CN117451492A - Method for monitoring buckling and hanging of steel arch ribs of large-span arch bridge - Google Patents
Method for monitoring buckling and hanging of steel arch ribs of large-span arch bridge Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
- E01D21/10—Cantilevered erection
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- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D4/00—Arch-type bridges
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Abstract
The invention discloses a method for monitoring buckling and hanging construction of a steel arch rib of a large-span arch bridge, which comprises the following steps: respectively inputting preset meteorological data of an arch abutment, an approach bridge deck and the top surface of a cable tower, reasonably arranging buckling cables, anchor cables and hanging buckling monitoring points on a steel arch rib, and fitting and assembling the steel arch rib under the condition of the preset meteorological data; under the condition of preset meteorological data, when each section of steel arch rib is hoisted and constructed by using a main cable, the strain of the main cable and the position change parameters of the steel arch rib are calculated respectively; when each section of steel arch rib is assembled, the strain force of each section of steel arch rib hanging and buckling monitoring point is obtained through the buckling rope and the anchor rope which are connected with each other, the strain force of each section of steel arch rib hanging and buckling monitoring point is fed back to the finite element calculation model to be calculated, and the strain force of each hanging and buckling monitoring point after the hoisting construction of the next section of steel arch rib is estimated. The invention can monitor the current gasification environment and each stress point in real time, and adjust and guide the on-site construction control according to the environment parameters, thereby reducing the construction safety risk.
Description
Technical Field
The invention belongs to the technical field of bridge construction, and particularly relates to a method for monitoring buckling and hanging of a steel arch rib of a large-span arch bridge.
Background
Along with the high-speed development of road bridge industry, bridge structures which need to cross rivers and deep mountain canyons are more and more, the steel structure arch bridge obtains unprecedented application space, but along with the wide application of the steel pipe arch bridge, the complete technology for manufacturing the steel pipe arch bridge is required to be perfected, and particularly, the large-span assembled steel pipe arch bridge bracket-free construction technology is used as a preferred scheme for constructing arch ribs of the arch bridge at present; the span of the large-span arch bridge is large, the ultra-high pier is larger in live load, the design speed per hour is large, and correspondingly, the requirements on bridge construction control indexes are high. The existing arch rib cantilever construction scheme of the continuous steel structure large-span arch bridge usually uses a main cable integral hoisting scheme, the main arch rib is divided into a plurality of sections, the sections are hoisted to bridge positions after the factory or the pre-assembled field is manufactured, the sections are installed in place from arch feet to the span, and the sections are fastened and fixed in a diagonal manner by buckling when being butted with the installed sections until the span is closed; in the process of splicing arch rib cantilevers, the arch ribs are temporarily fixed through a diagonal buckling and hanging system, the buckling and hanging system is the most main stressed part, the structural safety risk is higher along with the increase of the length of the cantilevers, and the arch rib cantilever can be influenced by factors such as ambient temperature, humidity and wind power, so that deviation can be caused on construction control parameters of subsequent sections, the installation accuracy of the arch rib cantilevers is difficult to control, effective monitoring and management cannot be well carried out on the bridge construction process, and smooth bridge construction is ensured. Therefore, an automatic monitoring construction method for summarizing a whole set of cable-stayed buckling and hanging is urgently needed, and precious experience is provided for subsequent bridge-like construction.
