CN113356058A - Bracing device and mounting structure for bridge tower column construction - Google Patents
Bracing device and mounting structure for bridge tower column construction Download PDFInfo
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- CN113356058A CN113356058A CN202110479012.7A CN202110479012A CN113356058A CN 113356058 A CN113356058 A CN 113356058A CN 202110479012 A CN202110479012 A CN 202110479012A CN 113356058 A CN113356058 A CN 113356058A
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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
- E01D19/14—Towers; Anchors ; Connection of cables to bridge parts; Saddle supports
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Abstract
The invention relates to the field of bridge tower construction, and discloses an inclined strut device and an installation structure for bridge tower column construction. The invention adopts a plurality of triangular-cone inclined struts, and downward vertical force is applied to the top ends of the inclined strut devices, so that a plurality of horizontal thrust forces in the transverse bridge direction are decomposed to act on the tower column of the bridge tower, and the tensile strain of the outer side of the bottom of the tower column of the bridge tower and the outer side of the tower column of the bridge tower at the first inclined strut, which is generated by self weight and construction load, is reduced. The method for applying the vertical force by the inclined strut device is simple, the internal force is adjustable, and the efficiency is high; under the requirement of the same supporting effect, the number of temporary horizontal cross braces can be obviously reduced by the diagonal bracing device, and compared with the traditional multi-channel horizontal cross braces, the cross section of the diagonal bracing member has the advantages of small cross section, light weight, convenience in construction and the like, and the diagonal bracing device has obvious engineering significance and economic and social benefits.
Description
Technical Field
The invention belongs to the field of bridge construction, and particularly relates to an inclined strut device and an installation structure for bridge tower column construction.
Background
The transverse bridge of the bridge tower column is designed into an inclined structure in multiple directions, the purpose is to express the individuality and the visual effect of the high-rise bridge tower, and the integral shape of the bridge reflects the pursuit of a constructor on aesthetics and cultural expression. More importantly, the design of the tower column of the bridge tower is required to be suitable for arrangement of a guy cable or a main cable, force transmission is simple and clear, and the tower column of the bridge tower is in an axial center pressed state as far as possible under the action of constant load. Generally, the bridge tower column is provided with a single column, an A shape, an inverted Y shape, an H shape and the like. The A-shaped and the inverted Y-shaped beams have high rigidity along the bridge direction, are favorable for bearing unbalanced pulling force on two sides of a bridge tower column, and can also reduce the hogging moment of the main beam at the bridge tower column. Due to the unique structure of the bridge tower and the tower column, the dead weight of the bridge tower and the component force of the construction load perpendicular to the direction of the bridge tower and the tower column enable the bending moment of the root of the bridge tower and the tower column to be correspondingly increased along with the increase of the designed inclination angle, and the bridge tower and the tower column generate tensile strain or smaller compressive strain in the obtuse angle direction no matter in a bridge forming state or in the construction process. When the tensile stress edge reaches a certain value, the bottom of the bridge tower column may have large tensile strain or concrete cracking, which affects the appearance and service life of the bridge tower column. In order to prevent this, a certain method is usually adopted to make the tensile stress of the bridge tower column not occur or be about 1 MPa.
The traditional method for controlling the stress of the tower column of the bridge tower has three methods: the full-framing method has the advantages that the method is large in workload, low in working efficiency and high in risk; secondly, a transverse horizontal support is arranged, so that the method reduces the workload, but cannot overcome the deformation and lateral displacement of the tower column of the bridge tower due to self weight; and thirdly, the passive support in the second method is changed into the active support by using a jack, although the defects of the two methods are improved, the horizontal cross brace is long in structure and low in horizontal application efficiency, and a large section is adopted for guaranteeing the stress stability, so that the weight is large, and the existing horizontal cross brace is high in difficulty, high in cost, long in time consumption and poor in reliability. Especially, when the tower column of the bridge tower is high and the inclination is large, a plurality of transverse horizontal supports or the schemes need to be arranged for combined application, and the defects of the prior art and the equipment are more and more obvious. In order to improve the construction quality of the bridge tower and the tower column and reduce the time cost and the economic cost, a method for applying horizontal force for the construction of the bridge tower and the tower column, which has the advantages of high horizontal force application efficiency, simple structure, light weight and adjustable internal force, is urgently needed, and the defects of the prior art and equipment for the construction of the bridge tower and the tower column are overcome.
Disclosure of Invention
The invention aims to provide an inclined strut device and an installation structure for bridge tower column construction, which use smaller and controllable force to support a bridge tower column, so that the construction process of the bridge tower column is safer and more efficient.
In order to achieve the aim, the invention provides an inclined strut device for bridge tower column construction, which comprises four inclined strut members, a stress piece and a traction rope, wherein the four inclined strut members are connected with the stress piece; the four inclined strut members surround the side face of the stress part to form an X-shaped layout, one end of each inclined strut member is hinged with the stress part, the extending directions of every two inclined strut members are positioned on the same straight line, the lengths of the four inclined strut members in the same group are the same, as shown in fig. 2, the included angle between every two adjacent inclined strut members is about an acute angle of 20 degrees, the included angle between every two adjacent inclined strut members is about an obtuse angle of 160 degrees, and embedded parts are detachably arranged at the outer side ends of the four inclined strut members through bolts; the stress piece is used for bearing vertical force, the middle position of the stress piece is connected with the end of the traction rope or the peripheral position of the stress piece is simultaneously connected with the end of the traction rope, and the pulling force direction of the traction rope is overlapped with the gravity center direction of the stress piece (a small amount of deviation can exist) so as to keep the balance of the stress piece. The built-in fitting in this scheme adopts the bracket to support, generally, through high strength bolted connection between bracing component and the bracket, both can dismantle, assemble.
As an improvement of the scheme, the inclined strut member is made of steel, the steel belongs to common building materials, and the strength and the rigidity of the steel are guaranteed. In other schemes, if the supporting force required by the building structure is small, the rigidity and the strength of the inclined strut member are enough, other materials can be used, along with the development of the technology, some high-strength high polymer materials can be used, and for special application occasions, some high-strength plastics can be used.
As an improvement of the scheme, the inclined strut member is a long bar shape or a long section steel or a fixed combination of two connecting rods. An elongated rod such as a solid or hollow rod; a strip-shaped section steel such as a U-shaped channel steel or an i-shaped steel; the fixed combination of two connecting rods say as shown in fig. 2, and a connecting rod has the U-shaped breach, and another connecting rod then inserts between the U-shaped breach, and last both realize dismantling the connection through a plurality of high strength bolt, adopt this design can show the length that shortens the bracing component, convenient preparation, transportation, installation and dismantlement.
As an improvement of the scheme, a perforation for the traction rope to pass through is arranged in the middle of the force-bearing piece. The design facilitates that another hauling cable can also pass through the stress element without interfering other hauling cables. If the pulling rope only has one pulling rope, the force-bearing part can adopt a solid block or disc structure, and the end part of the pulling rope is directly connected to the gravity center position of the force-bearing part; in connection with the following solution of providing the bracing means at different heights, it is understood that only one bracing means is provided between the pylons.
As an improvement of the above scheme, the stress element is of a circular ring structure, and at the moment, at least four branches are divided from the upper end of the traction rope and are used for uniformly connecting the stress element; as shown in fig. 2 and 3, the pulling rope has four branches, and the angle of 90 degrees is ensured between two adjacent branches as much as possible, and the two pulling ropes are parallel and extend downwards. By combining the scheme of arranging the inclined strut devices at different heights, a plurality of inclined strut devices can be arranged between the tower columns of the bridge tower, and other traction ropes need to penetrate through the middle position of the lower stress piece to be stressed centrally as much as possible; although errors still exist between different hauling ropes and cannot align the centers of the corresponding stress parts, the errors in millimeter unit level can be ignored due to the large width between the two bridge tower towers.
In order to achieve the purpose, the invention further provides an installation structure using the inclined strut device, which comprises two bridge tower towers, at least one inclined strut device and force application devices with the number equal to that of the inclined strut devices, wherein two embedded parts on the same side of the inclined strut device are arranged in one bridge tower, two embedded parts on the other side of the inclined strut device are arranged in the other bridge tower, an included angle is formed between each inclined strut component and the horizontal plane, the force application device pulls the force application part through the traction rope, the force application part is applied with a force in the vertical direction, the force application part horizontally disperses the force in the vertical direction to each inclined strut component, and the inclined strut components finally apply a thrust force to the inner sides of the bridge tower towers. In the force application process, the stress part is ensured to be positioned in the middle between the two bridge tower towers, and the included angle between each inclined strut component of the same inclined strut device and the horizontal plane is the same, so that each inclined strut component can uniformly obtain component force, the bridge tower towers are uniformly supported left and right, and the inclined strut device is not easy to shake.
Because the stressed part can be divided into thrust to the inclined strut component after being stressed, and the inclined strut component further provides the thrust to the inner side of the bridge tower column, in one scheme, as shown in figure 1, the height of the stressed part is higher than the height of the two ends of the outer side of the inclined strut component, and after the stressed part is stressed by a vertical downward force, the inclined strut component can provide the thrust to the inner side of the bridge tower column. In another solution, the height of the force-receiving member is lower than the height of the two outer ends of the bracing member (see the orientation of the bracing member in fig. 1 upside down), and the bracing member can also push the inner side of the bridge tower column when the force-receiving member receives a vertical upward force.
As an improvement of the scheme, the force application device is a winch or an electric telescopic rod or a jack.
As an improvement of the scheme, when the force application device adopts a winch, the winch is arranged on the ground, and the winch is connected with the traction rope through a labor-saving movable pulley block. In other schemes, the inclined strut device in fig. 1 is taken as a schematic diagram, a jack is directly arranged on a stressed part, the lower end of the traction rope is fixedly connected with the ground, then the jack applies vertical downward pressure to the stressed part, and the four inclined strut members can obtain force in the horizontal direction; in other modes, the lower end of the traction rope is fixed at the high altitude in other modes, the jack can achieve the same effect, for example, a horizontally arranged cross beam is arranged below the inclined strut device (the left end and the right end of the cross beam are appropriately connected with two bridge tower towers to achieve fixation), and the jack can apply force by obtaining a stable fulcrum.
As an improvement of the scheme, the mounting structure further comprises a computer, stress sensors are arranged at the outer side positions and different heights of the root part of the bridge tower column, and the computer is connected with the stress sensors to acquire stress parameters of monitoring positions of the bridge tower column. The computer can form a curve graph according to the obtained data, and is convenient for an operator to observe and judge. Because the number of the measuring and controlling positions is limited, the computer fits a curve according to the change degree of each point.
The invention has the following beneficial effects: the traditional method is optimized and researched, and is changed into a triangular-cone inclined strut mode, and the principle is that vertical force is applied to the top end of an inclined strut device, so that horizontal thrust is decomposed to act on a bridge tower column, and therefore the external stress generated by self weight and construction load is reduced. The method for applying the downward vertical force by the inclined strut device is simple, and the adjustable internal force and high efficiency are realized; compared with the traditional horizontal cross brace, the inclined brace device can remarkably replace a plurality of groups of horizontal cross braces under the requirement of the same support effect; the method for applying the horizontal force for the bridge tower column construction has the advantages of high efficiency of applying the horizontal force for the bridge tower construction, simple structure, light weight and adjustable internal force, and solves the defects of the prior art and equipment for the bridge tower column construction.
Drawings
FIG. 1 is a schematic view of the connection of a diagonal bracing arrangement to two bridge tower columns;
FIG. 2 is a schematic top view of the diagonal bracing apparatus;
fig. 3 is a schematic view of the force-receiving member being pulled by and through a traction rope;
FIG. 4 is a schematic view of the force receiving member being acted upon by a jack and a single pull line;
FIG. 5 is a schematic cross-sectional view of a bridge tower column;
FIG. 6 is a schematic representation of the tower column height and the outboard root stresses under gravity;
fig. 7 is a stress diagram of three diagonal bracing bridge tower columns arranged in sequence at each height position.
Description of reference numerals: 10. a bridge tower column; 21. a sprag member; 22. a force-receiving member; 23. and (6) pulling the rope.
Detailed Description
The following detailed description of the present invention is provided in conjunction with the accompanying drawings, but it should be understood that the scope of the present invention is not limited to the specific embodiments.
Referring to fig. 1 to 7, the present invention discloses an inclined strut device and an installation structure for bridge tower and tower column construction, and provides a new inclined strut device convenient for force transmission and control and a corresponding construction method thereof, so as to achieve a better effect of temporarily protecting a bridge tower and tower column 10.
As shown in fig. 1, the principle of the single sprag device will be described. The pylon 10 of a cable-stayed bridge is usually poured in sections (four sections can be seen as shown in fig. 1), and the increment of the self weight is changed along with the construction height of the pylon 10. The horizontal included angle between the horizontal inclination of the bridge tower column 10 and the ground is beta, and the bridge tower column 10 is divided into sectionsConstruction, the concrete capacity is 25kN/m3The area of the cross section of the bridge tower column 10 is S, the vertical distance of the bridge tower column 10 is H, and the total design height of the bridge tower column 10 is H. The following discussion considers the effect of dead weight temporarily, and may not consider the construction load temporarily because the construction load value is small.
And (3) self-weight calculation of the tower column of the bridge tower:
the dead weight of the root of the tower column of the bridge tower generates bending moment:
the self-weight of the root of the tower column of the bridge tower generates an axial force:
combining the three formulas and the attached figure 6, it can be seen that when the angle beta is fixed, the bending moment generated by the dead weight of the root of the tower column 10 of the bridge tower and the vertical distance h of construction are equal2Related, the axial force is related to h; when the height h is fixed, the larger the angle beta between 0 and 45 degrees, the smaller the bending moment and the axial force generated by the dead weight of the root part of the bridge tower column 10.
The optimized inclined strut device adopts four hinged steel pipes, one end of each steel pipe is hinged with the bridge tower column 10, the other ends of the steel pipes are hinged together to form a certain angle, the whole inclined strut device is similar to a triangular cone and has a symmetrical structure. The position where the four diagonal members 21 are hinged together applies a downward tensioning force as shown in figure 1. According to mechanical analysis, horizontal transverse force can be decomposed by the tensile force through the inclined bracing members 21, and the influence of the dead weight of the bridge tower 10 and bending moment generated by construction can be counteracted to a certain extent according to the horizontal transverse force. According to the stress calculation formula, the stress of the tower column 10 of the bridge tower can be effectively reduced by reducing the bending moment. The following formula only considers the transverse direction.
K is safety factor, R is ultimate tensile stress of the concrete outside the root. The formula (2-2) is obtained by bringing the formulae (1-1), (1-2) and (1-3) into the formula (2-1).
As shown in fig. 1, a vertical F force is applied at the top end hinge, and the horizontal transverse force generated by the brace member 21 is calculated and then subjected to mechanical analysis. As can be seen from the geometrical configuration, the vertical force on each brace member 21 is 0.25F, and the force on each brace member 21 is FObliqueAnd then decomposed into F on the same plane as the bridge tower column 10*。
Alpha is the angle of the inclined strut member projected from the horizontal plane.
F is decomposed into a transverse force F along the bridge tower column 10Transverse directionWith longitudinal force fLongitudinal directionThe following formula is given.
