Patent Grant
12044034
The application claims the priority of the Chinese patent application No. 202110615899.8 filed on Jun. 2, 2021, which is incorporated herein by reference.
The present disclosure relates to the field of function recoverable structures.
The function recoverable structure with replaceable components is a new type of function-recoverable structure developed in recent years, which can restore the structural function immediately after a severe earthquake without significant repair. The concept of the structure with replaceable components is to design the parts of structure that tend to be damaged under the earthquake acting as the replaceable energy-dissipation components. The damage to the structure during the earthquake will concentrate on these components, which can be easily replaced after the earthquake so that the function of the structure can be quickly restored.
The shear wall is one of the main lateral force-resistance members of high-rise building structures widely used in seismic zones around the world. The conventional shear wall was found from past earthquake experience to suffer severe damage. The damage is generally very difficult to repair, or the cost of repair is very high. To overcome these problems, the coupling beams and the two bottom corners of RC shear wall, which are vulnerable to severe damage, are designed as the replaceable energy-dissipation components. Installing replaceable components in the shear wall not only improves the deformability and energy-dissipation capacity of the structural wall but also restricts structural damage within replaceable component; besides, the function of the structure is quickly restored by replacing energy-dissipation components after the earthquake.
For the previously proposed shear walls with replaceable components, the rest of the wall except the replaceable parts are integral cast-in-place, which is considered as laborious, time consuming and often leads to substandard construction. On the other hand, the seismic energy is dissipated by the plastic deformation of the replaceable energy-dissipation components, and the residual deformation occurs in the shear wall due to the plastic deformation of the replaceable components, resulting in difficulties in replacing the components after the earthquake. In addition, the concrete located at the bottom of shear wall and close to the replaceable parts could be seriously crushed under strong earthquake. The damage to the non-replaceable cast-in-place part of the shear wall is not convenient to be repaired.
In order to overcome the drawbacks mentioned above, the present disclosure disclose a function-recoverable prefabricated seismic shear wall structure.
The technical solutions of the present disclosure are as follows:
A function-recoverable prefabricated seismic shear wall structure, which comprise: replaceable corner component, bottom connecting component, high-performance padding block, slotted steel plate, precast wall panel, wall connector, non-replaceable prefabricated coupling beam, replaceable coupling beam damper, prefabricated floor slab and foundation.
The design principle of the present disclosure is:
The present disclosure proposes the shear wall structure be divided into regular and easy-to-use factory prefabricated modular components. The integrated construction of the structure could be realized by dry connecting between various components.
Most of the current replaceable component shear wall has a single replaceable component (either replaceable coupling beam damper or replaceable wall foot), studies have showed that the bottom of the wall body is also possible to be damaged in the earthquake. The present disclosure disposes both the replaceable coupling beam damper and replaceable wall foot, furthermore, the present disclosure proposes to dispose a bottom connecting component, a high-performance padding block and a slotted steel plate in the foot of the replaceable component shear wall structure. Wherein, energy-consuming connection steel plate is set in the bottom connecting component to provide anti-pull and anti-shear capacity, high-performance padding block provides anti-compression and anti-shear capacity, and the slotted steel plate provides anti-shear capacity.
This structure can effectively ensure that the lateral stiffness and strength of the new shear wall are equivalent to or even better than the traditional cast-in-place shear wall, and when the bottom of the shear wall is serious damaged under strong earthquake, the energy-consuming connection steel plate, the high-performance padding block and the slotted steel plate can be replaced through relatively simple construction measures, so that the structure can restore to the original functional level after the earthquake.
Furthermore, by using replaceable components and non-replaceable components, the shear wall has multiple seismic mechanisms: the first one is the replaceable coupling beam, the second one is the replaceable wall foot, the third one is the bottom connecting component, the high-performance padding block, and the slotted steel plate, the fourth one is the non-replaceable components. And it increases the seismic performance of the shear wall.
The replaceable corner component comprises outer steel tubes, inner steel tubes, infilled grout, energy dissipation steel bar, disc springs, stop round steel plate, perforated round steel plates, connecting steel tubes and perforated end plate. The outer steel tubes and inner steel tubes are respectively welded on the bottom perforated end plate, and the infilled grout is filled between the outer and inner steel tube. Polytetrafluoroethylene material is coated on the inner wall of the outer steel tube and the outer wall of the inner steel tube to relieve the bonding between the steel tube and infilled grout.
The outer diameter of the perforated round steel plate equals to the inner diameter of the outer steel tube, and the diameter of the hole of the perforated round steel plate equals to the outer diameter of the inner steel tube. There are two perforated round steel plates, the upper one and the lower one. The lower perforated round steel plate is in contact with the top surface of the infilled grout and the upper perforated round steel plate is welded to the bottom of the connecting steel tube. The top of the connecting steel tube is welded to the top perforated end plate.
