Hybrid Shear-Wall System for the Construction of Solid-Wood Buildings in Seismic Zones

Abstract

A hybrid shear wall system for construction of massive timber buildings of more than two stories in seismic zones, is provided, which presents a ductile behavior and reduced overturning effect against a lateral load caused by destructive natural events, such as earthquakes or strong winds; the shear wall system comprises an interior frame with articulated nodes of union between columns and sills, to which exterior massive timber panels are joined on both opposite faces, by means of individual energy dissipating connectors; where the frame comprises post-tensioned self-centering means, which together with the articulated nodes, the exterior massive timber panels and the connectors, act together as a unit and allow the shear wall to behave in a ductile manner and with reduced overturning effect under high lateral load.

Claims

1. Hybrid shear wall system (1) for construction of massive wood buildings of more than two stories in seismic zones, which presents a ductile behavior and reduced overturning effect against a lateral load caused by destructive natural events, such as earthquakes or strong winds, wherein it comprises an interior frame (100) with hinged nodes (110) for connection between columns (120) and sills (130), to which are attached exterior massive wood panels (200) on both opposite sides, by means of individual energy dissipating connectors (300); where the frame (100) comprises post-tensioned self-centering means (400), which together with the articulated nodes (110), the exterior massive wood panels (200) and the connectors (300), act together as a unit and allow the shear wall (1) to behave in a ductile manner and with reduced overturning effect against a high lateral load.

2. Hybrid shear wall system (1), according to claim wherein the columns (120) forming the frame (100) comprise extreme lateral columns (121) including at least one longitudinal channel (122) through which said self-centering means (400) pass.

3. Hybrid shear wall system (1) according to claim 2, wherein the columns (120) further comprise at least one intermediate column (123), and wherein each of the columns (120) comprise an upper minor face (124), a lower minor face (125), an outer longitudinal face (126), an inner longitudinal face (127) and facing faces opposite each other (128).

4. Hybrid shear wall system (1) according to claim 1, wherein the sills (130) forming the inner frame (100) comprise an upper sill (131) and a lower sill (132), which contain at least two transverse channels (133) through which said self-centering means (400) pass.

5. Hybrid shear wall system (1) according to claim 4, wherein the sills (130) comprise lateral minor faces (134), an outer longitudinal face (135), an inner longitudinal face (136) and front longitudinal faces opposite each other (137).

6. Hybrid shear wall system (1) according to claim 1, wherein the articulated nodes (110) of the inner frame (100) comprise a pivoting mechanical joint means allowing an assembly with relative movement in a plane, between said columns (120) and said sills (130).

7. Hybrid shear wall system (1) according to claim 6, wherein said mechanical connecting means conforming to the articulated nodes (110) consists of a pair of rigid support platens parallel to each other crossed by a transverse connecting pin.

8. Hybrid shear wall system (1) according to claim 6, wherein said mechanical joining means conforming to the articulated nodes (110) consists of a support block attached to the columns (120), on which the ends of the sills (130) are seated.

9. Hybrid shear wall system (1) according to claim 6, wherein said mechanical connecting means conforming to the articulated nodes (110) consists of a seat bracket projected laterally from the columns (120), on which the ends of the sills (130) are seated.

10. Hybrid shear wall system (1) according to claim wherein the self-centering means (400) comprise unattached turnbuckles (401), with a lower end (402), an opposite upper end (403) and are arranged at the top of the shear wall (1).

11. Hybrid shear wall system (1) according to claim 10, wherein the lower end (402) of the turnbuckles (401) is anchored embedded in a foundation (A).

12. Hybrid shear wall system (1), according to claim 10, wherein the lower end (402) of the turnbuckles (401) is fixed in an axially adjustable manner to coupling connector (B) between walls (1).

13. Hybrid shear wall system (1) according to claim 10, wherein the upper end (403) of the turnbuckles (401) is fixed in an axially adjustable manner to a coupling connector (B) between walls (1).

14. Hybrid shear wall system (1) according to claim 10, wherein the upper end (403) of the turnbuckles (401) is fixed in an axially adjustable manner to an anchor plate (D).

15. Hybrid shear wall system (1) according to claim 10, wherein the turnbuckles (401) are spun bars, non-adherent, with adjustable fasteners at their ends of the anchor plate type.

16. Hybrid shear wall system (1), according to claim 10, wherein the turnbuckles (401) are stranded, non-adherent, post-tensionable steel cables with wedge and anchor plate type.

