US20170138043A1 - Moment frame links wall - Google Patents
Moment frame links wall Download PDFInfo
- Publication number
- US20170138043A1 US20170138043A1 US15/419,741 US201715419741A US2017138043A1 US 20170138043 A1 US20170138043 A1 US 20170138043A1 US 201715419741 A US201715419741 A US 201715419741A US 2017138043 A1 US2017138043 A1 US 2017138043A1
- Authority
- US
- United States
- Prior art keywords
- structural support
- yield
- support member
- lateral
- bracing system
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Abandoned
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/62—Insulation or other protection; Elements or use of specified material therefor
- E04B1/92—Protection against other undesired influences or dangers
- E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
- E04H9/0237—Structural braces with damping devices
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/36—Bearings or like supports allowing movement
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
- E04B2/56—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/028—Earthquake withstanding shelters
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/14—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate against other dangerous influences, e.g. tornadoes, floods
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2415—Brackets, gussets, joining plates
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2442—Connections with built-in weakness points
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2448—Connections between open section profiles
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2463—Connections to foundations
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B2001/2496—Shear bracing therefor
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A50/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE in human health protection, e.g. against extreme weather
Definitions
- the present invention relates to hysteretic damping for structures used in light-framed constructions, and in particular to a lateral bracing system constructed to provide a high degree of energy dissipation through hysteretic damping along with high initial stiffness so that energy is dissipated at low force thresholds within a light-framed construction.
- lateral bracing systems were developed to counteract the potentially devastating effects of shear stress on the structural integrity of light-framed constructions.
- typical lateral bracing systems include vertical studs spaced from each other and affixed to horizontal top and bottom plates.
- the bottom plate is typically anchored to the floor diaphragm or foundation.
- the bracing system typically further includes sheathing affixed to the studs, upper plate and/or lower plate to increase structural performance under lateral forces.
- the sheathing used may be oriented strand board (OSB) or plywood, but fiberboard, particleboard and drywall (gypsum board) are also used.
- light-framed construction wall sections may include lateral bracing systems in the form of prefabricated shearwalls.
- Shearwalls within wall sections of light-framed constructions provide lateral stability and allow the lateral forces in the wall sections to be transmitted from the upper portions of the wall through the shearwalls to the floor diaphragm or foundation of the building where they are dissipated without structural effect on the wall or building.
- FIG. 1 shows a conventional shearwall 20 mounted at its bottom on a support surface 22 and at its top to a pair of top plates 24 .
- a lateral force F as shown will result in a downward force F 1 at point A and an upward force F 2 at point B. Under high lateral loads, these upward and downward loads can damage the wall 20 and/or the support structures above and below the wall.
- the lateral bracing includes a structural moment frame supported between an underlying support surface such as a building foundation and an upper support surface such as a top plate.
- the moment frame may be pivotally affixed to the underlying support surface by a pivot coupling, such as for example a pin joint.
- the moment frame may similarly be affixed to the upper support surface by a second pivot coupling.
- the lateral bracing system may further include a pair of yield links affixed between the frame and the underlying surface, one such yield link on each side of the moment frame.
- the yield link is provided to yield under a lateral load applied to the structural frame.
- the pivot couplings allow the structural frame to pivot to dissipate stress from within the structural frame.
- the yield links have a yield point below that of the moment frame, and will yield under lateral forces exerted on the lateral bracing system before the moment frame.
- a second pair of yield links may be provided between the moment frame and the upper support surface to improve the rigidity of the structure while still allowing the links to yield prior to damage to the structural moment frame.
- the lateral bracing system in the event the links are damaged upon yielding, the lateral bracing system may be restored to its virgin integrity and load bearing capabilities simply by removing and replacing the yield links. The structural frame need not be replaced.
- the lateral bracing system may consist of a vertical column element coupled to a horizontal beam element with a moment resisting joint.
- This moment resisting joint could consist of a central hinge, for example defined by a mounting element, with a pair of exterior yielding links, one on either side of the central hinge.
- the bending strength of the column and beam could be designed to exceed the moment capacity of the yielding links, thus restricting damage in a lateral event to the links only.
- the beam could be configured to either run over the top of the column, or frame into the side of the column, without impacting the performance of the connection via the yielding links.
- the moment resisting joint between the beam and column alleviates the need for a similar connection at the column base, at, for example, the foundation or lower floor. This means that forces that would otherwise be transmitted to the foundation or floor are drastically reduced, and energy dissipation of a lateral event would be contained within the frame and not rely on a yielding connection to the surrounding structure.
- a beam/column configuration may be used in a variety of applications, such as for example at the structural opening at garage fronts in light frame constructions, or around windows in light frame constructions.
- a column element could also be placed on either side of the beam element allowing for two energy dissipating joints in the assembly, each containing a pair of yielding links.
- FIG. 1 is a prior art front view of a conventional wall under a lateral load
- FIG. 2 is a perspective view of a lateral bracing system according to a first embodiment of the present invention
- FIG. 3 is a front view of the lateral bracing system shown in FIG. 1 ;
- FIG. 4 is a side view of the lateral bracing system shown in FIG. 2 ;
- FIG. 5 is an enlarged partial perspective view of a bottom portion of the lateral bracing system according to the present invention.
- FIG. 5A is an enlarged partial perspective view of a bottom portion of the lateral bracing system including yield links according to an alternative embodiment of the present invention
- FIG. 5B is an enlarged partial perspective view of a bottom portion of the lateral bracing system according to an alternative embodiment of the present invention.
- FIG. 6 is a perspective view of a lateral bracing system according to a second embodiment of the present invention.
- FIG. 7 is a front view of a lateral bracing system shown in FIG. 6 ;
- FIG. 8 is a perspective view of the lateral bracing system according to a third embodiment of the present invention.
- FIG. 9 is a front view of the lateral bracing system shown in FIG. 8 ;
- FIG. 10 is a perspective view of a lateral bracing system according to an alternative embodiment of the present invention.
- FIG. 11 is a front view of the lateral bracing system according to FIG. 10 ;
- FIG. 12 is a top view of the lateral bracing system according to FIG. 10 ;
- FIGS. 13 through 15 are alternative embodiments of the lateral bracing system shown in FIGS. 10-12 .
- FIGS. 2 through 15 which in embodiments of the invention relate to a lateral bracing system having high initial stiffness and including yield links capable of effectively dissipating shear stresses generated within the lateral bracing system under lateral loads.
- the present invention may be embodied in many different forms and should not be construed as being limited to the embodiments set forth herein. Rather these embodiments are provided so that this disclosure will be thorough and complete and will fully convey the invention to those skilled in the art. Indeed, the invention is intended to cover alternatives, modifications and equivalents of these embodiments, which are included within the scope and spirit of the invention as defined by the appended claims.
- numerous specific details are set forth in order to provide a thorough understanding of the present invention. However, it will be clear to those of ordinary skill in the art that the present invention may be practiced without such specific details.
- a lateral bracing system 100 including a moment frame 101 and yield links 110 .
- Moment frame 101 is a structural frame including a substantially flat planar diaphragm 102 bounded along each of its longitudinal edges by framing members 104 .
- Diaphragm 102 and framing members 104 may each be formed of 7-gauge sheet steel (0.1875 inches). Other gauges, such as for example 10-gauge sheet steel, and other materials, such as for example sawn and/or engineered lumber may be used in alternative embodiments.
- the moment frame 101 may instead by formed of a single rolled steel section having a C-shape or Z-shape in a horizontal cross-section. While framing members are shown only along the two vertical edges of diaphragm 102 , it is understood that the framing members may additionally extend around the top and/or bottom edges of the diaphragm 102 in alternative embodiments.
- Diaphragm 102 is mounted to a sill plate 106 by a pair of right angle brackets 108 , formed for example of 1 ⁇ 2 inch thick steel plate.
- Each of the right angle brackets 108 includes a first section mounted on sill plate 106 as by welding, bolting, gluing and/or other affixation mechanisms, and each bracket 108 includes a second portion extending up from the sill plate which is juxtaposed to each other in a spaced and parallel relation. The second portions of each of brackets 108 are spaced so as to receive a lower portion of diaphragm 102 therebetween.
- the diaphragm 102 may be fixed to the brackets 108 by a pivot coupling such as a pin joint formed by pin 109 ( FIG.
- the pin joint allows pivoting of the moment frame under an applied lateral load.
- the top of the moment frame may also be mounted to its support surface by a pivot coupling allowing pivoting of the moment frame under lateral loads.
- the top and/or bottom of the moment frame may be affixed with a fixed coupling instead of a pivot coupling.
- the pin joint fixedly mounts the diaphragm 102 to the brackets 108 and sill plate 106 , but prevents stress between the diaphragm and the brackets by allowing the diaphragm to pivot with respect to the brackets.
- the pin joint prevents damage to the moment frame 101 , by allowing the moment frame to pivot, thereby preventing the build-up of large sheer stresses within the moment frame 101 that would otherwise occur if the moment frame were constrained from pivoting.
- the bottom portion of diaphragm 102 has edges which slope upward from a neutral longitudinal axis of diaphragm 102 to framing members 104 as shown in FIGS. 2, 3, 5 and 5A .
- the slope prevents contact or binding of portions of lateral bracing system 100 against the sill plate upon pivoting of the lateral bracing system under lateral loads. Such contact could otherwise damage the moment frame, sill plate and/or the underlying surface.
- the angle of the slope may vary in alternative embodiments, from greater than zero degrees and higher from the horizontal, and from about 2° to about 5° in further embodiments. It is also contemplated that the bottom portion of the diaphragm 102 have no slope, but rather be horizontal to sill plate 106 . Such an embodiment is shown for example in FIG. 5B . In such an embodiment, the bottom edge of the diaphragm may be flush against or slightly spaced from the sill plate.
- Sill plate 106 is in turn affixed to an underlying surface by anchors 130 as explained hereinafter.
- sill plate 106 may be formed of 1 ⁇ 2-inch thick steel. It is understood that both sill plate 106 and right angle brackets 108 may be formed of thicknesses other than 1 ⁇ 2-inch, and/or materials other than steel, in alternative embodiments of the invention.
- Yield links 110 are provided to dissipate shear stresses within lateral bracing system 100 generated by lateral loads, and to prevent the moment frame 101 from being damaged due to such sheer stresses.
- the lateral bracing system 100 exhibits high stiffness and rigidity for sheer stresses within the system below a threshold level.
- yield links 110 have a yield capacity below bending strength of moment frame 101 , and will yield under lateral forces exerted on the lateral bracing system before moment frame 101 .
- a lateral force on bracing system 100 will result in upward and downward forces in the framing members 104 and along the longitudinal edges of the moment frame 101 , as well as shear stresses within the moment frame around the neutral longitudinal axis of the moment frame.
- the upward and downward forces are transmitted to and borne by the yield links 110 .
- the yield links will yield, allowing the moment frame to pivot around the pin joint(s) and dissipating the shear stresses from within the moment frame.
- the pivoting allowed by the pin joint(s) and the yielding of the yield links thus prevents damage to the moment frame which may have occurred if the shear stresses within the moment frame were allowed to exceed the yield point of the moment frame.
- the yield links 110 have a design allowing them to yield stably under both tension yield and compression yield.
- Embodiments of the present invention preferably include a pair of yield links 110 , one on either side of moment frame 101 .
- the yield links 110 are identical to each other in embodiments of the present invention, and the following description applies to both yield links. It is understood that the yield links may not be identical to each other in alternative embodiments of the present invention.
