CN204753970U - Additional strengthening that shears of girder steel - Google Patents
Additional strengthening that shears of girder steel Download PDFInfo
- Publication number
- CN204753970U CN204753970U CN201520307604.0U CN201520307604U CN204753970U CN 204753970 U CN204753970 U CN 204753970U CN 201520307604 U CN201520307604 U CN 201520307604U CN 204753970 U CN204753970 U CN 204753970U
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- Prior art keywords
- steel
- girder steel
- shearing resistance
- web
- horizontal segment
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Abstract
The utility model provides an additional strengthening that shears of girder steel, including the girder steel of preventing bucking steel sheet wall and upper and lower both ends, the girder steel is H type or I shaped steel roof beam, prevents that the equivalent eccentric cross bracing of bucking steel sheet wall and girder steel intersect in the vertical application point of making a concerted effort, the girder steel is strengthened the section and is shear with the non - and strengthen the section including shearing, the deck -molding of getting the girder steel is hb, shears to strengthen the section and prevent the region that vertical regional and vertical application point with joint efforts of making a concerted effort between the application point that bucking steel sheet wall corresponds outwards extends 12hb including double -phase neighbour, the web both sides of the enhancement section of shearing are equipped with the ripple steel sheet, and the ripple steel sheet includes first horizontal segment, second horizontal segment and slant section, and in the vertical application point department that makes a concerted effort, the web welding of girder steel is hugged closely to first horizontal segment, the slant section with shear strengthen the section both wings along the welding. The utility model provides the high bearing capacity that shears of girder steel, and need not increase the web and influence building activities and losses, avoided simultaneously the girder steel adopt thick plate or degree of uprising roof beam and the purchase that causes with weld a difficult problem.
Description
Technical field
The utility model relates to construction engineering technical field, and structure is strengthened in the shearing resistance particularly relating to a kind of girder steel.
Background technology
Anti-buckling steel plate wall is as a kind of Structural Energy Dissipation component of function admirable, there is very stable hysteretic characteristic and good low-Cycle Fatigue Characteristics, greatly can improve anti-side rigidity and the bearing capacity of structure, and consume energy for structure provides considerable additional damping ratio by plasticity simultaneously, thus play the effect reducing seismic structural response, be therefore with a wide range of applications.
After being connected with Zhou Bianzhu for avoiding steel plate wall, Zhou Bianzhu is caused to the adverse effect of extra normal force and additional bending moment, therefore anti-buckling steel plate wall is generally both sides connection, is namely only connected with upper and lower girder steel, and is not connected with Zhou Bianzhu.
In addition, in general, the standard width of a room in an old-style house and the required steel plate wall design bearing capacity of structure are all larger, design according to full wafer steel plate wall, easily cause the difficulty that steel plate wall makes, transports and install, therefore, existing research is by steel plate wall modularization at present, namely replace full wafer steel plate wall with multi-disc small size steel plate wall, then leave certain interval between multi-disc steel plate wall and be not interconnected.
There are some researches show, anti-buckling steel plate wall can be reduced to eccentric cross support, therefore there is eccentric beam section between known steel plate wall, at this place, there is larger shearing action, for avoiding steel beam web plate shear yielding, and then adverse effect is caused to the performance of anti-buckling steel plate wall, the cross section of girder steel up and down of anti-buckling steel plate wall need be increased or web thickens, to meet shear-carrying capacity demand.
But according to increasing section height, the girder steel after increasing must affect the realization of building function; And if thicken steel beam web plate, then often because thickness causes too greatly buying and welding difficulty.
Utility model content
The shortcoming of prior art in view of the above, the technical problems to be solved in the utility model is to provide a kind of realization and being convenient to being conducive to building function to purchase and the shearing resistance of girder steel of welding strengthens structure, to overcome the above-mentioned defect of prior art.
In order to solve the problems of the technologies described above, the utility model provides a kind of shearing resistance of girder steel to strengthen structure, comprise the girder steel at anti-buckling steel plate wall and the upper and lower two ends of anti-buckling steel plate wall, described girder steel is H type or i-shape steel beam, the web copline of described anti-buckling steel plate wall and described girder steel, the eccentric cross support of equivalence of described anti-buckling steel plate wall and described girder steel intersect at vertical point of resultant force;
Described girder steel comprises shearing resistance strengthening segment and non-shearing resistance strengthening segment, the deck-molding of getting described girder steel is hb, and described shearing resistance strengthening segment comprises region between the vertical point of resultant force corresponding to two adjacent anti-buckling steel plate walls and vertical point of resultant force and to stretch out the region of 1/2hb;
The web both sides of described shearing resistance strengthening segment are provided with corrugated steel, described corrugated steel comprises the first horizontal segment, the second horizontal segment and connects the first horizontal segment and the second horizontal segment oblique section, at described vertical point of resultant force place, described first horizontal segment is close to the web welding of described girder steel; Described oblique section is welded with two edges of a wing of described shearing resistance strengthening segment.
