EP1548209B1 - Gewellte Scherwand - Google Patents

Gewellte Scherwand Download PDF

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Publication number
EP1548209B1
EP1548209B1 EP04257722A EP04257722A EP1548209B1 EP 1548209 B1 EP1548209 B1 EP 1548209B1 EP 04257722 A EP04257722 A EP 04257722A EP 04257722 A EP04257722 A EP 04257722A EP 1548209 B1 EP1548209 B1 EP 1548209B1
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EP
European Patent Office
Prior art keywords
shearwall
central diaphragm
diaphragm
recited
corrugation
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.)
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EP04257722A
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English (en)
French (fr)
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EP1548209A1 (de
Inventor
William F. Leek
Jose L. Perez
Jerry G. Gridley
Stephen B. Lamson
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Simpson Manufacturing Co Inc
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Simpson Manufacturing Co Inc
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Publication date
Priority claimed from US10/734,870 external-priority patent/US20050126105A1/en
Application filed by Simpson Manufacturing Co Inc filed Critical Simpson Manufacturing Co Inc
Priority to PL04257722T priority Critical patent/PL1548209T3/pl
Publication of EP1548209A1 publication Critical patent/EP1548209A1/de
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Publication of EP1548209B1 publication Critical patent/EP1548209B1/de
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    • 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
    • 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
    • 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
    • E04B1/26—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of wood
    • E04B2001/2696—Shear bracing

Definitions

  • the present invention relates to a shearwall for opposing lateral forces on building walls, and in particular to a prefabricated shearwall including a central diaphragm having a corrugated or non-planar cross section to improve the ability of the shearwall to withstand lateral forces such as those generated in earthquakes, high winds, floods and snow loads.
  • Shearwalls were developed to counteract the potentially devastating effects of natural phenomena such as seismic activity, high winds, floods and snow loads on the structural integrity of light-framed constructions.
  • lateral forces generated during these natural phenomena often caused the top portion of a wall to move laterally with respect to the bottom portion of the wall, which movement could result in structural failure of the wall and, in some instances, collapse of the building.
  • Shearwalls within wall sections of light-framed constructions provide lateral stability and allow the lateral forces in the wall sections to be transmitted through the shearwalls between the upper portions of the wall and the floor diaphragm or foundation of the building where they are dissipated without structural effect on the wall or building.
  • a lateral bracing system typically includes 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 response to lateral forces.
  • the sheathing used is generally oriented strand board (OSB) or plywood, but fiberboard, particleboard and drywall (gypsum board) are also used.
  • OSB oriented strand board
  • light-frame construction wall sections may include prefabricated shearwall sections, which can be positioned between the vertical studs and affixed to the studs and the top and bottom connecting plates.
  • the sheathing or prefabricated panels can also be placed adjacent door and window frames to improve the response to lateral forces at these locations.
  • a conventional prefabricated shearwall 20 is shown in the perspective and cross-sectional views in Figs. 1 and 2 .
  • the shearwall includes an interior diaphragm 22 formed of thin gauge sheet steel which is affixed to an exterior wooden frame 24.
  • the diaphragm is conventionally planar with the edges along the length of the diaphragm being formed to respective lips 26 and 28.
  • the lips 26, 28 allow the diaphragm to be affixed to the wooden frame.
  • GB 2315288 over which claim 1 is characterised, discloses an explosion resistant wall.
  • EP 1211361 discloses a moment resisting strap connection in a shear resisting assembly.
  • US 4037379 discloses a wall panel.
  • a prefabricated shearwall including a central diaphragm having a height generally defined by top and bottom edges, and a width generally defined by a pair of end sections.
  • the diaphragm further includes at least one corrugation extending in the height direction at least partially between the top and bottom edges.
  • the corrugation increases the cross-sectional area and ductility of the diaphragm in the lateral direction in comparison to conventional shearwalls, and further improves the resistance of the shearwall to lateral forces such as those generated in earthquakes, high winds, floods and snow loads.
  • the shearwall also includes a pair of reinforcing chords affixed to the end sections of the central diaphragm.
