CN116226972A - Continuous steel truss girder pre-camber setting method and continuous steel truss girder - Google Patents
Continuous steel truss girder pre-camber setting method and continuous steel truss girder Download PDFInfo
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Abstract
The invention relates to the technical field of bridge engineering, in particular to a method for setting the pre-camber of a continuous steel truss girder and the continuous steel truss girder. The method comprises the following steps: calculating a first manufacturing length adjustment amount of each chord member according to a designed pre-camber curve, and dividing the arch-forming member without internal force and the arch-forming member with internal force; linearly adding the vertical displacements of the nodes caused by the arch-forming rod pieces without internal force to obtain a pre-arching curve without internal force; obtaining an in-band force pre-camber curve according to the designed pre-camber curve and the non-internal force pre-camber curve; determining a second manufacturing length adjustment for each rod in an in-band force arching mode; and determining the final manufacturing length of each chord member according to the designed length of the arch-forming rod member before arch forming, the first manufacturing length adjustment amount and the second manufacturing length adjustment amount of the arch-forming rod member without internal force. The problem that in the prior art, the mode of lifting the side support points can cause linear change of the main beam and possibly cause overlarge internal force of the rod in the installation process can be solved.
Description
Technical Field
The invention relates to the technical field of bridge engineering, in particular to a method for setting the pre-camber of a continuous steel truss girder and the continuous steel truss girder.
Background
The steel truss girder pre-camber arrangement is generally divided into two types of in-band force arching and no-in-force arching according to different stress modes. The arch with internal force is characterized in that in the process of forming the pre-arch, the rod piece generates additional internal force, and the main measure is that the manufacturing length of the lower chord member or the upper chord member rod piece is adjusted, and in the forced installation process of the main truss rod piece, the internal force is redistributed, and the linear change is carried out, so that the pre-arch is formed. The arch without internal force is characterized in that in the process of forming the pre-arch, the rod piece basically generates no additional internal force, and the main measure is that the position of the upper chord (or the lower chord) node after the pre-arch is overlapped is firstly determined, and then the position of the lower chord (or the upper chord) node is determined through lofting. A curve.
In practical engineering, two arching modes are adopted, and the pre-camber setting of the conventional steel truss girder generally adopts any one of the two modes. The in-band force arching mode only requires changing the length of the upper chord or lower chord member and is typically accomplished by adjusting splice plates, simplifying the manufacture of the member, but requiring additional jacking facilities when the installed internal forces in the member are excessive. The arch forming mode without internal force increases the manufacturing difficulty due to the different length and angle of each rod piece. A method for determining pre-camber in an in-band force arching manner is disclosed as in patent CN111709066 a; one method of determining pre-camber in an internal force free arching manner is disclosed in patent CN 111428296B.
For special cases such as continuous steel trusses with very small side-to-middle span ratio, in order to eliminate the negative reaction force of the side pier support, it is economical to lift the side supporting points during bridging, but the lift can cause the change of the girder line shape and possibly cause the condition of excessive internal force of the rod during installation.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a continuous steel truss girder pre-camber setting method and a continuous steel truss girder, which can solve the problems that the girder line shape change is caused by adopting a mode of lifting a side supporting point in the prior art, and the internal force of a rod piece is possibly overlarge in the installation process.
In order to achieve the above purpose, the invention adopts the following technical scheme:
in one aspect, the invention provides a method for setting the pre-camber of a continuous steel truss girder, which comprises the following steps:
calculating a first manufacturing length adjustment amount of each chord member in an in-band force arching mode according to a designed pre-arching curve, and dividing the non-internal force arching member and the in-band force arching member according to the first manufacturing length adjustment amount;
according to the first manufacturing length adjustment quantity of the arch-shaped rod piece without internal force, sequentially determining the vertical displacement of the node caused by the arch-shaped rod piece without internal force, and performing linear addition to obtain a pre-arch curve without internal force;
obtaining an in-band force pre-camber curve according to the designed pre-camber curve and the non-internal force pre-camber curve;
determining a second manufacturing length adjustment amount of each rod piece in an in-band force arching mode according to the in-band force pre-arching curve;
and determining the final manufacturing length of each chord member according to the designed length of the arch-forming rod member before arch forming, the first manufacturing length adjustment amount and the second manufacturing length adjustment amount of the arch-forming rod member without internal force.
