reliable constraint between the partition wall panels and the peripheral frame is realized by angle steel constraint members 6.
  • the specific arrangement spacing and position can refer to the current specifications and standards.
  • the angle steel constraint members 6 are installed between the assembled shock-absorbing partition wall panels and the peripheral frame to ensure that the assembled shock-absorbing partition wall panels have reliable out-of-plane bearing capacity.
  • each side assembled shock-absorbing partition wall panel 2 includes vertical force-bearing steel bars 21 of the side assembled shock-absorbing partition wall panel, transverse distribution steel bars 22 of the side assembled shock-absorbing partition wall panel, first edge angle steel 23 and first shear member 24.
  • the upper corner of the side assembled shock-absorbing partition wall panel is provided with a notch, both sides of the bottom are provided with first edge angle steel 23, the interior is reinforced according to the structure and the first shear member 24 is provided along both sides of the height of the wall panel, and the first shear member 24 in the side assembled shock-absorbing partition wall panel 2 and the second shear member 44 in the adjacent middle assembled shock-absorbing partition wall panel 4 are welded and connected.
  • each intermediate assembled shock-absorbing partition wall panel 4 includes vertical force-bearing steel bars 41 of the intermediate partition wall panel, transverse distribution steel bars 42 of the intermediate partition wall panel, a second edge angle steel 43 and a second shear member 44; further, the second shear members 44 in two adjacent intermediate assembled shock-absorbing partition wall panels 4 are welded and connected.
  • the present invention installs the first edge angle steel 23 and the second edge angle steel 63 on the bottom side edges of the side assembled shock-absorbing partition board 2 and the middle assembled shock-absorbing partition board 4 respectively; at the same time, in order to avoid the appearance of inter-board interface sliding cracks on the partition wall surface, the present invention improves the integrity and damage controllability of the partition wall by arranging shear members in the wall panel and welding the shear members between adjacent wall panels.
  • a friction damping layer 7 is laid between the side assembled damping partition board 2, the middle assembled damping partition board 4 and the frame bottom beam 12.
  • the friction damping layer 7 can be made of low-strength mortar or other materials with sliding friction energy dissipation function.
  • a horizontal force transmission clamp 5 is arranged at the top of the gap between the side assembled damping partition board 2 and the left column 13 of the frame, and the side assembled damping partition board 2 and the right column 14 of the frame.
  • the horizontal force transmission clamp 5 can be formed by casting high-strength concrete (or high-strength mortar) at the gap.
  • the horizontal force transmission clip 5 will push the assembled shock-absorbing partition board to slide along with the interlayer deformation of the outer frame 1, but will not cause the bottom of the assembled shock-absorbing partition board to collide or squeeze with the outer frame (the deformation mode can be seen in Figures 6 and 7), thereby realizing the sliding friction energy consumption of the assembled shock-absorbing partition board.
  • a cutout is set at the upper corner of the side assembled shock-absorbing partition board 2, and a rubber pad 3 is installed at the cutout.
  • the rubber pad 3 is compressed due to the node rotation and interlayer deformation of the outer frame 1, thereby changing the sliding friction of the assembled shock-absorbing partition board under the push of the horizontal force transmission clip 5, and realizing the function of variable friction and variable damping energy consumption under earthquake.
  • the present invention allows the assembled shock-absorbing partition wall with variable friction energy consumption to have a certain degree of warping at the bottom.
  • the rubber pad 3 includes an upper sealing plate 31, rubber 32 and a lower sealing plate 33 from top to bottom.
  • a protrusion 34 is provided on the top of the upper sealing plate 31, and the protrusion 34 contacts the bottom surface of the frame top beam 11.
  • the lower sealing plate 33 and the cutout can be reliably connected by epoxy resin glue or other methods. Based on the principle that the stiffness of the rubber pad 3 is controllable and designable, the rubber pad 3 should be as uniformly compressed as possible under stress. Therefore, a protrusion 34 is provided on the top of the upper sealing plate 31, and the stiffness of the upper sealing plate 31 is appropriately increased (this can be achieved by increasing the thickness of the upper sealing plate 31).
  • the structure provided by the present invention can avoid the rotation of the upper sealing plate 31 to the greatest extent, so that the rubber 32 is always in a state of approximately uniform compression.
  • this embodiment further explains the working mechanism of the present invention for achieving variable friction energy dissipation.
  • the frame beam-column node 15 Under the action of the horizontal earthquake reciprocating force, the frame beam-column node 15 will undergo translation and rotation, and the translation of the frame beam-column node 15 will drive the horizontal force transmission clamp 5 to push the partition board to undergo friction sliding; the rotation of the frame beam-column node 15 will cause the rubber pad 3 to undergo compression deformation, and the compression deformation will further cause the partition board to be compressed, so that the normal force of the friction surface at the bottom of the partition board increases with the increase of the interlayer displacement and the node rotation, thereby achieving the characteristic that the higher the earthquake intensity, the greater the friction energy dissipation provided by the partition board.
  • the present embodiment discloses a construction method of an assembled shock-absorbing partition wall-frame structure with variable friction energy dissipation.
  • the construction of the outer frame 1 should be completed first, and the debris on the frame top beam 11, the frame bottom beam 12, the frame left column 13, and the frame right column 14 should be cleaned; then, according to the construction drawings, the installation position line should be marked at the partition wall installation position with ink lines (or other tools).
  • the construction method of the variable friction energy dissipation assembled shock-absorbing partition wall-frame structure comprises the following steps:
  • the partition wall installation position line first locate and install the side assembled shock-absorbing partition wall panel 2.
  • the bottom gap between the side assembled shock-absorbing partition board 2 and the middle assembled shock-absorbing partition board 4 (supported by wooden wedges) is filled with a friction shock-absorbing layer 7 of low-strength mortar.
  • a friction shock-absorbing layer 7 of low-strength mortar When filling, try to make the friction shock-absorbing layer 7 of low-strength mortar even and complete in the gap.
