CN104746436B - A kind of simplified design construction method of Integral Abutment Bridge - Google Patents
A kind of simplified design construction method of Integral Abutment Bridge Download PDFInfo
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- CN104746436B CN104746436B CN201510166406.1A CN201510166406A CN104746436B CN 104746436 B CN104746436 B CN 104746436B CN 201510166406 A CN201510166406 A CN 201510166406A CN 104746436 B CN104746436 B CN 104746436B
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
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Abstract
The invention discloses a kind of simplified design construction method of Integral Abutment Bridge, propose Integral Abutment Bridge and simplify computation model at the three-dimensional framework of operational phase, after calculating Integral Abutment Bridge platform, the two-dimentional spring frame computation model of soil pressure and calculating Integral Abutment Bridge pile foundation etc. are for the long two-dimentional spring frame computation model of stake, calculate make a concerted effort size and the active position of soil pressure after platform, calculate and wait generation stake long under given load case; Then result of calculation is applied to three-dimensional framework and simplifies computation model, adopt Bridge Design software to adopt the Integral Abutment Bridge of pile foundation to carry out designing and calculating to abutment; Construct according to design calculation result, comprise successively pile foundation construction, abutment construction, arranges temporary support on platform top, sets up girder on temporary support, builds joint concrete, and girder and abutment are poured into entirety, forms Integral Abutment Bridge.
Description
Technical field
The present invention relates to science of bridge building field, relate in particular to a kind of simplified design construction method that adopts pile foundation Integral Abutment Bridge.
Background technology
The expansion joint of bridge is needs in order to adapt to bridge dilatation and the gap that arranges in superstructure, bridge extension joint is for making vehicle steadily by bridge floor and meet the needs of bridge superstructure distortion, the general name of the various devices that are made up of rubber or steel etc. that arrange at expansion joint place. For vehicle supervision department, the existence of bridge extension joint can bring the problem in many maintenances. In recent years, along with the fast development of China's economic construction, the breakoff phenomenon of bridge expanssion joint is also day by day serious. The problem existing for expansion joint, a kind of solution thinking is by its cancellation. The concept of jointless bridge proposes based on this point just, the retractor device of the middle or small bridge of cancellation, and the distortion of beam body is received by more textural specially treateds.
Owing to having cancelled expansion joint, jointless bridge has avoided arranging the various defects that retractor device brings. in recent years, the performance of jointless bridge, design and construction have caused the increasing interest of people, have all obtained application and development in world many countries. wherein, Integral Abutment Bridge is that current countries in the world are most widely used, the jointless bridge of most study. the superstructure of Integral Abutment Bridge and substructure are watered builds up entirety, this makes any one small dilatation of girder all will affect abutment, flexible pile basis under platform, after platform, banket and the force and deformation of stake side soil, and substructure, foundation soil is also by the dilatation of restraint beam body, this just makes the force analysis of Integral Abutment Bridge exist many uncertainties and complexity, apply and brought very large difficulty to it, substantially be to depend on experience and incomplete technical literature, also fundamentally do not solve design theory computational analysis and construction method.
Summary of the invention
Goal of the invention of the present invention is to solve the problems of the technologies described above, and a kind of simplified design construction method that adopts pile foundation Integral Abutment Bridge is provided.
In order to realize foregoing invention object, the technical solution used in the present invention is:
1) adopt and act on soil pressure on abutment and make a concerted effort to consider the effect of banketing to abutment after platform, and by etc. consider the interaction of a side foundation soil and pile foundation for the pile foundation of length, propose on this basis Integral Abutment Bridge and simplify computation model at the three-dimensional framework of operational phase;
2) consider to banket after platform banket after nonlinear interaction on abutment and superstructure, abutment and platform on pile foundation etc. for the long impact of stake, adopt soil spring unit after platform, stake side soil spring unit to banket after simulation table respectively and the effect of stake side foundation soil, after proposition calculating Integral Abutment Bridge platform, two-dimentional spring frame computation model and the calculating Integral Abutment Bridge pile foundation etc. of soil pressure, for the long two-dimentional spring frame computation model of stake, are improved three-dimensional framework and are simplified computation model;
3) under given load case effect, adopt and calculate after Integral Abutment Bridge platform the two-dimentional spring frame computation model of soil pressure and carry out analytical calculation and obtain the active force of soil spring to abutment after platform, by they with platform after the earth pressure at rest that acts on carry out superposition and obtain size and the active position with joint efforts of soil pressure after platform;
4), under given load case effect, calculate Integral Abutment Bridge pile foundation etc. by continuous adjustment and obtain waiting generation stake long under this load case for the length on the long two-dimentional spring frame computation model king-pile basis of stake;
5) after calculating Integral Abutment Bridge platform, the two-dimentional spring frame computation model of soil pressure and calculating Integral Abutment Bridge pile foundation etc. coordinate Integral Abutment Bridge to simplify computation model at the three-dimensional framework of operational phase for the long two-dimentional spring frame computation model of stake, and employing Bridge Design software adopts the Integral Abutment Bridge of pile foundation to carry out designing and calculating to abutment;
6) construct according to the design calculation result in step 5), comprise successively pile foundation construction, abutment construction, on platform top, temporary support is set, on temporary support, sets up girder, build joint concrete, girder and abutment are poured into entirety, form Integral Abutment Bridge.
