CN107542279B - Wood beam reinforcing structure - Google Patents
Wood beam reinforcing structure Download PDFInfo
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- CN107542279B CN107542279B CN201710793918.XA CN201710793918A CN107542279B CN 107542279 B CN107542279 B CN 107542279B CN 201710793918 A CN201710793918 A CN 201710793918A CN 107542279 B CN107542279 B CN 107542279B
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Abstract
The invention discloses a wood beam reinforcing structure which is characterized in that a steel plate is arranged below a wood beam, the steel plate is adhered below the wood beam through high-strength glue, the wood beam is provided with prestressed tendons, the lower ends of the prestressed tendons are fixed on the steel plate through anchor screws, and the upper ends of the prestressed tendons are fixed on the wood beam through the anchor screws. Two anti-seismic beams are arranged between adjacent wood beams, one anti-seismic beam is arranged at a position above the axis of the wood beam, the other anti-seismic beam is arranged at a position below the axis of the wood beam, and the two anti-seismic beams form a cross shape. The invention has good mechanical property and strong shock resistance.
Description
Technical Field
The invention relates to a wood beam reinforcing structure which is suitable for the field of buildings.
Background
For the wood structural member, the wood beam is the main structural member of the building, when the phenomenon of insufficient bearing capacity occurs in the use process of the wood beam, in order to ensure the use function, obviously, the wood beam is reinforced by adopting a steel plate, but the wood elastic modulus is 5 x 10 due to the large difference between the wood elastic modulus and the steel plate elastic modulus 3 ～10*10 3 N/mm 2 The elastic modulus of the steel plate is 2 x 10 5 N/mm 2 On the left and right, obviously, the elastic modulus of the two are very different, and under the condition of the same deformation, the steel plate only bears the proportion of 1/20-1/40, obviously, the reinforcing effect is greatly reduced, and how to enable the steel plate to exert the bearing capacity until the whole bearing capacity is improved is the problem to be solved by engineering personnel. In addition, how to improve the shock resistance of the wood structure under the action of the earthquake force is also a problem to be solved in engineering.
Disclosure of Invention
The invention provides a concrete floor slab reinforcing structure, which solves the problems of poor overall bearing capacity and weak earthquake resistance of the traditional reinforcing structure.
According to the invention, the steel plate is arranged under the wood beam, and is adhered under the wood beam through high-strength glue, and the thickness of the steel plate is 10-12 mm. In order to integrate the steel plate and the wood beam, the wood beam is provided with prestressed tendons with the diameters of 14-16 mm at intervals of 500-800 mm, the lower ends of the prestressed tendons are fixed on the steel plate through anchor screws, the upper ends of the prestressed tendons are fixed on the wood beam through the anchor screws, the distance from the rightmost end of the prestressed tendons to the right end of the wood beam is 500mm, and the distance from the leftmost end of the prestressed tendons to the left end of the wood beam is 500mm.
Two anti-seismic beams are arranged between adjacent wood beams, one anti-seismic beam is arranged at a position above the axis of the wood beam, the other anti-seismic beam is arranged at a position below the axis of the wood beam, and the two anti-seismic beams form a cross shape. Under the action of earthquake force, the stress state of the wood beam is in a complex stress state, and the tensile or compression part can be changed, so that the earthquake-resistant beam is arranged at the position above or below the axis of the wood beam so as to cope with different stress conditions. Joggles are adopted between the wood beams and the anti-seismic beams, the wood beams are provided with concave tenons, the concave tenons are of inclined trapezoids, the height of each inclined trapezoid is 50-70 mm, the length of the upper bottom of each inclined trapezoid is 50-70 mm, the length of the lower bottom of each inclined trapezoid is 90-110 mm, rubber buffer pads are arranged on the inner sides of the concave tenons, and the thickness of each rubber buffer pad is 18-22 mm. The anti-seismic beam is provided with a tenon, the tenon is in an inclined trapezoid shape, the height of the inclined trapezoid is 48-68 mm, the length of the upper bottom of the inclined trapezoid is 50-70 mm, the length of the lower bottom of the inclined trapezoid is 90-110 mm, and high-toughness acrylic resin is injected into a gap between the tenon of the anti-seismic beam and the tenon of the wood beam. The center of the anti-seismic beam is provided with an embedded hole, the diameter of the embedded hole is 47-57 mm, the center of the anti-seismic beam is provided with a steel stay bar, the diameter of the steel stay bar is 30-40 mm, the middle part of the steel stay bar is provided with a damping block, a gap between the steel stay bar and the embedded hole is filled with epoxy resin, and a gap between the damping block and the embedded hole is filled with epoxy resin.
