CN202787047U - Deck type triangular steel truss composite beam - Google Patents
Deck type triangular steel truss composite beam Download PDFInfo
- Publication number
- CN202787047U CN202787047U CN 201220342637 CN201220342637U CN202787047U CN 202787047 U CN202787047 U CN 202787047U CN 201220342637 CN201220342637 CN 201220342637 CN 201220342637 U CN201220342637 U CN 201220342637U CN 202787047 U CN202787047 U CN 202787047U
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- web member
- steel
- bondbeam
- lower chord
- deck
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Abstract
The utility model discloses a deck type triangular steel truss composite beam which comprises a lower chord, web members and a bridge deck. The lower chord is connected with the web members by gusset plates, and the web members are connected with the bridge deck. The deck type triangular steel truss composite beam is in a novel structural form, the cross section of the deck type triangular steel truss composite beam is in the shape of a triangular truss, a single steel tube of a main beam and the concrete bridge deck are connected with each other by the web members to form a stress system, a stress state of the structure is improved, an upper chord, parallel connecting rods and the like are omitted, the structure is light and is stressed simply, and the economical efficiency and the attractiveness of the structure are improved.
Description
Technical field
The utility model relates to the steel truss girder bridge technical field, particularly a kind of deck type English truss steel truss composite girder.
Background technology
Different according to the bridge floor position, steel truss girder bridge is divided into steel-truss deck bridge, through truss girder bridge.
Steel truss girder bridge is comprised of truss member, although see that on the whole steel truss girder bridge to be subjected to curved and to be cut as main, then mainly bears axial force specific to every truss member.Comparing with solid web girder is to replace whole web with sparse web member, thereby save steel and alleviate dead load, owing to the web of web member rolled steel dosage than solid web girder reduces to some extent, steel truss girder can be made larger height again, thereby has larger rigidity and larger span ability.But rod member and the node of steel truss girder are more, and structure is comparatively complicated, makes and comparatively takes a lot of work.
Existing deck type steel truss girder mainly is comprised of top-bottom chord, web member, upper bottom lateral bracing and concrete slab (as illustrated in Figures 5 and 6), generally all adopt two main trusses, connect by upper bottom lateral bracing between two main truss chord members, steel using amount is large, complex structure, and permeability is poor, affect overall appearance, and rod member and the node of steel truss girder are more, and structure is comparatively complicated, makes and comparatively takes a lot of work.
Therefore, need a kind of steel using amount little, do not affect its steadiness, simply constructed beam bridge.
The utility model content
The technical problem that (one) will solve
The technical problems to be solved in the utility model is that existing deck type steel truss girder steel using amount is large, complex structure, and permeability is poor, affects the problem of overall appearance.
(2) technical scheme
The deck type English truss steel truss composite girder that the utility model provides is comprised of lower chord, web member, bridge deck, and lower chord is connected by gusset plate with web member, and web member is connected by pre-embedded steel slab with bridge deck.
Described lower chord is steel pipe, the steel duct concrete perfusion, and steel pipe sizes determines that according to the stressed of structure the diameter of steel pipe is 0.8m-1.5m, wall thickness is 0.016m-0.050m.
Described web member adopts leg-of-mutton arrangement form, and the angle between lower chord and the web member is 40-70 °.
The cross section of described beam body is triangle, and the angle in the cross section between two web members is 50-90 °.
Described bridge deck are concrete structure.
Be convenient splicing, increase the anti-fatigue performance of connecting portion, web member adopts worker's type rod member, and the width of rod member determines that according to structure stress be 0.3m-0.8m, described web member is steel work.
For increasing the torsional property of whole bridge construction, relevant position at each bridge pier, girder arranges concrete diaphragm, direction across bridge arranges 2 bearings below each concrete diaphragm, concrete diaphragm thickness is determined according to supporting stand size, be 1m-3m, the length of bearing and width, thickness etc. are laid according to the bearing of conventional steel truss girder bridge.
