Abstract
The present invention discloses a three-dimensional lightweight steel framing system formed by bi-directional continuous double beams. The three-dimensional lightweight steel framing system comprises beams, purlins, columns, wall bodies, floor slabs and lateral resistant mechanism comprises of diagonal support or bracing, wherein the beams are continuous double beams, and the continuous double beams are formed by combination of identical or different continuous single beams, and the continuous single beams are respectively arranged at the both sides of the columns, and the single beams are kept continuous at the junctions with the columns. The three-dimensional lightweight steel framing system simplifies the production of the lightweight steel member, and simplifies the on-site assembly by using bolts and nuts.
Claims
1. A three-dimensional lightweight steel framing system comprising: continuous beams, a column (2), a wall body, a purlin (16), a lightweight composite floor system and a lateral resistant mechanism comprising a diagonal support (41) or a lateral resistant bracing (42), wherein the double continuous beam comprises two single continuous beams, the single continuous beams having identical or different section profiles the column sandwiched between the single continuous beams, the single continuous beams kept continuous at the intersection with the column; wherein the lightweight composite floor system (311) is a purlin (16), a lateral resistant bracing (42) and/or a cemented steel mesh ceiling (32), the lightweight composite floor system (311) further comprises a floor deck formed by a profiled steel sheet (52) connected to the purlin (16) by the floor connector (51) and is filled with concrete or cement mortar (601); the profiled steel sheet (52) is a corrugated profiled steel sheet or a folded profiled steel sheet, the profiled steel sheet (52) is with a 0.2-to-1.0-millimeter thickness and a 30-to-50-millimeter groove depth; the concrete or the cement mortar (601) is further installed with anti-cracking mesh or anti-cracking fiber (531); the depth of concrete or cement mortar (601) is less than 50 millimeters from the top of concrete or cement mortar (601) to the top of the profiled steel sheet (52); the floor connector 51) comprises a self-tapping screw (502), a sleeve (513) and/or a bearing gasket (514), the sleeve (513) is tightly attached to the self-tapping screw (502), the sleeve (513) is made of metal or plastic, at least one side of the sleeve (513) is expanded to form the bearing gasket (514); the purlin (16) is disposed at intervals of less than 180 centimeter; at least one pair of opposite corners of the lightweight composite floor system (311) are bounded by said lateral resistant bracing (42); said lateral resistant bracing (42) is formed by a strip steel, the strip steel is connected to the purlin (16) by the self-tapping screw (502); the cemented steel mesh ceiling (32) is connected to the purlin (16) by the self-tapping screw (502) and/or an air nail (515); the cemented steel mesh ceiling (32) comprises a first expanded ribbed steel mesh (54) covered with a cement mortar layer (61), and the cement mortar layer (61) is further reinforced with an anti-cracking mesh and/or an anti-cracking fiber (531).
2. The three-dimensional lightweight steel framing system of claim 1, the single continuous beam (1) is formed by a L-shaped steel member, a U-shaped steel member, a C-shaped steel member, a Z-shaped steel member, a plate-shaped steel member, and a slice truss; the purlin (16) is formed by at least one of the U-shaped steel members, the C-shaped steel member, the Z-shaped steel member, and the slice truss; the upper chord (151) and the bottom chord (152) is formed by the L-shaped steel member, and the lateral resistant diagonal support (153) is formed by the L-shaped steel member the plate-shaped steel member, or a steel tube; the column (2) is formed by a U-shaped steel member, a C-shaped steel member, an open square-shaped steel member, a bent square-shaped steel member, and a square-shaped steel member; the cavity of the open square-shaped steel member can be further reinforced by infilling with the concrete or cement mortar (601); the bent square-shaped steel member is a cold rolled steel plate into square forming two 90-degree lips on both ends, and the lips at both ends are overlapped and fastened with rivets (510) at proper distances respectively; the continuous single beam (1) is connected to the column (2) by means of a bolt (501) passing through a connection hole (70) on the web of the continuous single beam (1) and a connection hole (70) on the column (2) and fixing with nuts.
