CN112252188A - Steel box arch rib hoisting construction method for balancing horizontal thrust by using temporary tie bar - Google Patents
Steel box arch rib hoisting construction method for balancing horizontal thrust by using temporary tie bar Download PDFInfo
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- CN112252188A CN112252188A CN202010941847.5A CN202010941847A CN112252188A CN 112252188 A CN112252188 A CN 112252188A CN 202010941847 A CN202010941847 A CN 202010941847A CN 112252188 A CN112252188 A CN 112252188A
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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
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/14—Towers; Anchors ; Connection of cables to bridge parts; Saddle supports
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/16—Suspension cables; Cable clamps for suspension cables ; Pre- or post-stressed cables
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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
- E01D4/00—Arch-type bridges
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Abstract
The invention discloses a steel box arch rib hoisting construction method for balancing horizontal thrust by using a temporary tie bar, which balances the horizontal thrust generated in the process of hoisting an arch rib by introducing the temporary tie bar and continuously adjusting tie bar force along with the propulsion of segment hoisting, deduces a tie bar force calculation method, can ensure that the structural stress and displacement are in a controllable range through careful design and fine construction, and meets the requirements of safety and stability in the process of bridge construction. By combining the cable hoisting and inclined pulling buckling construction method, compared with the traditional support construction or the thrust pier, the invention saves the construction cost and has good economic benefit. The construction method is simple and convenient, the construction process is orderly, the construction quality is easy to control, the operability is strong, the construction cost is saved compared with the traditional method, and the method has good social, economic and ecological benefits and good engineering popularization value.
Description
Technical Field
The invention relates to the technical field of bridge design and construction in bridge engineering in the transportation industry, in particular to a steel box arch rib hoisting construction method for balancing horizontal thrust by using a temporary tie bar.
Background
In recent years, with the continuous improvement of the arch bridge construction technology in China, the arch bridge span is continuously improved, and the world record of the arch bridge span is continuously refreshed. The key of arch bridge construction is arch rib installation construction, and the existing arch bridge installation method mainly comprises a support method, a rotation method, cable hoisting, a cable-stayed buckling and hanging method and the like. The support method is a construction method for cast-in-place or assembly on the support, and is suitable for construction conditions of small span, no navigation or low navigation requirement, shallow water depth and the like. The turning construction method is a construction method for dividing an arch ring into two half spans to be manufactured on two banks and closing the arch ring by turning. Along with the increase of span, the quality of turning, the construction process of turning and the dirty work load of carousel will face bigger challenge, consequently, the method of turning is difficult to realize more breakthrough on the span.
The construction of the cable hoisting and the inclined pulling buckling method of the arch rib refers to a method for hoisting arch rib segments (components) in place by using a cable crane, temporarily fixing the arch rib segments (components) by using buckling cables and cable wind cables and the like, and installing the arch rib. The arch rib sections are generally symmetrically and sequentially hoisted and butted to form two cantilever arch sections, finally, a closure section is arranged between the two cantilever arch sections, and the buckle cable is loosened to close the closure section to form the arch ring. However, since the dead weight of the arch rib is balanced by the buckle cable and a large horizontal thrust force is generated, a thrust pier having a large rigidity is generally provided in the arch springing. The anti-thrust pier is high in cost compared with a common pier, only used for balancing horizontal force in a construction stage, poor in economical efficiency, and part of the bridge cannot be provided with the anti-thrust pier with a large size under the influence of field conditions. Therefore, a method which is used for a common flexible pier, can effectively balance the unbalanced horizontal thrust generated by tensioning the buckle cable and is economical and has great economic effect and popularization and application value is sought.
Disclosure of Invention
The technical problem to be solved by the invention is to provide a steel box arch rib hoisting construction method for balancing horizontal thrust by utilizing a temporary tie bar aiming at the defects of the prior art, the steel box arch rib hoisting construction method for balancing horizontal thrust by utilizing the temporary tie bar can be used for common flexible piers, not only can effectively balance the tension of a buckle cable to generate unbalanced horizontal thrust, but also is an economic method, and has great economic effect and popularization and application value; meanwhile, the design is scientific, the structure is reasonable, and the construction is simple.
