CN107895094A - Design method for orthotropic steel reinforced concrete combined bridge deck interface shearing-resistance - Google Patents

Design method for orthotropic steel reinforced concrete combined bridge deck interface shearing-resistance Download PDF

Info

Publication number
CN107895094A
CN107895094A CN201711333923.9A CN201711333923A CN107895094A CN 107895094 A CN107895094 A CN 107895094A CN 201711333923 A CN201711333923 A CN 201711333923A CN 107895094 A CN107895094 A CN 107895094A
Authority
CN
China
Prior art keywords
bridge
orthotropic steel
bridge deck
calculate
calculated
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Granted
Application number
CN201711333923.9A
Other languages
Chinese (zh)
Other versions
CN107895094B (en
Inventor
刘静
李斐然
张士红
谢海洋
魏志新
张�浩
李玉耀
仇在林
吴佳桐
夏富友
孙艺
陈静
张博
陈琳
刘宗泽
周昂
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Chang Xingwen
Henan Provincial Communication Planning and Design Institute Co Ltd
Original Assignee
Chang Xingwen
Henan Provincial Communication Planning and Design Institute Co Ltd
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Chang Xingwen, Henan Provincial Communication Planning and Design Institute Co Ltd filed Critical Chang Xingwen
Priority to CN201711333923.9A priority Critical patent/CN107895094B/en
Publication of CN107895094A publication Critical patent/CN107895094A/en
Application granted granted Critical
Publication of CN107895094B publication Critical patent/CN107895094B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Classifications

    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/10—Geometric CAD
    • G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/20—Design optimisation, verification or simulation
    • G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
    • G06F2119/06—Power analysis or power optimisation

Abstract

The invention discloses a kind of design method for orthotropic steel reinforced concrete combined bridge deck interface shearing-resistance, by the equivalent continuous beam on many supports into single load bearing of orthotropic steel reinforced concrete combined bridge deck of space-load, the calculating of interlaminar shear stress is carried out again, and then the layout design of shear connector is carried out, including：1st, spaning middle section bending-moment influence line coefficient of the wheel load to two diaphragm plates is calculatedμ；2nd, calculate orthotropic steel reinforced concrete combined bridge deck vertical bridge to calculate widthb 0 ；3rd, the Equivalent Elasticity support stiffness of longitudinal rib is calculatedK 0 ；4th, the result of calculation obtained based on first three step, constructs orthotropic steel reinforced concrete compoboard direction across bridge computation model；5th, direction across bridge interlaminar shear stress is calculated using structural mechanics method；6th, the layout design of shear key is carried out.The inventive method overcomes that conventional finite element computation modeling workload is big, have the shortcomings that versatility to different engineerings, and mechanical concept is clear, practical, convenient to be applied to the design of orthotropic steel reinforced concrete combined bridge deck interface shearing-resistance.

