CN204782043U - Additional strengthening that shears of girder steel tip of beam column node - Google Patents
Additional strengthening that shears of girder steel tip of beam column node Download PDFInfo
- Publication number
- CN204782043U CN204782043U CN201520308494.XU CN201520308494U CN204782043U CN 204782043 U CN204782043 U CN 204782043U CN 201520308494 U CN201520308494 U CN 201520308494U CN 204782043 U CN204782043 U CN 204782043U
- Authority
- CN
- China
- Prior art keywords
- girder steel
- steel
- shearing resistance
- web
- horizontal segment
- 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.)
- Active
Links
Abstract
The utility model provides an additional strengthening that shears of girder steel tip of beam column node, including preventing bucking steel sheet wall, girder steel, zhou bianzhu, girder steel tip and peripheral support connnection, the equivalent eccentric cross bracing of preventing bucking steel sheet wall intersects in the vertical application point of making a concerted effort with the girder steel, 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 including girder steel tip to region that vertical regional and vertical application point with joint efforts of making a concerted effort between the application point outwards extends 12hb, 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 welding of girder steel web is hugged closely to first horizontal segment, the slant section with shear strengthen the section both wings along the welding, at the girder steel tip, the ripple steel sheet welds with zhou bianzhu's the edge of a wing. The utility model discloses be favorable to building activities and losses's realization, simultaneously, the purchase and a welding difficult problem of favoring the web and causing has been avoided adopting.
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 end of bean column node place.
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.
There are some researches show, anti-buckling steel plate wall can be reduced to eccentric cross support, therefore between anti-buckling steel plate wall and Zhou Bianzhu, certainly exists eccentric girder steel section, and through mechanical analysis, in this eccentric girder steel section, effect has larger shearing.For avoiding steel beam web plate shear yielding, and then cause adverse effect 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 end at bean column node place 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 end of bean column node place to strengthen structure, comprise on the left of anti-buckling steel plate wall, the girder steel at the upper and lower two ends of anti-buckling steel plate wall, anti-buckling steel plate wall or the Zhou Bianzhu on right side, described girder steel end is connected with described Zhou Bianzhu; 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, and 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, and the deck-molding of getting described girder steel is hb, and described shearing resistance strengthening segment comprises region between girder steel end to vertical point of resultant force 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; In described girder steel end, the edge of a wing of described corrugated steel and described Zhou Bianzhu welds together.
Preferably, the thickness of described corrugated steel is not more than 20mm.
Alternatively, together with the web of described girder steel end is bolted with the edge of a wing of described Zhou Bianzhu.
Alternatively, between described bolt region to described girder steel end be oblique section of described corrugated steel.
Alternatively, the web both sides of described shearing resistance strengthening segment are close to respectively and are welded with one block of plain plate, described plain plate is provided with oblique section, be oblique section of described plain plate between described bolt region to described girder steel end, oblique section of described plain plate welds together with the edge of a wing of described Zhou Bianzhu; 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.
Alternatively, the web of described girder steel end and the edge of a wing of described Zhou Bianzhu are by being welded together.
Alternatively, described girder steel end is the first horizontal segment of described corrugated steel.
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 the edge of a wing of described plain plate and described Zhou Bianzhu welds together; 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 the girder steel end at bean column node place of the present utility model, has following beneficial effect:
1, by shearing resistance strengthening segment welding corrugated steel, greatly can improve the shear-carrying capacity of girder steel, avoid entirety and increase the series of problems such as the building function that girder steel causes is impaired, economy reduction; Meanwhile, buying and a welding difficult problem that the thicker web of employing causes is avoided.
2, by shearing resistance strengthening segment welding corrugated steel, the structure stiffening rib of shearing resistance strengthening segment can be replaced, thus avoid the setting of other any stiffening rib of shearing resistance strengthening segment.
3, the utility model is not only applicable to the reinforcing of the girder steel end at the bean column node place of newly-built steel beam structure, also be applicable to the seismic hardening of the girder steel end at the bean column node place of existing steel beam structure simultaneously, for the seismic hardening of the girder steel end 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.
Accompanying drawing explanation
Fig. 1 is shown as the schematic front view of a post apart from the frame construction in the anti-buckling steel plate wall situation of interior monolithic.
Fig. 2 is shown as the schematic front view of the shearing resistance reinforcement structure of the girder steel end at bean column node place 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.
