CN113373787B - Ultra-wide truss bridge structure system and design method thereof - Google Patents
Ultra-wide truss bridge structure system and design method thereof Download PDFInfo
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- CN113373787B CN113373787B CN202110679548.3A CN202110679548A CN113373787B CN 113373787 B CN113373787 B CN 113373787B CN 202110679548 A CN202110679548 A CN 202110679548A CN 113373787 B CN113373787 B CN 113373787B
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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
- E01D6/00—Truss-type 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
- E01D19/00—Structural or constructional details of 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
- E01D19/00—Structural or constructional details of bridges
- E01D19/12—Grating or flooring for bridges; Fastening railway sleepers or tracks to 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
- E01D19/00—Structural or constructional details of bridges
- E01D19/12—Grating or flooring for bridges; Fastening railway sleepers or tracks to bridges
- E01D19/125—Grating or flooring for 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
- E01D19/00—Structural or constructional details of bridges
- E01D19/16—Suspension cables; Cable clamps for suspension cables ; Pre- or post-stressed cables
Abstract
The application relates to an ultra-wide truss bridge structural system, it includes a plurality of subduction structures, and it is along the bottom of longitudinal bridge to interval distribution at the bridge deck system, subduct the structure and include: the beam upright columns are arranged on corresponding beams in the bridge deck system and vertically extend downwards; the two inhaul cables are arranged on two sides of the cross beam upright column respectively in the transverse bridge direction; one end of each guy cable is connected with the beam upright post, and the other end of each guy cable is connected with the lower chord of the corresponding side truss girder, so that the two guy cables act on the bridge deck system and the truss girder under the designed tension. The tension of the reducing structure offsets the out-of-plane bending moment of the cross beam and the truss girder 1 under the constant load effect, the vertical displacement of the cross beam is zero after the offset, and the reducing structure and the cross beam with proper sizes are designed according to the design steps through finite element analysis, so that the problems that the out-of-plane bending moment of the ultra-wide steel truss girder web member is too large and difficult to design and the structure economy is poor are solved.
Description
Technical Field
The application relates to the field of bridge construction, in particular to an ultra-wide truss bridge structure system and a design method thereof.
Background
With the rapid development of traffic volume, the construction of ultra-multilane and multi-functional channels becomes a new trend of industry development. For a large-span ultra-wide double-layer bridge, a main beam is commonly provided with steel trusses, the two steel trusses are arranged along a longitudinal bridge direction, two layers of cross beams are arranged between the two steel trusses, the upper layer of cross beam is connected with an upper chord of the main beam, the lower layer of cross beam is connected with a lower chord, and bridge decks are respectively arranged on the two layers of cross beams to serve as bridge deck systems to form the large-span ultra-wide double-layer bridge; because the bridge deck is wide and the span of the bridge deck system is large, the height of a cross beam required by the bridge deck system is high, the cross section is large, the consumption of steel materials of the bridge deck system is increased linearly, and the cost is high; in the using process, the beam has large vertical displacement and small rigidity of the bridge deck, so that the driving comfort is poor; in addition, the wide bridge deck and the large bridge deck span change the stress of the web members of the steel truss girder and the stress characteristic of the conventional steel truss girder which mainly bears the axial force, and the concrete expression is that under the constant load of the bridge deck and the live load of vehicles, people and the like, huge out-of-plane bending moment is generated at the connecting part of the web members and the main truss girder due to the restraint effect of the fixed ends of the web members, and the out-of-plane bending moment is mainly borne by the web members, so the out-of-plane bending moment borne by the web members needs to be reduced in the design of the ultra-wide double-deck steel truss girder.
In some related technologies, in order to reduce the out-of-plane bending moment of the web member in the ultra-wide double-deck steel truss girder, the height of the deck system beam and the section thereof are generally increased, and the section of the web member is widened, so that the rigidity of the whole bridge and the rigidity of the web member in the steel truss girder are improved under the action of the constant load of the deck system and the live load of the vehicle, but the following problems exist:
(1) due to the fact that the rigidity of the bridge and the rigidity of the web member in the steel truss girder are increased, the out-of-plane bending moment born by the steel truss girder is correspondingly increased, and the corresponding stress is difficult to correspondingly reduce, so that the out-of-plane bending moment is increased relative to the height and the section of the cross beam which are not increased and the out-of-plane bending moment before the cross section of the web member is widened, vicious circle of the out-of-plane bending moment along with the corresponding increase of the cross section of the web member and the cross section of the cross beam is caused, and the cross beam and the main girder are difficult to design.