The damping block comprises a steel connecting piece, a spring, a protection steel sleeve, coarse sand and a steel shell, wherein threads are arranged at the end part of the steel supporting rod, a cylindrical groove is formed in the connecting part of the steel connecting piece and the end part of the steel supporting rod, the depth of the cylindrical groove is 10-15 mm, the threads are arranged in the cylindrical groove, the steel connecting piece is a cylinder, the circular diameter of the cylinder is 45-55 mm, the height of the steel connecting piece is 25-35 mm, the steel supporting rod and the steel connecting piece are in threaded connection, the protection steel sleeve is welded on the inner side surface of the steel connecting piece, the thickness of the protection steel sleeve is 8-12 mm, the spring is arranged in the protection steel sleeve, the spring is welded on the inner side surface of the steel connecting piece, the steel shell is arranged on the outer side of the steel connecting piece, coarse sand is filled in a gap between the protection steel sleeve and the steel shell, and the coarse sand filling area is 4/5 of the gap area.
The arrangement of the anti-seismic beam has at least four aspects on the anti-seismic contribution of the wood structure: 1. reinforcing the rigidity of the wood structure by the cross-arranged anti-seismic beams; 2. under the action of earthquake force, the spring in the damping block can deform, and the deformation of the spring can slow down the earthquake stress; 3. under the action of earthquake force, coarse sand flows, and earthquake stress can be remarkably relieved; 4. the rubber buffer cushion arranged on the inner side of the wood beam tenon also can release the earthquake stress.
The prestressed tendons are symmetrically tensioned, and the tensioning process of the prestressed tendons is as follows: the prestressed tendon is stretched for three times, wherein the first stretching is the primary stretching, the stretching stress reaches 5% of the stretching control stress, the stretching duration is 5min, the second stretching stress reaches 50% of the stretching control stress, the stretching duration is 10min, the third stretching stress reaches 105% of the stretching control stress, and the stretching duration is 5min.
The integral bearing capacity after reinforcement is calculated by adopting the following formula, wherein F=M+alpha N, F is the integral bearing capacity after reinforcement, M is the bearing capacity of a wood beam, alpha is the reduction coefficient of the steel plate, and N is the bearing capacity of the steel plate.
In order to test the coordinated bearing condition of the steel plate and the wood beam, the stress conditions of the steel plate and the wood beam under different conditions are tested, the test method is that the lower surface of the middle steel plate is stuck with a resistance stress piece, and the test finds that the bearing condition of the steel plate can be greatly influenced by the heights of the different wood beams and the arrangement of the prestress ribs.
TABLE 1 reduction coefficient of different wooden beams
Table 1 is the reduction coefficient of different wood beams, the data in table 1 is typical data in a large number of data, and experiments find that the spacing of the prestressed tendons has a large influence on the bearing capacity of the steel plate, and the influence is related to the height of the beams. Table 1 can obviously reflect that the bearing capacity of the steel plate is obviously limited to play under the condition of no prestressed tendons. Based on the experimental conditions, the following process data are adopted, when the height of the wood beam is 300mm, the spacing of the prestressed tendons is 500mm, and the reduction coefficient of the steel plate is 0.81; when the height of the wood beam is 400mm, the spacing of the prestressed tendons is 500-600 mm, when the spacing of the prestressed tendons is 500mm, the steel plate reduction coefficient is 0.83, when the spacing of the prestressed tendons is 600mm, the steel plate reduction coefficient is 0.80, and when the spacing of the prestressed tendons is more than 500mm and less than 600mm, the steel plate reduction coefficient is determined by adopting an interpolation method; when the height of the wood beam is 500mm, the spacing of the prestressed tendons is 500-700 mm, when the spacing of the prestressed tendons is 500mm, the steel plate reduction coefficient is 0.83, when the spacing of the prestressed tendons is 700mm, the steel plate reduction coefficient is 0.79, and when the spacing of the prestressed tendons is other numerical values, the steel plate reduction coefficient is determined by adopting an interpolation method; when the height of the wood beam is 600mm, the spacing of the prestressed tendons is 500-800 mm, when the spacing of the prestressed tendons is 500mm, the steel plate reduction coefficient is 0.84, when the spacing of the prestressed tendons is 800mm, the steel plate reduction coefficient is 0.78, and when the spacing of the prestressed tendons is other numerical values, the steel plate reduction coefficient is determined by adopting an interpolation method.
The invention has good mechanical property and strong shock resistance.
Drawings
Fig. 1, a schematic view of a damping block, fig. 2, an exploded schematic view of an anti-seismic beam and a wood beam, and fig. 3, a schematic view of the reinforced anti-seismic beam.
1. Steel stay bar 2, steel connecting piece, 3, spring, 4, protection steel sleeve, 5, coarse sand, 6, steel shell, 7, epoxy, 8, antiknock beam, 9, steel plate, 10, prestressing tendons, 11, anchor screw, 12, wooden beam, 13, rubber cushion pad, 14, damping piece.
Detailed Description
The present embodiment is described in detail below with reference to the accompanying drawings.
In the embodiment, the steel plate 9 is arranged below the wood beam 12, the steel plate 9 is adhered below the wood beam 12 through high-strength glue, and the thickness of the steel plate 9 is 10-12 mm. In order to integrate the steel plate 9 and the wood beam 12, the wood beam 12 is provided with prestressed tendons 10 at intervals of 500mm, the diameter of each prestressed tendon 10 is 14-16 mm, the lower end of each prestressed tendon 10 is fixed on the steel plate 9 through an anchor screw 11, the upper end of each prestressed tendon 10 is fixed on the wood beam 12 through the anchor screw 11, the distance from the rightmost end of each prestressed tendon 10 to the right end of the wood beam 12 is 500mm, and the distance from the leftmost end of each prestressed tendon 10 to the left end of the wood beam 12 is 500mm.
Two anti-seismic beams 8 are arranged between the adjacent wood beams 12, one anti-seismic beam 8 is arranged at a position above the axis of the wood beam 12, the other anti-seismic beam 8 is arranged at a position below the axis of the wood beam 12, and the two anti-seismic beams 8 form a cross shape. Joggles are adopted between the wood beams 12 and the anti-seismic beams 8, the wood beams 12 are provided with concave tenons, the concave tenons are of inclined trapezoids, the height of each inclined trapezoid is 60mm, the length of the upper bottom of each inclined trapezoid is 60mm, the length of the lower bottom of each inclined trapezoid is 100mm, rubber buffer pads 13 are arranged on the inner sides of the concave tenons, and the thickness of each rubber buffer pad 13 is 20mm. The anti-seismic beam 8 is provided with a tenon which is in an inclined trapezoid shape, the height of the inclined trapezoid is 58mm, the length of the upper bottom of the inclined trapezoid is 60mm, the length of the lower bottom of the inclined trapezoid is 100mm, and high-toughness acrylic resin is injected into a gap between the tenon of the anti-seismic beam 8 and the tenon of the wood beam 12. The center of the anti-seismic beam 8 is provided with an embedded hole, the diameter of the embedded hole is 57mm, the center of the anti-seismic beam 8 is provided with a steel stay bar 1, the diameter of the steel stay bar 1 is 35mm, the middle part of the steel stay bar 1 is provided with a damping block 14, gaps between the steel stay bar 1 and the embedded hole are filled with epoxy resin 7, and gaps between the damping block 14 and the embedded hole are filled with epoxy resin 7.