In order to solve the technical problems, the invention adopts the technical scheme that:
a steel box arch rib hoisting construction method for balancing horizontal thrust by using a temporary tie rod is disclosed, wherein the steel box arch rib comprises two cantilever arch sections and a closure section; the bottom ends of the outer sides of the two cantilever arch sections are both arranged on a flexible transition pier, and the inner side arch sections of the two cantilever arch sections are folded through a folding section; the two cantilever arch sections respectively comprise n arch auxiliary sections, namely a first arch auxiliary section, a second arch auxiliary section, a third arch auxiliary section, … … and an nth arch auxiliary section from outside to inside along the longitudinal bridge.
The construction method for hoisting the steel box arch rib comprises the following steps:
Step 7, a first arch paragraph supporting seat: and the cable crane loosens the hoisting of the two first arch auxiliary sections, and meanwhile, the two first buckling cables and all temporary tie rods are tensioned to be in place according to the set cable force value.
And 8, mounting the second arch auxiliary section, wherein the specific mounting method comprises the following steps:
step 81, hoisting and positioning a second arch auxiliary section: and hoisting the two second arch auxiliary sections by using a cable crane. And then smoothly aligning the hoisted second arch auxiliary section with the corresponding first arch auxiliary section, and reserving the set weld seam width.
Step 82, welding a second arch auxiliary section: and welding the second arch assistant section with the corresponding first arch assistant section under the set environmental condition.
Step 83, installing a second buckle: and a second buckling cable is arranged at the buckling point of each second arch auxiliary section, and the other end of the second buckling cable is arranged on a buckling tower outside the transition pier.
Step 84, tensioning a second buckle: and the cable crane loosens the hoisting of the two second arch auxiliary sections, and simultaneously, the two second buckling cables and all temporary tie rods are tensioned to be in place according to the set cable force value.
And 9, repeating the step 8 until the installation of the nth arch auxiliary section is finished to form two cantilever arch sections. Then, the two cantilever arch sections are closed by the closing section.
In step 7 and step 84, the set cable force value of each buckle cable is calculated by adopting the following formula (1):
in equation (1), F is the total cable force value for all temporary tie rods in each cantilever arch section. FkiThe cable force value of the ith buckle cable is obtained. n is the total number of the sections or the buckling ropes of the arch auxiliary section in each cantilever arch section. GiThe gravity of the auxiliary section of the ith arch section. Alpha is alphaiThe included angle between the ith buckling rope and the horizontal plane is shown. lkiThe horizontal distance from the buckling point of the buckling cable of the ith buckling cable to the transition pier pivot point is shown. lGiThe horizontal distance from the gravity center of the ith arch auxiliary section to the pivot point of the transition pier is shown.
In the step 5, the cable force value of the back cable is calculated by adopting the following formula (2):
in the formula (2), FbjThe cable force value of the jth back cable. And m is the total number of the back cables. Beta is ajIs the included angle between the jth back rope and the horizontal plane. FkiThe cable force value of the ith buckle cable is obtained. Alpha is alphaiIs the included angle between the ith button cable and the horizontal plane.
Each temporary tie rod is formed by twisting a plurality of steel strands. The total number n of the steel strands contained in all the temporary tie rods in each cantilever arch sectionxThe following formula (3) is adopted to calculate:
in the formula (3), AxThe total cross-sectional area of all temporary tie rods in each arch segment. A. the1The sectional area of a single steel strand. EtaxA safety factor for all temporary tie rods in each jib arch segment. F is the total cable force value for all temporary tie rods in each cantilever arch section. f. ofpkThe standard value of the tensile strength of the single steel strand.
Each buckling cable is formed by twisting a plurality of steel strands. Wherein the total number n of the steel strands in the ith buckling ropekiThe following formula (4) is adopted to calculate:
in the formula (4), AkiThe total cross-sectional area of the ith lanyard. A. the1The sectional area of a single steel strand. EtakiAnd the safety factor of the ith buckling rope. FkiThe cable force value of the ith buckle cable is obtained. f. ofpkThe standard value of the tensile strength of the single steel strand.
