CN205369053U - Large -span steel longeron top pushes away uses steel nose girder - Google Patents
Large -span steel longeron top pushes away uses steel nose girder Download PDFInfo
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- CN205369053U CN205369053U CN201520812695.3U CN201520812695U CN205369053U CN 205369053 U CN205369053 U CN 205369053U CN 201520812695 U CN201520812695 U CN 201520812695U CN 205369053 U CN205369053 U CN 205369053U
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Abstract
The utility model discloses a large -span steel longeron top pushes away uses steel nose girder, including the nose girder main part, the nose girder main part includes two purlin piece units, and purlin piece unit includes upper chord, lower chord and a plurality of down tube, and a plurality of down tube is " W " shape and sets up between upper chord, lower chord, the nose girder main part includes the first nose girder section of front end, the second nose girder section of rear end, is connected together through the third nose girder section of variable cross section between first nose girder section and the second nose girder section, first nose girder section, second nose girder section save the distance formation panel length between the section by a plurality of festival section constitution, the nose girder height and the comparing of panel length of first nose girder section equal the nose girder height of second nose girder section and comparing of panel length, and just the nose girder height of first nose girder section is less than the nose girder height of second nose girder section. The utility model discloses can design nose girder 120m and realize islam ghusl cantilever 160m, maximum span 180m crosses the mound.
Description
Technical field
This utility model relates to a kind of steel truss girder pushing tow steel nose girder, especially a kind of longspan steel truss girder pushing tow steel nose girder, it is adaptable to jacking and pushing bridge is constructed, it is ensured that bridge in jack-in process smoothly on pier and cross pier, improve the safety of structure.
Background technology
At present, steel truss girder is more and more applied to bridge structure, in the world built many longspan steel truss girder bridges etc., and external incremental launching method realizes maximum span at present is 171m, Zhengzhou Yellow River combined bridge with maximum span pushing tow for 168m be domestic successful case.The span of incremental launching construction without buttress directly determines maximum cantilever length, along with the increase detail design difficulty of jib-length will become the increase of geometrical progression, structure stress becomes quadratic relationship with jib-length, amount of deflection and jib-length biquadratic relation especially, therefore make longspan steel truss girder pushing tow steel nose girder and there is technical difficulty.
Summary of the invention
For overcoming disadvantage mentioned above, it is achieved large span (nose girder 120m, utilizes main bridge steel truss girder 40m, it is achieved maximum net cantilever 160m, maximum span 180m cross pier), the utility model proposes a kind of longspan steel truss girder pushing tow steel nose girder.
This utility model solves its technical problem and be the technical scheme is that
A kind of longspan steel truss girder pushing tow steel nose girder, including nose girder main body, nose girder main body includes two panels purlin blade unit, purlin blade unit includes top boom, lower boom and several braces, several braces are at top boom, arrange in " W " shape between lower boom, described nose girder main body includes the first nose girder section of front end, second nose girder section of rear end, connected by the 3rd nose girder section between first nose girder section and the second nose girder section, described 3rd nose girder section is highly gradient section, described first nose girder section, second nose girder section forms by several sections, distance between sections forms panel length, the nose girder height of described first nose girder section and the ratio of panel length are equal to the nose girder height of the second nose girder section and the ratio of panel length, and first the nose girder height of nose girder section less than the nose girder height of the second nose girder section.
Nose girder front end rigidity is relatively small, and the selection of uniform height causes that front segment structure is high, and bar cross section is on the weak side, it is easy to cause unstability and structural vibration, it is necessary to suitably reduce internode overall dimensions.Longspan steel truss girder pushing tow steel nose girder of the present utility model arranges the height of the first nose girder section and panel length less than the second nose girder section, and by identical with segmentum intercalaris length ratio for the two nose girder height, can obtain bigger clean cantilever, it is achieved large span crosses pier.
This utility model is prepared for the longspan steel truss girder pushing tow steel nose girder of 180m, but in technical scheme, " large span " refers to relatively large span, namely adopts the technical scheme of the application to be capable of relatively large span relative to routine techniques.
It addition, the longspan steel truss girder pushing tow steel nose girder according to this utility model embodiment can also have following additional technical feature:
Preferably, described nose girder height is 9:5 with the ratio of panel length.