  • the low-strength mortar solidifies and hardens, pull out the bottom wooden wedge and fill the low-strength mortar in the hole left by the wooden wedge; further, support the formwork and cast high-strength concrete (or high-strength mortar) in the upper gap between the side assembled shock-absorbing partition board 2 and the frame column to form a horizontal force transmission card 5.
  • this embodiment is appropriately simplified based on the structure of Figure 5, and finite element numerical modeling analysis is performed on the assembled shock-absorbing partition wall with variable friction energy dissipation.
  • the sample specimen is the assembled shock-absorbing partition wall-frame structure with variable friction energy dissipation described in the above embodiment 1.
  • the control specimen is an outer frame with the same size as the above embodiment 1, but the partition wall does not have the variable friction energy dissipation function.
  • the specific structure of the partition wall is similar to the existing technical solution (patent number: 202210367123.3), which is a constant friction shock-absorbing wall panel.
  • the gaps between the partition wall and the left column 13 of the frame, the right column 14 of the frame and the top beam 11 of the frame are set to 50 mm, 50 mm and 50 mm respectively.
  • the left column 13 of the frame and the right column 14 of the frame are Q355-B welded box columns with a cross-sectional size of 300 ⁇ 300 ⁇ 14 ⁇ 14 mm.
  • the top beam 11 of the frame and the bottom beam 12 of the frame are Q235-B hot-rolled H-shaped steel with a cross-sectional size of 400 ⁇ 200 ⁇ 8 ⁇ 13 mm.
  • the structural design meets the requirements of the slenderness ratio limit of the strong column and weak beam, the column and the seismic verification of the beam-column node domain.
  • the general finite element software ABAQUS was used to construct the finite element numerical models of the sample specimen and the control specimen respectively according to the conventional method.
  • the finite element model of the sample specimen is shown in Figure 12, and the finite element model of the control specimen is shown in Figure 13.
  • the outer frame based on the steel structure is modeled using the three-dimensional solid element C3D8R, and the frame beams and frame columns are connected by Tie constraints.
  • the steel constitutive model adopts a bilinear kinematic hardening model, with the elastic modulus E taken as 206000 MPa, the second stiffness Et taken as 0.02 E , and the Poisson's ratio taken as 0.28.
  • 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.
  • the assembled shock-absorbing partition wall in this embodiment is modeled by three-dimensional solid unit C3D8R and made of autoclaved aerated concrete. Therefore, the partition wall constitutive model is calculated according to the autoclaved aerated concrete constitutive model suggested by Guo Zhenhai, the damage factor is calculated according to the energy method, the elastic modulus is 2000 MPa, and the Poisson's ratio is 0.2. For compression, it can be calculated according to formula (1) and formula (2), and for tension, it can be calculated according to formula (3) and formula (4).
  • sc and ec are the compressive stress and compressive strain of autoclaved aerated concrete, respectively; fc is the peak compressive stress, which is 3.5 MPa; ec0 is the peak compressive strain, which is 0.002; a is the adjustment coefficient, which ranges from 2.5 to 5.0 .
  • e tu is the ultimate tensile strain of autoclaved aerated concrete
  • e t0 is the peak tensile strain of autoclaved aerated concrete, which is taken as 0.0001
  • f tu is the tensile strength corresponding to the ultimate tensile strain
  • f t is the peak tensile strength corresponding to the peak tensile strain.
  • the steel bars in the partition wall are modeled using the truss unit T3D2.
  • HPB300 steel bars are selected with a diameter of 6 mm, an elastic modulus of 206000 MPa, a Poisson's ratio of 0.3, a yield strength of 300 MPa, an ultimate strength of 420 MPa, and a corresponding plastic strain of 0.057.
  • the steel bars and the partition wall are constrained by the Embedded command.
  • the friction damping layer 7 between the assembled shock-absorbing partition wall board and the frame bottom beam 12 is simplified, and its interface normal behavior is defined as hard contact, and the tangential behavior is defined as friction contact, and the friction coefficient is 0.7.
  • the design of the rubber pad 3 in this embodiment refers to "Rubber Bearing Part 3: Building Seismic Isolation Rubber Bearing” (GB 20688.3-2006), and the vertical stiffness of the rubber pad 3 is 10 kN/mm.
  • the rubber pad 3 is simplified in the model, and the rubber 32 is equivalent to a linear spring with a stiffness of 10 kN/mm.
  • the spring is connected to the rigid upper sealing plate 31 and the rigid lower sealing plate 33.
  • the protrusion 34 is in hard contact with the bottom of the frame top beam 11, and the lower sealing plate 33 and the side assembled shock-absorbing partition board 2 are Tie constraints.
  • the contact relationships not described above are defined and simplified based on the actual contact behavior.
  • the most significant feature of the sample specimen and the control specimen is whether variable friction energy dissipation can be achieved.
  • the loading of the sample specimen and the control specimen is divided into two analysis steps: the first analysis step is to apply gravity load to the partition wall; the second analysis step is to apply horizontal reciprocating load on the top of the left frame column 13 and the right frame column 14.
  • the friction-displacement curve of the constant friction shock-absorbing partition wall of the prior art solution is a flat rectangle, with a small hysteresis area and relatively limited energy dissipation capacity, as shown in Figure 4.
  • the friction-displacement curve of the assembled shock-absorbing partition wall with variable friction energy dissipation provided by the present invention is butterfly-shaped (see Figure 14), the curve is more symmetrical and full, and the friction increases with the increase of inter-layer displacement, so its hysteresis area is relatively larger and the energy dissipation capacity is higher, which can provide a relatively high additional damping ratio for the structure and reduce the earthquake effect.