B is the span between the tower columns of the bridge tower, and B is the width of the section of the tower column of the bridge tower.
fTransverse directionThat is, the required horizontal force of the diagonal bracing member, the combined equations (1-1) and(1-2) can obtain:
the calculation verifies the reasonability of the layout of the inclined strut device in the scheme, and the practical value is achieved.
In practical design, the inclined strut member 21 is one of the pressure bars, and temperature, flexibility, deformation and the like need to be considered, for example, after the inclined strut member 21 is stressed, a few stress points move downwards, and the shaft bends or compresses to be shortened. Therefore, the part needs to be checked before construction.
The following takes a bridge as an example to analyze the relationship among various factors (variables include tension force F, an included angle α between an inclined strut member and a horizontal plane, and stress σ at various height positions of the bridge tower column 10 (corresponding control points are arranged at different heights, and then each control point is made into a continuous curve), and non-variables include the span between the bridge tower columns 10, the section width of the bridge tower column 10, and the inclined strut device structure). In this embodiment, the diagonal member 21 is a steel pipe having a diameter of 530 × 10mm, a radius of gyration i of 0.1839m, and an elastic modulus E of 2.06 × 105MPa, allowable compressive, tensile and bending stresses [ sigma ] of steel pipe material]145 MPa. The angle between the pylon 10 and the horizontal plane is 78 degrees, the section of the pylon 10 is a box-shaped section (as shown in fig. 5), and the area of the section is 31.062m2The span B of the bottoms of the two bridge tower columns 10 is 34m, and the tensile stress of the concrete at the outer sides of the roots of the bridge tower columns 10 cannot be larger than 1 MPa.
When no auxiliary support is provided, the bending moment and the axial force generated at the root by the concrete poured in the construction of the bridge tower 10 are shown in the following table (only the dead weight is calculated).
TABLE 1
Note: the stress sigma indicates that the outer side of the root of the bridge tower column 10 is in tension when the stress sigma is positive, and indicates that the outer side of the root of the bridge tower column 10 is in compression when the stress sigma is negative.
The data show that the higher the bridge tower 10 is poured, the larger the bending moment, axial force and stress are generated, and when the ultimate tensile stress of concrete is exceeded, the horizontal transverse force must be applied to the bridge tower 10 to limit the stress of the bridge tower within 1 MPa. Table 1 shows that the stress is 1.135N/mm when the height of the bridge tower column 10 is 32m2And exceeds 1MPa, it is necessary to apply a horizontal lateral force to the bridge tower 10 before the construction height reaches 32 m. More intuitive in connection with fig. 6. As can be seen from fig. 6, the outer root stress σ of the pylon 10 increases with increasing height h. The relationship between the tensile force F of the hauling rope 23, the angle α between the bracing member 21 and the horizontal plane and the stress σ at each height position of the pylon is further analyzed below.
The first embodiment is as follows: and setting the tension force F to be 200kN, setting the height h of the bridge tower column subjected to the horizontal transverse force to be 28m, changing the angle alpha (from small to large), calculating to obtain the transverse force F and the outer side stress sigma of the root of the bridge tower column, and verifying whether the structure is safe.
TABLE 2
As can be seen from Table 2, when F and h are constant, the smaller the angle α is, the more F the sprag member 21 is decomposedTransverse directionThe larger the stress sigma generated by the self weight of the bridge tower 10 can be effectively counteracted. As can be seen from the data in Table 2, when the angle alpha is within 45 degrees, the stress sigma of the concrete outside the root of the bridge tower column 10 does not exceed 1 MPa; when the angle alpha is less than 1 deg., sigmaReinforcing bar201.377MPa, exceeding the yield stress ([ sigma ]) of the steel bar]145MPa), the α angle should not be less than 1 °. In summary, the value range of the α angle is preferably 2 ° to 45 °.
