CN110158480B - Elevation adjusting method for beam body at bridge support - Google Patents
Elevation adjusting method for beam body at bridge support Download PDFInfo
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Abstract
The invention relates to the technical field of bridge structures, and discloses an elevation adjusting method for a beam body at a bridge support, which comprises the following steps: s1, determining the height difference of the beam body elevations at the supports on each abutment, which need to be adjusted upwards; s2, manufacturing cushion blocks with corresponding thicknesses according to the height difference adjusted as required; s3, synchronously jacking the beam body at the support position needing elevation adjustment to a first preset height h; s4, placing and installing corresponding cushion blocks between the support and the beam body, between the support and the support cushion stone or between the support and the abutment; and S5, synchronously dropping the jacked beam body to complete the adjustment of the elevation of the beam body at the support. The cushion block with the appointed thickness is additionally arranged between the support and the beam body of the bridge, the elevation of each position of the beam body is maintained at the height difference value of the initial state, and the elevation of the beam body or the counter force of the support at the support is adjusted, so that the adverse effect of the secondary internal force of the upper structure of the bridge caused by uneven settlement is eliminated or reduced.
Description
Technical Field
The invention relates to the technical field of bridge structures, in particular to an elevation adjusting method for a beam body at a bridge support.
Background
After the bridge structure is built, the foundation of the pier of the lower structure can be settled within a certain period of time, which causes the redistribution of internal force of the upper structure of the bridge. For a multi-span continuous beam belonging to a statically indeterminate structure, the secondary internal force is generated due to the uneven settlement displacement of the foundations of the adjacent abutments of the lower structure, and the structural safety is seriously affected by the overlarge secondary internal force. The same bridge can have uneven settlement because the soil layer of each adjacent pier foundation is uneven or discontinuous. In addition, the new and old bridge structures are widened (or widened) to cause similar problems between the new and old bridge structures, mainly because the new and old bridge structures have poor construction time, the old bridge foundation settlement is completed, and after the new bridge foundation settlement time is delayed, the new bridge foundation settlement time and the old bridge foundation settlement time are asynchronous, so that transverse bridge direction uneven settlement displacement is generated between the new bridge and the old bridge, and secondary internal force is generated on the bridge superstructure.
Therefore, in order to eliminate or reduce the adverse effect caused by the uneven settlement of the foundation at the lower part of the bridge structure, the settlement displacement of each pier of the same bridge and the settlement displacement difference between the new bridge and the old bridge of the spliced width (or widened) bridge need to be tracked and monitored, measures are taken to reduce the settlement displacement difference between the piers of the same bridge and the settlement displacement difference between the new bridge and the old bridge of the spliced width (or widened) bridge, and the adverse effect caused by the secondary internal force is weakened.
Aiming at the adverse effect caused by uneven settlement displacement of a bridge substructure, engineering technicians provide several kinds of variable-height support solutions at present so as to eliminate the settlement displacement difference of the substructure at each support. In the first type, a support constructed mainly with a rotatable screw shaft is adjusted in height by rotating a screw rod (shaft) inside the support. The technology seems feasible in principle, but the actual operation is difficult, and the height of the support is difficult to adjust by rotating and rising under the action of thousands of tons of support counter force due to the fact that the appearance of the support is rusted and deformed in the later period once the support is put into use and the extremely large frictional resistance. And after the support rotates, the support and an anchor bolt hole of the bridge structure can be dislocated, so that the anchoring is difficult, and the method has poor practicability and operability.
The second type, the scheme is raised to two wedge piece subtend slip, and the biggest defect of this type of scheme has two points, firstly realizes the support through two wedge piece subtend slips and increases, and it is comparatively difficult to apply subtend slip force, and secondly in normal use, wedge poor stability, the gliding risk is higher, will take enough firm measure to prevent that the wedge from gliding, especially under the vehicle impact load effect, this kind of anti-skidding measure inefficacy probability is higher, has the potential safety hazard.
And in the third type, the liquid or low-melting-point alloy and other materials are injected into the support, and the support is lifted and lowered by injecting or discharging the substances. The scheme has fatal defect, firstly, under the action of vehicle impact load, the liquid tightness is a difficult point, and particularly, under the influence of the rotary displacement of the support, the tightness of an inner cavity for storing the liquid is difficult to ensure, and the leakage risk is higher. Secondly, the support bears larger vertical support reaction force, and in the process of injecting materials such as liquid or low-melting-point alloy and the like into the support, the materials can be pressed into the inner cavity of the support by adopting extremely high injection pressure, so that the purpose of adjusting the height of the support is realized. From the current industry level, the scheme has extremely high implementation difficulty and extremely high cost.
In conclusion, the existing technical scheme has high risk, high difficulty, low cost and poor practicability and operability. Therefore, under the premise of not influencing the normal construction or traffic of the bridge, measures are taken for under-construction bridges, widened bridges and in-service bridges, and the secondary internal force influence of the lower structure caused by differential settlement displacement is reduced, so that the key problem which needs to be solved urgently at present is solved.
