CN115391883B - Calculation method for manufacturing inclination angle of end face of large-section steel box girder - Google Patents
Calculation method for manufacturing inclination angle of end face of large-section steel box girder Download PDFInfo
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Abstract
The invention provides a calculation method for manufacturing an inclination angle of a large-section steel box girder end face, which comprises the following steps: the properties of the section of the large-section steel box girder are utilized to obtainObtaining the manufacturing dip angle of the matched welding section position of the adjacent large-section steel box girderCumulative curvature change from welded to bridged for section C; manufacturing inclination i of adjacent large-section matching port in manufacturing line shape i Essentially a curvature compensation at the cross-sectional location; and (3) establishing a large-stage steel box girder positive-installed finite element model, and obtaining a simplified large-section end face stress-free manufacturing inclination angle calculation formula. The invention expands the conventional concept of elevation compensation in pre-camber setting in bridge engineering to a curvature compensation layer to solve the core problem of inclination angle calculation in the process of manufacturing the end face of the large-section steel box girder and realize end face matching when the adjacent large-section steel box girder is installed.
Description
Technical Field
The invention belongs to the field of construction, and particularly relates to a calculation method for manufacturing inclination angles of end face matching sections of large-section steel box girders.
Background
For the conventional steel box girder segments in bridge engineering, the girder segments to be assembled usually adopt the construction methods of crane suspension assembly, pushing and the like, and the whole rotation and translation in space can be adopted for end face matching; if the beam sections at the two ends of the matching port belong to different structural systems, such as midspan closure of a double-tower cable-stayed bridge, forced closure modes such as weight and cable adjustment can be adopted. However, the length of the large-section steel box girder to be matched of the construction method for offshore hoisting and welding of the large-section steel box girder can reach more than hundred meters, the corner deformation is large in the installation process, the lifting stroke of a positioning jack at the pier top is less than 30cm, the condition of effective space posture adjustment of the girder body is completely not met, the large-section steel box girder to be matched is lapped on the overhanging section of the installed girder section through a bracket device, the large-section steel box girder to be matched belongs to a structural system, the adjustment effect of the eight-shaped opening at the matching opening is poor by measures such as weight and the like, the risk of temporary stress overrun exists, and the condition of forced closure is not met. The traditional stress-free state method control thought is not suitable for manufacturing the large-section steel box girder for guiding the whole-hole hoisting construction. The manufacturing line shape of each large segment (namely each large segment has independent and discontinuous stress-free line shape) is respectively given by adopting a staged forward assembly calculation method to simulate the accumulated deformation of the structure in the actual construction process. The method for setting the manufacturing line shape is essentially an application of a step-by-step normal installation method, solves the problem that whether the bridge forming line shape, the internal force and the design state (step-by-step normal installation calculation state) can be consistent or not can be ensured, but the calculation problem of the manufacturing dip angle of the matched section of the large-section steel box girder is not solved, and the problem of difficult matching of the large-section steel box girder on the bridge site is also faced.
Disclosure of Invention
The invention aims to solve the technical problems that a staged normal installation calculation method is adopted in the construction process of a large-section steel box girder, but the calculation problem of the manufacturing dip angle of the large-section steel box girder matching section is not solved, and provides a calculation method of the manufacturing dip angle of the large-section steel box girder end face matching section, and a curvature compensation method for calculating the manufacturing dip angle of the large-section steel box girder end face is provided, so that the conventional concept of elevation compensation in pre-camber setting in bridge engineering is expanded to a curvature compensation layer, the core problem of the manufacturing dip angle calculation of the large-section steel box girder end face is solved, and the end face matching during installation of adjacent large-section steel box girders is realized; furthermore, the geometrical relationship between the inclination angle and the neutral axis can be manufactured, the lengths of the top plate and the bottom plate of the steel box girder can be corrected, and corresponding error analysis can be performed.