- lateral bracing system 100 includes only one yield link 110 on either side of moment frame 101 in alternative embodiments of the invention.
- a yield link 110 is preferably formed of a yield member 114 mounted to the lateral bracing system by an upper mount 112 and a lower mount 116 .
- the yield member 114 may have ends which are threaded, so as to mate with threads within the upper and lower mounts 112 , 116 to affix the yield member to the mounts.
- the threads at opposite ends of yield member 114 may be oppositely facing so that the distance between mounts 112 and 116 , and the forces within yield link 110 , may be adjusted by rotating yield member 114 .
- yield member 114 may be affixed to upper and lower mounts 112 , 116 as by welding, bolting, gluing and/or other affixation mechanisms.
- Upper and lower mounts 112 , 116 are preferably formed of steel.
- Yield member 114 may be formed of mild steel, such as for example ASTM A36 steel. Other materials exhibiting stable yielding qualities and good energy absorption may alternatively be used for yield member 114 , including other metals such as for example copper and bronze, and various polymers.
- a casing (not shown) may be provided around yield member 114 so that yield member 114 and the casing together form an element with not only stable tension yielding behavior, but also stable compression yielding behavior because of the prevention of buckling by the casing.
- the casing in such an embodiment may be formed of various materials, such as concrete, a variety of polymers, or wood.
- the yield member 114 will yield stably, controllably and predictably in tensile yields and/or compression yields upon application of lateral loads above a threshold level.
- the threshold level at which the yield member will yield may also be controlled and predictable based on the configuration of the yield link.
- the thickness of the steel from which the yield member 114 is formed, as well as the length of the yield member, may be optimized by computer modeling to provide the desired performance and yield characteristics for yield links 110 .
- yield member 114 may be formed of 1 inch diameter steel, and the upper and lower mounts may be separated a distance of 6 inches. However, it is understood that the desired configuration of the yield links may vary in alternative embodiment.
- yield link 110 is shown including a straight length of circular steel in the figures, it is understood that yield link 110 may have various configurations in different embodiments of the present invention, with a provision that the yield link stably under lateral loads applied to lateral bracing system 100 .
- the straight yield member 114 may be replaced by a length of steel having a variety of configurations that will allow yield link 110 to stably yield under lateral loads above predictable levels.
- the yield member 114 may include bends or a helix. It may also have cross-sectional shapes other than round in alternative embodiments, such as for example that shown in FIG. 5A , discussed hereinafter.
- Upper mount 112 may be affixed to frame member 104 as by welding, bolting, gluing and/or other affixation mechanisms.
- Lower mount 116 may be affixed to sill plate 106 by mounting plates 118 , which may be steel plates affixed to opposed sides of lower mount 116 .
- Mounting plates 118 may in turn be bolted to a U-shaped channel 120 by a pin joint including pin 122 fixed within holes formed in opposed mounting plates 118 and opposed sidewalls of U-shaped channel 120 .
- the pin joint allows pivoting of yield link 110 with respect to the U-shaped channel 120 and sill plate 106 to prevent generation of sheer stresses between yield link 110 and U-shaped channel 120 .
- lower mount 116 may be affixed to sill plate 106 , either directly or indirectly, by other mechanisms in alternative embodiments of the present invention.
- the mounting plates 118 may be omitted, and a hole formed through the lower mount so as to allow the lower mount to be affixed to the U-shaped channel 120 by pin 122 .
- the pin joint may be omitted in an alternative embodiment, so that the lower mount 116 is affixed to the sill plate 106 without the ability to freely pivot with respect to the sill plate.
- the upper mount 112 may be affixed to the frame member 104 by a pin joint between the upper mount and the frame member instead of or in addition to the pin joint mounting the lower mount 116 to the sill plate 106 .
- the yield link 160 may be formed from one or more flat plate elements 162 that are affixed at one end to the frame member 104 by bolts, welding, gluing and/or other affixation means, and at the opposite end to the sill plate 106 by bolts, welding, gluing and/or other affixation means.
- the flat plate element(s) may have a constant cross-sectional shape, or the element(s) may have a central tapered midsection 164 similar to a milled steel coupon sample.
- a buckling restraint stiffener 166 as shown may further be provided.
- the buckling restraint stiffener 166 may be affixed to the frame member 104 as by bolting, welding, gluing and/or other affixation means.
- the buckling restraint stiffener shown has a corrugated cross-section, but it is understood that other cross-sections may be provided to effectively restrain the flat plate element 162 from buckling under compressive loads.
- Sill plate 106 is mounted on an underlying support surface 126 by means of anchors 130 .
- the underlying support surface 126 comprises a concrete foundation, but it is understood that underlying support surface 126 may be any surface on which a conventional lateral bracing system may be located, for example, a floor diaphragm on the building foundation or a floor diaphragm on a top plate of a lower floor.
- Anchors 130 may be conventional anchors for mounting a wall section to underlying support surface 126 , and depending on the nature of support surface 126 , anchors 130 may be for example strap anchors, mud sill anchors, retrofit bolts, foundation plate hold downs, straps, ties, nails, screws, framing anchors, plates or a combination thereof.
- the bracing system 100 may be attached to one or more top plates 128 , as by bolts fitting through the top plates and into moment frame 101 . It is understood that the bracing system 100 may be affixed to top plates 128 by other mechanisms in alternative embodiments.
- FIGS. 6 and 7 One such alternative embodiment for affixing bracing system 100 to top plates 128 is shown in FIGS. 6 and 7 .
- the embodiment shown in FIGS. 6 and 7 is substantially similar to the embodiments disclosed with respect to FIGS. 2-5 , with the exception that moment frame 101 is affixed to top plates 128 via a pivot coupling such as a pin joint.
- the moment frame may be affixed to the top plates by a pair of right angle brackets 140 similar in structure and operation to right angle brackets 108 .
- a pin 142 is received within aligned holes formed through brackets 140 and a top portion of diaphragm 102 to affix the moment frame 101 to top plates 128 .
- the pin joint allows pivoting of lateral bracing system 100 with respect to top plates 128 without generating sheer stresses in the diaphragm 102 or top plates 128 .
- damage to the moment frame is prevented by allowing the moment frame to pivot and dissipate the energy within the moment frame which could otherwise damage the moment frame if it were allowed to build up beyond the yield point of the moment frame.
- the top portion of diaphragm 102 has edges which slope downward from a neutral longitudinal axis of diaphragm 102 to framing members 104 as shown in FIGS. 6 and 7 .
- the slope prevents contact or binding of portions of lateral bracing system 100 against top plates 128 upon pivoting of the lateral bracing system under lateral loads.
- the aligned holes formed in respective brackets 140 for receiving pin 142 have an oblong shape. This shape significantly or entirely prevents vertical loads from top plates 128 from being transmitted to lateral bracing system 100 . Thus, only lateral loads are transmitted. As explained hereinafter, the decoupling of vertical loads allows for easier control and predictability of the yield links performance.
- the diaphragm 102 has longitudinal edges and framing members 104 which slope inward from bottom to top, for example, 2 to 10 degrees from vertical. It is understood that the edge may be vertical (i.e. 0 degree slope) in alternative embodiments. It is understood that the embodiments described with respect to FIGS. 2-5 above, and FIGS. 8-9 below may have similarly sloped edges.
- FIGS. 8 and 9 A further alternative embodiment of the present invention is shown in FIGS. 8 and 9 .
- the embodiment shown in FIGS. 8 and 9 is similar to the embodiments described above with respect to FIGS. 6 and 7 , with the exception that a second pair of yield links 150 are provided.
- Yield links 150 are mounted between moment frame 101 and top plates 128 , and are structurally and operationally similar to yield links 110 .
- Yield links 110 and 150 together with framing members 104 define a structural frame providing high initial stiffness and stable, controlled and predictable yielding under lateral forces above a predetermined threshold level.
- the addition of the second pair of yield links improves the rigidity of the structure while still allowing the links to yield prior to damage to the structural moment frame. It is understood that yield links 110 may be omitted in alternative embodiments leaving only yield links 150 at the top of the moment frame.
- the width of the lateral bracing system 100 may be such that it fits in between support studs formed in a wall.
- a plurality of lateral bracing systems according to the present invention may be provided within a wall to greatly enhance the ability of the wall to withstand lateral loads and sheer stresses.
- the width of the lateral bracing system may be approximately 14 inches. However, the width may be greater than or less than 14 inches in alternative embodiments.
- the lateral bracing system 100 need not fit between support studs in alternative embodiments.
- lateral bracing system 100 has sufficient stiffness and rigidity to provide a high degree of resistance to deflection under applied lateral loads.
- the structure of the present invention provides for stable yielding of the yield links and deflection of the moment frame. In this way, the applied lateral loads are hysteretically dampened from the system, and a high degree of energy is dissipated, thereby preventing damage to the moment frame 101 .
- the energy dissipation provided by the yield links described above allows the lateral bracing system 100 to be designed to withstand lower sheer forces in comparison to conventional systems of similar dimensions. This translates into lower design forces for the anchors and underlying support surface as well.
- the reduction in design forces within lateral bracing system due to the yield links 110 / 150 / 160 cascades throughout the entire design.
- isolating the vertical loads with the pin joints at the top and/or bottom of the lateral bracing system allows for easy and predictable control of various parameters of the lateral bracing system, including for example the initial stiffness of the lateral bracing system, the amount of deflection the top of the wall may undergo, the amount of force required before the yield links will yield, and peak anchor bolt demands.
- the energy dissipation and stable yielding of the yield links allow the system 100 to withstand repeated deflection under lateral loads without failure.
- the lateral bracing system may be restored to its virgin integrity and load bearing capabilities simply by removing and replacing the yield links.
- the structural frame remains intact and need not be replaced.
- the lateral bracing system 100 has been comprised of a moment frame having yield links affixed to either side.
- the lateral bracing system 100 may be formed of a vertical column affixed to a horizontal beam by a moment resisting joint comprised of a central mounting element and yield links on either side of the mounting element.
- the moment resisting joint provides moment and displacement resistance between the beam and column, while allowing stable yield upon high lateral forces.
- a lateral bracing system 100 including a vertical column 180 affixed to a horizontal beam 182 by a moment resisting joint 184 comprised of a central mounting element 188 and yield links 160 .
- a moment resisting joint 184 comprised of a central mounting element 188 and yield links 160 .
- the moment resisting joint includes yield links 160 , for example as shown and described above with reference to FIG. 5A .
- an end of the beam is mounted onto the side of the column via an end plate 186 .
- the pair of yield links 160 may be provided on top and bottom horizontal flanges of the beam 182 between the beam and the end plate.
- the beam may alternatively be on top of the column so that an end of the column is mounted to a flange of the beam via an end plate.
- the yield links 160 would be provided on respective vertical flanges between the column and the end plate.
- the beam 182 may include a central diaphragm with sloping edges as shown and as described above.
- a central point of the diaphragm may be affixed to end plate 186 via a mounting element 188 .
- the mounting element 188 may be no more than a welded seam, such as shown in FIGS. 10 and 11 .
- the central diaphragm of the beam may be affixed to the end plate by other types of mounting elements, such as for example a pair of brackets having a pin joint ( FIGS.
- FIGS. 14 and 15 a pair of brackets or plates not having a pin joint, but instead simply affixing the diaphragm to the end plate as by bolts, welds, gluing and/or other affixation means ( FIGS. 14 and 15 ).