(2) The increase of the height of the bridge deck system cross beam, the cross section of the bridge deck system cross beam and the cross section of the wide web member also increases the consumption of steel.
Disclosure of Invention
The embodiment of the application provides an ultra-wide truss bridge structure system and a design method thereof, and aims to solve the problems that in the related art, the rigidity of a bridge and the rigidity of a web member in a steel truss girder are increased, and the out-of-plane bending moment born by the bridge is correspondingly increased.
In a first aspect, there is provided an ultra-wide truss bridge structure system comprising a plurality of subtractive structures spaced apart along a longitudinal bridge direction at the bottom of the bridge deck system, the subtractive structures comprising:
the beam upright columns are arranged on corresponding beams in the bridge deck system and vertically extend downwards;
the two inhaul cables are arranged on two sides of the cross beam upright column respectively in the transverse bridge direction; one end of each guy cable is connected with the beam upright post, and the other end of each guy cable is connected with the lower chord of the corresponding side truss girder, so that the two guy cables act on the bridge deck system and the truss girder under the designed tension.
In some embodiments, the cross beam column is installed at a middle position corresponding to the cross beam, so that the cross beam and the two cables form an isosceles triangle with the cables as sides.
In some embodiments, the lower chord is provided with a vertically downward connecting block;
the stay cable is indirectly connected with the lower chord through the connecting block and forms a designed included angle with the horizontal plane where the cross beam is located.
In some embodiments, the deck system comprises an upper deck system and a lower deck system, and a prestressed bar is arranged between the upper deck system and the lower deck system and is used for offsetting out-of-plane bending moment of the upper deck system.
In some embodiments, the design tension is a tension that causes a relative displacement to be zero under the action of the self gravity of the truss bridge, and the relative displacement is a difference between a vertical displacement of the middle position of the cross beam and a vertical displacement of the truss beam.
In a second aspect, a design method for an ultra-wide truss bridge structural system is provided, which includes the following steps:
drawing up initial data and setting data, wherein the initial data comprises the cross section and the tension of a guy cable, and the setting data comprises the extension distance of a cross beam and a vertical column and the bridge width of a truss bridge;
establishing a first finite element analysis model according to the initial data and the set data, applying elastic constraint and inputting constant load force of the truss bridge, and calculating to obtain constant load constraint counter force of the beam column;
according to the constant load constraint counter force, carrying out analysis calculation in the first finite element analysis model to obtain the design tension of the inhaul cable under the action of the constant load of the truss bridge, and updating the initial data;
obtaining a second finite element analysis model according to the set data and the updated initial data, applying live load, calculating the sectional area of the inhaul cable, and updating the initial data again;
and obtaining a third finite element analysis model according to the set data and the updated initial data, calculating the sectional area of the beam, and finally obtaining the size of the reducing structure.
In some embodiments, according to the dead load constraint counterforce, performing an analysis calculation in the first finite element analysis model to obtain a design tension of the cable under the action of the dead load of the truss bridge, and the method includes the following steps:
according to a calculation formula, obtaining the undetermined tension of the stay cable;
bringing the to-be-determined tension into the first finite element analysis model, canceling elastic constraint, and calculating to obtain a difference value between the vertical displacement of the middle position of the cross beam and the vertical displacement of the truss beam;
if the difference is zero, taking the undetermined tension of the inhaul cable as the design tension;
otherwise, the undetermined tension of the inhaul cable is adjusted, the adjusted undetermined tension is brought into the first finite element analysis model to be calculated, a corresponding difference value is obtained, and the difference value is judged again.
In some embodiments, applying live load and calculating the cross-sectional area of the inhaul cable comprises the following steps:
applying live load to the second finite element analysis model to obtain the maximum cable force and the allowable stress of the stay cable;
and obtaining the sectional area of the stay cable to be configured according to the maximum cable force and the allowable stress of the stay cable.
