CN111074774A - Replaceable combined bridge deck and construction method thereof - Google Patents
Replaceable combined bridge deck and construction method thereof Download PDFInfo
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- CN111074774A CN111074774A CN202010011349.0A CN202010011349A CN111074774A CN 111074774 A CN111074774 A CN 111074774A CN 202010011349 A CN202010011349 A CN 202010011349A CN 111074774 A CN111074774 A CN 111074774A
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- 239000002131 composite material Substances 0.000 claims abstract description 68
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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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- E01D19/125—Grating or flooring for bridges
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- E—FIXED CONSTRUCTIONS
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Abstract
The invention discloses a replaceable steel-concrete combined bridge deck, which comprises a steel-concrete combined bridge deck, a high-strength bolt and a steel main beam, wherein a groove for accommodating the high-strength bolt is reserved on the steel-concrete combined bridge deck, and the steel-concrete combined bridge deck is connected with the steel main beam through the high-strength bolt; the invention also discloses a construction method for the replaceable steel-concrete composite bridge deck, the replacement problem of the steel-concrete composite bridge deck is considered at the beginning of the design of the composite beam bridge so as to reduce the total life cost of the composite beam bridge, and on the premise of ensuring that the mechanical property of a steel-concrete joint surface meets the structural use requirement, the high-strength bolt connecting piece is adopted to replace the common welding seam connection, so that the replaceability of the steel-concrete composite bridge deck is realized, and the construction method has the advantages of reducing the dismantling cost, shortening the construction period and not influencing the main structural property.
Description
Technical Field
The invention relates to the technical field of bridge construction, in particular to a replaceable combined bridge deck and a construction method thereof.
Background
The bridge deck and the pavement structure are key stressed components for directly providing traffic, and are directly acted by vehicle loads and eroded by service environment for a long time, so that the working state of the bridge deck directly influences the safety and the driving comfort of bridge operation. Two common bridge deck types currently used in bridge engineering are: concrete bridge decks and steel deck decks. The concrete bridge deck can be well suitable for asphalt concrete bridge deck pavement or cement pavement, the driving effect is good, but the self weight of the concrete is larger, and the spanning capability of the bridge is limited; the steel bridge deck slab has high rigidity and light dead weight, and is suitable for a long-span bridge, but the steel bridge deck slab is easy to generate fatigue cracking, the connection with the bridge deck pavement is poor, the problems of pavement layer cracking and the like are caused, and the durability is influenced.
The steel-concrete combined bridge deck slab is a bridge deck slab structure developed in recent years, and is formed by pouring concrete on the upper part of a steel plate arranged at the bottom and performing steel-concrete connection through welding nails or PBL connecting pieces. The steel-concrete combined bridge deck slab gives consideration to the advantages of the concrete bridge deck slab and the orthotropic bridge deck slab: (1) the rigidity of the bridge deck is increased by the combined action of the steel and the concrete, the compression resistance of the concrete and the tensile resistance of steel are fully utilized, and the integral bearing capacity of the bridge deck is improved; (2) the dead weight of the bridge deck is reduced relative to the concrete bridge deck, and larger span can be realized; compared with a steel bridge deck, the steel bridge deck can be better combined with asphalt pavement, so that the driving stability and the durability of the bridge deck are improved; (3) the steel plate is used as a template to directly provide a concrete pouring platform, template materials, support erection and the like are omitted, rapid construction is achieved, and the construction period is shortened. Therefore, the steel-concrete composite bridge deck is widely concerned and gradually applied and developed in actual bridge engineering, and related design specifications are also provided by some units; in addition, with the development of science and technology, a construction material with higher performance, namely a steel fiber concrete material, appears in the building industry of China. The thickness of the bridge deck adopting the steel fiber concrete is generally 50% -60% of that of a common concrete bridge deck, so that the crack resistance, the durability and the breaking strength of the concrete can be effectively enhanced, the rigidity of the bridge can be increased, the self weight is reduced, the stress condition of the bridge is improved, and the comfort level of the road surface is improved.
