CN107301309B - Method for monitoring and designing internal force of large-span cable-stayed bridge based on ultimate bearing ratio of component - Google Patents
Method for monitoring and designing internal force of large-span cable-stayed bridge based on ultimate bearing ratio of component Download PDFInfo
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Abstract
The invention discloses a method for monitoring and designing the internal force of a large-span cable-stayed bridge based on the ultimate bearing ratio of a component, which adopts finite element software to establish a finite element model of the large-span cable-stayed bridge according to a bridge construction design drawing; carrying out ultimate bearing capacity analysis on the finite element model under the action of different load combinations; according to the stress of the component and the limit bearing capacity of the component in the structural limit state, defining quantitative characteristic parameters such as the limit bearing ratio, the uniformity of the limit bearing ratio, the reference limit bearing ratio and the like of the component, and giving a judgment criterion of high and low bearing components based on the quantitative characteristic parameters; grouping the bridge members, calculating quantitative characteristic parameters of each member group under the combined action of each load, determining a high bearing member of each member group under the combined action of each load, and determining an internal force monitoring member of the large-span cable-stayed bridge according to the high bearing member; the invention has the advantages of reasonable design, strong adaptability, good reliability and convenient popularization and application.
Description
Technical Field
The invention relates to the technical field of bridge health monitoring, in particular to a method for monitoring and designing internal force of a large-span cable-stayed bridge based on a component limit bearing ratio.
Background
The building regions of the bridge are usually scattered, the field of the bridge is mostly high-altitude operation, and the comprehensive self-environment health monitoring of the bridge is an important task in the bridge safety industry.
The bridge structure health monitoring system is a comprehensive monitoring system integrating structure monitoring, system identification and structure assessment. The monitoring of the internal force of the large-span cable-stayed bridge is an important component in a bridge structure health system. The internal force monitoring of the large-span cable-stayed bridge can provide basis and guidance for maintenance, repair and management decisions of the large-span cable-stayed bridge.
At present, the possible real damage process of the structure under different load conditions is difficult to consider for monitoring the internal force of the large-span cable-stayed bridge. The method for designing the extreme state of the large-span cable-stayed bridge determines the structural stress and deformation under the designed load level, however, the large-span cable-stayed bridge generally adopts the equal strength design concept during design, namely, a component with large stress uses a large section size, and a component with small relative stress uses a small section size, so that under the extreme state of the large-span cable-stayed bridge design, the bearing ratio of the component is often more uniform, and the weak component of the structure under the extreme condition cannot be completely determined. Particularly, when the load level exceeds the design load level, the structure reaches the real damage state, the real limit state of the structure is considered, and the weak part of the structure in the limit bearing state is determined.
Disclosure of Invention
The technical problem to be solved by the invention is to provide a method for monitoring and designing the internal force of a large-span cable-stayed bridge based on the ultimate bearing ratio of a member, which aims to overcome the defects in the prior art, simulate the real damage process of the structure, determine the high-bearing member of the structure in the ultimate state, further determine the monitoring member, realize the accurate internal force monitoring of the large-span cable-stayed bridge, and provide a quantitative evaluation reference for the internal force monitoring and designing of the large-span cable-stayed bridge.
In order to solve the technical problems, the invention adopts the technical scheme that:
the invention relates to a method for monitoring and designing the internal force of a large-span cable-stayed bridge based on the ultimate bearing ratio of a component, which is characterized by comprising the following steps of:
and 5, determining a monitoring member aiming at the high bearing member determined in the step 4, and further determining an internal force monitoring member of the large-span cable-stayed bridge according to the position of the monitoring member.
The method for monitoring and designing the internal force of the large-span cable-stayed bridge based on the ultimate bearing ratio of the member is also characterized in that: and 2, analyzing the ultimate bearing capacity, namely continuously increasing the external load until the large-span cable-stayed bridge reaches the ultimate bearing capacity state while considering the geometric nonlinearity and the material nonlinearity of the structure.
The method for monitoring and designing the internal force of the large-span cable-stayed bridge based on the component limit bearing ratio is characterized in that different load combinations in the step 2 comprise various combinations of dead load and n × full-bridge automobile loads, dead load and n × main span automobile loads, dead load and n × side span automobile loads, dead load and n × single automobile loads, dead load and full-bridge automobile loads and n × downwind loads, dead load and full-bridge automobile loads and n × crosswind loads, n × longitudinal seismic wave action and n × transverse seismic wave action, wherein n is a load amplification coefficient, the dead load, the full-bridge automobile loads, the main span automobile loads, the side span automobile loads and the single automobile loads are valued according to the highway bridge culvert design general specification (JTG 60-2015), and the downwind loads and the crosswind loads are valued according to the highway bridge culvert wind resistance design specification (JTG 60-01-2004).
The method for monitoring and designing the internal force of the large-span cable-stayed bridge based on the ultimate bearing ratio of the member is also characterized in that: ultimate load carrying ratio of the member
Obtained by the formula (1):
ultimate load ratio uniformity d of the memberlimObtained by the formula (2):
ultimate load ratio uniformity d of memberlimHas a dynamic value range of (0, 1)]；
Is the average of the ultimate load ratios of the members in the structure,
and
respectively representing the maximum value and the minimum value of the ultimate bearing ratio of each component when the structure reaches the ultimate state.
The reference ultimate bearing ratio
Obtained by the formula (3):
the method for monitoring and designing the internal force of the large-span cable-stayed bridge based on the ultimate bearing ratio of the member is also characterized in that: the criterion of the high bearing component and the low bearing component is that if the component limit bearing ratio
Above reference limit bearing ratio
The member is a high load-bearing member, otherwise, the member is a low load-bearing member; if component ultimate bearing ratio
And 1, indicating that the member is damaged and belongs to a damaged high-bearing member.
The method for monitoring and designing the internal force of the large-span cable-stayed bridge based on the ultimate bearing ratio of the member is also characterized in that: putting the damaged highThe carrier member is determined as a monitoring member; for a high load-bearing component without damage, the limit load-bearing ratio of the component is set
The largest component is identified as the monitoring component.
The method for monitoring and designing the internal force of the large-span cable-stayed bridge based on the ultimate bearing ratio of the member is also characterized in that: the component group formed by grouping the components of the large-span cable-stayed bridge comprises: stay cable component group, main beam component group and main tower component group.
The method for monitoring and designing the internal force of the large-span cable-stayed bridge based on the ultimate bearing ratio of the member is also characterized in that: in the finite element model, each element in the finite element model is assumed to be one member.
Compared with the prior art, the invention has the beneficial effects that:
1. the invention takes the ultimate bearing ratio, the ultimate bearing ratio uniformity and the reference ultimate bearing ratio of the component as the quantitative characteristic parameters of the structural bearing, finds out the high-bearing component of the large-span cable-stayed bridge under the action of different load combinations, further carries out the internal force monitoring design of the large-span cable-stayed bridge, realizes the accurate internal force monitoring of the large-span cable-stayed bridge, and can provide quantitative evaluation reference for the internal force monitoring design of the large-span cable-stayed bridge.
2. The monitoring component selected by the invention is consistent with the real damage process of the structure, and the monitoring of the low-bearing component can be reduced, so that the monitoring cost is obviously reduced.
3. The method of the invention has reasonable design and convenient realization.
Description of the drawings:
FIG. 1 is a flow chart of the present invention;
fig. 2a to 2h are stress diagrams of the stay cable under the working conditions one to eight full bridges 1/2, respectively;
FIG. 3a is a stress diagram of four main beams under one working condition and FIG. 3b is a stress diagram of eight main beams under five working conditions;
FIG. 4a is a stress diagram of a main tower under a first working condition to a fourth working condition, and FIG. 4b is a stress diagram of a main tower under a fifth working condition to an eighth working condition;
FIG. 5a is a vertical layout view of a cable force monitoring position of a stay cable;
FIG. 5b is a plan view of the stay cable force monitoring position;
FIG. 6a is a floor plan view of a stress monitoring position of a main beam;
FIG. 6b is a girder stress monitoring position plan view;
FIG. 7 is a layout view of the stress monitoring locations of the main tower.
Reference numbers in the figures: n is an inner side cable surface, W is an outer side cable surface, 1 is a working condition I, 2 is a working condition II, 3 is a working condition III, 4 is a working condition IV, 5 is a working condition V, 6 is a working condition VI, 7 is a working condition seven, and 8 is a working condition eight.
Detailed Description
Referring to fig. 1, the method for monitoring and designing the internal force of the large-span cable-stayed bridge based on the ultimate load ratio of the member in the embodiment is performed according to the following steps:
And 2, analyzing the ultimate bearing capacity of the finite element model of the large-span cable-stayed bridge under different load combination effects to obtain the stress condition of the member of the large-span cable-stayed bridge under the ultimate state under the different load combination effects.
And 5, determining a monitoring member aiming at the high bearing member determined in the step 4, and further determining an internal force monitoring member of the large-span cable-stayed bridge according to the position of the monitoring member.
In the specific implementation, the analysis of the limit bearing capacity in the step 2 is that external loads are continuously increased until the large-span cable-stayed bridge reaches the limit bearing capacity state while structural geometric nonlinearity and material nonlinearity are considered, different load combinations in the step 2 comprise various combinations of dead load and n × full-bridge automobile loads, dead load and n × main-span automobile loads, dead load and n × side-span automobile loads, dead load and n × single automobile loads, dead load and full-bridge automobile loads and n × downwind loads, dead load and full-bridge automobile loads and n × crosswind loads, n × longitudinal wave action and n × transverse wave action, n is a load amplification coefficient, and dead load, full-bridge automobile loads, main-span automobile loads, side-span automobile loads and single automobile loads take values according to the general highway culvert design specification (JTG D60-2015), and wind loads and crosswind loads take values according to the highway culvert design specification (GD 60-8601-2004).
Ultimate load ratio of component
Obtained by the formula (1):
ultimate load ratio uniformity d of memberlimObtained by the formula (2):
ultimate load ratio uniformity d of memberlimHas a dynamic value range of (0, 1)]；
Is the average of the ultimate load ratios of the members in the structure,
and
respectively representing the maximum value and the minimum value of the ultimate bearing ratio of each component when the structure reaches the ultimate state.
Reference ultimate bearing ratio
Obtained by the formula (3):
the criterion of the high load-bearing member and the low load-bearing member is that if the limit load-bearing ratio of the members is
Above reference limit bearing ratio
The member is a high load-bearing member, otherwise, the member is a low load-bearing member; if component ultimate bearing ratio
1, indicating that the component is damaged and belongs to a damaged high-bearing component; determining a broken high load bearing member as a monitoring member; for a high load-bearing component without damage, the limit load-bearing ratio of the component is set
The largest component is determined as the monitoring component; the component group formed by grouping the components of the large-span cable-stayed bridge comprises: the main beam structure comprises a stay cable component group, a main beam component group and a main tower component group; in the finite element model, each element in the finite element model is assumed to be one member.
Application example:
the main bridge span of a certain bridge is arranged to be (100+308+806+308+100) m and is a double-tower four-cable-plane cable-stayed bridge, the main bridge navigation hole is spanned by the main span of 806m, the side span of 308m is a spare navigation hole, and a 100m cooperative span is additionally arranged, the full bridge meets the requirements of navigation clearance and clear width.A stay cable is arranged according to a space sector, the full bridge is (8 × +4) paired cables.A saddle anchoring system is adopted at the tower end of the stay cable, the lower end of the stay cable is anchored in steel beams at two sides of a main beam body, an anchor pulling plate form is adopted, the main beam is a flat arc-shaped bottom plate split type steel box beam, an orthotropic bridge panel, the total width reaches 53m, a 53m wide main beam is composed of double 18m wide single boxes and a middle 17m wide transparent belt, the double box beams are connected by box-shaped cross beams, the cable tower is in a single-column shape and comprises an upper tower column, a middle tower column, a lower tower.
A finite element model of a full-bridge structure is established by adopting finite element software, wherein a main tower, a main BEAM and a box-type cross BEAM are simulated by adopting a space BEAM unit BEAM188, side piers and auxiliary piers are simulated by adopting a space BEAM unit BEAM4, and stay cables are simulated by adopting a space rod unit LINK 180. The boundary conditions are as follows: the bottom of the cable tower is completely and fixedly connected; the joints of the side piers, the auxiliary piers and the main beam are restricted with three degrees of freedom, namely horizontal and vertical translation and rotation around the longitudinal direction; the joint of the cable tower and the main beam restricts one degree of freedom and rotates along the transverse bridge direction; the bearer constraint is simulated by the coupling command CP. The origin of the coordinate system is selected at the beam end of the steel box beam, and the X axis is arranged along the longitudinal direction of the bridge, the Y axis is arranged in the transverse direction, and the Z axis is arranged in the vertical direction. The full bridge is divided into 819 nodes, 833 units, 7 material characteristics and 116 real constants.
The method mainly considers eight working conditions in the analysis of the ultimate bearing capacity as shown in a table 1, in the aspect of applying loads, live loads consider automobile loads and wind loads, values of uniform forces and concentrated forces of the automobile loads are respectively determined according to general highway bridge design specifications (JTG D60-2015), values of the wind loads are determined according to highway bridge wind resistance design specifications (JTG D60-01-2004), seismic actions are input by adopting seismic action (E1 seismic action) in a 475-year regression period, when the bridge structure ultimate bearing capacity is analyzed, the loads applied from the working condition one to the working condition four are constant loads and n × (automobile loads), the loads applied from the working condition five to the working condition six are constant loads and automobile loads and n × (downwind/crosswind loads), and the loads applied from the working condition seven to the working condition eight are n × (longitudinal bridge direction/transverse bridge direction E1 seismic action), wherein n is an amplification load coefficient.
TABLE 1 load conditions
And (3) analyzing the ultimate bearing capacity according to eight working conditions listed in the table 1 to obtain calculation results of the stresses of the cable-stayed bridge under the eight working conditions, wherein the obtained stresses are main stresses of the unit section. The full bridge 1/2 for condition one to condition eight has the same stress across the stay cables as in fig. 2a, 2b, 2c, 2d, 2e, 2f, 2g and 2 h. The girder stresses under the first working condition to the fourth working condition are shown in fig. 3a, and the girder stresses under the fifth working condition to the eighth working condition are shown in fig. 3 b; the main tower stresses under conditions one to four are shown in fig. 4a, and the main tower stresses under conditions five to eight are shown in fig. 4 b.
Taking the second working condition as an example, the limit bearing ratio uniformity and the reference limit bearing ratio of the stay cable member, the main beam member and the main tower member are calculated respectively.
Based on the result of the ultimate bearing capacity analysis, the stress of each component in the inclined stay cable component under the working condition II in the ultimate bearing state is obtained, and then the stress is obtained according to the ultimate bearing state
And calculating the member limit bearing ratio of each member in the inclined stay cable members under the second working condition.
Calculating the average member limit load ratio of the stay cable member from the member limit load ratio of the stay cable member
The maximum ultimate load ratio of the stay cable member is
The minimum ultimate load ratio of the stay cable member is
And calculating to obtain the limit bearing ratio uniformity d of the stay cable component group in the working condition IIlim0.43, and the reference limit load ratio of the stay cable component group in the working condition two
Based on the result of the ultimate bearing capacity analysis, the stress borne by each component in the main beam component under the working condition II in the ultimate bearing state is obtained according to the formula:
and calculating and obtaining the component limit bearing ratio of each component in the main beam components under the second working condition.
Calculating the average component limit bearing ratio of the main beam component according to the component limit bearing ratio of the main beam component
The maximum girder ultimate load ratio is
The minimum girder member ultimate load ratio is
And calculating and obtaining the limit bearing ratio uniformity d of the main beam component group in the working condition IIlim0.35, and the reference limit bearing ratio of the main beam member group in the second working condition
Obtaining the stress borne by each component in the main tower component in the limit bearing state under the working condition II based on the result of the limit bearing capacity analysis, according to the formula:
and calculating the component limit bearing ratio of each component in the main tower component under the second working condition.
Calculating the average component limit bearing ratio of the main tower component from the component limit bearing ratio of the main tower component
The maximum ultimate load ratio of the main tower member is
The minimum main tower member ultimate load ratio is
Calculating to obtain the limiting bearing ratio uniformity d of the main tower component group in the working condition IIlim0.29, and the reference limit bearing ratio of the main tower member group in the working condition two
In condition two, as shown in table 2, the stay cable member group lists the ultimate load ratios of the stay cable members across the upstream swath 1/2; the spar member group lists the spar member ultimate load ratios across the upstream web 1/2; the main tower component group lists the component limit load ratios for the Z3 main tower.
TABLE 2 ultimate load ratio of the components
And (3) calculating and obtaining the reference limit bearing ratio of three groups of components, namely the inclined stay cable component, the main beam component and the main tower component under each working condition based on the analysis, when the component limit bearing ratio is equal to 1, indicating that the component is damaged, and the damaged component and the area of the cable-stayed bridge under each working condition are listed in a table 3.
TABLE 3 reference ultimate load ratio and failure Member
As shown in fig. 2a, in the first working condition, the stay cable high-load bearing members are distributed in a side pier region, a side span midspan region, a main span 1/4 region and a main span midspan region; in the side pier region, the ultimate bearing ratio of the stay cable A25 component in the outer cable plane is 0.79, and the ultimate bearing ratio of the stay cable A'25 component in the inner cable plane N is 0.78; in the mid-span area, the ultimate bearing ratio of the stay cable A10 component in the outer side cable plane W is 0.93, and the ultimate bearing ratio of the stay cable A'10 component in the inner side cable plane is 0.97; in the main span 1/4 area, the maximum limit bearing ratio of the stay cable J12 component in the outer cable plane is 0.86, and the maximum limit bearing ratio of the stay cable J'12 component in the inner cable plane is 0.88; the limit bearing ratio of the components of the outer cable plane stay cable J25 and the inner cable plane stay cable J'25 at the midspan of the main span is equal to 1, and the stay cable at the position is damaged.
As shown in fig. 2b, in the second working condition, the stay cable high-load bearing members are distributed in the side pier region, the auxiliary pier region and the main span 1/4 region; in the side pier region, the ultimate bearing ratio of the stay cable A25 component in the outer cable plane W is 0.77, and the ultimate bearing ratio of the stay cable A'25 component in the inner cable plane N is 0.76; in the auxiliary pier area, the ultimate load ratios of the stay cables A20 and A'20 components at the auxiliary pier are both 0.83 at the maximum; in the region of main span 1/4, the ultimate load ratio of the stay cable J12 members in the outer cable plane is 0.65 at maximum, and the ultimate load ratio of the stay cable J'12 members in the inner cable plane is 0.67 at maximum.
As shown in fig. 2c, in the third working condition, the stay cable high-load bearing members are distributed in the mid-span area; in the mid-span region, the ultimate load-bearing ratio of the stay cable A10 members in the outer cable plane W is 0.84, and the ultimate load-bearing ratio of the stay cable A'10 members in the inner cable plane N is 0.87.
In the fourth working condition, as shown in fig. 2d, the stay cable high-load bearing members are distributed in the area near the tower column and the area of the main span 1/4; in the area of the tower column, the ultimate load-bearing ratio of the stay cable A1 component in the outer cable plane W is 0.82 at maximum; in the region of the main span 1/4, the ultimate load ratio of the stay cable J'12 members in the inboard cable plane N is 0.88 at its maximum.
In the working conditions five to eight shown in fig. 2e, 2f, 2g and 2h, the load of the stay cable is low in the limit state. The limit load ratio of the high load bearing area component of the stay cable under the action of different working conditions is shown in table 4.
TABLE 4 ultimate load ratio of stay cable high load area component
Based on the analysis, the stayed cables at the side piers, the stayed cables at the auxiliary piers, the stayed cables at the side span midspan, the stayed cables at the tower columns, the stayed cables at the main span 1/4 and the stayed cables at the main span midspan are selected for monitoring, and the total number of the 48 stayed cables is monitored, wherein the monitoring positions of the stayed cables are shown in fig. 5a and 5 b.
As shown in fig. 3a, in the first working condition, the high main beam load-bearing members are distributed in the tower column connection area and the main span midspan area, and the maximum member limit load-bearing ratio of the main beam member at the main span midspan position is 0.98, which is close to damage; in the second working condition, the high-bearing members of the main beam are distributed in the auxiliary pier area, the ultimate bearing ratio of the members of the main beam members at the auxiliary pier is equal to 1, and the members at the auxiliary pier are damaged; in the third working condition, the high-bearing members of the main beam are distributed in the auxiliary pier area, the ultimate bearing ratio of the members of the main beam members at the auxiliary pier is equal to 1, and the members at the auxiliary pier are damaged; in the fourth working condition, the high-load-bearing members of the main beam are distributed in a tower column area and a main span midspan area, the ultimate load-bearing ratio of the main beam members at the tower column and the main beam members at the main span midspan is equal to 1, and the members at the tower column are damaged;
as shown in fig. 3b, in the sixth working condition, the main beam high-load bearing members are distributed in the tower column connection area, and the member limit load ratio of the main beam members at the tower column connection position is 0.90 at the maximum; and the main beam member is low in bearing capacity in the limit state under the working condition five, the working condition seven and the working condition eight.
The high load area component limit loading ratio of the main beam under different working conditions is shown in table 5.
TABLE 5 ultimate load ratio of high load area component of main girder
Based on the analysis, 5 sections of the main span midspan, the tower-beam joint and the pier-beam joint are selected for monitoring the stress of the main beam, and the monitoring position of the main beam is shown in fig. 6a and 6 b.
As shown in fig. 4a, in the first working condition, the main tower high bearing components are distributed in the middle and upper tower junction area, the component limit bearing ratio of the main tower component at the middle and upper tower junction is equal to 1, and the component is damaged; in the second working condition, the high bearing members of the main tower are distributed in the middle area of the upper tower column, and the ultimate bearing ratio of the members of the main tower member in the middle of the upper tower column is 0.64 at the maximum; in the third working condition, the main tower high bearing components are distributed in the middle and upper tower connection area and the middle and lower tower connection area, and the component limit bearing ratio of the main tower components at the middle and lower tower connection position is the maximum and is 0.71; in the fourth working condition, the main tower high bearing components are distributed in the bottom area of the lower tower column, and the component limit bearing ratio of the main tower components at the bottom of the lower tower column is the maximum and is 0.94.
In the fifth working condition, as shown in fig. 4b, the main tower high bearing members are distributed in the middle and upper tower junction area, the member limit bearing ratio of the main tower member at the middle and upper tower junction is equal to 1, and the member is damaged; in a sixth working condition, the main tower high bearing members are distributed in the bottom area of the lower tower column and the joint area of the middle and lower tower columns, the ultimate bearing ratio of the members of the main tower members at the joint of the bottom of the main tower and the middle and lower tower columns is equal to 1, and the members are damaged; in the working condition seven, the main tower high bearing components are distributed in the middle and upper tower column connection area, the component limit bearing ratio of the main tower component at the middle and upper tower column connection position is equal to 1, and the component is damaged; in the eighth working condition, the main tower high bearing components are distributed in the middle and lower tower connection area, the component limit bearing ratio of the main tower component at the middle and lower tower connection position is equal to 1, and the component is damaged.
The high load bearing area component limit load bearing ratio of the main tower under different working conditions is shown in table 6.
TABLE 6 Main Tower high load area Member ultimate load ratio
Based on the analysis, 6 monitoring sections of the joint of the upper tower column, the joint of the lower tower column and the bottom of the lower tower column are selected to monitor the stress of the main tower, and the monitoring position of the main tower is shown in fig. 7.
Finally, the number of components for the force monitoring in the large span cable-stayed bridge based on the component ultimate load ratio is summarized in table 7.
TABLE 7 summary of internal force testing components
Mechanism of action
The method comprises the steps of finding out high bearing components of each group of components under the action of different load combinations through quantitative characteristic parameters such as the component limit bearing ratio, the uniformity of the limit bearing ratio, the reference limit bearing ratio and the like, and determining the internal force monitoring components of the large-span cable-stayed bridge according to the high bearing components. For a high-load-bearing component which is damaged, the structural performance is sensitive to the damage of the high-load-bearing component, and the high-load-bearing component is a component which needs to be monitored; for the high bearing component which is not damaged, listing the high bearing component in the monitoring range; and the structure is always a low-bearing component in the process of reaching the ultimate bearing capacity, so that the structure performance is not influenced to an unacceptable level even if the structure is damaged, and the structure is not listed in a monitoring range.
Claims (6)
1. The method for monitoring and designing the internal force of the large-span cable-stayed bridge based on the ultimate bearing ratio of the component is characterized by comprising the following steps of:
step 1, establishing a finite element model of the large-span cable-stayed bridge by adopting finite element software according to a design drawing of the large-span cable-stayed bridge;
step 2, carrying out ultimate bearing capacity analysis under different load combination actions aiming at the finite element model of the large-span cable-stayed bridge to obtain the stress condition of the component under the ultimate state of the large-span cable-stayed bridge under the different load combination actions;
step 3, defining the ultimate bearing ratio of the member aiming at the stress of the member in the ultimate state of the large-span cable-stayed bridge and the ultimate bearing capacity of the member
Ultimate load ratio uniformity d of memberlimAnd a reference limit load ratio
According to the component limit bearing ratio
And a reference limit load ratio
Giving out a criterion of high bearing component and low bearing component;
ultimate load carrying ratio of the member
Obtained by the formula (1):
ultimate load ratio uniformity d of the memberlimObtained by the formula (2):
ultimate load ratio uniformity d of memberlimHas a dynamic value range of (0, 1)]；
Is the average of the ultimate load ratios of the members in the structure,
and
respectively representing the maximum value and the minimum value of the ultimate bearing ratio of each component when the structure reaches the ultimate state;
the reference ultimate bearing ratio
Obtained by the formula (3):
the criterion of the high bearing component and the low bearing component is that if the component limit bearing ratio
Above reference limit bearing ratio
The component is a high bearingCarrying the component, otherwise, the component is a low carrying component; if component ultimate bearing ratio
1, indicating that the component is damaged and belongs to a damaged high-bearing component;
step 4, grouping the members of the large-span cable-stayed bridge to obtain each member group, and carrying out the ultimate bearing ratio of the members on each member group under the combined action of each load of the large-span cable-stayed bridge
Ultimate load ratio uniformity d of memberlimAnd a reference limit load ratio
Determining the high load-bearing component in each component group under the combined action of each load according to the judgment criterion;
and 5, determining a monitoring member aiming at the high bearing member determined in the step 4, and further determining an internal force monitoring member of the large-span cable-stayed bridge according to the position of the monitoring member.
2. The method for monitoring and designing the internal force of the large-span cable-stayed bridge based on the ultimate bearing ratio of the component as claimed in claim 1, wherein the method comprises the following steps: and 2, analyzing the ultimate bearing capacity, namely continuously increasing the external load until the large-span cable-stayed bridge reaches the ultimate bearing capacity state while considering the geometric nonlinearity and the material nonlinearity of the structure.
3. The component ultimate bearing ratio-based large-span cable-stayed bridge internal force monitoring design method according to claim 1, wherein the different load combinations in step 2 comprise various combinations of dead load and n × full-bridge automobile loads, dead load and n × main span automobile loads, dead load and n × side-span automobile loads, dead load and n × single automobile loads, dead load and full-bridge automobile loads and n × downwind loads, dead load and full-bridge automobile loads and n × crosswind loads, n × longitudinal seismic wave action, and n × transverse seismic wave action, wherein n is a load amplification factor, and the dead load, full-bridge automobile loads, main span automobile loads, side-span automobile loads, and single automobile loads are taken according to the Highway bridge design general Specification (JTG D60-2015), and the downwind loads and the crosswind loads are taken according to the Highway bridge design Specification (JTG 60-01-2004).
4. The method for monitoring and designing the internal force of the large-span cable-stayed bridge based on the ultimate bearing ratio of the component as claimed in claim 1, wherein the method comprises the following steps: determining the broken high load bearing member as a monitoring member; for a high load-bearing component without damage, the limit load-bearing ratio of the component is set
The largest component is identified as the monitoring component.
5. The method for monitoring and designing the internal force of the large-span cable-stayed bridge based on the ultimate bearing ratio of the component as claimed in claim 1, wherein the method comprises the following steps: the component group formed by grouping the components of the large-span cable-stayed bridge comprises: stay cable component group, main beam component group and main tower component group.
6. The method for monitoring and designing the internal force of the large-span cable-stayed bridge based on the ultimate bearing ratio of the component as claimed in claim 1, wherein the method comprises the following steps: in the finite element model, each element in the finite element model is assumed to be one member.
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