A loading device and loading method for tension-shear and compression-shear of wall limbs

Abstract

This invention provides a loading device for tensile-shear and compressive-shear testing of a wall segment, comprising a reaction floor, a reaction wall, a horizontal reaction steel beam, and a vertical anti-buckling strut forming a test space. A top lower roller support is fixed below the horizontal reaction steel beam, and a top lower one-way hinge support is fixed to the top lower roller support. A top wall beam is fixed to the top of the wall segment specimen, and the top wall beam is hinged to the top lower roller support via the top lower one-way hinge support. A top upper roller support is fixed above the horizontal reaction steel beam, and a top upper one-way hinge support is fixed to the top upper roller support. A vertical tie rod is installed between the top upper one-way hinge support and the top wall beam, and the vertical tie rod is fixed to the top wall beam and hinged to the top upper roller support via the top upper one-way hinge support. A horizontal actuator is hinged to the top wall beam, and the horizontal actuator is hinged to the reaction wall. This invention can realize vertical tensile and vertical compressive loading of the wall segment, simulating the stress on the wall segment under compressive-shear, tensile-shear, or combined tensile-shear-compressive-shear conditions.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of civil engineering test, in particular to a loading device and loading method for wall column tension-shear compression-shear. BACKGROUND

[0002] In the field of civil engineering, the bottom wall column of high-rise or super high-rise building will appear tension-shear, compression-shear or tension-shear compression-shear composite working condition under the action of earthquake. The loading system of unidirectional tension-shear, unidirectional compression-shear or tension-shear compression-shear can effectively simulate the stress condition of wall column under the above load, in which the tension or compression mainly simulates the upper load borne by the wall column, and the shear force mainly simulates the horizontal earthquake action borne by the wall column.

[0003] At present, the research on the seismic performance of wall column is mainly carried out by compression-shear test, and the research on tension-shear and tension-shear compression-shear composite working condition is still less. The compression-shear test of wall column generally has two common loading methods, one is to realize the loading of vertical compression through a door-type counterforce frame, and the other is to realize the loading of vertical compression through a prestressed steel rod. However, the above two vertical load methods have their own shortcomings, such as: the height of counterforce frame is limited, the counterforce frame is heavy and inconvenient to install, the cost is high, the prestressed steel plate loading changes the stiffness and energy dissipation mechanism of the wall column itself, etc.

[0004] Therefore, the vertical load applying method of shear wall wall column needs to be improved, and a loading device which is mechanically reasonable, can realize tension and compression, is convenient to install and is economically feasible needs to be found. SUMMARY

[0005] The present application provides a loading device and loading method for wall column tension-shear compression-shear to solve the technical problems of inconvenient loading of the loading device in the prior art, inability to realize tension-shear, tension-shear compression-shear composite working condition loading test, high manufacturing cost and influence on the performance of the structure itself.

[0006] The technical scheme provided by the present application is as follows:

[0007] One object of the present application is to provide a loading device for wall column tension-shear compression-shear, which comprises a counterforce floor, a counterforce wall perpendicular to the counterforce floor, a horizontal counterforce steel beam parallel to the counterforce floor, and a vertical buckling-restrained strut parallel to the counterforce wall.

[0008] One end of the horizontal counterforce steel beam is hinged to the counterforce wall, the other end of the horizontal counterforce steel beam is fixed to one end of the vertical buckling-restrained strut, and the other end of the vertical buckling-restrained strut is hinged to a vertical actuator, and the vertical actuator is hinged to the counterforce floor.

[0009] The reaction force floor, the reaction force wall, the horizontal reaction force steel beam and the vertical buckling-restrained brace enclose a test space, the wall pier test specimen bottom is fixed on the reaction force floor, and the wall pier test specimen is placed in the test space;

[0010] The lower fixed top lower roller shaft support of the horizontal reaction force steel beam is fixed with a top lower one-way hinge support, the wall pier test specimen top is fixed with a wall top beam, and the wall top beam is hinged with the top lower one-way hinge support and the top lower roller shaft support through the top lower one-way hinge support;

[0011] The upper fixed top upper roller shaft support of the horizontal reaction force steel beam is fixed with a top upper one-way hinge support, and a vertical pull rod is arranged between the top upper one-way hinge support and the wall top beam,

[0012] One end of the vertical pull rod is fixed with the wall top beam, and the other end of the vertical pull rod is hinged with the top upper one-way hinge support and the top upper roller shaft support through the top upper one-way hinge support;

[0013] The wall top beam is hinged with a horizontal actuator, and the horizontal actuator is hinged with the reaction force wall.

[0014] In a preferred embodiment, the loading device further comprises a hand-operated hoist, one end of the hand-operated hoist is hinged with the reaction force wall, and the other end of the hand-operated hoist is hinged with the horizontal reaction force steel beam and one end of the vertical buckling-restrained brace.