In some embodiments, the beam upright post is installed at a middle position corresponding to the beam, so that the beam and the two cables form an isosceles triangle with the cables as sides; the initial data further includes a length of a connecting block disposed on the lower chord, and the size of the abatement structure is calculated, further comprising the steps of:
calculating the length of the connecting block according to the first finite element analysis model and the third finite element analysis model;
and substituting the set data, the updated initial data and the length of the connecting block into the third finite element analysis model, calculating the sectional area of the beam, and finally obtaining the size of the reducing structure.
In some embodiments, calculating the length of the joint block based on the first and third finite element analysis models comprises:
under the action of constant load of the truss bridge, analyzing and calculating by using the first finite element analysis model to obtain a first out-of-plane bending moment of a web member in the bridge deck system;
under the action of live load, analyzing and calculating by using the third finite element analysis model to obtain a second out-of-plane bending moment of the web member in the bridge deck system;
and according to a calculation formula, the first out-of-plane bending moment and the second out-of-plane bending moment brought into the web member and the design tension of the inhaul cable are obtained, so that the length of the connecting block is obtained.
The beneficial effect that technical scheme that this application provided brought includes:
the embodiment of the application provides an ultra-wide truss bridge structure system, wherein a crossbeam upright post is arranged on a crossbeam, and in the direction of a cross bridge, two inhaul cables connect a truss girder and the crossbeam upright post to form a reducing structure; in addition, the reducing structure is used as a stable supporting structure in the upward direction of the transverse bridge, namely, the transverse bridge is provided with the strut, so that the transverse span is reduced, the requirement on the sectional area of the cross beam in the bridge deck system is reduced, the out-of-plane bending moment of the web member is reduced, and the consumption of steel is reduced.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present application, the drawings needed to be used in the description of the embodiments are briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present application, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without creative efforts.
Fig. 1 is an elevation view of a steel truss girder segment in an ultra-wide truss bridge provided in an embodiment of the present application;
FIG. 2 is a schematic cross-sectional view taken along line A-A (at node) of FIG. 1 according to an embodiment of the present disclosure;
fig. 3 is a schematic cross-sectional view B-B (at the cross rib) of fig. 1 according to an embodiment of the present disclosure.
In the figure: 1. a truss; 11. an upper chord; 12. a lower chord; 13. a web member; 14. a diagonal bar; 2. a bridge deck system; 21. an upper deck system; 22. a lower deck system; 3. a subtractive structure; 31. a prestressed bar; 32. a beam column; 33. a pull rope.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are some embodiments of the present application, but not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
The embodiment of the application provides an ultra-wide truss bridge structure system, and aims to solve the problems that in the related technology, the rigidity of a bridge and the rigidity of a web member in a steel truss girder are increased, and the born out-of-plane bending moment is correspondingly increased.
Please refer to fig. 1 and 2, which provide an ultra-wide truss bridge structure system, including a plurality of reducing structures 3, the plurality of reducing structures 3 are distributed at the bottom of the bridge deck system 2 at intervals along the longitudinal bridge direction, and are connected with the truss girder 1 in the transverse bridge direction to form a reducing structure system, the truss girder 1 and the bridge deck system 2 form an ultra-wide truss bridge structure system, the out-of-plane bending moment of the web members is reduced along the longitudinal bridge direction, the truss girder 1 includes an upper chord member 11, a lower chord member 12, web members 13 and diagonal members 14, the web members 13 are only arranged at the nodes with hanging points, two diagonal members 14 are arranged between the two web members 13, and no web member 13 is arranged at the nodes between the nodes where the diagonal members 14 are connected.
Wherein the subtractive structure 3 comprises:
a beam column 32 and two guys 33, wherein the beam column 32 is installed on a corresponding beam in the deck system 2 and vertically extends downwards to a certain distance; wherein the bridge deck system 2 includes crossbeam and longeron, and the both ends of the crossbeam in the bridge deck system 2 are connected with longeron 1 respectively, and longeron 1 is to extending the setting along the longitudinal bridge.