Wherein, calculate the two-dimentional spring frame computation model of soil pressure after Integral Abutment Bridge platform and calculate Integral Abutment Bridge pile foundation etc. and adopt NCHRP coefficient of earth pressure curve to determine the rigidity of soil spring unit after platform for the long two-dimentional spring frame computation model of stake.
After calculating Integral Abutment Bridge platform, the two-dimentional spring frame computation model of soil pressure and calculating Integral Abutment Bridge pile foundation etc. adopt " m " method to determine the rigidity of stake side soil spring unit for the long two-dimentional spring frame computation model of stake.
Because NCHRP coefficient of earth pressure curve is only applicable to sandy soil, therefore, after platform, banket and require to adopt sandy soil.
In addition, Pile Foundation ' on Abutment requires to have certain flexibility, and the pile foundation of abutment requires to adopt than the large more than 1 meter prebored hole of pile body size within the scope of stake top, and stake side within the scope of this inserts loose sandy soil, and specifically scope is definite according to result of calculation.
Beneficial effect of the present invention is: the simplification computation model that uses above-mentioned three-dimensional framework, can adopt domestic existing Bridge Design software to adopt the Integral Abutment Bridge of pile foundation to carry out designing and calculating to abutment, in conjunction with the construction method proposing, for Integral Abutment Bridge applying in engineering reality provides foundation.
Brief description of the drawings
Fig. 1 be in the embodiment of the present invention, propose for Integral Abutment Bridge designing and calculating time the three-dimensional framework that adopts simplify computation model; Wherein Fig. 1 a is elevational schematic view, and Fig. 1 b is space schematic diagram;
Fig. 2 be in the embodiment of the present invention, propose for calculating the two-dimentional spring frame computation model of soil pressure after the platform of Integral Abutment Bridge;
Fig. 3 be in the embodiment of the present invention, propose for calculating Integral Abutment Bridge pile foundation etc. for the long two-dimentional spring frame computation model of stake;
The coefficient of earth pressure curve map that Fig. 4 provides for the American Highway Cooperative Research Program (NationalCooperativeHighwayResearchProgram, the NCHRP) effect of abutment being adopted for banketing after simulation table proposing in the embodiment of the present invention;
Fig. 5 be the calculating pile foundation that proposes in the embodiment of the present invention etc. for stake the calculation flow chart of soil pressure after long and platform;
Fig. 6 is the abutment that proposes in the embodiment of the present invention and the simplified model of girder and pile foundation junction; Wherein Fig. 6 a is elevational schematic view, and Fig. 6 b is side schematic view;
Fig. 7 is the girder that proposes in the embodiment of the present invention and the simplified model of bridge pier junction; Wherein Fig. 7 a is elevational schematic view, and Fig. 7 b is side schematic view.
Detailed description of the invention
Accompanying drawing, only for exemplary illustration, can not be interpreted as the restriction to this patent.
To those skilled in the art, in accompanying drawing some known features and explanation thereof may to omit be understandable.
