CN202787055U - Pier fixed connection structure of steel structure overhead bridge - Google Patents
Pier fixed connection structure of steel structure overhead bridge Download PDFInfo
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- CN202787055U CN202787055U CN201220461309.7U CN201220461309U CN202787055U CN 202787055 U CN202787055 U CN 202787055U CN 201220461309 U CN201220461309 U CN 201220461309U CN 202787055 U CN202787055 U CN 202787055U
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Abstract
The utility model discloses a pier fixed connection structure of a steel structure overhead bridge. The bottom of a steel pier column is embedded into a concrete bearing platform; a zocle pre-embedded plate with a hole in the middle is arranged at the bottom end of the steel pier column; a stiffening rib plate is arranged between the zocle pre-embedded plate and the steel pier column; an upper pre-embedded plate with a hole in the middle is arranged in the steel pier column; the top surface of the upper pre-embedded plate is flush with the top surface of the concrete bearing platform; column concrete is filled in the steel pier column, and the top surface of the column concrete is higher than that of the concrete bearing platform; and shear studs which are arranged in the concrete bearing platform and the column concrete are welded on the side wall of the steel pier column. The pier fixed connection structure is simple in structure, convenient to manufacture and mount and low in manufacturing cost, can effectively and reliably transfer internal force, has high anti-fatigue performance and durability, and greatly reduces the input of the construction volume of the upper part of a portal type steel frame overhead bridge structure, so that the construction investment is reduced, the structural design, construction and application are more reasonable, and the pier fixed connection structure has strong comprehensive economic indicators in a full life cycle of the structure.
Description
Technical field
The utility model relates to the bridge construction of civil engineering, specifically, relate to a kind of day in the bridge construction the steel pier stud and the form of architecture joints of concrete bearing platform.
Background technology
Pedestrian overcrossing is the important component part of civic landscape, on the basis of satisfying the footpound force traffic function, gradually light and handy to structure, moulding is unique, span is large, bearing capacity is high, easily comprehensive requirement is installed strides forward, steel work progressively replaces the main material that concrete becomes pedestrian overcrossing.Present pedestrian overcrossing adopts the form of structure of simply supported steel box girder mostly.
According to Selection of Urban Pedestrian Overpass and underpass design specifications (CJJ 69-95), stride the footpath when larger when the pedestrian overcrossing main span of simply supported steel box girder, deck-molding also can increase thereupon.For example stride the footpath when the 50m when main span, structure vertical motion fundamental frequency is satisfied in the standard greater than the requirement of 3Hz, deck-molding will reach 2.3m at least.And adopt so large deck-molding, can bring series of malpractice: structure is thick and heavy, landscape effect is not good; Under the prerequisite that satisfies 4.5 meters headroom under the bridge, the step exponent number that overline bridge need arrange increases, not hommization.
The utility model content
To be solved in the utility model is the technical problem that existing simply supported steel box girder sky bridge construction exists, a kind of fixed structure of pier of steel work overline bridge is provided, its simple in structure, easily manufactured, reasonable stress, can transmit safely and reliably for novel gate-type steel work overline bridge and calculate internal force and the distortion that load produces, increase the redundant degree of freedom of structure, guarantee that structure is safer, and reduction natural frequency of structures, thereby the deck-molding of steel work overline bridge is reduced, promote landscape effect, reduce construction investment.
In order to solve the problems of the technologies described above, the utility model is achieved by following technical scheme:
The fixed structure of a kind of pier of steel work overline bridge, comprise steel pier stud and concrete bearing platform, described steel pier stud bottom is imbedded in the described concrete bearing platform, described steel pier stud bottom is provided with the suspension column embedded board of middle part perforate, be provided with the floor of putting more energy between described suspension column embedded board and the described steel pier stud, be provided with the upper embedded board of middle part perforate in the described steel pier stud, the end face of described upper embedded board flushes with described concrete bearing platform end face, be filled with the post inner concrete in the described steel pier stud, described post inner concrete end face is higher than described concrete bearing platform end face, and described steel pier stud sidewall is welded with the WELDING STUDS that is arranged in described concrete bearing platform and the described post inner concrete.