  • the chords may be formed of 2 inch (5 cm) x 4 inch (10 cm) wooden studs having a height equal to that of the central diaphragm. The chords further improve the resistance of the shearwall to lateral forces.
  • the shearwall further includes a flat sill plate affixed to the bottom edge of the central diaphragm.
  • the sill plate has a footprint at least equal to that of the central diaphragm, the chords and any sheathing affixed to the shearwall.
  • the sill plate may be formed of a rigid material such as steel to evenly distribute any localized compressive forces from the shearwall.
  • the sill plate may also underlie the chords to prevent any wetness or moisture from the underlying support surface from damaging the chords.
  • a preferred embodiment of the invention includes a central diaphragm with a corrugation having a constant size and shape from the top edge to the bottom edge
  • the corrugation may be formed so that it is larger at the bottom edge of the central diaphragm and slopes inward to become smaller toward the top edge of the central diaphragm (or visa-versa). This results in a shearwall providing even greater lateral force resistance, as the sloped lines defined by the bends at the intersection between the various diaphragm sections have lateral components that exhibit increased resistance to movement in the lateral direction.
  • Figs. 3 through 31 relate to a prefabricated shearwall panel including a central diaphragm having a non-planar cross-section to improve the lateral load bearing characteristics of the panel.
  • 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 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.
  • the shearwall 100 includes a central diaphragm 102 having a height, width, and depth, each perpendicular to each other and denoted as h, w and d, respectively, in Fig. 4 .
  • the central diaphragm 102 includes a top edge 101 and a bottom edge 103 generally defining the height of the central diaphragm, and a pair of end sections 104 and 106 generally defining the width of the central diaphragm.
  • the diaphragm 102 further includes a corrugation 108 defined by rear planar sections 110 and 112, angled sections 114 and 116, and front planar section 118. While the corrugation 108 is shown comprised of planar sections joined at angles with respect to each other, it is understood that the corrugation 108 may have different configurations in alternative embodiments.
  • a corrugation may be any ridge, groove or angle formed in central diaphragm 102 extending in the height direction at least partially between the top edge 101 and the bottom edge 103. The ridge, groove or angle lies in between the end sections 104, 106 in a plane different from that of an adjacent section which also extends in the height direction between the top and bottom edges 101, 103 in between the end sections 104, 106.
  • the corrugation 108 increases the cross-sectional area and its ability to withstand lateral forces ( i . e ., those parallel to the diaphragm width). Moreover, the corrugation 108 provides increased ductility to the shearwall in the lateral direction.
  • the central diaphragm may have an overall height of 931 ⁇ 4 inches (237 cm), an overall width of 12 inches (30 cm), and a depth of 21 ⁇ 2 inches (6 cm). It is understood that each of these dimensions may be varied in alternative embodiments, both proportionately and disproportionately with respect to each other.
  • the central diaphragm may have an overall width of 18 inches (46 cm).
  • Each of the sections 104, 106 and 110 through 118 is preferably the same height.
  • end sections 104 and 106 may each be 21 ⁇ 2 inches (6 cm) wide
  • rear planar sections 110 and 112 may each be 3 inches (8 cm) wide
  • the angled sections 114 and 116 may each be 41 ⁇ 4 inches (11 cm) wide
  • the front planar section 118 may be 11 ⁇ 2 inches (4 cm) wide. It is understood that each of these dimensions for the sections 104, 106 and 110 through 114 may vary in alternative embodiments, both proportionately and disproportionately with respect to each other.
  • the central diaphragm 102 may be formed of 7-gauge sheet steel (0.1875 inches (0.5 cm)). Other gauges, such as for example 10-gauge sheet steel (0.4 cm), and other materials of comparable strength and rigidity may be used in alternative embodiments. One such alternative material may be expanded metal.
  • the rear planar sections 110, 112 may be coplanar with a back edge of the diaphragm 102 and front planar section 118 may be coplanar with a front edge of the diaphragm 102 so that the corrugation 108 traverses the entire depth of the central diaphragm.
  • the corrugation 108 need not traverse the entire depth of the central diaphragm in alternative embodiments.
  • both U-shaped channels may be formed of 1 ⁇ 4 inch (0.6 cm) steel plate bent into a U shape.
