CN113392563A - Pipe curtain prefabricated structure and design method thereof - Google Patents
Pipe curtain prefabricated structure and design method thereof Download PDFInfo
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Abstract
The invention provides a pipe curtain prefabricated structure and a design method thereof, belonging to the technical field of tunnel engineering and comprising the following steps: a plurality of cutting steel pipes distributed along the axis direction of the tunnel; the plurality of connecting steel plates arranged in pairs are respectively and correspondingly arranged between two adjacent cutting steel pipes, and the plurality of cutting steel pipes and the plurality of connecting steel plates are encircled to form an annular communicating cavity; the plurality of stand columns are arranged on the radial surface of the tunnel, and every two stand columns are arranged between the pair of connecting steel plates; in each cutting steel pipe, a plurality of counter-pulling steel bars are arranged on two sides of the center line of the cutting steel pipe in the radial line direction of the tunnel. So set up for the cutting steel pipe can play a role at its circular arc within range furthest, makes linking up the steel sheet and participate in supporting role to a great extent simultaneously, can replace traditional stirrup, improves the bearing capacity that shears on the radial face of tunnel, improves the bearing capacity of whole pipe curtain prefabricated construction, and reduces the reinforcement ratio, improves economic benefits.
Description
Technical Field
The invention belongs to the technical field of tunnel engineering, and particularly relates to a pipe curtain prefabricated structure and a design method thereof.
Background
Along with the rapid development of social economy in China, cities are continuously enlarged, so that traffic pressure is increased, and the construction of subway and underground passage projects and the three-dimensional city traffic are effective means for relieving the traffic pressure. With the large-scale construction of urban underground engineering, the engineering has practical problems of large span, large space, ultra-shallow burying, underpass of existing buildings and the like, and the problems can not be solved by any traditional single construction method, and the underground construction method with ultra-large space or ultra-shallow burying needs to be further researched on the basis of the existing construction method.
For this reason, a pipe roofing pre-construction method, also called a new pipe roofing method, has emerged. Generally, a pipe curtain prefabricated structure is a structural system consisting of steel pipes, steel plates, concrete and upright columns, and the structural system can be used for underground engineering such as modification of subway stations and underpass of existing buildings. During construction, the steel pipe is pushed in, two sides of the steel pipe are cut, the cut steel pipes are welded by two steel plates, the upright post is welded between the two steel plates, and concrete is poured in the formed space. The structure is applied to underground engineering, so that the structural reliability is improved, the influence on the existing building can be effectively reduced, the ground surface settlement is reduced, and the underground structure has wide application prospect in the underground engineering.
The design method of the traditional pipe curtain precast structure is designed according to the traditional reinforced concrete structure, and the bearing capacity of the structure system is relatively poor.
Disclosure of Invention
The invention aims to provide a pipe curtain prefabricated structure and a design method thereof, and aims to solve the technical problem that the bearing capacity of a structural system is relatively poor due to the fact that the traditional design method of the pipe curtain prefabricated structure is designed according to the traditional reinforced concrete structure.
In order to achieve the purpose, the invention adopts the technical scheme that:
in a first aspect, the present invention provides a tube curtain precast structure, comprising: a plurality of cutting steel pipes distributed along the axis direction of the tunnel; the connecting steel plates are arranged in pairs and are respectively and correspondingly arranged between two adjacent cutting steel pipes, and the cutting steel pipes and the connecting steel plates are encircled to form an annular communicating cavity; the plurality of stand columns are arranged on the radial surface of the tunnel, and every two stand columns are arranged between the pair of connecting steel plates; in each cutting steel pipe, a plurality of counter-pulling steel bars are arranged on two sides of a center line of the cutting steel pipe in the radial line direction of the tunnel.
With reference to the first aspect, in a possible implementation manner, two sets of the counter-pulling bars are respectively disposed on two sides of the center line, and for the two sets of the counter-pulling bars on one side of the center line, an arc of the cut steel pipe is defined as a full length in a range from a joint of the joining steel plate and the cut steel pipe to the center line, one set of the counter-pulling bars is disposed at a half of the full length, and the other set of the counter-pulling bars is disposed at a quarter of the full length, which is close to the joining steel plate.
