CN111140250A - Method for determining reinforcing and strengthening time of shield tunnel structure bonded steel and application - Google Patents
Method for determining reinforcing and strengthening time of shield tunnel structure bonded steel and application Download PDFInfo
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Abstract
The invention relates to a method for determining the occasion for reinforcing and reinforcing bonded steel of a shield tunnel structure and application thereof, wherein the occasion determining method comprises the following steps: 1) carrying out an indoor model test based on a load structure method to obtain a relation curve between a shield tunnel structure horizontal expansion value and a load under different deformation modes, and recording the relation curve as a first relation curve; 2) carrying out a bonded steel reinforcing structure failure test to obtain the bearing performance of the reinforcing structure and a relationship curve of the horizontal expansion value and the load of the reinforcing structure, and recording as a second relationship curve; 3) obtaining a curve formula of a horizontal expansion value of the reinforcing point and the ultimate bearing capacity of the structure and a curve formula of the horizontal expansion value of the reinforcing point and the structural rigidity based on the second relation curve fitting; 4) and acquiring a deformation mode and deformation conditions of the field shield tunnel structure, and determining the steel sticking and reinforcing time based on the curve formula and the first relation curve. Compared with the prior art, the invention has the advantages of saving energy, effectively prolonging the service life of the shield tunnel and the like.
Description
Technical Field
The invention relates to the technical field of tunnel engineering, in particular to a method for determining reinforcement opportunity of a shield tunnel structure in steel bonding reinforcement and application thereof.
Background
Due to the influences of construction quality, peripheral engineering activities and the like, the subway shield tunnel structure generates large deformation, and the large deformation becomes a common problem of the subway tunnel. Tunnel defects such as local settlement, duct piece cracking, water leakage and the like can be induced by excessive deformation of the tunnel structure, so that the performance degradation of the tunnel structure is accelerated, and the safety bearing of the subway tunnel structure is seriously threatened.
In order to ensure the safety of the tunnel structure and maintain the normal operation of the subway, necessary reinforcement measures are needed for the shield tunnel which is deformed abnormally. The bonded steel reinforcement method is generally adopted to meet the advantages of clearance rechecking and better improvement of structural rigidity and bearing capacity, but at present, bonded steel reinforcement technology and the research of analysis and evaluation thereof are still in an exploration stage, no clear subway shield tunnel bonded steel reinforcement technical specification can be referred to, design and construction are often carried out in an engineering experience or analogy mode in an actual reinforcement case, and a method capable of clearly evaluating the bonded steel reinforcement effect and providing reasonable reinforcement time to improve the safety of a tunnel structure is lacked.
At present, the research of domestic scholars for reinforcing the bonded steel of the shield tunnel mainly takes structural design and a reinforcing method as main points.
In the aspect of steel bonding and reinforcing structure design, the chinese patent CN 207568627U discloses a steel plate reinforcing structure for reinforcing a shield tunnel structure and a ballast bed, which is an annular structure formed by sequentially and fixedly connecting a plurality of sections of arc-shaped steel plates. Chinese patent CN 208669320U discloses a shield tunnel reinforced structure for anti-transverse elliptical deformation of pre-buried steel plate, sets up pre-buried steel plate at section of jurisdiction intrados to it is fixed with adjacent steel plate, the equidistant vertical welding in pre-buried steel plate outside has the anchor bar, and one section of anchor bar is established on pre-buried steel plate, and the other end is connected on section of jurisdiction owner muscle. Chinese patent CN 110206564U discloses a shield tunnel reinforcing structure based on U-shaped steel plates and a construction method, the reinforcing structure includes U-shaped steel plates bonded at the intrados of shield segments in the region to be reinforced.
In the aspect of a bonded steel reinforcing method, Chinese patent CN 103643965A discloses a formed tunnel segment repairing and reinforcing construction method, and the segment repairing concrete construction steps are as follows: 1. classifying and distinguishing the cracked segments, 2, selecting repair measures, 3, cleaning the cracked surfaces of the segments, 4, drilling holes and planting bars, 5, coating an interface agent, 6, binding reinforcing steel bar meshes, 7 and coating polymer repair mortar; the concrete steps of reinforcing the duct piece are as follows: 1. caulking, grouting and hand hole plugging, 2, steel plate processing and corrosion prevention treatment, 3, steel plate installation protection, and 4, epoxy resin slurry filling. Chinese patent CN103061780A discloses a construction method for reinforcing steel plates of an operating tunnel structure, which comprises the following specific steps: temporarily detaching and temporarily moving cables, pipelines and bracket equipment in a reinforced area; sticking aramid fabric on the surface of the damaged pipe piece; stopping seepage and plugging the annular seams and longitudinal seams of the pipe pieces; installing an annular steel ring on the duct piece; and injecting epoxy resin between the annular steel ring and the duct piece for filling and fixing.