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Abstract

提出一种变摩擦力耗能的装配式减震隔墙-框架结构及其施工方法，包括外围框架（1）、装配式减震隔墙板、橡胶垫（3）、摩擦减震层（7）、水平传力卡件（5）、角钢约束件（6）。与现有技术方案相比，提供的技术方案适用于新建建筑和既有建筑，且隔墙能随层间位移的增大而显著提高其滑动摩擦力，故具有相对更大的滞回面积和更高的耗能能力，可为结构提供相对较高的附加阻尼比，减轻地震作用。此外，基于将滑动面置于底部和在隔墙板间设置抗剪件的思路，可较好实现隔墙的整体损伤控制，并且能够保证隔墙在双向地震作用下的耗能能力。

Description

变摩擦力耗能的装配式减震隔墙-框架结构及其施工方法 技术领域
本发明涉及土木建筑减震技术领域，具体涉及一种变摩擦力耗能的装配式减震隔墙-框架结构及其施工方法。
 背景技术
隔墙是框架结构的重要组成部分，具有围护、保温、防潮、隔音等功能。结构抗震设计中，通常忽略隔墙的建模，仅将隔墙简化为线荷载，并采用周期折减的方式考虑隔墙对结构的影响。然而，上述设计方法实际忽略了隔墙脆性易损的特点。隔墙与外围框架结构间的强约束效应一方面会造成隔墙在地震下发生严重损伤，另一方面会显著增加结构的抗侧刚度，进而改变原结构的平面刚度和竖向刚度，使结构可能出现薄弱层破坏、短柱破坏，有悖于“强柱弱梁”设计理念的实现。
“提升地震灾害风险防治能力，增强城市韧性”是《“十四五”国家防震减灾规划》的主要任务之一，因此如何实现隔墙在地震下的损伤控制和韧性提升具有重要科学意义。为实现上述目标，国内外学者主要从“加固”、“削弱”两个方面对隔墙的损伤控制进行研究。“加固”方案通过“硬抗”避免墙体发生严重损伤，主要实现方法包括墙内设置钢筋或栓钉（如图1所示）、墙面采用纤维复合增强材料加固等。“削弱”方案则基于隔墙和框架“解耦”的思路实现隔墙损伤控制，主要实现方法包括改变墙框边界连接构造（如采用柔性连接）、墙体间连接构造（如隔墙内设置多条预设滑动缝，如图2、图3所示）等。比较现有技术方案及相关试验结果可以发现，当隔墙采用“削弱”方案进行损伤控制和韧性提升时，其效果通常优于“加固”方案，但仍存在以下问题需进一步改善和解决：
1.减震能力弱
利用隔墙间的滑动摩擦耗能是实现隔墙具备减震功能的主要方法。滑动摩擦耗能的耗能能力大小与滑动摩擦面的法向力、摩擦系数相关，由于隔墙具有向轻质化发展的趋势，因此现有技术方案（如专利：202210367123.3）通常通过铺设摩擦层（提高摩擦系数）使隔墙具备一定的减震功能。然而需要明确的是，如图4所示，现有技术方案提供的摩擦力-位移包络曲线多为扁平矩形，耗能能力相对有限，当结构遭受中震或大震作用时，现有技术方案为结构提供的附加阻尼比通常较小，难以有效降低地震作用。因此，如何在提高摩擦系数的基础上实现滞回行为可预测、可设计，并进一步提高滑动摩擦面的法向力而不改变隔墙轻质化的特点，使隔墙能够为结构提供相对较高的附加阻尼比是实现隔墙消能减震、韧性提升的重要研究方向之一。
2.损伤控制难
为实现隔墙的整体损伤控制，现有技术方案（如专利号：CN201110156375.3与202210367123.3）通常将隔墙划分为多个隔墙单元，当地震发生时，隔墙单元将沿单元间的预设滑动缝发生滑动并因此在墙面中部留有多条滑动贯穿裂缝（如图2、图3所示），这在一定程度上将影响震后的修复时间与成本。对于震后需承担救灾、救治等任务的重点设防类建筑，隔墙内通常埋有设备管线，一旦现有技术方案的隔墙（隔墙内设有较多预设滑动缝）在震时发生滑动，将有较大概率造成隔墙内的设备管线发生损坏，进而对震后救灾、救治工作造成影响。
3.双向协同差
实际地震作用下，隔墙处于双向受力状态，面内行为与面外行为相互影响、相互制约，故需将隔墙看作面内位移型、面外加速度型的非结构构件，从该角度而言，隔墙的地震损伤控制相较于结构构件更为困难。然而，现有技术方案（如专利号：CN201110156375.3与202210367123.3）通常仅考虑了隔墙在面内荷载作用下的减震行为，而未考虑其在面内、面外双向荷载作用下的行为，因此在一定概率上会造成隔墙在实际地震作用下过早退出工作，无法实现预期的消能减震目标。
4.施工协同低
随着建筑装配化的普及，采用预制隔墙板代替传统砌体隔墙已是目前行业领域的发展趋势，但现有技术方案仍较多基于传统砌体隔墙开展减震性能研究。尽管目前基于预制隔墙板也开展了一定量的研究，但其多采用横向预制隔墙板或大面积预制隔墙板：当采用横向预制隔墙板时，通常认为其更适合于工厂类建筑的外立面，其面外承载力和适用跨度较小；当采用大面积预制隔墙板时，通常不便于隔墙板构件的进场与安装。此外，总结现有技术方案发现目前部分隔墙减震技术更适合于新建建筑，例如需预埋连接件、连接筋等，然而我国当前既有建筑面积已超720亿平方米，其中30%~50%的建筑物出现安全性降低或功能退化等问题，因此如何将隔墙减震技术同既有建筑抗震性能提升结合是该技术领域的重要发展方向。
发明内容