It is 2.0～2.5 times of described steel pier stud depth of section that the degree of depth in the described concrete bearing platform is imbedded in described steel pier stud bottom.
The height that described post inner concrete end face is higher than described concrete bearing platform end face is 1.0～1.5 times of described steel pier stud depth of section.
Grow up outside the cross section of the described steel pier stud length of the length of side of described suspension column embedded board outside is 1.0～1.5 times of described steel pier stud depth of section.
Described post inner concrete adopts slightly expanded concrete.
The beneficial effects of the utility model are:
(1) the utility model can be with fixed side steel pier stud in the novel portal-rigid frames sky bridge construction because the inner force and displacement that various calculating load produces passes to concrete bearing platform safely and reliably, pass to pile foundation by concrete bearing platform again, computation schema fixed at the bottom of the whole portal-rigid frames sky bridge construction one side steel pier stud post and the uniformity of actual loading pattern have been guaranteed, thereby reached the natural frequency that reduces day bridge construction, reduce the purpose of girder deck-molding, the final input that has reduced greatly the upper part work amount has reduced construction investment.
(2) the utility model arranges the suspension column embedded board in steel pier stud bottom, moment of flexure stress effectively spreads at the bottom of having guaranteed post, avoided stress to concentrate the concrete anti-compression that causes in the concrete bearing platform to destroy, guarantee simultaneously the more effective concrete bearing platform that is delivered to reliably of pier stud moment of flexure stress, be delivered to again pile foundation.
(3) be filled with the post inner concrete in the steel pier stud of the present utility model, both guaranteed the continuity of concrete inside and outside the steel pier stud, avoided again the buckling failure of steel pier stud, have good anti-fatigue performance and durability.
(4) the utility model is by the WELDING STUDS of lateral wall welding in the steel pier stud, guaranteed that the suffered axle power of steel pier stud is delivered in the concrete of concrete bearing platform uniformly and effectively, the welding processing of steel pier stud is finished in factory, has both guaranteed architecture quality, the while simple structure, fabrication and installation are convenient.
In sum, the utility model is simple in structure, power transmission is reliable, good endurance, minimizing construction investment, can make structure design, construction and application more rational, and having stronger comprehensive economic index in the cycle at whole service life, it becomes having a extensive future of important composition member in the pedestrian overcrossing portal frame structure.
Description of drawings
Fig. 1 is the direction across bridge sectional drawing of the fixed structure of pier provided by the utility model;
Fig. 2 is that the suitable bridge of the fixed structure of pier provided by the utility model is to sectional drawing;
Fig. 3 is the horizontal sectional drawing of the fixed structure of pier provided by the utility model.
Among the figure: 1, the steel pier stud; 2, the post inner concrete; 3, upper embedded board; 4, concrete bearing platform; 5, distributing bar; 6, the floor of putting more energy into; 7, the suspension column embedded board; 8, WELDING STUDS.
The specific embodiment
For further understanding content of the present utility model, characteristics and effect, hereby exemplify following examples, and cooperate accompanying drawing to be described in detail as follows:
Adopt the hinged whole gate-type steel work overline bridge form of the fixed side of a side, replace traditional simply supported steel box girder sky bridge construction, can significantly improve overline bridge superstructure vertical motion fundamental frequency, avoid resonance, greatly reduce deck-molding, promote landscape effect.The fixed structure of the pier of one side, as the important connecting elements between steel pillarwork and the concrete bearing platform in the gate-type steel work overline bridge, need are delivered to cushion cap with all internal force of superstructure reliably.