3. The three-dimensional lightweight steel framing system of claim 2, wherein the L-shaped steel member, the U-shaped steel member, the C-shaped steel member, the Z-shaped steel member and the open square-shaped steel member are provided with curled lips; and an upper flange and a bottom flange of the U-shaped steel member, an upper flange and a bottom flange of the C-shaped steel member, or an upper flange and a bottom flange of the Z-shaped steel member have an identical width or different widths, the L-shaped steel member, the U-shaped steel member, the C-shaped steel member, the Z-shaped steel member, the open square-shaped steel member, the bent square-shaped steel member and the plate-shaped steel member are constructed from cold rolled galvanized steel reel.
4. The three-dimensional lightweight steel framing system of claim 1, wherein the single continuous beam (1) includes at least one overlapped connection or at least one beam connector (512).
Description
BRIEF DESCRIPTION OF THE DRAWINGS
(1) FIG. 1 is a diagram of a three-dimensional lightweight steel framing system according to the present invention.
(2) FIG. 2-1A is a sectional diagram of L-shaped steel member according to the present invention.
(3) FIG. 2-1B is a sectional diagram of U-shaped steel member according to the present invention.
(4) FIG. 2-1C is a sectional diagram of C-shaped steel member according to the present invention.
(5) FIG. 2-1D is a sectional diagram of Z-shaped steel member according to the present invention.
(6) FIG. 2-1E is a sectional diagram of plate-shaped steel member according to the present invention.
(7) FIG. 2-1F is a sectional diagram of square-shaped wooden member according to the present invention.
(8) FIG. 2-1G is a sectional diagram of slice truss according to the present invention.
(9) FIG. 2-2A is a sectional diagram of U-shaped steel member according to the present invention.
(10) FIG. 2-2B is a sectional diagram of C-shaped steel member according to the present invention.
(11) FIG. 2-2C is a sectional diagram of open square-shaped steel member according to the present invention.
(12) FIG. 2-2D is a sectional diagram of bent square-shaped steel member according to the present invention.
(13) FIG. 2-2E is a axonometric diagram of bent square-shaped steel member according to the present invention.
(14) FIG. 2-3A is a sectional diagram of column reinforced by infilling with concrete or cement mortar according to the present invention.
(15) FIG. 2-3B is a diagram of the front view of two continuous single beams according to the present invention.
(16) FIG. 2-3C is a diagram of the front view of two continuous single beams according to the present invention.
(17) FIG. 2-3D is a diagram of the front view of two continuous single beams according to the present invention.
(18) FIG. 2-3E is a diagram of the front view of two continuous single beams according to the present invention.
(19) FIG. 2-3F is a sectional diagram of column reinforced by infilling with concrete or cement mortar according to the present invention.
(20) FIG. 2-3G is a diagram of the top view of two continuous single beams according to the present invention.
(21) FIG. 2-3H is a diagram of the top view of two continuous single beams according to the present invention.
(22) FIG. 2-3I is a diagram of the top view of two continuous single beams according to the present invention.
(23) FIG. 2-3J is a diagram of the top view of two continuous single beams according to the present invention.
(24) FIG. 3-1A is a diagram of the top view of single beams connected via the overlapped connection according to the present invention.
(25) FIG. 3-1B is a diagram of the top view of single beams connected via the overlapped connection according to the present invention.
(26) FIG. 3-1C is a diagram of the front view of single beams connected via the overlapped connection according to the present invention.
(27) FIG. 3-1D is a diagram of the front view of single beams connected via the overlapped connection according to the present invention.
(28) FIG. 3-1E is a diagram of single beams connected via the overlapped connection according to the present invention.
(29) FIG. 3-2A is a diagram of the top view of slice truss connected via the overlapped connection according to the present invention.
(30) FIG. 3-2B is a diagram of the front view of slice truss connected via the overlapped connection according to the present invention.
(31) FIG. 3-2C is a sectional diagram of slice truss connected via the overlapped connection according to the present invention.
(32) FIG. 3-3A is a diagram of the top view of single beams connected via a beam connector according to the present invention.
(33) FIG. 3-3B is a diagram of the front view of single beams connected via a beam connector according to the present invention.