[0015] In a preferred embodiment, one end of the hand-operated hoist is hinged with the reaction force wall through a first one-way hinge support;

[0016] The other end of the hand-operated hoist is hinged with the horizontal reaction force steel beam and one end of the vertical buckling-restrained brace through a second one-way hinge support.

[0017] In a preferred embodiment, the horizontal reaction force steel beam is hinged with the reaction force wall through a third one-way hinge support.

[0018] In a preferred embodiment, the horizontal actuator is hinged with the reaction force wall through a fourth one-way hinge support, and the wall top beam is hinged with the horizontal actuator through a fifth one-way hinge support.

[0019] In a preferred embodiment, the vertical buckling-restrained brace is hinged with the vertical actuator through a sixth one-way hinge support, and the vertical actuator is hinged with the reaction force floor through a seventh one-way hinge support.

[0020] In a preferred embodiment, the wall pier test specimen bottom is fixed on the reaction force floor through a wall foundation beam.

[0021] In a preferred embodiment, the vertical buckling-restrained strut comprises a vertical buckling-restrained strut inner core and a vertical buckling-restrained strut sleeve, the vertical buckling-restrained strut inner core is placed inside the vertical buckling-restrained strut sleeve;

[0022] One end of the vertical buckling-restrained strut inner core is fixed with the horizontal counter-force steel beam, and the other end of the vertical buckling-restrained strut inner core is articulated with the vertical actuator, and the vertical buckling-restrained strut inner core is used to bear the vertical load;

[0023] The vertical buckling-restrained strut sleeve is used to constrain the lateral deformation of the vertical buckling-restrained strut inner core, and the vertical buckling-restrained strut sleeve does not bear the vertical load.

[0024] In a preferred embodiment, a first sensor is mounted on the horizontal actuator to monitor the horizontal force applied by the horizontal actuator, and to monitor the amount of horizontal displacement change of the top of the wall pier specimen when the horizontal force is applied by the horizontal actuator;

[0025] A second sensor is mounted on the vertical actuator to monitor the vertical force applied by the vertical actuator.

[0026] Another object of the present application is to provide a wall pier tension-shear-compression-shear loading method, which uses the wall pier tension-shear-compression-shear loading device provided by the present application to perform a tension-shear-compression-shear loading test on a wall pier specimen, comprising the following method steps:

[0027] S1, assemble the wall pier tension-shear-compression-shear loading device;

[0028] S2, the vertical actuator applies an initial vertical force F in a force control mode to simulate the vertical load G borne by the wall pier specimen in a static state;

[0029] S3, the horizontal actuator applies a horizontal force, and adjusts the initial vertical force F applied by the vertical actuator;

[0030] Wherein, the amount of horizontal displacement change ΔL1 of the top of the wall pier specimen when the horizontal actuator applies a horizontal force is obtained, and the adjustment amount ΔF of the initial vertical force F applied by the vertical actuator is calculated by the following method:

[0031] ΔF=ΔG×(L1+ΔL1) / (L1+L2)+G×ΔL1 / (L1+L2)=(ΔG×(L1+ΔL1)+G×ΔL1) / L;

[0032] Wherein, Delta F is the vertical force adjustment amount of the vertical actuator; Delta G is the vertical load change amount of the wall limb test piece when the earthquake action occurs; L1 is the horizontal projection distance of the vertical loading action point from the third single-direction hinge support in the static state of the wall limb test piece; L2 is the horizontal projection distance of the vertical loading action point from the sixth hinge single-direction hinge support in the static state of the wall limb test piece; Delta L1 is the horizontal displacement change amount of the top of the wall limb test piece when the horizontal force is applied by the horizontal actuator; L is the horizontal projection distance of the third single-direction hinge support from the sixth hinge single-direction hinge support.

[0033] Compared with the prior art, the technical scheme of the present application has at least the following beneficial effects:

[0034] The present application provides a wall limb tension-shear compression-shear loading device and loading method, which fully utilizes the counterforce wall and counterforce bottom plate commonly used in structural laboratories, and is composed of a self-balancing counterforce device of a horizontal counterforce steel beam, a vertical actuator and a vertical buckling-preventing strut, and combines the stress characteristics of a horizontal actuator, a roller support and a single-direction hinge support, so as to effectively load the vertical tension and vertical compression of the wall limb test piece, and can fully simulate the seismic performance of the wall limb under vertical compression and vertical tension, and has a clear force transmission path, high reliability and economy and practicability.

[0035] The present application provides a wall limb tension-shear compression-shear loading device and loading method, which uses single-direction tension-shear, compression-shear or tension-shear compression-shear composite loading to effectively simulate the stress condition of the wall limb at the bottom of a high-rise or super high-rise building under the action of earthquake, and the tension or compression simulates the upper load borne by the wall limb, and the shear force simulates the horizontal earthquake action borne by the wall limb.

[0036] The present application provides a wall limb tension-shear compression-shear loading device and loading method, which can effectively load the vertical tension and vertical compression of the wall limb, and can well simulate the stress behavior of the shear wall limb under compression-shear, tension-shear or tension-shear compression-shear composite working condition.