The bridge deck is inevitable to crack and have insufficient rigidity and the like during service, and in order to prolong the service life of the bridge, the bridge deck is usually required to be replaced, such as a Jiujiang Yangtze bridge, a Wuhan Yangtze bridge, a Jiubao bridge and the like. However, the combined bridge deck is generally welded to the steel girder, and has the defects that the main structure is easily damaged when the combined bridge deck is dismantled, the construction period is long, and the like. The concrete expression is as follows: the removal of the existing damaged combined bridge deck slab is troublesome due to the fact that a large number of shear nails are densely arranged, the workload is huge, and time and money are consumed when the time is exceeded. Shear connectors hold the decking and steel beams together very firmly and it is not feasible to cut and remove the entire decking transversely, requiring manual operations such as removal by a hammer or torch. If the project is a repair project which comprises replacing the bridge deck on the existing steel beam, additional measures are needed to avoid damaging the upper flange of the steel beam; to the bridge deck plate of welding seam connection, also can cause certain damage to existing steel girder when changing.
Disclosure of Invention
The invention aims to solve the problems in the prior art and provides a replaceable combined bridge deck and a construction method thereof.
In order to achieve the purpose, the invention adopts the technical scheme that: the utility model provides a removable steel-concrete combination decking, includes steel-concrete combination decking, high strength bolt and steel girder, it has the recess that is used for holding to reserve on the steel-concrete combination decking the high strength bolt, steel-concrete combination decking passes through high strength bolt with the steel girder is connected.
As a preferred embodiment, the high-strength bolts are symmetrically distributed on two sides of the steel girder along the length direction of the steel girder in a U shape.
In another preferred embodiment, the concrete of the steel-concrete composite bridge deck slab is doped with steel fibers to form a three-dimensional network structure distributed in a disorderly direction, and a bridge deck pavement layer is further arranged on the steel-concrete composite bridge deck slab.
The invention also provides a construction method of the replaceable steel-concrete combined bridge deck, which comprises the following steps:
s10, calculating the shear distribution of the interface of the steel-concrete composite bridge deck and the steel girder considering the slippage;
s20, determining the type selection and arrangement position of the high-strength bolt according to the shear distribution;
and S30, connecting the steel-concrete composite bridge deck to the steel main beam through the high-strength bolts according to the determined model and the arrangement position of the high-strength bolts.
As a preferred embodiment, the step S10 specifically includes the following steps:
s11, determining a load slip curve of the high-strength bolt through an existing test and fitting;
s12, establishing a steel-concrete composite bridge deck, a high-strength bolt and a steel girder model;
and S13, according to the design load, completing calculation and extracting the slippage and the shear force distribution of the interface of the steel-concrete composite bridge deck and the steel girder.
As another preferred embodiment, in the step S12, in order to ensure the correctness of the model, material nonlinearity and boundary simulation conditions of the structure are reasonably considered in the process of building the model; the boundary simulation conditions comprise interaction between an upper flange plate of the steel girder and a contact surface of the steel-concrete combined bridge deck along two directions of a normal direction and a tangential direction, the normal action of the contact surface adopts hard contact, namely, enough normal pressure can be transmitted between the contact surfaces without mutual invasion, and the contact surfaces can be separated from each other when the contact pressure is 0; the tangential action of the contact surface adopts a friction model, so that the convergence difficulty caused by the discontinuity of the contact state in an ideal friction model is avoided, the penalty friction is adopted, and the friction coefficient is 0.2-0.6.