In some alternatives, the design pre-camber curve is obtained according to the following steps:
taking the design line shape of the girder as an initial state, establishing a finite element model, respectively calculating the vertical displacement of the steel truss girder under the constant load and the live load action, and reversely obtaining a constant load pre-camber curve;
calculating the vertical displacement under the action of 1/2 static and active load, and reversely obtaining a 1/2 static and active load pre-camber curve;
according to the principle that negative reaction force does not appear at the side supporting point under the least adverse load combination, calculating the lifting amount of the side supporting point and the vertical displacement of the steel truss girder generated by lifting, and reversely obtaining a lifting pre-camber curve;
and superposing the constant-load pre-camber curve, the 1/2 static-load pre-camber curve and the jacking pre-camber curve to obtain a designed pre-camber curve.
In some alternatives, the calculating the first manufacturing length adjustment amount of each chord in an in-band force arching manner divides the no-internal force arching member from the in-band force arching member according to the first manufacturing length adjustment amount includes:
the finite element model is kept under the constraint of two middle fulcrums to form a statically determinate structure, constraint conditions that the vertical displacement at the corresponding fulcrums is 0 are added, and a first manufacturing length adjustment quantity of each chord member is obtained through calculation;
and judging whether the first manufacturing length adjustment quantity of each chord member is larger than the set length adjustment quantity, if so, dividing the chord member into arch bars without internal force, and if not, dividing the chord member into arch bars with internal force.
In some alternative solutions, according to the first manufacturing length adjustment amount of the non-internal force arch-forming rod, the vertical displacement of the node caused by the non-internal force arch-forming rod is sequentially determined, and the linear addition is performed to obtain a non-internal force pre-camber curve, which includes:
broken chord A i A i+1 Chord A i A i+1 Corresponding node E i The trusses on the two sides are used as rigid sheets, so that the trusses on the two sides are wound around the node E i Rotated by a relative rotation angle gamma i And making chord A i A i+1 Becomes the length of the pre-camber before-application design length l i Plus a first manufacturing length adjustment delta thereof i ；
Based on geometric relationship, according to web member length and chord A i A i+1 The length after adjustment is used for determining the rotation angle gamma i ；
According to the rotation angle gamma i Determining chord A i A i+1 Corresponding node E i Vertical displacement of nodes at two sides and web members at two sides of arch bar without internal forceIs a function of the angle of (2);
and linearly adding the vertical displacements of the nodes caused by all the arch-forming rod pieces without internal force to obtain a pre-arching curve without internal force.
In some alternatives, the geometric relationship is based on web member length and chord A i A i+1 The length after adjustment is used for determining the rotation angle gamma i Comprising:
determining web member length, chord A based on geometric relationships i A i+1 Length and rotation angle gamma after adjustment i Is the relation of:
solving for
Obtain->
Wherein s is i Is a web member E i A i Is the design length s of i+1 Is a web member E i A i+1 Designed length of θ i Is a web member E i A i And E is connected with i A i+1 The included angle gamma is designed before the pre-camber is applied i Is a two-side truss winding node E i Relative rotation angle of rotation, l i Is chord A i A i+1 Design length, delta, before pre-camber application i Is chord A i A i+1 First manufacturing length adjustment amount H of (2) i For node E i To chord A i A i+1 Is a vertical distance of (c).
In some alternatives, the said rotation angle gamma i Determining chord A i A i+1 Corresponding node E i Vertical displacement of both side nodes, comprising:
when chord A i A i+1 When being positioned between the two middle fulcra:
according to the rotation angle of the first side truss around the corresponding side pivot
Obtaining chord A i A i+1 Causing vertical displacement of the j-th node on the first side truss>
According to the rotation angle of the second side truss around the corresponding side pivot
Obtaining chord A i A i+1 Causing vertical displacement of j-th node on truss on the other side +.>
Wherein X is R,i Up to the node E for the first side truss i Distance X of (2) L,i To node E for the second side truss i Distance X of (2) j,i For node E j Distance to the truss fulcrum.
In some alternatives, the said rotation angle gamma i Determining chord A i A i+1 Corresponding node E i Vertical displacement of both sides node still includes:
when chord A i A i+1 The cantilever ends outside the two middle pivot points are: according to the formula
Determining node E i Vertical displacement v of j-th node on two-side truss j,i ；
Wherein L is j,i For node E j To node E i Is a distance of (3).
In some alternatives, according to formula y 2 ＝c-y 1 Determining an in-band force pre-camber curve y 2 Wherein c is a designed pre-camber curve, y 1 Is a pre-camber curve without internal force.