Fig. 5 to be shown as in embodiment three Fig. 2 along the generalized section in A-A direction.
Fig. 6 to be shown as in embodiment four 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 shearing resistance strengthening segments
5 non-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
14 bolts
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. 6.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 and Zhou Bianzhu, 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 end of bean column node place, by the web both sides of the shearing resistance strengthening segment in girder steel end, corrugated steel is set, and corrugated steel is welded with Zhou Bianzhu, the shear resistance of the shearing resistance strengthening segment of girder steel end 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 the girder steel end at bean column node place of the present utility model below.
First, as shown in Figure 1, structure is strengthened in a kind of shearing resistance of girder steel end of bean column node place, comprise on the left of anti-buckling steel plate wall 2, the girder steel 1 at the upper and lower two ends of anti-buckling steel plate wall, anti-buckling steel plate wall or the Zhou Bianzhu 3 on right side, anti-buckling steel plate wall 2 is not connected with Zhou Bianzhu 3, and described girder steel 1 end is connected with described Zhou Bianzhu 3; Described 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, and described Zhou Bianzhu 3 is also H type or i-shape steel beam; Described anti-buckling steel plate wall 2 and the web of described girder steel 1, the web copline of Zhou Bianzhu 3.As shown in Figures 1 to 6, described girder steel 1 comprises shearing resistance strengthening segment 4 and non-shearing resistance strengthening segment 5, as shown in Figure 1, the deck-molding of getting described girder steel 1 is hb, and described shearing resistance strengthening segment 4 comprises region between girder steel 1 end to vertical point of resultant force 7 and vertical point of resultant force 7 and to stretch out the region of 1/2hb.
As shown in Figures 2 to 6, web 12 both sides of described shearing resistance strengthening segment 4 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 8 of described shearing resistance strengthening segment 4; In described girder steel 1 end, the edge of a wing of described corrugated steel and described Zhou Bianzhu 3 welds together.
Embodiment one
According to shear-carrying capacity demand, obtain the desired thickness δ of corrugated steel at more than 20mm; And the web 12 of described girder steel 1 end is linked together by bolt 14 with the edge of a wing of described Zhou Bianzhu 3.
Then, as shown in Figure 2 and Figure 3, be close to respectively in web 12 both sides of described shearing resistance strengthening segment 4 and be welded with one block of plain plate 13, the thickness of plain plate 13 is 1/3 δ, plain plate 13 is provided with oblique section of (not shown), be oblique section of plain plate 13 between bolt 14 region to girder steel 1 end, make oblique section of described plain plate 13 to weld together with the edge of a wing of described Zhou Bianzhu 3; 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 4; 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 4, the second horizontal segment 11 is welded with two edges of a wing 8 of described shearing resistance strengthening segment 4.
Embodiment two
According to shear-carrying capacity demand, obtain the desired thickness δ of corrugated steel at more than 20mm; And the edge of a wing of the web 12 of described girder steel 1 end and described Zhou Bianzhu 3 is by being welded together.
Then, as Fig. 2, shown in Fig. 4, be close to respectively in web 12 both sides of described shearing resistance strengthening segment 4 and be welded with one block of plain plate 13, the thickness of plain plate 13 is 1/3 δ, described plain plate 13 is welded together with the edge of a wing of described Zhou Bianzhu 3, 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, described girder steel 1 end is made to be the first horizontal segment 9 of described corrugated steel, and the first horizontal segment 9 of the corrugated steel of described girder steel 1 end is welded together with the edge of a wing of Zhou Bianzhu 3, and make oblique section 10 of corrugated steel to weld with two edges of a wing 8 of described shearing resistance strengthening segment 4, 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 4, the second horizontal segment 11 is welded with two edges of a wing 8 of described shearing resistance strengthening segment 4.
Embodiment three
According to shear-carrying capacity demand, the desired thickness δ obtaining corrugated steel is not more than 20mm; And the web 12 of described girder steel 1 end is linked together by bolt 14 with the edge of a wing of described Zhou Bianzhu 3.
Then, the actual (real) thickness of corrugated steel and desired thickness δ; As shown in Fig. 2, Fig. 5, described corrugated steel is located at the both sides of the web 12 of described shearing resistance strengthening segment 4, 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; Make oblique section 10 for described corrugated steel between described bolt 14 region to described girder steel 1 end, make oblique section 10 of described corrugated steel to weld with two edges of a wing 8 of described shearing resistance strengthening segment 4, and make oblique section 10 of corrugated steel of described girder steel 1 end to weld together with the edge of a wing of Zhou Bianzhu 3; 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 4, the second horizontal segment 11 is welded with two edges of a wing 8 of described shearing resistance strengthening segment 4.