The two guys 33 are respectively arranged at two sides of the beam upright column 32 in the transverse bridge direction, one end of each guy 33 is connected with the beam upright column 32, and the other end of each guy 33 is connected with the lower chord 12 of the truss beam 1 at the corresponding side, so that the two guys 33 act on the bridge deck system 2 and the truss beam 1 with designed tension to offset out-of-plane bending moment of the web member 13, and the vertical deflection of the cross beam midspan position relative to the truss beam 1 is zero under the constant load action;
the design tension is the tension which makes the relative displacement be zero under the self gravity action of the truss bridge, namely the dead load action, and the relative displacement is the difference value between the vertical displacement of the middle position of the cross beam and the vertical displacement of the truss beam 1. That is to say, the tension of the reducing structure 3 offsets with the out-of-plane bending moment of the cross beam and the truss beam 1 under the constant load effect, and the vertical displacement of the cross beam is zero after the offset.
In addition, the reducing structure 3 is also used as a stable supporting structure when viewed from the transverse bridge upwards, namely, the transverse bridge is provided with a strut to reduce the transverse span, so that the requirement on the sectional area of a cross beam in the bridge deck system 2 is reduced, the out-of-plane bending moment of a web member is reduced, and the consumption of steel is also reduced.
In some preferred embodiments, the cross beam upright 32 is installed at the middle position of the corresponding cross beam, so that the cross beam and the two cables 33 form an isosceles triangle with the cables 33 as a plate, that is, the two cables 33 are symmetrically distributed with the cross beam upright 32 as a symmetry axis, and a symmetrical damping structure with tension is formed.
In the form, the middle of the bridge deck system 2 is supported in the transverse bridge direction, namely, a middle bridge column is arranged between the transverse bridge direction, the span generally refers to the distance between the two trussed beams 1, and no support is arranged between the two trussed beams 1; when the bridge deck system is used, the two supporting points are changed into three supporting points, so that the transverse span is reduced, the requirement on the sectional area of the cross beam in the bridge deck system 2 is reduced, and the out-of-plane bending moment of the web member 13 is reduced. In addition, the reducing structure 3 is a symmetrical structure, so that tension is uniformly applied to the bridge deck system 2 and the truss girder 1, and the out-of-plane bending moment is further reduced.
In some preferred embodiments, as shown in fig. 2, to further reduce the out-of-plane bending moment of the web member, reduce the cross-sectional area of the beam and the cross-sectional area of the web member 13, and reduce the out-of-plane bending moment, the following settings are made:
set up vertical downward connecting block on lower chord 12, cable 33 passes through the connecting block and is connected with lower chord 12 is indirect to personally submit the design contained angle with the level at crossbeam place, according to the eccentric distance of suitable design contained angle adjustment cable 33 with lower chord 12, the web member off-plate bending moment direction that the eccentric bending moment direction that is produced by cable 33 and load effect produced offsets each other in opposite directions, makes web member off-plate bending moment further reduce.
Therefore, the sectional area of the web member 13 of the truss girder 1 and the sectional area of the cross beam are reduced through the structure, so that the difficulty in design is reduced, the excessive material consumption is avoided, and the problem of poor economical efficiency of a bridge structure is solved.
In some preferred embodiments, the deck system 2 comprises an upper deck system 21 and a lower deck system 22, the prestressed bars 31 are arranged between the upper deck system 21 and the lower deck system 22, the prestressed bars 31 are used for counteracting out-of-plane bending moments of the upper deck system 21, and the damping structure 3 is arranged at the bottom of the lower deck system 22.
The length of the prestressed bar 31 is slightly smaller than the distance between the upper deck system 21 and the lower deck system 22, when the prestressed bar 31 is installed, the upper deck system 21 and the lower deck system 22 respectively stretch the prestressed bar 31, so that the prestressed bar 31 has prestress, and the prestress is used for offsetting the out-of-plane bending moment of the upper deck system 21.