In some alternatives, according to formula i i,real ＝l i +δ i +Δ i Determining the final manufactured length l of the ith chord i,real Wherein l is i Design length, delta, before pre-camber application i Is chord A i A i+1 First manufacturing length adjustment amount, delta i And (5) the second manufacturing length adjustment quantity of the ith rod piece in the in-band force arching mode is corresponding to the in-band force pre-arching curve.
On the other hand, the invention also provides a continuous steel truss girder, and the pre-camber of the continuous steel truss girder is set by adopting the continuous steel truss girder pre-camber setting method.
Compared with the prior art, the invention has the advantages that: according to the scheme, according to a designed pre-camber curve, a first manufacturing length adjustment quantity of each chord member is calculated in an in-band force arching mode, and the non-internal force arching rod pieces and the in-band force arching rod pieces are divided according to the first manufacturing length adjustment quantity; according to the first manufacturing length adjustment quantity of the arch-shaped rod piece without internal force, sequentially determining the vertical displacement of the node caused by the arch-shaped rod piece without internal force, and performing linear addition to obtain a pre-arch curve without internal force; obtaining an in-band force pre-camber curve according to the designed pre-camber curve and the non-internal force pre-camber curve; determining a second manufacturing length adjustment amount of each rod piece in an in-band force arching mode according to the in-band force pre-arching curve; and determining the final manufacturing length of each chord member according to the designed length of the rod member before arching, the first manufacturing length adjustment quantity of the arch-forming rod member without internal force and the second manufacturing length adjustment quantity of each rod member in the in-band arch-forming mode corresponding to the internal force pre-arching curve. According to the pre-camber setting method, the non-internal force arch-forming rod pieces and the in-band force arch-forming rod pieces are divided according to the first manufacturing length adjustment amount, the node vertical displacement caused by the non-internal force arch-forming rod pieces is linearly added to obtain a non-internal force pre-camber curve, the installation and the manufacturing are convenient, the influence factors of the rod piece installation and the manufacturing are comprehensively considered, the advantages of the non-internal force arch-forming and the in-band force arch-forming are integrated, and the applicability is very strong.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings that are needed in the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present application, and that other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a flow chart of a method for setting the pre-camber of a continuous steel truss in an embodiment of the invention.
FIG. 2 is a vertical layout view of a continuous steel truss in an embodiment of the invention.
FIG. 3 is a graph of constant load pre-camber of a continuous steel truss in accordance with an embodiment of the present invention.
FIG. 4 is a graph of 1/2 static live load pre-camber for a continuous steel truss in accordance with an embodiment of the present invention.
FIG. 5 is a graph of a continuous steel truss girder jacking pre-camber in an embodiment of the present invention.
FIG. 6 is a graph of a pre-camber curve for a continuous steel truss design in accordance with an embodiment of the present invention.
FIG. 7 is a graph showing the axial force distribution of a rod when the pre-camber is achieved by in-band force arching for a continuous steel girder in an embodiment of the present invention.
FIG. 8 is a graph showing the bending moment distribution of a rod when the continuous steel truss girder is arched with an in-band force to achieve pre-camber in an embodiment of the present invention.
Fig. 9 is a schematic diagram of parameters of a continuous steel truss girder according to an embodiment of the present invention when the continuous steel truss girder is arched without internal force.
Fig. 10 is a schematic structural view of an A5A6 rod member provided by a continuous steel truss girder according to an embodiment of the present invention when the rod member is arched without internal force.
FIG. 11 is a graph of pre-camber for a non-internal force camber portion of a continuous steel girder according to an embodiment of the present invention.
FIG. 12 is a graph of pre-camber for an in-band force arching portion of a continuous steel girder according to an embodiment of the present invention.
Fig. 13 is a bar axial force distribution diagram of a continuous steel truss using the proposed pre-camber arrangement method according to an embodiment of the present invention.
FIG. 14 is a graph showing the bending moment distribution of a member bar when the proposed pre-camber arrangement method is used for a continuous steel girder according to an embodiment of the present invention.
Detailed Description
For the purposes of making the objects, technical solutions and advantages of the embodiments of the present application more clear, the technical solutions of the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is apparent that the described embodiments are some embodiments of the present application, but not all embodiments. All other embodiments, which can be made by one of ordinary skill in the art without undue burden from the present disclosure, are within the scope of the present application based on the embodiments herein.
Embodiments of the present invention are described in further detail below with reference to the accompanying drawings.