The pipe curtain prefabricated structure provided by the invention at least has the following technical effects: compared with the prior art, the pipe curtain prefabricated structure provided by the invention has the advantages that the plurality of opposite-pulling steel bars are arranged on the two sides of the central line of each cutting steel pipe in the radial line direction of the tunnel, so that the cutting steel pipes can play a role in the arc range to the maximum extent, meanwhile, the connecting steel plates can participate in the supporting function to a greater extent, the traditional stirrups can be replaced, the shearing resistance bearing capacity on the radial surface of the tunnel is improved, the bearing capacity of the whole pipe curtain prefabricated structure is improved, the reinforcement allocation rate is reduced, and the economic benefit is improved.
In a second aspect, the present invention further provides a method for designing a tube curtain prefabricated structure, which is used for designing the tube curtain prefabricated structure according to any one of the above embodiments, and includes the following steps:
building a finite element model of a vertical pipe curtain prefabricated structure;
calculating the bearing capacity when the opposite pulling steel bars are arranged at different positions of the cut steel pipe according to the pipe curtain precast structure finite element model;
determining the position of the counter-pulling steel bar in the cut steel pipe according to the bearing capacity and the construction arrangement position;
building an actual model of the pipe curtain prefabricated structure, and verifying the correctness of a finite element model of the pipe curtain prefabricated structure;
and reducing the thickness of the cut steel pipe and the thickness of the connecting steel plate, enabling the cut steel pipe, the connecting steel plate and the internal concrete of the connecting steel plate to be equivalent to a reinforced concrete biasing component with the same area reinforcing bars, and calculating the bearing capacity and the structural size of the pipe curtain prefabricated structure according to the reinforced concrete biasing component.
With reference to the second aspect, in a possible implementation manner, two sets of the counter-pulling bars are respectively disposed on two sides of the center line, and for the two sets of the counter-pulling bars on one side of the center line, an arc of the cut steel pipe is defined as a full length in a range from a joint of the joining steel plate and the cut steel pipe to the center line, one set of the counter-pulling bars is disposed at a half of the full length, and the other set of the counter-pulling bars is disposed at a quarter of the full length, which is close to the joining steel plate.
With reference to the second aspect, in a possible implementation manner, in the step of reducing the thickness of the cut steel pipe and the thickness of the connecting steel plate, and making the cut steel pipe, the connecting steel plate and the internal concrete thereof equivalent to a reinforced concrete biasing member with the same area reinforcement, calculating the bearing capacity and the structural size of the pipe curtain precast structure according to the reinforced concrete biasing member,
the pipe curtain precast structure is regarded as a reinforced concrete biasing component, and the calculation formula of the axial pressure design value of the normal section of the pipe curtain precast structure is as follows:
N≤α1fcbx+fy'As'+fa'Ast'-σsAs-σbAst；
the formula for calculating the design value of the bending moment of the axial pressure resultant force point of the normal section is as follows:
in the formula: n is the designed axial pressure value, alpha, corresponding to the designed positive section bending moment value M1Is the concrete compressive stress influence coefficient of the compression zone, fcThe design value of the concrete compressive strength is shown, b is the section width of an equivalent rectangular stress diagram, x is the concrete compression zone height of the equivalent rectangular stress diagram, fy' design value for compressive strength of compressed reinforcing steel bar, As' is the cross-sectional area of the steel bar under pressure, fa' design value for compressive strength of steel plate under pressure, Ast' is the cross-sectional area, σ, of the steel plate under pressuresDesign value for tensile bar stress, AsFor the cross-sectional area, σ, of the tendon under tensionbDesign value for tensile steel plate stress, AstIs the cross-sectional area of the tensioned steel plate, e is the distance from the axial pressure action point to the resultant point of the tensioned steel bar, and h0Effective cross-sectional height of equivalent rectangular stress map, as' is the distance between the stressed steel bar and the stressed steel plate in the equivalent rectangular stress diagram, tb' is the equivalent thickness of the steel plate under pressure.