By describing technology contents of the present invention, structural feature in detail, being realized object and effect, below in conjunction with embodiment and coordinate accompanying drawing to be explained in detail, see also accompanying drawing:
The invention provides a kind of simplified design construction method that adopts pile foundation Integral Abutment Bridge, the technical scheme of employing is:
1) adopt and act on soil pressure on abutment and make a concerted effort to consider the effect of banketing to abutment after platform, and by etc. consider the interaction of a side foundation soil and pile foundation for the pile foundation of length, propose on this basis Integral Abutment Bridge and simplify computation model at the three-dimensional framework of operational phase, this three-dimensional framework is simplified computation model as shown in Figure 1, taking two across as example, Fig. 1 a is elevational schematic view, in Fig. 1 a, show girder unit 1, pile foundation unit 2, linkage unit 3, 33, 333, connector unit 4, 44, 444, bridge pier unit 5, boundary element 6, abutment unit 7 and the stake end affixed or hinged 8. Fig. 1 b is space schematic diagram, in Fig. 1 b, further shows crossbeam unit 9, bent cap unit 10, empty crossbeam unit 11 and structural unit 12. three-dimensional framework simplification computation model shown in Fig. 1 a and Fig. 1 b is reduced to the effect of structure the soil pressure acting on abutment banketing after platform and makes a concerted effort to consider, stake side soil with the interaction of pile foundation by waiting generation long paying attention to, its medium generation stake is long can utilize two-dimentional spring-frame model to calculate with active position with soil pressure with joint efforts.
2) consider to banket after platform banket after nonlinear interaction on abutment and superstructure, abutment and platform on pile foundation etc. for the long impact of stake, adopt soil spring unit after platform, stake side soil spring unit to banket after simulation table respectively and the effect of stake side foundation soil, after the platform of proposition calculating Integral Abutment Bridge, soil pressure and pile foundation etc., for the long computation model of stake, are improved three-dimensional framework and are simplified computation model; After the platform of the calculating Integral Abutment Bridge here, for the long computation model of stake as shown in Figures 2 and 3, taking two, across as example, Fig. 2 shows the two-dimentional spring frame computation model for calculating soil pressure after Integral Abutment Bridge platform for soil pressure and pile foundation etc., in Fig. 2, show girder unit 1, pile foundation unit 2, linkage unit 3,33,333, connector unit 4,44,444, bridge pier unit 5, boundary element 6, abutment unit 7, soil spring unit 21 and stake side soil spring unit 22 after platform. Fig. 3 shows for calculating Integral Abutment Bridge pile foundation etc. for the long two-dimentional spring frame computation model of stake, in Fig. 3, shows girder unit 1, pile foundation unit 2, linkage unit 3,33,333, connector unit 4,44,444, bridge pier unit 5, boundary element 6, abutment unit 7, soil spring unit 21 after the stake end affixed or hinged 8 and platform. Calculating in the two-dimentional spring frame computation model that Integral Abutment Bridge pile foundation etc. is long for stake, Pile Foundation ' on Abutment is used to wait for the pile foundation of length with the effect of stake side soil and is replaced (abbreviation waits for stake long), when under External Force Acting, when the load effect on actual pile foundation stake top equates with the load effect on the cantilever pile stake top of a certain depth that locates below ground level, it is long that now the length of cantilever pile is waiting for stake of this pile foundation.
Adopt the NCHRP coefficient of earth pressure curve shown in Fig. 4 to determine the rigidity of soil spring unit after platform. When concrete enforcement, by the downward translation of NCHRP coefficient of earth pressure curve (the coefficient of earth pressure coefficient of static earth pressure while being), the earth pressure at rest size acting on after simultaneously being put into effect by calculating is also acted on abutment.
" m " method that adopts China's current highway Bridge Design specification to adopt is determined the rigidity of stake side soil spring unit.
3) under given load case effect, adopt and carry out analytical calculation for calculating the two-dimentional spring frame computation model of soil pressure after Integral Abutment Bridge platform shown in Fig. 2, obtain the active force of soil spring to abutment after platform, the earth pressure at rest acting on is carried out to superposition and obtains make a concerted effort size and the active position of soil pressure after platform after they and platform;
4), under given load case effect, obtain waiting generation stake long under this load case for the length on the long two-dimentional spring frame computation model king-pile basis of stake by the calculating Integral Abutment Bridge pile foundation shown in continuous adjustment Fig. 3 etc.; Specifically, by constantly adjusting the length on the computation model king-pile basis shown in Fig. 3 until adopt the result of calculation that the computation model shown in Fig. 3 obtains to equate with the result of calculation (girder is at the internal force of Abutment) that the computation model shown in employing Fig. 2 obtains, it is long that now the length of pile foundation is exactly the grade generation stake of pile foundation under this load case, and calculation process as shown in Figure 5.