Each back cable is formed by twisting a plurality of steel strands. Wherein the total number n of the steel strands in the ith back cablebiThe following formula (5) is adopted to calculate:
in the formula (4), AbiThe total cross-sectional area of the ith dorsal cord. A. the1The sectional area of a single steel strand. EtabiAnd the safety factor of the ith back cable. FbiThe cable force value of the ith dorsal cable is shown. f. ofpkThe standard value of the tensile strength of the single steel strand.
And (3) through balance control of cable force values in the buckling cables and the back cables, the total horizontal displacement of the top of the buckling tower does not exceed 10mm after the step (9) is completed. The stability calculation result of the buckling tower meets the requirement that the structural stability safety coefficient is not less than 4.0.
The line shape and stress of the arch rib are adjusted through the buckling cables, the influence of the construction of the next buckling cable on the force value of the previous buckling cable is fully considered in the calculation of the buckling cable force value and the deformation of the arch rib, and the cable adjusting times are reduced as much as possible. The calculation result of the stability of the arch rib is to meet the requirements that the safety coefficient of structural stability is not less than 4.0, and the calculation result of stress is less than the allowable strength value of the material.
The invention has the following beneficial effects:
(1) the invention effectively solves the problem of insufficient thrust resistance of the flexible pier, has high reliability, and has great help to ensure the safety and stability of the structure in the hoisting process of the steel box arch rib.
(2) The invention has simple structure, definite stress and simple and convenient calculation.
(3) The method has the advantages of simple construction steps, simple and convenient operation, good use effect, safety and reliability in the construction process, and can simply, conveniently and quickly finish the steel box arch rib assembling process.
(4) The temporary tie bar added in the invention has the advantages of convenient material acquisition, repeated utilization, low manufacturing cost and obvious economic and ecological benefits.
Drawings
Fig. 1 is a vertical structure view of a steel box arch rib hoisting construction method for balancing horizontal thrust by using a temporary tie bar according to the present invention.
Fig. 2 shows a schematic plan view of the temporary tie bar of fig. 1.
FIG. 3 shows a schematic construction diagram of a three-span steel box arch bridge arch rib applying the construction method for hoisting the steel box arch rib.
FIG. 4 shows a force diagram of the project structure of an application example.
Fig. 5 shows a model of the full-bridge architecture calculation using an example.
Fig. 6 shows the results of the rib stability calculation of the application example.
Figure 7 shows the results of the tower stability calculations for the application example.
Fig. 8 shows a schematic assembly structure of the first arch assistant segment and arch pier connecting device.
Fig. 9 shows a schematic plan view of the steel frame.
Fig. 10 shows a schematic view of the layout position of the longitudinal position-limiting pier of the section 1-1 in fig. 8.
FIG. 11 is a schematic diagram showing the arrangement position of the lateral limiting element in the section 2-2 in FIG. 8.
The figure shows that:
1. transition piers; 11. transition pier columns; 12. a bridge pier beam;
2. a temporary tie bar;
3. buckling a cable; 3(1), a first buckle cable; 3, (2) a second buckle cable; 3, a third buckle cable; 3, (4), a fourth buckle cable; 3, 5, a fifth button cable; 3, 6, a sixth lanyard;
4. an arch rib; 41. a cantilever arch section; 42. closing the section; 43. a first arch auxiliary section;
5. an arch pier connecting device;
51. a steel frame; 511. a cross beam; 511A and a beam A; 511B and a beam B; 511C, a cross beam C;
512. a stringer; 513. a longitudinal beam limiting piece;
521. longitudinal limiting piers; 522. rubber sheets; 523. a lateral limit piece; 524. a first shoveling pad; 525. a second shoveling pad;
6. a tie bar anchoring end; 7. buckling the tower; 8. a back rope.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings and specific preferred embodiments.
In the description of the present invention, it is to be understood that the terms "left side", "right side", "upper part", "lower part", etc., indicate orientations or positional relationships based on those shown in the drawings, and are only for convenience of describing the present invention and simplifying the description, but do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and that "first", "second", etc., do not represent an important degree of the component parts, and thus are not to be construed as limiting the present invention. The specific dimensions used in the present example are only for illustrating the technical solution and do not limit the scope of protection of the present invention.
As shown in fig. 5 and 7, the steel box arch rib includes two cantilever arch sections 41 and a closed section 42.
