High-speed railway high pier column cast-in-place beam assembly type support and using method

Abstract

The invention relates to the technical field of bridge construction, in particular to a high-speed railway high pier column cast-in-place beam assembly type support and a using method thereof.The using method comprises the steps that a first layer of a support foundation assembly support is arranged, and the levelness of a steel pipe stand column is adjusted; splicing a second layer, bolting different layers through high-strength bolts until the number of layers of the bracket reaches a preset value or the height of the bracket reaches the elevation, and detecting the perpendicularity deviation between the steel pipe upright post and the horizontal plane; unloading blocks, I-shaped steel and a plurality of bailey beams are placed on the tops of the steel pipe stand columns, distribution beams are erected, and longitudinal square timbers are laid; the actual settlement amount of the support is detected in the pre-pressing process, and the settlement state of the support foundation is judged; detecting the deflection deformation values of the steel pipe stand columns and the bailey beams, judging the deflection deformation degree generated by the bracket, adjusting the setting parameters of the distribution beams and the bailey beams, and judging the elastic deformation degree of the steel pipe stand columns; and calculating the pre-camber of different positions of the bridge. According to the method, the support is subjected to pre-pressing detection, and a basis is provided for setting the construction pre-camber.

Description

Technical Field

[0001] The present invention relates to the technical field of bridge construction, and in particular to an assembled bracket for cast-in-place beams of high-speed railway piers and a use method thereof. Background Art

[0002] With the development of bridge construction, various supporting tools and supporting devices are changing with each passing day and are facing changes at any time. The in-situ support casting construction technology, which sets up a support at the bridge hole position and casts the beam concrete of the continuous beam on the support, is still widely used in the field of bridge construction due to its advantages of simple and reliable construction, strong adaptability, and one-time investment of materials and equipment that can be turned over multiple times. It is one of the main construction methods of continuous box girder bridges. In the in-situ support casting construction technology, the support plays a supporting and shaping role, and is used to support the formwork and concrete as well as other construction loads.

[0003] Chinese Patent Publication No.: CN117051720A discloses a support system and method for the construction of cast-in-place high pier portal pier cross beams, the support system includes first embedded fixings symmetrically arranged on the piers on both sides, and a longitudinal beam support system for simultaneously providing the piers with horizontal thrust in a direction away from the other side pier is arranged between the first embedded fixings on the piers on both sides; the method includes setting the first embedded fixings and the second embedded fixings in advance during the pier construction process; setting the longitudinal beam support system and the tie rods between the two first embedded fixings and between the two second embedded fixings respectively, and setting a diagonal bracing beam between the longitudinal beam support system and the tie rods; adjusting the horizontal thrust of the longitudinal beam support system on the pier and the horizontal tension applied by the tie rods to the pier to balance the unbalanced moment generated by the casting of the cross beam; it can be seen that the support system and method for the construction of cast-in-place high pier portal pier cross beams have the following problems: The commonly used method for bracket splicing is welding, which poses a safety hazard to the construction of high piers, and the construction is slow and the verticality cannot be guaranteed. Summary of the invention

[0004] To this end, the present invention provides a high-speed railway high pier cast-in-place beam assembled bracket and use method, which is used to overcome the problems that the bracket splicing method in the prior art generally adopts welding, which poses a safety hazard to the construction of high piers, and the construction is slow and the verticality cannot be guaranteed.

[0005] To achieve the above object, the present invention provides a method for using a high-speed railway high pier cast-in-place beam assembled bracket, comprising: Setting a support base of the fabricated support, and assembling the first layer of the fabricated support after the support base is set; The process of assembling the first layer of the assembled bracket includes welding a plurality of steel pipe columns, vertically arranging the plurality of steel pipe columns on the bracket foundation, and bolting the plurality of steel pipe columns to the connecting trusses by bolts; After the first section of the steel pipe column is installed, check the horizontality of the steel pipe column and adjust the level; Assembling the second layer of the assembled bracket, and bolting the second layer of the assembled bracket to the first layer of the assembled bracket by high-strength bolts; Repeatedly assembling the fabricated bracket until the number of bracket layers reaches a preset value, or the bracket height reaches the elevation; Detecting the verticality deviation between the steel pipe column and the horizontal plane; A discharge block is placed on the top of the steel pipe column, an I-beam is arranged on the top of the discharge block, a plurality of Bailey beams are spliced ​​on the top of the I-beam, a distribution beam is erected after the Bailey beams are assembled, and longitudinal square timber is laid on the top of the distribution beam; After the assembled bracket is assembled, the assembled bracket is pre-pressed. During the pre-pressing process, the actual settlement of the assembled bracket is detected to determine the settlement state of the bracket foundation; Detect the deflection values ​​of several steel pipe columns and Bailey beams in the assembled support, determine the degree of deflection produced by the support, adjust the setting parameters of the distribution beam and Bailey beam, and determine the degree of elastic deformation of the steel pipe column; According to the elastic deformation degree of the steel tube column and the deflection deformation value of the Bailey beam, it is judged whether it is necessary to set the pre-camber during the construction process of the cast-in-place beam, and the pre-camber at different positions of the bridge is calculated.