(34) FIG. 3-3C is a sectional diagram of single beams connected via a beam connector according to the present invention.
(35) FIG. 3-3D is a sectional diagram of single beams connected via a beam connector according to the present invention.
(36) FIG. 3-3E is a diagram of single beams connected via abeam connector according to the present invention.
(37) FIG. 4-1A is a diagram of the reinforced lightweight composite floor slab according to the present invention.
(38) FIG. 4-2A is a sectional diagram of the lightweight composite floor slab according to the present invention.
(39) FIG. 4-3A is a diagram of the self-tapping screw and sleeve and bearing gasket according to the present invention.
(40) FIG. 4-3B is a diagram of the self-tapping screw and sleeve and bearing gasket according to the present invention.
(41) FIG. 4-3C is a diagram of the top view of the self-tapping screw and sleeve and bearing gasket according to the present invention.
(42) FIG. 4-4A is a sectional diagram of the profiled steel sheet according to the present invention.
(43) FIG. 4-5A is a sectional diagram of the profiled steel sheet according to the present invention.
(44) FIG. 4-6A is a diagram of the first expanded ribbed steel mesh according to the present invention.
(45) FIG. 4-7A is a sectional diagram of the first expanded ribbed steel mesh according to the present invention.
(46) FIG. 4-8A is a sectional diagram of the reinforced lightweight composite floor slab according to the present invention.
(47) FIG. 4-9A is a sectional diagram of the reinforced lightweight composite floor slab according to the present invention.
(48) FIG. 5-1A is a diagram of the embedded continuous single beam according to the present invention.
(49) FIG. 5-1B is a sectional diagram of the embedded continuous single beam according to the present invention.
(50) FIG. 5-1C is a sectional diagram of the embedded continuous single beam according to the present invention.
(51) FIG. 5-2A is a diagram of the lateral resistant bracing according to the present invention.
(52) FIG. 5-2B is a diagram of the lateral resistant bracing according to the present invention.
(53) FIG. 5-2C is a diagram of the lateral resistant bracing according to the present invention.
(54) FIG. 5-2D is a diagram of the lateral resistant bracing according to the present invention.
(55) FIG. 5-2E is a diagram of the lateral resistant bracing according to the present invention.
(56) FIG. 5-2F is a diagram of the lateral resistant bracing according to the present invention.
(57) FIG. 5-2G is a diagram of the lateral resistant bracing according to the present invention.
(58) FIG. 6-1A is a diagram of the slice truss according to the present invention.
(59) FIG. 6-2B is a diagram of the top view of the slice truss according to the present invention.
(60) FIG. 6-3C is a sectional diagram of the slice truss along a A-A′ line shown in FIG. 6-1A according to the present invention.
(61) FIG. 6-4D is a sectional diagram of the slice truss along a B-B′ line shown in FIG. 6-1A according to the present invention.
(62) FIG. 6-5E is a diagram of the slice truss according to the present invention.
(63) FIG. 7-1A is a diagram of the truss beam according to the present invention.
(64) FIG. 7-2A is a diagram of the front view of the truss beam according to the present invention.
(65) FIG. 7-3A is a sectional diagram of the truss beam along a C-C′ line shown in FIG. 7-2A according to the present invention.
(66) FIG. 7-4A is a sectional diagram of the space between the two continuous single beams according to the present invention.
(67) FIG. 7-4B is a sectional diagram of the space between the two continuous single beams according to the present invention.
(68) FIG. 7-4C is a sectional diagram of the space between the two continuous single beams according to the present invention.
(69) FIG. 8-1A is a diagram of the front view of the punching grove and the additional steel plate according to the present invention.
(70) FIG. 8-2A is a sectional diagram of the punching groove according to the present invention.
(71) FIG. 8-3A is a schematic diagram of the punching groove according to the present invention.
(72) FIG. 8-4A is a sectional diagram of the additional steel plate according to the present invention.
(73) FIG. 8-4B is a sectional diagram of the additional steel plate according to the present invention.
(74) FIG. 8-4C is a sectional diagram of the additional steel plate according to the present invention.
(75) FIG. 8-4D is a sectional diagram of the additional steel plate according to the present invention.