[0037] The present application provides a wall limb tension-shear compression-shear loading device and loading method, which has simple structure, simple processing technology, easy-to-obtain and assemble components, convenient installation, economy and feasibility, and high cost performance.

[0038] The present application provides a wall limb tension-shear compression-shear loading device and loading method, which has a clear force transmission path, is convenient for stress analysis, and can realize large-range vertical load control of the wall limb test piece by a small force of the vertical actuator. BRIEF DESCRIPTION OF DRAWINGS

[0039] In order to more clearly illustrate the technical solutions in the embodiments of the present application, the following will briefly introduce the drawings needed in the embodiments description. Obviously, the drawings in the following description only show some of the embodiments of the present application, and other drawings can be obtained by those of ordinary skill in the art without any creative effort based on these drawings.

[0040] Figure 1 is a structural schematic diagram of a loading device of a wall stem tension-shear compression shear according to the present application.

[0041] Figure 2 is a sectional schematic diagram of a vertical buckling-restrained strut according to the present application.

[0042] Figure 3 is a force diagram of a horizontal counterforce steel beam in a static state of a wall stem test piece according to the present application.

[0043] Figure 4 is a force diagram of a horizontal counterforce steel beam in a compression-shear working condition of a wall stem test piece according to the present application.

[0044] Figure 5 is a force diagram of a horizontal counterforce steel beam in a tension-shear working condition of a wall stem test piece according to the present application. DETAILED DESCRIPTION

[0045] In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the following will combine the drawings of the embodiments of the present application to make a clear and complete description of the technical solutions of the embodiments of the present application. Obviously, the described embodiments are some of the embodiments of the present application, rather than all the embodiments. Based on the described embodiments of the present application, all other embodiments obtained by those of ordinary skill in the art without any creative effort belong to the scope of protection of the present application.

[0046] Unless otherwise defined, technical terms or scientific terms used in the present application shall have the usual meaning understood by those of ordinary skill in the art to which the present application belongs. The terms "first", "second" and similar words used in the present application do not represent any order, number or importance, but are only used to distinguish different components. Similarly, the terms "one", "an" or "the" and similar words do not represent a quantity limitation, but represent the existence of at least one. The terms "including", "containing" and similar words mean that the elements or objects before the words cover the elements or objects listed after the words and their equivalents, without excluding other elements or objects. The terms "connected" or "connected" and similar words are not limited to physical or mechanical connections, but can include electrical connections, whether direct or indirect.

[0047] It should be noted that "upper", "lower", "left", "right", "front", "back" and the like used in the present application are only used to represent relative positional relationship, and when the absolute position of the described object is changed, the relative positional relationship can also be changed accordingly.

[0048] As Figure 1 shown in a structural schematic diagram of a wall stem tension-compression shear loading device of the present application, according to an embodiment of the present application, a wall stem tension-compression shear loading device comprises a counterforce floor 15, a counterforce wall 16 perpendicular to the counterforce floor 15, a horizontal counterforce steel beam 6 parallel to the counterforce floor 15, a vertical buckling-restrained strut 5 parallel to the counterforce wall 16, and a hand-operated hoist 11 arranged above the horizontal counterforce steel beam 6.

[0049] One end of the horizontal counterforce steel beam 6 is hinged to the counterforce wall 16, and the other end of the horizontal counterforce steel beam 6 is fixed to one end of the vertical buckling-restrained strut 5. The other end of the vertical buckling-restrained strut 5 is hinged to a vertical actuator 3, and the vertical actuator 3 is hinged to the counterforce floor 15.

[0050] The counterforce floor 15, the counterforce wall 16, the horizontal counterforce steel beam 6 and the vertical buckling-restrained strut 5 enclose a test space of an internal force self-balancing system, a wall stem test specimen 12 is fixed at the bottom of the counterforce floor 15 and is placed in the test space. Further, the wall stem test specimen 12 is fixed at the bottom of the counterforce floor 15 through a wall foundation beam 14, and specifically, the wall foundation beam 14 is fixed to the counterforce floor 15 through a pre-tightening screw 18.

[0051] According to an embodiment of the present application, a top lower roller bearing 8 is fixed below the horizontal counterforce steel beam 6, the top lower roller bearing 8 is fixed to a top lower single-direction hinge bearing 7, a wall top beam 13 is fixed at the top of the wall stem test specimen 12, and the wall top beam 13 is hinged to the top lower roller bearing 8 through the top lower single-direction hinge bearing 7.

[0052] Further, the top lower roller bearing 8 has a middle roller and upper and lower plates, the upper and lower plates are both provided with bolt holes, the upper plate of the top lower roller bearing 8 is fixedly connected to the horizontal counterforce steel beam 6 through a pre-tightening screw, the lower plate of the top lower roller bearing 8 is fixed to the top lower single-direction hinge bearing 7 through a pre-tightening screw, the wall top beam 13 is fixed to the top lower single-direction hinge bearing 7, and the top lower single-direction hinge bearing 7 and the middle roller of the top lower roller bearing 8 are ensured to move along with the horizontal movement of the wall top beam 13 (the top of the wall stem test specimen 12).