  • Each channel 119, 121 may be as long as the central diaphragm is wide.
  • the uppermost surface of channel 119 and the lowermost surface of channel 121 shown in Fig. 5 may be 3 inches wide.
  • the front and back edges of the channels may extend a few inches over the top and bottom of the central diaphragm, and the front and back edges may include scallops to facilitate fastening of the bolts securing the central diaphragm to the top plate and underlying surface as explained hereinafter.
  • the channels 119 and 121 may be affixed in their respective positions on the central diaphragm by welding, bolting, gluing and other known affixation methods.
  • gluing refers to the application of any of one or more known compounds (including adhesives and epoxies) to at least portions of the interface between the channels 119/121 and central diaphragm which cause the channels and central diaphragm to stick to each other.
  • the U-shaped channels 119, 121 may be omitted in alternative embodiments, in which case the top and bottom edges of the central diaphragm may attach directly to the top and bottom plates of the wall.
  • the shearwall 100 may further include a pair of reinforcing chords 120 and 122 affixed to the end sections 104 and 106, respectively.
  • the chords may be formed of wood, such as for example sawn lumber from lumber groups including spruce-pine-fir, Douglas fir-larch, hem-fir and southern pine.
  • the chords 120, 122 may alternatively be formed of engineered lumber, such as glulam and wood composites. Other types of wood are contemplated.
  • the chords may have a height equal to that of the central diaphragm 102 and channels 119 and 121 together, and may be 4 inches (10 cm) wide by 2 inches (5 cm) deep.
  • affixing mechanisms may be used to affix the chords to the central diaphragm, such as for example a plurality of 1 ⁇ 4 inch (0.6 cm) x 11 ⁇ 2 inch (4 cm) Simpson Strong-Drive® screws.
  • Other types of screws and affixation methods are contemplated, such as for example gluing.
  • gluing refers to the application of any of one or more known compounds (including adhesives and epoxies) to at least portions of the interface between the chords and central diaphragm which cause the chords and central diaphragm to stick to each other.
  • the screws may be provided in each chord along a single column and spaced apart 6 to 12 inches (15 to 31 cm) from each other. It is understood that the screws may be provided in more than one column, or not aligned in a column, down the length of the chords 120, 122, and may be spaced apart more or less than 6 to 12 inches (15 to 31 cm) in alternative embodiments.
  • chords Affixation of the chords to the central diaphragm as described above further improves the resistance of shearwall 100 to lateral forces. While a single chord is shown on each side of the central diaphragm, it is understood that more than one chord may be provided at each end. For example, 2 to 4 (or more) such chords may be affixed together and mounted to each side of the central diaphragm. It is also understood that chords of less than 2 inches (5 cm) deep and 4 inches (10 cm) wide may be used in alternative embodiments.
  • Sheathing may be affixed over the front and back surface of the central diaphragm and chords, and affixed to the chords by a variety of affixing mechanisms including Simpson Strong-Drive® screws and gluing. It is further understood that the chords 120, 122 may be omitted in alternative embodiments.
  • Shearwall 100 further includes a sill plate 124 affixed to the bottom of the central diaphragm. This allows shearwall 100 to have a lower load bearing surface with a sufficient surface area to allow distribution of the shearwall compressive forces over a sufficiently large area on the underlying floor diaphragm or foundation. If the compressive forces from the shearwall are concentrated, for example in a situation where the bottom plate is small or is shaped with channels so that only a portion of the bottom plate lies in contact with the underlying support surface, the resulting compressive forces can damage or cause failure in the underlying support surface.
  • sill plate 124 is provided as a flat plate with a relatively large surface area.
  • the plate 124 has a length which is preferably equal to that of the central diaphragm and the chords 120 and 122 together, and a width that is equal to the width of the chords 120 and 122.
  • This width dimension is greater than the width of the U-shaped channel 121 in embodiments of the present invention. In such embodiments, this provides a sill plate which is 16 inches (41 cm) long and 4 inches (10 cm) wide. It is understood that the length and/or width of plate 124 may be larger in altemative embodiments.
  • the footprint of the sill plate may be the same size as the footprint of the central diaphragm.