(76) FIG. 8-4E is a sectional diagram of the additional steel plate according to the present invention.
(77) FIG. 8-4F is a sectional diagram of the additional steel plate according to the present invention.
(78) FIG. 8-5A is a sectional diagram of the additional steel plate along a F-F′ line shown in FIG. 8-4A to FIG. 8-4E according to the present invention.
(79) FIG. 8-5B is a sectional diagram of the additional steel plate along a F-F′ line shown in FIG. 8-4F according to the present invention.
(80) FIG. 9-1A is a schematic diagram of the reinforced mechanism according to the present invention.
(81) FIG. 9-2B is a sectional diagram of the reinforced mechanism along a G-G′ line shown in FIG. 9-1A according to the present invention.
(82) FIG. 9-3C is a sectional diagram of the reinforced mechanism along a H-H′ line shown in FIG. 9-1A according to the present invention.
(83) FIG. 9-4D is a sectional diagram of the reinforced mechanism along a I-I′ line shown in FIG. 9-1A according to the present invention.
(84) FIG. 9-5E is a sectional diagram of the reinforced mechanism along a J-J′ line shown in FIG. 9-1A according to the present invention.
(85) FIG. 9-6F is a sectional diagram of the reinforced Mechanism along a K-K′ line shown in FIG. 9-1A according to the present invention.
(86) FIG. 10-1A is a diagram of the front view of the integrally-positioned steel frame according to the present invention.
(87) FIG. 10-2B is a schematic diagram of the integrally-positioned steel frame according to the present invention.
(88) FIG. 10-3C is a sectional diagram of the frame body according to the present invention.
(89) FIG. 10-4D is a diagram of the positioning plate for bolt according to the present invention.
(90) FIG. 10-5E is a sectional diagram of the integrally-positioned steel frame according to the present invention.
(91) FIG. 11-1A is a diagram of the composite wall with diaphragm effect according to the present invention.
(92) FIG. 11-2B is a sectional diagram of the composite wall with diaphragm effect according to the present invention.
(93) FIG. 11-3C is a sectional diagram of the composite wall with diaphragm effect according to the present invention.
(94) FIG. 11-4D is a diagram of the composite wall with diaphragm effect according to the present invention.
(95) FIG. 11-5E is a sectional diagram of the composite wall with diaphragm effect according to the present invention.
(96) FIG. 11-6F is a sectional diagram of the composite wall with diaphragm effect according to the present invention.
(97) FIG. 12-1A is a diagram of the composite wall with diaphragm effect according to the present invention.
(98) FIG. 12-2B is a sectional diagram of the composite wall with diaphragm effect according to the present invention.
(99) FIG. 13-1A is a sectional diagram of the expanded ribbed mesh binding wall body according to the present invention.
(100) FIG. 13-2B is a diagram of the expanded ribbed mesh binding wall body according to the present invention.
(101) FIG. 13-3C is a sectional diagram of the expanded ribbed mesh binding wall body according to the present invention.
(102) FIG. 14-1A is a diagram of the reinforcing column according to the present invention.
(103) FIG. 14-2B is a diagram of the reinforcing column according to the present invention.
(104) FIG. 14-3C is a diagram of the reinforcing column according to the present invention.
DETAILED DESCRIPTION
(105) In order to make the objects, the technical solutions and the advantages of the present invention more apparent, the present invention will be described hereinafter in conjunction with the drawings and embodiments.
(106) Please refer to FIG. 1. FIG. 1 is a diagram of a three-dimensional lightweight steel framing system according to the present invention. The three-dimensional lightweight steel framing system includes a horizontal beam 11, a slanted roof beam 12, a ground tie beam 14, a slice truss 15, a truss beam 13, a purlin 16, an integrally-positioned steel frame 55, a structural major column 21, a minor column 22, a wall reinforcing column 23, a reinforcing column 24 at the outer periphery of the structural major column 21, a diagonal support 41, a lateral resistant bracing 42, a composite wall with diaphragm effect 62, a masonry wall 63, an expanded ribbed mesh binding wall body 64, and a reinforced lightweight composite floor slab 31. Each of the horizontal beam 11, the slanted roof beam 12, and the ground tie beam 14 is a continuous double beam including two continuous single beams 1. Each of the structural major column 21, the minor column 22, and the wall reinforcing column 23 is a column 2. The wall reinforcing column 23 is disposed in the composite wall with diaphragm effect 62, a masonry wall 63 or the expanded ribbed mesh binding wall body 64.
(107) Please refer to FIG. 2-1A to FIG. 2-1G, which are the sectional diagrams of the continuous single beam 1 according to the present invention. As shown in FIG. 2-1A, the beam 1 can be formed by a L-shaped steel member. As shown in FIG. 2-1B, the beam 1 can be formed by an U-shaped steel member. As shown in FIG. 2-1C, the beam 1 can be formed by a C-shaped steel member. As shown in FIG. 2-1D, the beam 1 can be formed by a Z-shaped steel member. As shown in FIG. 2-1E, the beam 1 can be formed by a plate-shaped steel member. As shown in FIG. 2-1F, an additional component attached on an outer side of the beam 1 can be formed by a square-shaped wooden member. As shown in FIG. 2-1G, the beam 1 can be formed by a slice truss. Furthermore, the L-shaped steel member (FIG. 2-1A), the U-shaped steel member (FIG. 2-1B, FIG. 2-2A), the C-shaped steel member (FIG. 2-1C, FIG. 2-2B), the Z-shaped steel member (FIG. 2-1D) and the open square-shaped steel member (FIG. 2-2C) are provided with curled lips. An upper flange and a bottom flange of the U-shaped steel member (FIG. 2-1B), an upper flange and a bottom flange of the C-shaped steel member (FIG. 2-1C), or an upper flange and a bottom flange of the Z-shaped steel member (FIG. 2-1D) have an identical width or different widths.
(108) Please refer to FIG. 2-2A to FIG. 2-2E, which are the sectional diagrams of the column 2 according to the present invention. As shown in FIG. 2-2A, the column 2 can be formed by an U-shaped steel member. As shown in FIG. 2-2B, the column 2 can be formed by a C-shaped steel member. As shown in FIG. 2-2C, the column 2 can be formed by an open square-shaped steel member. As shown in FIG. 2-2D and FIG. 2-2E, the column 2 can be formed by a bent square-shaped steel member. The bent square-shaped steel member (FIG. 2-2D, 2-2E) is formed by cold rolling the steel plate into square forming two 90-degree lips on both ends, and the lips at both ends are overlapped and fastened with rivets 510 at proper distances respectively.
(109) Please refer to FIG. 2-3A to FIG. 2-3J, which are the reinforced mechanism formed by filling the space between two continuous single beam 1, and/or a cavity within the column 2 with a concrete and/or a cement mortar 601 according to the present invention.
(110) Please refer to FIG. 3-1A to FIG. 3-1E, which are diagrams of single beams 1 connected to column 2 via the overlapped connection according to the present invention.
(111) Please refer to FIG. 3-2A to FIG. 3-2C, which are diagrams of slice truss comprises an upper chord 151, a bottom chord 152 connected to column 2 via the overlapped connection according to the present invention.
(112) Please refer to FIG. 3-3A to FIG. 3-3D, which are diagrams of single beams 1 connected via a beam connector 512 according to the present invention.