[0053] In a preferred embodiment, the middle roller and the upper and lower plates of the top lower roller bearing 8 are all processed by a low-friction processing technology, and the overall rolling friction coefficient is less than 3 ‰.

[0054] According to the embodiment of the present application, the upper fixed top of the horizontal counter-force steel beam 6 is provided with the upper top roller support 9, the upper top one-way hinge support 19 is fixed to the upper top roller support 9, and the vertical pull rod 10 is arranged between the upper top one-way hinge support 19 and the wall top beam 13. One end of the vertical pull rod 10 is fixed to the wall top beam 13, and the other end of the vertical pull rod 10 is hinged to the upper top one-way hinge support 19 and the upper top roller support 9.

[0055] Further, the upper top roller support 9 is provided with a middle roller and upper and lower plates, the upper and lower plates are both provided with bolt holes, the lower plate of the upper top roller support 9 is fixedly connected to the horizontal counter-force steel beam 6 through pre-tightening bolts, the upper plate of the upper top roller support 9 is fixed to the upper top one-way hinge support 19 through pre-tightening bolts, the upper top one-way hinge support 19 is fixed to the vertical pull rod 10, and the vertical pull rod 10, the upper top one-way hinge support 19 and the middle roller of the upper top roller support 9 are ensured to move along with the horizontal movement of the wall pier test piece 12 (the top of the wall pier test piece 12).

[0056] In a preferred embodiment, the middle roller and the upper and lower plates of the upper top roller support 9 are all processed by a low-friction processing technology, and the overall rolling friction coefficient is less than 3 ‰.

[0057] The wall top beam 13 is hinged to the horizontal actuator 1, the horizontal actuator 1 is hinged to the counter-force wall 16, and the first sensor 2 is installed on the horizontal actuator 1. The first sensor 2 is used to monitor the horizontal force applied by the horizontal actuator 1, and monitor the horizontal displacement change amount of the top of the wall pier test piece 12 when the horizontal force is applied by the horizontal actuator 1.

[0058] The vertical buckling-restrained brace 5 is hinged to the vertical actuator 3, the vertical actuator 3 is hinged to the counter-force floor 15, and the second sensor 4 is installed on the vertical actuator 3. The second sensor 4 is used to monitor the vertical force applied by the vertical actuator 3.

[0059] When the horizontal loading test is performed, the horizontal actuator 1 drives the wall top beam 13 (the top of the wall pier test piece 12) to move horizontally, the wall top beam 13 drives the lower top one-way hinge support 7 to move horizontally, the lower top one-way hinge support 7 rotates by a certain angle, and the middle roller of the lower top roller support 8 rolls relative to the lower plate of the lower top roller support 8 and the upper plate of the lower top roller support 8.

[0060] At the same time, when the horizontal loading test is performed, the horizontal actuator 1 drives the wall top beam 13 (the top of the wall pier test piece 12) to move horizontally, the wall top beam 13 drives the vertical pull rod 10 to move horizontally, the vertical pull rod 10 drives the upper top one-way hinge support 19 to move horizontally, the upper top one-way hinge support 19 rotates by a certain angle, and the middle roller of the upper top roller support 9 rolls relative to the upper plate of the upper top roller support 9 and the lower plate of the upper top roller support 9.

[0061] The wall top beam 13 is hinged between the top lower roller support 8 through the top lower one-way hinge support 7, so that when the horizontal actuator 1 drives the wall top beam 13 (the top of the wall pier specimen 12) to move horizontally, the vertical load is always kept in the vertical direction, and the situation that the top lower roller support 8 is locked with the horizontal counter-force steel beam 6 due to horizontal loading is avoided, and the vertical compression of the wall pier specimen 12 is fully simulated.

[0062] The wall top beam 13 is hinged between the top lower roller support 8 through the top lower one-way hinge support 7, so that when the horizontal actuator 1 drives the wall top beam 13 (the top of the wall pier specimen 12) to move horizontally, the vertical load is always kept in the vertical direction, and the situation that the top lower roller support 8 is locked with the horizontal counter-force steel beam 6 due to horizontal loading is avoided, and the vertical compression of the wall pier specimen 12 is fully simulated.

[0063] According to the embodiment of the present application, one end of the hand-operated hoist 11 is hinged with the counter-force wall 16, and the other end of the hand-operated hoist 11 is hinged with one end of the vertical buckling-restrained brace 5 fixed on the horizontal counter-force steel beam 6.