At present, a method for determining the steel sticking reinforcing time is not involved, and the shield tunnel cannot be effectively reinforced so as to achieve the purposes of saving energy and prolonging the service life of the tunnel.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provides a method for determining the reinforcing and strengthening time of the shield tunnel structure bonded steel and application thereof.
The purpose of the invention can be realized by the following technical scheme:
a method for determining the occasion of reinforcing and reinforcing the bonded steel of a shield tunnel structure comprises the following steps:
1) carrying out an indoor model test based on a load structure method to obtain a relation curve between a shield tunnel structure horizontal expansion value and a load under different deformation modes, and recording the relation curve as a first relation curve;
2) carrying out a bonded steel reinforcing structure failure test to obtain the bearing performance of the reinforcing structure and a relationship curve of the horizontal expansion value and the load of the reinforcing structure, and recording as a second relationship curve;
3) obtaining a curve formula of a horizontal expansion value of the reinforcing point and the ultimate bearing capacity of the structure and a curve formula of the horizontal expansion value of the reinforcing point and the structural rigidity based on the second relation curve fitting;
4) and acquiring a deformation mode and deformation conditions of the field shield tunnel structure, and determining the steel sticking and reinforcing time based on the curve formula and the first relation curve.
Further, the deformation modes comprise a transverse duck egg deformation mode and a vertical duck egg deformation mode, wherein the transverse duck egg deformation mode is that the vertical convergence of the tunnel structure is larger than the horizontal expansion, and the vertical duck egg deformation mode is that the vertical convergence of the tunnel structure is smaller than the horizontal expansion.
Further, the indoor model test specifically comprises:
and obtaining a segment model based on the similarity ratio, loading the segment model by adopting a full-circle loading device under the selected deformation mode, and recording the relation between the deformation state and the load of the segment model.
Further, in the cohesive steel reinforcing structure failure test, firstly, a horizontal load is added to the deformation condition of the reinforcing point, then the load is kept unchanged, namely, a secondary stress mode is considered, cohesive steel reinforcing is carried out based on a similarity ratio, and the bearing performance of the reinforcing structure and a relation curve of the horizontal expansion value of the reinforcing structure and the load are obtained.
Further, the first relation curve is divided into a plurality of stages through a plurality of set key points, each key point corresponds to a horizontal expansion threshold, and each horizontal expansion threshold has corresponding structural limit bearing capacity and structural rigidity through the curve formula.
Further, the key points include a structure first-time crack point, a reinforcing steel bar or bolt first-time yield point, an extreme state point and a structure collapse-to-be-caused point.
Further, the concrete determination of the steel sticking reinforcement time based on the curve formula and the first relation curve is as follows:
acquiring a horizontal expansion value of the on-site shield tunnel structure, acquiring a stage of the structure according to a horizontal expansion threshold value of a first relation curve, and substituting the horizontal expansion value into a curve formula to sequentially obtain the ultimate bearing capacity and the structural rigidity of the current bonded steel reinforced structure;
and respectively obtaining a structure horizontal deformation interval of reasonable steel bonding reinforcement opportunity according to the judgment conditions of the ultimate bearing capacity and the structure rigidity, wherein an intersection formed interval of the two is the selection range of the reasonable steel bonding reinforcement opportunity.
Further, the structural horizontal deformation interval obtained at the time of reasonable steel bonding reinforcement according to the judgment condition of the ultimate bearing capacity specifically comprises the following steps: and after the stage of the structure is determined, comparing the relationship between the ultimate bearing capacity of the current bonded steel reinforced structure and the ultimate bearing capacity of the structure corresponding to the two key points of the current stage to obtain a structure horizontal deformation interval at a reasonable bonded steel reinforcing time.
Further, the structural horizontal deformation interval obtained at the time of reasonable steel bonding reinforcement according to the judgment condition of the structural rigidity specifically comprises: and after the stage of the structure is determined, comparing the relationship between the structural rigidity of the current bonded steel reinforcing structure and the structural rigidity corresponding to the two key points of the current stage to obtain a structural horizontal deformation interval at the reasonable bonded steel reinforcing time.