Therefore, there is a need for an elevation adjustment method for a beam at a bridge support to solve the above-mentioned technical problems.
Disclosure of Invention
The invention aims to provide an elevation adjusting method for a beam body at a bridge support, which has the characteristics of simplicity in operation, strong practicability and operability, high safety, small construction difficulty, low cost and easiness in implementation.
In order to achieve the purpose, the invention adopts the following technical scheme:
the method for adjusting the elevation of the beam body at the bridge support comprises the following steps:
s1, determining the height difference of the beam body elevations at the supports on each abutment, which need to be adjusted upwards;
s2, manufacturing cushion blocks with corresponding thicknesses according to the height difference adjusted as required;
s3, synchronously jacking the beam body at the support position needing elevation adjustment to a first preset height h;
s4, placing and installing corresponding cushion blocks between the support and the beam body, between the support and the support cushion stone or between the support and the abutment;
and S5, synchronously dropping the jacked beam body to complete the adjustment of the elevation of the beam body at the support.
As an optimal scheme of the elevation adjusting method of the beam body at the bridge support, the elevation difference of the beam body elevation at the support on each abutment needing to be adjusted upwards is determined, and the method comprises the following steps:
t1, setting a settlement observation point at the support of the bridge pier;
t2, tracking and observing the settlement observation points for a first preset time to obtain settlement data of the beam body at each support;
and T3, calculating the differential settlement displacement of the beam body at each support according to the settlement data to determine the height difference of the beam body at each support on each abutment, which needs to be adjusted upwards.
As an optimal scheme of the elevation adjusting method of the beam body at the bridge support, the elevation difference of the beam body elevation at the support on each abutment needing to be adjusted upwards is determined, and the method comprises the following steps:
t10, arranging a force measuring device on the bridge pier, wherein the force measuring device is configured to track and monitor the reaction force of the support for a long time, and each support is required to be provided with at least one reaction force monitoring point;
t20, obtaining relatively stable reaction force data of each support after tracking and monitoring for a second preset time;
t30, calculating the reaction force increment of each support according to the reaction force data, and determining the reaction force adjustment value of each support;
t40, lifting the beam body at the support needing to adjust the counter force upwards to a second preset height according to the counter force adjusting value, and ensuring that the counter force value of each support after lifting is equal to the initial counter force value of the support;
t50, adjusting the counter force of each support according to the mode of the steps T10-T40, and then counting and calculating the height value of the beam body at each support, which needs to be lifted upwards;
t60, calculating the height difference of the beam body elevation on the support on each abutment needing to be adjusted upwards according to the height value of the upward jacking required.
As a preferred scheme of the elevation adjusting method for the beam body at the bridge support, for the basin-type support, before step S3, the anchor bolt between the support and the beam body is removed, and the through hole matched with the anchor bolt is arranged on the cushion block.
As a preferable scheme of the method for adjusting the elevation of the beam body at the bridge support, for the plate-type rubber support, before step S3, an anchor bolt hole is formed at the bottom of the beam body, and a through hole matched with the anchor bolt hole is formed in the cushion block.
As a preferable scheme of the method for adjusting the elevation of the beam body at the bridge bearing, for the basin-shaped bearing, after the step S5, the anchor bolt is passed through the anchor hole on the basin-shaped bearing and the through hole on the cushion block to be anchored on the beam body.
As a preferable scheme of the method for adjusting the elevation of the beam body at the bridge support, in step S4, the pad block is anchored to the bottom of the beam body by the anchor bolt for the slab rubber support.
As a preferred scheme of the elevation adjusting method of the beam body at the bridge support, the height difference between the first preset height h and the support is larger than the thickness of a cushion block arranged at the position.
As a preferred scheme of the elevation adjusting method of the beam body at the bridge support, the cushion block is a metal plate.
The invention has the beneficial effects that: the method comprises the steps that a cushion block with specified thickness is additionally arranged between a support and a beam body of the bridge, the elevation of each position of the beam body is maintained at the height difference of an initial state, and the elevation of the beam body or the counter force of the support at the support is adjusted, so that the adverse effect of secondary internal force caused by uneven settlement of the upper structure of the bridge is eliminated or reduced; the installed cushion blocks are clamped between the support and the beam body, between the support and the support cushion stone or between the support and the abutment, so that the bearing capacity is high, the impact of live load of a vehicle is not afraid, the safety and the stability are realized, the manufacturing method of the cushion blocks is simple, and the cost is low; the jacking of the beam body can be completed through jacking apparatuses such as a jack and the like; the method is simple to operate, and has the characteristics of strong practicability, strong operability, high safety, small construction difficulty, low cost and easiness in implementation.