As shown in fig. 1, in one aspect, the present invention provides a method for setting a pre-camber of a continuous steel truss, including the steps of:
s1: according to the designed pre-camber curve, calculating a first manufacturing length adjustment quantity of each chord member in an in-band force arching mode, and dividing the non-internal force arching rod members and the in-band force arching rod members according to the first manufacturing length adjustment quantity.
In some alternative embodiments, the design pre-camber curve is obtained according to the following steps:
S11A: taking the design line shape of the girder as an initial state, establishing a finite element model, respectively calculating the vertical displacement of the steel truss girder under the constant load and the live load action, and reversely obtaining a constant load pre-camber curve c 1 。
S12A: calculating the vertical displacement under the action of 1/2 static and active load, and reversely obtaining a 1/2 static and active load pre-camber curve c 2 。
S13A：According to the principle that negative reaction force does not appear at the side pivot under the least adverse load combination, calculating the lifting amount of the side pivot and the vertical displacement of the steel truss girder generated by lifting, and reversely obtaining a lifting pre-camber curve c 3 。
S14A: and superposing the constant-load pre-camber curve, the 1/2 static-load pre-camber curve and the jacking pre-camber curve to obtain a designed pre-camber curve.
Specifically, the pre-camber curve is designed to be c=c 1 +c 2 +c 3 。
Calculating a first manufacturing length adjustment amount of each chord member in an in-band force arching manner, dividing an in-band force arching member from an in-band force arching member according to the first manufacturing length adjustment amount, comprising:
S11B: and reserving the constraint of the two middle fulcrums by the finite element model to form a statically determinate structure, adding constraint conditions that the vertical displacement at the corresponding fulcrums is 0, and calculating to obtain a first manufacturing length adjustment quantity of each chord member.
In this example, the manufacturing length adjustment amount δ of the upper chord (or the lower chord) is calculated in such a manner that the in-band force arches i The calculation method can adopt an influence matrix method, and can also adopt other methods, wherein the boundary condition is that only the constraint of two middle fulcrums is reserved, the constraint of other fulcrums is removed, a statically determinate structure is formed, and the constraint condition that the vertical displacement at the corresponding fulcrums is 0 is added. Calculating a first manufacturing length adjustment delta of each chord member i 。
S12B: and judging whether the first manufacturing length adjustment quantity of each chord member is larger than the set length adjustment quantity, if so, dividing the chord member into arch bars without internal force, and if not, dividing the chord member into arch bars with internal force.
In this example, the calculated first manufacturing length adjustment amount delta for each chord i Substituting the maximum internal force into the finite element model for rod piece installation analysis, and determining the maximum internal installation force.
The bar, defined by the roof bar condition between the splice seams, allows for installation of internal forces. The method is characterized in that the method is that the rod with the installation internal force exceeding the rod is allowed to be installed, or the rod with the length adjustment exceeding the set limit value is manufactured, the arch forming mode is set to be arch forming without internal force, and other rods are arch forming with internal force. In this case, for convenience, a judgment condition may be made as to whether the first manufacturing length adjustment amount is set to be larger than the set length adjustment amount. The length adjustment was set to 50mm.
S2: and according to the first manufacturing length adjustment quantity of the arch-shaped rod piece without internal force, sequentially determining the vertical displacement of the node caused by the arch-shaped rod piece without internal force, and performing linear addition to obtain a pre-arch curve without internal force.
In some alternative embodiments, step S2 comprises:
s21: broken chord A i A i+1 Chord A i A i+1 Corresponding node E i The trusses on the two sides are used as rigid sheets, so that the trusses on the two sides are wound around the node E i Rotated by a relative rotation angle gamma i And making chord A i A i+1 Becomes the length of the pre-camber before-application design length l i Plus a first manufacturing length adjustment delta thereof i 。
In this example, the boundary condition is that only the constraint of two middle fulcrums is reserved, and the constraint of other fulcrums is removed, so that a statically determinate structure is formed. Chord A i A i+1 An arch chord without internal force is arranged for a certain root.