Description

Design method for orthotropic steel-mixed combined bridge deck interface shearing-resistance
Technical field
The present invention relates to science of bridge building technology, is used for orthotropic steel-mixed combined bridge deck board interface more particularly, to one kind The design method of shearing resistance.
Background technology
The floorings that steel top plate, longitudinal stiffener and transverse stiffener are formed by solder design are referred to as orthotropic steel Floorings, because vertical bridge is to significantly different with the rigidity of direction across bridge and be referred to as " orthotropic ", it is with from heavy and light, ultimate bearing The series of advantages such as power is big, short construction period and be widely used in big-and-middle span bridge.To improve bridge floor panel stiffness and right Steel construction forms protection, casting concrete again generally after welding shear key in Orthotropic Steel Bridge Deck, with orthotropic plate Panel is formed " orthotropic steel-mixed combined bridge deck ".Research shows, the phase between Orthotropic Steel Bridge Deck and concrete layer The stress of concrete layer bottom surface and steel construction can be caused to increase sliding, under the repeated action of vehicular load, concrete layer meeting It is cracking, the disease such as passage and delamination, need to take measures in construction to ensure effective bonding between the two.In engineering practice Generally use Welded-Stud Conectors cooperate to realize between Orthotropic Steel Bridge Deck and concrete layer, i.e., peg is to ensure just Different in nature steel reinforced concrete combined bridge deck is handed over to play the key member of useful effect.
The general flow of conventional orthogonal opposite sex steel-mixed combined bridge deck interface shearing-resistance design is：Finite element side is used first The interlaminar shear stress value of concrete layer and steel plate is calculated in method, then selectes shearing-resistant member, and the preliminary cloth for carrying out shear key installs Meter, finally resettle the FEM model with shear key and carry out calculating analysis, whether review shear key layout design is reasonable.It is orthogonal Different in nature steel-mixed combined bridge deck is because the distortion of rib in length and breadth causes its stress to show the characteristics of vertically and horizontally inconsistent Complicated space structure, generally use finite element method carry out force analysis, but finite element analysis be only capable of providing it is discrete Numerical solution, it is difficult to the closed solutions of structure function mechanism are obtained, and Modeling Calculation consumption costs is higher, to different engineering structures not With versatility.
Because the interlaminar shear stress of orthotropic steel-mixed combined bridge deck is mainly influenceed by local wheel load vertical force, And direction across bridge interlaminar shear stress controls the design of interlaminar shear stress.For this feature, propose that one kind has versatility and power The design method for being used for orthotropic steel-mixed combined bridge deck interface shearing-resistance of clear concept is learned for bridge's design It is very important.
The content of the invention
It is an object of the invention to for being existed using traditional finite element method, modeling analysis workload is big, is only capable of Obtain discrete numerical solution and do not have the defects of versatility, there is provided one kind is used for orthotropic steel-mixed combined bridge deck board interface The design method of shearing resistance.
To achieve the above object, the present invention can take following technical proposals：
Design method of the present invention for orthotropic steel-mixed combined bridge deck interface shearing-resistance comprises the steps：
The first step, set the direction across bridge dispersion of distribution of single wheel load asa, indulge bridge is to the dispersion of distributionb, direction across bridge load collection Spend and beq 0 , it is to diaphragm plate spaning middle section bending-moment influence line coefficientμ：
Influence line of the vertical bridge of wheel load in a diaphragm plate gap length L to position to spaning middle section moment of flexure is constructed first, The influence line is conic section, meets that the numerical integration in a diaphragm plate spacing is 1, wheel load is to diaphragm plate span centre Section turn moment influences linear system number and met：
(1)；
Second step, the vertical bridge of orthotropic steel-mixed combined bridge deck is calculated to calculating widthb 0 ：
With reference first to《Highway reinforced concrete and prestressed concrete bridge contain design specification》Calculate wheel and indulge bridge to load point Cloth width, " specification wheelmark " is obtained, then according to the constant principle of area equation, direction across bridge width by above-mentioned " specification wheelmark " etc. " the equivalent wheelmark " for rectangular shape is imitated, vertical bridge is calculated to calculating widthb 0 ；