  • Sill plate is also rigid enough to allow even distribution of any localized compressive forces from the shearwall 100.
  • the sill plate 124 is formed of 1 ⁇ 2 inch (1.3 cm) thick steel.
  • sill plate 124 may be affixed to channel 121 by affixation methods such as welding, bolting or gluing.
  • affixation methods such as welding, bolting or gluing.
  • gluing refers to the application of any of one or more known compounds (including adhesives and epoxies) to at least portions of the interface between the sill plate 124 and channel 121 which cause the sill plate and channel to stick to each other.
  • sill plate 124 may have thicknesses other than 1 ⁇ 2 inch (1.3 cm) in alternative embodiments.
  • the sill plate 124 isolates the chords from wetness and moisture from the foundation which may otherwise weaken and erode the chords.
  • the provision of the sill plate 124 under the chords also allows the compressive forces exerted specifically by the chords to be evenly distributed over the sill plate and onto the underlying support surface as described above.
  • underlying support surface 150 comprises a concrete building foundation, but it is understood that underlying support surface 150 may be any surface on which a conventional shearwall may be located, including for example a floor diaphragm on the building foundation or a floor diaphragm on a top plate of a lower floor.
  • the shearwall is fastened to the underlying support surface 150 by means of anchors 152 (partially shown in Fig. 6 ) protruding up through aligned holes formed in the sill plate 124, channel 121 and the bottom of the central diaphragm 102.
  • shearwall 100 may be anchored to the underlying support surface by other anchoring mechanisms in alternative embodiments, such as for example by strap anchors, mudsill anchors, retrofit bolts, foundation plate holdowns, straps, ties, nails, screws, framing anchors, ties, plates, straps or a combination thereof.
  • the shearwall may alternatively or additionally be fastened to the underlying support surface 150 by gluing, which in this context refers to the application of any of one or more known compounds (including adhesives and epoxies) to at least portions of the interface between the shearwall and underlying surface which cause the shearwall and underlying surface to stick to each other.
  • gluing refers to the application of any of one or more known compounds (including adhesives and epoxies) to at least portions of the interface between the shearwall and underlying surface which cause the shearwall and underlying surface to stick to each other.
  • Shearwall 100 may similarly include openings in the top edge of the central diaphragm 102 and channel 119 for affixation to a top plate of a wall as by welding, bolts and/or other anchoring mechanisms described above.
  • the central diaphragm 102, channel 119 and top plate may additionally or alternatively be affixed to each other as by gluing, which refers to the application of any of one or more known compounds (including adhesives and epoxies) to at least portions of the interface between the central diaphragm 102, channel 119 and/or top plate which cause the central diaphragm, channel and/or top plate to stick to each other.
  • shearwall 100 is prefabricated so that it may be easily located within a wall in any desired location simply by affixing the shearwall to the underlying support surface and top plate.
  • the shearwall may be installed initially during construction of a building, or retrofit after completion of construction.
  • Shearwall 100 including corrugated central diaphragm 102 is capable of withstanding greater lateral loads in comparison to conventional shearwalls. Moreover, the corrugation(s) improve the ductility of the shearwall in the lateral direction.
  • the corrugation 108 has been disclosed as having constant dimensions between the top edge 101 and the bottom edge 103. That is, the intersection between the rear planar section 110 and angled section 114, and the intersection between the rear planar section 112 and angled section 116, form lines that extend vertically between the top and bottom edges parallel to each other. Similarly, the intersections between the angled sections 114, 116 and the front planar section 118 form lines that extend vertically between the top and bottom edges parallel to each other.
  • the intersections between the various sections forming the corrugation need not be vertical or parallel to each other.
  • the central diaphragm 202 shown in Fig. 7 includes a corrugation 208 defined by rear planar sections 210 and 212, angled sections 214 and 216, and front planar section 218.
  • the intersection lines 220 and 222 between the rear planar sections and the angled sections slope inward from the bottom edge to the top edge.
  • the intersection lines 224 and 226 between the angled sections and the front planar section slope inward from the bottom edge to the top edge.