As another preferred embodiment, in step S12, the horizontal shear, the lateral shear and the vertical anti-lifting action of the high-strength bolt are simulated by using three-dimensional springs, respectively, the vertical anti-lifting action of the high-strength bolt is simulated by using an axial linear spring, and the stiffness K of the high-strength bolt is calculated according to the following formula, i.e. the tensile stiffness of the high-strength bolt itself:
in the formula, Est is the material elastic modulus of the high-strength bolt pin, A is the sectional area of the high-strength bolt rod, and h is the length of the high-strength bolt rod.
As another preferred embodiment, the step S20 is specifically as follows:
assuming that the longitudinal horizontal shearing force on the interface of the steel girder and the steel-concrete composite bridge deck slab is completely borne by the high-strength bolts, neglecting the adhesive force between the steel girder and the steel-concrete composite bridge deck slab, the arrangement quantity of the high-strength bolts at the beam sections is related to the shearing force of the interface and the shearing resistance bearing capacity of the high-strength bolts, selecting common high-strength bolt models, preliminarily designing the arrangement positions of the high-strength bolts according to the design method of the shear keys, carrying out finite element simulation on the preliminary design, analyzing whether the shearing resistance of the high-strength bolts meets the requirements, changing the spacing of the high-strength bolts or increasing the diameter of the high-strength bolts if the shearing resistance does not meet the requirements, carrying out analysis and calculation by using finite element software again, and carrying.
As another preferred embodiment, the step S30 specifically includes the following steps:
s31, paving a 1 st steel fiber concrete combined steel-concrete combined bridge deck at one end of a bridge, using a groove reserved in the steel-concrete combined bridge deck as a template, drilling a hole in the upper flange of a steel girder, bolting the steel-concrete combined bridge deck in place to a joint state, paving adjacent steel-concrete combined bridge decks, and post-tensioning prestressed tendons which are arranged in longitudinal prestressed channels of the steel-concrete combined bridge deck and anchored on the 1 st bridge deck to connect the 2 nd steel-concrete combined bridge deck and apply prestress;
s32, drilling holes in the upper flanges of the steel main beams below the No. 2 steel-concrete composite bridge deck, and repeating the construction process of the step S31 until all the steel-concrete composite bridge decks are installed;
and S33, adopting a standard screwing step of high-strength bolts specified in the critical slip connection theory to screw all the bolts, checking the connection one by one, filling non-shrinkage cement mortar in the reserved grooves after all the high-strength bolts are checked and the existing defects are corrected, and paving a bridge deck pavement layer.
As another preferred embodiment, in step S33, the step of inspecting the connections one by one and correcting the existing defects specifically includes the following steps:
s331, checking whether the high-strength bolt connecting plates are tightly attached or not, and treating the contact surface gap generated by plate thickness tolerance, manufacturing deviation or installation deviation according to the following regulations: a) when the clearance is not more than 1mm, no treatment is carried out; b) when the gap is 1-3mm, one side of the thick plate is cut into 1:10 gentle slope transition or filled plate treatment; c) when the clearance is larger than 3mm, the filling plate is added for treatment, and the material and the friction surface of the filling plate and the member are treated in the same grade;
s332, knocking the high-strength bolts one by using a small hammer of 0.3kg-0.5kg, checking the fastening degree of the high-strength bolts, and preventing the bolts from being missed to be screwed;
s333, when the high-strength bolt is installed in a connecting mode, the penetrating directions are consistent, after the connecting pair is finally screwed, whether the thread exposure of the high-strength bolt is 2-3 threads or not is checked, and 10% of the thread exposure of the high-strength bolt is allowed to be 1 thread or 4 threads.
The invention has the beneficial effects that: according to the invention, the bridge deck plate needing to be replaced is determined through early-stage bridge detection, the bridge deck plate is prefabricated in a factory, then the connecting piece is dismantled, the bridge deck plate is integrally removed, basically, no damage is caused to the main structure, a new bridge deck plate is replaced, the whole replacement period is greatly shortened, and the bridge deck plate is safer, more reliable and more convenient; the innovative connection mode of the bridge deck and the steel girder has an innovative idea, combines the actual needs of engineering, and has wide application prospect and research value.