[0006] Furthermore, during the preloading process, the actual settlement amount of the assembled support is detected according to the unit time length. If the actual settlement of the assembled support is greater than or equal to the standard settlement, it is determined that the support foundation is in the first settlement state; If the actual settlement of the fabricated support is less than or equal to the standard settlement for two consecutive days, it is determined that the support foundation is in the second settlement state; Wherein, the unit duration of the fabricated support for supporting the middle span is less than the unit duration of the fabricated support for supporting the side span; The unit time is negatively correlated with the bridge span.

[0007] Furthermore, when the support foundation is in the first settlement state, it is determined that the settlement of the support foundation is not stable, and preloading continues; When the support foundation is in the second settlement state, it is determined that the support foundation settlement has stabilized, and the deflection deformation values ​​of several steel pipe columns in the assembled support are detected according to the initial detection cycle.

[0008] Further, the process of detecting the deflection values ​​of a plurality of steel pipe columns in the assembled support according to the initial detection cycle includes: If the deflection value of any steel pipe column is greater than or equal to the critical value, it is judged that the deflection degree generated by the prefabricated support cannot meet the requirements of bridge construction; If the deflection value of any steel tube column is less than the critical value, it is judged that the deflection degree generated by the assembled bracket can meet the requirements of bridge construction, and the elastic deformation degree of the steel tube column is judged; Wherein, the critical value is a preset value set according to the historical deflection data of the steel pipe column.

[0009] Furthermore, the process of judging the elastic deformation degree of the steel pipe column includes: If the deflection value of any steel tube column is less than the first deflection evaluation value, it is judged that the steel tube column is in the first elastic deformation degree; If the deflection value of any steel tube column is greater than or equal to the first deflection evaluation value, it is judged that the steel tube column is in the second elastic deformation degree; Wherein, the first deflection evaluation value is positively correlated with the column height of any steel pipe column.

[0010] Further, When the support foundation is in the second settlement state, the deflection deformation values ​​of several Bailey beams in the assembled support are detected according to the initial detection cycle. If the deflection value of the Bailey beam is greater than or equal to the second deflection evaluation value, it is determined that the deflection value generated by the Bailey beam is large, and the number of Bailey beams and distribution beams is increased during the assembly of the prefabricated bracket according to the ratio of the deflection value of the Bailey beam to the second deflection evaluation value; If the deflection value of the Bailey beam is less than the second deflection evaluation value, it is determined that the deflection value of the Bailey beam is small, and the spacing between the distribution beam and the Bailey beam is reduced according to the ratio of the deflection value of the Bailey beam to the second deflection evaluation value; The second deflection evaluation value is positively correlated with the span of the bridge.

[0011] Furthermore, the process of determining whether to set a pre-camber during the construction of the cast-in-place beam includes: The number of steel pipe columns at the second elastic deformation degree is detected, and the elastic deformation ratio is calculated. The elastic deformation ratio is equal to the ratio of the number of steel pipe columns at the second elastic deformation degree to the number of steel pipe columns constituting the whole assembled bracket. If the elastic deformation ratio is greater than or equal to the standard ratio, or the deflection value of the Bailey beam is greater than or equal to the second deflection evaluation value, it is judged that the cast-in-place beam construction needs to set the pre-camber; If the elastic deformation ratio is less than the standard ratio, and the deflection value of the Bailey beam is less than the second deflection evaluation value, it is judged that the cast-in-place beam construction does not need to set the pre-camber; The standard ratio is a preset value set according to historical data of the number of steel pipe columns in the second elastic deformation degree during pre-stressing of prefabricated brackets that have passed qualification inspection.

[0012] Furthermore, when the cast-in-place beam construction needs to set the pre-camber, The vertical elastic compression of the steel tube column and the deflection of the horizontal beam system of the support are calculated according to the deflection deformation values ​​of the steel tube column and the Bailey beam, and the weight coefficient is set according to the vertical elastic compression of the steel tube column and the deflection of the horizontal beam system of the support. The weight coefficient of the vertical elastic compression of the steel tube column is less than the weight coefficient of the deflection of the horizontal beam system of the support; The maximum value of the pre-camber at the mid-span of the bridge is equal to the sum of the vertical elastic compression of the steel tube column and the product of the horizontal beam deflection of the support and the corresponding weight coefficient; The deflection of the horizontal beam system of the support is equal to the deflection deformation value of the Bailey beam, and the vertical elastic compression amount of the steel pipe column is the height difference of the steel pipe column before and after pre-stressing.

[0013] The present invention provides a high-speed railway high pier cast-in-place beam assembled bracket, comprising: A plurality of steel pipe columns, wherein the steel pipe columns include a No. 1 steel pipe, a No. 2 steel plate, a No. 3 steel plate, a No. 4 steel plate and a No. 5 steel plate, and the steel pipe columns on the same layer are arranged parallel to each other; The second steel plate is a flange steel plate, which is arranged at both ends of the first steel pipe and has a plurality of bolt holes evenly distributed in an annular direction; A connecting truss, which is connected to the No. 4 steel plates in the plurality of steel pipe columns, and is used to connect the plurality of steel pipe columns; A plurality of unloading blocks, which are arranged on the top of the steel pipe column and can adjust the height of the assembled bracket; An I-beam, which is arranged on the top of the unloading block and is parallel to the connecting truss; A plurality of Bailey beams are vertically arranged on the top of the I-beam at a fixed interval; A plurality of distribution beams, which are vertically arranged on the top of the Bailey beam, cross-arranged with the Bailey beam, and parallel to the I-beam; Longitudinal square timber is arranged on the top of the distribution beam and is fully covered with thick plywood.

[0014] Furthermore, the assembled bracket is divided into several layers, each layer includes a connecting truss and several steel pipe columns, and two adjacent layers of brackets are bolted to each other through the second steel plates arranged at both ends of the first steel pipe; The connecting truss connects several steel pipe columns on the same layer by bolting with the No. 4 steel plate, the No. 2 steel plates are bolted to each other by the high-strength bolts, and the steel pipe columns are connected to steel pipe columns on different layers by bolting the No. 2 steel plates to each other.

[0015] Compared with the prior art, the beneficial effect of the present invention lies in that the side span is the part of the bridge close to the abutment or expansion joint, which usually has a shorter span, and the middle span is the part of the bridge located between the side spans on both sides, which usually has a longer span. Therefore, the middle span bracket needs to observe the settlement of the bracket more frequently to avoid uneven settlement between several brackets in the middle span causing cracks in the beam body. The method detects the actual settlement of the prefabricated bracket by setting a unit time length that is negatively correlated with the span of the bridge, thereby improving the accuracy of the bracket detection, and incorporating the bridge span into the factors that affect the settlement of the bracket, making the use of the bracket in the present invention more flexible and accurate.

[0016] Furthermore, the design requirements of bridge construction are different, the height of the bracket is different, and the column height of the steel tube column in the bracket is also different. The deflection deformation value of the steel tube column is affected by the column height. The greater the height, the easier it is to deform, and the greater the deflection deformation value. Conversely, the smaller the height, the more difficult it is to detect the deflection deformation value of the steel tube column. This method judges the elastic deformation degree of the steel tube column in the prefabricated bracket according to the deflection deformation value of the steel tube column, and adjusts the judgment standard of the elastic deformation degree of the steel tube column according to the column height of the steel tube column, thereby improving the accuracy of judging the elastic deformation degree of the steel tube column and further improving the flexibility and adaptability when using the prefabricated bracket.

[0017] Furthermore, the larger the span of the bridge, the greater the force on the continuous beam and the easier it is to bend. The correspondingly longer the length of the Bailey beam, the greater the deflection deformation value generated. The method judges the magnitude of the deflection deformation value generated by the Bailey beam, and adjusts the setting parameters between the distribution beam and the Bailey beam accordingly. When the deflection deformation is small, the spacing between the distribution beam and the Bailey beam is adjusted to change the force distribution point of the Bailey beam, thereby reducing the deflection deformation generated by the Bailey beam, thereby increasing the flexibility and adaptability of adjusting the prefabricated bracket, and adjusting the judgment standard of the deflection deformation value according to the bridge span, thereby further improving the accuracy of judging the deflection of the Bailey beam.

[0018] Furthermore, for high pier support, prestressing can check the stress of components under various working conditions, check whether the support and foundation meet the force requirements, whether the deflection deformation is within the allowable range, eliminate the gap and inelastic deformation of the component joints and unloading equipment. This method determines the deflection deformation caused by steel pipe columns and Bailey beams, confirms the impact of the changes in the support on the subsequent cast-in-place beam construction, and provides a basis for setting the construction pre-arch accordingly, ensuring that the bridge can reach the ideal linear state after construction, avoiding cracking or excessive deformation of the beam body caused by unreasonable pre-arch setting, and ensuring the safety and durability of the bridge structure.

[0019] Furthermore, the bracket can be assembled quickly, reducing welds, and is suitable for high piers; the bracket changes the welding splicing method to bolting, installs various bolting holes required for connection on the steel pipe, and uses these bolting holes to connect steel pipes, and the steel pipes and transverse trusses are also bolted. It can be widely used in the construction of various high pier cast-in-place beam brackets. Compared with the traditional welding method, the assembly method realizes the three principles of "safer, more efficient, and more advanced". BRIEF DESCRIPTION OF THE DRAWINGS

[0020] Figure 1 It is a schematic flow chart of a method for using a high-speed railway high pier cast-in-place beam assembled bracket according to an embodiment of the present invention; Figure 2 It is a schematic diagram of a front cross-section of a high-speed railway high pier cast-in-place beam assembled bracket according to an embodiment of the present invention; Figure 3 This is a schematic diagram of the main structure of a steel pipe column in an embodiment of the present invention; Figure 4 This is a schematic diagram of the top view of the steel pipe column in an embodiment of the present invention; In the figure: 1- No. 1 steel pipe, 2- No. 2 steel plate, 3- No. 3 steel plate, 4- No. 4 steel plate, 5- No. 5 steel plate, 6- connecting truss, 7- unloading block, 8- I-beam, 9- Bailey beam, 10- distribution beam, 11- longitudinal square timber, 12- thick wood plywood, 13- bolt hole, 14- steel pipe column. DETAILED DESCRIPTION

[0021] In order to make the objects and advantages of the present invention more clearly understood, the present invention is further described below in conjunction with embodiments; it should be understood that the specific embodiments described herein are only used to explain the present invention and are not used to limit the present invention.

[0022] The preferred embodiments of the present invention are described below with reference to the accompanying drawings. It should be understood by those skilled in the art that these embodiments are only used to explain the technical principles of the present invention and are not intended to limit the protection scope of the present invention.

[0023] It should be noted that, in the description of the present invention, terms such as "up", "down", "left", "right", "inside" and "outside" indicating directions or positional relationships are based on the directions or positional relationships shown in the drawings. This is merely for the convenience of description and does not indicate or imply that the device or element must have a specific orientation, be constructed and operated in a specific orientation. Therefore, it cannot be understood as a limitation on the present invention.