5) three-dimensional framework shown in the long Fig. 1 of applying to of the generations such as after platform step 3) being calculated, soil pressure and step 4) calculate stake is simplified computation model, can adopt domestic existing Bridge Design software to adopt the Integral Abutment Bridge of pile foundation to carry out designing and calculating to abutment, comprise the joint of girder, bridge pier and basis thereof, abutment and pile foundation thereof, abutment and girder, calculate content with general beam bridge. The example of the Bridge Design software here can be for example " bridge doctor " or " MIDAS " etc., but is not limited to this. It will be understood by those skilled in the art that any suitable Bridge Design software all can be with adopting the Integral Abutment Bridge of pile foundation to carry out designing and calculating to abutment here.
6) construct according to the design calculation result in step 5), comprise successively pile foundation construction, abutment construction, on platform top, temporary support is set, on temporary support, sets up girder, build joint concrete, girder and abutment are poured into entirety, form Integral Abutment Bridge.
When the pile foundation construction of abutment, within the scope of stake top, require to adopt than the large more than 1 meter prebored hole of pile body size, and stake side within the scope of this inserts loose sandy soil, concrete scope is determined according to result of calculation, after while platform, adopts sandy soil backfill.
The three-dimensional framework of above-mentioned proposition being simplified to abutment in computation model and the junction of girder and pile foundation and the processing of bridge pier and girder junction is below described further:
1) for simulating the connection of girder and abutment, abutment and pile foundation, adopt respectively the linkage unit that 1cm is high to simulate (shown in Fig. 6), simulate contiguity by the bending rigidity of adjusting linkage unit, in order to simplify abutment simulation, equally also abutment is decomposed into beam lattice system. Fig. 6 shows the abutment that proposes in the embodiment of the present invention and the simplified model of girder and pile foundation junction; Wherein Fig. 6 a is elevational schematic view, and Fig. 6 b is side schematic view; In Fig. 6 a, show girder unit 1, pile foundation unit 2, girder connector unit 64, abutment axis 61, girder centre of form axis 62, platform, beam linkage unit 63, stake, platform linkage unit 633, and abutment unit 7. Wherein platform, beam linkage unit 63 link together girder connector unit 64, and platform, beam linkage unit 63 are that 1cm is high. Stake, platform linkage unit 633 link together pile foundation unit 2 and abutment unit 7, and stake, platform linkage unit 633 are also that 1cm is high. In Fig. 6 b, show pile foundation unit 2, platform, beam linkage unit 63, abutment unit 7, stake, platform linkage unit 633, and abutment construction unit 67.
2) simulate the connection (shown in Fig. 7) of girder and bridge pier by linkage unit equally, can simulate its contiguity by the bending rigidity of adjusting linkage unit. Fig. 7 shows the simplified model of girder and bridge pier junction; Wherein Fig. 7 a is elevational schematic view, and Fig. 7 b is side schematic view. In Fig. 7 a, show girder unit 1, girder connector unit 64, bent cap connector unit 74, bridge pier axis 71, girder centre of form axis 62, pier, beam linkage unit 73, bent cap unit 72 and bridge pier pier shaft unit 75. Wherein, pier, beam linkage unit 73 link together girder connector unit 64 and girder unit 1, and pier, beam linkage unit 73 are that 1cm is high. In Fig. 7 b, show girder unit 1, girder connector unit 64, pier cap connector unit 74,744, pier, beam linkage unit 73, and bent cap unit 72 and bridge pier pier shaft unit 75.
The foregoing is only embodiments of the invention; not thereby limit the scope of the claims of the present invention; every equivalent structure or conversion of equivalent flow process that utilizes description of the present invention and accompanying drawing content to do; or be directly or indirectly used in other relevant technical fields, be all in like manner included in scope of patent protection of the present invention.
In sum, be embodiment of the present invention content, and obviously embodiments of the present invention are not limited in this, it can be according to different application environment, utilizes the functional corresponding demand that realizes of the present invention.