Preferably, the 1/2 of the nose girder height that nose girder height is the second nose girder section of described first nose girder section.
Preferably, described first nose girder section is identical with the rod connection structure at the upper bottom lateral bracing place of the second nose girder section.
Preferably, described upper bottom lateral bracing place is connected according to decussation method by two lateral rod members.
Preferably, described 3rd nose girder section has two sections.
Preferably, also including several Crossing brace, described Crossing brace is arranged between the corresponding brace of described two purlin blade units, and identical brace interval, blade unit surface thereof direction, purlin arranges described Crossing brace.
Preferably, described nose girder body lower boom length is 120m, and top boom total length is 125m, and nose girder body width is 11m；The length of the first nose girder section is 40m, and nose girder height is 9m, and panel length is 10m, and the length of the second nose girder section is 60m, and nose girder height is 18m, and panel length is 20m, and under the 3rd nose girder section, chord length is 20m, chord length 25m in the 3rd nose girder section；
Preferably, described nose girder body shortens near at least one joint top boom length of steel truss girder to be installed, raises in advance thus realizing nose girder body leading portion (the first nose girder section leading portion).Preferably, three joint top boom (m9m10, m10m11, m11m12) length are adopted to shorten 30mm, it is achieved nose girder front end raises 500mm in advance.
The rod member box-type section of two purlin sheets of described second nose girder section, all the other rod members are i shaped cross section；
Nose girder body rod member all adopts Q370qD steel to make.
This utility model patent, for the incremental launching construction of maximum net cantilever 160m, span 180m, at home and abroad still belongs to the first time.
Additional aspect of the present utility model and advantage will part provide in the following description, and part will become apparent from the description below, or is recognized by practice of the present utility model.
Accompanying drawing explanation
Above-mentioned and/or additional aspect of the present utility model and advantage are from conjunction with will be apparent from easy to understand the accompanying drawings below description to embodiment, wherein:
Fig. 1 is the overall structure figure of this utility model longspan steel truss girder pushing tow steel nose girder；
Fig. 2 is the nose girder top bracing overall diagram of Fig. 1；
Fig. 3 is the nose girder bottom lateral bracing overall diagram of Fig. 1；
Fig. 4 is each sections shear value of nose girder；
Fig. 5 is each sections moment of nose girder；
Fig. 6 is the first Crossing brace structure chart；
Fig. 7 is the second Crossing brace structure chart.
Description of reference numerals:
Top boom g1；Lower boom g2；Brace g3；First nose girder section d1；Second nose girder section d2；3rd nose girder section d3；Steel truss girder h.
Detailed description of the invention
Being described below in detail embodiment of the present utility model, wherein same or similar label represents same or similar element or has the element of same or like function from start to finish.The embodiment described below with reference to accompanying drawing is illustrative of, it is intended to be used for explaining this utility model, and it is not intended that to restriction of the present utility model.
In description of the present utility model, it will be appreciated that, term " longitudinal direction ", " transverse direction ", " length ", " width ", " thickness ", " on ", D score, " front ", " afterwards ", " left side ", " right side ", " vertically ", " level ", " top ", " end " " interior ", orientation or the position relationship of the instruction such as " outward " are based on orientation shown in the drawings or position relationship, it is for only for ease of description this utility model and simplifies description, rather than the device of instruction or hint indication or element must have specific orientation, with specific azimuth configuration and operation, therefore it is not intended that to restriction of the present utility model.
Additionally, term " first ", " second " are only for descriptive purposes, and it is not intended that indicate or imply relative importance or the implicit quantity indicating indicated technical characteristic.Thus, define " first ", the feature of " second " can express or implicitly include one or more these features.In description of the present utility model, " multiple " are meant that at least two, for instance two, three etc., unless otherwise expressly limited specifically.