The two cantilever arch sections respectively comprise n arch auxiliary sections, namely a first arch auxiliary section, a second arch auxiliary section, a third arch auxiliary section, … … and an nth arch auxiliary section from outside to inside along the longitudinal bridge. In this embodiment, n is 6 as an example.
The bottom end of the outer side of each cantilever arch section is arranged at the top of the flexible pier through an arch pier connecting device 5; the inner side arch sections of the two cantilever arch sections are folded through the folding section.
The transition pier (also called flexible pier) comprises two transition pier columns 11 and a pier cross beam 12 for connecting the two transition pier columns. In the construction process, the transition pier needs to bear the vertical force transmitted from the upper part to the pier top and the unbalanced horizontal force of the pier top caused by the asynchronous construction and the construction precision problem, and the transition pier is a typical biasing component. The key for ensuring the structure safety of the construction process is to control the magnitude of the unbalanced horizontal force of the pier top caused by the asynchronous construction and the construction precision problem. The control value of the horizontal force caused by the asynchronous construction and the construction precision problem is controlled according to the tensile stress of the surface of the bridge pier concrete, and in order to ensure the structure safety, the tensile stress of the surface of the bridge pier concrete is controlled not to exceed a design strength value ftd。
As shown in fig. 8, a pier coupling apparatus, also called a pier coupling apparatus 5, for coupling a steel box arch rib and a flexible pier, includes a steel frame 51 and a stopper assembly.
As shown in fig. 9, the steel frame includes two longitudinal beams 512, a plurality of cross beams 511, and longitudinal beam stoppers 513.
The two longitudinal beams are arranged on the tops of the transition pier columns 11 along the longitudinal bridge direction and are welded with embedded steel bars in the transition pier columns.
As shown in fig. 8, the longitudinal beam limiting member is installed on the pier top side wall of the transition pier stud and used for limiting the position of each longitudinal beam on the pier top in the transition pier stud.
The plurality of cross beams are connected to the two longitudinal beams along the transverse bridge direction. As shown in fig. 9, the beams in the steel frame preferably include two beams a 511A, two beams B511B, and four beams C511C.
The two beams A are positioned between the two beams B, and the longitudinal bridge width of the two beams A is preferably larger than that of the two beams B; each beam A respectively penetrates out of the two longitudinal beams and forms two beams C.
The limiting assembly comprises a longitudinal limiting pier 521 and a transverse limiting member 523.
The longitudinal limiting pier is used for limiting the longitudinal position of the first arch auxiliary section 43; the longitudinal restraining piers are preferably mounted near the top of the transverse beams a at the outboard ends of the longitudinal bridge. In fig. 10, the longitudinal position-limiting piers are preferably two, and are located on the tops of two longitudinal beams of the steel frame.
Further, the inward side wall surface of the longitudinal bridge of the longitudinal limiting pier is preferably provided with a rubber sheet 522 and matched with the outward side wall surface of the longitudinal bridge of the first arch assisting section.
As shown in fig. 11, the transverse position limiting members are symmetrically arranged at the lateral ends of the transverse bridge of the steel frame, and are used for limiting the transverse position of the first arch auxiliary section of the cantilever arch section. And a movable gap of about 20mm is reserved between each transverse limiting piece and the first arch assistant section. The arrangement of the movable gap limits the relative displacement between the arch and the pier and the out-of-plane rotation of the arch, does not limit the in-plane rotation of the arch, and sets the arch rib and the pier to be in an approximate hinged structure.
Furthermore, the number of the transverse limiting pieces is four, and the four transverse limiting pieces are respectively positioned on the cross beam C or at the joint position of the cross beam C and the corresponding longitudinal beam.
As shown in fig. 11, an elastic first dip pad 524, such as a rubber dip pad, is preferably disposed in the movable gap between each lateral limiting member and the first segment of the arch support section.
The top of the steel frame in contact with each lateral stop is preferably provided with a second dip pad 525.
A steel box arch rib hoisting construction method for balancing horizontal thrust by using a temporary tie rod comprises the following steps.
Each buckling cable is formed by twisting a plurality of steel strands. Wherein the total number n of the steel strands in the ith buckling ropekiThe following formula (4) is adopted to calculate:
in the formula (4), AkiThe total cross-sectional area of the ith lanyard. A. the1The sectional area of a single steel strand. EtakiAnd the safety factor of the ith buckling rope. FkiThe cable force value of the ith buckle cable is obtained. f. ofpkThe standard value of the tensile strength of the single steel strand.