(113) Please refer to FIG. 4-1A to FIG. 4-9A, which are diagrams of the reinforced lightweight composite floor slab according to the present invention. As shown in FIG. 4-1A, the reinforced lightweight composite floor slab 31 comprises a lightweight composite floor slab 311, a purlin 16, a lateral resistant bracing 42 and/or a cemented steel mesh ceiling 32. The lightweight composite floor slab 311 is installed over the purlin 16. The lateral resistant bracing 42 and/or the cemented steel mesh ceiling 32 are built under the purlin 16. As shown in FIG. 4-2A, the lightweight composite floor slab 311 comprises a floor deck formed by a profiled steel sheet 52 connected to the purlin 16 by the floor connector 51 and is filled with concrete or cement mortar 601. The concrete or the cement mortar 601 can further installed with anti-cracking mesh or anti-cracking fiber 531. As shown in FIG. 4-3A, FIG. 4-3B, and FIG. 4-3C, the floor connector 51 comprises a self-tapping screw 502, a sleeve 513 and/or a bearing gasket 514. The sleeve 513 is tightly attached to the self-tapping screw 502. The sleeve 513 is made of metal or plastic. At least one side of the sleeve 513 is expanded to form the bearing gasket 514. As shown in FIG. 4-4A and FIG. 4-5A, the profiled steel sheet 52 is a corrugated profiled steel sheet or a folded profiled steel sheet. As shown in FIG. 4-6A and FIG. 4-7A, the cemented steel mesh ceiling 32 comprises a first expanded ribbed steel mesh 54 with a first V-shaped rib 541. As shown in FIG. 4-8A, at least one pair of opposite corners of the lightweight composite floor slab 311 are bounded by the lateral resistant bracing 42. As shown in FIG. 4-9A, a cemented steel mesh ceiling 32 is connected to the purlin 16 by the self-tapping screw 502 and/or the air nail 515. The cemented steel mesh ceiling comprises a first expanded ribbed steel mesh 54 covered with cement mortar layer 61, and the cement mortar layer 61 is further reinforced with an anti-cracking mesh and/or an anti-cracking fiber 531.
(114) Please refer to FIG. 5-1A to FIG. 5-1C, which are diagrams of the embedded continuous single beam according to the present invention. As shown in FIG. 5-1A, an upper flange and bottom flange of the continuous single beam 1 is cut off corresponding to the edge of the column 2. The embedded continuous single beam 17 is connected to the column 2 by means of the bolts 501 passing through the connection hole 70 on the web of the continuous single beam 1 and the connection hole 70 on the column 2 and fixing with nuts. As shown in FIG. 5-1B and FIG. 5-1C, the embedded continuous single beam 17 is formed by the C-shaped steel member and the Z-shaped steel member.
(115) Please refer to FIG. 5-2A to FIG. 5-2G, which are diagrams of the lateral resistant bracing according to the present invention.
(116) Please refer to FIG. 6-1A to FIG. 6-5E, which are diagrams of the slice truss according to the present invention. As shown in FIG. 6-1A, the slice truss comprises an upper chord 151, a bottom chord 152, a lateral resistant diagonal support 153, and a vertical member of truss beam 213. The upper chord 151 and the bottom chord 152 is formed by the L-shaped steel member. The lateral resistant diagonal support 153 is formed by the L-shaped steel member, the plate-shaped steel member or a steel tube. As shown in FIG. 6-2B, the upper chord 151 is connected to the column 2 via the overlapped connection. As shown in FIG. 6-3C, which is a sectional diagram of the slice truss along a A-A′ line shown in FIG. 6-1A. As shown in FIG. 6-4D, which is a sectional diagram of the slice truss along a B-B′ line shown in FIG. 6-1A. As shown in FIG. 6-5E, which is a diagram of the slice truss according to the present invention.
(117) Please refer to FIG. 7-1A to FIG. 7-3A, which are diagrams of the truss beam 13 comprises of an upper chord of truss beam 131, a bottom chord of truss beam 132, a vertical member of truss beam 213 and a diagonal member of truss beam according to the present invention. As shown in FIG. 7-1A and FIG. 7-2A, the upper chord of truss beam 131 and the bottom chord of truss beam 132 are connected to the column 2 by means of a bolt 501. As shown in FIG. 7-3A, which is a sectional diagram of the truss beam 13 along a C-C′ line shown in FIG. 7-2A, the bottom chord of truss beam 132 is formed by the open square-shaped steel member with an upward opening and a part of the open square-shaped steel member overlapping the column 2 or the diagonal member of truss beam 134 is cut off. The open square-shaped member is connected to the column 2 or the diagonal member of truss beam 134 by means of the bolts 501 passing through the connection hole 70 and fixing with nuts, so as to form the at least one reinforced mechanism. The cavity within the open square-shaped steel member of the bottom chord of truss beam 132 is filled with the concrete and/or the cement mortar 601, so as to form the at least one reinforced mechanism.