Longspan steel truss girder pushing tow steel nose girder according to this utility model embodiment is described with reference to the accompanying drawings.Fig. 1-Fig. 3 specifically show the longspan steel truss girder pushing tow steel nose girder of the present embodiment, it includes nose girder main body, nose girder main body includes two panels purlin blade unit, purlin blade unit includes top boom g1, lower boom g2 and several braces, and several braces are arranged in " W " shape between top boom g1, lower boom g2.Nose girder main body includes the second nose girder section d2 of the first nose girder section d1 of front end, rear end, is connected by the 3rd nose girder section d3 of variable cross-section between the first nose girder section d1 and the second nose girder section d2, and the 3rd nose girder section d3 is highly gradient section, is made up of two sections.First nose girder section d1, the second nose girder section d2 form by several sections, and the distance between sections forms panel length.The rod connection structure at the upper bottom lateral bracing place of the first nose girder section d1 and the second nose girder section d2 is identical.The ratio of nose girder height equal to the second nose girder section d2 of the nose girder height of the first nose girder section d1 and the ratio of panel length and panel length, is 9:5, and the 1/2 of the nose girder height that the nose girder height of the first nose girder section d1 is the second nose girder section d2.
Its concrete structure feature is as follows:
Designing requirement: utilize main bridge steel truss girder h40m, design nose girder 120m to realize the pier excessively of maximum net cantilever 160m, maximum span 180m.
Construction features:
1, the Front-end Design steel nose girder of steel truss girder h, the width according to steel truss girder h, designs steel nose girder according to centreline spacing 11m.Steel nose girder design length is 120m, reduces the deadweight of front end nose girder, and once, front end 40m nose girder height is 9m to height change, and panel length is 10m；40 60m internodes are nose girder highly gradient section, and rear end 60m nose girder height is 18m, and panel length is 20m, and nose girder main truss adopts close to equilateral triangle truss.The lateral connection of nose girder adopts I-shaped cross-section, connects according to decussation method.The some hoop bridgings of antitorque employing, and are arranged on the brace same plane corresponding with two purlin blade units, and identical brace interval, blade unit surface thereof direction, purlin arranges described Crossing brace.
The height front end nose girder main truss of 9m and two braces of variable cross-section middle and upper bottom lateral bracing are i shaped cross section, and all the other are box-type section.
Specifically, the agent structure of nose girder is of a size of: under nose girder body, chord length is 120m, and the total length that winds up is 125m, and nose girder body width is 11m；The length of the first nose girder section d1 is 40m, and nose girder height is 9m, and panel length is 10m, and the length of the second nose girder section d2 is 60m, and nose girder height is 18m, and panel length is 20m, and under the 3rd nose girder section d3, chord length is 20m, chord length 25m on the 3rd nose girder section d3.
Nose girder adopts three sections of top boom g1 length to shorten 30mm, it is achieved nose girder front end raises 500mm in advance.
As Figure 1-3, in figure, numbering 1～49 is nose girder rod member, and 50 is steel truss girder top boom g1, and 51 is steel truss girder lower boom g2, and 52 is steel truss girder brace, and 54 is steel truss girder montant.In figure, numbering M1～M12 is nose girder top boom node serial number, and N1～N12 is nose girder lower boom node serial number, and A1～A3 is main steel truss girder top boom node serial number, and E0～E3 is main steel truss girder lower boom node serial number.
2, the orientation optimization between each rod member selects.Upper and lower chord member g1, g2 are primarily subjected to moment of flexure, and brace is primarily subjected to shearing, and the angular dimension between brace and chord member directly determines Shear transfer efficiency, and the efficiency of the more big Transfer of Shear of angle is more high, and the density of rod member is more big simultaneously, and quantity is more many, and weight is more big；Angle is more little, and Shear transfer efficiency is more low, and rod member density is more low, and weight is more light.Steel nose girder adopts Q370qD steel simultaneously, utilizes high-strength material to alleviate Guide beam structure deadweight.
Nose girder operating mode is complicated, especially gusset plate place, and pressure repeatedly concentrates on gusset plate, and gusset plate unstability is the main form that nose girder destroys, and is the thinnest soft position of whole nose girder.Whether brace angle arranges reasonable, determines length and integral node plate size that rod member gos deep in gusset plate, directly determines gusset plate Out-of Plane Stiffness.Rod member termination is more little from gusset plate centre distance, more can guarantee that the out-of-plane rigidity of gusset plate, it is ensured that gusset plate stability.Research according to the applicant finds, two braces of gusset plate and upper and lower chord member g1, g2 arrange that most possible angle θ is arctan9/5=60.9 ° of ≈ 61 °, optional ranges for 60 °-62 °, is nearly equal to triangle.It is minimum that brace gos deep into interfering of gusset plate, and brace termination is closest to gusset plate center.Therefore, the most reasonable inclination angle of steel truss girder incremental launching construction nose girder brace is 61 °.