Wherein the upper deck system 21 comprises an upper deck slab, upper deck cross ribs, upper deck beams and upper deck stringers. The beam of the upper layer bridge deck is arranged at a node with a hanging point along the transverse bridge direction; the upper-layer bridge deck transverse ribs are arranged between two upper-layer bridge deck crossbeams at certain intervals, and the distance is about 3 m; the upper deck longitudinal beams are arranged along the longitudinal bridge direction, and the transverse distance between the upper deck longitudinal beams and the longitudinal bridge direction is about 4.5 m; the upper deck slab is arranged on the upper deck transverse ribs, the upper deck cross beams and the upper deck longitudinal beams to form a longitudinal and transverse beam orthotropic deck system.
The lower deck system 22 includes lower deck decks, lower deck cross ribs, lower deck crossbeams, and lower deck stringers. The lower deck beam is arranged at a node with a vertical rod along the transverse bridge direction; the lower-layer bridge deck transverse ribs are arranged between two lower-layer bridge deck cross beams at certain intervals, and the distance is about 3 m; the lower deck longitudinal beams are arranged along the longitudinal bridge at a transverse interval of about 4.5 m; the lower deck slab is arranged on the lower deck transverse ribs, the lower deck cross beams and the lower deck longitudinal beams to form a longitudinal-transverse beam orthotropic deck system.
The design method of the ultra-wide truss bridge structure system is further provided, the structure sizes of the subduction structure 3 and the cross beam are designed, and therefore the problem that the out-of-plane bending moment of the ultra-wide steel truss girder web member is too large and difficult to design is solved, and the design method comprises the following steps:
drawing up initial data and setting data, wherein the initial data comprises the sectional area A of the stay rope 330And tension T0The set data includes the extending distance h of the beam column 32 and the bridge width 2L of the truss bridge;
establishing a first finite element analysis model according to the initial data and the set data, applying elastic constraint and inputting constant load force of the truss bridge, and calculating to obtain the constant load of the beam column 32Restraint reaction force PD(ii) a Wherein the elastic constraint is to apply elastic constraint on the node of the lower chord 12 of the truss 1 and the bottom of the beam upright column 32; the constant load force of the truss bridge is the self weight and the second-stage constant load force of the truss bridge structure.
According to a constant load constraint counter-force PDAnalyzing and calculating in the first finite element analysis model to obtain the design tension of the inhaul cable 33 under the action of the constant load of the truss bridge, and updating the initial data to the design tension T0+△T；
Obtaining a second finite element analysis model according to the set data and the updated initial data, applying live load, calculating the cross section area of the stay 33, and updating the initial data A to A again0；
And obtaining a third finite element analysis model according to the set data and the updated initial data, calculating the sectional area of the beam, and finally obtaining the size of the reducing structure 3.
In some preferred embodiments, according to the dead load constraint counterforce, performing an analysis calculation in the first finite element analysis model to obtain a design tension of the cable 33 under the dead load action of the truss bridge, including the following steps:
the undetermined tension of the stay cable 33 is obtained according to a calculation formula, wherein the calculation formula is T0＝PD/Sin(θ),Sin2(θ)＝h2/(L2+h2)；
Will be tension T0＝PDsubstituting/Sin (theta) into the first finite element analysis model, canceling elastic constraint, and calculating to obtain relative displacement delta S, namely the difference between the vertical displacement of the middle position of the cross beam and the vertical displacement of the truss girder 1;
if the difference is zero, the undetermined tension of the inhaul cable 33 is used as the design tension;
otherwise, the undetermined tension of the inhaul cable 33 is adjusted, the adjusted undetermined tension is brought into the first finite element analysis model for calculation, a corresponding difference value is obtained, and the difference value is judged again. Namely, elastic constraint at the bottom of the beam upright column 32 is removed, finite element analysis calculation is carried out to obtain the relative vertical displacement Delta S of the beam and the truss girder 1 at the central line of the bridge, and then the elastic constraint is carried out on the beam and the truss girder 1 at the central line of the bridgeUndetermined tension T of stay cable 330Fine adjustment of delta T is carried out to ensure that the center of the cross beam is at undetermined tension T0Δ S is 0 under the action of +DELTAT.