ηkiAnd η described belowbiAnd etaxAll values are flexibly taken according to needs, and the safety factor specification gives a minimum required value, generally 1.5-2.5. To ensure construction safety, a larger value may be reserved, for example, the value may be set to 3.0. The minimum value required by the specification can be set for pursuing economy, and the minimum value can be set for pursuing safety.
The cable force value of the back cable is calculated by adopting the following formula (2):
in the formula (2), FbjThe cable force value of the jth back cable. And m is the total number of the back cables. Beta is ajIs the included angle between the jth back rope and the horizontal plane. FkiThe cable force value of the ith buckle cable is obtained. Alpha is alphaiIs the included angle between the ith button cable and the horizontal plane.
Each back cable is formed by twisting a plurality of steel strands. Wherein the total number n of the steel strands in the ith back cablebiThe following formula (5) is adopted to calculate:
in the formula (4), AbiThe total cross-sectional area of the ith dorsal cord. A. the1The sectional area of a single steel strand. EtabiAnd the safety factor of the ith back cable. FbiThe cable force value of the ith dorsal cable is shown. f. ofpkThe standard value of the tensile strength of the single steel strand.
A temporary tie bar is installed in a horizontal state at each tie bar installation point, and the other end of each temporary tie bar is anchored on the main arch.
Each temporary tie bar is formed by twisting a plurality of steel strands, so that the total number n of the steel strands included by all the temporary tie bars in each cantilever arch sectionxThe following formula (3) is adopted to calculate:
in the formula (3), AxThe total cross-sectional area of all temporary tie rods in each arch segment. A. the1The sectional area of a single steel strand. EtaxA safety factor for all temporary tie rods in each cantilever arch section; f is the total cable force value of all temporary tie bars in each cantilever arch section; f. ofpkThe standard value of the tensile strength of the single steel strand.
And for each cantilever arch section, when the cable force value of each temporary tie bar and the number of the steel strands in each temporary tie bar need to be calculated, dividing the cable force value by the number of the temporary tie bars in each cantilever arch section according to a force symmetry principle. Since two temporary tie rods are used per cantilever arch, as in this embodiment, F and n will be calculatedxAnd respectively dividing by 2 to obtain the cable force value of each temporary tie bar and the number of the steel strands in each temporary tie bar.
Step 7, a first arch paragraph supporting seat: and the cable crane loosens the hoisting of the two first arch auxiliary sections, and meanwhile, the two first buckling cables and all temporary tie rods are tensioned to be in place according to the set cable force value.
The cable force value set by each temporary tie bar and each buckling cable is calculated by the following formula (1):
in the formula (1), F is the total cable force value of all temporary tie bars in each cantilever arch section; fkiThe cable force value of the ith buckling cable is obtained; n is the number of the sections or the total number of the buckling cables of the arch auxiliary section in each cantilever arch section; giThe gravity of the ith arch auxiliary section; alpha is alphaiThe included angle between the ith buckling rope and the horizontal plane is shown; lkiRepresenting the horizontal distance from the buckling point of the buckling cable of the ith buckling cable to the fulcrum of the transition pier; lGiThe horizontal distance from the gravity center of the ith arch auxiliary section to the pivot point of the transition pier is shown.
And 8, mounting the second arch auxiliary section, wherein the specific mounting method comprises the following steps:
step 81, hoisting and positioning a second arch auxiliary section: and hoisting the two second arch auxiliary sections by using a cable crane. And then smoothly aligning the hoisted second arch auxiliary section with the corresponding first arch auxiliary section, and reserving the set weld seam width.
Step 82, welding a second arch auxiliary section: and welding the second arch assistant section with the corresponding first arch assistant section under the set environmental condition.
Step 83, installing a second buckle: and a second buckling cable is arranged at the buckling point of each second arch auxiliary section, and the other end of the second buckling cable is arranged on a buckling tower outside the transition pier.
Step 84, tensioning a second buckle: and the cable crane loosens the hoisting of the two second arch auxiliary sections, and simultaneously, the two second buckling cables and all temporary tie rods are tensioned to be in place according to the set cable force value. And (4) installing the set cable force values of the two second buckling cables and all temporary tie bars, and referring to the step 7.