Drawings
FIG. 1 is a schematic cross-sectional view of a replaceable steel-concrete composite bridge deck according to an embodiment of the present invention;
FIG. 2 is a schematic front cross-sectional view of a replaceable steel-concrete composite bridge deck according to an embodiment of the present invention;
FIG. 3 is a load slip curve diagram of the high strength bolt in the embodiment of the present invention;
FIG. 4 is a graph showing the slippage of the interface between the steel-concrete composite bridge deck and the steel girder according to the embodiment of the invention;
FIG. 5 is a shear force curve diagram of the interface of the steel-concrete composite bridge deck and the steel girder according to the embodiment of the invention;
FIG. 6 is a graph showing the shear stress distribution at the high strength bolt according to the embodiment of the present invention.
Reference numerals:
1. the steel-concrete composite bridge deck comprises a steel-concrete composite bridge deck, 2, high-strength bolts, 3, steel main beams, 4, grooves and 5, and a bridge deck pavement layer.
Detailed Description
Embodiments of the present invention will be described in detail below with reference to the accompanying drawings.
Examples
As shown in fig. 1 and 2, the replaceable steel-concrete composite bridge deck comprises a steel-concrete composite bridge deck 1, a high-strength bolt 2 and a steel girder 3, wherein a groove 4 for accommodating the high-strength bolt is reserved on the steel-concrete composite bridge deck 1, and the steel-concrete composite bridge deck 1 is connected with the steel girder 3 through the high-strength bolt 2.
The high-strength bolts 2 are symmetrically distributed on two sides of the steel girder 3 along the length direction of the steel girder 3 in a U shape.
The concrete of the steel-concrete composite bridge deck slab 1 is doped with steel fibers to form a three-dimensional net structure which is distributed disorderly, and the steel-concrete composite bridge deck slab 1 is also provided with a bridge deck pavement layer 5.
Description of the contact relationship: firstly, a steel girder 3 is erected, and a prefabricated steel-concrete composite bridge deck 1 is laid on the steel girder 3. The reinforced concrete combined bridge deck 1 is provided with a reserved groove 4, and the upper flange of the steel girder 3 is perforated at the reserved groove 4. And then connecting the prefabricated reinforced concrete combined bridge deck 1 and the steel girder 3 through the high-strength bolt 2, and screwing the bolt.
In the embodiment, the replacement problem of the steel-concrete composite bridge deck 1 is considered at the beginning of the design of the composite beam bridge so as to reduce the whole service life cost of the composite beam bridge, and on the premise of ensuring that the mechanical property of a steel-concrete joint surface meets the use requirement of the structure, the high-strength bolt 2 is adopted to replace the common welding seam connection, so that the replaceability of the steel-concrete composite bridge deck is realized, and the steel-concrete composite bridge deck has the advantages of reducing the dismantling cost, shortening the construction period and not affecting the main structure property; the concrete of the steel-concrete composite bridge deck slab 1 is doped with a proper amount of steel fibers to form a three-dimensional network structure which is distributed in a disorderly direction, so that the concrete shrinkage can be effectively inhibited, the anti-bending fatigue performance of the concrete can be greatly improved, the cracks generated under the action of repeated load can be effectively prevented, and meanwhile, the pavement layer of the steel fiber concrete bridge deck has the characteristics of excellent impact resistance, abrasion resistance, fatigue resistance and the like, and the high-temperature anti-rutting and low-temperature anti-cracking capabilities.
The embodiment also provides a construction method for replacing the steel-concrete composite bridge deck, and at the beginning of implementation, the high-strength bolt is considered to replace the stud to be used as a connecting piece between the steel-concrete composite bridge deck and the steel girder, and the construction method specifically comprises the following steps:
(1) calculating the shear distribution of the interface of the steel-concrete composite bridge deck and the steel girder considering the slippage:
a. the load slip curve of the high-strength bolt as shown in fig. 3 was determined by existing tests and fitted.
b. Establishing a model:
and (3) establishing a steel-concrete combined bridge deck slab, a high-strength bolt and a steel girder model, and reasonably considering material nonlinearity and boundary condition simulation of the structure in order to ensure the correctness of the model.