As shown in Figure 1 to Figure 3, present embodiment has disclosed a kind of fixed structure of pier of steel work overline bridge, comprises steel pier stud 1, concrete bearing platform 4, upper embedded board 3, suspension column embedded board 7, the floor 6 of putting more energy into, WELDING STUDS 8 and post inner concrete 2.
In the steel pier stud 1 bottom Transducers Embedded in Concrete cushion cap 4, length of embedment is 2.0～2.5 times of steel pier stud 1 depth of section.Steel pier stud 1 periphery in concrete bearing platform 4 is banded with and connects webbed distributing bar 5.Wherein, the depth of section of steel pier stud 1 refer to steel pier stud 1 cross section along bridge to length.
The 1 interior perfusion of steel pier stud is filled with post inner concrete 2, the material of post inner concrete 2 is microdilatancy C30 pea gravel concreten, and post inner concrete 2 extends to certain altitude in steel pier stud 1, make the end face of post inner concrete 2 be higher than the end face of concrete bearing platform 4, the height that exceeds is 1.0～1.5 times of steel pier stud 1 depth of section, to avoid stress to concentrate, reach the purpose of stress diffusion.
The bottom of steel pier stud 1 is provided with the thick steel plate of 20mm as suspension column embedded board 7, steel plate stress equilibrium diffusion at the bottom of assurance steel pier stud 1 post.The outside of suspension column embedded board 7 length of side outside the cross section of steel pier stud 1 of growing up, its difference is 1.0～1.5 times of steel pier stud 1 depth of section, with the compressive stress that guarantees suspension column embedded board 7 less than concrete resistance to compression design strength in the concrete bearing platform 4.The 7 middle part perforates of suspension column embedded board, bore size is slightly less than steel pier stud 1 size, reserves enough weld sizes as long as guarantee suspension column embedded board 7 and 1 end of steel pier stud.The perforate of suspension column embedded board 7 has guaranteed the continuity of post inner concrete 2 and concrete bearing platform 4 in the steel pier stud 1, avoids simultaneously stress to concentrate, and realizes the stress diffusion.
Be provided with a plurality of floors 6 of putting more energy between suspension column embedded board 7 and the steel pier stud 1, in order to supporting and fixing steel pier stud 1, and strengthen the anchoring strength of steel pier stud 1 and concrete bearing platform 4.
Also be provided with embedded board 3 in the steel pier stud 1, the end face of upper embedded board 3 flushes with concrete bearing platform 4 end faces.The circular hole that it is 200mm that upper embedded board 3 has two diameters is to guarantee the continuity of lower prop inner concrete 2 on the upper embedded board 3.
The inside and outside two sides of the sidewall of steel pier stud 1 is welded with the WELDING STUDS 8 of a plurality of Φ 22mm in uniform way, and steel pier stud 1 passes through WELDING STUDS 8 power transmissions with concrete bearing platform 4 and post inner concrete 2.
The pier of the steel work overline bridge of present embodiment is fixed to be configured in before the construction, at first can adopt MIDAS CIVIL2006 version software that portal-rigid frames sky bridge construction is carried out analytical calculation, content mainly comprise dead load, second phase mat formation, pedestrian load, integral elevating temperature, Manchu's load, snow load, wind load, seismic load etc., obtain steel pier stud and the fixed structure node least favorable of concrete bearing platform Load Combination value by analytical calculation.Wherein, multi-column pier foundation can be reduced to resiliency supported by the principle that unit force effect bottom offset equates to the resiliency supported effect of superstructure.
Then according to every least favorable Load Combination value each member of the fixed structure of pier is carried out force analysis, and then determine scantling and the requirement that guarantees that realization rigidly connects between steel pier stud 1 and the concrete bearing platform 4.The depth of section of steel pier stud 1 is 1200mm in the present embodiment, at first determines the degree of depth in the steel pier stud 1 Transducers Embedded in Concrete cushion cap 4, and the buried depth value is 2500mm; Then according to least favorable steel pier stud axle power, the size of calculative determination suspension column embedded board 7, its outside length of side 650mm outside the cross section of steel pier stud 1 that grows up, calculative determination put more energy into number and the thickness of floor 6, and the weld bead height between floor 6 and steel pier stud 1 and the suspension column embedded board 7 of putting more energy into; Then according to least favorable steel pier stud combination moment of flexure, the thickness of calculative determination suspension column embedded board 7; According to the least favorable built-up shaft power of steel pier stud 1, calculate the number of required WELDING STUDS 8 at last.