The invention also provides a shield tunnel structure bonded steel reinforcement method based on the opportunity determination method, and the method is used for reinforcing the field shield tunnel structure based on the reinforcement opportunity determined by the opportunity determination method.
Compared with the prior art, the invention has the following beneficial effects:
1. the method uses the structural deformation convenient to measure as a parameter to calculate the reasonable steel bonding reinforcement time, can be directly applied to actual engineering, and has wide application range.
2. According to the method, the quantitative analysis of the bonded steel reinforcing effect is realized by establishing a fitting curve formula of the horizontal expansion value of the reinforcing point and the rigidity and the ultimate bearing capacity of the bonded steel reinforcing structure, and the optimal bonded steel reinforcing time can be determined by combining the cracking and destruction characteristics of the original structure and the bonded steel reinforcing structure obtained from a model test, so that the purposes of saving energy and prolonging the service life of the tunnel are achieved.
3. The method and the device simultaneously consider structural rigidity and ultimate bearing capacity to determine the steel bonding reinforcement time, and have high reliability.
Drawings
FIG. 1 is a schematic flow diagram of the present invention;
FIG. 2 is a graph showing a relationship between a horizontal expansion value and a load of a shield tunnel structure;
FIG. 3 is a graph of horizontal expansion versus load for a reinforced structure.
Detailed Description
The invention is described in detail below with reference to the figures and specific embodiments. The present embodiment is implemented on the premise of the technical solution of the present invention, and a detailed implementation manner and a specific operation process are given, but the scope of the present invention is not limited to the following embodiments.
Example 1
The embodiment provides a method for determining a reinforcing occasion of a shield tunnel structure with bonded steel, as shown in fig. 1, the method includes:
step 1: an indoor model test is carried out based on a load structure method, a relation curve of a shield tunnel structure horizontal expansion value (namely a horizontal direction deformation value) and a load under different deformation modes is obtained and recorded as a first relation curve, and a tunnel structure damage key point recorded in a test phenomenon is marked on the relation curve of the horizontal expansion and the load.
In this embodiment, the relationship curve between the horizontal expansion and the load is divided into four stages, i.e., I, II, III, and IV, in order to obtain the critical load P corresponding to the critical state point, i.e., the first cracking of the structure, the first yielding of the steel bar or bolt, the critical state point, and the impending collapse of the structure0And simultaneously and sequentially obtaining the corresponding horizontal expansion threshold values delta of the four key points in the first relation curve1、δ2、δ3And delta4The relationship is shown in FIG. 2. Each horizontal expansion threshold has a corresponding structural ultimate bearing capacity and structural stiffness through the curve formula.
The deformation mode comprises a transverse duck egg deformation mode and a vertical duck egg deformation mode, wherein the transverse duck egg deformation mode is that the vertical convergence of the tunnel structure is larger than the horizontal expansion, and the vertical duck egg deformation mode is that the vertical convergence of the tunnel structure is smaller than the horizontal expansion.
The indoor model test specifically comprises the following steps: and obtaining a segment model based on the similarity ratio, loading the segment model by adopting a full-circle loading device under the selected deformation mode, and recording the relation between the deformation state and the load of the segment model.
The segment model consists of particulate concrete meeting the similarity ratio and a non-simplified steel reinforcement framework, and comprises hand holes, bolt sleeves, tenons and force transmission rubber pad structures, wherein the non-simplified steel reinforcement framework is formed by binding strength and size after conversion according to the similarity ratio.
In an indoor model test, the load loaded outside the duct piece comprises a horizontal load and a vertical load, wherein the horizontal load is a horizontal annular uniform load jointly applied by a spring, a bent plate and a jack so as to simulate water and soil pressure, the bent plate is in contact with a lining, the curvature of the bent plate is consistent with the outer diameter of a tunnel, and the spring can simulate the conditions of different stratums in a parameter adjusting mode; the vertical load is a jack jacking force applied in the longitudinal direction of the tunnel so as to simulate the residual jacking force of the shield tunneling machine.
Step 2: and carrying out a bonded steel reinforcing structure failure test, obtaining the bearing performance of the reinforcing structure and a relationship curve of the deformation and the load of the reinforcing structure, recording the relationship curve as a second relationship curve, and obtaining the structural rigidity and the ultimate bearing capacity of the bonded steel reinforcing structure under different deformation conditions and the slope of the tangent line of the deformation curve at the reinforcing moment. The structural rigidity R is the slope of a tangent line of a deformation curve at the reinforcing moment of the curve graph in the second relation curve graph, namely R is delta/delta q, wherein delta and delta q are the horizontal expansion and load increment of the structure at the same moment, and the ultimate bearing capacity of the structure is the ultimate load P in the second relation curve graph. The second relationship is shown in fig. 3.
In the cohesive steel reinforcing structure failure test, firstly increasing the horizontal load to the deformation condition of the reinforcing point, then keeping the load unchanged, namely considering the secondary stress mode, and carrying out the cohesive steel reinforcement based on the similarity ratio to obtain the bearing performance of the reinforcing structure and the relation curve of the deformation and the load of the reinforcing structure.
And step 3: and fitting based on the second relation curve to obtain curve formulas of the deformation of the reinforcing points and the ultimate bearing capacity of the structure and the deformation and the rigidity of the reinforcing points.
The fitting curve formula of the deformation of the reinforcing points and the ultimate bearing capacity P of the structure is as follows:
in the formula: pT1、PV1The ultimate bearing capacity of the bonded steel reinforced structure is respectively under the deformation modes of 'transverse duck eggs' and 'vertical duck eggs'; x is the number ofT1、xV1The horizontal expansion values of the structure are respectively the horizontal expansion values of the structure when the steel is bonded and reinforced under the deformation modes of 'transverse duck eggs' and 'vertical duck eggs'; a. theT1、BT1And CT1Substituting the test data obtained in the step 2 into a fitting curve formula (1) in a deformation mode of 'transverse duck egg', and fitting to obtain a non-negative constant; a. theV1、BV1And CV1And (3) substituting the test data obtained in the step (2) into a fitting curve formula (2) in a vertical duck egg deformation mode, and fitting to obtain a non-negative constant.
The fitting curve formula of the deformation of the reinforcing points and the structural rigidity R is as follows:
in the formula: rT2、RV2Structural rigidity at the moment of bonding steel and reinforcing under the deformation modes of 'transverse duck eggs' and 'vertical duck eggs' respectively; x is the number ofT2、xV2The horizontal expansion values of the structure are respectively the horizontal expansion values of the structure when the steel is bonded and reinforced under the deformation modes of 'transverse duck eggs' and 'vertical duck eggs'; a. theT2、BT2And CT2Substituting the test data obtained in the step 2 into a fitting curve formula (3) in a deformation mode of 'crossing duck eggs', and fitting to obtain a non-negative constant;AV2、BV2and CV2Substituting the test data obtained in the step 2 into a fitting curve formula (4) in a vertical duck egg deformation mode, and fitting to obtain a non-negative constant;
the formulas (1), (2), (3) and (4) are all monotone decreasing curves.
And 4, step 4: and acquiring a deformation mode and deformation conditions of the field shield tunnel structure, and determining the steel sticking and reinforcing time based on the curve formula and the first relation curve.
Firstly, determining that the structure is in a 'transverse duck egg' or 'vertical duck egg' deformation mode according to the measurement values of vertical convergence and horizontal expansion of the on-site tunnel structure, and corresponding to the horizontal expansion value delta of a key point in a first relation curve in the deformation mode1、δ2、δ3And delta4And (3) (or (4)) are sequentially substituted into the formulas (1) (or (2)) and (3), and the ultimate bearing capacities P1, P2, P3 and P4, and the structural rigidities R1, R2, R3 and R4 are obtained.
And then substituting the horizontal expansion value delta of the field tunnel structure into the first relation curve so as to obtain the stage of the structural deformation in the first relation curve, respectively substituting the horizontal expansion value into the formulas (1) (or (2)) and (3) (or (4)), and sequentially obtaining the ultimate bearing capacity P and the rigidity R of the bonded steel reinforced structure.
And finally, respectively obtaining a structure horizontal deformation interval of reasonable steel bonding reinforcement opportunity according to the judgment conditions of the ultimate bearing capacity and the rigidity, wherein the intersection formed interval of the two is the selection range of the reasonable steel bonding reinforcement opportunity.