3rd step, calculate the Equivalent Elasticity support stiffness of longitudinal ribK 0 ：
1）The wall scroll longitudinal rib of orthotropic steel-mixed combined bridge deck is calculated, indulges bridge to including three diaphragm plate spacing, its Middle diaphragm plate spacing isL, the vertical bridge that wall scroll longitudinal rib is calculated using the unit load method in structural mechanics is firm to elastic bearing DegreeK =1200E s I r /23L 3 , in formulaE s It is the modulus of elasticity of steel,I r It is the vertical bridge of wall scroll longitudinal rib to bending rigidity；
2）Willb 0 WithLIt is brought into formula（1）In calculateμ；
3）The Equivalent Elasticity support stiffness of wall scroll longitudinal rib is calculated, i.e.,K 0 =K=1200E s I r /23L 3 ；
4th step, construction orthotropic steel-mixed combined bridge deck direction across bridge computation model：
Direction across bridge takes orthotropic steel -5 U ribs spacing of mixed combined bridge deck, and vertical bridge is to takingb 0 Computational length, construction 11 is across elasticity Support combinations Continuous Beam Model（Research shows that the direction across bridge of wheel load influences line for 3 U ribs spacing or so, i.e. 7 span continuous beams Requirement of engineering precision can be met, 5 U ribs spacing are taken for the sake of guarding here）, the modulus of elasticity of wherein concrete isE c, longitudinal rib Spacing isl；
5th step, calculate direction across bridge interlaminar shear stress：
1）The internal force in the 11 each sections of Span Continuous combination beam is calculated using structural mechanics methodF；
2）The direction across bridge interlaminar shear stress of combination beam is calculated using transformed-section method, i.e.,：
（2）
WhereinS 0 It is area moment of the concrete layer to whole compound section；I 0 It is to calculate widthb 0 Orthotropic steel-mixed composite bridge The bending resistance the moment of inertia of panel；
6th step, the layout design of shear key
Set the vertical bridge of shear key to spacing asu L , horizontal peg spacing isu H , and consider certain safety coefficientγ, make shearing The shearing that part is bornV sd Should be less than its shear-carrying capacity value [P u], that is, meet：
（3）
Solution formula (3) can obtain the vertical direction across bridge arrangement spacing of shear keyu L Withu H 。
The present invention is changed the different orthotropic steel of vertical direction across bridge stress-mixed combined bridge deck based on structural mechanics method Resilient support into two-dimentional stress combines continuous beam, is derived by the interlaminar shear stress of orthotropic steel-mixed combined bridge deck, enters And instruct the layout design of shearing-resistant member.
The following aspects is embodied in compared with existing design method, the advantages of design method of the present invention：1st, design derives Process is based on structural mechanics method, definite conception, can obtain the closed solutions of interlaminar shear stress；2nd, finite element that need not be complicated is built Mould and analysis, it is practical；3rd, compared with FEM model has the characteristics of uniqueness, the inventive method has to different engineerings Versatility, avoid the finite element modeling work repeated.To sum up, it is proposed by the present invention to be used for orthotropic steel-mixed combined bridge deck The design method of interface shearing-resistance can overcome conventional finite element computation modeling workload big, and not possess versatility to different engineerings Shortcoming, there is the series of advantages such as mechanical concept is clear, applicability is wide, can conveniently be applied to orthotropic steel-mixed combined bridge deck Board interface shear Design.
Brief description of the drawings
Fig. 1 is diaphragm plate spaning middle section Moment Influence curve map.
Fig. 2 is the effective work width calculating figure of orthotropic steel-mixed combined bridge deck.
Fig. 3 is that longitudinal rib indulges bridge to computation schema figure.
Fig. 4 is direction across bridge computation model figure.
Fig. 5 is the local finite meta-model of existing design method in embodiment.
Fig. 6 is the loading condition sketch in embodiment.
Fig. 7,8,9 be finite element method in embodiment 75 load cases under shear stress result between boundary layer.
Figure 10 is the internal force diagram in the 11 each sections of Span Continuous combination beam in embodiment.
Figure 11 is value of shearing comparison diagram between embodiment middle level.
Embodiment
Design method of the present invention is described in further detail with specific embodiment below in conjunction with the accompanying drawings, but the present invention is not Limit to following examples.
First, the design method of the present invention for orthotropic steel-mixed combined bridge deck interface shearing-resistance includes following Step：
The first step, set the direction across bridge dispersion of distribution of single wheel load asa, indulge bridge is to the dispersion of distributionb, direction across bridge wheel lotus Carrying intensity isq 0 , it is to diaphragm plate spaning middle section bending-moment influence line coefficientμ：
Influence of the vertical bridge of a diaphragm plate gap length L interior wheel load to position to spaning middle section moment of flexure is constructed first Line, as shown in figure 1, it is conic section wherein to influence line, it is 1 to meet the numerical integration in a diaphragm plate spacing, wheel lotus Carry and diaphragm plate spaning middle section bending-moment influence line coefficient is met：
(1)；
Second step, the vertical bridge of orthotropic steel-mixed combined bridge deck is calculated to calculating widthb 0 ：
With reference first to《Highway reinforced concrete and prestressed concrete bridge contain design specification》Calculate wheel and indulge bridge to load point Cloth width, " specification wheelmark " is obtained, then according to the constant principle of area equation, direction across bridge width by above-mentioned " specification wheelmark " etc. " the equivalent wheelmark " for rectangular shape is imitated, vertical bridge is calculated to calculating widthb 0 , circular is as shown in Figure 2；
3rd step, calculate the Equivalent Elasticity support stiffness of longitudinal ribK 0 ：
1）The wall scroll longitudinal rib of orthotropic steel-mixed combined bridge deck is calculated, indulges bridge to including three diaphragm plate spacing, its Middle diaphragm plate spacing isL, as shown in Figure 3；Using the unit load method in structural mechanics be calculated the vertical bridge of wall scroll longitudinal rib to Elastic supporting rigidityK =1200E s I r /23L 3 , in formulaE s It is the modulus of elasticity of steel,I r It is the vertical bridge of wall scroll longitudinal rib to bending rigidity；
2）Willb 0 WithLIt is brought into formula（1）In calculateμ；
3）The Equivalent Elasticity support stiffness of wall scroll longitudinal rib is calculated, i.e.,K 0 =K=1200E s I r /23L 3 ；
4th step, construction orthotropic steel-mixed combined bridge deck direction across bridge computation model：
Direction across bridge takes orthotropic steel -5 U ribs spacing of mixed combined bridge deck, and vertical bridge is to takingb 0 Computational length, construction 11 is across elasticity Support combinations Continuous Beam Model, as shown in Figure 4；The modulus of elasticity of wherein concrete isE c, longitudinal rib spacing isl；
5th step, calculate direction across bridge interlaminar shear stress：
1）The internal force in the 11 each sections of Span Continuous combination beam is calculated using structural mechanics methodF；
2）The direction across bridge interlaminar shear stress of combination beam is calculated using transformed-section method, i.e.,：
（2）
WhereinS 0 It is area moment of the concrete layer to whole cross section；I 0 It is to calculate widthb 0 Orthotropic steel-mixed combined bridge deck Bending resistance the moment of inertia；
6th step, the layout design of shear key
Set the vertical bridge of shear key to spacing asu L , horizontal peg spacing isu H , and consider certain safety coefficientγ, make shearing The shearing that part is bornV sd Should be less than its shear-carrying capacity value [P u], that is, meet：
（3）
Solution formula (3) can obtain the vertical direction across bridge arrangement spacing of shear keyu L Withu H 。
2nd, below a certain orthotropic steel-mixed combined bridge deck set using the inventive method progress interface shearing-resistance Meter design, and traditional finite element and the inventive method result are contrasted.
1st, the calculating analysis of interlaminar shear stress is carried out using finite element method first.
The local finite meta-model of steel-mixed combined bridge deck is established using ANSYS finite element softwares, as shown in figure 5, its In, longitudinal direction includes 3 across diaphragm plate gap lengths, laterally includes 8 U ribs.Local finite meta-model light plate modulus of elasticityE s= 2.1×105Mpa, thicknessh s =12mm, Poisson's ratio 0.3, is simulated using SHELL91, the modulus of elasticity of certain concreteE c=4.26 ×104Mpa, thicknessh c =50mm, Poisson's ratio 0.2, using SOLID95 unit simulations.Diaphragm plate spacingL=2400mm, U rib Spacingl=300mm。
Orthotropic steel-mixed combined bridge deck is calculated in 75 kinds of vehicular load operating modes altogether（As shown in Figure 6）Under, boundary layer Between shear stress result as shown in Fig. 7 ~ 9：
The calculating of 75 load cases shows：(1) horizontal lotus position 1（Fig. 7）For the least favorable direction across bridge loading position of wheel load, The as concern wheel load position of shear key shear Design；(2) direction across bridge interlaminar shear stress than vertical bridge to interlaminar shear stress value Greatly, that is to say, that direction across bridge interlaminar shear stress controls the layout design of shear key, and this is consistent with existing achievement in research； (3) from the point of view of direction across bridge, direction across bridge interlaminar shear stress maximum is located at directly over longitudinal rib, except the interlaminar shear stress near longitudinal rib It is worth outside larger, the interlaminar shear stress value away from longitudinal rib other positions is smaller, and this means that orthotropic steel-mixed combined bridge deck Design using maximum interlayer value of shearing control shear key is content to retain sovereignty over a part of the country complete, and this meets the design principle of shear key.
2nd, on the basis of above-mentioned use finite element method (fem) analysis, carry out interface shearing-resistance according to the design method of the present invention and set Meter：
The first step, calculate wheel load（The direction across bridge dispersion of distributiona=600mm, bridge is indulged to the dispersion of distributionb=200mm, direction across bridge lotus Carrying intensity isq 0 =140×103600=the 116.67N/mm of ÷ of ÷ 2, it is to diaphragm plate spaning middle section bending-moment influence line coefficientμ, wheel Load meets to diaphragm plate spaning middle section bending-moment influence line coefficient：
(1)；
Second step, the vertical bridge of orthotropic steel-mixed combined bridge deck is calculated to calculating widthb 0 ：
With reference first to《Highway reinforced concrete and prestressed concrete bridge contain design specification》Calculate wheel and indulge bridge to load point Cloth width, obtain " specification wheelmark "；" specification wheelmark " is equivalent to rectangle according to the constant principle of area equation, direction across bridge width " the equivalent wheelmark " of shape, the vertical bridge of orthotropic steel-mixed combined bridge deck is calculated to calculating widthb 0 =333.3mm；
3rd step, calculate the Equivalent Elasticity support stiffness of longitudinal ribK 0 ：
1）The wall scroll longitudinal rib of orthotropic steel-mixed combined bridge deck is calculated, indulges bridge to including three diaphragm plate spacing, its Middle diaphragm plate spacing isL；The vertical bridge that wall scroll longitudinal rib is calculated using the unit load method in structural mechanics is firm to elastic bearing DegreeK =1200E s I r /23L 3 , in formulaE s It is the modulus of elasticity of steel,I r It is the vertical bridge of wall scroll longitudinal rib to bending rigidity；
2）Willb 0 =333.3mm,L=2400mm is brought into formula（1）In calculateμ=0.36；
3）The Equivalent Elasticity support stiffness of wall scroll longitudinal rib is calculated, i.e.,K 0 =K=1200E s I r /23L 3 ；
4th step, construction orthotropic steel-mixed combined bridge deck direction across bridge computation model：
Direction across bridge takes orthotropic steel -5 U ribs spacing of mixed combined bridge deck, and vertical bridge is to takingb 0 Computational length, construction 11 is across elasticity The modulus of elasticity of support combinations Continuous Beam Model, wherein concrete isE c, longitudinal rib spacing isl=300mm；
5th step, calculate direction across bridge interlaminar shear stress：
1）The internal force in the 11 each sections of Span Continuous combination beam is calculated using structural mechanics methodF；Its internal force diagram is shown in Figure 10；
2）The direction across bridge interlaminar shear stress of combination beam is calculated using transformed-section method, i.e.,：
（2）
Formula（2）In,n—The ratio between the modulus of elasticity of steel and the modulus of elasticity of concrete, i.e.,n=E s/E c =2.1×105/4.26× 104=4.84；
S 0 —Area moment of the concrete layer to whole combination beam；
b 0 —The calculating width of compoboard；
I 0 —Calculating width isb 0 Combination beam the moment of inertia, meet：
（4）
So as to which interlaminar shear stress value be calculated, as shown in figure 11：It was found from result of calculation, except interlaminar shear stress calculates maximum Value（1.19MPa）3.3% is differed with finite element value maximum (1.23MPa), and the two generally coincide well, meets that engineering should Use required precision.In view of in addition to the interlaminar shear stress value directly over longitudinal rib is larger, the interlaminar shear stress value of other positions is smaller, Here can the maximum interlayer value of shearing of full use content to retain sovereignty over a part of the country as Con trolling index, carry out the shear Design of shear key.
6th step, the layout design of shear key
A diameter of 13mm is selected, high 35mm socket cap peg is as shearing-resistant member, with reference to the peg of identical size in pertinent literature Release experimental result, its shear-carrying capacity value for [P u]=60kN.The vertical bridge of shear key is set to spacingu L =150mm, horizontal bolt Follow closely spacingu H =150mm, and consider certain safety coefficient with reference to specification is first closedγ=1.25, the shearing for bearing shear keyV sd It is full Foot：
The shearing resistance requirement of orthotropic steel-mixed combined bridge deck can be met by understanding the arrangement of shear key.
The interlaminar shear stress value being calculated using the inventive method is can be seen that from above-mentioned calculating process and result with having Limit first result of calculation more coincide, on the basis of direction across bridge interlaminar shear stress value is calculated so carry out shear key arrangement Design, whole process have that mechanical concept is clear, easy to operate, and computational accuracy meets engine request, and practicality is stronger.

Claims (1)

  1. A kind of 1. design method for orthotropic steel-mixed combined bridge deck interface shearing-resistance, it is characterised in that：Including following steps Suddenly：
    The first step, set the direction across bridge dispersion of distribution of single wheel load asa, indulge bridge is to the dispersion of distributionb, direction across bridge load collection Spend and beq 0 , it is to diaphragm plate spaning middle section bending-moment influence line coefficientμ：
    Influence line of the vertical bridge of wheel load in a diaphragm plate gap length L to position to spaning middle section moment of flexure is constructed first, The influence line is conic section, meets that the numerical integration in a diaphragm plate spacing is 1, wheel load is to diaphragm plate span centre Section turn moment influences linear system number and met：
    (1)；
    Second step, the vertical bridge of orthotropic steel-mixed combined bridge deck is calculated to calculating widthb 0 ：
    It is first according to design specification and calculates the vertical bridge of wheel to the load dispersion of distribution, specification wheelmark is obtained, then according to area phase Above-mentioned specification wheelmark is equivalent to the equivalent wheelmark of rectangular shape Deng the constant principle of, direction across bridge width, be calculated vertical bridge to Calculate widthb 0 ；
    3rd step, calculate the Equivalent Elasticity support stiffness of longitudinal ribK 0 ：
    1）The wall scroll longitudinal rib of orthotropic steel-mixed combined bridge deck is calculated, indulges bridge to including three diaphragm plate spacing, its Middle diaphragm plate spacing isL, the vertical bridge of wall scroll longitudinal rib is obtained to elastic supporting rigidityK =1200E s I r /23L 3 , in formulaE s It is steel Modulus of elasticity,I r It is the vertical bridge of wall scroll longitudinal rib to bending rigidity；
    2）Willb 0 WithLIt is brought into formula（1）In calculateμ；
    3）The Equivalent Elasticity support stiffness of wall scroll longitudinal rib is calculated, i.e.,K 0 =K=1200E s I r /23L 3 ；
    4th step, construction orthotropic steel-mixed combined bridge deck direction across bridge computation model：
    Direction across bridge takes orthotropic steel -5 U ribs spacing of mixed combined bridge deck, and vertical bridge is to takingb 0 Computational length, construction 11 is across elasticity The modulus of elasticity of support combinations Continuous Beam Model, wherein concrete isE c, longitudinal rib spacing isl；
    5th step, calculate direction across bridge interlaminar shear stress：
    1）Calculate the internal force in the 11 each sections of Span Continuous combination beamF；
    2）As the following formula（2）Calculate the direction across bridge interlaminar shear stress of combination beam：
    （2）
    WhereinS 0 It is area moment of the concrete layer to whole cross section；I 0 It is to calculate widthb 0 Orthotropic steel-mixed combined bridge deck Bending resistance the moment of inertia；
    6th step, the layout design of shear key
    Set the vertical bridge of shear key to spacing asu L , horizontal peg spacing isu H , and consider safety coefficientγ, bear shear key ShearingV sd Should be less than its shear-carrying capacity value [P u], that is, meet：
    （3）
    Solution formula (3) can obtain the vertical direction across bridge arrangement spacing of shear keyu L Withu H 。
CN201711333923.9A 2017-12-14 2017-12-14 Design method for shearing resistance of orthotropic steel-concrete combined bridge deck interface Active CN107895094B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201711333923.9A CN107895094B (en) 2017-12-14 2017-12-14 Design method for shearing resistance of orthotropic steel-concrete combined bridge deck interface