[0064] Further, one end of the hand-operated hoist 11 is hinged with the counter-force wall 16 through the first one-way hinge support 171, and the other end of the hand-operated hoist 11 is hinged with one end of the vertical buckling-restrained brace 5 fixed on the horizontal counter-force steel beam 6 through the second one-way hinge support 172. Specifically, the first one-way hinge support 171 is fixed on the counter-force wall 16 through the pre-tightening screw 18, and the second one-way hinge support 172 is fixed on the horizontal counter-force steel beam 6 through the pre-tightening bolt.

[0065] The hand-operated hoist 11 is arranged above the horizontal counter-force steel beam 6, so that before and after the test, the position and posture of the horizontal counter-force steel beam 6 are adjusted by tightening the hand-operated hoist 11, safety is ensured, and the hand-operated hoist 11 is loosened during the test, so that the stress of the wall pier specimen 12 is not affected.

[0066] According to the embodiment of the present application, the horizontal counter-force steel beam 6 is hinged with the counter-force wall 16 through the third one-way hinge support 173. Specifically, the third one-way hinge support 173 is fixed on the counter-force wall 16 through the pre-tightening screw 18.

[0067] The horizontal actuator 1 is hinged with the counter-force wall 16 through the fourth one-way hinge support 174, and the wall top beam 13 is hinged with the horizontal actuator 1 through the fifth one-way hinge support 175. Specifically, the fourth one-way hinge support 174 is fixed on the counter-force wall 16 through the pre-tightening screw 18.

[0068] The vertical anti-buckling strut 5 is hinged to the vertical actuator 3 via the sixth one-way hinge support 176, and the vertical actuator 3 is hinged to the reaction floor 15 via the seventh one-way hinge support 177. Specifically, the seventh one-way hinge support 177 is fixed to the reaction floor 15 by a preload screw 18.

[0069] In this invention, the horizontal reaction steel beam 6 is hinged to the reaction wall 16 via the third one-way hinge support 173, and the vertical buckling-resistance strut 5 is hinged to the vertical actuator 3 via the sixth one-way hinge support 176. The vertical actuator 3 is hinged to the reaction floor 15 via the seventh one-way hinge support 177. By fully utilizing the characteristic that the third one-way hinge support 173, the sixth one-way hinge support 176, and the seventh one-way hinge support 177 only transmit shear force and not bending moment, the horizontal reaction steel beam 6 is simplified into a simply supported beam, which can be analyzed as a statically determinate structural system. The physical relationship between the output of the vertical actuator 3 and the force on the top beam 13 of the wall is effectively established. The vertical actuator 3 can output force in both tension and compression, realizing the compression and tension of the top beam 13 of the wall, and the force transmission path is clear.

[0070] like Figure 2 The diagram shows a cross-sectional view of the vertical buckling-resistance strut of the present invention. In a preferred embodiment, the vertical buckling-resistance strut 5 includes a vertical buckling-resistance strut inner core 51 and a vertical buckling-resistance strut sleeve 52, with the vertical buckling-resistance strut inner core 51 placed inside the vertical buckling-resistance strut sleeve 52.

[0071] One end of the vertical buckling-restraint strut inner core 51 is fixed to the horizontal reaction steel beam 6, and the other end is hinged to the vertical actuator 3. The vertical buckling-restraint strut inner core 51 is used to bear vertical loads. The vertical buckling-restraint strut sleeve 52 is used to restrain the lateral deformation of the vertical buckling-restraint strut inner core 51, and the vertical buckling-restraint strut sleeve 52 does not bear vertical loads.

[0072] The vertical buckling-resistant strut 5 of this invention has buckling-resistant capability, and can ensure that no buckling occurs under pressure even when it is long and under compression, thus ensuring the stability of the system and the full utilization of its load-bearing capacity.

[0073] According to an embodiment of the present invention, a loading method for tensile-shear and compressive-shear testing of a wall limb is provided. The method involves using a loading device for tensile-shear and compressive-shear testing of a wall limb specimen provided by the present invention, and includes the following steps:

[0074] Step S1: Assemble the loading device for the wall limb tension shear and compression shear.

[0075] Based on the dimensions of the shear wall specimen 12 and the laboratory conditions, the installation positions of each component are reasonably determined.

[0076] In this embodiment, the loading device for wall tension-shear and compression-shear is assembled according to the following steps:

[0077] Step S11, assemble the vertical buckling-restrained strut 5, the top lower roller support 8, the top upper roller support 9, the top lower single-direction hinge support 7, the top upper single-direction hinge support 19, the second single-direction hinge support 172 and the horizontal counter-force steel beam 6 on the ground, and assemble the sixth single-direction hinge support 176 and the vertical buckling-restrained strut 5.

[0078] Step S12, install the first single-direction hinge support 171, the third single-direction hinge support 173 and the fourth single-direction hinge support 174 on the counter-force wall 16, and install one end of the hand-operated hoist 11 on the first single-direction hinge support 171. Install the seventh single-direction hinge support 177 on the counter-force floor 15.

[0079] Step S13, install the combined components assembled in Step S11 on the counter-force wall 16 and the counter-force floor 15 as a whole.