Preferably, the thickness of described corrugated steel is not more than 20mm.
Alternatively, the web both sides of described shearing resistance strengthening segment are close to respectively and are welded with one block of plain plate, and described corrugated steel is located at the outside of described plain plate, and the first horizontal segment of described corrugated steel is close to the welding of described plain plate.
Preferably, the thickness of described plain plate is 2 times of the thickness of described corrugated steel.
Preferably, described second horizontal segment is positioned at the inside on the edge of a wing of described shearing resistance strengthening segment.
As mentioned above, structure is strengthened in the shearing resistance of girder steel of the present utility model, has following beneficial effect:
1, by improving shear-carrying capacity at steel beam web plate both sides welding corrugated steel, and do not need to increase web and affect building function, avoid the buying that causes owing to adopting slab or And of Varying Depth beam simultaneously and weld a difficult problem.In addition, because oblique section of corrugated steel welds with web and the edge of a wing, can stiffening rib be equivalent to, therefore other stiffening ribs can not be set in the shearing resistance strengthening segment of girder steel, thus eliminate the setting of other stiffening rib.
2, the utility model is not only applicable to newly-built steel beam structure, also be applicable to the seismic hardening of existing steel beam structure simultaneously, for the seismic hardening of existing steel beam structure, only shearing resistance of the present utility model need be adopted to strengthen structure to eccentric beam section and carry out shearing resistance reinforcement, thus construction is simple, good economy performance, has good promotion and application prospect.
3, the shearing resistance that the utility model is not only applicable to the upper and lower girder steel of anti-buckling steel plate wall is strengthened, and the shearing resistance being also applicable to girder steel in other situation is strengthened, applied widely.
Accompanying drawing explanation
Fig. 1 is shown as a post apart from the frame construction schematic front view in the anti-buckling steel plate wall situation of interior multi-disc.
Fig. 2 is shown as the schematic front view of the shearing resistance reinforcement structure of girder steel of the present utility model.
Fig. 3 to be shown as in embodiment one Fig. 2 along the generalized section in A-A direction.
Fig. 4 to be shown as in embodiment two Fig. 2 along the generalized section in A-A direction.
Element numbers explanation
1 girder steel
2 anti-buckling steel plate walls
3 weeks side columns
4 non-shearing resistance strengthening segments
5 shearing resistance strengthening segments
6 equivalent eccentric cross supports
7 vertical point of resultant force
8 steel beam flange
First horizontal segment of 9 corrugated steels
Oblique section of 10 corrugated steels
Second horizontal segment of 11 corrugated steels
12 steel beam web plates
13 plain plates
Detailed description of the invention
By particular specific embodiment, embodiment of the present utility model is described below, person skilled in the art scholar the content disclosed by this manual can understand other advantages of the present utility model and effect easily.
Refer to Fig. 1 to Fig. 4.Notice, structure, ratio, size etc. that this manual institute accompanying drawings illustrates, content all only in order to coordinate manual to disclose, understand for person skilled in the art scholar and read, and be not used to limit the enforceable qualifications of the utility model, therefore the not technical essential meaning of tool, the adjustment of the modification of any structure, the change of proportionate relationship or size, do not affecting under effect that the utility model can produce and the object that can reach, all should still drop in scope that technology contents that the utility model discloses can contain.Simultaneously, quote in this manual as " on ", D score, "left", "right", " centre " and " one " etc. term, also only for ease of understanding of describing, and be not used to limit the enforceable scope of the utility model, the change of its relativeness or adjustment, under changing technology contents without essence, when being also considered as the enforceable category of the utility model.
In view of there is eccentric beam section between anti-buckling steel plate wall, in eccentric beam section, there is larger shearing action, for avoiding the web shear yielding of the girder steel of anti-buckling steel plate wall upper and lower, and then adverse effect is caused to the performance of anti-buckling steel plate wall, the girder steel cross section of anti-buckling steel plate wall upper and lower need be increased or web thickens, to meet shear-carrying capacity demand; But according to increasing section height, the girder steel after increasing must affect the realization of building function; And if thicken steel beam web plate, then often because thickness causes too greatly buying and welding difficulty.Structure is strengthened in the shearing resistance that utility model people of the present utility model designs a kind of girder steel, by the web both sides of the shearing resistance strengthening segment at girder steel, corrugated steel is set, the shear resistance of the shearing resistance strengthening segment of girder steel is strengthened, thus do not need to increase girder steel cross section or thicken web thickness to meet shear-carrying capacity demand, thus be conducive to the realization of building function, and be convenient to buying and welding.
Be described in detail strengthening structure by specific embodiment to the shearing resistance of girder steel of the present utility model below.