The judgment conditions of the ultimate bearing capacity are as follows:
1) if delta is more than or equal to 0 and less than delta1The situation that the on-site tunnel is not cracked is shown, the relation that P is larger than or equal to P0 is inevitably existed by combining engineering experience and test results, and the P value and the P1 value are compared at the moment;
1-a) if P is more than P0 and is more than or equal to P1, which indicates that the ultimate bearing capacity of the bonded steel reinforced structure adopted when the structure is cracked for the first time is less than or equal to the ultimate bearing capacity of the original structure, the P0 is required to be substituted into a fitting curve formula of structural deformation and bearing capacity to find out the corresponding horizontal expansion delta0The reasonable steel sticking reinforcement time is that the structure is horizontally deformed from delta to delta0To (c) to (d);
1-b) if P is more than P1 and more than P0, comparing the difference between P1 and P0, and if the difference between P1 and P0 is larger, indicating that the structure can still effectively improve the ultimate bearing capacity by adopting bonded steel reinforcement when the structure is cracked for the first time, adopting bonded steel reinforcement when the horizontal deformation of the structure is delta and early, and adopting bonded steel reinforcement when the horizontal deformation of the structure is delta1The reasonable reinforcement time is calculated according to 2) if the reasonable reinforcement time is used as a lower limit value of the reasonable reinforcement time but contradicts with the precondition; if the difference between P1 and P0 is small, the fact that the bearing capacity of the structure cannot be effectively improved by adopting bonded steel reinforcement when the structure is cracked for the first time is indicated, and reasonable bonded steel reinforcement is carried out when the structure is deformed horizontally from delta to delta1To (c) to (d);
2) if delta1≤δ＜δ2At this point, the P and P2 values are compared.
2-a) if P is more than P0 and is more than or equal to P2, which indicates that the ultimate bearing capacity of the bonded steel reinforced structure adopted by the structure is less than or equal to the ultimate bearing capacity of the original structure when the steel bar or the bolt yields, the P0 is required to be substituted into a fitting curve formula of structural deformation and bearing capacity to find out the corresponding horizontal expansion delta0The reasonable steel sticking reinforcement time is that the structure is horizontally deformed from delta to delta0To (c) to (d);
2-b) if P is more than P2 and more than P0, comparing the difference between P2 and P0, and if the difference between P2 and P0 is larger, indicating that the ultimate bearing capacity of the structure can still be effectively improved by adopting bonded steel reinforcement when the reinforcing steel bars or bolts yield, adopting bonded steel reinforcement too early when the horizontal deformation of the structure is delta, and adopting bonded steel reinforcement when the horizontal deformation of the structure is delta2The reasonable reinforcement time is calculated according to the 3) calculation if the lower limit value of the reasonable reinforcement time is used and contradicts with the precondition; if the difference between P2 and P0 is small, the bearing capacity of the structure cannot be effectively improved by adopting bonded steel reinforcement when the steel bars or bolts yield for the first time, and the structure deforms horizontally from delta to delta in reasonable bonded steel reinforcement time2To (c) to (d);
3) if delta2≤δ＜δ3At this point, the P and P3 values are compared.
3-a) if P is more than P0 and is more than or equal to P3, the ultimate bearing capacity of the bonded steel reinforced structure adopted when the structure is at the ultimate state point is less than or equal to the ultimate bearing capacity of the original structure, then P0 needs to be substituted into a fitting curve formula of structural deformation and bearing capacity to find out the corresponding horizontal expansion delta0The reasonable steel sticking reinforcement time is that the structure is horizontally deformed from delta to delta0To (c) to (d);
3-b) if P is more than P3 and more than P0, comparing the difference between P2 and P0, and if the difference between P3 and P0 is larger, indicating that the limit bearing capacity of the structure can still be effectively improved by adopting bonded steel reinforcement when the structure is at a limit state point, adopting bonded steel reinforcement too early when the horizontal deformation of the structure is delta, and adopting bonded steel reinforcement when the horizontal deformation of the structure is delta3The reasonable reinforcement time is calculated according to 4) if the reasonable reinforcement time is used as a lower limit value of the reasonable reinforcement time but contradicts with the precondition; if the difference between P3 and P0 is small, the bearing capacity of the structure cannot be effectively improved by adopting bonded steel reinforcement when the structure is at the limit state point, and the reasonable bonded steel reinforcement time is that the structure is horizontally deformed from delta to delta3To (c) to (d);
4) if delta3≤δ＜δ4At this point, the P and P4 values are compared.