All welded units that relate to are all finished in factory process, carry out fluid concrete behind the location at the scene, and concrete need guarantee casting quality.
One, preparation of construction
According to design pre-manufactured steel pier stud 1, finish in the lump the welding procedure of embedded board 3 and WELDING STUDS 8 in factory at steel pier stud 1.
Simultaneously emit the sideline of concrete bearing platform 4 by survey crew according to construction drawing, the physical dimension of foundation ditch extends out 80cm according to concrete bearing platform 4 sizes and discharges.Excavate the gutter around the foundation ditch, the diagonal angle arranges two mouthfuls of collecting wells, and built-in suction pump guarantees that groundwater table is not higher than at the bottom of the foundation ditch.When cushion construction, pre-buried 10 embedded board spacer barss in blinding concrete.The cushion cap bed course build complete after, emit the cushion cap axis at concrete bearing platform 4, eject cushion cap four sidelines with the line of ink marker, and suspension column embedded board 7 four arm of angle lines.
Two, concrete bearing platform 4 base plate steel bar bindings and welding
Baseplate reinforcing bar uses the galvanized wire colligation, and colligation is pressed blossom type and arranged.The welding of main muscle and short column reinforcing bar run into steel pier stud 1 place when blocking with 1 welding of steel pier stud, all adopt two-sided welding, and weld length strictly is not less than in accordance with regulations 5d and holds, and the weld bond place should beat totally, and it is tight to guarantee that concrete and rebar connects.
Three, the installation of suspension column embedded board 7
After base plate steel bar binding is complete with welding, suspension column embedded board 7 is installed.Suspension column embedded board 7 adopts the 20mm steel plates, and along around weld 16 floors 6 of putting more energy into of a circle, in order to temporary supporting and fixing steel pier stud 1, and strengthen the anchoring strength of steel pier stud 1 and concrete bearing platform 4.20 of suspension column embedded board 7 bottom welding 500mm length, Ф 20 reinforcing bars, weld seam adopts double welding, and fusion length is 5d, the weld bond place should beat totally, guarantee that concrete and rebar connects closely, and with the cushion cap bed course in pre-buried spacer bars welding, in order to fixing suspension column embedded board 7.The position of control suspension column embedded board 7 and four jiaos of depth displacements are in 2mm.
Four, 7 times concretes of suspension column embedded board
Colligation cushion cap reinforcing bar and structure reinforcing bars are built suspension column embedded board 7 following 70cm concrete, build concrete after should substrate is moistening before building again.Should strengthen when building vibrating, guarantee compactness, and forbid to touch the bearing bar of suspension column embedded board 7.Adopt the method reinforcement concrete curings such as film covering.Suspension column embedded board 7 following concrete should be strengthened vibrating, and prevent not foot phenomenon of blank and compactness.
Five, the installation of steel pier stud 1
Treat that concrete reaches 80% when above of design strength, lifting fixed end steel pier stud 1 and with suspension column embedded board 7 and distributing bar firm welding.Adopt accurate positioning and the verticality of two total powerstations and plumb aligner control steel pier stud 1 during installation.Adopt traversing jack to cooperate crane to finely tune, after satisfying code requirement, weld.Symmetrical full weld is adopted in welding, and fillet weld size meets design requirement.