Example two: set tensile force F ═400kN, the height h of the bridge tower column 10 subjected to the horizontal transverse force is 28m, the angle alpha is changed (changed from small to large), and f is obtained through calculationTransverse directionAnd the outer side stress sigma of the root of the bridge tower column 10, and verifying whether the structure is safe.
TABLE 3
As can be seen from table 3, when F and h are constant, the smaller the α angle is, the larger the F-direction in which the bracing member 21 is decomposed becomes, and the stress σ generated by the self weight of the bridge tower 10 can be effectively offset. As can be seen from the data in Table 2, when the angle alpha is within 45 degrees, the stress sigma of the concrete outside the root of the bridge tower column 10 does not exceed 1 MPa; when the angle alpha is less than 1 deg., sigmaReinforcing bar201.377MPa, exceeding the yield stress ([ sigma ]) of the steel bar]145MPa), the α angle should not be less than 1 °. In summary, the value range of the α angle is preferably 2 ° to 45 °.
Example three: setting the tension force F as 200kN, the height h of the bridge tower column 10 subjected to the horizontal transverse force as 32m, changing the angle alpha (from small to large), and calculating to obtain FTransverse directionAnd stress sigma outside the root of the tower column of the bridge tower, and verifying whether the structure is safe.
TABLE 4
As can be seen from table 4, when F and h are constant, the smaller the α angle is, the larger the F-direction in which the bracing member 21 is decomposed becomes, and the stress σ generated by the self weight of the bridge tower 10 can be effectively offset. As can be seen from the data in Table 2, when the angle α is 40 °, the stress σ of the concrete outside the root of the pylon 10 exceeds1 MPa; when the angle alpha is less than 1 deg., sigmaReinforcing bar197.618MPa, exceeding the yield stress ([ sigma ]) of the steel bar]145MPa), the α angle should not be less than 1 °. In summary, the value range of the α angle is preferably 2 ° to 35 °.
Combining tables 2 and 3, it is understood that the greater the tensile force F, the lower the stress σ, and the safer the outer side of the root of the pylon 10 when the angle α is constant. The smaller the angle alpha is, the more obvious the effect of changing the stress outside the root part of the bridge tower column 10 is after the tension force is changed; the larger the angle alpha is, the more obvious the effect of changing the stress outside the root of the bridge tower 10 is after changing the height of the bridge tower 10 subjected to the horizontal transverse force.
The practical effect of a single inclined strut device is verified, the design scheme of a plurality of inclined strut devices at different heights is returned, and the advantages of the inclined strut devices are discussed by taking the Sutong Yangtze river bridge as an example. The Sutong bridge tower adopts an inverted Y shape. The height of the middle bridge tower column is 134.8m, each construction stage is 4.5m, the last section is 4.3m, the slope of the transverse bridge outer side of the middle bridge tower column and the lower bridge tower column of the bridge tower column is 1/7.9295, and the slope of the inner side is 1/8.4489. The tower column of the bridge tower adopts an asymmetric single-box single-chamber box girder section, the size is 10.826 multiplied by 6.50m, and the wall thickness is 120 cm.
After the construction of a part of the bridge tower 10 is completed, the construction report of the second navigation engineering bureau at the hong Kong is consulted with the following contents: according to the analysis and calculation result, seven horizontal supports are arranged on the bridge tower column, and the active jacking force is applied after the horizontal supports are installed. In order to pre-embed embedded parts during construction, supports are uniformly arranged 250cm above the joints of concrete of each section of a tower column of a bridge tower. The horizontal support mounting position and the top support force are shown in table 5.
TABLE 5
According to the maximum passive stress of the horizontal support in the construction process, the first horizontal support of the tower column of the middle bridge tower adopts two steel pipes with the diameter of phi 1400 multiplied by 20mm, the second horizontal support adopts two steel pipes with the diameter of phi 1400 multiplied by 16mm, the third horizontal support to the sixth horizontal support adopt two steel pipes with the diameter of phi 1400 multiplied by 14mm, and the seventh horizontal support adopts two steel pipes with the diameter of phi 1400 multiplied by 12 mm. The steel pipe support is fixed with the bridge tower column through the embedded part conical bolt and the connecting support.