4-a) if P is more than P0 and is more than or equal to P4, which indicates that the ultimate bearing capacity of the bonded steel reinforced structure adopted when the structure is about to collapse is less than or equal to the ultimate bearing capacity of the original structure, the P0 is required to be substituted into a fitting curve formula of structural deformation and bearing capacity to find out the corresponding horizontal expansion delta0The reasonable steel sticking reinforcement time is that the structure is horizontally deformed from delta to delta0To (c) to (d);
4-b) if P is more than P4 and more than P0, comparing the difference between P4 and P0, and if the difference between P4 and P0 is larger, indicating that the limit bearing capacity of the structure can still be effectively improved by adopting bonded steel reinforcement when the structure is about to collapse, adopting bonded steel reinforcement too early when the horizontal deformation of the structure is delta, and adopting bonded steel reinforcement when the horizontal deformation of the structure is delta4The deformation is unstable displacement, and at the moment, a steel sticking reinforcing measure is not recommended to be taken for the structure; if the difference between P4 and P0 is small, the bearing capacity of the structure cannot be effectively improved by adopting bonded steel reinforcement when the structure is at the limit state point, and the reasonable bonded steel reinforcement time is that the structure is horizontally deformed from delta to delta4To (c) to (d);
the judgment conditions of the structural rigidity at the moment of reinforcement are as follows:
1) if delta is more than or equal to 0 and less than delta1The situation that the site tunnel is not cracked yet is shown, and R is larger than or equal to R0 by combining engineering experience and test resultsWhen comparing the R and R1 values;
1-a) if R is more than R0 and is more than or equal to R1, the situation that the rigidity is improved less than the original structure at the moment of reinforcing the bonded steel reinforced structure when the structure is cracked for the first time is indicated, R0 needs to be substituted into a fitting curve formula of structural deformation and rigidity to find out corresponding horizontal expansion delta0The reasonable steel sticking reinforcement time is that the structure is horizontally deformed from delta to delta0To (c) to (d);
1-b) if R is more than R1 and more than R0, comparing the difference between R1 and R0, and if the difference between R1 and R0 is larger, indicating that the structural rigidity can still be effectively improved by adopting bonded steel reinforcement when the structure is cracked for the first time, adopting bonded steel reinforcement when the horizontal deformation of the structure is delta, and early, and adopting bonded steel reinforcement when the horizontal deformation of the structure is delta1The reasonable reinforcement time is calculated according to 2) if the reasonable reinforcement time is used as a lower limit value of the reasonable reinforcement time but contradicts with the precondition; if the difference between R1 and R0 is small, the structural rigidity cannot be effectively improved by adopting bonded steel reinforcement when the structure is cracked for the first time, and the reasonable bonded steel reinforcement time is that the horizontal deformation of the structure is delta-delta1To (c) to (d);
2) if delta1≤δ＜δ2At this point, the R and R2 values are compared.
2-a) if R is more than R0 and is more than or equal to R2, which indicates that the rigidity improvement of the sticky steel reinforced structure adopted when the steel bar or the bolt yields is less than or equal to the original structure, R0 needs to be substituted into a fitting curve formula of structural deformation and rigidity to find out the corresponding horizontal expansion delta0The reasonable steel sticking reinforcement time is that the structure is horizontally deformed from delta to delta0To (c) to (d);
2-b) if R is greater than R2 and greater than R0, comparing the difference between R2 and R0, and if the difference between R2 and R0 is greater, indicating that the structure can still effectively improve the structural rigidity by adopting bonded steel reinforcement when the steel bars or bolts yield, adopting bonded steel reinforcement for early time when the horizontal deformation of the structure is delta, and adopting bonded steel reinforcement for horizontal deformation of the structure for delta2The reasonable reinforcement time is calculated according to the 3) calculation if the lower limit value of the reasonable reinforcement time is used and contradicts with the precondition; if the difference between R2 and R0 is small, the structural rigidity cannot be effectively improved by adopting bonded steel reinforcement when the steel bars or bolts yield for the first time, and the reasonable bonded steel reinforcement time is that the structure deforms horizontally from delta to delta2To (c) to (d);
3) if delta2≤δ＜δ3At this point, the R and R3 values are compared.
3-a) if R is more than R0 and is more than or equal to R3, the situation that the rigidity improvement of the sticky steel reinforced structure is less than or equal to the ultimate bearing capacity of the original structure when the structure is at the ultimate state point is shown, R0 needs to be substituted into a fitting curve formula of structural deformation and rigidity to find out the corresponding horizontal expansion delta0The reasonable steel sticking reinforcement time is that the structure is horizontally deformed from delta to delta0To (c) to (d);
3-b) if R is larger than R3 and R0, comparing the difference between R2 and R0, and if the difference between R3 and R0 is larger, indicating that the structural rigidity can still be effectively improved by adopting bonded steel reinforcement when the structure is at the limit state point, adopting bonded steel reinforcement when the structure horizontal deformation is delta, and early-maturing, and adopting bonded steel reinforcement when the structure horizontal deformation is delta3The reasonable reinforcement time is calculated according to 4) if the reasonable reinforcement time is used as a lower limit value of the reasonable reinforcement time but contradicts with the precondition; if the difference between R3 and R0 is small, the structural rigidity cannot be effectively improved by adopting bonded steel reinforcement when the structure is at the limit state point, and the reasonable bonded steel reinforcement time is that the horizontal deformation of the structure is delta-delta3To (c) to (d);
4) if delta3≤δ＜δ4At this point, the R and R4 values are compared.