[0024] In addition, it should be noted that in the description of the present invention, unless otherwise clearly specified and limited, the terms "installed", "connected", and "connected" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection, or it can be indirectly connected through an intermediate medium, or it can be the internal communication of two components. For those skilled in the art, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0025] See also Figure 1-Figure 4 As shown, Figure 1 It is a schematic flow chart of a method for using a high-speed railway high pier cast-in-place beam assembled bracket according to an embodiment of the present invention; Figure 2 It is a schematic diagram of a front cross-section of a high-speed railway high pier cast-in-place beam assembled bracket according to an embodiment of the present invention; Figure 3 This is a schematic diagram of the main structure of a steel pipe column in an embodiment of the present invention; Figure 4 It is a schematic diagram of the top structure of the steel pipe column in an embodiment of the present invention.

[0026] The present invention provides a method for using a high-speed railway high pier cast-in-place beam assembled bracket, comprising: Step S1, setting a support base of the fabricated support, and assembling the first layer of the fabricated support after the support base is set; The steel pipe column 14 is located between the large and small mileages of the pier body cap, and a 0.9*0.9 (length*width) independent foundation is set on the top surface of the cap. A strip foundation is set between the two caps, and the lap length of the strip foundation and the cap is 0.5m.

[0027] The foundation height shall not be less than 65cm. The specific height shall be calculated by the on-site technicians and then issued to the construction team according to the specific situation. A 90*90 reinforced concrete pier shall be set between the bottom of the steel pipe pier and the pier; rectangular steel bars shall be arranged in the longitudinal and transverse directions of the pier; joint bars shall be set between the reinforced concrete pier and the pier, with 4 rows arranged in the longitudinal and transverse directions (16 bars for a single pier); the joint bars shall extend into the pier or pier for not less than 30cm.

[0028] Step S11, welding a plurality of steel pipe columns 14, welding the No. 2 steel plate 2 to both ends of the No. 1 steel pipe 1, and welding the No. 3 steel plate 3, the No. 4 steel plate 4, and the No. 5 steel plate 5 to the No. 1 steel pipe 1 and the No. 2 steel plate 2; Specifically, the steel pipe column 14 includes a No. 1 steel pipe 1, a No. 2 steel plate 2, a No. 3 steel plate 3, a No. 4 steel plate 4 and a No. 5 steel plate 5; the No. 2 steel plate 2 is a flange plate, and a plurality of bolt holes 13 are evenly distributed in the circumferential direction on the flange plate; The first layer of the fabricated support comprises a connecting truss 6 and a plurality of steel pipe columns 14; In this embodiment, the No. 1 steel pipe 1, the No. 2 steel plate 2, the No. 3 steel plate 3, the No. 4 steel plate 4, and the No. 5 steel plate 5 are an integral device and are mass-produced in a factory.

[0029] Step S12, vertically arranging a plurality of the steel pipe columns 14 on the support foundation; The foundation of steel pipe column 14 is located on the soil layer in the center of the two piers, and the bearing capacity of the foundation under the strip foundation is not less than 120kPa. If the bearing capacity of the foundation does not meet the requirements, the replacement filling shall be widened by not less than 0.5m on each side, and well-graded gravel soil shall be used for layered replacement filling. The maximum thickness of each layer of replacement filling shall not exceed 30cm. After the replacement filling is completed, a 10cm C20 concrete cushion layer shall be applied, and the strip foundation on the cushion layer shall be cast with C30 concrete. After the foundation strength reaches 2.5mpa, the formwork shall be removed, and the concrete shall be cured by geotextile plus plastic film, and the curing period shall not be less than 14 days.

[0030] Step S13, bolting the No. 4 steel plates 4 of the plurality of steel pipe columns 14 to the connecting trusses 6; Step S2, after the first section of the steel pipe column 14 is installed, a level ruler is used at the top of the column to detect the levelness of the steel pipe column 14 and adjust the level; After the first section of the column is installed, use a level ruler to adjust the level on the top of the column. Use steel plates of appropriate thickness to fill the uneven places where the column and the foundation are connected tightly, and then use grouting material to fill the gaps completely.

[0031] Step S3, assembling the second layer of the assembled bracket, and bolting the second layer of the assembled bracket to the first layer of the assembled bracket by high-strength bolts; Specifically, several steel pipe columns 14 on the same layer are bolted together through the connecting truss 6, and several steel pipe columns 14 on different layers are bolted together through the No. 2 steel plate 2 and the high-strength bolts; Step S4, repeating step S3 until the number of support layers reaches a preset value, or the support height reaches the elevation, detecting the verticality deviation between the steel pipe column 14 and the horizontal plane. The verticality deviation during the installation of the steel pipe column 14 should not be greater than 1 / 500 of the column height, and the top offset value of the steel pipe column 14 should not be greater than 50 mm; Step S5, placing a drop block 7 on the top of the steel pipe column 14, setting an I-beam 8 on the top of the drop block 7, splicing a number of Bailey beams 9 on the top of the I-beam 8, after the Bailey beams 9 are assembled, erecting a distribution beam 10, and laying a longitudinal square timber 11 on the top of the distribution beam 10; After the Bailey beam 9 is assembled, it is hoisted to the beam by a car crane or a tower crane. After installation, it is immediately connected and fixed with the adjacent Bailey beam 9 by a flower rack. The flower racks are installed at a spacing of no more than 6 meters, divided into odd-numbered pieces and even-numbered pieces. The flower racks are installed one by one horizontally, and all the flower racks are installed on the large and small mileage sides of the intersection nodes of the Bailey beam 9 and the I-beam 8.