(3) beneficial effect
The deck type English truss steel truss composite girder bridge that the utility model provides is a kind of novel form of structure, cross section adopts English truss, girder adopts single steel pipe to link to each other with the bridge deck concrete plate by web member and forms stress system, improved structural stress state, cancelled the rod members such as upper chord and lateral, made structure slimmer and more graceful, stressed more succinct, strengthened economy and the aesthetic property of structure, it has the following advantages:
1, lower chord adopts encased structures, has guaranteed structural safety, has reduced the rod member size, has strengthened the aesthetic property of structure.
2, lower chord is connected by gusset plate with web member, has overcome fatigue stress, makes structure stress safer.
3, web member is connected by pre-embedded steel slab with concrete slab.
4, in the concrete slab of structure hogging moment area, apply longitudinal prestressing, to guarantee structure stress safety.
5, because concrete slab itself has stronger horizontal bending rigidity, therefore cancel top bracing, strengthened economy and the aesthetic property of structure.
6, at the bearing place concrete diaphragm is set, two bearings of lateral arrangement are to guarantee the torsional rigidity of structure.
7, improved structural stress state, made structure slimmer and more graceful, the stressed cost of more succinctly having saved has strengthened economy and the aesthetic property of structure.
Description of drawings
Fig. 1: the design sketch of English truss steel truss composite girder;
Fig. 2: the elevation of English truss steel truss composite girder;
Fig. 3: the B-B cross-sectional drawing of English truss steel truss composite girder;
Fig. 4: the C-C cross-sectional drawing at English truss steel truss composite girder bearing place;
Fig. 5: the elevation of existing deck type steel truss composite girder;
Fig. 6: the D-D cross-sectional drawing of existing deck type steel truss composite girder; Among the figure: 1 is concrete slab, and 2 is lower chord, and 3 is web member, and 4 is the concrete diaphragm, and 5 is bearing, and 6 is upper chord, and 7 is top bracing, and 8 is bottom lateral bracing.
The specific embodiment
Below in conjunction with drawings and Examples, the specific embodiment of the present utility model is described in further detail.Following examples are used for explanation the utility model, but are not used for limiting scope of the present utility model.
Embodiment 1: a kind of deck type English truss steel truss composite girder
This bridge is deck type steel reinforced concrete compound beam, the hole is striden and is arranged as 60m+72m+60m, the cross section is triangle, and girder adopts single encased structures 1, web member 3 to link to each other with bridge deck concrete plate 1 and forms stress system, sees Fig. 1 with the design sketch of the formations such as bridge pier, bridge deck.
In the elevation (see figure 2) of deck type English truss steel truss composite girder as seen, deck type English truss steel truss composite girder is comprised of concrete slab 1, web member 3, lower chord 2, lower chord is connected by gusset plate with web member, described lower chord adopts encased structures, the diameter of steel pipe is 1.2m, thickness of steel pipe is 0.04m, pouring concrete within steel pipe, web member is worker's type rod member of steel work, the width of rod member is 0.5m, web member is connected by pre-embedded steel slab with bridge deck, and the angle between lower chord and the web member plane is 60 °.
As seen, the beam body is comprised of concrete slab, web member and lower chord in the profile of deck type English truss steel truss composite girder (seeing Fig. 3,4).The angle 68 0 between the two web member planes wherein.
The profile (see figure 4) at deck type English truss steel truss composite girder bearing place is as seen: the thickness of concrete diaphragm 4 is 2.5m, and 5 is support position, and the length of bearing and width, thickness etc. are laid according to the bearing of conventional steel truss girder bridge.
Above embodiment only is used for explanation the utility model; and be not limitation of the utility model; the those of ordinary skill in relevant technologies field; in the situation that does not break away from spirit and scope of the present utility model; can also make a variety of changes and modification; therefore all technical schemes that are equal to also belong to category of the present utility model, and scope of patent protection of the present utility model should be defined by the claims.
Claims (8)
1. a deck type English truss steel truss composite girder is characterized in that, be comprised of lower chord, web member, bridge deck, lower chord is connected by gusset plate with web member, and web member is connected with bridge deck.
2. bondbeam according to claim 1 is characterized in that, described lower chord is steel pipe, the steel duct concrete perfusion.
3. bondbeam according to claim 1 and 2 is characterized in that, the external diameter of the steel pipe sizes of described lower chord is 0.8m-1.5m, and wall thickness is 16mm-50mm.