First, as shown in Figure 1, structure is strengthened in a kind of shearing resistance of girder steel, comprises the girder steel 1 at anti-buckling steel plate wall 2 and the upper and lower two ends of anti-buckling steel plate wall.The left and right sides of anti-buckling steel plate wall 2 is not connected with Zhou Bianzhu 3, has the anti-buckling steel plate wall 2 of multi-disc in a post distance between two Zhou Bianzhu 3.Anti-buckling steel plate wall 2 can be reduced to equivalent eccentric cross support 6, and the eccentric cross support 6 of equivalence of described anti-buckling steel plate wall 2 intersects at vertical point of resultant force 7 with described girder steel 1.
Described girder steel 1 is H type or i-shape steel beam, as shown in Figure 3, Figure 4, web 12 copline of described anti-buckling steel plate wall 2 and described girder steel 1, as shown in Figures 1 to 4, described girder steel 1 comprises shearing resistance strengthening segment 5 and non-shearing resistance strengthening segment 4, as shown in Figure 1, the deck-molding of getting described girder steel 1 is hb, and described shearing resistance strengthening segment 5 comprises region between the vertical point of resultant force 7 corresponding to two adjacent anti-buckling steel plate walls 2 and vertical point of resultant force 7 and to stretch out the region of 1/2hb.
As shown in Figures 2 to 4, web 12 both sides of described shearing resistance strengthening segment 5 are provided with corrugated steel, described corrugated steel comprises the first horizontal segment 9, second horizontal segment 11 and connects the first horizontal segment and the second horizontal segment oblique section 10, at described vertical point of resultant force 7 place, the web 12 that described first horizontal segment 9 is close to described girder steel 1 welds; Described oblique section 10 is welded with two edges of a wing of described shearing resistance strengthening segment 5.
Embodiment one
According to shear-carrying capacity demand, obtain the desired thickness δ of corrugated steel at more than 20mm.
Then, as shown in Figure 2 and Figure 3, be close to respectively in web 12 both sides of described shearing resistance strengthening segment 5 and be welded with one block of plain plate 13, the thickness of plain plate 13 is 1/3 δ; Again described corrugated steel is located at the outside of described plain plate 13, the actual (real) thickness of described corrugated steel be 1/6 δ (in a word, the actual (real) thickness of described corrugated steel is not more than 20mm), make the first horizontal segment 9 of described corrugated steel be close to described plain plate 13 to weld, make oblique section 10 of described corrugated steel to weld with two edges of a wing 8 of described shearing resistance strengthening segment 5; And make the second horizontal segment 11 of described corrugated steel be positioned at the inside on the edge of a wing 8 of described shearing resistance strengthening segment 5, the second horizontal segment 11 is welded with two edges of a wing 8 of described shearing resistance strengthening segment 5.
Embodiment two
According to shear-carrying capacity demand, the desired thickness δ obtaining corrugated steel is not more than 20mm.
Then, the actual (real) thickness of corrugated steel and desired thickness δ; As shown in Figure 2, Figure 4 shows, described corrugated steel is located at the both sides of the web 12 of described shearing resistance strengthening segment 5, at described vertical point of resultant force 7 place, the web 12 making the first horizontal segment 9 of described corrugated steel be close to described girder steel 1 welds; Oblique section 10 of described corrugated steel is made to weld with two edges of a wing 8 of described shearing resistance strengthening segment 5; And make the second horizontal segment 11 of described corrugated steel be positioned at the inside on the edge of a wing 8 of described shearing resistance strengthening segment 5, the second horizontal segment 11 is welded with two edges of a wing 8 of described shearing resistance strengthening segment 5.
Structure is strengthened in the shearing resistance of girder steel of the present utility model, not only be applicable to new building structure, also be applicable to the seismic hardening of existing building structure, when carrying out seismic hardening for existing building structure, if shearing resistance strengthening segment 5 has been provided with any type of stiffening rib, then need first stiffening rib to be excised, and then weld required corrugated steel in shearing resistance strengthening segment 5, or weld plain plate 13 and corrugated steel.
In sum, structure is strengthened in the shearing resistance of girder steel of the present utility model, by improving shear-carrying capacity at steel beam web plate both sides welding corrugated steel, avoids a series of problems such as increasing the building function that girder steel causes is impaired, economy reduction; Avoid the buying and a welding difficult problem that cause owing to adopting thick web or And of Varying Depth beam simultaneously.In addition, because oblique section of corrugated steel welds with web and the edge of a wing, can stiffening rib be equivalent to, therefore other stiffening ribs can not be set in the shearing resistance strengthening segment of girder steel, thus eliminate the setting of other stiffening rib.The utility model is not only applicable to newly-built steel beam structure, also be applicable to the seismic hardening of existing steel beam structure simultaneously, for the seismic hardening of existing steel beam structure, only shearing resistance of the present utility model need be adopted to strengthen structure to eccentric beam section and carry out shearing resistance reinforcement, thus construction is simple, good economy performance, has good promotion and application prospect.The shearing resistance that the utility model is not only applicable to the upper and lower girder steel of anti-buckling steel plate wall is strengthened, and the shearing resistance being also applicable to girder steel in other situation is strengthened, applied widely.So the utility model effectively overcomes various shortcoming of the prior art and tool high industrial utilization.