17. Hybrid shear wall system (1) according to claim wherein the energy dissipating connectors (300) comprise individual elements with respect to each other linking each of the outer massive wood panels (200) to the hinged inner frame (100), which are installed around the entire perimeter of the panel.

18. Hybrid shear wall system (1) according to claim 1, wherein the connectors (300) are metal connectors of the dowel type, selected from the group of pins, screws and nails.

19. Hybrid shear wall system (1) according to claim 18, wherein the connectors (300) are preferably self-drilling dowels.

20. Hybrid shear wall system (1) according to claim 18, wherein the connectors (300) are preferably threaded bolts throughout.

21. Hybrid shear wall system (1), according to claim 1, wherein the exterior panels (200) are structural wood panels chosen among cross-laminated mass timber (CLT) panels, OSB boards or Plywood panels, as longus they have a thickness of at least 60 millimeters.

22. Hybrid shear wall system (1), according to claim wherein the panels (200) are preferably of massive cross-laminated timber (CLT) with a thickness between 60 mm and 100 mm.

23. Hybrid shear wall system (1), according to claim wherein the columns (120) and the sills (130) forming the articulated inner frame (100) are steel profiles with a resistance from ASTM A-36 to ASTM A-53 (240 to 365 MPa).

24. Hybrid shear wall system (1), according to claim 23, wherein preferably the steel profiles are tubular of rectangular section.

25. Hybrid shear wall system (1), according to claim wherein the columns (120) and the slabs (130) forming the articulated inner frame (100) are made of concrete with a compressive strength in the range of 20 to 35 MPa.

26. Hybrid shear wall system (1) according to claim 25, wherein the extreme lateral columns (121) are made of post-tensioned concrete.

27. Hybrid shear wall system (1), according to claim 1, wherein the columns (120) and the sills (130) forming the articulated inner frame (100) are made of laminated wood with a strength in the range between 1.3E and 1.55E.

28. Hybrid shear wall system (1) according to claim 27, wherein the columns (120) and sills (130) are, preferably of reconstituted laminated strand lumber (LSL) or glued laminated laminated lumber (MLE).

Description

DESCRIPTION OF THE DRAWINGS

[0088] A detailed description of the invention will be carried out in conjunction with the figures which form an integral part of this embodiment, wherein:

[0089] FIG. 1 shows an isometric exploded view according to a first embodiment of the cutting wall.

[0090] FIG. 2 shows a front elevational view of the first embodiment of the cutting wall.

[0091] FIG. 3 shows a front elevational view of a second embodiment of the cutting wall.

[0092] FIG. 4 shows an exploded, exploded isometric view of the second embodiment of the cutting wall.

[0093] FIG. 5 shows an isometric view in partial exploded view of the second embodiment of the cutting wall.

[0094] FIG. 6 shows a side elevational view of the first embodiment of the cutting wall.

[0095] FIG. 7 shows a front elevational schematic view of an example assembly of two cutting walls stacked together.

[0096] FIG. 8 shows an isometric view of the first embodiment of the reinforced cutting wall.

[0097] FIG. 9 shows an exploded isometric view of the second embodiment of the cutting wall.

[0098] FIG. 10 shows an exploded isometric view of the first embodiment of the cutting wall.

[0099] FIG. 11 shows a side elevational view of the second embodiment of the cutting wall.

DETAILED DESCRIPTION OF THE INVENTION

[0100] With reference to the figures which form an integral part of this embodiment, and thus as illustrated by way of example in FIG. 1, the present invention relates to a hybrid cutting wall (1) system for the construction of massive wooden buildings of more than two floors in seismic zones, which exhibits a ductile behavior and reduced rollover effect against a lateral load caused by destructive natural events, such as strong winds or winds.

[0101] The invention comprises an inner frame (100) with hinged (120) connecting nodes between columns (120) and solders (130), to which the outer mass (200) panels are joined at both sides by means of individual energy dissipating connectors (300), wherein the frame (100) comprises post tensioned self-centering means (400), which in conjunction with the articulated nodes (110), the outer mass wooden panels (200) and the individual energy dissipating connectors (300) they allow the cutting wall (1) to behave in a ductile manner and with reduced rollover effect against a high lateral load.

[0102] Taking as example, FIG. 2, the columns (120) conforming to the frame (100) comprise end side columns (121) containing at least one inner longitudinal channel (122) by which they traverse the self-centering means (400). The columns (120) further comprise at least one intermediate column (123), and wherein each of the columns (120) exhibits an upper lower face (124), a lower face (125), an outer longitudinal face (126), an inner longitudinal face (127) and opposite front faces (128).

[0103] Now, in reference to FIG. 3, in this configuration the welds (130) conforming to the inner frame (100) comprise an upper hearth (131) and a lower hearth (132), which contain at least two transverse channels (133) whereby they pass through said self-centering means (400). The solders (130) comprise minor lateral faces (134), an outer longitudinal face (135), an inner longitudinal face (136) and opposite front longitudinal faces (137). In another configuration, as seen in FIG. 2, the welds (130) are arranged between the columns (120), and therefore lack transverse channels for the passage of the self-centering means (400).

[0104] As shown in FIG. 4, the articulated nodes (110) of the inner frame (100) comprise a pivoting mechanical attachment means that allows for assembly with relative movement in a plane between said columns (120) and the solders (130). This mechanical attachment means conforming to the articulated nodes (110) may consist of a set or pair of rigid support plates (111) parallel to each other traversed by a transverse link pin (112) where each set of the platens (111), as seen In FIG. 5, can be fixed to the inner longitudinal face (136) of the plates (130) and then between the platens (111) each column (120) attached to the front faces (128) of said columns.

[0105] Alternatively, the mechanical attachment means may consist of a support lug (not shown) attached to the inner longitudinal faces of the columns, on which the ends of the plates are seated. Yet another alternative may consist of a seat bracket (not shown) projecting laterally from the columns, on which the ends of the plates are seated.

[0106] Now, in abutment with that illustrated in FIG. 6, the self-centering means (400) comprises non adhered tensioners (401), with a lower end (402), an opposite upper end (403) and arranged along the cutting wall (1). The can be non-stick, spun bars or toron, non-stick, type steel cables.

[0107] As best illustrated in FIG. 7, in the assembly of two cutting walls (1) (G), the lower end (402) of the tensioners (401) is anchored embedded in a foundation (A) when it is treated from the lower cutting wall (1) of the first floor, but also, when the upper cutting wall (G) is treated, the lower end (402′) of the tensioners (402′) may be fixed, although axially adjustable, to a coupling connector (B), where this connector (B) allows for the attachment of the tensioners (401), (401′) between stacked walls. The upper end (403) of the stiffeners (401) of the lower wall (1) is fixed, but is axially adjustable, to the coupling connector (B); or said upper end (403′) of the brackets (401′) of the top wall (G) is fixed axially to an anchor plate (D) at the upper end of the same upper wall ( ).

[0108] The lower deck (132) of the lower wall (1) can be attached to the foundation (A) by means of anchoring bolts (E), which are the same with which the lower wall (132′) of the top wall (G) is attached to the top sill (131) of the bottom wall (1); additionally, the walls (1), (G) can consider means of lateral fixing of the key type of cutting (EF).

[0109] As seen in FIG. 8, the power sinks comprise a plurality of individual elements, each of which are attached to each of the outer mass (200) panels with the articulated inner frame (100), which are installed throughout the perimeter of the panel (200). These may be pin type metal connectors selected from the group of pins, screws and nails, preferably self-piercing pins and threaded screws throughout the entire length thereof.

[0110] The inner frame may take different configurations depending primarily on the material used; in one embodiment of the inner frame with tubular steel or concrete profiles, as illustrated in FIG. 9, the upper (131) and lower (132) solders acquire the total width of the wall, where the inner longitudinal face (136) of said upper tile (131) abuts against the upper lower faces (122) of the columns (120) while the lower faces (125) of the columns (120) about the inner longitudinal face (136) of the lower hearth (132).

[0111] In another embodiment of the inner frame, as illustrated in FIG. 10, such as shown in FIG. 10, such as of the type made with columns and wood flooring, the plates (130) are located inside the columns (120), thus, the latter are extended by the overall height of the wall; specifically, the lateral minor faces (134) of the plates lie in abutment with the inner longitudinal face (127) of the side columns (121). In the event that the wall configuration also comprises an intermediate column (123), the lower lateral faces (134) of the plates are also of stop to the sides of this intermediate column. This configuration of the inner frame may also be applied in the event that columns and containers are made of concrete.

[0112] As seen in FIG. 11, preferably, the outer panels (200) are laminated Against laminated (CLT) wood panels with a thickness between 60 mm and 100 mm, the columns (120) and welds (130) conforming to the inner frame (100) may be steel Profiles with a resistance from ASTM a −36 to ASTM a −53 (240 to 365 MPa), may be of concrete with a compressive strength in the Range of 20 to 35 MPa or may be of laminated wood with a strength of the range between 1,3E and 155E.