  • Fig. 11 is similar to Fig. 7 but inverted so that the intersection lines 220 and 222 between the rear planar sections and the angled sections slope outward from the bottom edge to the top edge. Similarly, the intersection lines 224 and 226 between the angled sections and the front planar section slope outward from the bottom edge to the top edge.
  • Fig. 12 is similar to Fig. 7 but rear planar sections 210 and 212 are omitted so that the size and shape of the shearwall changes from the top edge to the bottom edge of the shearwall.
  • lateral force resisting characteristics of the shearwall 100 shown in Figs. 3-6 providing the bends between the various sections at angles that slope inward or outward from bottom to top provides even greater lateral force resistance, as there is a lateral component to the various bends between the sections.
  • the lateral component to the various bends further resists movement in the lateral direction, and further improves the resistance of the shearwall to lateral loads.
  • the shearwall shown therein may include the channels 119, 121, the chords 120, 122 and the sill plate 124 described above.
  • Figs. 13 through 16 are similar to Figs. 7 through 10 , except that the corrugation 308 of Figs. 11 through 14 does not extend the entire length between the top and bottom edges of the central diaphragm. Instead, the corrugation begins at the bottom edge and the intersection lines between the various sections 310, 314, 316 and 318 slope inward until the corrugation ends at a point 320 between the top and bottom edges.
  • the shearwall of Figs. 13 through 16 would preferably include the channels 119, 121, the chords 120, 122 and the sill plate 124 described above. However, it is contemplated that the chords and/or the sill plate may be omitted in alternative embodiments.
  • the central diaphragm may include apertures 260 provided through the surface of the diaphragm.
  • the apertures may be various shapes and sizes in alternative embodiments, and may be formed in the diaphragm before or after the corrugation is formed. The shapes may be oval, oblong, circular, quadrilateral, polygon or irregular from the front view in alternative embodiments.
  • the size may also vary such that the aperture 260 extends as far out as the rear planar surfaces 210, 212 (as shown in Fig. 17 ), out as far as the angled sections 214, 216, or be provided only through the front planar section 218.
  • three such apertures 260 are shown in Fig.
  • the number of apertures 260 may be less than or greater than three in after-native embodiments.
  • the apertures can be used to reduce the overall strength of the central diaphragm in such a way so that the shearwall 100 yields under lateral loads before an underlying support structure such as the foundation.
  • a central diaphragm with a single corrugation 108, 208 or 308 as shown in Figs. 3 through 19 .
  • the central diaphragm may have a non-planar cross-section in shapes other than a single corrugation in alternative embodiments of the invention.
  • the central diaphragm may include a plurality of corrugations. While Fig. 20 shows 2 such corrugations, it is understood that more than 2 corrugations may be provided in further alternative embodiments.
  • Fig. 20 shows 2 such corrugations, it is understood that more than 2 corrugations may be provided in further alternative embodiments.
  • FIG. 21 shows a further embodiment where there is a single corrugation of constant shape from the top edge to the bottom edge, but the front planar section 218 lies between the planes of the front and back edge of the central diaphragm. It is understood that the embodiments of Figs. 20 and 21 may be combined so that the central diaphragm includes a plurality of corrugations, each having a front planar section which lies between the planes of the front and back edge of the central diaphragm. The embodiments of Figs. 20 and 21 may also be combined with the embodiments of Figs. 7 through 19 .
  • a further alternative embodiment of the central diaphragm may include a corrugation formed by a combination of straight and rounded sections.
  • the central diaphragm may include a plurality of rounded corrugations.
  • Fig. 24 illustrates a further embodiment where the angled sections 114, 116 are formed at right angles to the rear planar sections 112, 114 and the front planar section 118. These embodiments may be combined with any of the embodiments shown in Figs. 7 through 19 .
  • Figs. 25 and 26 show a further embodiment of the present invention including one or more embossments 270 formed in one or more surfaces of the central diaphragm to add strength to the diaphragm. While shown in end section 106, it is understood that the one or more embossments 270 may alternatively or additionally be formed in opposite end section 104, or sections 112 through 118, in alternative embodiments. As shown in Fig. 26 , when vertically oriented, the embossment(s) 270 may extend over a portion of sections 104, 106, and/or 112 through 118. Alternatively, the embossment(s) may extend substantially the entire length of the sections. While shown as being vertically oriented in Figs.