Six, concrete is partly constructed in the fixed structure of steel pier stud and concrete bearing platform
Colligation and welding cushion cap reinforcing bar also connect reliably with steel pier stud 1.Concreting cushion cap 4 is paid special attention to steel pier stud 1 root and peripheral concrete construction quality.Joint part adopts dabbing to process and adopts the brushing of high grade mortar to connect a batch face.The strength grade of concrete of concrete bearing platform 4 structures is C30, and concreting adopts pump truck to build, and vibrates with poker vibrator, and concreting in lifts, layering are vibrated, and building thickness for every layer must not be greater than 500mm.Vibrator spacing 40cm inserts once rod, about vibrating time 20s, until without till the bubble, must not cross and shake and leakage is shaken.When vibrating last layer, vibrator should insert in the following layer concrete, guarantees up and down well combination of two layer concretes.Steel pier stud 1 periphery should be strengthened vibrating, and guarantees its compactness.
After concreting is complete, receives slurry for three times with wood float and plasterer's trowel and wipe one's face, guarantee concrete bearing platform 4 surfacings.Upper with the geotextiles covering, diligent watering, the maintenance of outer cover plastic sheeting heat and moisture preserving avoids the cushion cap surface shrinkage crack to occur simultaneously.After the concrete curing 7 days, dismountable template.
After pouring the concrete seven sky in the concrete bearing platform 4, namely pourable post inner concrete 2 is poured into till the design height of post inner concrete 2 always, is designed to post inner concrete 2 end faces and is higher than concrete bearing platform 4 end face 1200mm.Post inner concrete 2 adopts microdilatancy C30 pea gravel concreten, strengthens in the casting process vibrating, and guarantees the compactness of post inner concrete 2.After reaching design strength, post inner concrete 2 can carry out the installation of girder.
Although the above is described preferred embodiment of the present utility model by reference to the accompanying drawings; but the utility model is not limited to the above-mentioned specific embodiment; the above-mentioned specific embodiment only is schematic; be not restrictive; those of ordinary skill in the art is under enlightenment of the present utility model; not breaking away from the scope situation that the utility model aim and claim protect, can also make the concrete conversion of a lot of forms, these all belong within the protection domain of the present utility model.
Claims (5)
1. the fixed structure of the pier of a steel work overline bridge, comprise steel pier stud and concrete bearing platform, it is characterized in that, described steel pier stud bottom is imbedded in the described concrete bearing platform, described steel pier stud bottom is provided with the suspension column embedded board of middle part perforate, be provided with the floor of putting more energy between described suspension column embedded board and the described steel pier stud, be provided with the upper embedded board of middle part perforate in the described steel pier stud, the end face of described upper embedded board flushes with described concrete bearing platform end face, be filled with the post inner concrete in the described steel pier stud, described post inner concrete end face is higher than described concrete bearing platform end face, and described steel pier stud sidewall is welded with the WELDING STUDS that is arranged in described concrete bearing platform and the described post inner concrete.
2. the fixed structure of the pier of a kind of steel work overline bridge according to claim 1 is characterized in that, it is 2.0～2.5 times of described steel pier stud depth of section that the degree of depth in the described concrete bearing platform is imbedded in described steel pier stud bottom.
3. the fixed structure of the pier of a kind of steel work overline bridge according to claim 1 is characterized in that, the height that described post inner concrete end face is higher than described concrete bearing platform end face is 1.0～1.5 times of described steel pier stud depth of section.
4. the fixed structure of the pier of a kind of steel work overline bridge according to claim 1 is characterized in that, grow up outside the cross section of the described steel pier stud length of the length of side of described suspension column embedded board outside is 1.0～1.5 times of described steel pier stud depth of section.