If the structure in the scheme is replaced, three inclined strut devices (hereinafter, referred to as a first inclined strut device, a second inclined strut device and a third inclined strut device) are arranged, the tension force applied by each inclined strut device is F-1000 kN, the included angles between the inclined strut members 21 of the three inclined strut devices and the horizontal plane are all 4 degrees, and steel pipes with the diameter of 1400 multiplied by 14mm are uniformly used, so that the following effects (including installation positions and stress conditions) are achieved.
TABLE 6
Note: herein fTransverse directionThe horizontal transverse force of two inclined strut members on the same side of the bridge tower column is superposed. When the bracing device is arranged at a higher position (the tensile force applied to the upper stress-bearing part 22 is changed), the stress of the root part of the bridge tower column or other control sections and the section of the bracing device below the bridge tower column can be changed, and the larger the force applied by the upper bracing device is, the smaller the section tensile stress of the root part of the bridge tower column and the section of the bracing device below the bridge tower column is. When setting up a higher diagonal bracing means, it is also necessary to take into account the already existing forces of the lower diagonal bracing means.
By combining the table 6 and the graph 5, the Sutong Yangtze river bridge originally needs to be provided with seven horizontal supports, and if the bridge is changed into an inclined support device, only three inclined support devices need to be arranged, so that the construction steps are reduced, and the cost is saved. After the first path is arranged, the bridge tower column 10 continues to be constructed upwards to 76.5m, and when the second path is not arranged, the concrete stress outside the root part of the bridge tower column is 0.03N/mm2The concrete stress at the height of the first road is 0.72N/mm2(ii) a Corresponding to the uppermost curve in fig. 5. After the second path is arranged, the bridge tower column 10 continues to be constructed upwards to 117m, and when the third path is not arranged, the concrete stress at the outer side of the root part of the bridge tower column is-0.34N/mm2The concrete stress at the height of the second road is 0.52N/mm2The concrete stress at the third place to be set is 0.48N/mm2(ii) a Corresponding to the middle curve in fig. 5. After the third path is arranged, when the bridge tower column 10 continues to be constructed upwards to the top end of the middle bridge tower column, the concrete stress at the outer side of the root part of the bridge tower column is-1.86N/mm2The concrete stress at the height of the first road is-0.71N/mm2The concrete stress at the height of the second road is-0.14N/mm2The concrete stress at the height of the third road is-0.16N/mm2(ii) a Corresponding to the lowermost curve in fig. 5. The offset of the bridge tower column 10 is obtained through superposition calculation, and after the three diagonal bracing devices are all arranged, the offset of the bridge tower column 10 reaches 35.53 mm.
According to the embodiment, the highest point of the concrete tensile stress is at the height of the first passage when the second passage is arranged, the highest point of the concrete tensile stress is at the height of the first passage when the third passage is arranged, and the stress at the height of the second passage has sudden change. Therefore, only the stress outside the root of the tower column of the bridge tower can not be considered when the inclined strut device is arranged, and other inclined strut devices also need to be calculated.
And (4) conclusion: the inclined strut device can obtain larger horizontal transverse force through setting up the angle of inclined strut component and horizontal plane, can reduce effectively under the prerequisite of guaranteeing safety concrete fracture that causes because dead weight and construction load when the bridge tower pylon is under construction. The quantity of the inclined strut devices can be reduced by obtaining larger horizontal transverse force, and the cost is saved.
In other embodiments, 600kN is applied in the first pass, 800kN in the second pass, and 1000kN in the third pass, thereby reducing the stresses outside the root of the pylon 10 and elsewhere within safe limits. Considering that the bracing device constructed in the early stage needs to apply larger force, the tension force of the bracing device below can be reduced after the bracing device at a higher position is constructed.