Drawings
FIG. 1 is a schematic diagram of a settlement observation point provided in a second embodiment of the present invention;
FIG. 2 is a schematic structural view of an anchor bolt of an upper seat plate with a support removed, provided in a second embodiment and a third embodiment of the present invention;
fig. 3 is a schematic structural diagram of a beam body synchronously jacking up an appointed height h according to a second embodiment and a third embodiment of the invention;
FIG. 4 is a schematic structural diagram of a cushion block placed on a support according to a second embodiment and a third embodiment of the present invention;
FIG. 5 is a schematic structural diagram of a second and third embodiments of the present invention after the jacked beam is synchronously pulled down;
FIG. 6 is a schematic structural diagram of a second embodiment and a third embodiment of the present invention, in which a cushion block is fixed between a support and a beam body;
FIG. 7 is a schematic diagram of a reaction observation point arrangement provided in the third embodiment of the present invention;
fig. 8 is a schematic layout of a settlement observation point provided in the fourth embodiment of the present invention;
fig. 9 is a schematic structural diagram of an anchoring bolt hole formed in the bottom of a beam body according to a fourth embodiment and a fifth embodiment of the present invention;
fig. 10 is a schematic structural diagram of jacking a beam body to a first preset height h according to a fourth embodiment and a fifth embodiment of the invention;
FIG. 11 is a schematic structural diagram of fixing a cushion block to the bottom of a beam according to a fourth embodiment and a fifth embodiment of the present invention;
fig. 12 is a schematic structural diagram after the beam body is synchronously pulled down according to the fourth embodiment and the fifth embodiment of the present invention;
fig. 13 is a schematic diagram of the arrangement of the reaction observation points provided in the fifth embodiment of the present invention.
In the figure: 1. a beam body; 2. pier abutment; 3. cushion blocks; 4. an anchor bolt; 5. a basin-type support; 6. an anchor bolt hole; 7. a plate-type rubber support; 8. and (5) supporting the cushion block.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are some, but not all, embodiments of the present invention. The components of embodiments of the present invention generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations.
Thus, the following detailed description of the embodiments of the present invention, presented in the figures, is not intended to limit the scope of the invention, as claimed, but is merely representative of selected embodiments of the invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
It should be noted that: like reference numbers and letters refer to like items in the following figures, and thus, once an item is defined in one figure, it need not be further defined and explained in subsequent figures.
In the description of the present invention, it should be noted that the terms "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings or orientations or positional relationships that are conventionally placed when the products of the present invention are used, and are used only for convenience of describing the present invention and simplifying the description, but do not indicate or imply that the devices or elements to be referred to must have specific orientations, be constructed in specific orientations, and operate, and thus, should not be construed as limiting the present invention. Furthermore, the terms "first," "second," "third," and the like are used solely to distinguish one from another and are not to be construed as indicating or implying relative importance. In the description of the present invention, "a plurality" means two or more unless otherwise specified.
In the description of the present invention, it should also be noted that, unless otherwise explicitly specified or limited, the terms "disposed" and "connected" are to be interpreted broadly, e.g., as being either fixedly connected, detachably connected, or integrally connected; either mechanically or electrically. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
In the present invention, unless otherwise expressly stated or limited, "above" or "below" a first feature means that the first and second features are in direct contact, or that the first and second features are not in direct contact but are in contact with each other via another feature therebetween. Also, the first feature being "on," "above" and "over" the second feature includes the first feature being directly on and obliquely above the second feature, or merely indicating that the first feature is at a higher level than the second feature. A first feature being "under," "below," and "beneath" a second feature includes the first feature being directly under and obliquely below the second feature, or simply meaning that the first feature is at a lesser elevation than the second feature.
Reference will now be made in detail to embodiments of the present invention, examples of which are illustrated in the accompanying drawings, wherein like or similar reference numerals refer to the same or similar elements or elements having the same or similar function throughout. The embodiments described below with reference to the accompanying drawings are illustrative only for the purpose of explaining the present invention, and are not to be construed as limiting the present invention.
Example one
The embodiment discloses an elevation adjusting method for a beam body at a bridge support, which comprises the following steps:
s1, determining the height difference of the beam body elevations at the supports on each abutment, which need to be adjusted upwards;
s2, manufacturing cushion blocks with corresponding thicknesses according to the height difference adjusted as required, wherein the cushion blocks are hard metal plates and are not easy to deform when being extruded, and steel plates are commonly used in the construction process;
s3, synchronously jacking the beam body at the support position needing elevation adjustment to a first preset height h;
s4, placing and installing corresponding cushion blocks between the support and the beam body, between the support and the support cushion stone or between the support and the abutment;
and S5, synchronously dropping the jacked beam body to complete the adjustment of the elevation of the beam body at the support.
The height difference between the first preset height h and the support is larger than the thickness of the cushion block arranged at the position, and the requirement of subsequent construction operation space can be met. But the jacking height cannot be too large, so that the structural safety of the bridge is not influenced.