S22: based on geometric relationship, according to web member length and chord A i A i+1 The length after adjustment is used for determining the rotation angle gamma i . In this example, (angle is such that θ i Increase to positive)
In some alternative embodiments, step S22 includes:
s221: based on geometric relationship, determining web member length and chord member A by triangle side length i A i+1 Length and rotation angle gamma after adjustment i Is the relation of:
s222: solving for
Obtaining
When solving, due to gamma i ＜＜θ i ，δ i ＜＜l i After omitting the second order small amount, the method can be seen as follows:
/>
wherein s is i Is a web member E i A i Is the design length s of i+1 Is a web member E i A i+1 Designed length of θ i Is a web member E i A i And E is connected with i A i+1 The included angle gamma is designed before the pre-camber is applied i Is a two-side truss winding node E i Relative rotation angle of rotation, l i Is chord A i A i+1 Design length, delta, before pre-camber application i Is chord A i A i+1 First manufacturing length adjustment amount H of (2) i For node E i To chord A i A i+1 Is a vertical distance of (c).
S23: according to the rotation angle gamma i Determining chord A i A i+1 Corresponding node E i Vertical displacement of the nodes at two sides and the angles of web members at two sides of the arch bar without internal force.
In some alternative embodiments, step S23 includes:
a: when chord A i A i+1 When being positioned between two middle fulcra of the statically determinate structure:
according to the rotation angle of the first side truss around the corresponding side pivot
Obtaining chord A i A i+1 Causing vertical displacement of the j-th node on the first side truss>
According to the rotation angle of the second side truss around the corresponding side pivot
Obtaining chord A i A i+1 Causing vertical displacement of j-th node on truss on the other side +.>
Wherein X is R,i Up to the node E for the first side truss i Distance X of (2) L,i To node E for the second side truss i Distance X of (2) j,i For node E j Distance to the truss fulcrum.
In this example, the first side truss and the second side truss are nodes E i Truss steel sheets on the left side and the right side. And is defined as the outer cantilever end of the fulcrum being negative and the inner fulcrum being positive.
B: when chord A i A i+1 The cantilever ends outside the two middle pivot points are: according to the formula
Determining node E i Vertical displacement v of j-th node on two-side truss j,i The method comprises the steps of carrying out a first treatment on the surface of the Wherein L is j,i For node E j To node E i Is a distance of (3). The outer cantilever end of the fulcrum is defined as negative, and the inner cantilever end of the fulcrum is defined as positive.
S24: and linearly adding the vertical displacements of the nodes caused by all the arch-forming rod pieces without internal force to obtain a pre-arching curve without internal force.
The same procedure is adopted for each rod member needing no internal force arching in turn, and each no internal force arching rod member A is obtained i A i+1 After the vertical displacement of all the nodes is caused, the vertical direction of the whole truss when the truss arches without internal force is obtainedDisplacement, any node E j V is the vertical displacement of (2) j ＝∑v j,i Form a pre-camber curve y without internal force 1 。
In addition, the length of the abdominal rod is unchanged, and the adjustment quantity delta is adjusted i The included angle of the web members at two sides of the chord member is not equal to 0, namely the angle of the web members at two sides of the arch member without internal force is theta i,real ＝θ i +γ i 。
S3: and obtaining the in-band force pre-camber curve according to the designed pre-camber curve and the non-internal force pre-camber curve.
In this example, according to formula y 2 ＝c-y 1 Determining an in-band force pre-camber curve y 2 Wherein c is a designed pre-camber curve, y 1 Is a pre-camber curve without internal force.
S4: and determining a second manufacturing length adjustment amount of each rod piece in the in-band force arching mode according to the in-band force pre-arching curve.
In this example, the in-band force pre-camber curve corresponds to the second manufacturing length adjustment amount of each rod in the in-band force arching mode using the influence matrix method.
S5: and determining the final manufacturing length of each chord member and the angles of web members at two sides of the arch-free member according to the designed length of the arch-free member, the first manufacturing length adjustment amount and the second manufacturing length adjustment amount of the arch-free member.
In this example, according to formula l i,real ＝l i +δ i +Δ i Determining the final manufactured length l of the ith chord i,real Wherein l is i Design length, delta, before pre-camber application i Is chord A i A i+1 First manufacturing length adjustment amount, delta i And (5) the second manufacturing length adjustment quantity of the ith rod piece in the in-band force arching mode is corresponding to the in-band force pre-arching curve.
A more specific example is given below:
the continuous steel truss girder span composition shown in fig. 2 is 54+182+79m, the side-to-middle ratio is 0.30, which is far smaller than the conventional side-to-middle ratio range of 0.6-0.8, and the side pivot points have very large negative reaction forces to be eliminated by lifting the side pivot points. According to calculation, the E0 fulcrum is required to be lifted up by 20cm, and the E27 fulcrum is required to be lifted up by 5cm.