Construction weight is not significantly increased to adopt recent equilateral triangle both to ensure, makes again rod member shearing efficiently transmit, and gusset plate design simultaneously is the compactest.Taking into account physical dimension and subsequent construction convenient, actual to choose brace with chord member angle be 61 °.
Moment of flexure envelope table according to table 1 below, 2 (Fig. 4, Fig. 5), was subject to pier to control at 0m～120m place, and 120m～160m place is controlled by cantilever position, and namely nose girder was subject to pier to control, and girder is controlled by maximum cantilever.And 0～60m moment of flexure is approximately 1/4th of 160m place moment of flexure, square being directly proportional of the bending resistant section coefficient w of beam and deck-molding, it is set to, because 60m before this leads depth of beam, the half that girder is high, requirement can be met.
Because brace optimum inclination angle is 61 °, and require that the step pitch of nose girder is consistent, can simultaneously top lifting back skating block within the scope of full-bridge, realize the harmonious of each point back skating block, panel length after nose girder variable cross-section should be 1/2nd of girder panel length, 1/3rd, its corresponding height is also 1/2nd of girder, 1/3rd, determines the height is former height 1/2nd the most reasonable of nose girder variable cross-section according to envelope diagram.
Applicant is through it was verified that the nose girder height of the first nose girder section d1 is 9 with the ratio of panel length；5, and equal to the ratio of the nose girder height of the second nose girder section d2 and panel length be 9:10,9；8 and 9:4, the identical processing tri-groups of nose girders of 120m respectively of other parameter, all can not realize maximum net cantilever 160m and maximum span 180m and cross pier.Brace inclination angle is 55 ° and 65 °, the identical processing two groups of nose girders of 120m respectively of other parameter, also all can not realize maximum net cantilever 160m and maximum span 180m and cross pier.It addition, the 1/3 and 2/3 of the nose girder height that the nose girder height of the first nose girder section d1 is the second nose girder section d2, the identical processing two groups of nose girders of 120m respectively of other parameter, equally all can not realize maximum net cantilever 160m and maximum span 180m and cross pier.
3, each bar cross section selects.
According to the overall stress of nose girder, cantilever position structural bending moments envelope diagram is triangle, and during pier, each cross section is trapezoidal by curved envelope diagram excessively, each operating mode of comprehensive nose girder, and it is trapezoidal for finally selecting by curved envelope diagram, and nose girder rigidity is by approximate trapezoid change.
Table 1 moment of flexure shearing summary sheet
For ease of contrast nose girder and front end main beam stress, crossing pier with nose girder stress with 10 positions for radix 1, in contrast, stress is increase trend with launching nose length change to each position stress.Listed by each ratio such as table 2 below:
The curved power multiplying power relation table of table 2 moment of flexure
4, the gentle transition of steel nose girder integral rigidity.Nose girder front end rigidity is relatively small, and the selection of uniform height causes that front-end architecture is high, and bar cross section is on the weak side, it is easy to cause unstability and structural vibration.Suitably reducing internode overall dimensions is only selection, for adjusting total tune, height and panel length is contracted to rear end half, i.e. rear height 18m, panel length 20m, is changed to purlin height 9m, node ' s length 10m, between two sections, nose girder is changed according to 10m, then the change of each bar cross section is fast, and rigidity sudden change is bigger, it is easy to cause stress to concentrate, overall structure is unfavorable, and nose girder winds up purlin High variation segment length 25m.Overall structure rigidity EI, E are the elastic modelling quantity of steel, the moment of inertia I ≈ AR2, becoming quadratic relationship with rod member neutral axis distance, single bar cross section is directly proportional.
5, the selection of nose girder lateral stiffness.Steel truss girder h and nose girder are limited mainly by effect of weight, truss vertical rigidity is major control, but coastal area wind-force is bigger simultaneously, instantaneous wind-force reaches 12 grades, so requires that the lateral stiffness of nose girder is very big, meets lateral stability shortly, reasonably utilize again main truss cross section opposing lateral bending, horizontal depth-width ratio is chosen as golden section point, and nose girder width is 18m × 0.618=11.124m, rounds width and selects 11m.