- the end plate 186 is in turn affixed to a vertical flange of the column 180 via bolts 192 , welding, gluing and/or other affixation means.
- the yield links shown in FIGS. 10-15 are those described above with respect to FIG. 5A . However, it is understood that any configuration of yield link described herein may be used in the embodiments described with reference to FIGS. 10-15 .
- stiffeners 194 may be welded, bolted, glued and/or otherwise affixed to the central diaphragm and flange of the column 180 .
- the stiffeners 194 are structural pieces that extend perpendicularly from the opposed surfaces of the central diaphragm and flange on both the front and back surfaces of the diaphragm. Four such stiffeners are shown in FIGS. 10-12 .
- the stiffeners may extend partly across the column diaphragm as shown, or entirely across the diaphragm.
- FIG. 13 shows an alternative system to improve the load-bearing capabilities at the joint between the column and beam.
- the portion 196 of the vertical flange in contact with the end plate 186 may be made thicker. This may be done by removing the top portion of the flange and replacing it with a thicker member, or otherwise fortifying the top portion of the flange.
- the portion 196 may be used instead of or in addition to the stiffeners 194 . It is further understood that the stiffeners 194 and/or thicker portion 196 may be omitted in embodiments of the present invention.
- the moment resisting joint shown in FIGS. 10-13 provides high initial stiffness and resistance to relative movement between the column 180 and the beam 182 under lateral loads, but provides stable yielding under lateral loads above a controllable level.
- bending strength of the column and beam could be designed to exceed the moment capacity of the yield links.
- the yield links 160 yield under lateral loads before bending or deformation of the column or beam, and any damage is limited to the yield links which may be easily removed and replaced.
- the beam could be configured to either run over the top of the column, or frame into the side of the column, without impacting the performance of the connection via the yielding links.
- the moment resisting joint between the beam and column alleviates the need for a similar connection at the column base, at, for example, the foundation or lower floor. This means that forces that would otherwise be transmitted to the foundation or floor are drastically reduced, and energy dissipation of a lateral event would be contained within the frame and not rely on a yielding connection to the surrounding structure.
- a beam/column configuration may be used in a variety of applications, such as for example at the structural opening at garage fronts in light frame constructions, or around windows in light frame constructions.
- a column element could also be placed on either side of the beam element allowing for two energy dissipating joints in the assembly, each containing of a pair of yielding links.
- the portion of the central diaphragm which affixes to the sill plate ( FIGS. 2-9 ) or endplate ( FIGS. 10-15 ) need not have sloping edges.
- FIGS. 14 and 15 Such an embodiment is shown in FIGS. 14 and 15 .
- the central diaphragm of the beam may affix to the endplate as by a mounting element 188 in the form of a plate which is bolted to the central diaphragm and welded to the endplate.
- the mounting element 188 may be affixed to both the central diaphragm and endplate by bolting, welding, gluing and/or other mounting means in alternative embodiments. As best seen in FIG.
- a slight space may be left between the end of the beam 182 and endplate 186 to allow rotation between the beam and column upon high lateral loads and yielding of the yield links without binding between the column and beam. It is understood that the moment frame 101 of FIGS. 2-9 may also be affixed at its top or bottom with a configuration as shown and described with respect to FIGS. 14 and 15 .
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Business, Economics & Management (AREA)
- Emergency Management (AREA)
- Environmental & Geological Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
- Joining Of Building Structures In Genera (AREA)
Abstract
Description
- This application is a continuation of U.S. patent application Ser. No. 14/319,983 filed Jun. 30, 2014 entitled MOMENT FRAME LINKS WALL, which is a continuation of U.S. patent application Ser. No. 13/214,000 filed Aug. 19, 2011 entitled MOMENT FRAME LINKS WALL, now U.S. Pat. No. 8,763,319, which is a continuation of U.S. patent application Ser. No. 10/847,851 filed on May 18, 2004 entitled MOMENT FRAME LINKS WALL, now U.S. Pat. No. 8,001,734, which applications are incorporated herein by reference in their entirety.
- Field of the Invention
- The present invention relates to hysteretic damping for structures used in light-framed constructions, and in particular to a lateral bracing system constructed to provide a high degree of energy dissipation through hysteretic damping along with high initial stiffness so that energy is dissipated at low force thresholds within a light-framed construction.
- Description of the Related Art
- Shear stresses due to natural phenomena such as seismic activity and high winds can have devastating effects on the structural integrity of light-framed constructions. Lateral forces generated during such natural phenomena may cause the top portion of a wall to move laterally with respect to the bottom portion of the wall, which movement can result in damage or structural failure of the wall and, in some instances, collapse of the building.
- In constructions such as residences and small buildings, lateral bracing systems were developed to counteract the potentially devastating effects of shear stress on the structural integrity of light-framed constructions. Although various designs are known, typical lateral bracing systems include vertical studs spaced from each other and affixed to horizontal top and bottom plates. The bottom plate is typically anchored to the floor diaphragm or foundation. The bracing system typically further includes sheathing affixed to the studs, upper plate and/or lower plate to increase structural performance under lateral forces. The sheathing used may be oriented strand board (OSB) or plywood, but fiberboard, particleboard and drywall (gypsum board) are also used.
- Alternatively or additionally, light-framed construction wall sections may include lateral bracing systems in the form of prefabricated shearwalls. Shearwalls within wall sections of light-framed constructions provide lateral stability and allow the lateral forces in the wall sections to be transmitted from the upper portions of the wall through the shearwalls to the floor diaphragm or foundation of the building where they are dissipated without structural effect on the wall or building.
- Many conventional lateral bracing systems perform well initially under lateral loads, but yield and fail upon the repetitive lateral loads which often occur during significant seismic activity and high winds. Upon appreciable yield or failure of the lateral bracing system, the entire system must be replaced.
- It is known to provide conventional high strength walls that are capable of withstanding significant lateral loads that occur during seismic and other events. However, such walls place high demands on foundation anchorage and the foundation itself. Namely, the holdown bolts and foundation must also be made strong enough to withstand the large forces transmitted from the wall as they are dissipated through the holdown bolts and into the foundation. Therefore, while stronger walls conventionally perform better under the seismic activity and other loads, conventional design requirements attendant stronger walls cascade throughout the entire structure, requiring stronger foundation anchorage and stronger foundations.
- A further difficulty with conventional lateral bracing walls is that the corners of such walls tend to bind against their support surfaces under lateral loads.
FIG. 1 shows aconventional shearwall 20 mounted at its bottom on asupport surface 22 and at its top to a pair oftop plates 24. A lateral force F as shown will result in a downward force F1 at point A and an upward force F2 at point B. Under high lateral loads, these upward and downward loads can damage thewall 20 and/or the support structures above and below the wall. - It is, therefore, an advantage of the present invention to provide a lateral bracing structure having high initial stiffness.
- It is another advantage of the present invention to provide a lateral bracing system including controlled and predictable deflection and load bearing characteristics of the wall member and controlled and predictable yield of the yield links.
- It is a still further advantage of the present invention to provide a lateral bracing system where failure is limited to the yield links, which are easily replaced, thereby restoring the lateral bracing system to its full load bearing capacity.
- It is another advantage of the present invention to provide a lateral bracing system capable of fitting between conventionally located wall studs, and which can be isolated from gravity loads.
- These and other advantages are provided by the present invention, which in embodiments relates to a lateral bracing system for use in constructions such as light framed constructions. The lateral bracing includes a structural moment frame supported between an underlying support surface such as a building foundation and an upper support surface such as a top plate. The moment frame may be pivotally affixed to the underlying support surface by a pivot coupling, such as for example a pin joint. The moment frame may similarly be affixed to the upper support surface by a second pivot coupling.
- The lateral bracing system may further include a pair of yield links affixed between the frame and the underlying surface, one such yield link on each side of the moment frame. The yield link is provided to yield under a lateral load applied to the structural frame. Upon such yielding, the pivot couplings allow the structural frame to pivot to dissipate stress from within the structural frame. The yield links have a yield point below that of the moment frame, and will yield under lateral forces exerted on the lateral bracing system before the moment frame. Thus, damage to the moment frame is prevented by allowing the moment frame to pivot and dissipate the energy within the moment frame which could otherwise damage the moment frame if it were allowed to build up beyond the yield point of the moment frame.
- In an alternative embodiment of the present invention, a second pair of yield links may be provided between the moment frame and the upper support surface to improve the rigidity of the structure while still allowing the links to yield prior to damage to the structural moment frame. In embodiments including one or two pairs of yield links, in the event the links are damaged upon yielding, the lateral bracing system may be restored to its virgin integrity and load bearing capabilities simply by removing and replacing the yield links. The structural frame need not be replaced.
- In another alternative embodiment of the present invention, the lateral bracing system may consist of a vertical column element coupled to a horizontal beam element with a moment resisting joint. This moment resisting joint could consist of a central hinge, for example defined by a mounting element, with a pair of exterior yielding links, one on either side of the central hinge. The bending strength of the column and beam could be designed to exceed the moment capacity of the yielding links, thus restricting damage in a lateral event to the links only. Furthermore, the beam could be configured to either run over the top of the column, or frame into the side of the column, without impacting the performance of the connection via the yielding links.
- Additionally, the moment resisting joint between the beam and column alleviates the need for a similar connection at the column base, at, for example, the foundation or lower floor. This means that forces that would otherwise be transmitted to the foundation or floor are drastically reduced, and energy dissipation of a lateral event would be contained within the frame and not rely on a yielding connection to the surrounding structure. Such a beam/column configuration may be used in a variety of applications, such as for example at the structural opening at garage fronts in light frame constructions, or around windows in light frame constructions. In such an installation a column element could also be placed on either side of the beam element allowing for two energy dissipating joints in the assembly, each containing a pair of yielding links.