Consideration of boundary conditions: the interaction between the upper flange plate of the steel girder and the steel-concrete composite bridge deck is considered along the normal direction and the tangential direction respectively. The normal action of the contact surfaces is a "hard" contact, i.e. the contact surfaces can transmit a sufficient normal pressure without mutual intrusion, and the contact surfaces can be separated from each other when the contact pressure is 0. The tangential action of the contact surfaces uses a friction model, and in order to avoid the difficulty in convergence caused by the discontinuity of the contact state in an ideal friction model, the present embodiment uses a penalty friction that allows "elastic sliding". The friction coefficient of the contact surface of the steel girder and the reinforced concrete combined bridge deck plate is 0.2-0.6, the model of the embodiment is 0.3, and the two ends of the bridge are simply supported.
Simulation of the high-strength bolt: in this embodiment, the steel-concrete composite bridge deck and the steel main beam are connected together by high-strength bolts. In order to simulate the connection, the horizontal shearing resistance, the transverse shearing resistance and the vertical lifting resistance of the bolt are respectively simulated by using the three-dimensional spring. The vertical anti-lifting function of the bolt is simulated by an axial linear spring, and the rigidity K of the bolt is calculated according to the following formula, namely the tensile rigidity of the high-strength bolt per se:
longitudinal shear action of the high-strength bolt: the horizontal and longitudinal springs were set as non-linear springs with load-deflection curves using bolt load-slip curves fitted as shown in fig. 3. The limit slip was taken to be 4mm in the analysis. The slip model is provided with a descending section after exceeding 4mm so as to simulate the damage of the high-strength bolt. Est is the material elastic modulus of the high-strength bolt and pin; a is the sectional area of the high-strength bolt rod; h high strength bolt is the length of bolt.
c. And according to the design load, completing calculation and extracting the slippage and the shear force distribution of the interface. The slip curve of the interface of the steel-concrete composite bridge deck and the steel main beam is shown in fig. 4, and fig. 4 shows the change of the relative slip amount of the steel main beam and the steel-concrete composite bridge deck along the span on the interface. As can be seen from fig. 4, the slip reaches a maximum at the beam end and gradually decreases to zero slip across, for example, when the high-strength bolt distance D is 200mm, the slip at the beam end is 2.5mm and the slip across is 0 mm. The amount of slippage also increases with increasing high-strength bolt spacing, for example, beam-end slippage increases from 1mm to 2.5mm when the bolt spacing increases from 100mm to 200 mm.
The shear curve of the interface of the steel-concrete composite bridge deck and the steel girder is shown in fig. 5, the shear stress distribution at the high-strength bolts is shown in fig. 6, and fig. 6 shows that the shear force borne by the high-strength bolts is influenced by the arrangement distance of the high-strength bolts, and the shear force borne by a single high-strength bolt is increased along with the increase of the distance of the high-strength bolts. The shearing force of the midspan under the action of the midspan concentrated load is zero, and the shearing force value is gradually increased from the midspan to the fulcrum direction.
(2) Determining the type selection and arrangement of the bolts according to the shear distribution:
and (3) assuming that the longitudinal horizontal shearing force on the joint surface of the steel girder and the steel-concrete composite bridge deck slab is completely borne by the high-strength bolt, and neglecting the adhesive force between the steel girder and the steel-concrete composite bridge deck slab. The number of the arranged high-strength bolts of the beam sections is related to the shearing force of the connecting surfaces and the shearing resistance and bearing capacity of the high-strength bolts, common high-strength bolt models are selected, and the arrangement of the high-strength bolts is preliminarily designed according to the design method of the traditional shear key. Finite element simulation is carried out on the preliminary design, and whether the shearing resistance of the high-strength bolt meets the requirement or not is analyzed. If the requirements are not met, changing the distance of the high-strength bolts or increasing the diameter of the high-strength bolts, analyzing and calculating by using finite element software again, and repeatedly performing iterative optimization until the requirements are met.
