South China University of Technology

Beijing Brace Damping Engineering Technology Co., Ltd

China Construction Fourth Engineering Division Corp. Ltd

Beijing Brace Damper Technology Co., Ltd.

China Construcion Fourth Engineering Dmsion Green Building Technology (guangdong), Ltd

China Construction Fourth Engineering Division Green Building Technology (guangdong), Ltd

Junxian Zhao

Wei Han

Hao Qin

Zhaoxun Yuan

Kezhu Jiang

Qixiang Tian

Guohui Yuan

Weijie Chen

Zhiqiu He

Xiangkun Yao

Zhi Luo

Yun Zhou

Xiaona Shi

Haichao Yu

Jiaxi Guo

Jinkun Wang

Guiqiang Hao

Dinglian Ban

Lijian Yan

Xilong Chen

Ruobing Chen

Xuejing Chi

A seismic resilient precast concrete frame structure includes precast solid columns, precast composite beams, T-shaped shear connectors having notches, and anti-buckling energy-dissipation connecting plates, wherein the precast composite beams are connected to the precast solid columns and each include a precast composite middle beam and precast composite cantilever beams arranged at two sides of each of the precast composite middle beams; tops of the precast composite cantilever beams and the precast composite middle beams are connected by the T-shaped shear connectors having notches, and the notches in the T-shaped shear connectors having notches are located at a neutral bending moment point of the frame structure under the action of a vertical load; and side surfaces of the precast composite cantilever beams and the precast composite middle beams are connected by means of the anti-buckling energy-dissipation connecting plates.

Seismic resilient precast concrete frame structure and construction method therefor

The method for design of a seismic-damping partition wall with variable-friction-force energy dissipation provided by the present application includes the following steps: building a bare frame model without considering lateral resisting stiffness of a partition wall, and calculating an inter-story shear force and an inter-story displacement of a structure under action of an earthquake; calculating an elastic strain energy of the structure, and determining an expected additional damping ratio provided by a seismic-damping partition wall for the structure; determining a friction damping force-sliding displacement curve of a single group of seismic-damping partition wall panels, and establishing a relational expression between a total friction hysteretic energy and a friction damping force and a target sliding displacement of the single group of seismic-damping partition wall panels, and the seismic resilience of the partition wall and the structure can be synergistically improved.

Method for design of seismic-damping partition wall with variable friction energy dissipation

The building node includes an upper unit column, a lower unit column, an upper unit bottom beam, a lower unit ceiling beam, an upper connecting box, a lower connecting box, a connecting plate, an upper anchorage device, a lower anchorage device, an upper sleeve, a lower sleeve, a pull rod shear lock, position limiting nuts, and an injection pipe. The lower anchorage device is fixedly connected to the top plate of the lower connecting box; the lower position limiting nut is fixedly connected to the lower anchorage device; one end of the lower sleeve is fixedly connected to the lower anchorage device, and another end of the lower sleeve is fixedly connected to the top plate of the lower connecting box; the bottom of the upper sleeve is fixedly connected to the bottom plate of the upper connecting box.

High-rise modular steel structure building node in region of high seismic intensity and constructing method therefor

The present invention provides a method for designing a strong column and weak beam of a steel frame beam-box column under bidirectional earthquake actions, including the following steps: designing an initial frame; defining important beam-column joints and important sections at a designed axial compression ratio according to a calculated result of a response spectrum CQC method of the initial frame; unifying bidirectional COF values of the important beam-column joints; determining a degree to achieve the strong column and weak beam and proposing two quantifiable evaluation indexes Pand P; performing statistics on a damage index D of the frame after an elastic-plastic time-history analysis of a plurality of selected groups of natural waves, and acquiring a parameter frame meeting a target yield mechanism via the statistics performed on the damage index D in combination with an evaluation standard provided by the present invention.