- The present invention will now be described with reference to the figures, in which:
-
FIG. 1 is a prior art front view of a conventional wall under a lateral load; -
FIG. 2 is a perspective view of a lateral bracing system according to a first embodiment of the present invention; -
FIG. 3 is a front view of the lateral bracing system shown inFIG. 1 ; -
FIG. 4 is a side view of the lateral bracing system shown inFIG. 2 ; -
FIG. 5 is an enlarged partial perspective view of a bottom portion of the lateral bracing system according to the present invention; -
FIG. 5A is an enlarged partial perspective view of a bottom portion of the lateral bracing system including yield links according to an alternative embodiment of the present invention; -
FIG. 5B is an enlarged partial perspective view of a bottom portion of the lateral bracing system according to an alternative embodiment of the present invention; -
FIG. 6 is a perspective view of a lateral bracing system according to a second embodiment of the present invention; -
FIG. 7 is a front view of a lateral bracing system shown inFIG. 6 ; -
FIG. 8 is a perspective view of the lateral bracing system according to a third embodiment of the present invention; -
FIG. 9 is a front view of the lateral bracing system shown inFIG. 8 ; -
FIG. 10 is a perspective view of a lateral bracing system according to an alternative embodiment of the present invention; -
FIG. 11 is a front view of the lateral bracing system according toFIG. 10 ; -
FIG. 12 is a top view of the lateral bracing system according toFIG. 10 ; and -
FIGS. 13 through 15 are alternative embodiments of the lateral bracing system shown inFIGS. 10-12 . - The present invention will now be described with reference to
FIGS. 2 through 15 , which in embodiments of the invention relate to a lateral bracing system having high initial stiffness and including yield links capable of effectively dissipating shear stresses generated within the lateral bracing system under lateral loads. It is understood that the present invention may be embodied in many different forms and should not be construed as being limited to the embodiments set forth herein. Rather these embodiments are provided so that this disclosure will be thorough and complete and will fully convey the invention to those skilled in the art. Indeed, the invention is intended to cover alternatives, modifications and equivalents of these embodiments, which are included within the scope and spirit of the invention as defined by the appended claims. Furthermore, in the following detailed description of the present invention, numerous specific details are set forth in order to provide a thorough understanding of the present invention. However, it will be clear to those of ordinary skill in the art that the present invention may be practiced without such specific details. - Referring now to
FIGS. 2-4 , there is shown alateral bracing system 100 including amoment frame 101 and yield links 110.Moment frame 101 is a structural frame including a substantially flatplanar diaphragm 102 bounded along each of its longitudinal edges by framingmembers 104.Diaphragm 102 and framingmembers 104 may each be formed of 7-gauge sheet steel (0.1875 inches). Other gauges, such as for example 10-gauge sheet steel, and other materials, such as for example sawn and/or engineered lumber may be used in alternative embodiments. Additionally, instead of the diaphragm and framing members being separate pieces, themoment frame 101 may instead by formed of a single rolled steel section having a C-shape or Z-shape in a horizontal cross-section. While framing members are shown only along the two vertical edges ofdiaphragm 102, it is understood that the framing members may additionally extend around the top and/or bottom edges of thediaphragm 102 in alternative embodiments. -
Diaphragm 102 is mounted to asill plate 106 by a pair ofright angle brackets 108, formed for example of ½ inch thick steel plate. Each of theright angle brackets 108 includes a first section mounted onsill plate 106 as by welding, bolting, gluing and/or other affixation mechanisms, and eachbracket 108 includes a second portion extending up from the sill plate which is juxtaposed to each other in a spaced and parallel relation. The second portions of each ofbrackets 108 are spaced so as to receive a lower portion ofdiaphragm 102 therebetween. Thediaphragm 102 may be fixed to thebrackets 108 by a pivot coupling such as a pin joint formed by pin 109 (FIG. 5 ) fixed within a hole formed in each of the second portions ofbracket 108 and the lower portion ofdiaphragm 102. The pin joint allows pivoting of the moment frame under an applied lateral load. As explained hereinafter, the top of the moment frame may also be mounted to its support surface by a pivot coupling allowing pivoting of the moment frame under lateral loads. As is also explained hereinafter, the top and/or bottom of the moment frame may be affixed with a fixed coupling instead of a pivot coupling. - The pin joint fixedly mounts the
diaphragm 102 to thebrackets 108 andsill plate 106, but prevents stress between the diaphragm and the brackets by allowing the diaphragm to pivot with respect to the brackets. Thus, together with the yield links (explained hereinafter), the pin joint prevents damage to themoment frame 101, by allowing the moment frame to pivot, thereby preventing the build-up of large sheer stresses within themoment frame 101 that would otherwise occur if the moment frame were constrained from pivoting. - The bottom portion of
diaphragm 102 has edges which slope upward from a neutral longitudinal axis ofdiaphragm 102 to framingmembers 104 as shown inFIGS. 2, 3, 5 and 5A . The slope prevents contact or binding of portions of lateral bracingsystem 100 against the sill plate upon pivoting of the lateral bracing system under lateral loads. Such contact could otherwise damage the moment frame, sill plate and/or the underlying surface. The angle of the slope may vary in alternative embodiments, from greater than zero degrees and higher from the horizontal, and from about 2° to about 5° in further embodiments. It is also contemplated that the bottom portion of thediaphragm 102 have no slope, but rather be horizontal tosill plate 106. Such an embodiment is shown for example inFIG. 5B . In such an embodiment, the bottom edge of the diaphragm may be flush against or slightly spaced from the sill plate. -
Sill plate 106 is in turn affixed to an underlying surface byanchors 130 as explained hereinafter. In embodiments of the invention,sill plate 106 may be formed of ½-inch thick steel. It is understood that bothsill plate 106 andright angle brackets 108 may be formed of thicknesses other than ½-inch, and/or materials other than steel, in alternative embodiments of the invention. -
Yield links 110 are provided to dissipate shear stresses within lateral bracingsystem 100 generated by lateral loads, and to prevent themoment frame 101 from being damaged due to such sheer stresses. Thelateral bracing system 100 exhibits high stiffness and rigidity for sheer stresses within the system below a threshold level. However,yield links 110 have a yield capacity below bending strength ofmoment frame 101, and will yield under lateral forces exerted on the lateral bracing system beforemoment frame 101. - A lateral force on bracing
system 100 will result in upward and downward forces in the framingmembers 104 and along the longitudinal edges of themoment frame 101, as well as shear stresses within the moment frame around the neutral longitudinal axis of the moment frame. The upward and downward forces are transmitted to and borne by the yield links 110. However, at lateral forces above a predetermined threshold, the yield links will yield, allowing the moment frame to pivot around the pin joint(s) and dissipating the shear stresses from within the moment frame. The pivoting allowed by the pin joint(s) and the yielding of the yield links thus prevents damage to the moment frame which may have occurred if the shear stresses within the moment frame were allowed to exceed the yield point of the moment frame. As explained hereinafter, the yield links 110 have a design allowing them to yield stably under both tension yield and compression yield. - Embodiments of the present invention preferably include a pair of
yield links 110, one on either side ofmoment frame 101. For ease of description, only one of the yield links 110 will be described hereinafter. However, it is understood that the yield links are identical to each other in embodiments of the present invention, and the following description applies to both yield links. It is understood that the yield links may not be identical to each other in alternative embodiments of the present invention. Moreover, it is contemplated that lateral bracingsystem 100 includes only oneyield link 110 on either side ofmoment frame 101 in alternative embodiments of the invention. - A
yield link 110 is preferably formed of ayield member 114 mounted to the lateral bracing system by anupper mount 112 and alower mount 116. Theyield member 114 may have ends which are threaded, so as to mate with threads within the upper andlower mounts yield member 114 may be oppositely facing so that the distance betweenmounts yield link 110, may be adjusted by rotatingyield member 114. It is understood alternatively thatyield member 114 may be affixed to upper andlower mounts - Upper and
lower mounts Yield member 114 may be formed of mild steel, such as for example ASTM A36 steel. Other materials exhibiting stable yielding qualities and good energy absorption may alternatively be used foryield member 114, including other metals such as for example copper and bronze, and various polymers. - In embodiments of the present invention, a casing (not shown) may be provided around
yield member 114 so thatyield member 114 and the casing together form an element with not only stable tension yielding behavior, but also stable compression yielding behavior because of the prevention of buckling by the casing. The casing in such an embodiment may be formed of various materials, such as concrete, a variety of polymers, or wood. - Whether formed of
yield member 114 by itself, or as part of a buckling restrained element, theyield member 114 will yield stably, controllably and predictably in tensile yields and/or compression yields upon application of lateral loads above a threshold level. The threshold level at which the yield member will yield may also be controlled and predictable based on the configuration of the yield link. The thickness of the steel from which theyield member 114 is formed, as well as the length of the yield member, may be optimized by computer modeling to provide the desired performance and yield characteristics foryield links 110. - If the moment capacity of the joints is known by virtue of the link yield capacity and the physical geometry of the section, then the moment frame can be sized to exhibit elastic behavior even while the full inelastic strength of the links are being taxed. In one embodiment,
yield member 114 may be formed of 1 inch diameter steel, and the upper and lower mounts may be separated a distance of 6 inches. However, it is understood that the desired configuration of the yield links may vary in alternative embodiment. - Moreover, although yield link 110 is shown including a straight length of circular steel in the figures, it is understood that yield link 110 may have various configurations in different embodiments of the present invention, with a provision that the yield link stably under lateral loads applied to lateral bracing
system 100. For example, in one embodiment, thestraight yield member 114 may be replaced by a length of steel having a variety of configurations that will allowyield link 110 to stably yield under lateral loads above predictable levels. Theyield member 114 may include bends or a helix. It may also have cross-sectional shapes other than round in alternative embodiments, such as for example that shown inFIG. 5A , discussed hereinafter. -
Upper mount 112 may be affixed toframe member 104 as by welding, bolting, gluing and/or other affixation mechanisms.Lower mount 116 may be affixed tosill plate 106 by mountingplates 118, which may be steel plates affixed to opposed sides oflower mount 116. Mountingplates 118 may in turn be bolted to aU-shaped channel 120 by a pinjoint including pin 122 fixed within holes formed in opposed mountingplates 118 and opposed sidewalls ofU-shaped channel 120. The pin joint allows pivoting of yield link 110 with respect to theU-shaped channel 120 andsill plate 106 to prevent generation of sheer stresses betweenyield link 110 andU-shaped channel 120. - It is understood that
lower mount 116 may be affixed tosill plate 106, either directly or indirectly, by other mechanisms in alternative embodiments of the present invention. For example, in one such alternative embodiment, the mountingplates 118 may be omitted, and a hole formed through the lower mount so as to allow the lower mount to be affixed to theU-shaped channel 120 bypin 122. Moreover, it is understood that the pin joint may be omitted in an alternative embodiment, so that thelower mount 116 is affixed to thesill plate 106 without the ability to freely pivot with respect to the sill plate. It is further understood that theupper mount 112 may be affixed to theframe member 104 by a pin joint between the upper mount and the frame member instead of or in addition to the pin joint mounting thelower mount 116 to thesill plate 106. - An alternative embodiment of a yield link in accordance with the present invention is shown in
FIG. 5A . The yield link 160 according to this embodiment may be formed from one or moreflat plate elements 162 that are affixed at one end to theframe member 104 by bolts, welding, gluing and/or other affixation means, and at the opposite end to thesill plate 106 by bolts, welding, gluing and/or other affixation means. The flat plate element(s) may have a constant cross-sectional shape, or the element(s) may have a centraltapered midsection 164 similar to a milled steel coupon sample. A bucklingrestraint stiffener 166 as shown may further be provided. The bucklingrestraint stiffener 166 may be affixed to theframe member 104 as by bolting, welding, gluing and/or other affixation means. The buckling restraint stiffener shown has a corrugated cross-section, but it is understood that other cross-sections may be provided to effectively restrain theflat plate element 162 from buckling under compressive loads. -
Sill plate 106 is mounted on anunderlying support surface 126 by means ofanchors 130. In the embodiment shown, theunderlying support surface 126 comprises a concrete foundation, but it is understood thatunderlying support surface 126 may be any surface on which a conventional lateral bracing system may be located, for example, a floor diaphragm on the building foundation or a floor diaphragm on a top plate of a lower floor.Anchors 130 may be conventional anchors for mounting a wall section tounderlying support surface 126, and depending on the nature ofsupport surface 126, anchors 130 may be for example strap anchors, mud sill anchors, retrofit bolts, foundation plate hold downs, straps, ties, nails, screws, framing anchors, plates or a combination thereof. - The bracing
system 100 may be attached to one or moretop plates 128, as by bolts fitting through the top plates and intomoment frame 101. It is understood that the bracingsystem 100 may be affixed totop plates 128 by other mechanisms in alternative embodiments. - One such alternative embodiment for affixing bracing
system 100 totop plates 128 is shown inFIGS. 6 and 7 . The embodiment shown inFIGS. 6 and 7 is substantially similar to the embodiments disclosed with respect toFIGS. 2-5 , with the exception thatmoment frame 101 is affixed totop plates 128 via a pivot coupling such as a pin joint. In particular, the moment frame may be affixed to the top plates by a pair ofright angle brackets 140 similar in structure and operation toright angle brackets 108. Apin 142 is received within aligned holes formed throughbrackets 140 and a top portion ofdiaphragm 102 to affix themoment frame 101 totop plates 128. The pin joint allows pivoting of lateral bracingsystem 100 with respect totop plates 128 without generating sheer stresses in thediaphragm 102 ortop plates 128. Thus, upon yielding of the yield links as previously explained, damage to the moment frame is prevented by allowing the moment frame to pivot and dissipate the energy within the moment frame which could otherwise damage the moment frame if it were allowed to build up beyond the yield point of the moment frame. - In embodiments, the top portion of
diaphragm 102 has edges which slope downward from a neutral longitudinal axis ofdiaphragm 102 to framingmembers 104 as shown inFIGS. 6 and 7 . The slope prevents contact or binding of portions of lateral bracingsystem 100 againsttop plates 128 upon pivoting of the lateral bracing system under lateral loads. - As is further shown in
FIGS. 6 and 7 , the aligned holes formed inrespective brackets 140 for receivingpin 142 have an oblong shape. This shape significantly or entirely prevents vertical loads fromtop plates 128 from being transmitted to lateral bracingsystem 100. Thus, only lateral loads are transmitted. As explained hereinafter, the decoupling of vertical loads allows for easier control and predictability of the yield links performance. - As seen in
FIGS. 6 and 7 , thediaphragm 102 has longitudinal edges and framingmembers 104 which slope inward from bottom to top, for example, 2 to 10 degrees from vertical. It is understood that the edge may be vertical (i.e. 0 degree slope) in alternative embodiments. It is understood that the embodiments described with respect toFIGS. 2-5 above, andFIGS. 8-9 below may have similarly sloped edges. - A further alternative embodiment of the present invention is shown in
FIGS. 8 and 9 . The embodiment shown inFIGS. 8 and 9 is similar to the embodiments described above with respect toFIGS. 6 and 7 , with the exception that a second pair ofyield links 150 are provided.Yield links 150 are mounted betweenmoment frame 101 andtop plates 128, and are structurally and operationally similar toyield links 110.Yield links members 104 define a structural frame providing high initial stiffness and stable, controlled and predictable yielding under lateral forces above a predetermined threshold level. The addition of the second pair of yield links improves the rigidity of the structure while still allowing the links to yield prior to damage to the structural moment frame. It is understood that yield links 110 may be omitted in alternative embodiments leavingonly yield links 150 at the top of the moment frame. - The width of the
lateral bracing system 100 may be such that it fits in between support studs formed in a wall. Thus, a plurality of lateral bracing systems according to the present invention may be provided within a wall to greatly enhance the ability of the wall to withstand lateral loads and sheer stresses. In one embodiment, the width of the lateral bracing system may be approximately 14 inches. However, the width may be greater than or less than 14 inches in alternative embodiments. Moreover, thelateral bracing system 100 need not fit between support studs in alternative embodiments. - In accordance with the embodiments of the present invention described above with respect to
FIGS. 2-9 , lateral bracingsystem 100 has sufficient stiffness and rigidity to provide a high degree of resistance to deflection under applied lateral loads. However, at lateral loads above a controllable and predictable level, the structure of the present invention provides for stable yielding of the yield links and deflection of the moment frame. In this way, the applied lateral loads are hysteretically dampened from the system, and a high degree of energy is dissipated, thereby preventing damage to themoment frame 101. - Moreover, the energy dissipation provided by the yield links described above allows the
lateral bracing system 100 to be designed to withstand lower sheer forces in comparison to conventional systems of similar dimensions. This translates into lower design forces for the anchors and underlying support surface as well. Thus, the reduction in design forces within lateral bracing system due to the yield links 110/150/160 cascades throughout the entire design. - Furthermore, isolating the vertical loads with the pin joints at the top and/or bottom of the lateral bracing system allows for easy and predictable control of various parameters of the lateral bracing system, including for example the initial stiffness of the lateral bracing system, the amount of deflection the top of the wall may undergo, the amount of force required before the yield links will yield, and peak anchor bolt demands. Moreover, the energy dissipation and stable yielding of the yield links allow the
system 100 to withstand repeated deflection under lateral loads without failure. - In the event the links are damaged upon yielding, the lateral bracing system may be restored to its virgin integrity and load bearing capabilities simply by removing and replacing the yield links. The structural frame remains intact and need not be replaced.
- In embodiments of the present invention discussed thus far, the
lateral bracing system 100 has been comprised of a moment frame having yield links affixed to either side. In further embodiments of the present invention, thelateral bracing system 100 may be formed of a vertical column affixed to a horizontal beam by a moment resisting joint comprised of a central mounting element and yield links on either side of the mounting element. The moment resisting joint provides moment and displacement resistance between the beam and column, while allowing stable yield upon high lateral forces. Such embodiments are shown and described hereinafter with reference toFIGS. 10 through 15 . - Referring to
FIGS. 10-12 , there is shown alateral bracing system 100 including avertical column 180 affixed to ahorizontal beam 182 by a moment resisting joint 184 comprised of acentral mounting element 188 and yield links 160. Although referred to as a vertical column and a horizontal beam, it is understood that the column and beam may be affixed to each other by a moment resisting joint at angles other than 90° in alternative embodiments. The moment resisting joint includesyield links 160, for example as shown and described above with reference toFIG. 5A . In the embodiment shown, an end of the beam is mounted onto the side of the column via anend plate 186. In such an embodiment, the pair ofyield links 160 may be provided on top and bottom horizontal flanges of thebeam 182 between the beam and the end plate. However, as explained hereinafter, the beam may alternatively be on top of the column so that an end of the column is mounted to a flange of the beam via an end plate. In such embodiments, the yield links 160 would be provided on respective vertical flanges between the column and the end plate. - As seen in
FIGS. 10 and 11 , thebeam 182 may include a central diaphragm with sloping edges as shown and as described above. A central point of the diaphragm may be affixed toend plate 186 via a mountingelement 188. The mountingelement 188 may be no more than a welded seam, such as shown inFIGS. 10 and 11 . However, it is understood that the central diaphragm of the beam may be affixed to the end plate by other types of mounting elements, such as for example a pair of brackets having a pin joint (FIGS. 5 and 5A ) or a pair of brackets or plates not having a pin joint, but instead simply affixing the diaphragm to the end plate as by bolts, welds, gluing and/or other affixation means (FIGS. 14 and 15 ). Theend plate 186 is in turn affixed to a vertical flange of thecolumn 180 viabolts 192, welding, gluing and/or other affixation means. The yield links shown inFIGS. 10-15 are those described above with respect toFIG. 5A . However, it is understood that any configuration of yield link described herein may be used in the embodiments described with reference toFIGS. 10-15 . - In order to provide greater load-bearing capabilities at the joint between the column and beam,
stiffeners 194 may be welded, bolted, glued and/or otherwise affixed to the central diaphragm and flange of thecolumn 180. As seen inFIGS. 10-12 , thestiffeners 194 are structural pieces that extend perpendicularly from the opposed surfaces of the central diaphragm and flange on both the front and back surfaces of the diaphragm. Four such stiffeners are shown inFIGS. 10-12 . The stiffeners may extend partly across the column diaphragm as shown, or entirely across the diaphragm.FIG. 13 shows an alternative system to improve the load-bearing capabilities at the joint between the column and beam. As shown therein, theportion 196 of the vertical flange in contact with theend plate 186 may be made thicker. This may be done by removing the top portion of the flange and replacing it with a thicker member, or otherwise fortifying the top portion of the flange. Theportion 196 may be used instead of or in addition to thestiffeners 194. It is further understood that thestiffeners 194 and/orthicker portion 196 may be omitted in embodiments of the present invention. - The moment resisting joint shown in
FIGS. 10-13 provides high initial stiffness and resistance to relative movement between thecolumn 180 and thebeam 182 under lateral loads, but provides stable yielding under lateral loads above a controllable level. In particular, bending strength of the column and beam could be designed to exceed the moment capacity of the yield links. Thus, the yield links 160 yield under lateral loads before bending or deformation of the column or beam, and any damage is limited to the yield links which may be easily removed and replaced. Furthermore, the beam could be configured to either run over the top of the column, or frame into the side of the column, without impacting the performance of the connection via the yielding links. - Additionally, the moment resisting joint between the beam and column alleviates the need for a similar connection at the column base, at, for example, the foundation or lower floor. This means that forces that would otherwise be transmitted to the foundation or floor are drastically reduced, and energy dissipation of a lateral event would be contained within the frame and not rely on a yielding connection to the surrounding structure. Such a beam/column configuration may be used in a variety of applications, such as for example at the structural opening at garage fronts in light frame constructions, or around windows in light frame constructions. In such an installation a column element could also be placed on either side of the beam element allowing for two energy dissipating joints in the assembly, each containing of a pair of yielding links.
- In embodiments of the invention, it is understood that the portion of the central diaphragm which affixes to the sill plate (
FIGS. 2-9 ) or endplate (FIGS. 10-15 ) need not have sloping edges. Such an embodiment is shown inFIGS. 14 and 15 . In this embodiment, the central diaphragm of the beam may affix to the endplate as by a mountingelement 188 in the form of a plate which is bolted to the central diaphragm and welded to the endplate. It is understood that the mountingelement 188 may be affixed to both the central diaphragm and endplate by bolting, welding, gluing and/or other mounting means in alternative embodiments. As best seen inFIG. 15 , a slight space may be left between the end of thebeam 182 andendplate 186 to allow rotation between the beam and column upon high lateral loads and yielding of the yield links without binding between the column and beam. It is understood that themoment frame 101 ofFIGS. 2-9 may also be affixed at its top or bottom with a configuration as shown and described with respect toFIGS. 14 and 15 . - Although the invention has been described in detail herein, it should be understood that the invention is not limited to the embodiments herein disclosed. Various changes, substitutions and modifications may be made thereto by those skilled in the art without departing from the spirit or scope of the invention as described and defined by the appended claims.
Claims (9)
Priority Applications (2)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
US15/419,741 US20170138043A1 (en) | 2004-05-18 | 2017-01-30 | Moment frame links wall |
US17/215,562 US11346102B2 (en) | 2004-05-18 | 2021-03-29 | Moment frame links wall |
Applications Claiming Priority (4)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
US10/847,851 US8001734B2 (en) | 2004-05-18 | 2004-05-18 | Moment frame links wall |
US13/214,000 US8763319B2 (en) | 2004-05-18 | 2011-08-19 | Moment frame links wall |
US14/319,983 US20140311059A1 (en) | 2004-05-18 | 2014-06-30 | Moment frame links wall |
US15/419,741 US20170138043A1 (en) | 2004-05-18 | 2017-01-30 | Moment frame links wall |
Related Parent Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
US14/319,983 Continuation US20140311059A1 (en) | 2004-05-18 | 2014-06-30 | Moment frame links wall |
Related Child Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
US17/215,562 Continuation US11346102B2 (en) | 2004-05-18 | 2021-03-29 | Moment frame links wall |
Publications (1)
Publication Number | Publication Date |
---|---|
US20170138043A1 true US20170138043A1 (en) | 2017-05-18 |
Family
ID=35373822
Family Applications (5)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
US10/847,851 Active 2028-11-09 US8001734B2 (en) | 2004-05-18 | 2004-05-18 | Moment frame links wall |
US13/214,000 Expired - Lifetime US8763319B2 (en) | 2004-05-18 | 2011-08-19 | Moment frame links wall |
US14/319,983 Abandoned US20140311059A1 (en) | 2004-05-18 | 2014-06-30 | Moment frame links wall |
US15/419,741 Abandoned US20170138043A1 (en) | 2004-05-18 | 2017-01-30 | Moment frame links wall |
US17/215,562 Expired - Lifetime US11346102B2 (en) | 2004-05-18 | 2021-03-29 | Moment frame links wall |
Family Applications Before (3)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
US10/847,851 Active 2028-11-09 US8001734B2 (en) | 2004-05-18 | 2004-05-18 | Moment frame links wall |
US13/214,000 Expired - Lifetime US8763319B2 (en) | 2004-05-18 | 2011-08-19 | Moment frame links wall |
US14/319,983 Abandoned US20140311059A1 (en) | 2004-05-18 | 2014-06-30 | Moment frame links wall |
Family Applications After (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
US17/215,562 Expired - Lifetime US11346102B2 (en) | 2004-05-18 | 2021-03-29 | Moment frame links wall |
Country Status (1)
Country | Link |
---|---|
US (5) | US8001734B2 (en) |
Cited By (4)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
US9885175B1 (en) * | 2016-10-14 | 2018-02-06 | Mitsui Home Co., Ltd. | Vibration damper device and load-bearing wall structure |
CN108930334A (en) * | 2018-08-16 | 2018-12-04 | 湖北科技学院 | A kind of frame structure of antidetonation |
CN110700437A (en) * | 2019-10-12 | 2020-01-17 | 北京工业大学 | Assembly type light steel energy dissipation wall with composite energy dissipation damper and connection mode of assembly type light steel energy dissipation wall |
US11447970B2 (en) * | 2020-08-04 | 2022-09-20 | Simpson Strong-Tie Company Inc. | Pinned base connection for a structural member |
Families Citing this family (53)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
US7934347B2 (en) * | 2006-07-28 | 2011-05-03 | Paul Brienen | Coupling beam and method of use in building construction |
AU2014274605B2 (en) * | 2006-12-22 | 2016-11-10 | Simpson Strong-Tie Company | A construction and a method of assembling a frame having a beam, column and lateral bracing system therebetween |
US20110308190A1 (en) | 2006-12-22 | 2011-12-22 | Simpson Strong-Tie Co., Inc. | Moment frame connector |
US20080148681A1 (en) * | 2006-12-22 | 2008-06-26 | Badri Hiriyur | Moment frame connector |
KR101263078B1 (en) * | 2008-01-24 | 2013-05-09 | 신닛테츠스미킨 카부시키카이샤 | Connection metal fitting and building with the same |
US20100018151A1 (en) * | 2008-07-23 | 2010-01-28 | Simpson Strong Tie, Co., Inc. | Portal frame |
US9441356B2 (en) * | 2009-02-04 | 2016-09-13 | Bryan Welcel | Modular building system |
IT1395591B1 (en) * | 2009-09-10 | 2012-10-16 | Balducci | STRUCTURAL SYSTEM FOR SEISMIC PROTECTION OF BUILDINGS. |
JP5740133B2 (en) * | 2010-02-16 | 2015-06-24 | 大倉 憲峰 | Fastener |
CA2761545C (en) * | 2010-12-14 | 2019-10-08 | Simpson Strong-Tie Company, Inc. | Moment frame connector |
GB2496577A (en) * | 2011-10-18 | 2013-05-22 | Simpson Strong Tie Co Inc | A portal frame with header and column connector |
JP6163731B2 (en) * | 2011-11-02 | 2017-07-19 | 新日鐵住金株式会社 | Seismic walls and structures |
US20130118105A1 (en) * | 2011-11-10 | 2013-05-16 | Parquet By Dian | Composite membrane of wood floor diaphragm |
US9593504B2 (en) * | 2012-09-06 | 2017-03-14 | Bluescope Buildings North America, Inc. | Buckling restrained brace assembly |
US9080339B2 (en) | 2013-03-14 | 2015-07-14 | Timothy A. Hayes | Structural connection mechanisms for providing discontinuous elastic behavior in structural framing systems |
US9745741B2 (en) | 2013-03-14 | 2017-08-29 | Timothy A. Hayes | Structural connection mechanisms for providing discontinuous elastic behavior in structural framing systems |
US20160138263A1 (en) * | 2013-07-09 | 2016-05-19 | Asahi Kasei Homes Corporation | Damping device |
US9157251B2 (en) * | 2013-11-13 | 2015-10-13 | Burns & Mcdonnell Engineering Company, Inc. | Replaceable ductile fuse |
EP2886732A1 (en) * | 2013-12-20 | 2015-06-24 | Siniat International SAS | Seismic damage reducing system for partitions |
EP2886748A1 (en) * | 2013-12-20 | 2015-06-24 | Siniat International SAS | Protective structure for board partitions |
US20150184413A1 (en) | 2014-01-01 | 2015-07-02 | Steven E. Pryor | Self-Centering Braced Frame for Seismic Resistance in Buildings |
EP3097235B1 (en) * | 2014-01-24 | 2022-08-03 | Marco Ferrari | Dissipator |
US10450748B2 (en) | 2014-08-29 | 2019-10-22 | University Of Utah Research Foundation | Structural braces and related methods |
EP3212861B1 (en) | 2014-09-26 | 2018-12-12 | Universita' Degli Studi Di Padova | Dissipative connection with optimized stiffness and strength for joining construction elements |
US10113768B2 (en) | 2015-01-23 | 2018-10-30 | Mitek Holdings, Inc. | Insulated panel assembly |
US9464427B2 (en) | 2015-01-23 | 2016-10-11 | Columbia Insurance Company | Light gauge steel beam-to-column joint with yielding panel zone |
US9644384B2 (en) | 2015-02-12 | 2017-05-09 | Star Seismic, Llc | Buckling restrained brace and related methods |
KR101632432B1 (en) * | 2015-12-15 | 2016-06-22 | 주식회사 에스코알티에스 | Friction damper with V-groove |
US9938714B2 (en) * | 2016-03-24 | 2018-04-10 | Omg, Inc. | Hinged building shrinkage compensation device |
US10745913B2 (en) | 2016-03-24 | 2020-08-18 | Omg, Inc. | Building shrinkage compensation device with rotating gears |
TR201607751A2 (en) * | 2016-06-08 | 2017-12-21 | Ali Salem Milani | Torsional Hysteretic Dumper |
IT201600087913A1 (en) * | 2016-08-29 | 2018-03-01 | Si Al S R L | DEVICE AND ANTI-SEISMIC SYSTEM FOR BUILDINGS |
CN106545107B (en) * | 2016-12-08 | 2022-06-07 | 华侨大学 | Reinforced concrete mixed shear wall with self-resetting function |
CN106703245B (en) * | 2016-12-08 | 2022-07-29 | 华侨大学 | Reinforced concrete mixed shear wall with replaceable earthquake damage part |
US11155977B2 (en) | 2017-04-27 | 2021-10-26 | Simpson Strong-Tie Company, Inc. | Portal frame with lap joint for moment resistance |
US10533338B2 (en) * | 2017-05-11 | 2020-01-14 | Katerra, Inc. | Connector for use in inter-panel connection between shear wall elements |
WO2018219451A1 (en) * | 2017-05-31 | 2018-12-06 | Abb Schweiz Ag | Coupling device, support structure and methods |
MX2020003471A (en) * | 2017-10-03 | 2020-08-03 | Patco Llc | Seismic yielding connection. |
CN107620512B (en) * | 2017-10-23 | 2023-04-28 | 合肥工业大学 | Rigidity-damage-collapse controllable single frame and frame structure |
CN108442572B (en) * | 2018-03-26 | 2019-12-17 | 扬州大学 | Shear wall structure system with replaceable corner component |
US10669718B2 (en) | 2018-03-26 | 2020-06-02 | Simpson Strong-Tie Company Inc. | One-piece structural fuse |
CN108590300B (en) * | 2018-03-30 | 2019-11-12 | 东南大学 | Self-resetting metal energy consumption drag-line |
CA3037330A1 (en) * | 2018-09-20 | 2020-03-20 | Uwm Research Foundation, Inc. | Connector assembly for wall panel |
US11162260B2 (en) * | 2018-10-09 | 2021-11-02 | Simpson Strong-Tie Company Inc. | Moment frame including lateral bracing system and coped beam |
CN110359596B (en) * | 2019-07-24 | 2021-02-19 | 中桓建工集团有限公司 | Prefabricated combination assembled steel sheet shear force wall |
US11072938B2 (en) * | 2019-09-13 | 2021-07-27 | Simpson Strong-Tie Company Inc. | Structural fuse with integral spacer plates |
US11499331B2 (en) | 2019-09-26 | 2022-11-15 | Christopher ABELA | Ductile anchor attachment (DAA) mechanism |
CN111075052B (en) * | 2019-12-19 | 2021-02-26 | 上海市建工设计研究总院有限公司 | Corrugated steel plate wall with energy consumption at corner |
CN111425037B (en) * | 2020-03-11 | 2021-07-02 | 同济大学 | Steel structure column base with replaceable metal round bar energy dissipation damper |
CN111535644B (en) * | 2020-05-09 | 2021-05-28 | 朱剑贤 | Building supporting structure |
CA3207289A1 (en) * | 2021-02-17 | 2022-08-25 | Simpson Strong-Tie Company Inc. | Moment frame for a sloped roof construction |
CN113235776B (en) * | 2021-06-02 | 2022-03-08 | 同济大学 | Function-recoverable assembled anti-seismic shear wall structure |
CN115095185A (en) * | 2022-07-27 | 2022-09-23 | 山东大学 | Frame structure with anti-seismic reinforcing device |
Citations (5)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
US5660017A (en) * | 1994-12-13 | 1997-08-26 | Houghton; David L. | Steel moment resisting frame beam-to-column connections |
JP2000144901A (en) * | 1998-11-05 | 2000-05-26 | Nkk Corp | Splice plate and beam joint construction |
US20030009977A1 (en) * | 2001-07-12 | 2003-01-16 | Houghton David L. | Gusset plates connection of beam to column |
US20040244330A1 (en) * | 2001-06-06 | 2004-12-09 | Toru Takeuchi | Column-and-beam join structure |
US20050204684A1 (en) * | 2004-03-19 | 2005-09-22 | Houghton David L | Structural joint connection providing blast resistance and a beam-to-beam connection resistant to moments, tension and torsion across a column |
Family Cites Families (130)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
US1970965A (en) | 1931-11-09 | 1934-08-21 | Arthur G Leake | Structural connection |
US2008087A (en) * | 1932-02-23 | 1935-07-16 | Associated Engineers Company | Metallic structure |
US2067403A (en) * | 1933-08-31 | 1937-01-12 | William C Lea | Metal building construction |
US2447660A (en) | 1945-07-02 | 1948-08-24 | Westinghouse Electric Corp | Wedge grip for tensile testing machines |
US2629906A (en) * | 1951-04-06 | 1953-03-03 | Paul N Holmes | Timber truss joint |
US3188510A (en) | 1960-07-15 | 1965-06-08 | Philips Corp | Digit indicator glow-discharge lamp |
US3350917A (en) | 1964-11-12 | 1967-11-07 | Allied Chem | Environmental stress rupture apparatus |
US3344662A (en) | 1965-08-02 | 1967-10-03 | William T Pruett | Specimen holding device for tensile test apparatus |
GB1253033A (en) * | 1968-01-23 | 1971-11-10 | ||
US3971179A (en) * | 1969-08-13 | 1976-07-27 | Andrew Bodocsi | Non-bonded framing system |
US3685866A (en) * | 1970-04-15 | 1972-08-22 | Wilfrid J Patenaude | Connector for structural steel |
US3716959A (en) * | 1970-09-15 | 1973-02-20 | J Bernardi | Beam end construction for semi-rigid connection to a column |
US3716957A (en) * | 1970-10-23 | 1973-02-20 | J Bernardi | Column flange and stiffener plate construction |
US3762114A (en) * | 1972-07-19 | 1973-10-02 | L Eskijian | Earthquake resistant system |
JPS543525B2 (en) * | 1974-03-01 | 1979-02-23 | ||
US4074947A (en) * | 1974-08-12 | 1978-02-21 | Hitachi Metals, Ltd. | Fittings for connecting columns and beams |
JPS5226888A (en) | 1975-08-26 | 1977-02-28 | Japan Synthetic Rubber Co Ltd | Automatic tension testing machine |
US4112746A (en) | 1976-04-02 | 1978-09-12 | The Yokohama Rubber Co., Ltd. | Opto-electronic tensile testing system |
US4047341A (en) * | 1976-10-29 | 1977-09-13 | Bernardi James T | Frame structure |
US4065218A (en) * | 1976-11-10 | 1977-12-27 | Super Strut, Inc. | Seismic brace |
USD249587S (en) | 1977-03-14 | 1978-09-19 | Tesoro Manufacturing Co., Inc. | Font of type |
GB2016572B (en) * | 1978-03-17 | 1982-02-17 | Durell R B | Liquid retaining walls |
US4320602A (en) * | 1979-01-17 | 1982-03-23 | Richardson John R | Stabilizing structures against oscillation |
US4441289A (en) * | 1980-05-07 | 1984-04-10 | Takenaka Komuten Co., Ltd. | Earthquake-resistant reinforcement structure for an existing building with compression braces or tension braces |
US4541287A (en) | 1983-03-28 | 1985-09-17 | The United States Of America As Represented By The United States Department Of Energy | Method of measuring metal coating adhesion |
US4531334A (en) * | 1983-06-27 | 1985-07-30 | Nylander Eric F | Earthquake-proof construction bracket |
SE437314B (en) * | 1983-07-11 | 1985-02-18 | Asea Ab | DEVICE FOR THE COLLECTION OF ELECTRIC HIGH VOLTAGE EQUIPMENT |
DE3509163C2 (en) | 1985-03-14 | 1986-12-18 | Fraunhofer-Gesellschaft zur Förderung der angewandten Forschung e.V., 8000 München | Method and device for measuring the elongation of materials under tension |
US4766708A (en) * | 1985-12-27 | 1988-08-30 | Peter Sing | Shock and vibration resistant structures |
US4766706A (en) * | 1986-03-12 | 1988-08-30 | Caspe Marc S | Earthquake protection system for structures |
US4910929A (en) * | 1986-08-20 | 1990-03-27 | Scholl Roger E | Added damping and stiffness elements |
US4922667A (en) * | 1986-09-12 | 1990-05-08 | Kajima Corporation | Device and method for protecting a building against earthquake tremors |
JPS63223244A (en) * | 1987-03-12 | 1988-09-16 | 鹿島建設株式会社 | Vibrationproof earthquake damping apparatus |
DE3813340A1 (en) | 1987-04-27 | 1988-11-10 | Yokohama Rubber Co Ltd | TENSILE STRENGTH TEST |
DE3720248A1 (en) | 1987-06-19 | 1989-01-05 | Schenck Ag Carl | METHOD AND ARRANGEMENT FOR MEASURING DEFORMATION ON SAMPLES OR TEST BODIES IN TESTING MACHINES |
DE3740227C2 (en) | 1987-11-27 | 1994-03-24 | Schenck Ag Carl | Method and device for measuring deformations on samples or test specimens in testing machines |
US4905436A (en) * | 1988-03-28 | 1990-03-06 | Hitachi Metals, Ltd. | Column/beam joint structure |
JPH01284639A (en) * | 1988-05-11 | 1989-11-15 | Kajima Corp | Variable rigidity brace |
JPH01312171A (en) * | 1988-06-13 | 1989-12-15 | Sumitomo Constr Co Ltd | Earthquake-control panel |
JP2717143B2 (en) * | 1988-06-20 | 1998-02-18 | 清水建設株式会社 | Vibration control method of buildings by friction |
JP2708478B2 (en) * | 1988-07-15 | 1998-02-04 | 株式会社竹中工務店 | Building damping device |
LU87320A1 (en) * | 1988-08-24 | 1990-03-13 | Arbed | ANTISISMIC METAL FRAMEWORK |
JP2750360B2 (en) * | 1989-04-26 | 1998-05-13 | 清水建設株式会社 | Seismic isolation building structure |
JP2688251B2 (en) * | 1989-06-15 | 1997-12-08 | 大成建設株式会社 | Vibration control system for structures supported on the ground |
JP2671904B2 (en) * | 1989-08-04 | 1997-11-05 | 鹿島建設株式会社 | Bolted elasto-plastic dampers and building joints |
DE3926308A1 (en) | 1989-08-09 | 1991-02-14 | Schenck Ag Carl | BENDING TEMPERATURE-FREE CLAMPING DEVICE FOR TEST BODIES OR SAMPLES, IN PARTICULAR CERAMIC SAMPLES |
JP2740879B2 (en) * | 1989-10-20 | 1998-04-15 | 清水建設株式会社 | Vibration suppression device for structures |
JPH03180675A (en) * | 1989-12-07 | 1991-08-06 | Shimizu Corp | Earthquake insulating wall |
US5218802A (en) * | 1990-01-16 | 1993-06-15 | Shimizu Construction Co., Ltd. | Column and beam connecting assembly |
JPH03228975A (en) * | 1990-02-05 | 1991-10-09 | Kumagai Gumi Co Ltd | Construction incorporating vibration attenuating device |
USD338614S (en) | 1990-05-07 | 1993-08-24 | Pierce Michael K | Fastener for recessed mounting to lock abutting boards |
US5114036A (en) | 1990-09-14 | 1992-05-19 | Enlight Corporation | Covering plate for a preset hole on a computer housing |
GB2252142B (en) * | 1990-12-12 | 1994-11-09 | Kajima Corp | Junction structure between a steel beam and a column |
US5375382A (en) * | 1992-01-21 | 1994-12-27 | Weidlinger; Paul | Lateral force resisting structures and connections therefor |
US5349794A (en) * | 1992-03-27 | 1994-09-27 | Shimizu Construction Co., Ltd. | Wall for damping vibration |
US5237876A (en) | 1992-07-29 | 1993-08-24 | Martin Marietta Energy Systems, Inc. | Apparatus for tensile testing plate-type ceramic specimens |
JPH06200657A (en) * | 1992-12-29 | 1994-07-19 | Shimizu Corp | Apparatus for vibration isolating |
JP2973763B2 (en) * | 1993-01-19 | 1999-11-08 | 株式会社大林組 | Fluid damping device |
JPH06240922A (en) * | 1993-02-19 | 1994-08-30 | Mitsui Constr Co Ltd | Base isolation damper |
JPH06257321A (en) * | 1993-03-05 | 1994-09-13 | Hazama Gumi Ltd | Control device for floor vibration |
JP2909987B2 (en) * | 1993-03-15 | 1999-06-23 | 和夫 吉田 | Fluid damping device |
US5462141A (en) * | 1993-05-07 | 1995-10-31 | Tayco Developments, Inc. | Seismic isolator and method for strengthening structures against damage from seismic forces |
JP3250054B2 (en) * | 1993-05-12 | 2002-01-28 | 石川島播磨重工業株式会社 | Damping device |
PL177816B1 (en) * | 1993-12-20 | 2000-01-31 | R A R Consultants Ltd | Prefabricated panel-type building unit resistant to earthquake, wind and fire, method of making same and structure erected using such units |
US5595040A (en) * | 1994-07-20 | 1997-01-21 | National Science Council | Beam-to-column connection |
US5533307A (en) * | 1994-11-29 | 1996-07-09 | National Science Council | Seismic energy dissipation device |
US5680738A (en) * | 1995-04-11 | 1997-10-28 | Seismic Structural Design Associates, Inc. | Steel frame stress reduction connection |
US5845438A (en) * | 1995-05-22 | 1998-12-08 | Haskell; Gregg O. | Building damper apparatus |
US5630298A (en) * | 1995-09-05 | 1997-05-20 | National Science Council | Shear link energy absorber |
US5706626A (en) * | 1995-12-14 | 1998-01-13 | Mueller; Lee W. | Pre-assembled internal shear panel |
US6073405A (en) * | 1995-12-22 | 2000-06-13 | Icf Kaiser Engineers, Inc. | Fitting for effecting bolted connection between a beam and a column in a steel frame structure |
FR2743383B1 (en) * | 1996-01-09 | 1999-03-05 | Freyssinet Int Stup | DAMPING DEVICE FOR ELEMENTS OF A CIVIL ENGINEERING STRUCTURE |
DE19626242C2 (en) | 1996-06-29 | 1998-04-16 | Thyssen Stahl Ag | Measuring method for determining the biaxial forming behavior of metallic materials, especially sheet metal |
US5782047A (en) * | 1996-07-19 | 1998-07-21 | De Quesada; Jorge | High-rise building system using light gauge steel wall panels |
TW328553B (en) | 1996-11-21 | 1998-03-21 | Nat Science Council | Shock resistant steel beam and column connector |
US6474902B1 (en) * | 1997-01-22 | 2002-11-05 | Icf Kaiser Engineers, Inc. | Connector for connecting beams to columns |
US6059482A (en) * | 1997-01-22 | 2000-05-09 | Icf Kaiser Engineering, Inc. | Bolted connector for connecting beams to columns |
US6256943B1 (en) * | 1997-03-19 | 2001-07-10 | The Research Foundation Of Suny At Buffalo | Antiseismic device for buildings and works of art |
USD473957S1 (en) * | 1997-03-21 | 2003-04-29 | Artes Corporation | Joint for connecting a pillar and a beam |
JP3230466B2 (en) | 1997-09-18 | 2001-11-19 | 株式会社島津製作所 | Marking mark for optical extensometer |
US6233884B1 (en) * | 1997-10-20 | 2001-05-22 | Steven B. Tipping | Method and apparatus to control seismic forces, accelerations, and displacements of structures |
USD420273S (en) | 1998-04-10 | 2000-02-08 | Applied Color Systems, Inc. | Mounting plate for color standard tiles |
US6138427A (en) * | 1998-08-28 | 2000-10-31 | Houghton; David L. | Moment resisting, beam-to-column connection |
JP3319726B2 (en) * | 1998-12-10 | 2002-09-03 | 道夫 倉持 | Seismic isolation device |