In some preferred embodiments, applying live load, calculating the cross-sectional area of the cable 33 comprises the steps of:
applying live load to the second finite element analysis model to obtain the maximum cable force T of the stay cable 33maxAnd allowable stress;
according to the maximum cable force T of the stay cable 33maxAnd allowable stress [ sigma ]]Obtaining the cross-sectional area A ═ T where the stay 33 is to be arrangedmax/[σ]。
In some preferred embodiments, the cross beam upright 32 is installed at the middle position of the corresponding cross beam, so that the cross beam and the two cables 33 form an isosceles triangle with the cables 33 as sides; the initial data also include the length of the connecting piece provided on the lower chord 12, the dimensioning of the abatement structure 3, and the following steps:
calculating the length of the connecting block according to the first finite element analysis model and the third finite element analysis model;
and (4) bringing the set data, the updated initial data and the length of the connecting block into a third finite element analysis model, calculating the sectional area of the beam, and finally obtaining the size of the reducing structure 3.
The method comprises the following steps of calculating the length C of a connecting block according to a first finite element analysis model and a third finite element analysis model, and comprises the following steps:
under the action of constant load of the truss bridge, elastic constraint at the bottom of the beam upright column 32 is removed, a first finite element analysis model is utilized to carry out analysis and calculation to obtain the relative vertical displacement Delta S of the beam and the truss beam 1 at the central line of the bridge, and the undetermined tension T of the stay cable 33 is measured0Fine adjustment of delta T is carried out to ensure that the center of the cross beam is at undetermined tension T0(S is 0) under the action of (T) and the first out-bending moment M of the web members 13 in the deck system 2 is determinedD；
Under the action of live load, the third finite element analysis model is utilized to carry out analysis and calculation to obtain a second out-of-plane bending moment M corresponding to the web member 13 in the bridge deck system 2L；
According to a calculation formula, the first out-of-plane bending moment and the second out-of-plane bending moment brought into the web member 13 and the design tension of the inhaul cable 33 are obtained to obtain the length C of the connecting block; wherein the calculation formula is as follows: c ═ MD+1/2*ML)/(T0+△T)
So that the out-of-plane bending moment of the web member 13 under constant load is-1/2MLUnder the action of constant load and live load operation, the out-of-plane bending moment of the web member 13 is 1/2 × ML. Thereby achieving the purpose of reducing the out-of-plane bending moment. Wherein the live load is a vehicle and a pedestrian.
In the description of the present application, it should be noted that the terms "upper", "lower", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, which are only for convenience in describing the present application and simplifying the description, and do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and operate, and thus, should not be construed as limiting the present application. Unless expressly stated or limited otherwise, the terms "mounted," "connected," and "connected" are intended to be inclusive and mean, for example, that they may be fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art as the case may be.
It is noted that, in the present application, relational terms such as "first" and "second", and the like, are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising an … …" does not exclude the presence of other identical elements in a process, method, article, or apparatus that comprises the element.
The above description is merely exemplary of the present application and is presented to enable those skilled in the art to understand and practice the present application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the application. Thus, the present application is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Claims (9)
1. An ultra-wide truss bridge structure system, comprising a plurality of subtractive structures (3) spaced apart along a longitudinal bridge direction at the bottom of the bridge deck system (2), the subtractive structures (3) comprising:
-beam uprights (32) mounted on corresponding beams in the deck system (2) and extending vertically downwards;
two pull cables (33) which are respectively arranged on two sides of the beam upright post (32) in the transverse bridge direction; one end of each guy cable (33) is connected with the beam upright column (32), and the other end of each guy cable is connected with the lower chord (12) of the corresponding side truss girder (1), so that the two guy cables (33) act on the bridge deck system (2) and the truss girder (1) under the design tension; the design tension is the tension which enables the relative displacement to be zero under the action of the self gravity of the truss bridge, and the relative displacement is the difference value between the vertical displacement of the middle position of the cross beam and the vertical displacement of the truss beam (1).
2. The ultra-wide truss bridge structure system of claim 1, wherein:
the beam upright post (32) is arranged at the middle position corresponding to the beam, so that the beam and the two inhaul cables (33) form an isosceles triangle with the inhaul cables (33) as sides.
3. The ultra-wide truss bridge structure system of claim 2, wherein:
the lower chord (12) is provided with a vertically downward connecting block;
the inhaul cable (33) is indirectly connected with the lower chord (12) through the connecting block and forms a designed included angle with the horizontal plane where the cross beam is located.