And 9, repeating the step 8 until the installation of the nth arch auxiliary section is finished to form two cantilever arch sections. Then, the two cantilever arch sections are closed by the closing section.
And (3) through balance control of cable force values in the buckling cables and the back cables, the total horizontal displacement of the top of the buckling tower does not exceed 10mm after the step (9) is completed. The stability calculation result of the buckling tower meets the requirement that the structural stability safety coefficient is not less than 4.0.
The line shape and stress of the arch rib are adjusted through the buckling cables, the influence of the construction of the next buckling cable on the force value of the previous buckling cable is fully considered in the calculation of the buckling cable force value and the deformation of the arch rib, and the cable adjusting times are reduced as much as possible. The calculation result of the stability of the arch rib is to meet the requirements that the safety coefficient of structural stability is not less than 4.0, and the calculation result of stress is less than the allowable strength value of the material.
The temporary tie bar cable force, the buckling cable and back cable force, the deviation of the bridge pier, the deviation of the buckling tower and the relative deviation of the arch rib and the bridge pier are strictly monitored in the construction process, each step of construction is ensured to be in a safe and stable state, the concrete stress of the bridge pier, the stress of a steel structure, the environment temperature, the wind speed and wind direction, the weight of a hoisting section and the temporary construction load are monitored, and whether the internal force of the structure conforms to the theoretical calculation or not is determined.
According to the invention, by introducing the temporary tie rod system and utilizing the tension force of the temporary tie rod to resist the larger horizontal thrust generated by the inclined pulling buckling hanging construction of the arch rib, the problem of thrust resistance of the flexible pier is effectively solved. The steel box arch rib splicing device has the advantages of simple structure, clear stress, simplicity and convenience in operation, good use effect, safety and reliability in construction process, remarkable economic and ecological effects, and capability of simply, conveniently and quickly completing the steel box arch rib splicing process.
Second, application example
1. Construction of
The construction method is carried out according to the concrete steps of the steel box arch rib hoisting construction method for balancing horizontal thrust by using the temporary tie rod. In this embodiment, six arch segments are adopted, corresponding to 6 buckling cables respectively. In this embodiment, the 6 buckling cables are respectively referred to as a buckling cable No. 1 (3) (1), a buckling cable No. 2 (3) (2), a buckling cable No. 3(3), a buckling cable No. 4 (3) (4), a buckling cable No. 5 (3) (5) and a buckling cable No. 6 (3) (6), and are also referred to as a first buckling cable, a second buckling cable, a third buckling cable, a fourth buckling cable, a fifth buckling cable and a sixth buckling cable.
2. Computing
As shown in figure 3, the bridge is a steel box tied arch bridge, the main bridge consists of a 300m midspan and 129m side spans which are symmetrically arranged at two sides, and the total length of the main bridge is 558 m. The main pier is an anti-push pier of a reinforced concrete entity, the transition pier adopts a box-shaped cross section, the width of the standard cross section in the bridge direction is 7.0m, the width in the bridge direction is 3.5m, the wall thickness is 50cm, and the height of a pier column is 33.92 m. The temporary tie bar, the buckle and the back cable are 1860MPa grade phi 15.24 unbonded steel stranded wires. The results of the calculations, combined with the actual conditions, are shown in the following table.
TABLE 1 results of calculation of the respective conditions
The buckling force analysis of the 6 buckling ropes is shown in FIG. 4.
TABLE 2 structural stress and stability calculation results
| Checking and calculating project | Calculated value | Allowable value | Whether or not to satisfy |
| Maximum stress of arch rib (MPa) | 17.4 | 210 | Satisfy the requirement of |
| Maximum cantilever stage stability coefficient of arch rib | 332 | 4.0 | Satisfy the requirement of |
| Maximum stress (MPa) of the worst working condition of buckling tower | 53.3 | 140 | Satisfy the requirement of |
| Stability factor under worst working condition of tower buckling | 12.2 | 4.0 | Satisfy the requirement of |
| Pier top deviation adjusting device maximum stress (MPa) | 73.8 | 140 | Satisfy the requirement of |
| Stability coefficient of pier top deviation adjusting device | 14.1 | 4.0 | Satisfy the requirement of |
The structural stress and stability calculation analysis is shown in fig. 6 and 7.