[0032] Step S6, pre-pressing the prefabricated bracket after the prefabricated bracket is assembled, detecting the actual settlement of the prefabricated bracket during the pre-pressing process, and determining the settlement state of the bracket foundation; Step S7, detecting the deflection values ​​of several steel pipe columns 14 and Bailey beams 9 in the assembled support, determining the degree of deflection generated by the support, adjusting the setting parameters of the distribution beam 10 and the Bailey beam 9, and determining the degree of elastic deformation of the steel pipe column 14; Step S8, judging whether it is necessary to set a pre-camber during the construction of the cast-in-place beam according to the elastic deformation degree of the steel tube column 14 and the deflection deformation value of the Bailey beam 9, and calculating the pre-camber at different positions of the bridge.

[0033] In this embodiment, the pre-loading method is used to pre-load the assembled support, and loading is performed step by step according to 50%, 80%, 100%, and 120% of the theoretical load.

[0034] Arrange multiple observation points in the longitudinal direction of the main beam (mid-span, 14th span, 18th span, etc.) for observation, and install stress and strain gauges at key points of key components as needed.

[0035] During the preloading construction, graded loading is adopted. Loading is stopped after loading to 50% and 120%. The settlement and displacement of the support are continuously observed for 12 hours. The next level of load can be applied only after each graded load is applied, the observation is completed and there are no abnormal conditions.

[0036] During the preloading process, the actual settlement of the assembled support is detected according to the unit time. If the actual settlement of the fabricated support is greater than the standard settlement, it is judged that the support foundation is in the first settlement state, the settlement is not stable, and preloading continues; If the actual settlement of the fabricated support is less than or equal to the standard settlement for two consecutive days, it is judged that the support foundation is in the second settlement state and the settlement is stable; In implementation, the unit time length of the prefabricated support for supporting the middle span is smaller than the unit time length of the prefabricated support for supporting the side span, and the standard settlement amount is equal to 1 mm.

[0037] The unit time is negatively correlated with the bridge span.

[0038] Specifically, the side span is the portion of the bridge close to the abutment or expansion joint, which usually has a shorter span. The middle span is the portion of the bridge between the side spans on both sides, which usually has a longer span. Therefore, the middle span bracket needs to observe the settlement of the bracket more frequently to avoid cracking of the beam body due to uneven settlement between several brackets in the middle span. The method detects the actual settlement of the prefabricated bracket by setting a unit time length that is negatively correlated with the span of the bridge, thereby improving the accuracy of the bracket detection, and incorporating the bridge span into the factors that affect the settlement of the bracket, making the method of using the bracket in the present invention more flexible and accurate.

[0039] When the support foundation is in the first settlement state, the settlement of the support foundation is not stable, and preloading continues; When the support foundation is in the second settlement state, the deflection deformation values ​​of several steel pipe columns 14 in the assembled support are detected according to the initial detection cycle. If the deflection value of any steel tube column 14 is less than the critical value, it is determined that the deflection degree generated by the assembled bracket can meet the requirements of bridge construction, and the elastic deformation degree of the steel tube column 14 is determined; If the deflection value of any steel pipe column 14 is greater than or equal to the critical value, it is judged that the deflection degree generated by the assembled bracket cannot meet the requirements of bridge construction; The critical value is a preset value set according to the historical deflection data of the steel pipe column 14 .

[0040] The elastic deformation degree of the steel tube column 14 is judged. If the deflection deformation value of any steel tube column 14 is less than the first deflection evaluation value, it is judged that the steel tube column 14 is at the first elastic deformation degree; If the deflection deformation value of any steel tube column 14 is greater than or equal to the first deflection evaluation value, it is determined that the steel tube column 14 is in the second elastic deformation degree; The first deflection evaluation value is equal to the product of the height of any steel pipe column 14 and a percentage preset according to historical deflection data of the steel pipe column 14 .

[0041] The first deflection evaluation value is positively correlated with the column height of any steel pipe column 14; Specifically, the design requirements of bridge construction are different, the height of the bracket is different, and the column height of the steel tube column 14 in the bracket is also different. The deflection deformation value of the steel tube column 14 is affected by the column height. The greater the height, the easier it is to deform, and the greater the deflection deformation value. Conversely, the smaller the height, the more difficult it is to detect the deflection deformation value of the steel tube column 14. The method judges the elastic deformation degree of the steel tube column 14 in the prefabricated bracket according to the deflection deformation value of the steel tube column 14, and adjusts the judgment standard of the elastic deformation degree of the steel tube column 14 according to the column height of the steel tube column 14, thereby improving the accuracy of judging the elastic deformation degree of the steel tube column 14 and further improving the flexibility and adaptability when using the prefabricated bracket.