本发明的目的是为克服现有技术的不足，提供一种变摩擦力耗能的装配式减震隔墙-框架结构及其施工方法，能够在适配现有施工工艺、增加结构装配率的同时，提高隔墙的整体损伤控制能力和双向变形协同能力，并通过利用框架节点转动和层间变形，使隔墙具备变摩擦力、变阻尼耗能的特点，进而有效降低地震作用，实现隔墙与结构的韧性提升。
本发明提供的技术方案如图5所示，该技术方案结合现有抗震设计方法，设计为小震解耦工作状态与中、大震变摩擦减震工作状态。下面解释本发明设计的两种工作状态及工作原理。
小震解耦工作状态：当变摩擦力耗能的装配式减震隔墙-框架结构遭受小震地震作用时，隔墙进入小震解耦工作状态。该工作状态下，隔墙将在水平地震往复力作用下发生摩擦滞回耗能，此时的滑动摩擦力近似等于墙体重力与滑动面摩擦系数的乘积，由于该状态下摩擦力通常较小，且隔墙的左右两侧及顶部与外围框架主要通过柔性连接，因此隔墙与框架间的约束效应被显著释放，结构可近似等效为纯框架体系。
中、大震变摩擦减震工作状态：当变摩擦力耗能的装配式减震隔墙-框架结构遭受中、大震地震作用时，隔墙进入变摩擦减震工作状态。图6为本发明进入变摩擦减震工作状态前的示意图。图7为本发明进入变摩擦减震工作状态的示意图，该工作状态下，隔墙板上侧角部的橡胶垫因框架节点发生转动而受压，使隔墙间接收到因节点转动造成的压力，进而增大摩擦面的法向力，且该法向力将随结构层间位移的增大而增大。对隔墙取受力隔离体，如图8所示，此时隔墙受到外围框架的水平推力、橡胶垫传递的竖向压力、摩擦面的水平摩擦力和法向力、隔墙自重。相较于恒定摩擦耗能机制，本发明提供的技术方案基于隔墙变摩擦力滑动耗能的工作机制，可在显著释放墙框约束效应的同时，随地震强度增大而提高隔墙的摩擦阻尼耗能，增加结构的附加阻尼比，降低地震作用，避免传统隔墙易造成的刚度突变显著、顶层位移大、层间位移超限和扭转不规则等问题。
本发明提供的技术方案基于上述两种工作状态和在隔墙板间设置抗剪件的方法可有效实现隔墙的整体损伤控制，即隔墙不会在地震作用下出现多条板间滑动裂缝或板内出现大面积严重破坏。特别地，由于隔墙可实现较好的面内损伤控制，所以隔墙在面外地震惯性力的作用下不会因面内损伤过大而造成面外承载力的显著降低，故可有效降低隔墙发生面外倒塌的概率。同时，当结构遭受双向地震作用时，本发明提供的一种变摩擦力耗能的装配式减震隔墙将允许隔墙发生一定的翘动而不显著影响隔墙变摩擦力耗能机制的实现。
具体地，为实现上述工作状态与目的，本发明采用下述技术方案，包括外围框架、装配式减震隔墙板、橡胶垫、摩擦减震层、水平传力卡件、角钢约束件。
所述外围框架包括框架顶梁、框架底梁和框架左柱、框架右柱，所述框架顶梁与框架底梁等长且平行，且框架顶梁、底梁的两端分别与所述框架左柱、右柱可靠连接。
所述装配式减震隔墙板包括两块边侧装配式减震隔墙板和若干中间装配式减震隔墙板。
所述边侧装配式减震隔墙板的基本形状为竖直长方体条板，但在上侧角部设置切口，下部设置包边角钢，内部按构造配筋并沿墙板高度的两侧设置抗剪件。
进一步地，所述切口处安装有橡胶垫，所述橡胶垫由上至下依次包括上封板、橡胶、下封板，可根据需求按照现行隔震橡胶垫的相关规范进行刚度设计。通过设置橡胶垫可以降低墙板和卡件的损伤，使得摩擦耗能可设计、可预测。
进一步地，所述上封板的刚度通常较大且顶部有一凸起，所述凸起与所述框架顶梁底面接触；所述下封板与所述切口可采用环氧树脂胶或其他方式进行可靠连接。需要说明的是，所述凸起和所述上封板的设置可以实现所述橡胶垫在面内、面外荷载作用下均为近似均匀受压状态，使所述橡胶垫的竖向刚度具备可设计性和可预测性。
进一步地，所述包边角钢位于所述边侧装配式减震隔墙板的底部两侧，进而可避免所述装配式减震隔墙板在双向荷载作用下底部出现应力集中现象，并与所述构造配筋焊接连接。
进一步地，所述构造配筋可按现行轻质隔墙板规范进行设计，所述抗剪件与所述构造配筋焊接连接，即所述包边角钢、所述构造配筋、所述抗剪件共同形成所述边侧装配式减震隔墙板的钢筋笼骨架。
所述中间装配式减震隔墙板与所述边侧装配式减震隔墙板的构造相同，但不在上侧角部设置所述切口，不含所述橡胶垫。
进一步地，所述中间装配式减震隔墙板与所述边侧装配式减震隔墙板的拼接及若干所述中间装配式减震隔墙板间的拼接，在拼接时使抗剪件互相对齐并紧密贴合。
进一步地，所述装配式减震隔墙板间的可靠连接通过抗剪件间对接后的焊缝连接实现。所述焊缝连接沿所述抗剪件紧密贴合后的间隙均匀、通长施焊。
所述装配式减震隔墙板位于所述框架底梁顶部，两者之间设有摩擦减震层，所述摩擦减震层可由低强度砂浆铺设于所述框架底梁顶部表面而成。
进一步地，所述边侧装配式减震隔墙板与所述框架左柱、所述框架右柱的间隙顶部设有水平传力卡件，所述水平传力卡件可通过在所述间隙支模浇筑高强度混凝土（或高强度砂浆等）成型。需要说明的是，所述水平传力卡件是使所述装配式减震隔墙板在水平地震往复力作用下发生滑动摩擦的主要传力元件。
进一步地，所述装配式减震隔墙板与所述框架顶梁、所述框架左柱和所述框架右柱的其他间隙填充柔性材料，所述柔性材料应具备保温、隔音、防潮等功能。
进一步地，所述角钢约束件可按现行轻质隔墙板规范安装于所述装配式减震隔墙板与所述外围框架间，以确保所述装配式减震隔墙板具有可靠的面外承载能力。