Claims (1)
1. a simplified design construction method for Integral Abutment Bridge, is characterized in that:
1) adopt and act on soil pressure on abutment and make a concerted effort to consider the effect of banketing to abutment after platform, and by etc. consider the interaction of a side foundation soil and pile foundation for the pile foundation of length, propose on this basis Integral Abutment Bridge and simplify computation model at the three-dimensional framework of operational phase; Described three-dimensional framework simplification computation model is reduced to the effect of structure the soil pressure acting on abutment banketing after platform and makes a concerted effort to consider, stake side soil with the interaction of pile foundation by waiting long paying attention to of generation stake, the long and soil pressure of its medium generation stake is calculated with the two-dimentional spring-frame model of active position utilization with joint efforts;
2) consider to banket after platform banket after nonlinear interaction on abutment and superstructure, abutment and platform on pile foundation etc. for the long impact of stake, adopt soil spring unit after platform, stake side soil spring unit to banket after simulation table respectively and the effect of stake side foundation soil, after proposition calculating Integral Abutment Bridge platform, two-dimentional spring frame computation model and the calculating Integral Abutment Bridge pile foundation etc. of soil pressure, for the long two-dimentional spring frame computation model of stake, are improved three-dimensional framework and are simplified computation model; Calculating in the two-dimentional spring frame computation model that Integral Abutment Bridge pile foundation etc. is long for stake, the effect of Pile Foundation ' on Abutment and stake side soil is with waiting pile foundation for length to replace; When under External Force Acting, when the load effect on actual pile foundation stake top equates with the load effect on the cantilever pile stake top of a certain depth that locates below ground level, it is long that now the length of cantilever pile is waiting for stake of this pile foundation;
3) under given load case effect, adopt and calculate after Integral Abutment Bridge platform the two-dimentional spring frame computation model of soil pressure and carry out analytical calculation and obtain the active force of soil spring to abutment after platform, by they with platform after the earth pressure at rest that acts on carry out superposition and obtain size and the active position with joint efforts of soil pressure after platform;
4), under given load case effect, calculate Integral Abutment Bridge pile foundation etc. by continuous adjustment and obtain waiting generation stake long under this load case for the length on the long two-dimentional spring frame computation model king-pile basis of stake;
5) after calculating Integral Abutment Bridge platform, the two-dimentional spring frame computation model of soil pressure and calculating Integral Abutment Bridge pile foundation etc. coordinate Integral Abutment Bridge to simplify computation model at the three-dimensional framework of operational phase for the long two-dimentional spring frame computation model of stake, and employing Bridge Design software adopts the Integral Abutment Bridge of pile foundation to carry out designing and calculating to abutment;
Calculating the two-dimentional spring frame computation model of soil pressure after Integral Abutment Bridge platform and calculating Integral Abutment Bridge pile foundation etc. adopts NCHRP coefficient of earth pressure curve to determine the rigidity of soil spring unit after platform for the long two-dimentional spring frame computation model of stake;
For simulation girder and abutment, the connection of abutment and pile foundation, adopt respectively the linkage unit that 1cm is high to simulate, simulate contiguity by the bending rigidity of adjusting linkage unit, the simplified model of abutment and girder and pile foundation junction has been proposed, comprise girder unit, pile foundation unit, girder connector unit, abutment axis, girder centre of form axis, platform, beam linkage unit, stake, platform linkage unit, with abutment unit and abutment construction unit, wherein platform, beam linkage unit links together girder connector unit, platform, beam linkage unit is that 1cm is high, stake, platform linkage unit link together pile foundation unit and abutment unit, and stake, platform linkage unit are also that 1cm is high,
Simulate the connection of girder and bridge pier by linkage unit equally, simulate its contiguity by the bending rigidity of adjusting linkage unit, proposed the simplified model of girder and bridge pier junction, comprise girder unit, girder connector unit, bent cap connector unit, bridge pier axis, girder centre of form axis, pier, beam linkage unit, bent cap unit and bridge pier pier shaft unit, wherein, pier, beam linkage unit link together girder connector unit and girder unit, and pier, beam linkage unit are that 1cm is high;
6) construct according to the design calculation result in step 5), comprise successively pile foundation construction, abutment construction, on platform top, temporary support is set, on temporary support, sets up girder, build joint concrete, girder and abutment are poured into entirety, form Integral Abutment Bridge;
The pile foundation of abutment adopts than the large more than 1 meter prebored hole of pile body size within the scope of stake top, and stake side within the scope of this inserts loose sandy soil, and concrete scope is determined according to result of calculation;
After calculating Integral Abutment Bridge platform, the two-dimentional spring frame computation model of soil pressure and calculating Integral Abutment Bridge pile foundation etc. adopt " m " method to determine the rigidity of stake side soil spring unit for the long two-dimentional spring frame computation model of stake; After platform, adopt sandy soil backfill.
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Address after: 350004 Fujian Provincial Traffic Planning and Design Institute, 43 Jiaotong Road, Fuzhou City, Fujian Province Patentee after: Fujian Transportation Planning and Design Institute Co., Ltd. Address before: 350004 Fujian Provincial Traffic Planning and Design Institute, 43 Jiaotong Road, Fuzhou City, Fujian Province Patentee before: Fujian Traffic Plan Designing Inst. |