With reference to the second aspect, in a possible implementation manner, the design value σ for the tensile bar stress issAnd the design value sigma of the tensile steel plate stressbThe calculation is carried out according to the following two conditions:
when the concrete compression area of the equivalent rectangular stress diagramHeight x is less than or equal to xibh0When, σs＝fy，σb＝fa；
When the height x of the concrete compression zone of the equivalent rectangular stress diagram>ξbh0When the temperature of the water is higher than the set temperature,
wherein ,
in the formula ：fyDesigned value for tensile strength of tensile steel bar, faDesigned value of tensile strength, xi, of the tensile steel platebRelative to the border line compression zone height, beta1The concrete stress pattern influence coefficient of the compression area is shown.
With reference to the second aspect, in a possible implementation manner, the calculation formula of the distance e from the axial pressure acting point to the tensile tendon resultant point is as follows:
the initial eccentricity eiThe calculation formula of (2) is as follows:
ei＝e0+ea, in the formula ：e0Eccentricity of axial pressure to center of gravity of cross section, eaAdding an eccentricity;
eccentricity e of the axial pressure to the center of gravity of the cross section0The calculation formula of (2) is as follows:
in combination with the second aspect, in one possible implementationIn the formula, define tbThe actual thickness of the steel plate under compression, the equivalent thickness t of the steel plate under compressionb', the distance e from the axial pressure action point to the resultant point of the tension steel bar, and the actual thickness t of the steel plate under pressurebA preset relation ratio is provided between the two, and according to the preset relation ratio, the equivalent thickness t of the pressed steel platebThe formula for calculation of' is: t is tb'＝f(e，tb)。
With reference to the second aspect, in one possible implementation manner, the equivalent thickness t of the steel plate under pressurebThe formula for calculation of' is:
in the formula: coefficient K1Has a value range of 0.0189 to 0.0199 and a coefficient K2Has a value range of 0.654 to 0.664 and a coefficient K3Has a value range of 0.000890 to 0.000900 and a coefficient K4Has a value range of-0.0002879 to-0.0002869 and a coefficient K5The value range of (1) is-0.065 to-0.055, and the constant K6Has a value in the range of-0.3538 to-0.3528, tbIs the actual thickness of the steel plate under pressure.
With reference to the second aspect, in one possible implementation manner, the coefficient K is1Is 0.0194, the coefficient K2Is 0.659, the coefficient K3Is 0.000895, the coefficient K4Is-0.0002874, the coefficient K5Is-0.06, the constant K6Is-0.3533, and is substituted into the equivalent thickness t of the pressed steel platebIn the calculation formula of' above, the obtained calculation formula is:
with reference to the second aspect, in a possible implementation manner, the step of reducing the thickness of the cut steel pipe and the thickness of the joined steel plate specifically includes:
changing parameters of the finite element model of the pipe curtain precast structure to obtain sensitive factors of the degree of influence on the bearing capacity;
and determining the thickness of the cut steel pipe and the thickness of the connecting steel plate as sensitive factors, and reducing the thickness of the cut steel pipe and the thickness of the connecting steel plate.
The design method of the pipe curtain prefabricated structure provided by the invention is used for designing the pipe curtain prefabricated structure in any embodiment, the technical effects of the pipe curtain prefabricated structure and the pipe curtain prefabricated structure are the same, and the design method is not repeated. In addition, the design method of the pipe curtain prefabricated structure provided by the invention determines the design position of the steel bar by using a finite element analysis mode, and verifies by using an actual experiment, thereby being beneficial to improving the correctness of the model and improving the reliability of the calculated bearing capacity.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed for the embodiments or the prior art descriptions will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings without creative efforts.