The method comprises the steps that a cushion block with specified thickness is additionally arranged between a support and a beam body of the bridge, the elevation of each position of the beam body is maintained at the height difference of an initial state, and the elevation of the beam body or the counter force of the support at the support is adjusted, so that the adverse effect of secondary internal force caused by uneven settlement of the upper structure of the bridge is eliminated or reduced; the installed cushion blocks are clamped between the support and the beam body, between the support and the support cushion stone or between the support and the abutment, so that the bearing capacity is high, the impact of live load of a vehicle is not afraid, the safety and the stability are realized, the manufacturing method of the cushion blocks is simple, and the cost is low; the jacking of the beam body can be completed through jacking apparatuses such as a jack and the like; the method is simple to operate, and has the characteristics of strong practicability, strong operability, high safety, small construction difficulty, low cost and easiness in implementation.
Example two
The embodiment discloses an elevation adjusting method for a beam body at a bridge support, which mainly aims at a basin-type support 5 and comprises the following steps:
s10, setting a settlement observation point at the support of the bridge pier 2;
s20, tracking and observing the settlement observation points for a first preset time to obtain settlement data of the beam body 1 at each support;
s30, calculating the differential settlement displacement of the beam body 1 at each support according to the settlement data to determine the height difference of the beam body elevation at each support on each abutment 2 which needs to be adjusted upwards;
s40, manufacturing a cushion block 3 with a corresponding thickness according to the height difference adjusted as required, wherein the cushion block 3 is a steel plate;
s50, detaching the anchor bolt 4 between the support and the beam body 1, and arranging a through hole matched with the anchor bolt 4 on the cushion block 3;
s60, synchronously jacking the beam body 1 at the support position needing elevation adjustment to a first preset height h;
s70, placing and installing a corresponding cushion block 3 between the support and the beam body 1;
s80, synchronously dropping the jacked beam body 1, and anchoring the anchoring bolt 4 in the anchoring hole on the beam body 1 through the anchoring hole on the basin-shaped support 5 and the through hole on the cushion block 3 to fix the cushion block 3 and complete the adjustment of the beam body elevation at the support.
Specifically, S100, setting a settlement observation point of the beam body 1 at a support of the bridge abutment 2. The settlement observation process of the beam body 1 and the method how to utilize settlement data are illustrated by taking the four-span continuous beam (total 10 supports) in fig. 1 as an example, and the settlement observation method is the same for hyperstatic bridge structures with different bridge hole numbers. As shown in fig. 1, the settlement observation points of the beam body 1 are arranged at the respective supports, and Z1 to Z10 are the settlement observation points of the beam body 1.
S200, carrying out long-term tracking observation on the bridge with the settlement observation points, and when the settlement observation data is stable or the settlement difference value of the beam body 1 at each support exceeds the structure bearable range (the structure borne range of the beam body 1 is related according to the specific structure of the beam body 1, and the structure borne ranges of the beam bodies 1 of different structures are different), preparing to adjust the elevation of the beam body at each support.
S300, calculating the differential value of the uneven settlement displacement of the beam body 1 at the support of each abutment 2 according to the settlement observation data, and determining the height difference delta h of the beam body elevation at the support of each abutment 2 which needs to be adjusted upwardsn；
Δhn＝|Z1|-min{|Z1|，|Z2|，|Z3|，|Z4|，|Z5|，|Z6|，|Z7|，|Z8|，|Z9|，|Z10|}
Wherein,. DELTA.hnIndicates the number Z of the supportnAdjusting the elevation of the beam body upwards;
|Zni denotes the support number ZnThe absolute value of settlement observation data of the beam body 1;
|Z1|、|Z2|、|Z3|、|Z4|、|Z5|、|Z6|、|Z7|、|Z8|、|Z9|、|Z10| represents a settlement observation point Z1～Z10The absolute value of settlement observation data of the beam body 1;
min{|Z1|，|Z2|，|Z3|，|Z4|，|Z5|，|Z6|，|Z7|，|Z8|，|Z9|，|Z10denotes a settlement observation point Z1～Z10The absolute value of the beam 1 settlement data at the minimum.
S400, as shown in figure 2, the anchor bolt 4 between the upper seat plate of the support and the bottom of the beam body 1 is removed.
S500, as shown in figure 3, synchronously jacking the beam body 1 at the support position needing elevation adjustment to an appointed height h, wherein the jacking height ensures that the structural safety is not influenced on one hand, and can meet the space requirement of subsequent construction operation. For newly-built bridges, the installation positions of the jacking jacks and the temporary supports are reserved at proper positions on the abutments 2; for the in-service bridge, a proper position is selected on the abutment 2 or a jacking supporting platform is arranged outside to meet the installation requirements of a jack and a temporary support.
S600, as shown in figure 4, a customized steel plate is arranged between the upper seat plate of the support and the beam body 1. The plane size of the steel plate and the plane size of the bolt hole, the bolt hole of the beam body 1 and the plane size of the support are matched, and smooth installation is ensured. The height difference deltah between the thickness of the customized steel plate and the height of the beam body at the support of each abutment 2, which needs to be adjusted upwards in the previous step S300nAnd (5) the consistency is achieved.
And S700, as shown in figures 5 and 6, synchronously dropping the jacked beam body 1, and then screwing the connecting bolt, thereby completing the adjustment of the beam body elevation at the support.
In other embodiments, the pad 3 may be placed between the basin stand 5 and the abutment 2.
EXAMPLE III
The embodiment discloses an elevation adjusting method for a beam body at a bridge support, which mainly aims at a basin-type support 5 and comprises the following steps:
s10, arranging force measuring devices on the bridge pier 2, wherein the force measuring devices are configured to track and monitor the reaction force of the supports for a long time, and each support is required to be provided with at least one reaction force monitoring point;
s20, obtaining relatively stable reaction data of each support after tracking and monitoring for a second preset time, then calculating reaction increment of each support according to the reaction data, and determining a reaction adjustment value of each support;
s30, detaching the anchor bolts 4 between the supports and the beam body 1, and lifting the beam body 1 at the supports needing reaction adjustment to a second preset height according to the reaction adjustment value to ensure that the reaction value of each support after lifting is equal to the initial reaction value of the support;
s40, adjusting the counter force of each support according to the mode of S10-S30, then counting and calculating the height value of the beam body 1 at each support position needing to be lifted upwards one by one, and then calculating the height difference of the beam body at the support position on each abutment 2 needing to be adjusted upwards according to the height value needing to be lifted upwards;
s50, manufacturing a cushion block 3 with a corresponding thickness according to the height difference adjusted as required, wherein the cushion block 3 is a steel plate; through holes matched with the anchor bolts 4 are formed in the cushion blocks 3;
s60, synchronously jacking the beam body 1 at the support position needing elevation adjustment to a first preset height h;
s70, placing and installing a corresponding cushion block 3 between the support and the beam body 1;
s80, synchronously dropping the jacked beam body 1, and anchoring the anchoring bolt 4 in the anchoring hole on the beam body 1 through the anchoring hole on the basin-shaped support 5 and the through hole on the cushion block 3 to fix the cushion block 3 and complete the adjustment of the beam body elevation at the support.
Specifically, S100, a support or other force measuring devices capable of measuring the reaction force are arranged on the bridge abutment 2 for tracking and monitoring the reaction force of the support for a long time, and at least one reaction force monitoring point is required to be arranged at each support. The four-span continuous beam (total 10 supports) in fig. 7 is taken as an example to explain the support reaction monitoring process and a method for using support reaction data, and the support reaction observation method is the same for hyperstatic bridge structures with different bridge hole numbers. As shown in fig. 7, a seat reaction force observation point is arranged at each seat, and Z1 to Z10 are seat reaction force observation points.
S200, carrying out long-term tracking settlement monitoring on the bridge with the support reaction observation points, and preparing to adjust the reaction of each support when the support reaction data is stable or the reaction increment of each support exceeds the bearable range of the structure.
S300, determining the quantity value of each support reaction force required to be adjusted according to the support reaction force monitoring data, and then adjusting the elevation of the beam body at each support to achieve the purpose of adjusting the support reaction force. Reaction force adjustment value delta F of each supportnDetermined by the following formula:
ΔFn＝Zn-Zn0
ΔFnindicates the number Z of the supportnA support reaction force increment value is obtained, and a negative value indicates that the support reaction force is reduced in the use process, which indicates that the beam body 1 at the support has large settlement; the positive value indicates that the counter force of the support is increased in the use process, and the condition that the beam body 1 at the support is not settled or is slightly settled relative to other supports is indicated;
Znindicates the number Z of the supportnA counter force monitoring value of the support is obtained;
Zn0indicates the number Z of the supportnAnd (4) setting the initial value of the counter force of the support.
S400, for the basin-type support 5, removing the anchor bolts 4 between the upper seat plate of the support and the beam body 1, as shown in figure 2.
S500, adjusting the reaction force of the support: firstly, jacking the beam body 1 at the position of the support with the required adjustment reaction force to a preset height, ensuring that the reaction force value of each support after jacking is equal to the initial reaction force value of the support, and the adjustment value of the reaction force of each support is shown as delta F in the S300n(ii) a Adjusting the counter force of each support according to the method, and then counting the upward jacking height value of the beam body 1 at each support one by one; finally, calculating the height difference value delta h of the beam body elevation at each support needing to be adjusted upwardsn。
Δhn＝|Z1|-min{|Z1|，|Z2|，|Z3|，|Z4|，|Z5|，|Z6|，|Z7|，|Z8|，|Z9|，|Z10|}
ΔhnIndicates the number Z of the supportnAdjusting the elevation of the beam body upwards;
|Zni denotes the support number ZnThe absolute value of the height data of the beam body 1 which is lifted upwards;
|Z1|、|Z2|、|Z3|、|Z4|、|Z5|、|Z6|、|Z7|、|Z8|、|Z9|、|Z10i represents the observation point Z of the jacking height of the beam body 1 at the support when the support counter force is adjusted to the initial value1～Z10The absolute value of the height data of the beam body 1 which is lifted upwards;
min{|Z1|，|Z2|，|Z3|，|Z4|，|Z5|，|Z6|，|Z7|，|Z8|，|Z9|，|Z10i represents the observation point Z of the jacking height of the beam body 1 at the support1～Z10The absolute value of the height data of the beam body 1 with the smallest height is lifted upwards.