(3) According to the determined model and the arrangement position of the high-strength bolt, the steel-concrete combined bridge deck is connected to the steel girder through the high-strength bolt, and the construction method comprises the following steps:
the high-strength bolt shear connector is installed in the installation process of the prefabricated bridge deck slab. Firstly, laying a 1 st steel-concrete composite bridge deck at one end of a bridge, using a groove reserved in the steel-concrete composite bridge deck as a template, drilling a hole in the upper flange of a steel girder, and bolting the steel-concrete composite bridge deck in place to a joint state. And paving adjacent steel-concrete combined bridge decks, and post-tensioning the prestressed tendons which are arranged in the longitudinal prestressed channels of the steel-concrete combined bridge decks and anchored on the 1 st bridge deck to connect the 2 nd steel-concrete combined bridge deck and apply prestress.
And then drilling holes in the upper flanges of the steel main beams below the 2 nd steel-concrete composite bridge deck, and repeating the construction processes until all the steel-concrete composite bridge decks are installed. And finally, adopting a standard screwing step of the high-strength bolt specified in the critical slip joint theory to screw all the high-strength bolts. This delay in final tightening of the high-strength bolt shear connection is to prevent a loss of part of the shear capacity of the connection in resisting the tendon tensile forces.
The standard steps of high-strength bolts specified in the critical slip joint theory are adopted to check the joints one by one. Once all the high-strength bolts are checked and the existing defects are corrected, the grooves for accommodating the high-strength bolts are filled with non-shrinkable cement mortar, and then a bridge deck pavement layer is paved.
In the construction process:
① the connection plates of high-strength bolt should be closely adhered, and the gap of contact surface generated by plate thickness tolerance, manufacturing deviation or installation deviation should be treated according to the following rules, a) when the gap is not more than 1mm, it can not be treated, b) when the gap is 1-3mm, the side of thick plate is cut into 1:10 gentle slope transition, in this case, it can be treated with filling plate, c) when the gap is more than 3mm, it should be treated with filling plate, the material and friction surface of filling plate and component are treated in the same grade.
② knocking the high-strength bolts one by a small hammer of 0.3-0.5kg, checking the fastening degree of the high-strength bolts, and preventing the high-strength bolts from being missed to be screwed.
③ when the high-strength bolt is installed, the penetration direction should be consistent, and after the connection pair is finally screwed, the bolt thread exposure should be 2-3, wherein 10% of the bolt thread exposure is allowed to be 1 or 4.
If the bridge deck needs to be replaced, the high-strength bolt can be unscrewed by a tool, and the shear connecting piece is detached; cutting off the post-tensioned prestressed tendons. And then the bridge deck to be replaced is hoisted away by a crane or a hopper car. And removing concrete scraps, cleaning the top of the steel beam, installing and positioning a new prefabricated front panel, installing shear bolts, and repeating the installation method of the combined bridge deck.