4. bondbeam according to claim 1 is characterized in that, the cross section of this bondbeam is triangular section, the angle 50-90 in the cross section between two web members °.
5. bondbeam according to claim 1 is characterized in that, described web member adopts leg-of-mutton arrangement form, and the angle between lower chord and the web member is 40-70 °.
6. bondbeam according to claim 1 is characterized in that, described bridge deck are concrete structure.
7. bondbeam according to claim 1 is characterized in that, described web member is steel work.
8. bondbeam according to claim 7 is characterized in that, described web member adopts worker's type rod member, and the width of rod member is 0.3m-0.8m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220342637 CN202787047U (en) | 2012-07-13 | 2012-07-13 | Deck type triangular steel truss composite beam |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220342637 CN202787047U (en) | 2012-07-13 | 2012-07-13 | Deck type triangular steel truss composite beam |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN202787047U true CN202787047U (en) | 2013-03-13 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201220342637 Expired - Lifetime CN202787047U (en) | 2012-07-13 | 2012-07-13 | Deck type triangular steel truss composite beam |
Country Status (1)
| Country | Link |
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| CN (1) | CN202787047U (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103215887A (en) * | 2013-04-19 | 2013-07-24 | 中铁工程设计咨询集团有限公司 | Truss connecting beam |
| CN103485275A (en) * | 2013-10-11 | 2014-01-01 | 中铁第一勘察设计院集团有限公司 | Continuous beam-joist combined bridge node structure |
| CN103541299A (en) * | 2012-07-13 | 2014-01-29 | 中铁工程设计咨询集团有限公司 | Deck-type triangular truss steel joist bond beam |
| CN103669194A (en) * | 2013-12-29 | 2014-03-26 | 长安大学 | Continuous rigid frame bridge based on steel truss-concrete slab composite beam |
| CN103993554A (en) * | 2014-04-02 | 2014-08-20 | 中交第二航务工程勘察设计院有限公司 | Through triangular truss steel bridge with externally-hung mooring channel |
| CN104444099A (en) * | 2014-11-26 | 2015-03-25 | 廖政宗 | Integrated landing stage for belt conveyor |
-
2012
- 2012-07-13 CN CN 201220342637 patent/CN202787047U/en not_active Expired - Lifetime
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103541299A (en) * | 2012-07-13 | 2014-01-29 | 中铁工程设计咨询集团有限公司 | Deck-type triangular truss steel joist bond beam |
| CN103215887A (en) * | 2013-04-19 | 2013-07-24 | 中铁工程设计咨询集团有限公司 | Truss connecting beam |
| CN103485275A (en) * | 2013-10-11 | 2014-01-01 | 中铁第一勘察设计院集团有限公司 | Continuous beam-joist combined bridge node structure |
| CN103669194A (en) * | 2013-12-29 | 2014-03-26 | 长安大学 | Continuous rigid frame bridge based on steel truss-concrete slab composite beam |
| CN103669194B (en) * | 2013-12-29 | 2016-04-06 | 长安大学 | Based on the continuous rigid frame bridge of steel truss-concrete slab composite beam |
| CN103993554A (en) * | 2014-04-02 | 2014-08-20 | 中交第二航务工程勘察设计院有限公司 | Through triangular truss steel bridge with externally-hung mooring channel |
| CN104444099A (en) * | 2014-11-26 | 2015-03-25 | 廖政宗 | Integrated landing stage for belt conveyor |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CB03 | Change of inventor or designer information |
Inventor after: Xu Shengqiao Inventor after: Liu Xuefa Inventor after: Zhang Hua Inventor after: Li Guoqiang Inventor after: Lei Xinge Inventor after: Gao Jingqing Inventor after: Peng Lanping Inventor after: Tian Qing Inventor before: Xu Shengqiao Inventor before: Liu Xuefa Inventor before: Zhang Hua Inventor before: Li Guoqiang Inventor before: Lei Xinge Inventor before: Gao Jingqing Inventor before: Peng Lanping Inventor before: Tian Qing |
|
| COR | Change of bibliographic data | ||
| CX01 | Expiry of patent term | ||
| CX01 | Expiry of patent term |
Granted publication date: 20130313 |