US6192637B1 (en) * | 1999-02-25 | 2001-02-27 | Kenneth T. Boilen | Moveable structural reinforcement system |
US6374551B1 (en) * | 1999-02-25 | 2002-04-23 | Ei-Land Corporation | Moveable structural reinforcement system |
TW445334B (en) * | 1999-06-01 | 2001-07-11 | Ohbayashi Corp | Elevated bridge infrastructure and design method for designing the same |
JP3158182B2 (en) | 1999-07-02 | 2001-04-23 | 岩手大学長 | Non-destructive method for measuring the aging of the strength of ferromagnetic structural materials |
US6840016B1 (en) * | 1999-08-03 | 2005-01-11 | Imad H. Mualla | Device for damping movements of structural elements and a bracing system |
US6247275B1 (en) * | 1999-08-06 | 2001-06-19 | Tayco Developments, Inc. | Motion-magnifying seismic shock-absorbing construction |
US6223483B1 (en) * | 1999-09-14 | 2001-05-01 | Isamu Tsukagoshi | Vibration damping mechanism and anti-earthquake wall material |
CA2285890C (en) * | 1999-10-15 | 2003-08-26 | Tlse Engineering Inc. | Shear wall panel |
JP3300810B2 (en) | 1999-11-08 | 2002-07-08 | 岩手大学長 | Non-destructive method for measuring the aging of the strength of ferromagnetic structural materials |
WO2001073238A2 (en) * | 2000-03-29 | 2001-10-04 | The Research Foundation Of The State University Of New York At Buffalo | Highly effective seismic energy dissipation apparatus |
US6761001B2 (en) * | 2000-08-18 | 2004-07-13 | Lee W. Mueller | Frame shear assembly for walls |
JP3742590B2 (en) * | 2001-12-25 | 2006-02-08 | 新日本製鐵株式会社 | Column / beam joint structure |
JP4644386B2 (en) * | 2001-06-06 | 2011-03-02 | 新日本製鐵株式会社 | Column / beam joint structure |
TW539794B (en) * | 2001-06-06 | 2003-07-01 | Nippon Steel Corp | Column-and-beam join structure |
US6931804B2 (en) * | 2001-06-21 | 2005-08-23 | Shear Force Wall Systems Inc. | Prefabricated shearwall having improved structural characteristics |
JP2003049558A (en) * | 2001-08-07 | 2003-02-21 | Kazuhiko Kasai | Vibration control stud |
US6668508B2 (en) * | 2001-08-28 | 2003-12-30 | Weyerhaeuser Company | Shear panel assembly |
US8082703B2 (en) * | 2002-02-11 | 2011-12-27 | Ei-Land Corporation | Force-resisting devices and methods for structures |
JP4622207B2 (en) * | 2002-02-21 | 2011-02-02 | オイレス工業株式会社 | Vibration absorber and damping structure using the same |
US8127502B2 (en) * | 2002-08-06 | 2012-03-06 | EI-Land Corp. | Building structure configured to exhibit a prescribed load-deflection relationship when a force is applied thereto |
JP3639908B2 (en) | 2002-10-09 | 2005-04-20 | 国立大学法人岩手大学 | Nondestructive measurement method for aging of ferromagnetic structural materials |
JP4376088B2 (en) | 2003-02-28 | 2009-12-02 | 新日本製鐵株式会社 | Beam joint structure |
US20060179729A1 (en) * | 2003-11-21 | 2006-08-17 | Feng Li | Shock absorbing support system |
ES2253967B1 (en) * | 2004-01-16 | 2007-03-16 | Ibañez Lazurtegui, S.L. | RIGID UNION SYSTEM SCREWED FOR METAL STRUCTURES. |
US7461481B2 (en) | 2004-05-07 | 2008-12-09 | Chong-Shien Tsai | Shock-absorbing tie brace |
USD516460S1 (en) | 2004-09-30 | 2006-03-07 | Lamb Patrecea J | Jewelry item |
JP4369859B2 (en) | 2004-11-25 | 2009-11-25 | 新日本製鐵株式会社 | Joining metal fittings between members, upper and lower floor vertical frame material joining structure, and joining method |
TWM283013U (en) * | 2005-05-17 | 2005-12-11 | Wei-Liang Lee | Tumbler base for structure |
USD550005S1 (en) | 2005-07-29 | 2007-09-04 | Andrew Yount | Table showing Illinois college logo |
US7377181B2 (en) | 2006-03-10 | 2008-05-27 | Northrop Grumman Corporation | In-situ large area optical strain measurement using an encoded dot pattern |
USD561563S1 (en) | 2006-11-21 | 2008-02-12 | Hoffner Brian D | Bracket |
TW200823387A (en) * | 2006-11-28 | 2008-06-01 | Chung-Shing Tsai | Shock isolator |
US20080148681A1 (en) * | 2006-12-22 | 2008-06-26 | Badri Hiriyur | Moment frame connector |
US20110308190A1 (en) | 2006-12-22 | 2011-12-22 | Simpson Strong-Tie Co., Inc. | Moment frame connector |
TW200840917A (en) | 2007-04-13 | 2008-10-16 | chong-xing Cai | Fully separable buckling restrained brace |
GB2448765B (en) | 2007-04-26 | 2012-03-21 | Illinois Tool Works | A structural connector |
US7647734B2 (en) | 2007-05-21 | 2010-01-19 | Skidmore Owings & Merrill Llp | Seismic structural device |
JP4203533B1 (en) | 2008-03-05 | 2009-01-07 | 株式会社アイ.テック | Steel column and steel beam joint structure |
US8074359B2 (en) * | 2009-02-16 | 2011-12-13 | Bong William L | Assembly, system and method for automated vertical moment connection |
CN103003682B (en) | 2010-07-22 | 2015-04-15 | 株式会社岛津制作所 | Material testing machine |
US9239277B2 (en) | 2011-05-12 | 2016-01-19 | Ut-Battelle, Llc | Material mechanical characterization method for multiple strains and strain rates |
EP2851139B1 (en) | 2012-05-17 | 2022-11-02 | Nippon Steel Corporation | Plastic working method for metal material |
US8707795B2 (en) | 2012-05-17 | 2014-04-29 | The United States Of America As Represented By The Secretary Of The Navy | Method for measuring fatigue |
US9506239B2 (en) | 2012-11-30 | 2016-11-29 | Mitek Holdings, Inc. | Gusset plate connection in bearing of beam to column |
MX359739B (en) | 2012-11-30 | 2018-10-09 | Mitek Holdings Inc | Gusset plate connection of beam to column. |
TWI509167B (en) | 2013-12-10 | 2015-11-21 | China Steel Corp | Energy dissipation joint assembly and the use of its seismic structure |
-
2004
- 2004-05-18 US US10/847,851 patent/US8001734B2/en active Active
-
2011
- 2011-08-19 US US13/214,000 patent/US8763319B2/en not_active Expired - Lifetime
-
2014
- 2014-06-30 US US14/319,983 patent/US20140311059A1/en not_active Abandoned
-
2017
- 2017-01-30 US US15/419,741 patent/US20170138043A1/en not_active Abandoned
-
2021
- 2021-03-29 US US17/215,562 patent/US11346102B2/en not_active Expired - Lifetime
Patent Citations (5)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
US5660017A (en) * | 1994-12-13 | 1997-08-26 | Houghton; David L. | Steel moment resisting frame beam-to-column connections |
JP2000144901A (en) * | 1998-11-05 | 2000-05-26 | Nkk Corp | Splice plate and beam joint construction |
US20040244330A1 (en) * | 2001-06-06 | 2004-12-09 | Toru Takeuchi | Column-and-beam join structure |
US20030009977A1 (en) * | 2001-07-12 | 2003-01-16 | Houghton David L. | Gusset plates connection of beam to column |
US20050204684A1 (en) * | 2004-03-19 | 2005-09-22 | Houghton David L | Structural joint connection providing blast resistance and a beam-to-beam connection resistant to moments, tension and torsion across a column |
Cited By (4)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
US9885175B1 (en) * | 2016-10-14 | 2018-02-06 | Mitsui Home Co., Ltd. | Vibration damper device and load-bearing wall structure |
CN108930334A (en) * | 2018-08-16 | 2018-12-04 | 湖北科技学院 | A kind of frame structure of antidetonation |
CN110700437A (en) * | 2019-10-12 | 2020-01-17 | 北京工业大学 | Assembly type light steel energy dissipation wall with composite energy dissipation damper and connection mode of assembly type light steel energy dissipation wall |
US11447970B2 (en) * | 2020-08-04 | 2022-09-20 | Simpson Strong-Tie Company Inc. | Pinned base connection for a structural member |
Also Published As
Publication number | Publication date |
---|---|
US8763319B2 (en) | 2014-07-01 |
US20050257451A1 (en) | 2005-11-24 |
US11346102B2 (en) | 2022-05-31 |
US20110296787A1 (en) | 2011-12-08 |
US20210222429A1 (en) | 2021-07-22 |
US20140311059A1 (en) | 2014-10-23 |
US8001734B2 (en) | 2011-08-23 |
Similar Documents
Publication | Publication Date | Title |
---|---|---|
US11346102B2 (en) | Moment frame links wall | |
US11299880B2 (en) | Moment frame connector | |
US6681538B1 (en) | Seismic structural device | |
US8281551B2 (en) | Corrugated shearwall | |
AU2019356914B2 (en) | Moment frame including lateral bracing system and coped beam | |
US8935892B2 (en) | Engineered wood construction system for high performance structures | |
AU2021229119B2 (en) | Moment frame connector | |
US7712282B2 (en) | Brace assembly having ductile anchor | |
EP1548209B1 (en) | Corrugated shearwall | |
US20100018151A1 (en) | Portal frame | |
US7730692B1 (en) | Truss bearing | |
US20090257821A1 (en) | Device for braced frame assembly and method of using same | |
US11987972B2 (en) | Moment frame for a sloped roof construction | |
NZ775314B2 (en) | Moment frame including lateral bracing system and coped beam | |
WO2022031439A2 (en) | Pinned base connection for a structural member | |
NZ501392A (en) | Diaphragm with perimeter edging on structural panels which resists lateral forces |
Legal Events
Date | Code | Title | Description |
---|---|---|---|
STPP | Information on status: patent application and granting procedure in general |
Free format text: NON FINAL ACTION MAILED |
|
STPP | Information on status: patent application and granting procedure in general |
Free format text: RESPONSE TO NON-FINAL OFFICE ACTION ENTERED AND FORWARDED TO EXAMINER |
|
STPP | Information on status: patent application and granting procedure in general |
Free format text: NON FINAL ACTION MAILED |
|
STPP | Information on status: patent application and granting procedure in general |
Free format text: RESPONSE TO NON-FINAL OFFICE ACTION ENTERED AND FORWARDED TO EXAMINER |
|
STPP | Information on status: patent application and granting procedure in general |
Free format text: NON FINAL ACTION MAILED |
|
STPP | Information on status: patent application and granting procedure in general |
Free format text: FINAL REJECTION MAILED |
|
AS | Assignment |
Owner name: SIMPSON STRONG-TIE COMPANY INC., CALIFORNIA Free format text: ASSIGNMENT OF ASSIGNORS INTEREST;ASSIGNORS:PRYOR, STEVEN E.;ANDERSON, GUY T.;REEL/FRAME:055724/0597 Effective date: 20060309 |
|
STCB | Information on status: application discontinuation |
Free format text: ABANDONED -- FAILURE TO RESPOND TO AN OFFICE ACTION |