6, nose girder torsional resistance design
In incremental launching construction process, nose girder will be brought distortion by each fulcrum discrepancy in elevation and wind-force, in Guide beam structure, set up antitorque bridging, improve whole structural stability.Nose girder arranges antitorque bridging in the web member face of brace n1m1, n3m3, n5m5, n7m7, n9m9, wherein because of purlin High variation, for improving the anti-twisting property at nose girder different structure position, the antitorque door frame after And of Varying Depth is adjusted, actually used twice bridging.As shown in Figure 6,7, antitorque first bridging is used in version n1m1, n3m3, n5m5 i.e. the first nose girder section d1, antitorque second bridging is used in n7m7, n9m9 i.e. the second nose girder section d2, it is connected between two corresponding braces of two purlin sheets and the cross point of upper and lower chord member g1, g2 as it can be seen, the first Crossing brace is one group of X-shaped bar.Second Crossing brace arranges upper and lower two in same brace position, is connected in the middle part of two corresponding braces and between the cross point of top boom g1 and between the cross point of middle part and lower boom g2.It is connected to stull in the middle part of the corresponding brace of the two of second Crossing brace place.When wind-force is bigger, owing to the second nose girder section d2 force-bearing situation is complicated, and holding capacity is bigger.And the second Crossing brace is arranged on n7m7, n9m9 place or interval and arranges.Second Crossing brace rigidity of original structure is bigger, antitorque effect is relatively big, and when local wind-force is bigger, the torsion that the second nose girder section d2 bears can pass to the sections being not provided with the second Crossing brace, the sections being not provided with the second Crossing brace bears bigger torsion, and stability weakens.Accordingly, as a preferred exemplary of the present embodiment, the cross-connection point in the middle part of the second Crossing brace of upper end is located proximate to top boom g1, and the cross-connection point in the middle part of the second Crossing brace of lower end is located proximate to lower boom g2.It has been experienced that, its antitorque declines, add the anti-twisting property that nose girder is overall.
7, gusset plate is strengthened.
Nose girder each rod member stress tension and compression checker, upper and lower chord member g1, g2 integral node plate stress is considerably complicated.In the design phase, on, lower boom g1, the each gusset plate of g2 all adopts local thickening measure, brace web is connected with gusset plate dividing plate, consider constructing operation problem simultaneously, manhole is arranged in the middle of dividing plate, dividing plate both wings extend downward chord member top board, because nose girder is temporary component, in high-strength bolt construction, the lax probability of pretightning force is minimum, manhole need not be left as and carry out the duct that other observations are reinforced, therefore, the reserving hole completing gusset plate can be closed, the dividing plate manhole completing high-strength bolt is carried out sticking steel plate weldering stifled, recover its intensity and toughness, improve the lateral stability of gusset plate.Gusset plate inside can also be strengthened, welding steel inside the gusset plate completing node；The position welding steel that bolt is arranged can also not be had in the outside of gusset plate.The stability of gusset plate can be significantly improved by above method.
8, front end Application in Pre-camber
Tri-rod members of nose girder top boom g1m9m10, m10m11, m11m12 are utilized to add man-hour, processing length shortens 30mm, all the other each rod member length and splice plate are constant, it is achieved the camber of nose girder 500mm foremost, reach to support to the effect on next pier slide block smoothly.
Steel nose girder prepared by this utility model embodiment utilizes main bridge steel truss girder h40m, design nose girder 120m to realize the pier excessively of maximum net cantilever 160m, maximum span 180m.By optimizing the angle between each rod member, utilizing approximate equilateral triangle optimal angle to solve dead load and require light, rigidity requirement is big, the conspicuous contradiction that section rigidity changes with different parts stress.
For solving the contradiction between deadweight demand and rigidity requirement, the characteristic utilizing Q370qE steel high intensity reduces dead load, utilize global sections to uprise the change with bar cross section size and realize nose girder rigidity with structure stress size variation, two little internodes are utilized to realize overall purlin High variation, it is achieved integral rigidity gentle transition.
The design of this project nose girder is readjusted for rod member distribution after the High variation of purlin, and it is high that panel length adapts to purlin, takes full advantage of shearing resistance and the axial compression integration capability of rod member.Considering longitudinal rigidity and the lateral stability of beam, depth-width ratio is chosen as golden section point ratio.