Above-described embodiment is illustrative principle of the present utility model and effect thereof only, but not for limiting the utility model.Any person skilled in the art scholar all without prejudice under spirit of the present utility model and category, can modify above-described embodiment or changes.Therefore, such as have in art and usually know that the knowledgeable modifies or changes not departing from all equivalences completed under the spirit and technological thought that the utility model discloses, must be contained by claim of the present utility model.
Claims (5)
1. structure is strengthened in the shearing resistance of a girder steel, it is characterized in that, comprise the girder steel (1) at anti-buckling steel plate wall (2) and the upper and lower two ends of anti-buckling steel plate wall, described girder steel (1) is H type or i-shape steel beam, web (12) copline of described anti-buckling steel plate wall (2) and described girder steel (1), the eccentric cross support (6) of equivalence of described anti-buckling steel plate wall (2) intersects at vertical point of resultant force (7) with described girder steel (1);
Described girder steel (1) comprises shearing resistance strengthening segment (5) and non-shearing resistance strengthening segment (4), the deck-molding of getting described girder steel (1) is hb, and described shearing resistance strengthening segment (5) comprises region between the vertical point of resultant force (7) corresponding to two adjacent anti-buckling steel plate walls (2) and vertical point of resultant force (7) and to stretch out the region of 1/2hb;
The web both sides of described shearing resistance strengthening segment (5) are provided with corrugated steel, described corrugated steel comprises the first horizontal segment (9), the second horizontal segment (11) and connects oblique section (10) of the first horizontal segment and the second horizontal segment, at described vertical point of resultant force (7) place, described first horizontal segment (9) is close to web (12) welding of described girder steel (1); Described oblique section (10) weld with two edges of a wing of described shearing resistance strengthening segment (5).
2. structure is strengthened in the shearing resistance of girder steel according to claim 1, it is characterized in that: the thickness of described corrugated steel is not more than 20mm.
3. structure is strengthened in the shearing resistance of girder steel according to claim 2, it is characterized in that: web (12) both sides of described shearing resistance strengthening segment (5) are close to respectively and are welded with one piece of plain plate (13), described corrugated steel is located at the outside of described plain plate (13), and first horizontal segment (9) of described corrugated steel is close to described plain plate (13) welding.
4. structure is strengthened in the shearing resistance of girder steel according to claim 3, it is characterized in that: the thickness of described plain plate (13) is 2 times of the thickness of described corrugated steel.
5. structure is strengthened in the shearing resistance of the girder steel according to any one of Claims 1-4, it is characterized in that: described second horizontal segment (11) is positioned at the inside on the edge of a wing of described shearing resistance strengthening segment (5).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520307604.0U CN204753970U (en) | 2015-05-13 | 2015-05-13 | Additional strengthening that shears of girder steel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520307604.0U CN204753970U (en) | 2015-05-13 | 2015-05-13 | Additional strengthening that shears of girder steel |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN204753970U true CN204753970U (en) | 2015-11-11 |
Family
ID=54468693
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201520307604.0U Withdrawn - After Issue CN204753970U (en) | 2015-05-13 | 2015-05-13 | Additional strengthening that shears of girder steel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN204753970U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104878879A (en) * | 2015-05-13 | 2015-09-02 | 同济大学 | Anti-shear reinforcing structure of steel beam |
| CN106996144A (en) * | 2017-04-30 | 2017-08-01 | 浙江大学宁波理工学院 | The crossbeam of steel construction and the connecting portion of column |
-
2015
- 2015-05-13 CN CN201520307604.0U patent/CN204753970U/en not_active Withdrawn - After Issue
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104878879A (en) * | 2015-05-13 | 2015-09-02 | 同济大学 | Anti-shear reinforcing structure of steel beam |
| CN104878879B (en) * | 2015-05-13 | 2017-06-13 | 同济大学 | The shearing resistance reinforcement structure of girder steel |
| CN106996144A (en) * | 2017-04-30 | 2017-08-01 | 浙江大学宁波理工学院 | The crossbeam of steel construction and the connecting portion of column |
| CN106996144B (en) * | 2017-04-30 | 2018-10-12 | 浙江大学宁波理工学院 | The crossbeam of steel construction and the interconnecting piece of column |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20151111 Effective date of abandoning: 20170613 |