Constant load pre-camber curve c 1 1/2 static and active load pre-camber curve c 2 Pre-camber curve c of jacking 3 As shown in fig. 3 to 5, respectively. The three pre-camber curves are combined to form a designed pre-camber curve c as shown in fig. 6. When all pre-arching is realized by using an in-band force arching mode, the axial force and bending moment distribution of the rod piece are respectively shown in fig. 7 and 8, the rod piece near the middle pivot point is stressed maximally, the axial pressure of the rod piece is 2065.7kN maximally, the in-plane bending moment is 8312 kN.m maximally, and through analysis, the rod piece is difficult to install and an additional jacking and pulling measure is needed.
Chord A with high internal force 5 A 6 、A 20 A 21 The pre-camber is determined by means of a force-free arching. The parameter values are shown in fig. 9. By chord A 5 A 6 For example, a calculation diagram is shown in fig. 10, illustrating the calculation process. Upper chord A 5 A 6 Corresponding node number E 5 Chord A before setting the pre-camber 5 A 6 Designed to be l 5 Chord a =12m 5 A 6 Manufacturing length adjustment amount delta 5 = -35mm web member E 5 A 5 Designed to be s long 5 13.416m, web member E 5 A 6 Designed to be s long 6 13.416m, web member E 5 A 5 And E is connected with 5 A 6 Is included angle theta 5 =0.927 add, node E 5 To rod A 5 A 6 Is a vertical distance H 5 =12m. Broken chord A 5 A 6 Node E 5 The trusses on the two sides are taken as rigid sheets, and the two truss rigid sheets are wound around the node E 5 Rotates to make chord A 5 A 6 Length of (1) becomes l 5 +δ 5 = 11.965m, get
Chord A 5 A 6 The right rigid sheet is of a statically indeterminate structure and has no displacement. Left rigid plate upper node E j V is the vertical displacement of (2) j,i ＝-2.917×10 -3 L j,i Wherein L is j,i For node E j To node E i Is a distance of (3). End pivot E 0 The pre-camber value is v 0,5 ＝54000×35/12000＝157.5mm。
Chord A is similarly 20 A 21 Manufacturing length adjustment amount delta 20 = = -49mm, causing two side web members E 20 A 20 And E is connected with 20 A 21 Is included angle theta 20 Angle between
End pivot E 27 The pre-camber value is v 27,20 ＝79000×49/12000＝322.6mm。
For the two chords A 5 A 6 、A 20 A 21 Summing the vertical displacements of the main beams of the arch without internal force to obtain the vertical displacement of the arch without internal force of the whole truss, thereby forming a pre-arch curve y without internal force 1 As shown in fig. 11.
The pre-camber curve of the in-band force arching part is y 2 ＝c-y 1 As shown in fig. 12. Determining the manufacturing length adjustment amount delta of each rod in the in-band force arching mode according to the method in step 201 i . Superposing the rod piece adjustment amounts of the non-internal force arch part and the in-band force arch part, and determining the final manufacturing length adjustment amount of the chord member as l i,real ＝l i +δ i +Δ i The length of the abdominal rod is unchanged, and the adjustment quantity delta is adjusted i Angles theta between web members on two sides of chord members different from 0 i,real ＝θ i +γ i 。
The axial force and bending moment distribution of the rod piece caused by the determination are respectively shown in fig. 13 and 14, so that the internal force of the rod piece near the middle pivot is greatly reduced, the axial force is reduced to 750.8kN, and the in-plane bending moment is reduced to 1163.4 kN.m, thereby being beneficial to the assembly of the rod piece. At the same time only two chords A 5 A 6 、A 20 A 21 The arch without internal force is adopted, and the manufacturing industry of the rod piece is relatively simple.
In a second aspect, the present invention further provides a continuous steel truss girder, where the pre-camber is set by using any one of the above-mentioned continuous steel truss girder pre-camber setting methods.