本发明还公开了一种变摩擦力耗能的装配式减震隔墙-框架结构法的施工方法，包括以下步骤：
步骤1：在预制工厂内完成装配式减震隔墙板的制作，并运输至施工现场；
步骤2：完成外围框架施工，并在框架内定位装配式减震隔墙板位置；
步骤3：同步安装装配式减震隔墙板、摩擦减震层和角钢约束件；
步骤4：安装水平传力卡件；
步骤5：对外围框架与装配式减震隔墙板的其他间隙填充柔性材料。
与现有技术相比，本发明至少能够实现以下有益效果：
1.提升消能减震能力
一种变摩擦力耗能的装配式减震隔墙-框架结构具备小震解耦工作状态与中、大震变摩擦减震工作状态，因此与现有技术方案相比，本发明在小震下可忽略墙框约束效应，将结构近似等效为纯框架体系，在结构设计阶段可实现结构自振周期的少折减或不折减，优化结构设计；在中、大震下，本发明提供的滑动摩擦耗能能力随节点转动、层间位移的增大而提高，因此具备地震作用越大，消能减震能力越强、附加阻尼比相对更高的特点，可有效解决现有技术方案耗能能力不足、滞回行为预测较难和传统隔墙易发生刚度突变、顶层位移大、层间位移超限和扭转不规则等问题。
2.实现整体损伤控制
变摩擦力耗能的装配式减震隔墙-框架结构实现了隔墙与框架的解耦，故可有效释放墙框约束效应，避免隔墙因刚度过大而发生大面积损伤。与现有技术方案相比，本发明基于将滑动面置于底部和在隔墙板间设置抗剪件的思路，可最大程度实现隔墙的整体损伤控制，有效避免隔墙墙面内出现多条滑动贯穿裂缝，进而有望在一定程度上减少结构的震后修复时间与成本，贴合“韧性城乡”建设目标。
3.提高双向协同耗能
变摩擦力耗能的装配式减震隔墙-框架结构可实现较好的面内损伤控制，因此隔墙在面外地震惯性力作用下不会因面内损伤过大而造成面外承载力的显著降低。与现有技术方案相比，当结构遭受双向地震作用时，本发明提供的技术方案允许隔墙发生一定的翘动而不显著影响隔墙变摩擦力耗能机制的实现，故可基本实现面内耗能能力与双向耗能能力相近的目标。
4.适配现有施工条件
变摩擦力耗能的装配式减震隔墙-框架结构采用竖向预制隔墙板拼接组成，因此相较于现有技术方案本发明能更好地应用于住宅、办公、商业等多类建筑。此外，由于本发明具备对既有建筑干预小、不改变既有建筑结构构件受力的特点，所以仍可应用于既有建筑的抗震性能提升。
 附图说明
为了更清楚地说明本发明的具体实施方式或现有技术中的技术方案，下面将对具体实施方式或现有技术描述中所需要使用的附图作简单地介绍，显而易见地，下面描述中的附图是本发明的一些实施方式，对于本领域普通技术人员来讲，在不付出创造性劳动的前提下，还可以根据这些附图获得其他的附图。
图1为现有技术方案中“加固”方案示意图；
图2为现有技术方案中“削弱”方案示意图1；
图3为现有技术方案中“削弱”方案示意图2；
图4为现有技术方案的典型摩擦力-位移曲线有限元数值计算结果示意图；
图5为本发明实施例中提供的减震隔墙-框架结构的整体结构示意图；
图6为本发明实施例中实现变摩擦力耗能的机理示意图1；
图7为本发明实施例中实现变摩擦力耗能的机理示意图2；
图8为本发明实施例中实现变摩擦力耗能的机理示意图3；
图9为本发明实施例中的边侧装配式减震隔墙板（a图）及其内部构造（b图）的示意图；
图10为本发明实施例中的橡胶垫示意图；
图11为本发明实施例中的中间装配式减震隔墙板（a图）及其内部构造（b图）示意图；
图12为实施例3中样品试件的有限元建模示意图；
图13为实施例3中对照试件的有限元建模示意图；
图14为本发明的典型摩擦力-位移曲线有限元数值计算结果示意图；
其中，1-外围框架，11-框架顶梁，12-框架底梁，13-框架左柱，14-框架右柱，15-框架梁柱节点，2-边侧装配式减震隔墙板，21-边侧隔墙板竖向受力钢筋，22-边侧隔墙板横向分布钢筋，23-第一包边角钢，24-第一抗剪件，3-橡胶垫，31-上封板，32-橡胶，33-下封板，34-凸起，4-中间装配式减震隔墙板，41-中间隔墙板竖向受力钢筋，42-中间隔墙板横向分布钢筋，43-第二包边角钢，44-第二抗剪件，5-水平传力卡件，6-角钢约束件，7-摩擦减震层，101-栓钉，102-预设滑动缝。
具体实施方式
应该指出，以下详细说明都是示例性的，旨在对本申请提供进一步的说明。除非另有指明，本文使用的所有技术和科学术语具有与本申请所属技术领域的普通技术人员通常理解的相同含义。
需要注意的是，这里所使用的术语仅是为了描述具体实施方式，而非意图限制根据本申请的示例性实施方式。如在这里所使用的，除非上下文另外明确指出，否则单数形式也意图包括复数形式，此外，还应当理解的是，当在本说明书中使用术语“包含”和/或“包括”时，其指明存在特征、步骤、操作、器件、组件和/或它们的组合。
为了方便叙述，本发明中如果出现“上”、“下”、“左”、“右”字样，仅表示与附图本身的上、下、左、右方向一致，并不对结构起限定作用,仅仅是为了便于描述本发明和简化描述，而不是指示或暗示所指的设备或元件必须具有特定的方位，以特定的方位构造和操作，因此不能理解为对本发明的限制。
实施例1
如图5所示，本发明提供的一种变摩擦力耗能的装配式减震隔墙-框架结构，包括外围框架1，外围框架1内安装有具备变摩擦力耗能功能的装配式减震隔墙板。