FIG. 1 is a partial schematic view of a tube sheet prefabricated structure according to an embodiment of the present invention;
FIG. 2 is a schematic structural diagram of a pipe curtain prefabricated structure according to an embodiment of the present invention;
FIG. 3 is a flow chart of a method for designing a pre-built structure of a pipe curtain according to an embodiment of the present invention;
FIG. 4 is a stress diagram of an equivalent rectangular stress diagram when the tube curtain pre-built structure is regarded as a reinforced concrete biasing member according to an embodiment of the present invention;
fig. 5 is a cross-sectional schematic view of the equivalent rectangular stress plot shown in fig. 4.
Description of reference numerals:
100. the pipe curtain is prefabricated structure 110, cut steel pipe 120, join the steel plate
130. Column 140, opposite-pulling steel bar Z and central axis of normal section
X, center line
Detailed Description
In order to make the technical problems, technical solutions and advantageous effects to be solved by the present invention more clearly apparent, the present invention is further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
It will be understood that when an element is referred to as being "connected" to another element, it can be directly connected to the other element or intervening elements may also be present. When an element is referred to as being "disposed on," "disposed on" another element, it can be directly on the other element or intervening elements may also be present. "plurality" means two or more. "number" refers to one or more numbers.
Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention belongs.
Referring to fig. 1 to 5, a tube curtain pre-building structure 100 and a design method thereof according to an embodiment of the present invention will now be described.
Referring to fig. 1 and 2, an embodiment of the present invention provides a tube curtain prefabricating structure 100, including: a plurality of cut steel pipes 110 arranged in the tunnel axis direction; the plurality of connecting steel plates 120 arranged in pairs are respectively and correspondingly arranged between the two adjacent cutting steel pipes 110, and the plurality of cutting steel pipes 110 and the plurality of connecting steel plates 120 enclose to form an annular communicating cavity; and a plurality of columns 130, on the radial surface of the tunnel, every two columns 130 are commonly arranged between the pair of joining steel plates 120; in each cut steel pipe 110, a plurality of counter-pulling steel bars 140 are arranged on both sides of a center line X of the cut steel pipe 110 in the radial line direction of the tunnel.
The inventor researches and finds that the counter-pulling steel bar 140 arranged in the cut steel pipe 110 can play the maximum role of the cut steel pipe 110 and the connecting steel plate 120, fully considers the bearing capacity of the cut steel pipe 110 and the connecting steel plate 120, and improves the bearing capacity of the whole structure.
It is understood that the cut steel pipe 110 is a steel pipe whose both sides are symmetrically cut, and concrete is poured into an annular communicating cavity defined by the plurality of cut steel pipes 110 and the plurality of connecting steel plates 120. The linking steel plates 120 extend along the axial direction of the tunnel, every two columns 130 are arranged between a pair of linking steel plates 120 on the radial surface of the tunnel, and a plurality of columns 130 which are sequentially arranged in a separated mode are correspondingly arranged in the axial direction of the tunnel. Similarly, a plurality of split reinforcing bars 140 are correspondingly provided in the tunnel axial direction.
The pipe curtain pre-building structure 100 provided by the embodiment of the invention at least has the following technical effects: compared with the prior art, in the pipe curtain prefabricated structure 100 provided by the embodiment of the invention, in each cut steel pipe 110, the two sides of the central line X of the cut steel pipe 110 in the radial line direction of the tunnel are respectively provided with the plurality of counter-pulling steel bars 140, so that the cut steel pipe 110 can play a role to the maximum degree in the arc range of the cut steel pipe, and meanwhile, the connecting steel plates 120 can participate in the supporting role to a greater extent, so that the traditional stirrups can be replaced, the shearing resistance bearing capacity on the radial surface of the tunnel is improved, the bearing capacity of the whole pipe curtain prefabricated structure 100 is improved, the reinforcement ratio is reduced, and the economic benefit is improved.
The number of the tie bars 140 is not limited, and will be exemplified below.
In consideration of the bearing capacity and construction convenience, in some possible embodiments, two sets of counter-pulling bars 140 are respectively disposed on both sides of the center line X, and for the two sets of counter-pulling bars 140 on one side of the center line X, the arc of the cut steel pipe 110 is defined as a full length La in the range from the joint of the joining steel plate 120 and the cut steel pipe 110 to the center line X, wherein one set of counter-pulling bars 140 is disposed at a half of the full length La, and wherein the other set of counter-pulling bars 140 is disposed at a quarter of the full length La near the joining steel plate 120.
In this embodiment, the two sets of counter-pulling bars 140 may be understood as two counter-pulling bars 140 disposed on the radial surface of the tunnel, and a plurality of counter-pulling bars 140 disposed on the axial direction of the tunnel. So set up, through finite element analysis and experimental verification, can make cut steel pipe 110 and linking up steel sheet 120 furthest play a role, improve bearing capacity to be convenient for construct in cut steel pipe 110.
Referring to fig. 3, based on the same inventive concept, an embodiment of the present invention further provides a method for designing a tube curtain prefabricated structure, so as to design the tube curtain prefabricated structure according to any one of the above embodiments, including the following steps:
s100, establishing a finite element model of the pipe curtain prefabricated structure.
And designing different pipe curtain pre-built structure finite element models according to different positions of the counter-pulling steel bars.
S200, calculating the bearing capacity when the counter-pulling steel bars are arranged at different positions of the cut steel pipe according to the pipe curtain pre-built structure finite element model.
And carrying out simulation calculation on finite element models of different pipe curtain prefabricated structures, and carrying out load-deformation overall process simulation to obtain the bearing capacity of different positions.
S300, determining the position of the counter-pulling steel bar in the cut steel pipe according to the bearing capacity and the construction arrangement position.
The bearing capacity is considered, meanwhile, the construction convenience in practical application is also considered, the influence factors of the bearing capacity and the construction convenience are comprehensively considered, and the position of the counter-pulling steel bar in the cut steel pipe is determined.
S400, establishing a pipe curtain pre-built structure actual model, and verifying the correctness of a pipe curtain pre-built structure finite element model.
Different pipe curtain prefabricated structure actual models are designed according to different positions of the opposite-pulling steel bars, a load-deformation overall process experiment is carried out, the correctness of a pipe curtain prefabricated structure finite element model can be verified, and the reliability of design is guaranteed.
S500, reducing the thickness of the cut steel pipe and the thickness of the connecting steel plate, enabling the cut steel pipe, the connecting steel plate and the internal concrete of the connecting steel plate to be equivalent to a reinforced concrete bias component with the same area reinforcing bars, and calculating the bearing capacity and the structural size of the pipe curtain prefabricated structure according to the reinforced concrete bias component.
In the traditional pipe curtain pre-building structural design, calculation is only carried out according to common reinforced concrete, the stress performance of cutting steel pipes and connecting steel plates is not fully considered, and the bearing capacity, the construction reinforcing bars, the material consumption and the like are difficult to achieve a good coordination effect. In the embodiment of the invention, on the basis of designing the counter-pulling steel bars, the thicknesses of the cut steel pipes and the connecting steel plates are reduced, and the obtained bearing capacity is good in conformity and consistency with the actual bearing capacity in a calculation mode of the reinforced concrete biasing component with the reinforcing bars in the same area, so that the counter-pulling steel bar can be used as an instructive and normative file for designing a pipe curtain prefabricated structure, the construction reinforcing bar rate is reduced, the material consumption is saved, and the economic benefit is improved.
The design method provided by the embodiment of the invention can calculate the equivalent thickness and other dimensions of the reinforced concrete biasing component according to the known design value of the bearing capacity, and converts the equivalent thickness and other dimensions into the actual thickness and reinforcement arrangement conditions of the cutting steel pipe and the connecting steel plate in the pipe curtain pre-built structure; the bearing capacity of the pipe curtain prefabricated structure can be calculated according to the actual thickness and the reinforcement arrangement condition of the known pipe curtain prefabricated structure.
The design method of the pipe curtain prefabricated structure provided by the embodiment of the invention is used for designing the pipe curtain prefabricated structure in any embodiment, the technical effects of the two are the same, and the details are not repeated herein. In addition, the design method of the pipe curtain prefabricated structure provided by the embodiment of the invention determines the design position of the steel bar by using a finite element analysis mode, and verifies by using an actual experiment, so that the accuracy of a model is improved, the reliability of the calculated bearing capacity is improved, meanwhile, the bearing capacity and the structure size are calculated according to the reinforced concrete bias component with the same area reinforcement, the conformity and the consistency are good, and the method can be used as an effective normative design file to provide powerful guidance for the design of the pipe curtain prefabricated structure.
In some possible embodiments, two sets of opposite-pulling bars are respectively disposed on two sides of the center line, and for the two sets of opposite-pulling bars on one side of the center line, the arc of the cut steel pipe is defined as a full length La in a range from a joint of the joining steel plate and the cut steel pipe to the center line, wherein one set of opposite-pulling bars is disposed at a half of the full length La, and the other set of opposite-pulling bars is disposed at a quarter of the full length La, which is close to the joining steel plate. By using the step S300, the change of the bearing capacity and the convenience of the construction arrangement position are judged, the number and the positions of the counter-pulling steel bars are determined, and better balance can be achieved.
On the basis of the arrangement positions of the opposite-pulling steel bars, please refer to fig. 4 and 5, wherein Z is the central axis of the normal section of the equivalent rectangular stress diagram, in some possible embodiments, in the step of reducing the thickness of the cut steel pipe and the thickness of the connecting steel plate, equivalent the cut steel pipe, the connecting steel plate and the internal concrete to the reinforced concrete biasing component of the reinforcement bar with the same area, calculating the bearing capacity and the structural size of the pipe curtain precast structure according to the reinforced concrete biasing component,
the pipe curtain precast structure is regarded as a reinforced concrete biasing component, and the calculation formula of the axial pressure design value of the normal section is as follows:
N≤α1fcbx+fy'As'+fa'Ast'-σsAs-σbAst。
the formula for calculating the design value of the bending moment of the axial pressure resultant force point of the normal section is as follows:
in the formula: n is the designed axial pressure value, alpha, corresponding to the designed positive section bending moment value M1Is the concrete compressive stress influence coefficient of the compression zone, fcThe design value of the concrete compressive strength is shown, b is the section width of an equivalent rectangular stress diagram, x is the concrete compression zone height of the equivalent rectangular stress diagram, fy' design value for compressive strength of compressed reinforcing steel bar, As' is the cross-sectional area of the steel bar under pressure, fa' design value for compressive strength of steel plate under pressure, Ast' is the cross-sectional area, σ, of the steel plate under pressuresDesigned value for tensile bar stress，AsFor the cross-sectional area, σ, of the tendon under tensionbDesign value for tensile steel plate stress, AstIs the cross-sectional area of the tensioned steel plate, e is the distance from the axial pressure action point to the resultant point of the tensioned steel bar, and h0Effective cross-sectional height of equivalent rectangular stress map, as' is the distance between the stressed steel bar and the stressed steel plate in the equivalent rectangular stress diagram, tb' is the equivalent thickness of the steel plate under pressure.
By utilizing a calculation formula of the reinforced concrete bias component with the same area for reinforcing bars and combining with the equivalent thickness of the pressed steel plate after the pipe curtain prefabricated structure is equivalent to the reinforced concrete bias component, the related bearing capacity can be calculated according to stress analysis.
It should be noted that the above calculation formula can be used to calculate the equivalent thickness, the eccentricity and other structural dimensions of the reinforced concrete biasing member according to the design value of the known bearing capacity, and convert the equivalent thickness, the eccentricity and other structural dimensions into the actual thickness and reinforcement arrangement of the joining steel plate and the cut steel pipe in the pipe curtain pre-built structure; the bearing capacity of the pipe curtain prefabricated structure can be calculated according to the actual thickness and the reinforcement arrangement condition of the known pipe curtain prefabricated structure.
On the basis of the above-mentioned calculation formula of axial pressure design value of normal section and axial pressure resultant force point bending moment design value of normal section, the stress design value sigma of tensile steel bar issAnd tensile steel plate stress design value sigmabThe calculation is carried out according to the following two conditions:
when the height x of the concrete compression area of the equivalent rectangular stress diagram is less than or equal to xibh0When, σs＝fy，σb＝fa。
Height x of concrete compression zone when equivalent rectangular stress diagram>ξbh0When the temperature of the water is higher than the set temperature,
wherein ,
in the formula ：fyDesigned value for tensile strength of tensile steel bar, faDesigned value of tensile strength, xi, of the tensile steel platebRelative to the border line compression zone height, beta1The concrete stress pattern influence coefficient of the compression area is shown.
It can be understood that the inventor researches and finds that the conformity and consistency between the bearing capacity obtained by adopting the above calculation formula and the actual bearing capacity are high, and the bearing capacity can be used as a closer guiding document. Of course, other calculation formulas may be used.
On the basis of the above calculation formulas of the design value of the normal section axial pressure and the design value of the bending moment of the resultant point of the normal section axial pressure, as shown in fig. 4 and 5, according to the equivalent rectangular stress diagram, the calculation formula of the distance e from the action point of the axial pressure to the resultant point of the tensile steel bar is as follows:
Initial eccentricity eiThe calculation formula of (2) is as follows:
ei＝e0+ea, in the formula ：e0Eccentricity of axial pressure to center of gravity of cross section, eaTo add eccentricity.
Eccentricity e of axial pressure to center of gravity of cross section0The calculation formula of (2) is as follows:
it can be understood that, according to the analysis of the equivalent rectangular stress diagram, the above-mentioned calculation formula about the eccentricity can be obtained, and the conformity and consistency between the bearing capacity obtained by using the above-mentioned calculation formula and the actual bearing capacity are very high, so that the obtained bearing capacity can be used as a more proximate instructive file.
At the above-mentioned design value of normal section axial pressure and normal section axial pressureDefining t on the basis of a calculation formula of a design value of the bending moment of the resultant force pointbThe equivalent thickness t of the steel plate to be pressed is the actual thickness of the steel plateb', the distance e from the axial pressure action point to the resultant point of the tensioned steel bar, and the actual thickness t of the compressed steel platebHas a preset relation ratio, according to the preset relation ratio, the equivalent thickness t of the pressed steel platebThe formula for calculation of' is: t is tb'＝f(e，tb)。
In the present example, the inventors have studied and found that the equivalent thickness t of the steel sheet under pressureb' distance e from axial pressure action point to tendon tension point, actual thickness t of compressed steel platebHave a preset relation ratio between them, by designing e and tbCan be obtained from tb', using e and tbCalculated tb' when calculating the bearing capacity, the calculation result and the actual result tend to be consistent, and the conformity is high.
In one embodiment, the equivalent thickness t of the steel plate under pressurebThe formula for calculation of' is:
In the formula: coefficient K1Has a value range of 0.0189 to 0.0199 and a coefficient K2Has a value range of 0.654 to 0.664 and a coefficient K3Has a value range of 0.000890 to 0.000900 and a coefficient K4Has a value range of-0.0002879 to-0.0002869 and a coefficient K5The value range of (1) is-0.065 to-0.055, and the constant K6Has a value in the range of-0.3538 to-0.3528, tbThe actual thickness of the steel plate under pressure.