Embodiment four
According to shear-carrying capacity demand, the desired thickness δ obtaining corrugated steel is not more than 20mm; And the edge of a wing of the web 12 of described girder steel 1 end and described Zhou Bianzhu 3 is by being welded together.
Then, the actual (real) thickness of corrugated steel and desired thickness δ; As shown in Fig. 2, Fig. 6, described corrugated steel is located at the both sides of the web 12 of described shearing resistance strengthening segment 4, 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; Make described girder steel 1 end be the first horizontal segment 9 of described corrugated steel, and the first horizontal segment 9 of the corrugated steel of described girder steel 1 end is welded together with the edge of a wing of Zhou Bianzhu 3; And make oblique section 10 of corrugated steel to weld with two edges of a wing 8 of described shearing resistance strengthening segment 4, 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 4, the second horizontal segment 11 is welded with two edges of a wing 8 of described shearing resistance strengthening segment 4.
Structure is strengthened in the shearing resistance of the girder steel end at bean column node place 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 the girder steel end at bean column node place of the present utility model, by at shearing resistance strengthening segment welding corrugated steel, greatly can improve the shear-carrying capacity of girder steel, avoid entirety and increase the series of problems such as the building function that girder steel causes is impaired, economy reduction; Meanwhile, buying and a welding difficult problem that the thicker web of employing causes is avoided.By at shearing resistance strengthening segment welding corrugated steel, the structure stiffening rib of shearing resistance strengthening segment can be replaced, thus avoid the setting of other any stiffening rib of shearing resistance strengthening segment.The utility model is not only applicable to the reinforcing of the girder steel end at the bean column node place of newly-built steel beam structure, also be applicable to the seismic hardening of the girder steel end at the bean column node place of existing steel beam structure simultaneously, for the seismic hardening of the girder steel end 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.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 (10)
1. structure is strengthened in the shearing resistance of the girder steel end at a bean column node place, it is characterized in that, comprise on the left of anti-buckling steel plate wall (2), the girder steel (1) at the upper and lower two ends of anti-buckling steel plate wall, anti-buckling steel plate wall or the Zhou Bianzhu (3) on right side, described girder steel (1) end is connected with described Zhou Bianzhu (3); Described girder steel (1) is H type or i-shape steel beam, the web 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 (4) and non-shearing resistance strengthening segment (5), the deck-molding of getting described girder steel (1) is hb, and described shearing resistance strengthening segment (4) comprises region between girder steel (1) end to vertical point of resultant force (7) and vertical point of resultant force (7) and to stretch out the region of 1/2hb;
Web (12) both sides of described shearing resistance strengthening segment (4) 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 (8) of described shearing resistance strengthening segment (4); In described girder steel (1) end, the edge of a wing of described corrugated steel and described Zhou Bianzhu (3) welds together.
2. structure is strengthened in the shearing resistance of the girder steel end at bean column node place 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 the girder steel end at bean column node place according to claim 2, it is characterized in that: the web (12) of described girder steel (1) end is linked together by bolt (14) with the edge of a wing of described Zhou Bianzhu (3).
4. structure is strengthened in the shearing resistance of the girder steel end at bean column node place according to claim 3, it is characterized in that: be oblique section (10) of described corrugated steel between described bolt (14) region to described girder steel (1) end.
5. structure is strengthened in the shearing resistance of the girder steel end at bean column node place according to claim 3, it is characterized in that: web (12) both sides of described shearing resistance strengthening segment (4) are close to respectively and are welded with one piece of plain plate (13), described plain plate (13) is provided with oblique section, be oblique section of described plain plate (13) between described bolt (14) region to described girder steel (1) end, oblique section of described plain plate (13) welds together with the edge of a wing of described Zhou Bianzhu (3); 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.
6. structure is strengthened in the shearing resistance of the girder steel end at bean column node place according to claim 2, it is characterized in that: the web (12) of described girder steel (1) end and the edge of a wing of described Zhou Bianzhu (3) are by being welded together.