The disc springs are installed between the upper and lower perforated round steel plates and combined in series and parallel, the inner diameter of the disc spring is slightly larger than the outer diameter of the end of the energy dissipation steel bar.
The energy dissipation steel bar is set inside the inner steel tube, one end of it is welded to the perforated end plate and the other end of it is welded to the stop round steel plate. The bottom of the stop round steel plate is in contact with the top of the upper perforated round steel plate.
When the replaceable corner component is compressed, the disc springs are compressed along with the infilled grout, and energy dissipation steel bar is not involved due to separated gap between the stop round steel plate and the upper perforated round steel plate. The disc springs store the seismic energy through elastic deformation and convert the deformation energy into restoring force, which effectively reduces the residual deformation of the structure after the earthquake.
When the replaceable corner component is subjected to tension, the top of the component is lifted, the upper perforated round steel plate meets the stop round steel plate and the energy dissipation steel bar is stretched individually to dissipate seismic energy while the disc springs and infilled grout do not come into play.
The replaceable corner component has high bearing capacity, stiffness, energy-dissipating capacity, and self-centering capacity, which can significantly improve the seismic behavior of the shear wall.
The bottom connecting component comprises T-shaped steel beams, energy-consuming connection steel plate, high-strength pins, and high-strength bolts. Each bottom connecting component includes two T-shaped steel beams, the upper one is connected to the bottom of the precast wall panel and the lower one is embedded in the foundation.
The T-shaped steel beams is welded by a rectangular long steel plate, a perforated steel plate and stop steel plates. The perforated steel plate is vertical to the rectangular long steel plate. The stop steel sheets are disposed on both sides of the perforated steel plate.
The length and width of the rectangular long steel plate is consistent with the section dimensions of the precast wall panel, threaded holes are provided at both ends of the rectangular long steel plate in length direction for connecting the end plate of replaceable corner component. The length of the perforated steel plate is less than the rectangular long steel plate and the length of it is 0.6 to 0.8 times the length of the wall panel. The stop steel plate is a steel sheet with stiffeners. The stop steel plates are welded to both ends of the perforated steel plate and connect the high-performance padding block.
Furthermore, on the T-shaped steel beam which connected to the upper wall, some bolts are welded to both sides of the flange to connect with the slotted steel plate. The energy consuming connection steel plate is a steel plate with I-shaped cross-section. The upper and lower ends of the energy consuming connection steel plate are provided with holes, which can be connected to the upper and lower T-shaped steel beams by high-strength pins. The energy consumption connection plates can be coupled to the T-shaped steel beam by high-strength cylindrical pin.
The energy consumption connection plates are arranged on both sides of the perforated steel plate and the dimension and quantity of the energy consumption connection plate can be designed according to engineering requirements.
The high-performance padding block can be made of ultra-high toughness cementitious composites (UHTCC) concrete material. The block has two full-length holes along the length direction and is connected to T-shaped steel beams by screws. Compared with conventional concrete blocks of the same strength, the high-performance padding block is characterized by high toughness and ductile failure mode, and can still maintain high bearing capacity even after cracking. The high-performance padding block is suitable for the bottom part of the shear wall which is prone to cracking and collapse under the earthquake. Furthermore, the damaged high-performance padding block can be replaced after a strong earthquake.
The slotted steel plate is composed of slotted stressed steel plate, horizontal connecting steel plate and stiffener, which are welded into a whole. On each side of the wall base, two slotted steel plates are fastened to the foundation and the T-shaped steel beam by embedded high-strength bolts. On the one hand, the installation of slotted steel plate can compensate for the reduced lateral stiffness of the structure due to the setting of replaceable corner component. On the other hand, the vertical strips of the slotted stressed steel plate dissipate the seismic energy through plastic deformation under earthquakes to reduce the damage to the main structure. Furthermore, the damaged slotted steel plates can be replaced after the strong earthquake.
The precast wall panel is composed of longitudinal reinforcements, stirrups, concrete, perforated end plate, bolt sleeves, embedding steel plate and studs. The bolt sleeves are embedded in the wall panel and welded to the end of the longitudinal reinforcements. The bolt sleeves can be connected to the wall connector by bolts to form the bolt-wall connector-sleeve connection system, and then achieve the connection of upper and lower precast wall panels. For the precast wall panel arranged at the bottom of the structure, the lower end of the longitudinal reinforcements in the wall panel do not need to be set with bolt sleeves, and is welded directly to the T-shaped steel beam of the bottom connecting component in factory production. For the precast wall panel that needs to be connected to the non-replaceable prefabricated coupling beam, a connector is pre-embedded at the top of the wall panel, which includes perforated end plate, bolt sleeves, studs and embedding steel plate.