4-a) if R is more than R0 and is more than or equal to R4, which indicates that the rigidity improvement of the sticky steel reinforced structure adopted when the structure is about to collapse is less than or equal to the original structure, R0 needs to be substituted into a fitting curve formula of structure deformation and rigidity to find out the corresponding horizontal expansion delta0The reasonable steel sticking reinforcement time is that the structure is horizontally deformed from delta to delta0To (c) to (d);
4-b) if R > R4 > R0, comparing the difference between R4 and R0, and if the difference between R4 and R0 is larger, indicating that the structural rigidity can still be effectively improved by adopting bonded steel reinforcement when the structure is about to collapse, adopting bonded steel reinforcement when the horizontal deformation of the structure is delta, and early when the horizontal deformation of the structure is delta and horizontal deformation of the structure is delta4The deformation is unstable displacement, and at the moment, a steel sticking reinforcing measure is not recommended to be taken for the structure; if the difference between R4 and R0 is small, the structural rigidity can not be effectively improved by adopting sticky steel reinforcement when the structure is about to collapseThe reasonable steel sticking reinforcement time is that the structure is horizontally deformed from delta to delta4In the meantime.
Example 2
The present embodiment provides a method for reinforcing and reinforcing a shield tunnel structure with bonded steel, which reinforces a shield tunnel structure on site based on the reinforcement occasion determined by the occasion determination method as described in embodiment 1.
The foregoing detailed description of the preferred embodiments of the invention has been presented. It should be understood that numerous modifications and variations could be devised by those skilled in the art in light of the present teachings without departing from the inventive concepts. Therefore, the technical solutions that can be obtained by a person skilled in the art through logic analysis, reasoning or limited experiments based on the prior art according to the concept of the present invention should be within the protection scope determined by the present invention.
Claims (10)
1. A method for determining the occasion of reinforcing and reinforcing the bonded steel of a shield tunnel structure is characterized by comprising the following steps:
1) carrying out an indoor model test based on a load structure method to obtain a relation curve between a shield tunnel structure horizontal expansion value and a load under different deformation modes, and recording the relation curve as a first relation curve;
2) carrying out a bonded steel reinforcing structure failure test to obtain the bearing performance of the reinforcing structure and a relationship curve of the horizontal expansion value and the load of the reinforcing structure, and recording as a second relationship curve;
3) obtaining a curve formula of a horizontal expansion value of the reinforcing point and the ultimate bearing capacity of the structure and a curve formula of the horizontal expansion value of the reinforcing point and the structural rigidity based on the second relation curve fitting;
4) and acquiring a deformation mode and deformation conditions of the field shield tunnel structure, and determining the steel sticking and reinforcing time based on the curve formula and the first relation curve.
2. The method for determining the opportunity for reinforcing the shield tunnel structure by bonding steel according to claim 1, wherein the deformation modes include a transverse duck egg deformation mode and a vertical duck egg deformation mode, wherein the transverse duck egg deformation mode is that the vertical convergence of the tunnel structure is larger than the horizontal expansion, and the vertical duck egg deformation mode is that the vertical convergence of the tunnel structure is smaller than the horizontal expansion.
3. The method for determining the occasion for reinforcing and reinforcing the shield tunnel structure by bonding steel according to claim 1, wherein the indoor model test specifically comprises:
and obtaining a segment model based on the similarity ratio, loading the segment model by adopting a full-circle loading device under the selected deformation mode, and recording the relation between the deformation state and the load of the segment model.
4. The method for determining the occasion for bonding steel reinforcement of the shield tunnel structure according to claim 1, wherein in the test for failure of the bonding steel reinforcement structure, the deformation condition from horizontal load to reinforcement point is increased first, and then the load is kept unchanged, that is, the secondary stress mode is considered, and the bonding steel reinforcement is performed based on the similarity ratio, so as to obtain the bearing performance of the reinforcement structure and the relationship curve between the horizontal expansion value of the reinforcement structure and the load.
5. The method for determining the occasion for reinforcing the shield tunnel structure by bonding steel according to claim 1, wherein the first relationship curve is divided into a plurality of stages by a plurality of set key points, each key point corresponds to a horizontal expansion threshold, and each horizontal expansion threshold has a corresponding structural ultimate bearing capacity and structural rigidity by the curve formula.