Disclosure of Invention
The invention aims to provide a method for monitoring the buckling and hanging construction of a steel arch rib of a large-span arch bridge, which can monitor the current gasification environment and each stress point in real time in the installation process of the large-span arch bridge and adjust the assembly of the steel arch rib according to specific actual environment parameters, thereby efficiently and conveniently guiding the on-site construction control and reducing the construction safety risk. In order to achieve the above purpose, the present invention adopts the following technical effects:
according to one aspect of the invention, a method for monitoring buckling and hanging construction of a steel arch rib of a large-span arch bridge is provided, and the method comprises the following steps:
respectively inputting preset meteorological data of arch seats, bridge approach decks and cable tower top surfaces in a finite element calculation model of a large-span arch bridge, reasonably arranging buckling cables, anchor cables and hanging buckling monitoring points on a steel arch rib, and then fitting and assembling the steel arch rib under the preset meteorological data;
after fitting and assembling are verified to be qualified, under the condition of preset meteorological data, using a main cable to hoist each section of steel arch rib, and respectively calculating the strain of the main cable and the position change parameters of the steel arch rib;
when each section of steel arch rib is assembled, the strain force of each section of steel arch rib hanging and buckling monitoring point is obtained through the buckling rope and the anchor rope which are connected with each other, the strain force of each buckling and buckling monitoring point is fed back to a finite element calculation model to be calculated, and the strain force of each hanging and buckling monitoring point after the hoisting construction of the next section of steel arch rib is estimated according to the calculation result until the steel arch rib closure is completed.
In the above scheme, it is further preferable that in the hoisting construction process of each section of steel arch rib, the change of the strain parameter of the current hanging and buckling monitoring point is judged according to the strain force of the main cable and the position change parameter of the steel arch rib.
In the above scheme, it is further preferable that at least two temperature sensors are arranged on the cross section of each end of each section of the steel arch rib, and temperature change parameters of the cross sections of the two ends of the steel arch rib are obtained through the temperature sensors during hoisting construction of each section of the steel arch rib.
The above scheme is further preferable, wherein the main cable strain force comprises a horizontal strain force H max And vertical strain force V max The calculation process of the strain force of the main cable comprises the following steps: calculating horizontal strain H according to the main cable bearing max And vertical strain force V max The method comprises the steps of carrying out a first treatment on the surface of the Then according to horizontal strain force H max And vertical strain force V max Calculating the maximum tension T of the main cable; wherein the horizontal strain force H max The following calculation model is satisfied:
vertical strain force V max The following calculation model is satisfied:
V max ＝qL/(2cosβ)+Q/2+H max tan beta; the maximum tension T of the main cable is satisfied,
in the above, f max For the maximum sag of the main cable under the limit load, Q is the uniform line load acting on the main cable, Q is the concentrated load of each suspension point of the main cable, and L is the span of the main cable; beta is the included angle between the main cable chord and the horizontal line.
According to the scheme, the current meteorological observation data of the arch abutment, the bridge deck of the approach bridge and the top surface of the cable tower are obtained through the current meteorological monitoring station, the current observation data are compared with preset meteorological data, whether abnormal deviation exists during hoisting of each section of steel arch rib is judged, and if the abnormal deviation exists, a position correction value is set for the main cable rope and the hanging buckle monitoring point respectively.
According to the scheme, the position parameters of the steel arch rib in current hoisting construction are obtained in real time according to the position correction value, whether the steel arch rib deviates from the hoisting position of the main cable is judged, and if the deviation occurs, the deviation is corrected on the hoisting position of the steel arch rib.
In the above scheme, it is further preferable that in the hoisting construction process of each section of steel arch rib, whether the steel arch rib line deviates is judged according to the temperature change parameters of the sections at two ends of the steel arch rib, if so, a shape line correction value is adjusted to the steel arch rib line by correcting the strain of the main cable, and the steel arch rib line is corrected according to the shape line correction value.
The above scheme is further preferable that the deviation condition of the steel arch rib is verified after the steel arch rib is assembled in a fitting way.
The above scheme further preferably comprises the following steps of:
sequentially acquiring position coordinates of hanging buckle monitoring points of each section of steel arch rib and each section of steel arch rib shape line in the fitting process from two ends of an arch bridge to the arch center;
connecting one side of the position coordinates of the hanging buckle monitoring point of each section of steel arch rib into an integrated monitoring shape line, and connecting each section of steel arch rib shape line into an integrated steel arch rib shape line in sequence;
and judging deviation conditions among the monitoring shape line, the steel arch rib shape line and the model shape line after arch formation, and correcting the deviation of the steel arch rib shape line according to the deviation.