S600, as shown in fig. 3, synchronously jacking the beam bodies 1 at all the supports to a certain height h again, wherein the jacking height ensures that the structural safety is not influenced on one hand, and the space requirement of subsequent construction operation can be met on the other hand.
And S700, as shown in figure 4, installing a customized steel plate between the support and the beam body 1. The plane size and the bolt hole of the steel plate are matched with the bolt hole of the beam body 1, the plane size of the support and the like, so that smooth installation is ensured. The thickness of the customized steel plate and the height difference delta h of the beam body elevation at each support needing to be adjusted upwards in the previous step S500nAnd (5) the consistency is achieved.
S800, as shown in fig. 5 and 6, the beam body 1 lifted up is synchronously dropped, and then the connecting bolt is tightened, thereby completing the adjustment of the reaction force of the support.
In other embodiments, the pad 3 may be placed between the basin stand 5 and the abutment 2.
Example four
The embodiment discloses an elevation adjusting method of a bridge support body, which mainly aims at a plate type rubber support 7, a support cushion block 8 is generally placed on a pier 2 for the plate type rubber support 7, and the plate type rubber support 7 is placed on the support cushion block 8, and comprises the following steps:
s10, setting a settlement observation point at the support of the bridge pier 2;
s20, tracking and observing the settlement observation points for a first preset time to obtain settlement data of the beam body 1 at each support;
s30, calculating the differential settlement displacement of the beam body 1 at each support according to the settlement data to determine the height difference of the beam body elevation at each support on each abutment 2 which needs to be adjusted upwards;
s40, manufacturing a cushion block 3 with a corresponding thickness according to the height difference adjusted as required, wherein the cushion block 3 is a steel plate;
s50, arranging anchor bolt holes 6 at the bottom of the beam body 1, and arranging through holes matched with the anchor bolt holes 6 on the cushion block 3;
s60, synchronously jacking the beam body 1 at the support position needing elevation adjustment to a first preset height h;
s70, placing and installing a corresponding cushion block 3 between the support and the beam body 1, and anchoring the cushion block 3 at the bottom of the beam body 1 through an anchoring bolt 4;
and S80, synchronously dropping the jacked beam body 1 to complete the adjustment of the beam body elevation at the support.
Specifically, S100, setting a settlement observation point of the beam body 1 at a bridge pier and a platform support. The settlement observation process and the method how to use the settlement data are illustrated by taking the four-span continuous beam (total 10 supports) in fig. 8 as an example, and the settlement observation method is the same for the hyperstatic bridge structures with different numbers of bridge holes. Arranging settlement observation points of the beam body 1 at each support as shown in FIG. 8, wherein Z1-Z10 are the settlement observation points;
s200, carrying out long-term tracking observation on the bridge with the settlement observation points, and when settlement observation data are stable or the settlement difference value of the beam body 1 at each support exceeds the range which can be borne by the structure, preparing to adjust the elevation of the beam body at each support;
s300, calculating the differential value of the uneven settlement displacement of the beam body 1 at the support of each abutment 2 according to the settlement observation data, and determining 2 abutmentsHeight difference delta h of beam body elevation at seat position needing to be adjusted upwardsn；
Δhn＝|Z1|-min{|Z1|，|Z2|，|Z3|，|Z4|，|Z5|，|Z6|，|Z7|，|Z8|，|Z9|，|Z10|}
ΔhnIndicates the number Z of the supportnAdjusting the elevation of the beam body upwards;
|Zni represents the absolute value of settlement observation data of the beam body 1 at the position of the support number Zn;
|Z1|、|Z2|、|Z3|、|Z4|、|Z5|、|Z6|、|Z7|、|Z8|、|Z9|、|Z10| represents a settlement observation point Z1～Z10The absolute value of settlement observation data of the beam body 1;
min{|Z1|，|Z2|，|Z3|，|Z4|，|Z5|，|Z6|，|Z7|，|Z8|，|Z9|，|Z10denotes a settlement observation point Z1～Z10The absolute value of the beam 1 settlement data at the minimum.
S400, as shown in fig. 9, the plate rubber mount 7 is provided with the anchor bolt hole 6 in the beam body 1. If the bridge is newly built, anchor bolt holes 6 can be preset in the beam body 1, and if the bridge is built, the anchor bolt holes 6 are drilled in the beam body 1 by drilling equipment.