The connection mode of the deck plate and the main beam of the existing highway steel bridge is basically welding or connection by a large number of dense studs. Along with the long-term operation of bridge or touch sudden disasters, when deck plate takes place the damage and the girder is intact, for economic nature, only need change steel deck plate. If welding or stud connection is adopted, the welding seam needs to be removed or the stud needs to be cut off, certain damage can be caused to the main structure, the replacement period is long, the cost is high, and the rapid recovery of traffic is hindered. The problems of cracking of steel bridge decks, damage of pavement layers and the like usually occur to bridge decks such as orthotropic steel bridge decks, and the diseases cause great burden on maintenance of bridges, and usually obstruct traffic for a long time in the renovation and maintenance processes. This will undoubtedly increase the time cost of logistics for the bridge located in the traffic throat, causing a certain economic loss. Moreover, there are also problems of repeated maintenance and replacement. The application of removable steel-concrete combination decking can be very big alleviates the problem that the decking changed in-process and exists, through the steel-concrete combination decking that earlier stage bridge detection confirmed to need to change, at this steel-concrete combination decking of mill prefabrication, then demolish high strength bolt connecting piece, wholly remove steel-concrete combination decking, replace new steel-concrete combination decking. The whole replacement period is greatly shortened, and the method is safer, more reliable and more convenient. The connection mode of the bridge deck and the steel girder is innovated in the embodiment, the innovation concept is achieved, the actual needs of engineering are combined, and the bridge deck and the steel girder have wide application prospects and research values.
The above-mentioned embodiments only express the specific embodiments of the present invention, and the description thereof is more specific and detailed, but not construed as limiting the scope of the present invention. It should be noted that, for a person skilled in the art, several variations and modifications can be made without departing from the inventive concept, which falls within the scope of the present invention.
Claims (10)
1. The utility model provides a removable steel-concrete combination decking, its characterized in that includes steel-concrete combination decking, high strength bolt and steel girder, it has the recess that is used for holding to reserve on the steel-concrete combination decking, the steel-concrete combination decking pass through high strength bolt with the steel girder is connected.
2. The replaceable steel-concrete composite bridge deck according to claim 1, wherein the high-strength bolts are symmetrically distributed on two sides of the steel girder along the length direction of the steel girder in a U shape.
3. The replaceable steel-concrete composite bridge deck according to claim 1, wherein the concrete of the steel-concrete composite bridge deck is doped with steel fibers to form a three-dimensional network structure distributed disorderly, and a bridge deck pavement layer is further arranged on the steel-concrete composite bridge deck.
4. A construction method of a replaceable steel-concrete combined bridge deck is characterized by comprising the following steps:
s10, calculating the shear distribution of the interface of the steel-concrete composite bridge deck and the steel girder considering the slippage;
s20, determining the type selection and arrangement position of the high-strength bolt according to the shear distribution;
and S30, connecting the steel-concrete composite bridge deck to the steel main beam through the high-strength bolts according to the determined model and the arrangement position of the high-strength bolts.
5. The construction method of the replaceable steel-concrete composite bridge deck as claimed in claim 4, wherein the step S10 specifically comprises the following steps:
s11, determining a load slip curve of the high-strength bolt through an existing test and fitting;
s12, establishing a steel-concrete composite bridge deck, a high-strength bolt and a steel girder model;
and S13, according to the design load, completing calculation and extracting the slippage and the shear force distribution of the interface of the steel-concrete composite bridge deck and the steel girder.
6. The construction method of a replaceable steel-concrete composite bridge deck as claimed in claim 5, wherein in the step S12, in order to ensure the correctness of the model, the material nonlinearity and boundary simulation conditions of the structure are reasonably considered; the boundary simulation conditions comprise interaction between an upper flange plate of the steel girder and a contact surface of the steel-concrete combined bridge deck along two directions of a normal direction and a tangential direction, the normal action of the contact surface adopts hard contact, namely, enough normal pressure can be transmitted between the contact surfaces without mutual invasion, and the contact surfaces can be separated from each other when the contact pressure is 0; the tangential action of the contact surface adopts a friction model, so that the convergence difficulty caused by the discontinuity of the contact state in an ideal friction model is avoided, the penalty friction is adopted, and the friction coefficient is 0.2-0.6.