In order to achieve the purpose of the invention, the invention provides a calculation method for manufacturing an inclination angle of the end face of a large-section steel box girder, which comprises the following steps:
step 1: let the matching section of the adjacent large-section steel box girder be C - 、C + Section, adjacent large section steel box girder end face C - 、C + The angle of inclination of the cross section is gamma i- 、γ i- The properties of the section of the large-section steel box girder are utilized to obtain
Step 2: the manufacturing dip angle of the matched welding section position of the adjacent large-section steel box girder is obtained by utilizing the end surface curvature property of the large-section steel box girder and combining the formula in the step 1Cumulative curvature change from welded to bridged for section C;
step 3: manufacturing the dip angle gamma i Determine the curvature of the large segment fabrication line at section CThe curvature starts to generate change increment continuously under each working condition under the actions of construction temporary load, structural dead weight, secondary constant load and the like after weldingn is the number of working conditions until the bridge is formed, and the curve at the section CRate K i Designed as bridge curvatureNamely, based on the compensation principle, there are:
wherein:the stress-free curvature, curvature compensation amount and design curvature of the large-section matching port cross section are respectively calculated;
the structural elevation change is expressed as follows:
it can be seen that the manufacturing inclination angle gamma of the adjacent large-section matching port in the manufacturing line shape i Essentially a curvature compensation at the cross-sectional location;
step 4: the large-stage steel box girder is built with a finite element model, and the end parts of the large-stage steel box girder are the free ends of simply supported girders and the bending moment is zero because the large-stage steel box girder is in a non-stress state to a matched welding state, so that the bridge-forming bending moment of the section C at the matched port is the increment of the bending moment of the section from welding to bridge formingCombination->Obtaining the product
In the method, in the process of the invention,to match the section at the mouthC bridge bending moment>For the bridge bending moment of the section C at the matched port, < ->For the incremental bending moment of the section from welding to bridging, EI is the bending stiffness of the beam;
step 5: based on the angle of inclination gamma i Basically, after the curvature compensation of the section position and the large section matching are arranged, the opposite value of the accumulated deflection generated under each working condition under the actions of construction temporary load, structure dead weight, secondary constant load and the like of the matching surface node, the front node and the rear node is respectively delta i ，Δ i-1 ，Δ i+1 The following steps are:
alpha and beta are relative values of slope change of small-section steel box girder before and after large-section matching, L 1 、L 2 The lengths of the steel box girder sections of two adjacent large-section steel box girders are respectively;
when the large-section steel box girder matching port is designed to be in a single slope form in a bridge line shape, the simplified formula of the calculation of the stress-free manufacturing inclination angle of the large-section end face is as follows:
when the matching port is in a vertical curve in a design line shape, the influence of initial curvature in the vertical curve in the design line shape needs to be counted on the basis of a formula (12), and the calculation formula of the stress-free manufacturing inclination angle of the end face of the large section is as follows:
wherein: θ i The horizontal included angle difference caused by the vertical curve is designed; h i-1 、H i 、H i+1 The elevation is designed for the node.
Further, in step 1The process of (1) comprises:
set cross section C - 、C + The included angles between the neutral axis curve tangent and the horizontal plane are respectivelySection C from unstressed state during manufacture to before matched welding - 、C + Included angle due to rotational deformation->The change amounts of (a) are respectivelyIncluded angle +.f. caused by subsequent various types of loads from matched welding to final bridging state>The variation amounts are +.> Then ∈>Cumulative change in>The method comprises the following steps of:
end face C of adjacent large-section steel box girder - 、C + The angle between the web plate and the plumb line is xi i- 、ξ i+ End face C of large-section steel box girder during manufacturing in stress-free state - 、C + Angle between web and plumb lineThe following respectively satisfy:
then under the matched welding working condition, the end face C of the adjacent large-section steel box girder - 、C + Angle between web and plumb lineThe following respectively satisfy:
then claim C + 、C - The end surfaces being parallel to each other, i.e.The substitution (3) is as follows:
further, requirement C + 、C - The end surfaces are mutually parallel to ensure that the end surfaces of the adjacent large-section steel box girders are automatically matched under the matched welding working condition.
Further, in step 2, the expression of the cumulative curvature change amount of the section C from welding to bridging is:
substituting the formula (5) into the formula (4) to obtain
In step 5, the bridge engineering is simplified by a method of directly replacing curves, and the neutral axis of the steel box girder is not a smooth curve, so that three-node geometric models of the matching surface node and the front node and the rear node of the matching surface node can be established to simplify the calculation of the curvature compensation quantity of the matching surface.
Further, the method also comprises the step 6: and correcting the length of the top and bottom plates of the steel box girder by taking the neutral axis as a reference and combining the manufacturing inclination angle.