[0042] When the support foundation is in the second settlement state, the deflection deformation values ​​of several Bailey beams 9 in the assembled support are detected according to the initial detection cycle. If the deflection deformation value is greater than or equal to the second deflection evaluation value, it is determined that the deflection deformation value generated by the Bailey beam 9 is large, and the number of the Bailey beam 9 and the distribution beam 10 is increased during the assembly of the assembled bracket according to the ratio of the deflection deformation value of the Bailey beam 9 to the second deflection evaluation value; If the deflection value is less than the second deflection evaluation value, it is determined that the deflection value of the Bailey beam 9 is small, and the spacing between the distribution beam 10 and the Bailey beam 9 is reduced according to the ratio of the deflection value of the Bailey beam 9 to the second deflection evaluation value; The second deflection evaluation value is equal to the product of the bridge span and a percentage preset according to the historical deflection data of Bailey beam 9, and the bridge span is equal to the horizontal distance between the centers of two adjacent bearings in the bridge structure; The second deflection evaluation value is positively correlated with the bridge span.

[0043] Specifically, the larger the span of the bridge, the greater the force on the continuous beam and the easier it is to bend. The correspondingly longer the length of the Bailey beam 9 is, and the longer the length of the Bailey beam 9 is, the greater the deflection deformation value generated. The method judges the magnitude of the deflection deformation value generated by the Bailey beam 9, and adjusts the setting parameters between the distribution beam 10 and the Bailey beam 9 accordingly. When the deflection deformation is small, the spacing between the distribution beam 10 and the Bailey beam 9 is adjusted to change the force distribution point of the Bailey beam 9, thereby reducing the deflection deformation generated by the Bailey beam 9, thereby increasing the flexibility and adaptability of adjusting the prefabricated bracket, and adjusting the judgment standard of the deflection deformation value according to the bridge span, thereby further improving the accuracy of judging the deflection of the Bailey beam 9.

[0044] Determine whether it is necessary to set pre-camber during the construction of cast-in-place beams. The number of the steel pipe columns 14 at the second elastic deformation degree is detected, and the elastic deformation ratio is calculated. The elastic deformation ratio is equal to the ratio of the number of the steel pipe columns 14 at the second elastic deformation degree to the number of the steel pipe columns 14 constituting the whole assembled bracket. If the elastic deformation ratio is greater than or equal to the standard ratio, or the deflection deformation value of the Bailey beam 9 is greater than or equal to the second deflection evaluation value, it is determined that the cast-in-place beam construction needs to set the pre-camber; If the elastic deformation ratio is less than the standard ratio, and the deflection deformation value of the Bailey beam 9 is less than the second deflection evaluation value, it is determined that the cast-in-place beam construction does not need to set the pre-camber; The standard ratio is a preset value set according to historical data of the elastic deformation ratio of the steel pipe column 14 of the prefabricated bracket that has passed the qualification test and is in the second elastic deformation degree during pre-stressing.

[0045] In practice, when the cast-in-place beam construction needs to set the pre-arch, the pre-arch is related to the support construction gap, the inelastic deformation of the support foundation, the vertical elastic compression of the steel pipe column 14, and the deflection of the horizontal beam system of the support. After the pre-compression of the assembled bracket, the gap in the bracket structure and the inelastic deformation of the bracket foundation tend to be stable under the pre-compression. The maximum value of the pre-camber at the mid-span position of the bridge is equal to the sum of the vertical elastic compression of the steel tube column 14 and the product of the horizontal beam system deflection of the support and the corresponding weight coefficient. The pre-camber at other positions can be calculated using a quadratic parabola according to relevant regulations; The vertical elastic compression of the steel tube column 14 and the deflection of the horizontal beam system of the support are calculated according to the deflection deformation values ​​of the steel tube column 14 and the Bailey beam 9, and the weight coefficient is set according to the vertical elastic compression of the steel tube column 14 and the deflection of the horizontal beam system of the support. The weight coefficient of the vertical elastic compression of the steel tube column 14 is smaller than the weight coefficient of the deflection of the horizontal beam system of the support.

[0046] In this embodiment, the deflection of the horizontal beam system of the support is equal to the deflection deformation value of the Bailey beam 9, and the vertical elastic compression amount of the steel pipe column 14 is the height difference of the steel pipe column 14 before and after pre-compression.

[0047] Specifically, for high pier support, prestressing can check the stress of components under various working conditions, check whether the support and foundation meet the force requirements, whether the deflection deformation is within the allowable range, eliminate the gap and inelastic deformation of the component joints and unloading equipment. This method determines the deflection deformation caused by the steel pipe column 14 and the Bailey beam 9, confirms the impact of the change of the support on the subsequent cast-in-place beam construction, and provides a basis for setting the construction pre-arch accordingly, ensuring that the bridge can reach an ideal linear state after construction, avoiding cracking or excessive deformation of the beam body caused by unreasonable pre-arch setting, and ensuring the safety and durability of the bridge structure.

[0048] The present invention provides a high-speed railway high pier cast-in-place beam assembled bracket, comprising: A plurality of steel pipe columns 14, wherein the steel pipe columns 14 include a first steel pipe 1, a second steel plate 2, a third steel plate 3, a fourth steel plate 4 and a fifth steel plate 5, and the steel pipe columns 14 on the same layer are arranged parallel to each other; The second steel plate 2 is a flange steel plate, which is arranged at both ends of the first steel pipe 1, and has a plurality of bolt holes 13 evenly distributed in an annular direction; A connecting truss 6, which is connected to the No. 4 steel plate 4 in the plurality of steel pipe columns 14, and is used to connect the plurality of steel pipe columns 14; A plurality of unloading blocks 7 are arranged on the top of the steel pipe column 14, and can adjust the height of the assembled bracket, and the height adjustment is 24-34cm; An I-beam 8, which is arranged on the top of the unloading block 7 and is parallel to the connecting truss 6; A plurality of Bailey beams 9, which are vertically arranged on the top of the I-beam 8 at a fixed interval; A plurality of distribution beams 10, which are vertically arranged on the top of the Bailey beam 9, cross-arranged with the Bailey beam 9, and parallel to the I-beam 8; The longitudinal square timber 11 is arranged on the top of the distribution beam 10, and a thick wood glue board 12 is fully laid thereon.