[0080] Specifically, the horizontal counter-force steel beam 6 is connected with the third single-direction hinge support 173, the sixth single-direction hinge support 176 is connected with the vertical actuator 3, the vertical actuator 3 is connected with the seventh single-direction hinge support 177, and the hand-operated hoist 11 is connected with the second single-direction hinge support 172.

[0081] After the assembly is completed, the hand-operated hoist 11 is pulled tight to ensure that the horizontal counter-force steel beam 6 is horizontally positioned.

[0082] Step S14, connect the horizontal actuator 1 with the fourth single-direction hinge support 174.

[0083] Step S15, fix the wall stem test specimen 12 at the bottom through the wall foundation beam 14 on the counter-force floor 15, and install the wall top beam 13 at the top of the wall stem test specimen 12. Connect the wall top beam 13 with the fifth single-direction hinge support 175, and connect the fifth single-direction hinge support 175 with the horizontal actuator 1.

[0084] Step S16, install the vertical pull rod 10 between the wall top beam 13 and the top upper single-direction hinge support 19. Adjust the postures of the horizontal actuator 1 and the vertical actuator 3, and complete the pre-tightening inspection work of all connection parts.

[0085] Step S17, loosen the hand-operated hoist 11, and prepare to start loading.

[0086] Step S2, the vertical actuator 3 applies an initial vertical force F in a force control mode to simulate the vertical load G borne by the wall stem test specimen 12 in a static state.

[0087] In the absence of an earthquake, the vertical load borne by the wall stem of a high-rise or super high-rise building in a static state mainly comes from the self-weight of structural members and non-structural members. For example, the vertical load borne by the wall stem of a high-rise or super high-rise building in a static state mainly comes from the self-weight of structural members and non-structural members. Figure 3The force diagram of the horizontal reaction force steel beam of the wall limb test piece in the static state of the present application is shown, and in this embodiment, the initial vertical force F is applied by the vertical actuator 3 in a force control mode to simulate the vertical load G borne by the wall limb test piece 12 when no earthquake occurs, i.e., only the self-weight of the structural members and non-structural members.

[0088] In combination with Figure 1 and Figure 3 , the present application applies the initial vertical force F to the wall limb test piece 12 based on the lever principle, i.e., F=G×L1 / (L1+L2)= G×L1 / L, to simulate the vertical load borne by the wall limb test piece 12 when no earthquake occurs, i.e., only the self-weight of the structural members and non-structural members, i.e., to simulate the vertical load G borne by the wall limb test piece 12 in the static state.

[0089] wherein L1 is the horizontal projection distance of the vertical loading point from the third single-direction hinge support 173 in the static state (no earthquake state) of the wall limb test piece 12; L2 is the horizontal projection distance of the vertical loading point from the sixth hinge single-direction hinge support 176 in the static state (no earthquake state) of the wall limb test piece 12; and L is the horizontal projection distance of the third single-direction hinge support 173 from the sixth hinge single-direction hinge support 176.

[0090] The capacity of the wall limb test piece 12 to bear the vertical load G in the static state is determined by the wall limb test piece 12 itself, and the present application can simulate the large magnitude of the vertical load G borne by the wall limb test piece 12 in the static state by the smaller vertical force F of the vertical actuator 3 based on the lever principle.

[0091] Step S3: The horizontal actuator 1 applies a horizontal force, and the initial vertical force F applied by the vertical actuator 3 is adjusted.

[0092] The vertical load G of the wall limb will change when the wall limb is subjected to an earthquake, and in this embodiment, the change amount of the vertical load G of the wall limb test piece 12 when subjected to an earthquake is denoted as ΔG. However, when the horizontal actuator 1 applies a horizontal force, the horizontal projection distance L1 of the vertical loading point from the third single-direction hinge support 173 changes due to the rolling of the top lower roller support 8 and the top upper roller support 9, i.e., the force arm of the lever changes.

[0093] At this time, if ΔF=ΔG×L1 / L is used as the vertical force adjustment amount of the vertical actuator 3 to simulate the change amount ΔG of the vertical load G of the wall limb test piece 12 when subjected to an earthquake, it is difficult to strictly simulate the change of the vertical load of the wall limb test piece 12 (since L1 changes, the vertical force adjustment amount ΔF of the vertical actuator 3 will have an error).