Further, when the steel box girder adopts both ends to correct, steel box girder section roof, bottom plate length correction do:
in the method, in the process of the invention,correcting the length for the base plate, ">Correcting the length of the top of the steel box girder; />For the distance from the top of the steel box girder to the neutral axis,is the distance from the bottom plate to the neutral axis.
Further, the method further comprises the steps of: based on the length of the neutral axis, the actual manufacturing lengths of the top plate and the bottom plate of the steel box girder required by manufacturing lofting are obtained after the length correction of the top plate and the bottom plate is considered.
Further, the calculation formula of the steel box girder top and bottom plate manufacturing lofting length is as follows:
in the method, in the process of the invention,the lofting length is manufactured for the top and bottom plates of the steel box girder.
Further, the neutral axis is obtained by
θ i ＝α i -α i-1
In θ i In order to design the horizontal included angle difference caused by the vertical curve,correcting the length for the neutral axis, +.>To correct the neutral axis length.
Compared with the prior art, the invention at least has the following beneficial effects:
the method starts from the stress-free manufacturing geometric form of the steel box girder, provides a curvature compensation method for calculating the inclination angle of the end face of the large-section steel box girder, expands the concept of elevation compensation in the conventional pre-camber setting in bridge engineering to a curvature compensation layer, solves the core problem of calculating the inclination angle of the end face of the large-section steel box girder, and realizes the end face matching when the adjacent large-section steel box girder is installed; and the length of the top and bottom plates of the steel box girder can be corrected by manufacturing the geometric relationship between the inclination angle and the neutral axis.
Drawings
FIG. 1 is a geometric diagram of stress-free manufacturing of adjacent large-section steel box girders by a calculation method of the manufacturing inclination angle of the end face of the large-section steel box girders in an embodiment of the invention;
FIG. 2 is a schematic diagram of the matching welding of adjacent large-section steel box girders by a calculation method for manufacturing inclination angles of end surfaces of the large-section steel box girders in the embodiment of the invention;
FIG. 3 is a schematic diagram of the curvature variation of a large-section steel box girder according to the calculation method of the inclination angle of the end face of the large-section steel box girder in the embodiment of the invention;
FIG. 4 is a schematic view of curvature compensation of a large-section steel box girder according to a calculation method of the inclination angle of the end face of the large-section steel box girder in an embodiment of the invention;
FIG. 5 is a simplified schematic diagram of a calculation method for manufacturing an inclination angle of an end face of a large-section steel box girder according to an embodiment of the present invention;
FIG. 6 is a graph showing the influence of a vertical curve designed by a calculation method of the manufacturing inclination angle of the end face of a large-section steel box girder on the calculation of the manufacturing inclination angle in the embodiment of the invention;
FIG. 7 is a schematic view of a horizontal projection of a local steel box girder by a calculation method for manufacturing an inclination angle of an end face of a large-section steel box girder in an embodiment of the invention;
FIG. 8 is a schematic diagram of the correction of the length of the top and bottom plates of a local steel box girder according to the calculation method of the inclination angle of the end face of a large-section steel box girder in the embodiment of the invention;
fig. 9 is a step diagram of a method for calculating the manufacturing inclination angle of the end face of a large-section steel box girder according to an embodiment of the present invention.
Detailed Description
For the purpose of making the objects, technical solutions and advantages of the embodiments of the present invention more apparent, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention, and it is apparent that the described embodiments are some embodiments of the present invention, but not all embodiments of the present invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
Referring to fig. 9, the method for calculating the inclination angle of the end face of the large-section steel box girder provided by the invention comprises the following steps:
step one, setting the matching section of the adjacent large-section steel box girder as C - 、C + Cross section, and provided with cross section C - 、C + The included angles between the neutral axis curve tangent and the horizontal plane are respectivelySection C from unstressed state during manufacture to before matched welding - 、C + Included angle due to rotational deformation->The amount of change of (2) is +.>Included angle +.f. caused by subsequent various types of loads from matched welding to final bridging state>The variation amounts are +.>Then in the whole construction processCumulative change in>The method comprises the following steps of:
step two, arranging end faces C of adjacent large-section steel box girders - 、C + The angle between the web plate and the plumb line is xi i- 、ξ i+ And is provided with end faces C of adjacent large-section steel box girders - 、C + The angle of inclination of the cross section is gamma i- 、γ i- As shown in fig. 2, the end face C of the large-section steel box girder is manufactured in a stress-free state - 、C + Angle between web and plumb lineThe following respectively satisfy:
then under the matched welding working condition, the end face C of the adjacent large-section steel box girder - 、C + Angle between web and plumb lineThe following respectively satisfy:
step three, if the end faces of the adjacent large-section steel box girders are required to be automatically matched under the matched welding working condition, the requirement C is that + 、C - The end surfaces being parallel to each other, i.e.The substitution formula (3) is:
step four, after welding the large-section steel box girder, C + And C - Forming an integral section C, as shown in FIG. 3, the section C being weldedCumulative curvature change attached to bridgingThe difference value of the included angles of the tangent line and the horizontal plane of the front and rear neutral axis curves can be>To express:
substituting the formula (5) into the formula (4), and matching the manufacturing inclination angle gamma of the welding section positions of the adjacent large-section steel box girders i The method comprises the following steps:
formula (6) shows that: as long as the manufacturing inclination angle gamma of the large-section end face is ensured i And the curvature variation from welding to bridging at the end faceAnd on the contrary, the end faces of the adjacent large-section steel box girders can be automatically matched under the matched welding working condition.
Step five, manufacturing the inclination angle gamma i The curvature of the large segment fabrication line at section C has been determinedThe curvature starts to generate variation increment under the actions of construction temporary load, structural dead weight, secondary constant load and the like after welding>n is the number of working conditions, and the curvature K at the section C is the same as that of the bridge i Designed as bridge curvatureI.e. based on compensation principles:
wherein:stress-free curvature, curvature compensation amount and design curvature of the large-section matching port cross section are respectively obtained.
A similar process appears in terms of structural elevation changes:
wherein:the method is respectively a non-stress elevation, a pre-camber (elevation compensation amount) and a design elevation which are common in bridge engineering calculation.
As shown in FIG. 4, the manufacturing inclination angle gamma of the adjacent large-segment matching openings in the manufacturing line shape i Essentially a curvature compensation at the location of the cross section.
And step six, establishing a large-stage steel box girder positive-installed finite element model, wherein the end parts of the large-stage steel box girder are simply supported girders and the bending moment is zero because the large-stage steel box girder is in a non-stress state to a matched welding state, so that the bridge forming bending moment of the section C at the matched port is the bending moment increment of the section from welding to bridge forming.
Substituting the formula (9) into the formula (6) includes:
bridge bending moment of section C at matching port
Incremental bending moment of section from welding to bridging
EI: flexural rigidity of beam
Curvature, value equal in magnitude to the value of the manufacturing inclination
And calculating the end face manufacturing inclination angles of the two adjacent large sections according to the formula (10) according to the bridge bending moment at the matched section positions of the adjacent large-section steel box girders. In fact, as shown in fig. 5, the bridge engineering is often simplified by directly replacing the bending method, and the neutral axis of the steel box girder is not a smooth curve. Therefore, three-node geometric models of the matching surface node, the front node and the rear node can be established to simplify calculation of curvature compensation quantity of the matching surface.
Step seven, after large-section matching is set, the opposite value of accumulated deflection generated under each working condition under the actions of construction temporary load, structural dead weight, secondary constant load and the like of the matching surface node and the front node and the rear node is delta respectively i ，Δ i-1 ，Δ i+1 The method comprises the following steps:
L 1 、L 2 the lengths of the steel box girder sections of two adjacent large-section steel box girders are respectively;
in fact, α and β are relative values of slope changes of the small-section steel box girder before and after the large-section matching surface, and can approximately represent curvature changes at the matching surface, so that a simplified formula for calculating the stress-free manufacturing inclination angle of the large-section end surface can be obtained as follows:
the default large-section steel box girder matching port of the simplified formula is in a single slope form in the bridge line shape, but as shown in fig. 6, the matching port may be actually located in a vertical curve in the line shape, so that the influence of initial curvature in the vertical curve in the line shape needs to be counted on the basis of the formula (12), and the calculation formula of the stress-free manufacturing inclination angle of the large-section end face is as follows:
wherein: θ i The horizontal included angle difference caused by the vertical curve is designed; h i-1 、H i 、H i+1 The elevation is designed for the node.
And step eight, under the general condition, the length of the steel box girder given by the design drawing is the horizontal projection length of the design line at the reference temperature, and the oblique length correction is needed during actual manufacturing. As shown in fig. 7, in order to facilitate the positioning and installation of the support, it is assumed that the horizontal projection length of the large-section steel box girder section of the bridge is based on the bottom plate, and the length of the steel box girder bottom plate in the bridge state can be calculated by the mileage stake marks and the design elevation in the design drawing.
Wherein:for the horizontal projection length in the design drawing, +.>Is a steel box girder bottom plate inclined long, alpha i Is caused by vertical curveHorizontal angle of->For the design elevation at operating mode i +.>Is the design elevation under the working condition i-1.
The assumption of the plane section shows that the bending deformation of the steel box girder does not change the length of the neutral axis, and when a vertical curve exists in the design line shape, the length of the neutral axis also needs to be considered to influence the horizontal included angle difference caused by the vertical curve when the large-section steel box girder is manufactured, and the length of the steel box girder bottom plate in the bridge state is calculated by superposition design.
Wherein: θ i In order to design the horizontal included angle difference caused by the vertical curve,correcting the length for the neutral axis, +.>To correct the neutral axis length.
Step nine, as shown in fig. 8, in order to realize the matching and forward connection of adjacent sections, the inclination angle is manufactured by taking a neutral axis as a reference and combining the end faces of the large-section steel box girder obtained by the previous calculation, the lengths of the top and bottom plates of the steel box girder are corrected, and when the steel box girder adopts the correction of two ends, the lengths of the top and bottom plates of the steel box girder are corrected as follows:
wherein:correcting the length for the base plate, ">Correcting the length of the top of the steel box girder; />For the distance from the top of the steel box girder to the neutral axis,is the distance from the bottom plate to the neutral axis.
In fact, for the small-section steel box girder in the same large-section steel box girder, the calculation of the correction amounts of the lengths of the top and bottom plates of the steel box girder is the same, and the manufacturing inclination angle gamma of the end face of the small-section steel box girder is different from the manufacturing inclination angle of the matched end face of the large-section steel box girder i The linear horizontal included angle difference can be directly calculated by manufacturing linear adjacent small-section steel box girders.
Thus, based on the neutral axis length, the actual manufacturing lengths of the top and bottom plates of the steel box girder required for manufacturing and lofting are obtained after the correction of the top and bottom plate lengths is considered. And (3) carrying out rigid body translation and rotation treatment on the small-section steel box girder during in-factory manufacturing after the length of the top and bottom plates of the steel box girder are lofted according to the formula (16) so as to reduce the lofting difficulty of the steel box girder.
Wherein:the lofting length is manufactured for the top and bottom plates of the steel box girder.
As shown in FIGS. 1,2 and 3The calculation method of the large-section steel box girder end face manufacturing dip angle is shown, wherein a geometric form diagram of stress-free manufacturing of adjacent large-section steel box girders, a matching welding schematic diagram of adjacent large-section steel box girders and a curvature change amount schematic diagram of the large-section steel box girders can be obtained according to the characteristics of matched sections of the large-section steel box girders and corresponding formulas;the method can ensure that the end faces of the adjacent large-section steel box girders are automatically matched under the matched welding working condition as long as the manufacturing inclination angle of the end faces of the large-section steel box girders is opposite to the curvature change amount from welding to bridging at the section. The method for calculating the manufacturing dip angle of the end face of the large-section steel box girder is shown in fig. 4, namely the curvature compensation schematic diagram of the large-section steel box girder, and the cutting angle of the matching port of the adjacent large-section in the manufacturing line is basically a curvature compensation at the position of the section according to the characteristics of the matched section of the large-section steel box girder and the corresponding formula. The method for calculating the manufacturing inclination angle of the end face of the large-section steel box girder shown in fig. 5 and 6 is used for designing an influence graph of a vertical curve on the calculation of the manufacturing inclination angle and a horizontal projection schematic diagram of a partial steel box girder, and can calculate the relative value of the slope change of the small-section steel box girder before and after the large-section matching, the stress-free cutting angle of the end face of the large-section and the manufacturing inclination angle caused by the designed vertical curve from the accumulated deflection value calculated by the finite element normal model. The horizontal projection schematic diagram of the local steel box girder of the calculation method for manufacturing the inclination angle of the end face of the large-section steel box girder shown in fig. 7 can be used for settling the horizontal included angle difference caused by the vertical curve of the end face of the large-section steel box girder and the neutral axis length corrected by the horizontal included angle difference caused by the vertical curve according to the design drawing and the assumption of the plane section. According to the schematic diagram of the correction of the lengths of the top and bottom plates of the local steel box girder in the calculation method of the large-section steel box girder end face manufacturing dip angle shown in fig. 8, the manufacturing lofting lengths of the top and bottom plates of the large-section steel box girder can be calculated according to the horizontal included angle difference caused by the large-section steel box girder end face manufacturing dip angle and the vertical curve obtained in the previous step.
The method starts from the stress-free manufacturing geometric form of the steel box girder, provides a curvature compensation method for calculating the inclination angle of the end face of the large-section steel box girder, expands the concept of elevation compensation in the conventional pre-camber setting in bridge engineering to a curvature compensation layer, can conveniently solve the problem of calculating the inclination angle of the end face of the large-section steel box girder, and can realize end face matching when the adjacent large-section steel box girder is installed; and the length of the top and bottom plates of the steel box girder can be further corrected by manufacturing the geometric relationship between the inclination angle and the neutral axis.
As described above, the present invention can be achieved.
However, the present invention is not limited to the above-described specific embodiments, and various modifications can be made by those skilled in the art to which the present invention pertains within a range not exceeding the technical spirit of the present invention as claimed in the claims, and the above-described modifications should be interpreted without departing from the technical spirit or the scope of the present invention.
Claims (8)
1. The calculation method for the manufacturing inclination angle of the end face of the large-section steel box girder is characterized by comprising the following steps:
step 1: let the matching section of the adjacent large-section steel box girder be C - 、C + Section, adjacent large section steel box girder end face C - 、C + The angle of inclination of the cross section is gamma i- 、γ i+ I represents working condition, and the property of the section of the large-section steel box girder is utilized to obtain
Step 2: the manufacturing dip angle of the matched welding section position of the adjacent large-section steel box girder is obtained by utilizing the end surface curvature property of the large-section steel box girder and combining the formula in the step 1 Cumulative curvature change from welded to bridged for section C;
step 3: manufacturing the dip angle gamma i Determine the major segmentCurvature of segment fabrication line at section CThe curvature starts to generate change increment continuously under each working condition under the actions of construction temporary load, structural dead weight, secondary constant load and the like after weldingn is the number of working conditions, and the curvature K at the section C is the same as that of the bridge i Designed as bridge curvatureNamely, based on the compensation principle, there are:
wherein: the stress-free curvature, curvature compensation amount and design curvature of the large-section matching port cross section are respectively calculated;
the structural elevation change is expressed as follows:
respectively stress-free elevation, pre-camber or elevation compensation quantity and design elevation;
it can be seen that the manufacturing inclination angle gamma of the adjacent large-section matching port in the manufacturing line shape i Essentially isA curvature compensation at the cross-sectional location;
step 4: the large-stage steel box girder is built with a finite element model, and the end parts of the large-stage steel box girder are the free ends of simply supported girders and the bending moment is zero because the large-stage steel box girder is in a non-stress state to a matched welding state, so that the bridge-forming bending moment of the section C at the matched port is the increment of the bending moment of the section from welding to bridge formingCombination->Obtaining the product
In the method, in the process of the invention,for the bridge bending moment of the section C at the matched port, < ->For the bridge bending moment of the section C at the matched port, < ->For the incremental bending moment of the section from welding to bridging, EI is the bending stiffness of the beam;
step 5: based on the angle of inclination gamma i Basically, after the curvature compensation of the section position and the large section matching are arranged, the opposite value of the accumulated deflection generated under each working condition under the actions of construction temporary load, structure dead weight, secondary constant load and the like of the matching surface node, the front node and the rear node is respectively delta i ，Δ i-1 ，Δ i+1 The following steps are:
alpha, beta are the front and back of the large segment matching surfaceThe relative value of slope change of the small-section steel box girder, L 1 、L 2 The lengths of the steel box girder sections of two adjacent large-section steel box girders are respectively;
when the large-section steel box girder matching port is designed to be in a single slope form in a bridge line shape, the simplified formula of the calculation of the stress-free manufacturing inclination angle of the large-section end face is as follows:
when the matching port is in a vertical curve in a design line shape, the influence of initial curvature in the vertical curve in the design line shape needs to be counted on the basis of a formula (12), and the calculation formula of the stress-free manufacturing inclination angle of the end face of the large section is as follows:
wherein: θ i The horizontal included angle difference caused by the vertical curve is designed; h i-1 、H i 、H i+1 The elevation is designed for the node;
wherein, in step 1, it is obtainedThe process of (1) comprises:
set cross section C - 、C + The included angles between the neutral axis curve tangent and the horizontal plane are respectivelySection C from unstressed state during manufacture to before matched welding - 、C + Included angle due to rotational deformation->The amount of change of (2) is +.>From the matched welding to the final bridge forming state, various subsequent loads are carriedThe included angle is->The variation amounts are +.> Then ∈>Cumulative change in>The method comprises the following steps of:
end face C of adjacent large-section steel box girder - 、C + The angle between the web plate and the plumb line is xi i- 、ξ i+ End face C of large-section steel box girder during manufacturing in stress-free state - 、C + Angle between web and plumb lineThe following respectively satisfy:
then under the matched welding working condition, the end face C of the adjacent large-section steel box girder - 、C + Angle between web and plumb lineThe following respectively satisfy:
then claim C + 、C - The end surfaces being parallel to each other, i.e.The substitution (3) is as follows:
2. the method for calculating the inclination angle of the end face of a large-section steel box girder according to claim 1, wherein in the step 2, the expression of the cumulative curvature change of the section C from welding to bridging is:
substituting the formula (5) into the formula (4) to obtain
3. The method for calculating the inclination angle of the end face of a large-section steel box girder according to claim 1, wherein in the step 5, the bridge engineering is simplified by a method of directly replacing curves, the neutral axis of the steel box girder is not a smooth curve, and therefore, three-node geometric models of the node of the matching surface and the front node and the rear node of the matching surface are established for simplifying and calculating the curvature compensation quantity of the matching surface.
4. A method of calculating the end face manufacturing inclination angle of a large-section steel box girder according to any one of claims 1 to 3, further comprising the step of 6: and correcting the length of the top and bottom plates of the steel box girder by taking the neutral axis as a reference and combining the manufacturing inclination angle.
5. The method for calculating the inclination angle of the end face of the large-section steel box girder according to claim 4, wherein when the steel box girder adopts two-end correction, the length correction amounts of the top plate and the bottom plate of the section steel box girder are as follows:
in the method, in the process of the invention,correcting the length for the base plate, ">Correcting the length of the top of the steel box girder; />For the distance from the top of the steel box girder to the neutral axis, < + >>Is the distance from the bottom plate to the neutral axis.
6. The method for calculating the inclination angle of the end face of the large-section steel box girder according to claim 5, further comprising the steps of: based on the length of the neutral axis, the actual manufacturing lengths of the top plate and the bottom plate of the steel box girder required by manufacturing lofting are obtained after the length correction of the top plate and the bottom plate is considered.
7. The method for calculating the manufacturing dip angle of the end face of the large-section steel box girder according to claim 6, wherein the calculation formula of the manufacturing lofting length of the top and bottom plates of the steel box girder is as follows:
in the method, in the process of the invention, ′ manufacturing lofting length for steel box girder top and bottom plate, < > for>To correct the neutral axis length.
8. The method for calculating the inclination angle of the end face of a large-section steel box girder according to claim 4, wherein the neutral axis is obtained by the following method
θ i ＝α i -α i-1
In θ i In order to design the horizontal included angle difference caused by the vertical curve,correcting the length for the neutral axis, +.>To correct the length of the neutral axis alpha i Is a horizontal included angle caused by a vertical curve.
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| CN202210966296.7A CN115391883B (en) | 2022-08-11 | 2022-08-11 | Calculation method for manufacturing inclination angle of end face of large-section steel box girder |
| PCT/CN2022/129591 WO2024031852A1 (en) | 2022-08-11 | 2022-11-03 | Method for calculating manufacture inclination angle of end face of large-segment steel box girder |
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| CN202210966296.7A CN115391883B (en) | 2022-08-11 | 2022-08-11 | Calculation method for manufacturing inclination angle of end face of large-section steel box girder |
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