外围框架包括框架顶梁11、框架底梁12、框架左柱13、框架右柱14，框架顶梁11与框架底梁12等长且平行，框架左柱13与框架右柱14平行，框架顶梁11和框架底梁12的端部与框架左柱13与框架右柱14可靠连接。
装配式减震隔墙板包括两块边侧装配式减震隔墙板2和位于两块边侧装配式减震隔墙板2之间的若干中间装配式减震隔墙板4。隔墙板与外围框架的面外可靠约束通过角钢约束件6实现，具体布置间距、位置可参考现行规范标准，具体地，所述角钢约束件6安装于所述装配式减震隔墙板与外围框架间，以确保所述装配式减震隔墙板具有可靠的面外承载能力。
请参阅图9，每个边侧装配式减震隔墙板2内部骨架包括边侧隔墙板竖向受力钢筋21、边侧隔墙板横向分布钢筋22、第一包边角钢23和第一抗剪件24。所述边侧装配式减震隔墙板的上侧角部设置切口，底部两侧均设置有第一包边角钢23，内部按构造配筋并沿墙板高度的两侧设置第一抗剪件24，且使边侧装配式减震隔墙板2中的第一抗剪件24和相邻的中间装配式减震隔墙板4中的第二抗剪件44焊接连接。
请参阅图11，每个中间装配式减震隔墙板4内部骨架包括中间隔墙板竖向受力钢筋41、中间隔墙板横向分布钢筋42、第二包边角钢43和第二抗剪件44；进一步地，彼此相邻的两个中间装配式减震隔墙板4中的第二抗剪件44焊接连接。
需要说明的是，为避免隔墙板底部在双向地震作用下因应力集中发生严重损伤，本发明将第一包边角钢23和第二包边角钢63分别安装于边侧装配式减震隔墙板2和中间装配式减震隔墙板4的底部两侧棱边；同时，为避免隔墙墙面出现板间界面滑动裂缝，本发明通过在墙板内设置抗剪件并对相邻墙板间的抗剪件进行焊接连接的方法提高隔墙的整体性和损伤可控性。
进一步地，为实现本发明变摩擦力、变阻尼耗能的功能，在边侧装配式减震隔墙板2、中间装配式减震隔墙板4与框架底梁12间铺设有摩擦减震层7，摩擦减震层7可选用低强度砂浆或其他具备滑动摩擦耗能功能的材料。在边侧装配式减震隔墙板2与框架左柱13、边侧装配式减震隔墙板2与框架右柱14的间隙顶部设置有水平传力卡件5，所述水平传力卡件5可通过在间隙处支模浇筑高强度混凝土（或高强度砂浆）成型。由于所述装配式减震隔墙板的两侧壁与所述外围框架仅在上部通过水平传力卡件5接触，因此在水平地震往复力作用下，所述水平传力卡件5将随所述外围框架1的层间变形而推动所述装配式减震隔墙板发生滑动，但不造成所述装配式减震隔墙板底部与所述外围框架发生碰撞、挤压（变形模式可参阅图6~图7），进而可实现所述装配式减震隔墙板的滑动摩擦耗能。此外，边侧装配式减震隔墙板2的上侧角部设置切口，切口处安装有橡胶垫3，所述橡胶垫3因外围框架1发生节点转动和层间变形而受压，进而改变所述装配式减震隔墙板在所述水平传力卡件5推动下的滑动摩擦力，实现地震下变摩擦力、变阻尼耗能的功能。考虑结构在遭受地震作用时通常为双向受力，因此本发明允许变摩擦力耗能的装配式减震隔墙在底部发生一定程度的翘动。请参阅图10，橡胶垫3由上至下依次包括上封板31、橡胶32和下封板33，上封板31的顶部设置有凸起34，且所述凸起34与所述框架顶梁11的底面接触，所述下封板33与所述切口可采用环氧树脂胶或其他方式进行可靠连接。基于橡胶垫3刚度可控、可设计的原则，橡胶垫3应尽量在受力状态下为均匀受压，故于上封板31顶部设置凸起34，并适当增大上封板31的刚度（可通过增加上封板31的厚度实现）。进一步地，由于凸起34与框架顶梁11底部仅小范围接触，因此在面内荷载或面内、面外荷载耦合作用下，本发明提供的构造可最大限度避免上封板31发生转动，使橡胶32始终呈近似均匀受压状态。
下面结合图5~图8，本实施例对本发明实现变摩擦力耗能的工作机理进行进一步解释。水平地震往复力作用下，框架梁柱节点15将发生平动和转动，框架梁柱节点15的平动将带动水平传力卡件5推动隔墙板发生摩擦滑动；框架梁柱节点15的转动将使橡胶垫3发生压缩变形，所述压缩变形将进一步造成隔墙板受压，使隔墙板底部摩擦面的法向力随层间位移和节点转动的增大而提高，进而可实现地震强度越高，隔墙板提供的摩擦耗能越大的特点。
实施例2
本实施例公开了一种变摩擦力耗能的装配式减震隔墙-框架结构的施工方法，装配式减震隔墙板安装前，应首先完成外围框架1的施工，清理框架顶梁11、框架底梁12、框架左柱13、框架右柱14的杂物；随后根据施工图纸，在隔墙安装位置使用墨线（或其他工具）标明安装位置线。
所述变摩擦力耗能的装配式减震隔墙-框架结构的施工方法包括以下步骤：
步骤1：
根据隔墙安装位置线，首先定位、安装边侧装配式减震隔墙板2。定位时，在边侧装配式减震隔墙板2底部插入木楔，并通过撬棍等工具调整墙板高度，使橡胶垫3的顶部凸起34与框架顶梁11的下翼缘底面接触；定位准确后，安装边侧装配式减震隔墙板2周边的角钢约束件以确保隔墙板具有可靠的面外稳定性。
步骤2：
安装若干中间装配式减震隔墙板4，安装时重复步骤1但无需考虑橡胶垫3与框架顶梁11的位置及接触关系。
步骤3：
微调边侧装配式减震隔墙板2与中间装配式减震隔墙板4，直至隔墙板拼接面的抗剪件（第一抗剪件和第二抗剪件）贴合程度良好，此时对拼接面的抗剪件进行焊接以完成装配式减震隔墙的板间可靠连接。