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201711333923.9A CN107895094B (en) 2017-12-14 2017-12-14 Design method for shearing resistance of orthotropic steel-concrete combined bridge deck interface

Publications (2)

Publication Number Publication Date
CN107895094A true CN107895094A (en) 2018-04-10
CN107895094B CN107895094B (en) 2020-03-10

Family

ID=61806350

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201711333923.9A Active CN107895094B (en) 2017-12-14 2017-12-14 Design method for shearing resistance of orthotropic steel-concrete combined bridge deck interface

Country Status (1)

Country Link
CN (1) CN107895094B (en)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108614936A (en) * 2018-05-28 2018-10-02 湖南省建筑设计院有限公司 Steel-concrete composite beam analysis of calculation models method based on peg connection
CN109241604A (en) * 2018-08-29 2019-01-18 武汉理工大学 Consider that the steel-of phorogenesis mixes composite beam bridge Transverse Distribution finite element method

Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103065035A (en) * 2012-09-29 2013-04-24 长沙理工大学 Design method for longitudinal pre-stressing tendons of variable-cross-section pre-stressed concrete continuous bridge
CN103226626A (en) * 2013-02-27 2013-07-31 东南大学 Method for simplifying analysis model of fatigue loading effect of orthotropic steel bridge deck

Patent Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103065035A (en) * 2012-09-29 2013-04-24 长沙理工大学 Design method for longitudinal pre-stressing tendons of variable-cross-section pre-stressed concrete continuous bridge
CN103226626A (en) * 2013-02-27 2013-07-31 东南大学 Method for simplifying analysis model of fatigue loading effect of orthotropic steel bridge deck

Non-Patent Citations (2)

* Cited by examiner, † Cited by third party
Title
ZHAOFEI LIN ET AL.: "Behavior of stud connectors under combined shear and tension loads", 《ENGINEERING STRUCTURE》 *
张存超 等: "轻型组合桥面板层间剪应力计算及栓钉连接件的布置设计", 《公路交通科技》 *

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108614936A (en) * 2018-05-28 2018-10-02 湖南省建筑设计院有限公司 Steel-concrete composite beam analysis of calculation models method based on peg connection
CN108614936B (en) * 2018-05-28 2022-02-22 湖南省建筑设计院有限公司 Steel-concrete combined beam calculation model analysis method based on stud connection
CN109241604A (en) * 2018-08-29 2019-01-18 武汉理工大学 Consider that the steel-of phorogenesis mixes composite beam bridge Transverse Distribution finite element method
CN109241604B (en) * 2018-08-29 2022-11-18 武汉理工大学 Finite element calculation method for transverse distribution coefficient of steel-concrete composite beam bridge considering slip effect

Also Published As

Publication number Publication date
CN107895094B (en) 2020-03-10

Similar Documents

Publication Publication Date Title
CN106894328B (en) A kind of processing method of Π shape bondbeam Shear Lag
Ali Seismic performance of coconut-fibre-reinforced-concrete columns with different reinforcement configurations of coconut-fibre ropes
CN107895094A (en) Design method for orthotropic steel reinforced concrete combined bridge deck interface shearing-resistance
CN111539051B (en) Three-dimensional static force calculation method for overhead pile plate structure
Ai et al. 3D dynamic analysis of a pavement plate resting on a transversely isotropic multilayered foundation due to a moving load
CN109001012A (en) A kind of device for simulating high ductility cement-base composite material multiple crack growth
Zhang et al. Dynamic response of multitower suspension bridge deck pavement under random vehicle load
Shaaban et al. A coupled BEM-stiffness matrix approach for analysis of shear deformable plates on elastic half space
CN205329523U (en) Bridge steelframe bearing structure
CN101510224A (en) Continuous rigid frame bridge external pre-stress reinforcement design method based on displacement influence line
Kalyanshetti et al. Analysis of box culvert-cost optimization for different aspect ratios of cell
Sarode et al. Parametric study of horizontally curved box girders for torsional behavior and stability
CN105956241A (en) Method for determining grouting material performance of void beneath cement-concrete road slab
CN104034654B (en) A kind of geosynthetics interface shaking table model device of variable incidence
CN209144677U (en) A kind of suspension type cushion cap bed die bracket
CN204530474U (en) Be applied to the combined bridge deck in Large Span Bridges and Urban Bridge
CN207277643U (en) Reinforcement autoclaved aerated concrete slab lightweight composite floor
Farouk et al. Effect of elastic soil structure interaction on modulus of subgrade reaction
CN202323565U (en) Pretensioned type orbit composite plate
Qaqish et al. Design of T-beam bridge by finite element method and AASHTO specification
Metwally Design of Transfer Slabs Using Strut-and-Tie Model
Zhang et al. A Box-Girder Bridge Inspired by Beetle Elytra and the Buckling and Shear Properties of a Trabecular-Honeycomb Steel Web
Almashhadani et al. Effect Change Concrete Slab Layer Thickness on Rigid Pavement
Hundekar et al. Performance Based Analysis of Bridge Deck for Distinctive Girder Types
CN203929401U (en) A kind of vehicle road test chamber Vehicle Driving Cycle lane device

Legal Events

Date Code Title Description
PB01 Publication
PB01 Publication
SE01 Entry into force of request for substantive examination
SE01 Entry into force of request for substantive examination
GR01 Patent grant
GR01 Patent grant