Lijin is coastal area, and construction period wind-force is relatively big, and structure construction height reaches 34m, and maximum instantaneous wind-force reaches 12 grades, and transversary rigidity requirement is high.Antitorque bridging is set according to interval internode, improves steel nose girder stability in the large.
While there has been shown and described that embodiment of the present utility model；It will be understood by those skilled in the art that: when without departing from principle of the present utility model and objective, these embodiments can be carried out multiple change, amendment, replacement and modification；Scope of the present utility model is limited by claim and equivalent thereof.
Claims (8)
1. a longspan steel truss girder pushing tow steel nose girder, including nose girder main body, nose girder main body includes two panels purlin blade unit, purlin blade unit includes top boom, lower boom and several braces, several braces are at top boom, arrange in " W " shape between lower boom, it is characterized in that, described nose girder main body includes the first nose girder section of front end, second nose girder section of rear end, connected by the 3rd nose girder section between first nose girder section and the second nose girder section, described 3rd nose girder section is highly gradient section, described first nose girder section, second nose girder section forms by several sections, distance between sections forms panel length, the nose girder height of described first nose girder section and the ratio of panel length are equal to the nose girder height of the second nose girder section and the ratio of panel length, and first the nose girder height of nose girder section less than the nose girder height of the second nose girder section.
2. longspan steel truss girder pushing tow steel nose girder according to claim 1, it is characterised in that the ratio of described nose girder height and panel length is 9:5.
3. longspan steel truss girder pushing tow steel nose girder according to claim 1 and 2, it is characterised in that the 1/2 of the nose girder height that nose girder height is the second nose girder section of described first nose girder section.
4. longspan steel truss girder pushing tow steel nose girder according to claim 1, it is characterised in that described first nose girder section is identical with the rod connection structure at the upper bottom lateral bracing place of the second nose girder section.
5. longspan steel truss girder pushing tow steel nose girder according to claim 4, it is characterised in that described upper bottom lateral bracing place is connected according to decussation method by two lateral rod members.
6. longspan steel truss girder pushing tow steel nose girder according to claim 1, it is characterised in that described 3rd nose girder section has two sections.
7. longspan steel truss girder pushing tow steel nose girder according to claim 1, it is characterized in that, also including several Crossing brace, described Crossing brace is arranged between the corresponding brace of described two purlin blade units, and identical brace interval, blade unit surface thereof direction, purlin arranges described Crossing brace.
8. the longspan steel truss girder pushing tow steel nose girder according to any one of claim 1-7, it is characterised in that described nose girder body lower boom length is 120m, and top boom total length is 125m, and nose girder body width is 11m；The length of the first nose girder section is 40m, and nose girder height is 9m, and panel length is 10m, and the length of the second nose girder section is 60m, and nose girder height is 18m, and panel length is 20m, and under the 3rd nose girder section, chord length is 20m, chord length 25m in the 3rd nose girder section；
Described nose girder body shortens near at least one joint top boom length of steel truss girder to be installed；
The rod member box-type section of two purlin sheets of described second nose girder section, all the other rod members are i shaped cross section；
Nose girder body rod member all adopts Q370qD steel to make.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105369743A (en) * | 2015-10-20 | 2016-03-02 | 中铁十四局集团第三工程有限公司 | Large-span steel truss incremental launching steel nose girder |
| CN110565500A (en) * | 2019-08-30 | 2019-12-13 | 中铁大桥勘测设计院集团有限公司 | Intelligent design method for section of steel truss girder rod piece |
-
2015
- 2015-10-20 CN CN201520812695.3U patent/CN205369053U/en active Active
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105369743A (en) * | 2015-10-20 | 2016-03-02 | 中铁十四局集团第三工程有限公司 | Large-span steel truss incremental launching steel nose girder |
| CN110565500A (en) * | 2019-08-30 | 2019-12-13 | 中铁大桥勘测设计院集团有限公司 | Intelligent design method for section of steel truss girder rod piece |
| CN110565500B (en) * | 2019-08-30 | 2021-05-25 | 中铁大桥勘测设计院集团有限公司 | Intelligent design method for section of steel truss girder rod piece |
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