The wall connector is composed of a steel web and two perforated end plates. The steel web can be in the form of cross-shaped or I-shaped steel plate, which is welded to the perforated end plates. The perforated end plate is provided with threaded holes for bolting to the bolt sleeves in the precast wall panel.
The non-replaceable prefabricated coupling beam comprised longitudinal reinforcements, stirrups, concrete, perforated end plate, bolt sleeves, embedding steel plate, studs, and stiffened box-shape connector. The longitudinal reinforcements and embedding steel plate are arranged between perforated end plate and stiffened box-shape connector, and studs are assigned on the embedding steel plate to improve the bonding between steel plate and concrete. The bolt sleeves are welded to the perforated end plate, and the welding position is consistent with the position of the bolt holes on the perforated end plate for connection to the replaceable coupling beam damper. The stiffened box-shape connector is made of steel plates and stiffening rib plates, one side of the connector is welded to longitudinal reinforcements and embedding steel plate, and the other side is connected to the embedded connector in the precast wall panel.
The replaceable coupling beam damper is composed of energy-dissipation dampers and two perforated end plates. The energy-dissipation damper can be in various forms such as metal damper, viscoelastic damper, friction damper or hybrid damper. The energy-dissipation dampers are welded to the perforated end plates as the replaceable coupling beam damper, and are bolted to the non-replaceable prefabricated coupling beam.
The prefabricated floor slab is composed of precast bottom slab, cold-formed thin wall steel member, mesh reinforcement and post-cast concrete. The precast bottom slab can be composite slab with steel bar truss, composite slab with corrugated steel webs, pre-stressed hollow slab, etc. The bolts are pre-embedded on the side of the precast bottom slab, and the splicing of the precast bottom slab can be realized by using the cold-formed thin wall steel member. Mesh reinforcements are arranged on the precast bottom slabs which are spliced, and post-cast concrete is poured to make them into a whole as the prefabricated floor slab. In addition, due to the deformation of the replaceable coupling beam damper under strong earthquakes may lead to serious damage to the upper floor, isolation seams are set for the prefabricated floor slab above the replaceable coupling beam damper and can be filled with polyurethane foam.
The foundation includes the embedded components required for connecting with the shear wall, e.g., T-shaped steel beam of bottom connecting component, perforated end plates and bolts.
The construction procedure of the present disclosure includes the following steps:
The embodiments have the following advantages:
(1) All components, except post-cast concrete of the prefabricated floor slab, could be produced in a factory with a standardized process. All field connecting are completed with bolts or pins, the installation quality is controllable, and fully prefabricated construction of shear walls is realized. The embodiments greatly reduce the labor and time costs, improves the construction quality and speed, and meets the requirements of sustainable building advocated worldwide.
(2) The shear wall has good deformation capacity, self-centering capacity, and energy-dissipating capacity. The replaceable corner components not only have good mechanical properties, but also provide the restoring force to the shear wall to reduce the residual deformation after earthquakes. In addition, the replaceable coupling beam dampers and the slotted steel plates of the embodiments also dissipate seismic energy under earthquake action, which provides multiple protect lines for the structure.
(3) The shear wall has the characteristics of low damage and post-earthquake rapid recovery. The structural damage mainly concentrates on the replaceable corner components, the replaceable coupling beam dampers and the slotted steel plates, and the main structure remains elastic under earthquakes. The function of the shear wall structure could be quickly restored by replacing the replaceable components after earthquakes, which minimize the impact on normal life and production. Furthermore, the bottom of the shear wall consists of high-performance padding blocks, which can maintain high bearing capacity after cracking and be replaced through convenient construction process.
The illustration of the numbers in the figures:
1, replaceable corner component; 2, bottom connecting component; 3, high-performance padding block; 4, slotted steel plate; 5, precast wall panel; 6, wall connector; 7, non-replaceable prefabricated coupling beam; 8, replaceable coupling beam damper; 9, prefabricated floor slab; 10, foundation; 11, outer steel tube; 12, inner steel tube; 13, infilled grout; 14, energy dissipation steel bar; 15, disc spring; 16, stop round steel plate; 17, perforated round steel plate; 18, connecting steel tube; 19, perforated end plate; 20, T-shaped steel beam; 21, energy-consuming connection steel plate; 22, high-strength pin; 23, high-strength bolt; 24, slotted steel plate; 25 horizontal connecting steel plate; 26, stiffener; 27, longitudinal reinforcement; 28, stirrup; 29, concrete; 30, bolt sleeve; 31, stud; 32, embedding steel plate; 33, steel web; 34, stiffened box-shape connector; 35, energy-dissipation damper; 36, precast bottom slab; 37, cold-formed thin wall steel member; 38, mesh reinforcement; 39, polyurethane foam.