[0094] In order to strictly simulate the vertical load change of the wall limb test piece 12, the present application corrects the vertical force applied by the vertical actuator 3 according to the horizontal displacement change of the top of the wall limb test piece 12 when the horizontal force is applied by the horizontal actuator 1, and specifically:

[0095] The horizontal displacement change ΔL1 of the top of the wall limb test piece 12 when the horizontal force is applied by the horizontal actuator 1 is obtained, and the adjustment amount ΔF of the initial vertical force F applied by the vertical actuator 3 is calculated by the following method:

[0096] ΔF=ΔG×(L1+ΔL1) / (L1+L2)+G×ΔL1 / (L1+L2)=(ΔG×(L1+ΔL1)+G×ΔL1) / L。

[0097] Wherein, ΔF is the vertical force adjustment amount of the vertical actuator 3; ΔG is the vertical load change amount of the wall limb test piece 12 when the earthquake action occurs (the horizontal force is applied by the horizontal actuator 1); L1 is the horizontal projection distance from the third single hinge support 173 to the vertical loading point of the wall limb test piece 12 in the static state; L2 is the horizontal projection distance from the sixth hinge single hinge support 176 to the vertical loading point of the wall limb test piece 12 in the static state; ΔL1 is the horizontal displacement change of the top of the wall limb test piece 12 when the horizontal force is applied by the horizontal actuator 1, wherein L1 is positive when it is elongated, and L1 is negative when it is shortened; L is the horizontal projection distance from the third single hinge support 173 to the sixth hinge single hinge support 173.

[0098] The ability of the wall limb test piece 12 to withstand the vertical load change ΔG when the earthquake occurs is determined by the wall limb test piece 12 itself, that is, when the horizontal actuator 1 applies a horizontal force, the vertical load change ΔG of the wall limb test piece 12 corresponds. For example, different earthquake magnitudes, the wall limb test piece 12 withstands different vertical load changes ΔG.

[0099] The vertical force adjustment amount ΔF of the vertical actuator 3 obtained by calculation is used to adjust the initial vertical force F of the vertical actuator 3, and the vertical force of the adjusted vertical actuator 3 is F+ΔF.

[0100] As shown in Figure 4 When the vertical force F+ΔF of the adjusted vertical actuator 3 is downward (F+ΔF is negative), the compression-shear working condition of the wall limb test piece 12 under the action of the earthquake is simulated, and the top lower roller shaft support 8 below the horizontal counterforce steel beam 6 bears the vertical compression (G+ΔG) in the compression-shear working condition.

[0101] As shown in Figure 5As shown, when the vertical force F+ΔF of the adjusted vertical actuator 3 is upward (F+ΔF is positive), the tensile-shear working condition of the wall limb test piece 12 under the action of the earthquake appears, and the top upper rolling shaft support 9 above the horizontal counterforce steel beam 6 bears the vertical pressure (G+ΔG).

[0102] According to the lever principle, the vertical actuator 3 with a small vertical force can control the load on the wall top beam 13 to a large extent, so as to simulate the compression-shear-tensile-shear working condition of the wall limb test piece 12 under the action of the earthquake.

[0103] Step S4: After the test is completed, the hand-operated hoist 11 is tightened, the connections between the loading device and the wall limb test piece 12, the wall top beam 13 and the wall foundation beam 14 are removed, the posture of the horizontal actuator 1 and the vertical actuator 3 is adjusted, and the wall limb test piece 12 is cleared and transported after the test is completed.

[0104] Step S5: The next wall limb test piece 12 test is carried out, and steps S15 to S4 are repeated.

[0105] According to the lever principle, the vertical actuator 3 with a small vertical force can control the load on the wall top beam 13 (the top of the wall limb test piece 12) to a large extent, so as to simulate the compression-shear-tensile-shear working condition of the wall limb test piece 12 under the action of the earthquake.

[0106] During the horizontal loading of the wall top beam 13 (the top of the wall limb test piece 12) by the horizontal actuator 1, the output of the vertical actuator 3 can be reasonably adjusted according to the position of the wall top beam 13, so as to ensure that the vertical force applied to the wall top beam 13 (the top of the wall limb test piece 12) meets the requirements of the test loading system.

[0107] The following points need to be explained:

[0108] (1) The drawings of the embodiments of the present application only involve the structures involved in the embodiments of the present application, and other structures can be referred to the usual design.

[0109] (2) For the sake of clarity, the thickness of the layers or regions is exaggerated or reduced in the drawings used to describe the embodiments of the present application, that is, the drawings are not drawn according to the actual proportion. It can be understood that when an element such as a layer, a film, a region or a substrate is referred to as being located "on" or "under" another element, the element can be "directly" located "on" or "under" another element or there can be an intermediate element.

[0110] (3) In the case of no conflict, the embodiments of the present application and the features in the embodiments can be combined with each other to obtain new embodiments.

[0111] The above merely illustrates the specific embodiments of the present application, but the protection scope of the present application is not limited thereto, and the protection scope of the present application should be subject to the protection scope of the claims.