In summary, the invention adopts the technical scheme, and has the following technical effects:
(1) The method monitors the current gasification environment and each stress point in real time in the installation process of the large-collapse arch bridge, and rapidly adjusts the assembly of the steel arch rib according to specific actual environment parameters, so that the on-site construction control is guided efficiently and conveniently, and the construction safety risk is reduced; meanwhile, all monitoring parameters such as monitoring points and environments are fed back to the finite element calculation model, the finite element calculation model is adjusted and perfected in combination with actual construction conditions, and reasonable hoisting construction control parameters are optimized again, so that more accurate judgment and estimation of the steel arch rib hoisting control parameters are carried out, and the accuracy of the installation of the bridge-collapsing steel arch rib is improved.
Drawings
FIG. 1 is a monitoring flow chart of a method for monitoring the buckling construction of a steel arch rib of a large-span arch bridge;
FIG. 2 is a schematic view of a diagonal lacing pattern of a steel rib of a large span arch bridge according to the present invention;
FIG. 3 is a schematic view of a temperature sensor layout of a steel rib section of the present invention;
in the drawing, a large-collapse steel arch rib model 1, a boundary pier 2, an anchor rope anchorage 3, a buckling tower 4, a cable tower foundation 5, a formal buckling rope 6, a temporary buckling rope 7, an anchor rope 7a, a tensioning platform 8, a side air cable anchorage 9, a main cable 10 and a temperature sensor 20
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention will be further described in detail below by referring to the accompanying drawings and by illustrating preferred embodiments. It should be noted, however, that many of the details set forth in the description are merely provided to provide a thorough understanding of one or more aspects of the invention, and that these aspects of the invention may be practiced without these specific details.
Referring to fig. 1, the method for monitoring the buckling and hanging construction of the steel arch rib of the large-span arch bridge according to the invention comprises the following steps:
step 1: respectively inputting preset meteorological data of arch seats, bridge approach decks and cable tower top surfaces in a finite element calculation model of a large-span arch bridge, reasonably arranging buckling ropes, anchor ropes 7 and hanging buckling monitoring points on steel arch ribs, and then carrying out fitting assembly on the steel arch ribs and verifying fitting assembly under the condition of the preset meteorological data; after fitting and assembling the steel arch rib, verifying the deviation condition of the steel arch rib, wherein the verification steps are as follows: sequentially acquiring position coordinates of hanging buckle monitoring points of each section of steel arch rib and each section of steel arch rib shape line in the fitting process from two ends of an arch bridge to the arch center; connecting one side of the position coordinates of the hanging buckle monitoring point of each section of steel arch rib into an integrated monitoring shape line, and connecting each section of steel arch rib shape line into an integrated steel arch rib shape line in sequence; judging deviation conditions among the arched monitoring line, the steel arch rib line and the model line, and correcting the deviation of the steel arch rib line according to the deviation; verifying deviation accuracy of the assembled steel arch rib sections, and judging whether the steel arch rib sections meet the requirements of engineering design or not, wherein the deviation of the arch rib axes is within +/-10 mm of the overall control, and the error of the steel arch rib axes after actual bridge formation is smaller than 6mm;
in the invention, a finite element calculation model is established by adopting Midas/Civil finite element calculation software, as shown in figure 2, a large-collapse steel arch rib model 1 and a main cable 10 are established in the calculation model, buckling towers 4 are arranged on boundary piers 2 on two sides of a gully and on the side of a main bridge, anchor cable anchors 3, cable tower foundations 5 and side cable anchors 9 are arranged on the side rear sides of two sides of hillsides and arch feet, a tensioning platform 8 is arranged on the top surface of the buckling tower 4 (cable tower), and anchor holes are formed in the tensioning platform 8; the structural size characteristics of the steel arch rib 1 are characterized in that a formal buckling rope 6 and a temporary buckling rope 7 are arranged, the formal buckling rope 6 and the temporary buckling rope 7 are arranged between the steel arch rib model 1 and the buckling tower 4, anchor ropes 7a are arranged between an anchor rope anchorage 3 and the buckling tower 4 and between a cable tower foundation 5 and the buckling tower 4, in actual construction, 4 surface stress meters are arranged on the bottom section of the buckling tower 4 (boundary pier), two stress meters (hanging buckling monitoring