[0049] Specifically, the connecting truss 6 connects several steel pipe columns 14 on the same layer by bolting with the No. 4 steel plate 4, the No. 2 steel plates 2 are bolted to each other by the high-strength bolts, and the steel pipe columns 14 are connected to the steel pipe columns 14 on different layers by bolting the No. 2 steel plates 2 to each other.

[0050] The assembled bracket is divided into several layers, each layer includes a connecting truss 6 and several steel pipe columns 14, and two adjacent layers of brackets are bolted to each other through the second steel plate 2 arranged at both ends of the first steel pipe 1.

[0051] Specifically, this bracket can be assembled quickly, reducing welds, and is suitable for high piers; this bracket changes the welding splicing method to bolting, installs various bolting holes required for connection on the steel pipe, and uses these bolting holes to connect steel pipes, and also bolts steel pipes to transverse trusses. It can be widely used in the construction of various high pier cast-in-place beam brackets. Compared with the traditional welding method, the assembly method realizes the three principles of "safer, more efficient, and more advanced".

[0052] So far, the technical solutions of the present invention have been described in conjunction with the preferred embodiments shown in the accompanying drawings. However, it is easy for those skilled in the art to understand that the protection scope of the present invention is obviously not limited to these specific embodiments. Without departing from the principle of the present invention, those skilled in the art can make equivalent changes or substitutions to the relevant technical features, and the technical solutions after these changes or substitutions will fall within the protection scope of the present invention.

[0053] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. For those skilled in the art, the present invention may have various modifications and variations. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention shall be included in the protection scope of the present invention.

Claims

1. A method for using a high-speed railway high pier cast-in-place beam assembled bracket, characterized in that: include: Setting a support base of the fabricated support, and assembling the first layer of the fabricated support after the support base is set; The process of assembling the first layer of the assembled bracket includes welding a plurality of steel pipe columns, vertically arranging the plurality of steel pipe columns on the bracket foundation, and bolting the plurality of steel pipe columns to the connecting trusses by bolts; After the first section of the steel pipe column is installed, check the horizontality of the steel pipe column and adjust the level; Assembling the second layer of the assembled bracket, and bolting the second layer of the assembled bracket to the first layer of the assembled bracket by high-strength bolts; Repeat the assembly of the fabricated bracket until the number of bracket layers reaches a preset value, or the bracket height reaches the elevation, and detect the verticality deviation between the steel pipe column and the horizontal plane; A discharge block is placed on the top of the steel pipe column, an I-beam is arranged on the top of the discharge block, a plurality of Bailey beams are spliced ​​on the top of the I-beam, a distribution beam is erected after the Bailey beams are assembled, and longitudinal square timber is laid on the top of the distribution beam; After the assembled bracket is assembled, the assembled bracket is pre-pressed. During the pre-pressing process, the actual settlement of the assembled bracket is detected to determine the settlement state of the bracket foundation; Detect the deflection values ​​of several steel pipe columns and Bailey beams in the assembled support, determine the degree of deflection produced by the support, adjust the setting parameters of the distribution beam and Bailey beam, and determine the degree of elastic deformation of the steel pipe column; According to the elastic deformation degree of the steel tube column and the deflection deformation value of the Bailey beam, it is judged whether it is necessary to set the pre-camber during the construction process of the cast-in-place beam, and the pre-camber at different positions of the bridge is calculated.

2. The method for using the high-speed railway high pier cast-in-place beam assembled bracket according to claim 1 is characterized in that: During the preloading process, the actual settlement amount of the assembled support is detected according to the unit time. If the actual settlement of the assembled support is greater than or equal to the standard settlement, it is determined that the support foundation is in the first settlement state; If the actual settlement of the fabricated support is less than or equal to the standard settlement for two consecutive days, it is determined that the support foundation is in the second settlement state; Wherein, the unit duration of the fabricated support for supporting the middle span is less than the unit duration of the fabricated support for supporting the side span; The unit time is negatively correlated with the bridge span.

3. The method for using the high-speed railway high pier cast-in-place beam assembled bracket according to claim 2 is characterized in that: When the support foundation is in the first settlement state, it is determined that the settlement of the support foundation is not stable, and preloading continues; When the support foundation is in the second settlement state, it is determined that the support foundation settlement has stabilized, and the deflection deformation values ​​of several steel pipe columns in the assembled support are detected according to the initial detection cycle.

4. The method for using the high-speed railway high pier cast-in-place beam assembled bracket according to claim 3 is characterized in that: The process of testing the deflection values ​​of several steel pipe columns in the assembled support according to the initial testing cycle includes: If the deflection value of any steel pipe column is greater than or equal to the critical value, it is judged that the deflection degree generated by the prefabricated support cannot meet the requirements of bridge construction; If the deflection value of any steel tube column is less than the critical value, it is judged that the deflection degree generated by the assembled bracket can meet the requirements of bridge construction, and the elastic deformation degree of the steel tube column is judged; Wherein, the critical value is a preset value set according to the historical deflection data of the steel pipe column.