7. The construction method of a replaceable steel-concrete composite bridge deck as claimed in claim 5, wherein in step S12, the three-dimensional springs are used to simulate the horizontal shear-resisting action, the horizontal shear-resisting action and the vertical anti-lifting action of the high-strength bolt, respectively, the vertical anti-lifting action of the high-strength bolt is simulated by the axial linear spring, and the stiffness K is calculated according to the following formula, namely the tensile stiffness of the high-strength bolt itself:
in the formula, Est is the material elastic modulus of the high-strength bolt pin, A is the sectional area of the high-strength bolt rod, and h is the length of the high-strength bolt rod.
8. The construction method of the replaceable steel-concrete composite bridge deck as claimed in claim 4, wherein the step S20 is as follows:
assuming that the longitudinal horizontal shearing force on the interface of the steel girder and the steel-concrete composite bridge deck slab is completely borne by the high-strength bolts, neglecting the adhesive force between the steel girder and the steel-concrete composite bridge deck slab, the arrangement quantity of the high-strength bolts at the beam sections is related to the shearing force of the interface and the shearing resistance bearing capacity of the high-strength bolts, selecting common high-strength bolt models, preliminarily designing the arrangement positions of the high-strength bolts according to the design method of the shear keys, carrying out finite element simulation on the preliminary design, analyzing whether the shearing resistance of the high-strength bolts meets the requirements, changing the spacing of the high-strength bolts or increasing the diameter of the high-strength bolts if the shearing resistance does not meet the requirements, carrying out analysis and calculation by using finite element software again, and carrying.
9. The construction method of the replaceable steel-concrete composite bridge deck as claimed in claim 4, wherein the step S30 specifically comprises the following steps:
s31, paving a 1 st steel fiber concrete combined steel-concrete combined bridge deck at one end of a bridge, using a groove reserved in the steel-concrete combined bridge deck as a template, drilling a hole in the upper flange of a steel girder, bolting the steel-concrete combined bridge deck in place to a joint state, paving adjacent steel-concrete combined bridge decks, and post-tensioning prestressed tendons which are arranged in longitudinal prestressed channels of the steel-concrete combined bridge deck and anchored on the 1 st bridge deck to connect the 2 nd steel-concrete combined bridge deck and apply prestress;
s32, drilling holes in the upper flanges of the steel main beams below the No. 2 steel-concrete composite bridge deck, and repeating the construction process of the step S31 until all the steel-concrete composite bridge decks are installed;
and S33, adopting a standard screwing step of high-strength bolts specified in the critical slip connection theory to screw all the bolts, checking the connection one by one, filling non-shrinkage cement mortar in the reserved grooves after all the high-strength bolts are checked and the existing defects are corrected, and paving a bridge deck pavement layer.
10. The construction method of a replaceable steel-concrete composite bridge deck as claimed in claim 9, wherein the step S33 of checking the connection one by one and correcting the existing defects includes the following steps:
s331, checking whether the high-strength bolt connecting plates are tightly attached or not, and treating the contact surface gap generated by plate thickness tolerance, manufacturing deviation or installation deviation according to the following regulations: a) when the clearance is not more than 1mm, no treatment is carried out; b) when the gap is 1-3mm, one side of the thick plate is cut into 1:10 gentle slope transition or filled plate treatment; c) when the clearance is larger than 3mm, the filling plate is added for treatment, and the material and the friction surface of the filling plate and the member are treated in the same grade;
s332, knocking the high-strength bolts one by using a small hammer of 0.3kg-0.5kg, checking the fastening degree of the high-strength bolts, and preventing the bolts from being missed to be screwed;
s333, when the high-strength bolt is installed in a connecting mode, the penetrating directions are consistent, after the connecting pair is finally screwed, whether the thread exposure of the high-strength bolt is 2-3 threads or not is checked, and 10% of the thread exposure of the high-strength bolt is allowed to be 1 thread or 4 threads.
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| CN114808666A (en) * | 2022-05-20 | 2022-07-29 | 重庆大学 | Complete set of controllable shear-resistant and pull-resistant connecting piece for detachable steel-concrete composite beam bridge and construction method thereof |
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