Although the preferred embodiments of the present invention have been described in detail, the present invention is not limited to the details of the embodiments, and various equivalent modifications can be made within the technical spirit of the present invention, and the scope of the present invention is also within the scope of the present invention.
Claims (8)
1. A steel box arch rib hoisting construction method for balancing horizontal thrust by using a temporary tie rod is disclosed, wherein the steel box arch rib comprises two cantilever arch sections and a closure section; the bottom ends of the outer sides of the two cantilever arch sections are both arranged on a flexible transition pier, and the inner side arch sections of the two cantilever arch sections are folded through a folding section; the two cantilever arch sections respectively comprise n sections of arch auxiliary sections, namely a first section of arch auxiliary section, a second section of arch auxiliary section, a third section of arch auxiliary section, … … and an nth section of arch auxiliary section from outside to inside along the longitudinal bridge;
the method is characterized in that: the construction method for hoisting the steel box arch rib comprises the following steps:
step 1, installing an arch pier connecting device: the arch pier connecting device comprises a steel frame and a limiting assembly; the steel frame comprises cross beams and longitudinal beams which are distributed in a staggered mode; the limiting assembly comprises a longitudinal limiting pier and a transverse limiting piece; firstly, mounting a steel frame of an arch pier connecting device on the top of a transition pier; then, longitudinal limiting piers are arranged at the outward end of the longitudinal bridge of the steel frame and at the positions corresponding to the two cantilever arch sections;
step 2, hoisting the first arch auxiliary section: hoisting two first arch auxiliary sections by using a cable crane;
step 3, placing a first arch auxiliary section: the two hoisted first arch auxiliary sections are placed on the steel frame by using a cable crane, and the outer side end of each first arch auxiliary section is abutted against the side wall of the longitudinal limiting pier;
step 4, transversely limiting the first arch auxiliary section: two sides of each first arch auxiliary section are respectively provided with a transverse limiting piece for transversely limiting the first arch auxiliary section; the transverse limiting piece is arranged on the steel frame, and a movable gap is formed between the transverse limiting piece and the first arch auxiliary section;
step 5, installing a first buckle cable: a first buckling cable is arranged at a buckling point of each first arch auxiliary section, the other end of the first buckling cable is arranged on a buckling tower outside the transition pier, and a back cable is arranged outside the buckling tower;
step 6, installing a temporary tie bar: two groups of tie bar mounting points are symmetrically arranged on two side walls of each first arch auxiliary section, and each group of tie bar mounting points comprises at least one tie bar mounting point; a horizontal temporary tie bar is arranged at the mounting point of each tie bar, and the other end of each temporary tie bar is anchored on the main arch;
step 7, a first arch paragraph supporting seat: the cable crane loosens the hoisting of the two first arch auxiliary sections, and meanwhile, the two first buckling cables and all temporary tie rods are tensioned to a proper position according to a set cable force value;
and 8, mounting the second arch auxiliary section, wherein the specific mounting method comprises the following steps:
step 81, hoisting and positioning a second arch auxiliary section: hoisting the two second arch auxiliary sections by using a cable crane; then smoothly aligning the hoisted second arch auxiliary section with the corresponding first arch auxiliary section, and reserving the set weld seam width;
step 82, welding a second arch auxiliary section: welding the second arch auxiliary segment with the corresponding first arch auxiliary segment under the set environmental condition;
step 83, installing a second buckle: a second buckling cable is arranged at the buckling point of each second arch auxiliary section, and the other end of the second buckling cable is arranged on a buckling tower outside the transition pier;
step 84, tensioning a second buckle: the cable crane loosens the hoisting of the two second arch auxiliary sections, and meanwhile, the two second buckling cables and all temporary tie rods are tensioned to a proper position according to a set cable force value;
9, repeating the step 8 until the installation of the nth arch auxiliary section is finished to form two cantilever arch sections; then, the two cantilever arch sections are closed by the closing section.