The embodiments are further described below with the drawings:
As shown in
The bottom connecting component 2 locates in the bottom of the structure, it connects foundation 10 and the first layer precast wall panels 5. Replaceable corner components 1 and high-performance padding blocks 3 is disposed between the upper and lower T-shaped steel beam 20 while the replaceable corner components 1 are disposed at both ends and high-performance padding blocks 3 is disposed in the center. The two are connected by bolts and screws respectively.
The slotted steel plates 4 are disposed in both sides of the wall structure in thickness direction, and connect foundation 10 and bottom connecting component 2.
The wall connectors 6 connect upper and lower prefabricated wall 5 by bolt sleeves.
The prefabricated floor slabs 9 are disposed on both sides of the wall connector 6, the precast bottom slab 36 are disposed on top of the lower precast wall panel. Precast bottom slabs 36 are integrated by cold-formed thin wall steel member 37.
Non-replaceable prefabricated coupling beam 7 and replaceable coupling beam damper 8 are disposed between prefabricated walls 5 in horizontal, and below floor slab. The end of non-replaceable prefabricated coupling beam 7 with connect stiffened box-shape connector 34 connects with precast wall by high-strength bolts, the other end connects with replaceable coupling beam damper 8.
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The T-shaped steel beams 20 is welded by a rectangular long steel plate, a perforated steel plate and a stop steel plate. The rectangular long steel plate is a flange, the perforated steel plate is a web, and the stop steel sheet is disposed on both sides of the web and the wing.
The length and width of the flange of the T-shaped steel beam 20 are consistent with the section dimensions of the precast wall panel 5, and the end of the flange is provided with threaded holes and high-strength bolts 23 for connecting with the replaceable corner component 1 and slotted steel plate 4 respectively. The web of the T-shaped steel beam 20 is provided with holes and the length is less than that of the flange, which is about 0.6 to 0.8 times the length of the wall panel 5. The stiffened plates are welded to both ends of the web to connect the high-performance padding block 3. The end of the energy-consuming connection steel plate 21 is provided with holes, which can be connected to the upper and lower T-shaped steel beams 20 by high-strength pins 22. The energy-consuming connection steel plate 21 can provide bending and shear bearing capacity for the shear wall, and the specific size and quantity can be designed according to engineering requirements.
The high-performance padding block 3 can be made of ultra-high toughness cementitious composites (UHTCC) concrete material. The block has two full-length holes along the length direction and is connected to T-shaped steel beams 20 by screws. Compared with conventional concrete blocks of the same strength, the high-performance padding block is characterized by high toughness and ductile failure mode, and can still maintain high bearing capacity even after cracking. The high-performance padding block is suitable for the bottom part of the shear wall which is prone to cracking and collapse under the earthquake. Furthermore, the damaged high-performance padding block can be replaced after a strong earthquake.
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The foundation 10 includes the embedded components required for connecting with the shear wall, including a T-shaped steel beam 20 of bottom connecting component 2, perforated end plates 19 and bolts 23.
The construction procedure of the present disclosure includes the following steps:
| Number | Date | Country | Kind |
|---|---|---|---|
| 202110615899.8 | Jun 2021 | CN | national |
| Number | Name | Date | Kind |
|---|---|---|---|
| 4350233 | Buckley | Sep 1982 | A |
| 4881350 | Wu | Nov 1989 | A |
| 5732802 | Tsukagoshi | Mar 1998 | A |
| 6550200 | Mueller | Apr 2003 | B1 |
| 6840017 | Shimoda | Jan 2005 | B1 |
| 20030051433 | Koo | Mar 2003 | A1 |
| 20050257451 | Pryor | Nov 2005 | A1 |
| 20050274084 | Lin | Dec 2005 | A1 |
| 20060000167 | Nakaki | Jan 2006 | A1 |
| 20130174501 | Michael | Jul 2013 | A1 |
| 20150322923 | Könitz | Nov 2015 | A1 |
| 20170268252 | Gray | Sep 2017 | A1 |
| 20180266135 | Agha Beigi | Sep 2018 | A1 |
| 20190376306 | Hejazi | Dec 2019 | A1 |
| 20210032858 | Beyreuther | Feb 2021 | A1 |
| 20210310267 | Espinosa | Oct 2021 | A1 |
| Number | Date | Country |
|---|---|---|
| 109267675 | Jan 2019 | CN |
| 2019078130 | May 2019 | JP |
| WO-2004013428 | Feb 2004 | WO |
| Number | Date | Country | |
|---|---|---|---|
| 20220389708 A1 | Dec 2022 | US |