5. the fixed structure of the pier of a kind of steel work overline bridge according to claim 1 is characterized in that, described post inner concrete adopts slightly expanded concrete.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201220461309.7U CN202787055U (en) | 2012-09-11 | 2012-09-11 | Pier fixed connection structure of steel structure overhead bridge |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201220461309.7U CN202787055U (en) | 2012-09-11 | 2012-09-11 | Pier fixed connection structure of steel structure overhead bridge |
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| CN201220461309.7U Expired - Lifetime CN202787055U (en) | 2012-09-11 | 2012-09-11 | Pier fixed connection structure of steel structure overhead bridge |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102839601A (en) * | 2012-09-11 | 2012-12-26 | 天津市市政工程设计研究院 | Fixed connection structure for steel pier column and cushion cap of portal rigid frame overbridge and construction method of fixed connection structure |
| CN103452040A (en) * | 2013-09-18 | 2013-12-18 | 中交公路长大桥建设国家工程研究中心有限公司 | Bridge tower or bridge pier with lower portion of steel-concrete composite structure |
| CN104060527A (en) * | 2014-06-27 | 2014-09-24 | 中铁第一勘察设计院集团有限公司 | Bridge water pier structure coated with RPC (Reactive Powder Concrete) freezing and thawing prevention plate and construction method thereof |
| CN104929149A (en) * | 2015-07-08 | 2015-09-23 | 黄冀卓 | Stiffened embedded type column foot for reducing steel column embedment depth and construction technology thereof |
| CN105442433A (en) * | 2015-11-30 | 2016-03-30 | 中铁二十四局集团安徽工程有限公司 | Connection structure of prefabricated bridge pier and bearing platform and construction method thereof |
| CN111877812A (en) * | 2020-07-15 | 2020-11-03 | 中铁工程设计咨询集团有限公司 | Elevated single-column station |
| CN114016434A (en) * | 2021-12-29 | 2022-02-08 | 山东天齐置业集团股份有限公司 | Construction method of large-span space torsional cross-section double-arch bridge |
| CN114016434B (en) * | 2021-12-29 | 2024-10-29 | 山东天齐置业集团股份有限公司 | Construction method of double-arch bridge with large-span space torsion cross section |
-
2012
- 2012-09-11 CN CN201220461309.7U patent/CN202787055U/en not_active Expired - Lifetime
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102839601A (en) * | 2012-09-11 | 2012-12-26 | 天津市市政工程设计研究院 | Fixed connection structure for steel pier column and cushion cap of portal rigid frame overbridge and construction method of fixed connection structure |
| CN103452040A (en) * | 2013-09-18 | 2013-12-18 | 中交公路长大桥建设国家工程研究中心有限公司 | Bridge tower or bridge pier with lower portion of steel-concrete composite structure |
| CN103452040B (en) * | 2013-09-18 | 2015-11-18 | 中交公路长大桥建设国家工程研究中心有限公司 | A kind of bottom adopts bridge tower or the bridge pier of steel-concrete combined structure |
| CN104060527A (en) * | 2014-06-27 | 2014-09-24 | 中铁第一勘察设计院集团有限公司 | Bridge water pier structure coated with RPC (Reactive Powder Concrete) freezing and thawing prevention plate and construction method thereof |
| CN104929149A (en) * | 2015-07-08 | 2015-09-23 | 黄冀卓 | Stiffened embedded type column foot for reducing steel column embedment depth and construction technology thereof |
| CN105442433A (en) * | 2015-11-30 | 2016-03-30 | 中铁二十四局集团安徽工程有限公司 | Connection structure of prefabricated bridge pier and bearing platform and construction method thereof |
| CN111877812A (en) * | 2020-07-15 | 2020-11-03 | 中铁工程设计咨询集团有限公司 | Elevated single-column station |
| CN114016434A (en) * | 2021-12-29 | 2022-02-08 | 山东天齐置业集团股份有限公司 | Construction method of large-span space torsional cross-section double-arch bridge |
| CN114016434B (en) * | 2021-12-29 | 2024-10-29 | 山东天齐置业集团股份有限公司 | Construction method of double-arch bridge with large-span space torsion cross section |
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Granted publication date: 20130313 |
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| CX01 | Expiry of patent term |