Claims

1. A method of loading a wall panel in a wall panel pull-shear compression shear, characterized by, The loading method uses a loading device to perform a pull-shear compression-shear loading test on a wall limb test piece, The loading device comprises a counterforce floor, a counterforce wall perpendicular to the counterforce floor, a horizontal counterforce steel beam parallel to the counterforce floor, and a vertical buckling prevention strut parallel to the counterforce wall; One end of the horizontal counterforce steel beam is hinged to the counterforce wall, the other end of the horizontal counterforce steel beam is fixed to one end of the vertical buckling prevention strut, and the other end of the vertical buckling prevention strut is hinged to a vertical actuator, and the vertical actuator is hinged to the counterforce floor; The counterforce floor, the counterforce wall, the horizontal counterforce steel beam and the vertical buckling prevention strut enclose a test space, the bottom of the wall limb test piece is fixed on the counterforce floor, and the wall limb test piece is placed in the test space; A top lower rolling shaft support is fixed below the horizontal counterforce steel beam, the top lower rolling shaft support is fixed to a top lower one-way hinged support, a wall top beam is fixed to the top of the wall limb test piece, and the wall top beam is hinged to the top lower rolling shaft support through the top lower one-way hinged support; A top upper rolling shaft support is fixed above the horizontal counterforce steel beam, the top upper rolling shaft support is fixed to a top upper one-way hinged support, and a vertical pull rod is arranged between the top upper one-way hinged support and the wall top beam, wherein one end of the vertical pull rod is fixed to the wall top beam, and the other end of the vertical pull rod is hinged to the top upper rolling shaft support through the top upper one-way hinged support; The wall top beam is hinged to a horizontal actuator, and the horizontal actuator is hinged to the counterforce wall; The method comprises the following steps: S1, assembling a wall limb pull-shear compression-shear loading device; S2, the vertical actuator applies an initial vertical force F in a force control mode to simulate the vertical load G borne by the wall limb test piece in a static state; S3, the horizontal actuator applies a horizontal force while adjusting the initial vertical force F applied by the vertical actuator; wherein the horizontal displacement change amount ΔL1 of the top of the wall limb test piece when the horizontal actuator applies the horizontal force is obtained, and the adjustment amount ΔF of the initial vertical force F applied by the vertical actuator is calculated by the following method: ΔF=ΔG×(L1+ΔL1) / (L1+L2)+G×ΔL1 / (L1+L2)=(ΔG×(L1+ΔL1)+G×ΔL1) / L; wherein ΔF is the vertical force adjustment amount of the vertical actuator, ΔG is the vertical load change amount of the wall limb test piece when a seismic action occurs, L1 is the horizontal projection distance between the vertical loading action point and the third one-way hinged support in the static state of the wall limb test piece, L2 is the horizontal projection distance between the vertical loading action point and the sixth hinged one-way hinged support in the static state of the wall limb test piece, ΔL1 is the horizontal displacement change amount of the top of the wall limb test piece when the horizontal actuator applies the horizontal force, and L is the horizontal projection distance between the third one-way hinged support and the sixth hinged one-way hinged support.

2. The loading method of claim 1, wherein, The loading device further comprises a hand-operated hoist, one end of the hand-operated hoist is hinged to the counterforce wall, and the other end of the hand-operated hoist is fixed to the horizontal counterforce steel beam.

3. The loading method of claim 2, wherein, One end of the hand-operated hoist is hinged to the counterforce wall through a first one-way hinged support; The other end of the hand chain hoist is hinged to one end of the vertical buckling-restrained brace through a second one-way hinge support, and the horizontal counterforce steel beam is fixed to the other end of the vertical buckling-restrained brace.

4. The loading method of claim 1, wherein, The horizontal counterforce steel beam is hinged to the counterforce wall through a third one-way hinge support.

5. The loading method of claim 1, wherein, The horizontal actuator is hinged to the counterforce wall through a fourth one-way hinge support, and the wall top beam is hinged to the horizontal actuator through a fifth one-way hinge support.

6. The loading method of claim 1, wherein, The vertical buckling-restrained brace is hinged to the vertical actuator through a sixth one-way hinge support, and the vertical actuator is hinged to the counterforce floor through a seventh one-way hinge support.

7. The loading method of claim 1, wherein, The bottom of the wall pier specimen is fixed to the counterforce floor through a wall foundation beam.

8. The loading method of claim 1, wherein, The vertical buckling-restrained brace comprises a vertical buckling-restrained brace inner core and a vertical buckling-restrained brace sleeve, and the vertical buckling-restrained brace inner core is arranged inside the vertical buckling-restrained brace sleeve. One end of the vertical buckling-restrained brace inner core is fixed to the horizontal counterforce steel beam, and the other end of the vertical buckling-restrained brace inner core is hinged to the vertical actuator, and the vertical buckling-restrained brace inner core is used for bearing vertical load. The vertical buckling-restrained brace sleeve is used for restraining lateral deformation of the vertical buckling-restrained brace inner core, and the vertical buckling-restrained brace sleeve does not bear vertical load.

9. The loading method of claim 1, wherein, A first sensor is arranged on the horizontal actuator, and is used for monitoring horizontal force applied by the horizontal actuator, and monitoring horizontal displacement change amount of the top of the wall pier specimen when the horizontal force is applied by the horizontal actuator. A second sensor is arranged on the vertical actuator, and is used for monitoring vertical force applied by the vertical actuator.

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