S500, as shown in figure 10, synchronously jacking the beam body 1 at the support position needing elevation adjustment to an appointed height h, wherein the jacking height ensures that the structural safety is not influenced on one hand, and can meet the space requirement of subsequent construction operation on the other hand; for newly-built bridges, the installation positions of the jacking jacks and the temporary supports are reserved at proper positions on the abutments 2; for the in-service bridge, a proper position is selected on the abutment 2 or a jacking supporting platform is arranged outside to meet the installation requirements of a jack and a temporary support.
S600, as shown in fig. 11, a customized steel plate is installed on the beam body 1. The plane size and the bolt hole of the steel plate are matched with the bolt hole of the beam body 1, the plane size of the support and the like, so that smooth installation is ensured. The thickness of the customized steel plate is consistent with the height difference delta hn which is required to be adjusted upwards for the beam body elevation at each abutment 2 support in the S300;
s700, as shown in fig. 12, the jacked beam 1 is synchronously dropped, thereby completing the target of adjusting the beam elevation at the support.
In other embodiments, the cushion block 3 can be arranged between the plate type rubber support 7 and the support cushion block 8.
EXAMPLE five
The embodiment discloses an elevation adjusting method of a bridge support body, which mainly aims at a plate type rubber support 7, a support cushion block 8 is generally placed on a pier 2 for the plate type rubber support 7, and the plate type rubber support 7 is placed on the support cushion block 8, and comprises the following steps:
s10, arranging force measuring devices on the bridge pier 2, wherein the force measuring devices are configured to track and monitor the reaction force of the supports for a long time, and each support is required to be provided with at least one reaction force monitoring point;
s20, obtaining relatively stable reaction force data of each support after tracking and monitoring for a second preset time; then calculating the reaction increment of each support according to the reaction data, and determining the reaction adjustment value of each support;
s30, lifting the beam body 1 at the support needing to adjust the counter force upwards to a second preset height according to the counter force adjusting value, and ensuring that the counter force value of each support after lifting is equal to the initial counter force value of the support;
s40, adjusting the counter force of each support according to the mode of the steps S10-S30, and then counting and calculating the height value of the beam body 1 at each support, which needs to be lifted upwards;
s50, calculating the height difference of the beam body elevation at the support on each abutment 2 needing to be adjusted upwards according to the height value needing to be lifted upwards;
s60, manufacturing a cushion block 3 with a corresponding thickness according to the height difference adjusted as required, wherein the cushion block 3 is a steel plate;
s70, arranging anchor bolt holes 6 at the bottom of the beam body 1, and arranging through holes matched with the anchor bolt holes 6 on the cushion block 3;
s80, synchronously jacking the beam body 1 at the support position needing elevation adjustment to a first preset height h;
s90, placing and installing a corresponding cushion block 3 between the support and the beam body 1, and anchoring the cushion block 3 at the bottom of the beam body 1 through an anchoring bolt 4;
s100, synchronously dropping the jacked beam body 1 to complete adjustment of the elevation of the beam body at the support.
Specifically, S100, a support or other force measuring devices capable of measuring the reaction force are arranged on the bridge abutment 2 for tracking and monitoring the reaction force of the support for a long time, and at least one reaction force monitoring point is required to be arranged at each support. The bearing reaction force monitoring process and the method how to use the bearing reaction force data are described by taking the four-span continuous beam (total 10 bearings) of fig. 13 as an example, and the bearing reaction force observation method is the same for hyperstatic bridge structures with different bridge hole numbers. As shown in fig. 13, a seat reaction force observation point is arranged at each seat, and Z1 to Z10 are seat reaction force observation points.
S200, carrying out long-term tracking settlement monitoring on the bridge with the support reaction observation points, and preparing to adjust the reaction of each support when the support reaction data is stable or the reaction increment of each support exceeds the bearable range of the structure.
S300, determining the quantity value of each support reaction force required to be adjusted according to the support reaction force monitoring data, and then adjusting the elevation of the beam body at each support to achieve the purpose of adjusting the support reaction force. Determining the reaction force adjustment value delta Fn of each support;
ΔFn＝Zn-Zn0
ΔFnindicates the number Z of the supportnA support reaction force increment value is obtained, and a negative value indicates that the support reaction force is reduced in the use process, which indicates that the beam body 1 at the support has large settlement; the positive value indicates that the counter force of the support is increased in the use process, and the condition that the beam body 1 at the support is not settled or is slightly settled relative to other supports is indicated;
Znindicates the position of the support seat number ZnA seat reaction force monitoring value;
Zn0the initial value of the reaction force of the bearing at the bearing number Zn is shown.
S400, as shown in fig. 9, the plate rubber mount 7 is provided with the anchor bolt hole 6 in the beam body 1. If the bridge is newly built, anchor bolt holes 6 can be preset in the beam body 1, and if the bridge is built, the anchor bolt holes 6 are drilled in the beam body 1 by drilling equipment.