  • the one or more embossments may be oriented differently in alternative embodiments.
  • the embossments may be provided horizontally or at an angle between the horizontal and vertical.
  • the embossments may be provided in a cross-hatched or herringbone configuration.
  • the one or more embossments 270 may be used in any of the embodiments shown in Figs. 7 through 24 .
  • Figs. 27 and 28 show a further embodiment of the present invention including stiffening lips 280 formed in the horizontally oriented edges of end sections 104 and 106.
  • the lips 280 may be formed inwardly as shown in Fig. 27 , or the lips 280 may be outwardly as shown in Fig. 28 .
  • the stiffening lips 280 may be provided to add additional strength to the diaphragm 102, and may be used in any of the embodiments shown in Figs. 7 through 26 .
  • the central diaphragm 102 may be comprised of separate end members 402 and 404, and a separate central section 406.
  • Each end member may include end sections 406, rear planar sections 408 and angled sections 410 similar to the end sections, rear planar sections and angled sections described above with respect to other embodiments.
  • the end members may optionally have a portion of a front planar section 412 similar to a portion of the front planar section described above with respect to other embodiments.
  • the central section 406 may be a single unitary piece of material, such as metal, that extends the length of the diaphragm and is affixed to the angled sections 410 at the front plane of the diaphragm, or to the portions of the front planar sections 412 (as shown).
  • the central section may be affixed by welding, bolting, gluing or other known affixation methods.
  • gluing refers to the application of any of one or more known compounds (including adhesives and epoxies) to at least portions of the interface between the central section 406 and angled sections 410 which cause the central section and angled sections to stick to each other.
  • the central section 406 may be comprised of more than one piece as shown in Fig. 31 .
  • the central section may include a section 406a at a top of the diaphragm and a section 406b at a bottom of the diaphragm.
  • the section 406a may extend down 12 inches (30 cm) from the top of the diaphragm and the section 406b may extend up 36 inches (21 cm) from the bottom of the diaphragm. It is understood that the lengths of sections 406a and 406b may vary in alternative embodiments, both proportionately and disproportionately to each other.
  • the central sections may be affixed by welding, bolting, gluing or other known affixation methods.
  • Figs. 29 through 31 allows the overall width of the shearwall 100 to be easily provided to different widths in the field simply by using a central section of differing widths.
  • a shorter width central section ( Fig. 29 ) will provide one overall width, while a larger width central section ( Fig. 30 ) will provide another overall width.
  • a shearwall 100 of the precisely needed width may be easily and quickly formed.
  • the embodiment shown in Figs. 29-31 may be used in conjunction with the embodiments disclosed above with respect to Figs. 7 through 28 .

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Business, Economics & Management (AREA)
  • Emergency Management (AREA)
  • Environmental & Geological Engineering (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Buildings Adapted To Withstand Abnormal External Influences (AREA)
  • Panels For Use In Building Construction (AREA)
  • Load-Bearing And Curtain Walls (AREA)
  • Revetment (AREA)
  • Transition And Organic Metals Composition Catalysts For Addition Polymerization (AREA)

Claims (14)

  1. Scherwand (100), die Folgendes umfasst:
    eine mittlere Membran (102) mit einer Höhe (h),
    einer Breite (w) und einer Tiefe (d), die jeweils senkrecht zueinander sind, und einer in Richtung der Höhe (h) der mittleren Membran (102) verlaufenden Wellung;
    dadurch gekennzeichnet, dass die Scherwand weiterhin Folgendes umfasst:
    eine erste und eine zweite Sehne (120, 122), die an der mittleren Membran (102) an einander gegenüberliegenden Rändern der mittleren Membran (102) befestigt sind und sich in Richtung der Höhe (h) der mittleren Membran (102) erstrecken; und eine Grundschwelle (124), die an einem unteren Ende der Scherwand (100) befestigt ist, wobei die Grundschwelle (124) eine Grundfläche aufweist, die mindestens so groß ist wie die mittlere Membran (102) und die erste und die zweite Sehne (120, 122) zusammen;
    und dass mindestens zwei der mittleren Membran (102), der ersten Sehne (120), der zweiten Sehne (122) und der Grundschwelle (124) durch Verschweißen und/oder Verbolzen und/oder Verschrauben und/oder Verkleben aneinander befestigt sind.