points) are arranged at the section position of each buckling anchor of the steel arch rib, and the surface strain monitoring of the buckling tower 4 adopts a sinusoidal surface strain gauge to collect strain quantity change conditions; the buckling tower 4 consists of a concrete junction pier and a high-connection tower, and deformation data are inconsistent due to the large difference of rigidity of the buckling tower 4, so that deviation monitoring is needed to be carried out on the junction pier capping beam position and the tower top at the same time. The accuracy of the deviation of the buckling tower is 1mm, and the monitoring frequency is preferably 20-30 s each time; when the anchorage system is in sliding or deviating once under the tensile force of the formal buckling rope 6 and the temporary buckling rope 7, serious consequences can be generated on the whole buckling tower system, namely the whole arch bridge temporary structure, and the whole process of the sliding of the rear anchor of the formal buckling rope 6 is monitored. The slip monitoring of the rear anchor mainly depends on a stay wire sensor to carry out slip measurement, 4 monitoring points are arranged on each anchorage, the accuracy of the slip monitoring points of the rear anchor is not lower than 1mm, and the monitoring frequency is preferably 20-30 s each time;
step 2: after fitting and assembling are verified to be qualified, under the condition of preset meteorological data, using a main cable to hoist each section of steel arch rib, and respectively obtaining the strain of the main cable and the position change parameters of the steel arch rib; in the invention, when each section of steel arch rib is hoisted, the change of the strain parameter of the current hanging and buckling monitoring point is judged according to the strain force of the main cable and the position change parameter of the steel arch rib, the structure stress state of each monitoring point is mastered in real time, the hoisting operation is adjusted, and the safety risk is reduced to be complete; in the invention, weather observation stations are respectively arranged on the arch abutment, the bridge approach deck and the top of the cable tower, and mainly observe parameters such as ambient temperature, humidity, wind speed, wind direction and the like, so as to monitor the environment of the bridge in a full range, to cope with extreme weather of mountain canyons and provide basic weather data for bridge construction and installation; the sports car on the main cable 10 is a main stress member of a steel arch rib, the sag of the main cable 10 is also continuously changed along with the change of hoisting, in the installation process, the sag of different cables is different due to construction deviation, so that the cable force of part of the cables is deviated, the strain force (cable force) of the main cable 10 is required to be dynamically monitored, the actual stress condition is known, the sensor used for monitoring the strain force (cable force) of the main cable 10 is a vibrating wire type sensor, and the strain force of the main cable 10 is obtained by measuring the frequency of the main cable 10 and the basic frequency and comparing and analyzing; the working state of the power source equipment is judged according to the change trend of the monitoring data by monitoring the strain force of the main cable 10, the working voltage, the current, the temperature and the vibration frequency of the power source equipment in real time, and the active intervention is timely carried out when the monitoring data are abnormal, so that the interruption or the motor damage in the hoisting process is avoided, and the risk is prevented; the Beidou positioning device is arranged on the top surface of each buckling tower 4 (cable tower), 2 mobile positioning stations are arranged on the top surface of each buckling tower 4 (cable tower), a reference positioning station is arranged on the ground, and Beidou positioning data are dynamically analyzed, so that deviation of the buckling towers 4 (cable towers) is obtained. The offset monitoring frequency of the buckling tower 4 (cable tower) is 10s each time, the monitoring precision is 1cm, and in order to ensure the monitoring precision, a background system dynamically corrects the monitoring precision and simultaneously periodically rechecks the precision by using a total station; when the on-site steel structure is hoisted, the influence of the current weather factors is great, the specific deviation condition of the sports car on the main cable 10 cannot be determined through video monitoring and optical measuring equipment, and when the high-altitude hoisting operation is performed, a big safety risk exists, beidou positioning equipment is arranged on the sports car for three-dimensional accurate positioning, and high-precision centimeter-level positioning is realized on the three-dimensional coordinates of the sports car; installing an AI camera on the sports car, collecting the running of the main cable 10 and the dynamic tracking picture of the sports car, knowing the on-site hoisting condition, realizing the visual positioning of the steel arch rib, and sending out a warning notice when abnormality occurs, wherein the