5. The method for using the high-speed railway high pier cast-in-place beam assembled bracket according to claim 4 is characterized in that: The process of judging the elastic deformation degree of the steel pipe column includes: If the deflection value of any steel tube column is less than the first deflection evaluation value, it is judged that the steel tube column is in the first elastic deformation degree; If the deflection value of any steel tube column is greater than or equal to the first deflection evaluation value, it is judged that the steel tube column is in the second elastic deformation degree; Wherein, the first deflection evaluation value is positively correlated with the column height of any steel pipe column.

6. The method for using the high-speed railway high pier cast-in-place beam assembly bracket according to claim 3 is characterized in that: When the support foundation is in the second settlement state, the deflection deformation values ​​of several Bailey beams in the assembled support are detected according to the initial detection cycle. If the deflection value of the Bailey beam is greater than or equal to the second deflection evaluation value, it is determined that the deflection value generated by the Bailey beam is large, and the number of Bailey beams and distribution beams is increased during the assembly of the prefabricated bracket according to the ratio of the deflection value of the Bailey beam to the second deflection evaluation value; If the deflection value of the Bailey beam is less than the second deflection evaluation value, it is determined that the deflection value of the Bailey beam is small, and the spacing between the distribution beam and the Bailey beam is reduced according to the ratio of the deflection value of the Bailey beam to the second deflection evaluation value; The second deflection evaluation value is positively correlated with the span of the bridge.

7. The method for using the high-speed railway high pier cast-in-place beam assembly bracket according to claim 1 is characterized in that: The process of determining whether pre-camber needs to be set during the construction of cast-in-place beams includes: The number of steel pipe columns at the second elastic deformation degree is detected, and the elastic deformation ratio is calculated. The elastic deformation ratio is equal to the ratio of the number of steel pipe columns at the second elastic deformation degree to the number of steel pipe columns constituting the whole assembled bracket. If the elastic deformation ratio is greater than or equal to the standard ratio, or the deflection value of the Bailey beam is greater than or equal to the second deflection evaluation value, it is judged that the cast-in-place beam construction needs to set the pre-camber; If the elastic deformation ratio is less than the standard ratio, and the deflection value of the Bailey beam is less than the second deflection evaluation value, it is judged that the cast-in-place beam construction does not need to set the pre-camber; The standard ratio is a preset value set according to historical data of the number of steel pipe columns in the second elastic deformation degree during pre-stressing of prefabricated brackets that have passed qualification inspection.

8. The method for using the high-speed railway high pier cast-in-place beam assembled bracket according to claim 7, characterized in that: When the cast-in-place beam construction needs to set the pre-camber, The vertical elastic compression of the steel tube column and the deflection of the horizontal beam system of the support are calculated according to the deflection deformation values ​​of the steel tube column and the Bailey beam, and the weight coefficient is set according to the vertical elastic compression of the steel tube column and the deflection of the horizontal beam system of the support. The weight coefficient of the vertical elastic compression of the steel tube column is less than the weight coefficient of the deflection of the horizontal beam system of the support; The maximum value of the pre-camber at the mid-span of the bridge is equal to the sum of the vertical elastic compression of the steel tube column and the product of the horizontal beam deflection of the support and the corresponding weight coefficient; The deflection of the horizontal beam system of the support is equal to the deflection deformation value of the Bailey beam, and the vertical elastic compression amount of the steel pipe column is the height difference of the steel pipe column before and after pre-stressing.

9. An assembled bracket for high-speed railway high pier cast-in-place beams suitable for the use method described in claims 1-8, characterized in that: include: A plurality of steel pipe columns, wherein the steel pipe columns include a No. 1 steel pipe, a No. 2 steel plate, a No. 3 steel plate, a No. 4 steel plate and a No. 5 steel plate, and the steel pipe columns on the same layer are arranged parallel to each other; The second steel plate is a flange steel plate, which is arranged at both ends of the first steel pipe and has a plurality of bolt holes evenly distributed in an annular direction; A connecting truss, which is connected to the No. 4 steel plates in the plurality of steel pipe columns, and is used to connect the plurality of steel pipe columns; A plurality of unloading blocks, which are arranged on the top of the steel pipe column and can adjust the height of the assembled bracket; An I-beam, which is arranged on the top of the unloading block and is parallel to the connecting truss; A plurality of Bailey beams are vertically arranged on the top of the I-beam at a fixed interval; A plurality of distribution beams, which are vertically arranged on the top of the Bailey beam, cross-arranged with the Bailey beam, and parallel to the I-beam; Longitudinal square timber is arranged on the top of the distribution beam and is fully covered with thick plywood.

10. The high-speed railway high pier cast-in-place beam assembled bracket according to claim 9, characterized in that: The assembled bracket is divided into several layers, each layer includes a connecting truss and several steel pipe columns, and two adjacent layers of brackets are bolted to each other through the second steel plates arranged at both ends of the first steel pipe; The connecting truss connects several steel pipe columns on the same layer by bolting with the No. 4 steel plate, the No. 2 steel plates are bolted to each other by the high-strength bolts, and the steel pipe columns are connected to steel pipe columns on different layers by bolting the No. 2 steel plates to each other.

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