  2. Scherwand (100) nach Anspruch 1, wobei die erste und die zweite Sehne (120, 122) jeweils aus 2 Zoll (5 cm) x 4 Zoll (10 cm) -Holz hergestellt sind.
  3. Scherwand (100) nach Anspruch 1, wobei die Grundschwelle (124) an dem unteren Rand (103) der mittleren Membran (102) befestigt ist und eine Grundfläche aufweist, die mindestens so groß ist wie die kombinierte Grundfläche der mittleren Membran (102) und der ersten und der zweiten Sehne (120, 122) zusammen.
  4. Scherwand (100) nach Anspruch 1, wobei die mittlere Membran (102) aus 7er Stahl (0,5 cm) hergestellt ist.
  5. Scherwand (100) nach Anspruch 1, wobei die Wellung durch ein Paar abgewinkelter Abschnitte (114, 116) definiert wird, die sich entlang der Höhenabmessung (h) von einer ersten Ebene an einem Hinterrand der mittleren Membran (102) erstrecken und nach innen zueinander abgewinkelt sind, wobei die abgewinkelten Abschnitte (114, 116) in einer zweiten Ebene an einem Vorderrand der mittleren Membran (102) enden, und wobei die Wellung weiterhin durch einen vorderen planaren Abschnitt (118) in der zweiten Ebene definiert wird, der sich zwischen dem Paar abgewinkelter Abschnitte (114, 116) erstreckt.
  6. Scherwand (100) nach Anspruch 1, wobei sich die Wellung von dem oberen Rand (101) zu dem unteren Rand (103) der mittleren Membran (102) erstreckt.
  7. Scherwand (100) nach Anspruch 1, wobei sich die Wellung von dem unteren Rand (103) der mittleren Membran (102) erstreckt und an einer Stelle zwischen dem unteren Rand (103) und dem oberen Rand (101) der mittleren Membran (102) endet.
  8. Scherwand (100) nach Anspruch 1, wobei die mittlere Membran (102) mindestens eine Öffnung (260) enthält.
  9. Scherwand (100) nach Anspruch 1, wobei die mittlere Membran (102) mindestens eine Prägung (270) enthält.
  10. Scherwand (100) nach Anspruch 1, wobei die mittlere Membran (102) mindestens eine Versteifungslippe (280) enthält.
  11. Scherwand (100) nach Anspruch 1, die weiterhin einen Kanal umfasst, in dem die mittlere Membran (102) liegt.
  12. Scherwand (100) nach Anspruch 11, wobei die Grundschwelle (124) eine Breite aufweist, die größer ist als die des Kanals.
  13. Scherwand (100) nach Anspruch 11, wobei die Grundschwelle (124) aus 1/2 Zoll (1,3 cm) dickem Stahl hergestellt ist.
  14. Scherwand (100) nach Anspruch 11, wobei der Kanal durch Verschweißen und/oder Verbolzen und/oder verschrauben und/oder Verkleben an der mittleren Membran (102) befestigt ist.
EP04257722A 2003-12-12 2004-12-13 Gewellte Scherwand Active EP1548209B1 (de)

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US734870 2003-12-12
US10/734,870 US20050126105A1 (en) 2003-12-12 2003-12-12 Corrugated shearwall
US8015 2004-12-09
US11/008,015 US20050284073A1 (en) 2003-12-12 2004-12-09 Corrugated shearwall

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ATE547579T1 (de) 2012-03-15
US20050284073A1 (en) 2005-12-29
AU2004237848A1 (en) 2005-06-30
JP4989025B2 (ja) 2012-08-01
JP2005171757A (ja) 2005-06-30
PL1548209T3 (pl) 2012-08-31
DK1548209T3 (da) 2012-06-25
EP1548209A1 (de) 2005-06-29

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