2. The method for hoisting and constructing a steel box arch rib for balancing horizontal thrust by using the temporary tie bar as claimed in claim 1, wherein: in step 7 and step 84, the set cable force value of each buckle cable is calculated by adopting the following formula (1):
in the formula (1), F is in each cantilever arch sectionTotal cable force values for all temporary tie rods; fkiThe cable force value of the ith buckling cable is obtained; n is the number of the sections or the total number of the buckling cables of the arch auxiliary section in each cantilever arch section; giThe gravity of the ith arch auxiliary section; alpha is alphaiThe included angle between the ith buckling rope and the horizontal plane is shown; lkiRepresenting the horizontal distance from the buckling point of the buckling cable of the ith buckling cable to the fulcrum of the transition pier; lGiThe horizontal distance from the gravity center of the ith arch auxiliary section to the pivot point of the transition pier is shown.
3. The method for hoisting and constructing a steel box arch rib for balancing horizontal thrust by using the temporary tie bar as claimed in claim 2, wherein: in the step 5, the cable force value of the back cable is calculated by adopting the following formula (2):
in the formula (2), FbjThe cable force value of the jth back cable is obtained; m is the total number of the back cables; beta is ajThe included angle between the jth back cable and the horizontal plane is set; fkiThe cable force value of the ith buckling cable is obtained; alpha is alphaiIs the included angle between the ith button cable and the horizontal plane.
4. The method for hoisting and constructing a steel box arch rib for balancing horizontal thrust by using the temporary tie rods as claimed in claim 3, wherein: each temporary tie bar is formed by twisting a plurality of steel strands; the total number n of the steel strands contained in all the temporary tie rods in each cantilever arch sectionxThe following formula (3) is adopted to calculate:
in the formula (3), AxThe total cross-sectional area of all temporary tie rods in each cantilever arch section; a. the1The sectional area of a single steel strand; etaxA safety factor for all temporary tie rods in each cantilever arch section; f is in each cantilever arch sectionTotal cable force value with temporary tie bar; f. ofpkThe standard value of the tensile strength of the single steel strand.
5. The method for hoisting and constructing a steel box arch rib for balancing horizontal thrust by using the temporary tie rods as claimed in claim 3, wherein: each buckling cable is formed by twisting a plurality of steel strands; wherein the total number n of the steel strands in the ith buckling ropekiThe following formula (4) is adopted to calculate:
in the formula (4), AkiThe total cross-sectional area of the ith buckling rope; a. the1The sectional area of a single steel strand; etakiThe safety factor of the ith buckling rope is; fkiThe cable force value of the ith buckling cable is obtained; f. ofpkThe standard value of the tensile strength of the single steel strand.
6. The method for hoisting and constructing a steel box arch rib for balancing horizontal thrust by using the temporary tie rods as claimed in claim 3, wherein: each back cable is formed by twisting a plurality of steel strands; wherein the total number n of the steel strands in the ith back cablebiThe following formula (5) is adopted to calculate:
in the formula (4), AbiThe total cross-sectional area of the ith back cable; a. the1The sectional area of a single steel strand; etabiThe safety factor of the ith back cable is; fbiThe cable force value of the ith back cable is obtained; f. ofpkThe standard value of the tensile strength of the single steel strand.
7. The method for hoisting and constructing a steel box arch rib for balancing horizontal thrust by using the temporary tie rods as claimed in claim 3, wherein: through the balance control of the cable force values in the buckling cables and the back cables, the total horizontal displacement of the top of the buckling tower does not exceed 10mm after the step 9 is finished; the stability calculation result of the buckling tower meets the requirement that the structural stability safety coefficient is not less than 4.0.
8. The method for hoisting and constructing a steel box arch rib for balancing horizontal thrust by using the temporary tie rods as claimed in claim 3, wherein: the line shape and stress of the arch rib are adjusted through the buckling cables, the influence of the construction of the next buckling cable on the force value of the previous buckling cable is fully considered in the calculation of the buckling cable force value and the deformation of the arch rib, and the cable adjusting times are reduced as much as possible; the calculation result of the stability of the arch rib is to meet the requirements that the safety coefficient of structural stability is not less than 4.0, and the calculation result of stress is less than the allowable strength value of the material.
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| CN115030052A (en) * | 2022-07-15 | 2022-09-09 | 广西大学 | Rapid safe construction and intelligent monitoring control method for continuous arch bridge |
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