In summary, according to the scheme, according to the designed pre-camber curve, a first manufacturing length adjustment amount of each chord member is calculated in an in-band force arching mode, and the non-internal force arching rod member and the in-band force arching rod member are divided according to the first manufacturing length adjustment amount; according to the first manufacturing length adjustment quantity of the arch-shaped rod piece without internal force, sequentially determining the vertical displacement of the node caused by the arch-shaped rod piece without internal force, and performing linear addition to obtain a pre-arch curve without internal force; obtaining an in-band force pre-camber curve according to the designed pre-camber curve and the non-internal force pre-camber curve; determining a second manufacturing length adjustment amount of each rod piece in an in-band force arching mode according to the in-band force pre-arching curve; and determining the final manufacturing length of each chord member and angles of web members on two sides of the non-internal force arch member according to the designed length of the non-arch member, the first manufacturing length adjustment quantity of the non-internal force arch member and the second manufacturing length adjustment quantity of each member in the in-band internal force arch starting mode corresponding to the internal force pre-arch curve. . The pre-camber setting method divides the non-internal force arching rod piece and the in-band force arching rod piece according to the first manufacturing length adjustment quantity, comprehensively considers influence factors of the rod piece installation and the manufacturing, integrates respective advantages of the non-internal force arching and the in-band force arching, and has very strong applicability. In addition, the arch forming method without internal force provided by the invention is different from the prior art. The prior art determines the position of each node through actual lofting according to the pre-camber value, and then connects each node by using a straight line, so that the length of each rod piece and the angle between the rod pieces are changed before and after the pre-camber is set, and the manufacturing difficulty is high. The method provided by the invention is to treat trusses on two sides of a rod piece corresponding to the adjustment amount as rigid sheets, the length, angle and other relative relations in the rigid sheets are consistent with those before the pre-camber is set, and a calculation formula of the vertical displacement and the rotation angle of each node is provided, so that the vertical displacement can be directly calculated through the formula, and actual lofting is not required. The method provided by the invention is simple and efficient, and reduces the design, manufacturing and installation difficulties.
In the description of the present application, it should be noted that the azimuth or positional relationship indicated by the terms "upper", "lower", etc. are based on the azimuth or positional relationship shown in the drawings, and are merely for convenience of description of the present application and simplification of the description, and are not indicative or implying that the apparatus or element in question must have a specific azimuth, be configured and operated in a specific azimuth, and thus should not be construed as limiting the present application. Unless specifically stated or limited otherwise, the terms "mounted," "connected," and "coupled" are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the terms in this application will be understood by those of ordinary skill in the art as the case may be.
It should be noted that in this application, relational terms such as "first" and "second" and the like are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Moreover, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising one … …" does not exclude the presence of other like elements in a process, method, article, or apparatus that comprises the element.
The foregoing is merely a specific embodiment of the application to enable one skilled in the art to understand or practice the application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the application. Thus, the present application is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Claims (10)
1. The method for setting the pre-camber of the continuous steel truss girder is characterized by comprising the following steps of:
calculating a first manufacturing length adjustment amount of each chord member in an in-band force arching mode according to a designed pre-arching curve, and dividing the non-internal force arching member and the in-band force arching member according to the first manufacturing length adjustment amount;
according to the first manufacturing length adjustment quantity of the arch-shaped rod piece without internal force, sequentially determining the vertical displacement of the node caused by the arch-shaped rod piece without internal force, and performing linear addition to obtain a pre-arch curve without internal force;
obtaining an in-band force pre-camber curve according to the designed pre-camber curve and the non-internal force pre-camber curve;
determining a second manufacturing length adjustment amount of each rod piece in an in-band force arching mode according to the in-band force pre-arching curve;
and determining the final manufacturing length of each chord member according to the designed length of the arch-forming rod member before arch forming, the first manufacturing length adjustment amount and the second manufacturing length adjustment amount of the arch-forming rod member without internal force.
2. The method for setting the pre-camber of the continuous steel truss girder according to claim 1, wherein: the designed pre-camber curve is obtained according to the following steps:
taking the design line shape of the girder as an initial state, establishing a finite element model, respectively calculating the vertical displacement of the steel truss girder under the constant load and the live load action, and reversely obtaining a constant load pre-camber curve;
calculating the vertical displacement under the action of 1/2 static and active load, and reversely obtaining a 1/2 static and active load pre-camber curve;
according to the principle that negative reaction force does not appear at the side supporting point under the least adverse load combination, calculating the lifting amount of the side supporting point and the vertical displacement of the steel truss girder generated by lifting, and reversely obtaining a lifting pre-camber curve;
and superposing the constant-load pre-camber curve, the 1/2 static-load pre-camber curve and the jacking pre-camber curve to obtain a designed pre-camber curve.