warning notice can be accurately positioned under the conditions of dense fog and severe weather or under the condition of strong wind regulation so as to realize the datamation of the position of the sports car; the concrete process of obtaining the position change parameters of the steel arch rib comprises the steps of installing a Beidou positioning device on each of the running carts on the two sides of the upstream and downstream of the main cable 10, monitoring information such as speed, displacement and the like of the running carts, hanging the steel arch rib on the running carts for hoisting construction, obtaining the position change of the running carts in real time through Beidou positioning equipment, sending the position of the running carts into a finite element calculation model for feeding back real-time position information of the running carts, wherein the real-time position information of the running carts comprises speed, position, relative displacement and lifting height, analyzing the position information of the steel arch rib according to the real-time position information of the running carts, measuring the cable output of the main cable 10 through a travel encoder on the running carts, and calibrating, comparing and correcting the cable output with the position information of the real-time position information of the running carts, thereby realizing accurate control and dynamic display of the steel arch rib, controlling the synchronous precision of the running carts on the two sides within 5cm, and guaranteeing the precision and the positioning condition of the steel arch rib construction process;
step 3: when each section of steel arch rib is assembled, the strain force of each section of steel arch rib hanging and buckling monitoring point is obtained through the buckling cable and the anchor cable which are connected with each other, the strain force of each buckling monitoring point is fed back to a finite element calculation model to be calculated, and the strain force of each hanging and buckling monitoring point after the hoisting construction of the next section of steel arch rib is estimated according to the calculation result until the steel arch rib closure is completed; in the actual hoisting process, the strain force of the buckling cable and the anchor cable on each section of steel arch rib hanging and buckling monitoring point can change at any time, and the strain force of the buckling cable and the anchor cable and the assembled steel arch rib model also change along with the influence of external force such as thermal expansion and cold contraction deformation and wind speed, after each section of steel arch rib hoisting is completed, the whole bridge arch rib also changes along with the space, the stress condition of the buckling cable force and the anchor cable on the steel arch rib also changes along with the space, the strain force before the steel arch rib is closed reaches the maximum, the strain stress after the steel arch rib is closed reaches the minimum, and the strain force after the next hoisting is predicted according to the strain force after each hoisting is completed, so that the running state of the buckling cable and the anchor cable can be adjusted in real time.
In the present invention, the main cable strain force includes a horizontal strain force H max And vertical strain force V max The calculation process of the strain force of the main cable comprises the following steps: calculating horizontal strain H according to the main cable bearing max And vertical strain force V max The method comprises the steps of carrying out a first treatment on the surface of the Then according to horizontal strain force H max And vertical strain force V max Calculating the maximum tension T of the main cable:
wherein the horizontal strain force H max The following calculation model is satisfied:
vertical strain force V max The following calculation model is satisfied:
V max ＝qL/(2cosβ)+Q/2+H max tanβ；
maximum tension T of main cable max The method meets the following conditions:
wherein f max For the maximum sag of the main cable under the limit load, Q is the uniform line load acting on the main cable, Q is the concentrated load of each suspension point of the main cable, and L is the span of the main cable; beta is the included angle between the main cable chord and the horizontal line.
According to the invention, current meteorological observation data of an arch abutment, an approach bridge deck and a cable tower top surface are obtained through a current meteorological monitoring station, the current observation data are compared with preset meteorological data, whether an abnormal deviation exists in hoisting of each section of steel arch rib is judged, and if the abnormal deviation exists, a position correction value is respectively set for a main cable and a hanging buckle monitoring point; and acquiring the position parameters of the steel arch rib in current hoisting construction in real time according to the position correction value, judging whether the steel arch rib deviates from the hoisting position of the main cable, and correcting the hoisting position of the steel arch rib if the steel arch rib deviates from the hoisting position of the main cable.