The damping block 14 comprises a steel connecting piece 2, a spring 3, a protection steel sleeve 4, coarse sand 5 and a steel shell 6, wherein threads are arranged at the end part of a steel supporting rod 1, a cylindrical groove is formed in the connecting part of the steel connecting piece 2 and the end part of the steel supporting rod 1, the depth of the cylindrical groove is 10-15 mm, the threads are arranged in the cylindrical groove, the steel connecting piece 2 is a cylinder, the diameter of the cylinder is 50mm, the height of the steel connecting piece 2 is 30mm, the steel supporting rod 1 and the steel connecting piece 2 are in threaded connection, the protection steel sleeve 4 is welded on the inner side surface of the steel connecting piece 2, the thickness of the protection steel sleeve 4 is 10mm, the spring 3 is arranged in the protection steel sleeve 4, the spring 3 is welded on the inner side surface of the steel connecting piece 2, the steel shell 6 is arranged on the outer side of the steel connecting piece 2, coarse sand 5 is filled in a gap between the protection steel sleeve 4 and the steel shell 6, and the filling area of the coarse sand 5 is 4/5 of the gap area.
The prestressed tendons 10 are symmetrically tensioned, and the tensioning process of the prestressed tendons 10 is as follows: the prestressed tendons 10 are stretched three times, wherein the first stretching is the primary stretching, the stretching stress reaches 5% of stretching control stress, the stretching duration is 5min, the second stretching stress reaches 50% of stretching control stress, the stretching duration is 10min, the third stretching stress reaches 105% of stretching control stress, and the stretching duration is 5min.
The integral bearing capacity after reinforcement is calculated by adopting the following formula, wherein F=M+alpha N, F is the integral bearing capacity after reinforcement, M is the bearing capacity of the wood beam 12, alpha is the reduction coefficient of the steel plate 9, and N is the bearing capacity of the steel plate 9.
When the height of the wood beam 12 is 500mm, the spacing of the prestressed tendons is 500mm, and the reduction coefficient of the steel plate 9 is 0.83.
Claims (3)
1. The wood beam reinforcing structure is characterized in that a steel plate is arranged below a wood beam, the steel plate is adhered below the wood beam through high-strength glue, the thickness of the steel plate is 10-12 mm, prestress ribs are arranged on the wood beam every 600-800 mm, the diameter of each prestress rib is 14-16 mm, the lower ends of the prestress ribs are fixed on the steel plate through anchor screws, the upper ends of the prestress ribs are fixed on the wood beam through the anchor screws, the distance between the rightmost ends of the prestress ribs and the right end of the wood beam is 500mm, and the distance between the leftmost ends of the prestress ribs and the left end of the wood beam is 500mm;
two anti-seismic beams are arranged between adjacent wood beams, one anti-seismic beam is arranged at a position above the axis of the wood beam, the other anti-seismic beam is arranged at a position below the axis of the wood beam, and the two anti-seismic beams form a cross shape;
the wood beam and the anti-seismic beam are connected in a joggle way, the wood beam is provided with a concave tenon, the concave tenon is of an inclined trapezoid shape, the height of the inclined trapezoid shape is 50-70 mm, the upper bottom length of the inclined trapezoid shape is 50-70 mm, the lower bottom length of the inclined trapezoid shape is 90-110 mm, a rubber buffer pad is arranged at the inner side of the concave tenon, the thickness of the rubber buffer pad is 18-22 mm, the anti-seismic beam is provided with a convex tenon, the convex tenon is of an inclined trapezoid shape, the height of the inclined trapezoid shape is 48-68 mm, the length of the upper bottom of the inclined trapezoid shape is 50-70 mm, the lower bottom length of the inclined trapezoid shape is 90-110 mm, a high-toughness acrylic resin is injected into a gap between the convex tenon of the anti-seismic beam and the concave tenon of the wood beam, the diameter of the pre-buried hole is 47-57 mm, a steel supporting rod is arranged at the center of the anti-seismic beam, the diameter of the steel supporting rod is 30-40 mm, a damping block is arranged at the middle of the steel supporting rod, a gap between the steel supporting rod and the pre-buried hole is filled with epoxy resin, and the pre-buried hole are filled with epoxy resin;
the damping block comprises a steel connecting piece, a spring, a protection steel sleeve, coarse sand and a steel shell, wherein threads are arranged at the end part of the steel supporting rod, a cylindrical groove is formed in the connecting part of the steel connecting piece and the end part of the steel supporting rod, the depth of the cylindrical groove is 10-15 mm, the threads are arranged in the cylindrical groove, the steel connecting piece is a cylinder, the circular diameter of the cylinder is 45-55 mm, the height of the steel connecting piece is 25-35 mm, the steel supporting rod and the steel connecting piece are in threaded connection, the protection steel sleeve is welded on the inner side surface of the steel connecting piece, the thickness of the protection steel sleeve is 8-12 mm, the spring is arranged in the protection steel sleeve, the spring is welded on the inner side surface of the steel connecting piece, the steel shell is arranged on the outer side of the steel connecting piece, coarse sand is filled in a gap between the protection steel sleeve and the steel shell, and the coarse sand filling area is 4/5 of the gap area.
2. The wood beam reinforcing structure of claim 1, wherein the tendons are symmetrically tensioned, and the tendon tensioning process is as follows: the prestressed tendon is stretched for three times, wherein the first stretching is the primary stretching, the stretching stress reaches 5% of the stretching control stress, the stretching duration is 5min, the second stretching stress reaches 50% of the stretching control stress, the stretching duration is 10min, the third stretching stress reaches 105% of the stretching control stress, and the stretching duration is 5min.
3. The wood beam reinforcing structure of claim 2, wherein the overall bearing capacity after reinforcement is calculated by using f=m+αn, where F is the overall bearing capacity after reinforcement, M is the wood beam bearing capacity, α is a steel plate reduction coefficient, and N is the steel plate bearing capacity;
when the height of the wood beam is 300mm, the spacing of the prestressed tendons is 500mm, and the reduction coefficient of the steel plate is 0.81; when the height of the wood beam is 400mm, the spacing of the prestressed tendons is 500-600 mm, when the spacing of the prestressed tendons is 500mm, the steel plate reduction coefficient is 0.83, when the spacing of the prestressed tendons is 600mm, the steel plate reduction coefficient is 0.80, and when the spacing of the prestressed tendons is more than 500mm and less than 600mm, the steel plate reduction coefficient is determined by adopting an interpolation method; when the height of the wood beam is 500mm, the spacing of the prestressed tendons is 500-700 mm, when the spacing of the prestressed tendons is 500mm, the steel plate reduction coefficient is 0.83, when the spacing of the prestressed tendons is 700mm, the steel plate reduction coefficient is 0.79, and when the spacing of the prestressed tendons is other numerical values, the steel plate reduction coefficient is determined by adopting an interpolation method; when the height of the wood beam is 600mm, the spacing of the prestressed tendons is 500-800 mm, when the spacing of the prestressed tendons is 500mm, the steel plate reduction coefficient is 0.84, when the spacing of the prestressed tendons is 800mm, the steel plate reduction coefficient is 0.78, and when the spacing of the prestressed tendons is other numerical values, the steel plate reduction coefficient is determined by adopting an interpolation method.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201710793918.XA CN107542279B (en) | 2017-09-06 | 2017-09-06 | Wood beam reinforcing structure |
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| CN201710793918.XA CN107542279B (en) | 2017-09-06 | 2017-09-06 | Wood beam reinforcing structure |
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| CN107542279B true CN107542279B (en) | 2023-07-14 |
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| CN109372182B (en) * | 2018-11-22 | 2020-07-31 | 江西科技师范大学 | Multifunctional anti-seismic composite wall |
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| CN100519964C (en) * | 2007-05-21 | 2009-07-29 | 北京工业大学 | Anti-pressure curve support for concrete sleeve |
| CN101368410A (en) * | 2008-09-09 | 2009-02-18 | 同济大学 | Wood-bamboo combined energy-dissipating shock-absorbing support structure |
| CN102061812B (en) * | 2010-12-02 | 2012-02-22 | 上海市建筑科学研究院(集团)有限公司 | Method for reinforcing wood beam by adhering steel plate |
| CN202324245U (en) * | 2011-12-01 | 2012-07-11 | 华中科技大学 | Damper |
| CN104806031B (en) * | 2013-06-21 | 2017-06-16 | 罗海军 | Timber structure reinforced construction method |
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Effective date of registration: 20230619 Address after: 330000 Xiangtang Village, Xiangtang Town, Nanchang County, Nanchang, Jiangxi Province Applicant after: Jiangxi Zhongfu Qitian Construction Group Co.,Ltd. Address before: 325000 Jinchuan Road, Tianhe Street, Wenzhou Economic and Technological Development Zone, Wenzhou City, Zhejiang Province Applicant before: Ye Changqing |
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