S500, adjusting the reaction force of the support: firstly, jacking the beam body 1 at the position of the support with the required adjustment reaction force to a preset height, ensuring that the reaction force value of each support after jacking is equal to the initial reaction force value of the support, and viewing the reaction force adjustment value of each support as delta F in S300n(ii) a Adjusting the counter force of each support according to the method, and then counting the upward jacking height value of the beam body 1 at each support one by one; finally, calculating the height difference value delta h of the beam body elevation at each support needing to be adjusted upwardsn；
Δhn＝|Z1|-min{|Z1|，|Z2|，|Z3|，|Z4|，|Z5|，|Z6|，|Z7|，|Z8|，|Z9|，|Z10|}
ΔhnIndicates the number Z of the supportnAdjusting the elevation of the beam body upwards;
|Zni denotes the support number ZnThe absolute value of the height data of the beam body 1 which is lifted upwards;
|Z1|、|Z2|、|Z3|、|Z4|、|Z5|、|Z6|、|Z7|、|Z8|、|Z9|、|Z10i represents the observation point Z of the jacking height of the beam body 1 at the support when the support counter force is adjusted to the initial value1～Z10The absolute value of the height data of the beam body 1 which is lifted upwards;
min{|Z1|，|Z2|，|Z3|，|Z4|，|Z5|，|Z6|，|Z7|，|Z8|，|Z9|，|Z10i represents the observation point Z of the jacking height of the beam body 1 at the support1～Z10The height of the minimum beam body 1 which is lifted upwardsAbsolute value of data.
S600, as shown in fig. 10, synchronously jacking the beam bodies 1 at all the supports to a certain height h again, wherein the jacking height ensures that the structural safety is not influenced on one hand, and the space requirement of subsequent construction operation can be met on the other hand.
And S700, as shown in figure 11, installing a customized steel plate between the support and the beam body 1. The plane size and the bolt hole of the steel plate are matched with the bolt hole of the beam body 1, the plane size of the support and the like, so that smooth installation is ensured. The thickness of the customized steel plate and the height difference delta h of the beam body elevation at each support needing to be adjusted upwards in the previous step S500nAnd (5) the consistency is achieved.
And S800, as shown in FIG. 12, synchronously dropping the jacked beam body 1, thereby finishing the height adjustment target of the beam body 1 at the support.
In other embodiments, the cushion block 3 can be arranged between the plate type rubber support 7 and the support cushion block 8.
It should be understood that the above-described embodiments of the present invention are merely examples for clearly illustrating the present invention, and are not intended to limit the embodiments of the present invention. Other variations and modifications will be apparent to persons skilled in the art in light of the above description. And are neither required nor exhaustive of all embodiments. Any modification, equivalent replacement, and improvement made within the spirit and principle of the present invention should be included in the protection scope of the claims of the present invention.
Claims (3)
1. The elevation adjusting method for the beam body at the bridge support is characterized by comprising the following steps of:
s1, determining the height difference of the beam body elevation at the support on each abutment (2) which needs to be adjusted upwards;
s2, manufacturing a cushion block (3) with corresponding thickness according to the height difference adjusted as required;
s3, synchronously jacking the beam body (1) at the support position where the elevation needs to be adjusted to a first preset height h;
s4, placing and installing corresponding cushion blocks (3) between the support and the beam body (1), between the support and the support cushion stone or between the support and the abutment (2);
s5, synchronously dropping the jacked beam body (1) to complete the adjustment of the beam body elevation at the support;
for the basin-type support (5), before the step S3, removing the anchor bolt (4) between the support and the beam body (1), and arranging a through hole matched with the anchor bolt (4) on the cushion block (3);
for the basin-shaped support (5), after the step S5, an anchoring bolt (4) is anchored on the beam body (1) through an anchoring hole on the basin-shaped support (5) and a through hole on the cushion block (3);
determining the height difference of the beam body elevation at the support position on each abutment (2) which needs to be adjusted upwards, and adopting the following steps:
t10, arranging a force measuring device on the bridge pier (2), wherein the force measuring device is configured to track and monitor the reaction force of the support for a long time, and each support is required to be provided with at least one reaction force monitoring point;
t20, obtaining relatively stable reaction force data of each support after tracking and monitoring for a second preset time;
t30, calculating the reaction force increment of each support according to the reaction force data, and determining the reaction force adjustment value of each support;
t40, lifting the beam body (1) at the support needing to adjust the counter force upwards to a second preset height according to the counter force adjusting value, and ensuring that the counter force value of each support after lifting is equal to the initial counter force value of the support;
t50, adjusting the counter force of each support according to the mode of the steps T10-T40, and then counting and calculating the height value of the beam body (1) at each support, which needs to be lifted upwards;
t60, calculating the height difference of the beam body elevation at the support on each abutment (2) which needs to be adjusted upwards according to the height value which needs to be lifted upwards.
2. The method for adjusting the elevation of a beam body at a bridge bearing according to claim 1, wherein the height difference between the first preset height h and the bearing is larger than the thickness of a cushion block (3) installed at the position.
3. The method for adjusting the elevation of a beam body at a bridge bearing according to claim 1, wherein the pad block (3) is a metal plate.
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