(118) Please refer to FIG. 7-4A to FIG. 7-4C, which are sectional diagrams of a steel component arranged in the space between the two continuous single beam 1 where the concrete and/or the cement mortar 601 is filled, so as to form the at least one reinforced mechanism. The steel component is a steel rebar 505, a stirrup 506, or a pre-stressed steel cable 507. The stirrup 506 is a square stirrup, a cylindric stirrup, a helical stirrup or a cylindric steel mesh. The pre-stressed steel cable 507 is further provided with an anchor 508.
(119) Please refer to FIG. 8-1A to FIG. 8-3A, which are diagrams of the punching groove 71 according to the present invention. As shown in FIG. 8-1A, the punching groove 71 forming on the connection hole 70 of the beam, the punching groove 71 is embedded into the enlarged connection hole 73 of the column 2. The diameter of the enlarged connection hole 73 of the column 2 is greater than the diameter of the punching grove 71. Please refer to FIG. 8-4A to FIG. 8-4F, which are sectional diagrams of the additional steel plate 518 according to the present invention. The additional steel plate 518 is attached to the connection hole 70 of the beam or the column 2. The additional steel plate 518 is fastened to the beam or the column 2 by means of a rivet, and/or a clinching join, and/or by welding. Please refer to FIG. 8-5A, which is a sectional diagram of the additional steel plate 518 along a F-F′ line shown in FIG. 8-4A to FIG. 8-4E according to the present invention. Please refer to FIG. 8-5B, which is a sectional diagram of the additional steel plate 518 along a F-F′ line shown in FIG. 8-4F according to the present invention.
(120) Please refer to FIG. 9-1A to FIG. 9-6F, which are diagrams of the reinforced mechanism according to the present invention. As shown in FIG. 9-2B, which is a sectional diagram of the reinforced mechanism along a G-G′ line shown in FIG. 9-1A, the space between the two continuous single beams 1 is filled with the concrete and/or the cement mortar 601, so as to form the at least one reinforced mechanism. As shown in FIG. 9-3C, which is a sectional diagram of the reinforced mechanism along a H-H′ line shown in FIG. 9-1A, the additional component 511 is attached on an outer side of the beam. The thermal insulating gasket 503 is arranged between the beam and the additional component 511. As shown in FIG. 9-4D, which is a sectional diagram of the reinforced mechanism along a I-I′ line shown in FIG. 9-1A, the additional component 511 is attached on an outer side of the beam. As shown in FIG. 9-5E, which is a sectional diagram of the reinforced mechanism along a J-J′ line shown in FIG. 9-1A, the column 2 is wrapped around by a steel mesh 53, a woven steel mesh, or an expanded steel mesh and connected to a masonry wall 63 by the cement mortar layer 61, so as to form the at least one reinforced mechanism. As shown in FIG. 9-6F, which is a sectional diagram of the reinforced mechanism along a K-K′ line shown in FIG. 9-1A, a precast concrete wall slab 68 and/or a precast lightweight concrete wall slab and/or a precast hollow concrete wall slab is installed between the two continuous single beams 1.
(121) Please refer to FIG. 10-1A to FIG. 10-5E, which are diagrams of the integrally-positioned steel frame 55 according to the present invention. As shown in FIG. 10-1A and FIG. 10-2B, the integrally-positioned steel frame 55 comprises an angle connector 554, a positioning plate for bolt 552, a frame body 551, and an embedded bolt 553. The embedded bolt 553 is connected to a base of the column 2 via the angle connector 554. As shown in FIG. 10-3C, the frame body 551 is preferably formed by the C-shaped steel member with an upward opening and with a positioning hole 70. As shown in FIG. 10-4D the positioning plate for bolt 552 is with a positioning hole 70. As shown in FIG. 10-5E, the positioning plate for bolt 552 is arranged above the positioning hole 70 of the frame body 551. The frame body 551 is embedded in the foundation after the embedded bolt 553 is fixed. The anti-pulling nut 555 can be further placed below the positioning plate for bolt 552 and/or the frame body 551.