In the embodiment of the invention, at least two temperature sensors 20 are arranged on the cross section of each end of each section of the steel arch rib, and the temperature change parameters of the cross sections of the two ends of the steel arch rib are obtained through the temperature sensors during the hoisting construction of each section of the steel arch rib; the steel arch rib is installed mainly for high-altitude construction, for reducing the security risk, high-altitude construction arranges and goes on in daytime, receives whole temperature rise and temperature gradient's influence very big, and accurate location can't be realized to the steel arch rib. The deformation in the construction process can be timely and intuitively evaluated by monitoring the temperatures of the sections at the two ends of the steel arch rib and predicting the influence of the temperatures on the deformation of the main arch in the construction process. In the invention, in the hoisting construction process of each section of steel arch rib by a main cable, judging whether a steel arch rib shape line deviates or not according to temperature change parameters of sections at two ends of the steel arch rib, if so, adjusting a shape line correction value for the steel arch rib shape line by correcting the main cable strain, correcting the steel arch rib shape line according to the shape line correction value, realizing correction of measurement data of the current line correction value, ensuring that the influence of temperature change on the line change of the steel arch rib is minimum before and after closure, reducing deviation of the steel arch rib, and improving the construction and assembly accuracy of a bridge; wherein the shape line correction value ε satisfies:
lambda in the above formula a Is the chord length lambda of the steel arch rib 0 And lambda (lambda) 1 The values of the beginning and ending line shapes of the steel arch ribs are respectively; t is t 0 And t 1 Respectively the starting temperature value and the ending temperature value, when t 1 ＞t 0 Take the sign of t 1 ＜t 0 Taking a positive sign; delta is the linear expansion coefficient of the main cable affected by temperature; a is the cross-sectional area of the main cable; e is the converted elastic modulus of the main cable; therefore, the correction of the steel arch rib line according to the correction value of the shape line meets the following conditions:
F(X，Y，Z)＝ε*(t c -t s )±δ；
wherein F (X, Y, Z) is the corrected three-dimensional space coordinate value, t c T is the temperature value at the current construction time s At a preset temperature value of t c ＞t s When (+/-delta) takes the negative sign, t c ＜t s Taking a positive sign, and taking a preset temperature value of 20-25 ℃, wherein delta is the linear expansion coefficient of the main cable affected by temperature.
According to the invention, the running state of the equipment can be mastered and known in real time according to the current construction condition, the strain force of the main cable can be controlled according to the temperature change condition, and the line shape, the tension and the like of any position can be known, so that the construction safety risk is reduced, the method has very important significance on reducing the influence of extreme weather of canyons in mountain areas on the construction safety, the quick and accurate hoisting construction is realized, the error is reduced, and the installation precision is improved.
The foregoing is merely a preferred embodiment of the present invention and it should be noted that modifications and adaptations to those skilled in the art may be made without departing from the principles of the present invention, which are intended to be comprehended within the scope of the present invention.
Claims (9)
1. A construction monitoring method for buckling and hanging steel arch ribs of a large-span arch bridge is characterized by comprising the following steps: the buckling monitoring method comprises the following steps:
respectively inputting preset meteorological data of arch seats, bridge approach decks and cable tower top surfaces in a finite element calculation model of a large-span arch bridge, reasonably arranging buckling cables, anchor cables and hanging buckling monitoring points on a steel arch rib, and then fitting and assembling the steel arch rib under the preset meteorological data;
after fitting and assembling are verified to be qualified, under the condition of preset meteorological data, using a main cable to hoist each section of steel arch rib, and respectively calculating the strain of the main cable and the position change parameters of the steel arch rib;
when each section of steel arch rib is assembled, the strain force of each section of steel arch rib hanging and buckling monitoring point is obtained through the buckling rope and the anchor rope which are connected with each other, the strain force of each buckling and buckling monitoring point is fed back to a finite element calculation model to be calculated, and the strain force of each hanging and buckling monitoring point after the hoisting construction of the next section of steel arch rib is estimated according to the calculation result until the steel arch rib closure is completed.
2. The method for monitoring the buckling construction of the steel arch rib of the large-span arch bridge according to claim 1, which is characterized by comprising the following steps of: in the hoisting construction process of each section of steel arch rib, the change of the strain parameter of the current hanging and buckling monitoring point is judged according to the strain force of the main cable and the position change parameter of the steel arch rib.
3. The method for monitoring the buckling construction of the steel arch rib of the large-span arch bridge according to claim 2, which is characterized by comprising the following steps: at least two temperature sensors are arranged on the cross section of each end of each section of the steel arch rib, and temperature change parameters of the cross sections of the two ends of the steel arch rib are obtained through the temperature sensors during hoisting construction of each section of the steel arch rib.
4. The method for monitoring the buckling construction of the steel arch rib of the large-span arch bridge according to claim 1 or 2,the method is characterized in that: the main cable strain force comprises a horizontal strain force H max And vertical strain force V max The calculation process of the strain force of the main cable comprises the following steps: calculating horizontal strain H according to the main cable bearing max And vertical strain force V max The method comprises the steps of carrying out a first treatment on the surface of the Then according to horizontal strain force H max And vertical strain force V max Calculating the maximum tension T of the main cable; wherein the horizontal strain force H max The following calculation model is satisfied:
vertical strain force V max The following calculation model is satisfied:
V max ＝qL/(2cosβ)+Q/2+H max tan beta; the maximum tension T of the main cable is satisfied,
in the above, f max For the maximum sag of the main cable under the limit load, Q is the uniform line load acting on the main cable, Q is the concentrated load of each suspension point of the main cable, and L is the span of the main cable; beta is the included angle between the main cable chord and the horizontal line.
5. The method for monitoring the buckling construction of the steel arch rib of the large-span arch bridge according to claim 1, which is characterized by comprising the following steps of: the method comprises the steps of obtaining current meteorological observation data of an arch abutment, an approach bridge deck and a cable tower top surface through a current meteorological monitoring station, comparing the current observation data with preset meteorological data, judging whether abnormal deviation exists during hoisting of each section of steel arch rib, and if the abnormal deviation exists, setting a position correction value for a main cable and a hanging buckle monitoring point respectively.
6. The method for monitoring the buckling construction of the steel arch rib of the large-span arch bridge according to claim 5, which is characterized by comprising the following steps: and acquiring the position parameters of the steel arch rib in current hoisting construction in real time according to the position correction value, judging whether the steel arch rib deviates from the hoisting position of the main cable, and correcting the hoisting position of the steel arch rib if the steel arch rib deviates from the hoisting position of the main cable.
7. A method for monitoring the buckling construction of a steel arch rib of a large-span arch bridge according to claim 3, which is characterized in that: in the hoisting construction process of each section of steel arch rib, judging whether the steel arch rib shape line is deviated according to the temperature change parameters of the sections at the two ends of the steel arch rib, if so, adjusting a shape line correction value for the steel arch rib shape line by correcting the main cable strain, and correcting the steel arch rib shape line according to the shape line correction value.
8. The method for monitoring the buckling construction of the steel arch rib of the large-span arch bridge according to claim 1, which is characterized by comprising the following steps of: and verifying the deviation condition of the steel arch rib after the steel arch rib is assembled in a fitting way.
9. The method for monitoring the buckling construction of the steel arch rib of the large-span arch bridge according to claim 8, which is characterized by comprising the following steps: verifying the deviation of the steel arch rib comprises the following steps:
sequentially acquiring position coordinates of hanging buckle monitoring points of each section of steel arch rib and each section of steel arch rib shape line in the fitting process from two ends of an arch bridge to the arch center;
connecting one side of the position coordinates of the hanging buckle monitoring point of each section of steel arch rib into an integrated monitoring shape line, and connecting each section of steel arch rib shape line into an integrated steel arch rib shape line in sequence;
and judging deviation conditions among the monitoring shape line, the steel arch rib shape line and the model shape line after arch formation, and correcting the deviation of the steel arch rib shape line according to the deviation.
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