4. The ultra-wide truss bridge structure system of claim 1, wherein:
the bridge deck system (2) comprises an upper bridge deck system (21) and a lower bridge deck system (22), wherein a prestressed rod (31) is arranged between the upper bridge deck system (21) and the lower bridge deck system (22), and the prestressed rod (31) is used for offsetting the out-of-plane bending moment of the upper bridge deck system (21).
5. A method of designing an ultrawide truss bridge structural system, as recited in claim 1, comprising the steps of:
drawing initial data and setting data, wherein the initial data comprises the section area and the tension of the guy cable (33), and the setting data comprises the extension distance of the beam upright (32) and the bridge width of the truss bridge;
establishing a first finite element analysis model according to the initial data and the set data, applying elastic constraint and inputting constant load force of the truss bridge, and calculating to obtain constant load constraint counter force of the beam upright column (32);
according to the dead load constraint counter force, carrying out analysis calculation in the first finite element analysis model to obtain the design tension of the inhaul cable (33) under the action of the dead load of the truss bridge, and updating the initial data;
according to the set data and the updated initial data, a second finite element analysis model is obtained, live load is applied, the sectional area of the inhaul cable (33) is calculated, and the initial data is updated again;
and obtaining a third finite element analysis model according to the set data and the updated initial data, calculating the sectional area of the beam, and finally obtaining the size of the reducing structure (3).
6. The design method of an ultra-wide truss bridge structural system according to claim 5, wherein the analysis and calculation are performed in the first finite element analysis model according to the dead load constraint reaction force to obtain the design tension of the guy cable (33) under the dead load action of the truss bridge, and the method comprises the following steps:
according to a calculation formula, obtaining the undetermined tension of the stay cable (33);
bringing the to-be-determined tension into the first finite element analysis model, canceling elastic constraint, and calculating to obtain a difference value between the vertical displacement of the middle position of the cross beam and the vertical displacement of the truss beam (1);
if the difference is zero, the undetermined tension of the inhaul cable (33) is used as the design tension;
otherwise, the undetermined tension of the inhaul cable (33) is adjusted, the adjusted undetermined tension is brought into the first finite element analysis model to be calculated, a corresponding difference value is obtained, and the difference value is judged again.
7. The design method of an ultra-wide truss bridge structural system as recited in claim 5, wherein the step of calculating the cross-sectional area of the pulling cable (33) by applying live load comprises the steps of:
applying live load to the second finite element analysis model to obtain the maximum cable force and the allowable stress of the stay cable (33);
according to the maximum cable force and the allowable stress of the cable (33), the cross-sectional area where the cable (33) needs to be arranged is obtained.
8. The design method of the ultra-wide truss bridge structural system as recited in claim 5, wherein the beam column (32) is installed at a middle position corresponding to the beam, so that the beam and the two guys (33) form an isosceles triangle with the guys (33) as sides; the lower chord (12) is provided with a vertically downward connecting block; the stay cable (33) is indirectly connected with the lower chord (12) through the connecting block and forms a designed included angle with the horizontal plane where the cross beam is located; the initial data also include the length of the connecting pieces provided on the lower chord (12), the dimensions of the abatement structure (3) being calculated, further including the steps of:
calculating the length of the connecting block according to the first finite element analysis model and the third finite element analysis model;
and substituting the set data, the updated initial data and the length of the connecting block into the third finite element analysis model, calculating the sectional area of the beam, and finally obtaining the size of the reducing structure (3).
9. The design method of an ultra-wide truss bridge structural system as defined in claim 8, wherein calculating the length of the connection block according to the first finite element analysis model and the third finite element analysis model comprises the following steps:
under the action of constant load of the truss bridge, analyzing and calculating by using the first finite element analysis model to obtain a first out-of-plane bending moment of a web member (13) in the bridge deck system (2);
under the action of live load, the third finite element analysis model is utilized to carry out analysis and calculation to obtain a second out-of-plane bending moment of the web member (13) in the bridge deck system (2);
and according to a calculation formula, the first out-of-plane bending moment and the second out-of-plane bending moment which are brought into the web member (13) and the design tension of the stay cable (33), the length of the connecting block is obtained.
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