6. The method for determining the reinforcement opportunity for the steel sticking of the shield tunnel structure according to claim 5, wherein the key points include a first structural cracking point, a first reinforcing steel bar or bolt yield point, an extreme state point and a point at which the structure is about to collapse.
7. The method for determining the steel bonding reinforcement occasion of the shield tunnel structure according to claim 5, wherein the determination of the steel bonding reinforcement occasion based on the curve formula and the first relation curve specifically comprises:
acquiring a horizontal expansion value of the on-site shield tunnel structure, acquiring a stage of the structure according to a horizontal expansion threshold value of a first relation curve, and substituting the horizontal expansion value into a curve formula to sequentially obtain the ultimate bearing capacity and the structural rigidity of the current bonded steel reinforced structure;
and respectively obtaining a structure horizontal deformation interval of reasonable steel bonding reinforcement opportunity according to the judgment conditions of the ultimate bearing capacity and the structure rigidity, wherein an intersection formed interval of the two is the selection range of the reasonable steel bonding reinforcement opportunity.
8. The method for determining the occasion for reinforcing and reinforcing the bonded steel of the shield tunnel structure according to claim 7, wherein the structural horizontal deformation interval for obtaining the reasonable occasion for reinforcing the bonded steel according to the judgment condition of the ultimate bearing capacity is specifically: and after the stage of the structure is determined, comparing the relationship between the ultimate bearing capacity of the current bonded steel reinforced structure and the ultimate bearing capacity of the structure corresponding to the two key points of the current stage to obtain a structure horizontal deformation interval at a reasonable bonded steel reinforcing time.
9. The method for determining the occasion for reinforcing and reinforcing the bonded steel of the shield tunnel structure according to claim 7, wherein the structural horizontal deformation interval for obtaining the reasonable occasion for reinforcing the bonded steel according to the judgment condition of the structural rigidity is specifically: and after the stage of the structure is determined, comparing the relationship between the structural rigidity of the current bonded steel reinforcing structure and the structural rigidity corresponding to the two key points of the current stage to obtain a structural horizontal deformation interval at the reasonable bonded steel reinforcing time.
10. The method for reinforcing the shield tunnel structure by sticking steel based on the timing determination method according to claim 1, wherein the method is used for reinforcing the shield tunnel structure on site based on the reinforcing timing determined by the timing determination method.
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103510965A (en) * | 2013-09-30 | 2014-01-15 | 招商局重庆交通科院设计院有限公司 | Highway tunnel lining surface sticky steel strip strengthening method and device |
| JP3198237U (en) * | 2015-02-02 | 2015-06-25 | 有限会社ナセ工企 | Reinforcing equipment for concrete structures |
| CN106907163A (en) * | 2017-03-07 | 2017-06-30 | 郑州航空工业管理学院 | A kind of shield tunnel ring intellectuality ruggedized construction and reinforcement means |
| CN206408544U (en) * | 2017-01-10 | 2017-08-15 | 广西大学 | A kind of hardened system for lifting concrete structure bearing capacity |
| CN110453930A (en) * | 2019-08-12 | 2019-11-15 | 长安大学 | Reinforced beam near surface rinforcement bar prestress application device and reinforcement means |
-
2019
- 2019-12-14 CN CN201911287249.4A patent/CN111140250B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103510965A (en) * | 2013-09-30 | 2014-01-15 | 招商局重庆交通科院设计院有限公司 | Highway tunnel lining surface sticky steel strip strengthening method and device |
| JP3198237U (en) * | 2015-02-02 | 2015-06-25 | 有限会社ナセ工企 | Reinforcing equipment for concrete structures |
| CN206408544U (en) * | 2017-01-10 | 2017-08-15 | 广西大学 | A kind of hardened system for lifting concrete structure bearing capacity |
| CN106907163A (en) * | 2017-03-07 | 2017-06-30 | 郑州航空工业管理学院 | A kind of shield tunnel ring intellectuality ruggedized construction and reinforcement means |
| CN110453930A (en) * | 2019-08-12 | 2019-11-15 | 长安大学 | Reinforced beam near surface rinforcement bar prestress application device and reinforcement means |
Non-Patent Citations (1)
| Title |
|---|
| 林培钦: "带牛腿钢板加固地铁盾构隧道变形机理研究", 《中国优秀硕士学位论文全文数据库工程科技Ⅱ辑》 * |
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