3. The method for pre-camber setting of a continuous steel girder according to claim 1, wherein the calculating the first manufacturing length adjustment amount of each chord member in an in-band force arching manner, dividing the non-internal force arching member and the in-band force arching member according to the first manufacturing length adjustment amount, comprises:
the finite element model is kept under the constraint of two middle fulcrums to form a statically determinate structure, constraint conditions that the vertical displacement at the corresponding fulcrums is 0 are added, and a first manufacturing length adjustment quantity of each chord member is obtained through calculation;
and judging whether the first manufacturing length adjustment quantity of each chord member is larger than the set length adjustment quantity, if so, dividing the chord member into arch bars without internal force, and if not, dividing the chord member into arch bars with internal force.
4. The method for setting pre-camber of continuous steel truss girder according to claim 1, wherein the sequentially determining vertical displacement of the nodes caused by the non-internal force arch bar according to the first manufacturing length adjustment amount of the non-internal force arch bar, and performing linear addition to obtain the non-internal force pre-camber curve comprises:
broken chord A i A i+1 Chord A i A i+1 Corresponding node E i The trusses on the two sides are used as rigid sheets, so that the trusses on the two sides are wound around the node E i Rotated by a relative rotation angle gamma i And making chord A i A i+1 Becomes the length of the pre-camber before-application design length l i Plus a first manufacturing length adjustment delta thereof i ；
Based on geometric relationship, according to web member length and chord A i A i+1 The length after adjustment is used for determining the rotation angle gamma i ；
According to the rotation angle gamma i Determining chord A i A i+1 Corresponding node E i Vertical displacement of nodes at two sides and angles of web members at two sides of the arch bar without internal force;
and linearly adding the vertical displacements of the nodes caused by all the arch-forming rod pieces without internal force to obtain a pre-arching curve without internal force.
5. The method for arranging pre-camber of continuous steel truss girder according to claim 4, wherein the geometric relationship is based on web member length and chord member A i A i+1 The length after adjustment is used for determining the rotation angle gamma i Comprising:
determining web member length, chord A based on geometric relationships i A i+1 Length and rotation angle gamma after adjustment i Is the relation of:
solving for
Obtain->
Wherein s is i Is a web member E i A i Is the design length s of i+1 Is a web member E i A i+1 Designed length of θ i Is a web member E i A i And E is connected with i A i+1 The included angle gamma is designed before the pre-camber is applied i Is a two-side truss winding node E i Relative rotation angle of rotation, l i Is chord A i A i+1 Design length, delta, before pre-camber application i Is chord A i A i+1 First manufacturing length adjustment amount H of (2) i For node E i To chord A i A i+1 Is a vertical distance of (c).
6. The method for setting pre-camber of continuous steel truss girder according to claim 5, wherein the rotation angle is defined byγ i Determining chord A i A i+1 Corresponding node E i Vertical displacement of both side nodes, comprising:
when chord A i A i+1 When being positioned between the two middle fulcra:
according to the rotation angle of the first side truss around the corresponding side pivot
Obtaining chord A i A i+1 Causing vertical displacement of the j-th node on the first side truss>
According to the rotation angle of the second side truss around the corresponding side pivot
Obtaining chord A i A i+1 Causing vertical displacement of j-th node on truss on the other side +.>
Wherein X is R,i Up to the node E for the first side truss i Distance X of (2) L,i To node E for the second side truss i Distance X of (2) j,i For node E j Distance to the truss fulcrum.
7. The method for setting pre-camber of continuous steel truss girder according to claim 5, wherein the rotation angle γ is used i Determining chord A i A i+1 Corresponding node E i The vertical displacement of the nodes at the two sides,further comprises:
when chord A i A i+1 The cantilever ends outside the two middle pivot points are: according to the formula
Determining node E i Vertical displacement v of j-th node on two-side truss j,i ；
Wherein L is j,i For node E j To node E i Is a distance of (3).
8. The method for pre-camber setting of a continuous steel girder according to claim 1, wherein the formula y is 2 ＝c-y 1 Determining an in-band force pre-camber curve y 2 Wherein c is a designed pre-camber curve, y 1 Is a pre-camber curve without internal force.
9. The method for pre-camber setting of a continuous steel girder according to claim 1, wherein the following formula i i,real ＝l i +δ i +Δ i Determining the final manufactured length l of the ith chord i,real Wherein l is i Design length, delta, before pre-camber application i Is chord A i A i+1 First manufacturing length adjustment amount, delta i And (5) the second manufacturing length adjustment quantity of the ith rod piece in the in-band force arching mode is corresponding to the in-band force pre-arching curve.
10. A continuous steel truss girder, characterized in that the pre-camber is set by the continuous steel truss girder pre-camber setting method according to any one of claims 1 to 9.
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