步骤4：
对边侧装配式减震隔墙板2与中间装配式减震隔墙板4的底部间隙（由木楔撑起）填塞低强度砂浆的摩擦减震层7，填塞时尽量使低强度砂浆的摩擦减震层7在间隙内均匀、完整，待低强度砂浆凝结硬化后，抽出底部木楔并在木楔遗留孔洞处补填低强度砂浆；进一步地，在边侧装配式减震隔墙板2与框架柱的上部间隙支模浇筑高强度混凝土（或高强度砂浆）以形成水平传力卡件5。
步骤5：
变摩擦力耗能的装配式减震隔墙与外围框架的其他空隙可根据保温、防潮、隔音等需求采用合适的柔性连接材料进行填塞、补缝处理。
实施例3
为进一步展示本发明的有益效果及可行性，本实施例基于图5构造适当简化，对变摩擦力耗能的装配式减震隔墙进行了有限元数值建模分析。
1.试件设计
样品试件为上述实施例1所述的变摩擦力耗能的装配式减震隔墙-框架结构。对照试件为与上述实施例1具有相同尺寸的外围框架，但隔墙不具备变摩擦力耗能功能，该隔墙的具体构造与现有技术方案（专利号：202210367123.3）相似，为恒摩擦减震墙板。两种试件中，隔墙与框架左柱13、框架右柱14和框架顶梁11的间隙分别设置为50 mm，50 mm和50 mm。框架左柱13和框架右柱14为Q355-B焊接箱型柱，截面尺寸为300×300×14×14 mm，框架顶梁11和框架底梁12采用Q235-B热轧H型钢，截面尺寸为400×200×8×13 mm，结构设计满足强柱弱梁、柱的长细比限值及梁柱节点域的抗震验算等要求。
2.有限元数值模型构建
根据样品试件的实际尺寸及细部构造，采用通用有限元软件ABAQUS，按照常规方法分别构建样品试件和对照试件的有限元数值模型，其中，样品试件的有限元模型如图12所示，对照试件的有限元模型如图13所示。
以下对构建图12和图13所示有限元模型的要点进行简要描述。
2.1外围框架
基于钢结构的外围框架采用三维实体单元C3D8R建模，框架梁与框架柱通过Tie约束连接。钢材本构采用双线性随动强化模型，弹性模量 E取206000 MPa，第二刚度 E t取0.02 E，泊松比取0.28。对于Q235钢，屈服强度取270 MPa，极限强度取425 MPa；对于Q355钢，屈服强度取379 MPa，极限强度取517 MPa。
2.2装配式减震隔墙板
本实施例中的装配式减震隔墙板采用三维实体单元C3D8R建模，按蒸压加气混凝土材料制作，因此隔墙本构根据过镇海建议的蒸压加气混凝土本构计算，损伤因子根据能量法计算，弹性模量取2000 MPa，泊松比取0.2。对于受压可按式（1）和式（2）计算，对于受拉可按式（3）和式（4）计算。
受压本构：
当 e c/ e c0<1时， s c/ f c =1.1( e c/ e c0)-0.1( e c/ e c0) 2（1）
当 e c/ e c0<1时， s c/ f c = ( e c/ e c0)/[a( e c/ e c0-1) 2+( e c/ e c0)]           （2）
式（1）和式（2）中， s c、 e c分别为蒸压加气混凝土的压应力和压应变； f c为峰值压应力，取3.5 MPa； e c0为峰值压应变，取0.002；a为调整系数，取值范围为2.5~5.0。
受拉本构：
e tu=15 e t0                                                                                                                              （3）
f tu=0.1 f t                                                                                                                                （4）
式（3）和式（4）中， e tu为蒸压加气混凝土的极限拉应变； e t0为蒸压加气混凝土的峰值拉应变，取0.0001； f tu为极限拉应变对应的抗拉强度， f t为峰值拉应变对应的峰值抗拉强度。
隔墙内钢筋采用桁架单元T3D2建模，选用HPB300钢筋，直径为6 mm，弹性模量取206000 MPa，泊松比取0.3，屈服强度取300 MPa，极限强度取420 MPa，对应塑性应变取0.057。钢筋和隔墙通过Embedded命令建立约束关系。此外，参考现有技术方案的建模方法，装配式减震隔墙板与框架底梁12间的摩擦减震层7简化建模，其界面法向行为定义为硬接触，切向行为定义为摩擦接触，摩擦系数取0.7。
2.3橡胶垫
本实施例中的橡胶垫3设计参照《橡胶支座第3部分：建筑隔震橡胶支座》（GB 20688.3-2006）设计，橡胶垫3的竖向刚度取值为10 kN/mm。为提高有限元数值计算的收敛性和计算效率，模型中对橡胶垫3进行简化建模，将橡胶32等效为刚度为10 kN/mm的线性弹簧，弹簧与刚性上封板31和刚性下封板33连接。对于接触关系，凸起34与框架顶梁11底部为硬接触，下封板33与边侧装配式减震隔墙板2为Tie约束。
2.4其它部件