(122) Please refer to FIG. 11-1A to FIG. 12-2B, which are diagrams of the composite wall with diaphragm effect 62 according to the present invention. The composite wall with diaphragm effect 62 encloses the structural major column 21, the minor column 22, and/or the wall reinforcing column 23, and the diagonal support 41. As shown in FIG. 11-1A, FIG. 11-2B and FIG. 11-3C, the composite wall with diaphragm effect 62 comprises a wall infill 66, a wall surfaces with diaphragm effect 621 and/or an insulating layer 65. The wall surface with diaphragm effect 621 comprises a second expanded ribbed steel mesh 56, a cement mortar layer 61, and a fastener. The second expanded ribbed steel mesh 56 comprises a V-shaped rib 561 and an expanded mesh surface. The second expanded ribbed steel mesh 56 is fixed onto the structural major column 21, the minor column 22, and/or the wall reinforcing column 23 by means of the self-tapping screw 502 the air nail 515. As shown in FIG. 11-4D, FIG. 11-5E and the FIG. 11-6F, the wall surface with diaphragm effect 621 is attached to at least one side of the structural major column 21, the minor column 22, and/or the wall reinforcing column 23. When the wall surface with diaphragm effect 621 is attached on only one side of the structural major 23, the minor column 22, and/or the wall reinforcing column 21, the lateral resistant bracing 42 is arranged at the other side of the structural major column 21, the minor column 22, and/or the wall reinforcing column 23. The lateral resistant bracing 42 is formed by a strip steel. As shown in FIG. 12-1A and FIG. 12-2E, the composite wall with diaphragm effect 62 further comprises a reinforcing member. The reinforcing member comprises a fixation gasket 517 and an anti-cracking component 531. The fixation gasket 517 is tightly attached to a grove of the V-shaped rib 561 for seating of the air nail 515. The fixation gasket 517 is preferably made of hard plastic. The anti-cracking component 531 is a fiberglass mesh or a welded steel mesh, or fiber in the cement mortar layer 61.
(123) Please refer to FIG. 13-1A to FIG. 13-3C, which are diagrams of the expanded ribbed mesh biding wall body 64. The expanded ribbed mesh binding wall body 64 is installed between the columns 2. The expanded ribbed mesh binding wall body 64 encloses the structural major column 21, the minor column 22, and/or the wall reinforcing column 23, and the diagonal support 41. The expanded ribbed mesh binding wall body 64 comprises a wall infill 66, two second expanded ribbed steel mesh 56, and an at least one tying member 67. One of the two second expanded ribbed steel meshes 56 is fastened onto one side of the structural major column 21, the minor column 22 and/or the wall reinforcing column 23 by means of the self-tapping screw 502 or the air nail 515. The wall infill 66 is disposed between the two second expanded ribbed steel meshes 56. The second expanded ribbed steel mesh 56 comprises a V-shaped rib 561 and an expanded mesh surface. The at least one tying member 67 is a steel sire or plastic wire. The at least one tying member 67 ties the two second expanded ribbed steel meshes 56 to each other by pulling the V-shaped rib 561 of the second expanded ribbed steel meshes 56. The wall infill 66 is recycled building waste, soil, grass, concrete or lightweight concrete.
(124) Please refer to FIG. 14-1A to FIG. 14-3C, which are diagrams of the reinforcing column 24 according to the present invention. As shown in FIG. 14-1A, the reinforcing column is at the outer periphery of the structural major column 21. As shown in FIG. 14-2B, the reinforcing column 24 comprises a reinforced concrete columns surrounding the structural major column 21. The reinforced concrete column is kept continuous or interrupted at the junction of the beam and the structural major column 21. The steel rebars 505 and stirrups 506 are arranged inside the reinforced concrete column accordingly. As shown in FIG. 14-3C, the reinforcing column 24 comprises a steel column 214 at the outer periphery of the structural major column 21. The steel column 214 is kept continuous or interrupted at the junction of the beam and the structural major column 21. The cavity between the steel column 214 and the structural major column 21 is filled with the concrete or the cement mortar 601.
(125) Those skilled in the art will readily observe that numerous modifications and alterations of the device and method may be made while retaining the teachings of the invention. Accordingly, the above disclosure should be construed as limited only by the metes and bounds of the appended claims.