7. structure is strengthened in the shearing resistance of the girder steel end at bean column node place according to claim 6, it is characterized in that: described girder steel (1) end is first horizontal segment (9) of described corrugated steel.
8. structure is strengthened in the shearing resistance of the girder steel end at bean column node place according to claim 6, it is characterized in that: web (12) both sides of described shearing resistance strengthening segment (4) are close to respectively and are welded with one piece of plain plate (13), described plain plate (13) welds together with the edge of a wing of described Zhou Bianzhu (3); 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 the welding of described plain plate.
9. structure is strengthened in the shearing resistance of the girder steel end at the bean column node place according to claim 5 or 8, it is characterized in that: the thickness of described plain plate (13) is 2 times of the thickness of described corrugated steel.
10. structure is strengthened in the shearing resistance of the girder steel end at the bean column node place according to any one of claim 1 to 8, 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 (4).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520308494.XU CN204782043U (en) | 2015-05-13 | 2015-05-13 | Additional strengthening that shears of girder steel tip of beam column node |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520308494.XU CN204782043U (en) | 2015-05-13 | 2015-05-13 | Additional strengthening that shears of girder steel tip of beam column node |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN204782043U true CN204782043U (en) | 2015-11-18 |
Family
ID=54522114
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201520308494.XU Active CN204782043U (en) | 2015-05-13 | 2015-05-13 | Additional strengthening that shears of girder steel tip of beam column node |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN204782043U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104878949A (en) * | 2015-05-13 | 2015-09-02 | 同济大学 | Shearing-resistance reinforcing structure at end parts of steel girders in node of beam column |
-
2015
- 2015-05-13 CN CN201520308494.XU patent/CN204782043U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104878949A (en) * | 2015-05-13 | 2015-09-02 | 同济大学 | Shearing-resistance reinforcing structure at end parts of steel girders in node of beam column |
| CN104878949B (en) * | 2015-05-13 | 2017-02-22 | 同济大学 | Shearing-resistance reinforcing structure at end parts of steel girders in node of beam column |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104746774A (en) | Beam through type corrugated steel plate energy consumption shear wall structure | |
| CN103953123A (en) | H-shaped steel frame node with partially restricted beam end and construction method thereof | |
| CN104878879A (en) | Anti-shear reinforcing structure of steel beam | |
| CN103233510A (en) | Steel truss support capable of windowing and steel truss barrel structure including same | |
| CN104878949A (en) | Shearing-resistance reinforcing structure at end parts of steel girders in node of beam column | |
| CN204059752U (en) | A kind of heavier-duty Ripple Sternum | |
| CN204753970U (en) | Additional strengthening that shears of girder steel | |
| CN204782043U (en) | Additional strengthening that shears of girder steel tip of beam column node | |
| CN204298977U (en) | Type of putting more energy into outside face shearing damp device | |
| CN109797891A (en) | The novel bidirectionally obliquely placed corrugated steel shear wall of one kind and its application method | |
| CN206015917U (en) | A kind of outside reinforcement box column H profile steel beam connecting node | |
| CN205557906U (en) | Steel pipe concrete frame post - steel sheet shear force wall body system | |
| CN201962795U (en) | Box-shaped column and girder for bended combined type building steel structure | |
| CN107859205A (en) | A kind of pure steel plate shear force wall of grating type and its shear wall system of application | |
| CN111101624B (en) | Double-layer steel plate shear wall with symmetrically-arranged corrugated web plates in drawknot mode | |
| CN212336425U (en) | Double-corrugated steel plate shear wall with built-in vertical seam steel plates connected at two sides | |
| CN103470077A (en) | Novel steel-structured plant | |
| CN203559338U (en) | Node connecting structure for upper chord of steel truss and web members | |
| CN210713201U (en) | Novel multi-cavity steel plate combined shear wall and H-shaped steel beam connecting node | |
| CN104878856B (en) | The laminated steel plate coupling beam and its construction method being placed in building structure between shear wall | |
| CN110083848B (en) | Simplified calculation method for fillet weld on side surface of H-shaped and box-shaped rod piece | |
| CN102345326A (en) | Wave web plate door-type rigid-frame bracket connecting node | |
| CN203624834U (en) | Bearing beam structure and bridge crane with same | |
| CN203514633U (en) | I-shaped ripple web plate reinforcing beam | |
| CN112282412A (en) | Bolt welding hybrid reinforcement structure for open-hole beam |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant |