CN110489784B - Pore prestress loss analysis system - Google Patents
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Abstract
The invention provides a pore channel prestress loss analysis system, which comprises: the parameter setting module is used for setting design parameters of the bridge which is not constructed, wherein the design parameters comprise design values of an influence coefficient and a friction coefficient; the bridge simulation module constructs a bridge three-dimensional model; the analysis section selection module selects a main beam root section and a midspan section of each beam unit as analysis sections; the experiment module is used for obtaining experiment values of the influence coefficient and the friction coefficient by adopting a pore channel module experiment; the judging module is used for judging whether the designed value and the experimental value have errors or not, and sending a signal to the first analyzing module if the designed value and the experimental value have errors; and the first analysis module is used for analyzing the influence of the independent variable influence coefficient and the friction coefficient on the stress and the vertical displacement of the top plate and the bottom plate of the analysis section. The system improves the precision of the friction resistance parameter of the pore channel and prevents overlarge prestress loss when the long rope is tensioned.
Description
The application is filed 30.03.2018, and is a divisional application with the application number of 201810295470.3 and the invented name of 'system and method for analyzing the channel prestress loss'.
Technical Field
The invention relates to the technical field of bridge construction, in particular to a tunnel prestress loss analysis system.
Background
The prestressing of prestressed concrete bridges is an important component of the superstructure of bridges. Due to the proper arrangement of the prestressed tendons, the spanning capability of the structure can be greatly improved, the engineering quality is improved, the dead weight of the structure can be greatly reduced, the structure is attractive and light, and a large amount of steel and concrete are saved. On the contrary, if the pre-stress configuration is improper, not only the material is wasted, but also the concrete structure is cracked and even damaged, thereby having serious consequences, so the pre-stress configuration has important significance for the engineering.
Particularly, the large-span prestressed concrete bridge usually causes larger prestress loss than that according to the design specification in the construction process, even the prestress loss is too large when the long cable is tensioned, and even the loss of the long cable after tensioning is almost used up.
Disclosure of Invention
In view of the above problems, the present invention provides a tunnel prestress loss analysis system that improves the precision of tunnel friction parameters and prevents excessive prestress loss during long rope tension.
In order to achieve the above object, the present application provides a tunnel prestress loss analysis system, comprising:
the parameter setting module is used for setting design parameters of the bridge which is not constructed, wherein the design parameters comprise bridge span combination and design value k of influence coefficient of local deviation per meter on friction Design of And the design value mu of the friction coefficient between the prestressed tendon and the pipe wall Design of ；
The bridge simulation module is used for constructing a three-dimensional model of the bridge according to the design parameters, and the model adopts a beam unit;
the analysis section selection module selects a main beam root section and a midspan section of each beam unit as analysis sections;
an experiment module for obtaining an experiment value k of the influence coefficient of local deviation per meter of the pore on friction by adopting a pore friction experiment Experiment of And the experimental value mu of the coefficient of friction between the tendon and the pipe wall Experiment of ；
The judgment module is used for judging the influence coefficient and the experimental value k of the friction coefficient obtained by the pore friction resistance experiment Experiment of And mu Experiment of With respective design value k Design of And mu Design of Whether deviation exists or not, and if the deviation exists, sending a signal to a first analysis module;
the first analysis module analyzes the influence of the independent variable influence coefficient k and the friction coefficient mu on the stress and the vertical displacement of the top plate and the bottom plate of the analysis section in a set range, and comprises the following steps: performing curve fitting on the upper edge stress and the lower edge stress of the root section and the midspan section of the main beam under different influence parameters by adopting a curve fitting method; performing curve fitting on the section deflection of the root section and the midspan section of the main beam under different influence parameters by adopting a curve fitting method; performing curve fitting on the upper edge stress and the lower edge stress of the root section and the midspan section of the main beam under different friction coefficients by adopting a curve fitting method; and performing curve fitting on the section deflection of the root section and the cross section of the main beam under different friction coefficients by adopting a curve fitting method.
Preferably, the duct prestress loss analysis system further comprises:
and the second analysis module is used for combining the influence coefficient k and the independent variable friction coefficient mu, analyzing the influence of the combined parameters on the stress and the vertical displacement of the top plate and the bottom plate of the analysis section and forming combined parameter influence, and comprises the following steps: curve fitting is carried out on the upper edge stress and the lower edge stress of the root section and the midspan section of the main beam under different combination parameters by adopting a curve fitting method; and performing curve fitting on the section deflection of the root section and the cross section of the main beam under different combination parameters by adopting a curve fitting method.
Further, preferably, the duct prestress loss analysis system further includes:
an experimental value adjusting module for determining an experimental value k of the influence coefficient and the friction coefficient according to the analysis results of the first analysis module and the second analysis module Experiment of the invention And mu Experiment of the invention Respective adjustment ranges and optimal combination parameters.
Preferably, the duct prestress loss analysis system further comprises:
a knowledge base for storing the design parameters and the pre-stress system parameters of the bridge after the construction and obtaining the influence coefficient k of the local deviation of the pipeline per meter length of the bridge after the construction on the friction by adopting a tunnel friction resistance experiment Has already been used for And the coefficient of friction mu between the tendon and the pipe wall Has already been used for The prestress system parameters comprise: prestress tension, concrete shrinkage creep, temperature change and construction load. .
The analysis system for the loss of the prestress of the duct analyzes the reasonable range and the parameter sensitivity of the friction parameter of the duct by comparing a design value with an experimental value, provides a basis for prestress tension construction, and ensures the accuracy of the friction parameter of the duct.
Drawings
Other objects and results of the present invention will become more apparent and readily appreciated as the same becomes better understood by reference to the following description taken in conjunction with the accompanying drawings. In the drawings:
FIG. 1 is a block diagram of a tunnel pre-stress loss analysis system according to the present invention;
FIG. 2 is a schematic diagram of a tunnel friction test according to the present invention;
FIG. 3 is a flow chart of a method of analyzing the loss of channel prestress according to the present invention;
FIG. 4 is a schematic representation of the effect of local per meter deviation of the pipe on friction on the cross-sectional stress;
FIG. 5 is a schematic illustration of the effect of the coefficient of influence of local deviation per meter of pipe on friction on cross-sectional deflection;
FIG. 6 is a schematic illustration of the effect of the coefficient of friction of the tendon with the channel wall on the cross-sectional stress;
FIG. 7 is a graphical representation of the effect of the coefficient of friction of the tendon with the channel wall on section deflection;
FIG. 8 is a schematic illustration of the effect of combined parameters on section stress;
FIG. 9 is a graphical illustration of the effect of combined parameter cross-sectional deflection.
Detailed Description
In the following description, for purposes of explanation, numerous specific details are set forth in order to provide a thorough understanding of one or more embodiments. It may be evident, however, that such embodiment(s) may be practiced without these specific details. Specific embodiments of the present invention will be described in detail below with reference to the accompanying drawings.
Specific embodiments of the present invention will be described in detail below with reference to the accompanying drawings.
Fig. 1 is a block diagram of a channel prestress loss analysis system according to the present invention, and as shown in fig. 1, the channel prestress loss analysis system according to the present invention includes:
the parameter setting module 1 is used for setting design parameters of the bridge which is not constructed, wherein the design parameters comprise bridge span combination and design value k of influence coefficient of local deviation per meter on friction Design of And the design value mu of the friction coefficient between the prestressed tendon and the pipe wall Design of ；
The bridge simulation module 2 is used for constructing a three-dimensional model of the bridge according to the design parameters, and the model adopts a beam unit;
the analysis section selection module 3 selects a main beam root section and a midspan section of each beam unit as analysis sections;
the experiment module 4 adopts a pore friction resistance experiment to obtain an experiment value k of the influence coefficient of the local deviation per meter of the pore on the friction Experiment of And the experimental value mu of the coefficient of friction between the tendon and the pipe wall Experiment of ；
The judgment module 5 judges the influence coefficient obtained by the pore friction resistance experiment and the experiment value k of the friction coefficient Experiment of And mu Experiment of And respective design value k Design of And mu Design of Whether deviation exists or not, and if the deviation exists, sending a signal to a first analysis module;
and the first analysis module 6 analyzes the influence of the independent variable influence coefficient k and the friction coefficient mu on the stress and the vertical displacement of the top plate and the bottom plate of the analysis section in a set range.
Preferably, the method further comprises the following steps: the second analysis module 7 is used for combining the influence coefficient k and the independent variable friction coefficient mu, analyzing the influence of the combined parameters on the stress and the vertical displacement of the top plate and the bottom plate of the analysis section and forming the influence of the combined parameters;
further, preferably, the method further comprises the following steps: an experimental value adjusting module 8 for determining an experimental value k of the influence coefficient and the friction coefficient according to the analysis results of the first analysis module and the second analysis module Experiment of And mu Experiment of Respective adjustment ranges and optimal combination parameters.
As shown in fig. 2, the experimental module 4 includes: the prestressed steel strand bundle 411 passing through the prestressed pipe sequentially passes through the feed-through pressure sensor 412, the centering ring 413, the feed-through jack 414 and the tool anchor 415 to two ends along the axial direction respectively, wherein,
the feed-through pressure sensor 412, centering ring 413, feed-through jack 414 and tool anchor 415 are all arranged concentrically with the pre-stressed conduit,
wherein, each straight-through pressure sensor 412 is connected with a tester 416 through a data line, tensile force is applied to any end, the straight-through pressure sensor 412 will generate compression deformation, the tester 416 respectively measures the difference value of the prestress at the two ends, namely the pipeline frictional resistance,
wherein, two feed-through pressure sensors 412 are connected with a tester 416 through data lines in a junction box 417, and two oil pumps 418 respectively supply oil to the corresponding feed-through jacks 414.
In one embodiment of the present invention, the duct prestress loss analysis system further includes:
a knowledge base 9 for storing the design parameters and the pre-stress system parameters of the bridge after the construction and obtaining the influence coefficient k of the local deviation of the pipeline length per meter of the bridge after the construction on the friction by adopting a tunnel friction resistance experiment Has already been prepared And the coefficient of friction mu between the tendon and the pipe wall Has already been used for The prestress system parameters comprise: prestress tension, concrete shrinkage creep, temperature change, construction load and the like;
the matching module 10 matches the unfinished bridge with the bridge already finished according to the design parameters, the influence coefficient, the friction coefficient or/and the combination parameters of the influence coefficient and the friction coefficient to obtain a finished bridge similar to the unfinished bridge, wherein,
influence coefficient experiment value k adopted by unfinished construction bridge Experiment of the invention And the experimental value μ of the coefficient of friction Experiment of Matching is carried out;
the experimental value adjusting module 8 is also combined with the influence coefficient k of the bridge which has been constructed Has already been prepared And coefficient of friction mu Has already been used for Experiment value k of influence coefficient and friction coefficient of bridge not finished in construction Experiment of And mu Experiment of the invention And (6) adjusting.
Preferably, the matching module 10 comprises:
the clustering unit 101 is used for clustering the finished construction bridges according to various design parameters, influence coefficients, friction coefficients and combination parameters of the influence coefficients and the friction coefficients of the unfinished construction bridges by adopting a clustering algorithm (system clustering, K-means clustering and the like) to obtain clustering result sets corresponding to different design parameters, influence coefficients, friction coefficients and combination parameters;
the judging unit 102 is used for judging whether the clustering result sets have intersection or not, and sending a signal to the first matching unit if the clustering result sets have intersection; if no intersection exists, sending a signal to a second matching unit;
the first matching unit 103 is used for taking the intersection as a similar finished construction bridge set and taking the average value of the model parameters of each bridge in the similar finished construction bridge set as the basis for the adjustment of the experimental value adjusting module;
and the second matching unit 104 is configured to use a clustering result obtained according to the combination parameters of the influence coefficient and the friction coefficient as a similar finished construction bridge set, and use an average value of model parameters of each bridge in the similar finished construction bridge set as a basis for adjustment of the experimental value adjustment module.
Fig. 3 is a flowchart of the method for analyzing the pre-stress loss of the duct according to the present invention, and as shown in fig. 3, the method for analyzing the pre-stress loss of the duct includes:
s1, setting design parameters of a bridge which is not constructed, wherein the design parameters comprise bridge span combination and design value k of influence coefficient of local deviation per meter on friction Design of And design value mu of friction coefficient between the prestressed tendon and the pipe wall Design of ；
S2, constructing a three-dimensional model of the bridge according to the design parameters, wherein the model adopts a beam unit;
s3, selecting a main beam root section and a midspan section of each beam unit as analysis sections;
step S4, adopting a pore canal friction resistance experimentObtaining an experimental value k of the influence coefficient of the local deviation per meter of the pore passage on the friction Experiment of And the experimental value mu of the coefficient of friction between the tendon and the pipe wall Experiment of ；
S5, judging an influence coefficient obtained by a pore path friction resistance experiment and an experiment value k of the friction coefficient Experiment of the invention And mu Experiment of With respective design value k Design of And mu Design of Whether a deviation exists;
when the deviation exists, step S6, analyzing the influence of the independent variable influence coefficient k and the friction coefficient mu on the stress and the vertical displacement of the top plate and the bottom plate of the analysis section in a set range;
when there is no deviation, the experimental value k is set Experiment of And mu Experiment of the invention Or a design value k Design of And mu Design of As an optimal combination parameter.
Preferably, the method further comprises the following steps:
and S7, combining the influence coefficient k and the independent variable friction coefficient mu, and analyzing the influence of the combined parameters on the stress and the vertical displacement of the top plate and the bottom plate of the analysis section to form the influence of the combined parameters.
Further, preferably, the method further comprises the following steps:
s8, determining an experimental value k of the influence coefficient and the friction coefficient according to the analysis results of the influence of the individual variables and the influence of the combined parameters Experiment of And mu Experiment of Respective adjustment ranges and optimal combination parameters.
In step S4, the method for the friction resistance experiment of the curve prestressed duct includes:
cleaning and tidying the pipeline, and penetrating the prestressed steel strand according to the design requirement;
building a prestressed pipeline friction resistance test device, sequentially installing a sensor, a centering ring, a feed-through jack and a tool anchor on a prestressed beam in a prestressed pipeline, and enabling the feed-through pressure sensor, the centering ring and the feed-through jack to be concentrically arranged with the prestressed pipeline;
the sensors at the two ends are respectively connected with the tester through data lines;
simultaneously filling oil to the jacks at two ends of the pipeline, and keeping a certain pressure;
taking one end as a tensioning end and the other end as a fixed end, closing a jack oil valve of the fixed end, tensioning the tensioning end in five stages until the tensioning end reaches the designed tensioning force, and recording the pressure difference between the two ends;
performing role swapping on two ends, taking one end as a fixed end and the other end as a stretching end, stretching in five stages, and recording the pressure difference between the two ends;
calculating the friction coefficient mu of the prestressed steel strand serving as the prestressed tendon and the pipeline by using the following formula (1) and formula (2), and the influence coefficient k of the local deviation of each meter of the pipeline on the friction,
wherein the content of the first and second substances,
mu is the friction coefficient between the prestressed tendon and the pipeline wall;
Y i ln (n) corresponding to the ith prestressed pipe z /n b ) Value n z Is the actual tensile force of the active end, n b Calculating the actual tension of the section;
x i the length of a prestressed tendon space curve corresponding to the ith prestressed pipeline is obtained;
θ i and (4) wrapping angles of the prestressed tendons corresponding to the ith prestressed pipeline according to space curves.
In an embodiment of the present invention, the method for analyzing the channel prestress loss further includes:
storing design parameters and pre-stress system parameters of the bridge which is constructed, and obtaining an influence coefficient k of local deviation of each meter length of a pipeline of the bridge which is constructed on friction by adopting a pore passage friction experiment Has already been prepared And friction between the tendon and the pipe wallCoefficient mu Has already been used for ；
Matching the unfinished bridge with the bridge which is already constructed according to the design parameters, the influence coefficient, the friction coefficient or/and the combination parameters of the influence coefficient and the friction coefficient to obtain the bridge which is already constructed and is similar to the bridge which is not already constructed, wherein,
influence coefficient experiment value k adopted by unfinished construction bridge Experiment of And experimental value of coefficient of friction mu Experiment of Matching is carried out;
combining the influence coefficient k of the constructed bridge Has already been used for And coefficient of friction mu Has already been used for Experiment value k of influence coefficient and friction coefficient of bridge not finished in construction Experiment of And mu Experiment of And (6) adjusting.
Preferably, the method for matching an unfinished bridge with a finished bridge comprises:
clustering the finished construction bridges by adopting a clustering algorithm according to various design parameters, influence coefficients, friction coefficients and combination parameters of the influence coefficients and the friction coefficients of the unfinished construction bridges to obtain clustering result sets corresponding to different design parameters, influence coefficients, friction coefficients and combination parameters;
judging whether an intersection exists in the clustering result sets;
if the intersection exists, the intersection is taken as a similar finished construction bridge set, and the average value of the model parameters of each bridge in the similar finished construction bridge set is taken as an experimental value k of the influence coefficient of the unfinished construction bridge Experiment of the invention And the experimental value μ of the coefficient of friction Experiment of The basis of adjustment;
if no intersection exists, taking a clustering result obtained according to the combination parameters of the influence coefficients and the friction coefficients as a similar finished construction bridge set, and taking the average value of the model parameters of each bridge in the similar finished construction bridge set as an unfinished construction bridge influence coefficient experimental value k Experiment of And the experimental value μ of the coefficient of friction Experiment of the invention The basis of the adjustment.
In one particular embodiment of the present invention,the span combination of an unfinished construction bridge is 58+100+58m, the curve radius of the unfinished construction bridge is 750m, a finite element method is adopted to construct a three-dimensional model of the unfinished construction bridge, the full-bridge box Liang Duanhua is divided into 149 nodes and 144 units according to control sections such as division, fulcrum, midspan and section change points of construction beam sections, the model adopts beam units, as shown in figure 4, the control sections comprise a main beam root section 1-1 and a midspan section 1-2, a prestressed pore channel adopts a plastic corrugated pipe for pore forming, and design specifications of hole-forming highway reinforced concrete and prestressed concrete bridges and culverts, k Design of ＝0.0015，μ Design of ＝0.15。
The method for obtaining the influence coefficient k of the local deviation of the length per meter of the pipeline on the friction through the prestress pore canal friction resistance experiment Experiment of the invention =0.0028 and the coefficient of friction μ between the tendon and the pipe wall Experiment of ＝0.35；
Deviation exists between design values and experimental values of influence coefficients and friction coefficients of unfinished construction bridges;
sensitivity analysis is carried out on the influence coefficient k of the local deviation of each meter of the pore canal on the friction, the values of the influence coefficient k participating in the sensitivity analysis are respectively 0.0015, 0.0020, 0.0030, 0.0040, 0.0050 and 0.0060, the obtained experimental results are shown in the following table 1,
TABLE 1
The curve fitting method is adopted to perform curve fitting on the section stresses under different influence parameters, as shown in fig. 4, the influence coefficient of the local deviation of the pore canal per meter on friction has obvious influence on the upper edge stress of the section 1-1 and the lower edge stress of the section 2-2, but has little influence on the lower edge stress of the section 1-1 and the upper edge stress of the section 2-2. After the K value is increased from 0.0015 to 0.006, the stress of the upper edge of the 1-1 section is changed from-10.1 MPa to-8.4 MPa, and the compressive stress is reduced by 1.7MPa and accounts for 16.8 percent; the lower edge stress of the 2-2 section is changed from-10.2 MPa to-8.6 MPa, and the compressive stress is reduced by 1.6MPa and accounts for 15.7 percent. The compressive stress of the main section shows a tendency to decrease with increasing K value, with a maximum decrease of 16.8%.
The curve fitting method is adopted to perform curve fitting on the section deflection under different influence parameters, as shown in figure 5, the influence coefficient of the local deviation of each meter of the pore passage on the friction has small influence on the deflection of the 1-1 section, and has large influence on the deflection of the 2-2 section. When the influence coefficient of the local deviation of the pore channels per meter on the friction is 0.0015, the displacement of the midspan section is 6.7mm, and when K is changed from 0.0015 to 0.006, the midspan deflection is changed to-2.6 mm and is reduced by 9.3mm, and for the 1-1 section, the vertical deflection is only changed to 0.4mm.
Sensitivity analysis is carried out on the friction coefficient mu of the prestressed tendon and the pore canal wall, the values of the parameters participating in the sensitivity analysis are respectively 0.15, 0.20, 0.25, 0.30, 0.40 and 0.50, and the obtained experimental results are shown in the following table 2,
TABLE 2
The curve fitting method is adopted to perform curve fitting on the section stress under different friction coefficients, as shown in fig. 6, mu has obvious influence on the upper edge stress of the section 1-1 and the lower edge stress of the section 2-2, but has little influence on the lower edge stress of the section 1-1 and the upper edge stress of the section 2-2. After the K value is increased from 0.15 to 0.5, the stress of the upper edge of the 1-1 section is changed from minus 10.1MPa to minus 9MPa, and the compressive stress is reduced by 1.1MPa and accounts for 10.9 percent; the lower edge stress of the section 2-2 is changed from-10.2 MPa to-8.7 MPa, and the compressive stress is reduced by 1.5MPa and accounts for 14.7 percent. The compressive stress of the main section shows a tendency to decrease with increasing μ value, with a maximum decrease of 14.7%.
The curve fitting method is adopted to perform curve fitting on the section deflection under different friction coefficients, as shown in FIG. 7, the friction coefficient mu of the prestressed tendon and the duct wall has little influence on the deflection of the 1-1 section and has great influence on the deflection of the 2-2 section. When the friction coefficient of the prestressed tendon and the pore channel wall takes a design value of 0.15, the displacement of the midspan section is 6.7mm, and when the mu is changed from 0.15 to 0.5, the midspan deflection is changed to 0mm and is reduced by 6.7mm, and for the 1-1 section, the vertical deflection is changed to only 0.3mm.
According to the analysis result, the influence coefficient of the local deviation per meter of the pore on the friction is combined with the friction coefficient of the prestressed tendons and the pore wall, and the parameter sensitivity analysis is carried out. The combination parameters are respectively: (0.0015,0.15), (0.0020,0.20), (0.0030,0.25), (0.0040,0.30), (0.0050,0.40) and (0.0060,0.50), the experimental results obtained are as in table 3 below,
TABLE 3
The curve fitting method is adopted to perform curve fitting on the section stress under different combination parameters, as shown in fig. 8, the combination parameters have obvious influence on the upper edge stress of the section 1-1 and the lower edge stress of the section 2-2, but have little influence on the lower edge stress of the section 1-1 and the upper edge stress of the section 2-2. After the combination parameter is increased from (0.0015,0.15) to (0.0060,0.50), the stress of the upper edge of the section 1-1 is changed from-10.1 MPa to-7.3 MPa, and the compressive stress is reduced by 2.8MPa, accounting for 27.7 percent; the lower edge stress of the section 2-2 is changed from-10.2 MPa to-7.1 MPa, and the compressive stress is reduced by 3.1MPa and accounts for 30.4 percent. The compressive stress of the main section shows a decreasing trend with the increasing value of the combined parameter, and the decreasing proportion is 30.4 percent at most.
The curve fitting method is adopted to perform curve fitting on the deflection of the cross section under different combination parameters, as shown in FIG. 9, the combination parameters have small influence on the deflection of the cross section 1-1 and large influence on the deflection of the cross section 2-2. When the combined parameters were taken as design values, the displacement of the midspan section was 6.7mm, while the combined parameters changed from (0.0015,0.15) to (0.0060,0.50), the midspan deflection became-9.1 mm, decreasing by 15.8mm, while for 1-1 sections, the vertical deflection change was only 0.7mm.
Experimental value k of the influence coefficient Experiment of The upper and lower adjustment ranges are not more than 0.001, and the experimental value mu of the friction coefficient Experiment of The upper and lower adjustment ranges of the pressure sensor are not more than 0.1, the prestress pore canal friction resistance experiment is obtained, and the influence coefficient k Experiment of =0.0028 and, coefficient of friction μ Experiment of The stress influence and the deflection influence of the boundary cross section are moderate by =0.35, and (0.0028,0.35) can be used as an optimal combination parameter, and preferably, the k value is in the range of 0.0023-0.0033, and the mu value is in the range of 0.30-0.40 for prestress tensioning.
In addition, the experimental value may also be corrected by using bridges that have already been constructed, for example, a plurality of bridges that have already been constructed are respectively clustered according to K, μ and the euclidean distance of the combination parameters, the intersection of the clustering results is taken as a set of bridges that have not been constructed and are similar to the bridges that have already been constructed, an average value is taken, and the experimental value is adjusted by combining the above fitting curves, the construction conditions and the cost on the site Average ＝0.00285，μ Average out ＝0.2572，k Experiment of And k is Average out The difference of (d) is in the range of 0.001, mu Experiment of And mu Average The difference (c) is in the range of 0.01, and it can be seen from the fitted curves of fig. 4 to 9 that the influence on the sectional stress and the deflection is not large, and (0.0028,0.35) can be used as an optimum combination parameter.
In the prestress loss, the stress loss caused by the friction between the prestressed tendon and the pore canal wall accounts for the most part, and the embodiment adjusts the friction coefficient and the influence coefficient of the bridge which is not constructed through the similar friction coefficient and influence coefficient of the bridge which is constructed, so that the accuracy of the model parameters is improved.
In the above embodiments of the present invention, the condition for starting the sensitivity analysis is that there is a deviation between the design value and the experimental value, but the present invention is not limited thereto, and the sensitivity analysis may be started when the difference between the design value and the experimental value exceeds the error range.
In summary, the construction lofting method and system for the arch rib of the catenary arch bridge according to the present invention are described by way of example with reference to the accompanying drawings. However, it will be appreciated by those skilled in the art that various modifications could be made to the system and method of the present invention described above without departing from the spirit of the invention. Therefore, the scope of the present invention should be determined by the contents of the appended claims.
Claims (3)
1. A tunnel pre-stress loss analysis system, comprising:
the parameter setting module is used for setting design parameters of the bridge which is not constructed, wherein the design parameters comprise bridge span combination and design value k of influence coefficient of local deviation per meter on friction Design of And the design value mu of the friction coefficient between the prestressed tendon and the pipe wall Design of ；
The bridge simulation module is used for constructing a three-dimensional model of the bridge according to the design parameters, and the model adopts a beam unit;
the analysis section selection module selects a main beam root section and a midspan section of each beam unit as analysis sections;
an experiment module for obtaining an experiment value k of the influence coefficient of local deviation per meter of the pore on friction by adopting a pore friction experiment Experiment of And the experimental value mu of the coefficient of friction between the tendon and the pipe wall Experiment of ；
The judgment module is used for judging the influence coefficient and the experimental value k of the friction coefficient obtained by the pore friction resistance experiment Experiment of And mu Experiment of And respective design value k Design of And mu Design of Whether deviation exists or not, and if the deviation exists, sending a signal to a first analysis module;
the first analysis module analyzes the influence of the independent variable influence coefficient k and the friction coefficient mu on the stress and the vertical displacement of the top plate and the bottom plate of the analysis section in a set range, and comprises the following steps: performing curve fitting on the upper edge stress and the lower edge stress of the root section and the midspan section of the main beam under different influence parameters by adopting a curve fitting method; performing curve fitting on the section deflection of the root section and the midspan section of the main beam under different influence parameters by adopting a curve fitting method; performing curve fitting on the upper edge stress and the lower edge stress of the root section and the midspan section of the main beam under different friction coefficients by adopting a curve fitting method; curve fitting is carried out on the section deflection of the root section and the midspan section of the main beam under different friction coefficients by adopting a curve fitting method,
a knowledge base for storing the design parameters and the pre-stress system parameters of the bridge after the construction and obtaining the influence coefficient k of the local deviation of the pipeline per meter length of the bridge after the construction on the friction by adopting a tunnel friction resistance experiment Has already been used for And the coefficient of friction mu between the tendon and the pipe wall Has already been used for The pre-stress system parameters comprise: prestress tension, concrete shrinkage creep, temperature change and construction load;
a matching module for matching the unfinished bridge with the bridge which is already constructed according to the design parameters, the influence coefficient, the friction coefficient or/and the combination parameters of the influence coefficient and the friction coefficient to obtain the bridge which is already constructed and is similar to the unfinished bridge, wherein,
influence coefficient experiment value k adopted by unfinished construction bridge Experiment of the invention And the experimental value μ of the coefficient of friction Experiment of the invention Matching is carried out;
the experimental value adjusting module is also combined with the influence coefficient k of the finished construction bridge Has already been used for And coefficient of friction mu Has already been used for Experiment value k of influence coefficient and friction coefficient of bridge not finished in construction Experiment of And mu Experiment of Adjusting;
the matching module includes:
the clustering unit is used for clustering the finished construction bridges according to various design parameters, influence coefficients, friction coefficients and combination parameters of the influence coefficients and the friction coefficients of the unfinished construction bridges by adopting a clustering algorithm to obtain clustering result sets corresponding to different design parameters, influence coefficients, friction coefficients and combination parameters;
the judging unit is used for judging whether the clustering result sets have intersection or not, and sending a signal to the first matching unit if the clustering result sets have intersection; if no intersection exists, sending a signal to a second matching unit;
the first matching unit takes the intersection as a similar finished construction bridge set and takes the average value of the model parameters of each bridge in the similar finished construction bridge set as the basis for the adjustment of the experimental value adjusting module;
and the second matching unit is used for taking a clustering result obtained according to the combined parameters of the influence coefficient and the friction coefficient as a similar finished construction bridge set, and taking the average value of the model parameters of each bridge in the similar finished construction bridge set as the basis for the adjustment of the experimental value adjusting module.
2. The tunnel pre-stress loss analysis system of claim 1, further comprising:
and the second analysis module is used for combining the influence coefficient k and the independent variable friction coefficient mu, analyzing the influence of the combined parameters on the stress and the vertical displacement of the top plate and the bottom plate of the analysis section, and forming combined parameter influence, and comprises the following steps: curve fitting is carried out on the upper edge stress and the lower edge stress of the root section and the midspan section of the main beam under different combination parameters by adopting a curve fitting method; and performing curve fitting on the section deflection of the root section and the cross section of the main beam under different combination parameters by adopting a curve fitting method.
3. The tunnel pre-stress loss analysis system of claim 2, further comprising:
an experimental value adjusting module for determining an experimental value k of the influence coefficient and the friction coefficient according to the analysis results of the first analysis module and the second analysis module Experiment of the invention And mu Experiment of Respective adjustment ranges and optimal combination parameters.
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