Method for designing strong column and weak beam of steel frame beam-box column under bidirectional earthquake actions

The present invention relates to a prefabricated infilled panel-frame structure capable of accommodating seismic-loading and seismic energy dissipation, and a construction method thereof, including a frame body, a prefabricated infilled panel group, a panel connector, and a disc spring assembly. During an earthquake, the present invention slides to dissipate energy only after the maximum starting sliding force is exceeded, thus providing the structure with a relatively high lateral stiffness prior to sliding. After an earthquake, the disc spring assembly of the present invention may provide a certain restoring force due to being compressed so as to reduce the residual displacement. Further, the present invention achieves the bidirectional deformation cooperation of the prefabricated infilled panel under earthquakes, so that the infilled panel may still achieve the function of seismic energy dissipation under the coupling action of in-plane and out-of-plane loads.

Prefabricated infilled panel-frame structure capable of accommodating seismic loading and seismic energy dissipation, and construction method

A friction energy dissipation column for bi-directional deformation cooperative and multi-stage working, includes two cantilever part I-shaped steel columns, a middle part I-shaped steel column, wherein the middle part I-shaped steel column is located between the two cantilever part I-shaped steel columns, and the middle part I-shaped steel column is detachably connected to the two cantilever part I-shaped steel columns via a pin shaft connector and a friction energy dissipation assembly. An upper end and a lower end web of the friction energy dissipation column are connected to the frame beam via a connecting plate, and the flanges on both sides are provided with haunched supports.

Friction energy dissipation column for bi-directional deformation cooperative and multi-stage working

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

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

The present invention provides an earthquake-resistant and seismic-damping multifunction cooperative system for a modular steel structure building, including a building-integrated module and connection joints between building modules. The building-integrated module includes a plurality of building modules. Each building module includes ceiling beams, local high-strength module columns and local high-strength module bottom beams. A cantilever beam section and a middle beam section of the ceiling beam are connected through a ceiling beam rotational friction joint. The connection joints between building modules include vertical building module connection joints, hinge joints between horizontal building modules and frictional connections between horizontal building modules. The adjacent building modules in a vertical direction are connected through the vertical building module connection joint, and the adjacent building modules in a horizontal direction are hinged through the hinge joint between horizontal building modules and connected through the frictional connection between horizontal building modules.

Earthquake-resistant and seismic-damping multifunction cooperative system for modular steel structure building

A resilient prestress-free steel structure includes the elastic centering beam and two pin-ended box column bases. The elastic centering beam includes two cantilever segment I-shaped steel beams, a middle segment I-shaped steel beam and buckling restrained high strength steel bars. The cantilever segment I-shaped steel beams are fixed to the two pin-ended box column bases, the middle segment I-shaped steel beam is connected between the two cantilever segment I-shaped steel beams, the buckling restrained high strength steel bars are symmetrically arranged. One end of each of the buckling restrained high strength steel bars is firmly connected with the web of each of the cantilever segment I-shaped steel beams, and the other end of each of the buckling restrained high strength steel bars is firmly connected with the web of the middle segment I-shaped steel beam. The resilient prestress-free steel structure is arranged in left and right symmetrical manner.

Resilient prestress-free steel structure formed by combining pin-ended columns with elastic centering beam

Disclosed is a gusset plate connection with sliding end plates for a buckling-restrained brace, including central plate (), first rib plate (), second rib plate (), horizontal end plate (), first horizontal tie plate (), second horizontal tie plate (), bolts () and unbonding layers (). Horizontal end plate () is perpendicular to central plate () and fixedly disposed on a lower end surface of central plate (). First horizontal tie plate () and second horizontal tie plate () are both disposed on an upper surface of horizontal end plate () and are located at two sides of central plate (), respectively. Unbonding layers () are each disposed at a bottom surface of horizontal end plate (), between horizontal end plate () and first horizontal tie plate (), and between horizontal end plate () and second horizontal tie plate (). The components are connected by means of bolts ().

Growing community of inventors

Beijing, China

Junxian Zhao