To sum up, the scheme of applying the tower column of the cable-stayed bridge tower has feasibility in theory, and can obtain larger horizontal transverse force by applying smaller vertical force, so that the tensile stress of the tower column 10 of the bridge tower is controlled within 1MPa, the number of traditional temporary transverse struts can be effectively reduced, the working time is saved, and the efficiency is improved. According to the geometric configuration of the present embodiment, the smaller the angle of the diagonal member 21, the larger the horizontal lateral force obtained, the minimum value of the angle needs to be set in consideration of the safety of the apparatus, and the maximum value of the angle needs to be set in consideration of the effect of the horizontal lateral force against the stress of the self weight of the bridge tower 10. Therefore, depending on the height and tension of the pylon 10, the angle is selected to have a safety range and then to have an optimum value within that range. Because the bracing device both ends are articulated with bridge tower pylon 10, therefore for statically determinate structure, need not to consider the influence of temperature variation in comparison with the interim stull of statically indeterminate structure.
The foregoing descriptions of specific exemplary embodiments of the present invention have been presented for purposes of illustration and description. It is not intended to limit the invention to the precise form disclosed, and obviously many modifications and variations are possible in light of the above teaching. The exemplary embodiments were chosen and described in order to explain certain principles of the invention and its practical application to enable one skilled in the art to make and use various exemplary embodiments of the invention and various alternatives and modifications as are suited to the particular use contemplated. It is intended that the scope of the invention be defined by the claims and their equivalents.
Claims (9)
1. Bracing device of bridge tower column construction, its characterized in that: comprises four diagonal bracing members, a stress piece and a traction rope;
the four inclined strut members surround the side face of the stress part to form an X-shaped layout, one end of each inclined strut member is hinged with the stress part, the extending directions of every two inclined strut members are positioned on the same straight line, the lengths of the four inclined strut members in the same group are the same, and the outer side ends of the four inclined strut members are detachably provided with concrete embedded parts through bolts;
the stress piece is used for bearing vertical force, and the middle position of the stress piece is connected with the end part of the traction rope or the peripheral position of the stress piece is simultaneously connected with the end part of the traction rope.
2. The brace apparatus of claim 1 wherein: the inclined strut component is made of steel.
3. The brace apparatus of claim 2 wherein: the inclined strut member is a long bar-shaped or long section steel or a fixed combination of two connecting rods.
4. The brace apparatus of claim 1 wherein: and a through hole for the traction rope to pass through is formed in the middle of the stress piece.
5. The brace apparatus of claim 4 wherein: the stress piece is of a circular ring structure, and at least four branches are branched at the upper end of the traction rope and are used for being uniformly connected with the stress piece.
6. A mounting structure using the sprag device according to any one of claims 1 to 5, characterized in that: including two bridge tower pylon, at least one bracing device and quantity equal bracing device's force applying device, the bracing device set up within a bridge tower pylon with two built-in fittings of one side within, two built-in fittings of opposite side within another bridge tower pylon, form the contained angle between bracing component and the horizontal plane, force applying device passes through the haulage rope pulling the atress piece, the atress piece receives the power of vertical direction, the atress piece gives each bracing component with the power horizontal dispersion of vertical direction, and the bracing component is last to the inboard thrust of bridge tower pylon.
7. The mounting structure according to claim 6, wherein: the force application device is a winch or an electric telescopic rod or a jack.
8. The mounting structure according to claim 7, wherein: when the force application device adopts a winch, the winch is arranged on the ground and is connected with the traction rope through a labor-saving movable pulley block.
9. The mounting structure according to claim 8, wherein: the mounting structure further comprises a computer, stress sensors are arranged at the outer side positions of the roots of the bridge tower columns and at different heights, and the computer is electrically connected with the stress sensors to acquire stress parameters of the monitoring positions of the bridge tower columns.
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| CN113356058B (en) | 2022-04-01 |
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