除2.1、2.2、2.3所述的部件外，本实施例中的其它部件（如抗剪件、包边角钢、角钢约束件等）均按照Q235钢材本构赋予材料属性，水平传力卡件5根据《混凝土结构设计规范》(GB50010-2002)中的C80混凝土进行材料属性定义。
2.5补充说明及加载
上述未说明的接触关系均根据实际接触行为进行定义和简化。样品试件与对照试件的最显著特点在于是否能实现变摩擦力耗能。有限元数值计算时，样品试件与对照试件的加载均分为两个分析步实现：第一分析步为对隔墙施加重力荷载；第二分析步为在框架左柱13和框架右柱14的顶部施加水平往复荷载。
3.试验结果
在水平往复荷载作用下，现有技术方案的恒摩擦减震隔墙的摩擦力-位移曲线呈扁平矩形，滞回面积较小，耗能能力相对有限，如图4所示。然而，本发明提供的一种变摩擦力耗能的装配式减震隔墙的摩擦力-位移曲线呈蝶形（见图14），曲线更对称、饱满，摩擦力随层间位移的增大而提高，因此其滞回面积相对更大、耗能能力更高，能为结构提供相对较高的附加阻尼比，减轻地震作用。
上述虽然结合附图对本发明的具体实施方式进行了描述，但并非对本发明保护范围的限制，所属领域技术人员应该明白，在本发明的技术方案的基础上，本领域技术人员不需要付出创造性劳动即可做出的各种修改或变形仍在本发明保护范围以内。

Claims (10)

  1. 一种变摩擦力耗能的装配式减震隔墙-框架结构，其特征在于，包括外围框架（1）、设置在外围框架（1）内的具备变摩擦力耗能功能的装配式减震隔墙板、抗剪件、橡胶垫（3）、水平传力卡件（5）、角钢约束件（6）、和摩擦减震层（7），
    所述装配式减震隔墙板包括两块边侧装配式减震隔墙板（2）和位于两块边侧装配式减震隔墙板（2）之间的多个中间装配式减震隔墙板（4），边侧装配式减震隔墙板（2）和中间装配式减震隔墙板（4）之间、相邻中间装配式减震隔墙板（4）之间均设置有抗剪件，且相邻的抗剪件紧密贴合并可靠连接，边侧装配式减震隔墙板（2）的顶部与外围框架（1）之间设置有所述橡胶垫（3），且顶端侧壁与外围框架（1）的间隙中设置有所述水平传力卡件（5）；
    所述装配式减震隔墙板和外围框架（1）之间设置有所述角钢约束件（6）以形成面外可靠约束；
    所述摩擦减震层（7）设置在所述装配式减震隔墙板的底部。
  2. 根据权利要求1所述的一种变摩擦力耗能的装配式减震隔墙-框架结构，其特征在于，所述边侧装配式减震隔墙板（2）的上侧角部设置切口，所述橡胶垫（3）设置在所述切口处。
  3. 根据权利要求1所述的一种变摩擦力耗能的装配式减震隔墙-框架结构，其特征在于，每个所述边侧装配式减震隔墙板（2）均包括配筋、与配筋连接的第一包边角钢（23）和第一抗剪件（24），第一包边角钢（23）位于边侧装配式减震隔墙板（2）的底部两侧，沿墙板高度的两侧设置所述第一抗剪件（24）。
  4. 根据权利要求1所述的一种变摩擦力耗能的装配式减震隔墙-框架结构，其特征在于，每个所述中间装配式减震隔墙板（4）均包括配筋、与配筋连接的第二包边角钢（43）和第二抗剪件（44），第二包边角钢（43）位于中间装配式减震隔墙板（4）的底部两侧，沿墙板高度的两侧设置所述第二抗剪件（44）。
  5. 根据权利要求1所述的一种变摩擦力耗能的装配式减震隔墙-框架结构，其特征在于，所述摩擦减震层（7）采用低强度砂浆或其他具备滑动摩擦耗能功能的材料。
  6. 根据权利要求1所述的一种变摩擦力耗能的装配式减震隔墙-框架结构，其特征在于，所述水平传力卡件（5）呈长方体状，通过支模浇筑高强度混凝土或高强度砂浆成型。
  7. 根据权利要求1所述的一种变摩擦力耗能的装配式减震隔墙-框架结构，其特征在于，所述装配式减震隔墙板与外围框架（1）的其他间隙填充有柔性材料。
  8. 根据权利要求1-7任一所述的一种变摩擦力耗能的装配式减震隔墙-框架结构，其特征在于，所述橡胶垫（3）包括上封板（31）、下封板（33）和位于上封板（31）与下封板（33）之间的橡胶（32），所述下封板（33）位于所述切口处，所述上封板（31）的顶部设置有凸起（34），且所述凸起（34）与外围框架（1）接触。
  9. 根据权利要求8所述的一种变摩擦力耗能的装配式减震隔墙-框架结构，其特征在于，所述下封板（33）粘接固定在切口处。
  10. 一种权利要求1-9任一的变摩擦力耗能的装配式减震隔墙-框架结构的施工方法，其特征在于，包括如下施工步骤：
    步骤1：在预制工厂内完成装配式减震隔墙板的制作，并运输至施工现场；
    步骤2：完成外围框架施工，并在框架内定位装配式减震隔墙板位置；
    步骤3：同步安装装配式减震隔墙板、摩擦减震层（7）和角钢约束件（6）；
    步骤4：安装水平传力卡件（5）；
    步骤5：对外围框架与装配式减震隔墙板的其他间隙填充柔性材料。
PCT/CN2023/128633 2023-07-28 2023-10-31 变摩擦力耗能的装配式减震隔墙-框架结构及其施工方法 Pending WO2025025383A1 (zh)

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