Specifically, the coefficient K1The value of (A) can be 0.0189, 0.0191, 0.0193, 0.0194, 0.0195, 0.0197, 0.0199 and the like, and the coefficient K2The value of (A) can be 0.654, 0.656, 0.658, 0.659, 0.660, 0.662, 0.664 and the like, and the coefficient K3The value of (A) can be 0.000890, 0.000892, 0.000894, 0.000895, 0.000896, 0.000898, 0.000900 and the like, and the coefficient K4The value of (A) can be-0.0002879, -0.0002877, -0.0002875, -0.0002874, -0.0002873, -0.0002871, -0.0002869 and the like, and the coefficient K5The value of (A) can be-0.065, -0.063, -0.061, -0.06, -0.059, -0.057, -0.055 and the like, and the constant K6The value of (A) can be-0.3538, -0.3536, -0.3534, -0.3533, -0.3532, -0.3530, -0.3528 and the like. The distance e from the axial pressure action point to the resultant point of the tension steel bar can be obtained by the calculation formula, and the actual thickness t of the compression steel platebThe smaller value between the splice plate and the cut steel tube can be selected with reference to the actual stress situation.
The inventor finds that the pipe curtain prefabricated structure calculated by the calculation formula is regarded as the bearing capacity of the reinforced concrete biasing component, is basically consistent with or even completely consistent with the bearing capacity of the pipe curtain prefabricated structure in the actual structure, and has good conformity.
Based on the above equation for calculating the equivalent thickness of the steel plate under pressure, in a specific embodiment, the coefficient K is1Is 0.0194, coefficient K2Is 0.659, coefficient K3Is 0.000895, coefficient K4Is-0.0002874, coefficient K5Is-0.06, constant K6Is-0.3533, and is substituted into the equivalent thickness t of the pressed steel platebIn the calculation formula of' above, the obtained calculation formula is:
the inventor researches and discovers that the values of the coefficients and the constants can enable the bearing capacity to achieve higher conformity, the bearing capacity of the existing pipe curtain prefabricated structure can be calculated according to the calculation formula, the bearing capacity of the prefabricated pipe curtain prefabricated structure can also be calculated, and the corresponding structure size can also be calculated, so that the design and the specification of the pipe curtain prefabricated structure can be realized.
In some possible embodiments, the step of reducing the thickness of the cut steel tube and the thickness of the joining steel plate includes:
changing parameters of a finite element model of the pipe curtain prefabricated structure, and acquiring sensitive factors of the degree of influence on the bearing capacity; determining the thickness of the cut steel pipe and the thickness of the connecting steel plate as sensitive factors, and reducing the thickness of the cut steel pipe and the thickness of the connecting steel plate.
The inventor finds that the influence degree of the thickness of the cut steel pipe and the thickness of the joined steel plate on the whole load-deformation process is the largest, and the thicknesses can be used as main influence factors for calculating the bearing capacity.
On this basis, through carrying out the analysis to the pipe curtain prefabricated structure finite element model, obtain the reduction thickness of cutting steel pipe and linking steel sheet, in this embodiment, utilize the pipe curtain prefabricated structure finite element model that has been verified, carry out finite element analysis, obtain the reduction thickness of cutting steel pipe and linking steel sheet, the equivalent thickness of the pressurized steel plate in above-mentioned embodiment promptly, can calculate through the equivalent thickness of this pressurized steel plate and obtain the conformance and the good calculated result of uniformity. It will be appreciated that in this reduction process, the equivalent thickness of the plate under compression is related to the distance e from the point of action of the axial pressure to the point of engagement of the tendon under tension, according to the above formula, using the initial eccentricity eiE can be obtained.
On the basis of the embodiment, the following experimental data are provided, the conformity and consistency of the calculated bearing capacity and the actual bearing capacity are found to be high, and the calculation formula can be used as the design specification of the bearing capacity and the structure size of the pipe curtain prefabricated structure.
Component 1: the actual thickness of the member 1 is 4mm, the initial eccentricity is 40mm, and the actual bearing capacity is 882 kN; the equivalent thickness of the member 1 is 1.78mm, the calculated bearing capacity is 845kN, and the actual bearing capacity is basically consistent with the calculation result of the equivalent calculation formula and has certain safety.
The component 2: the actual thickness of the member 2 is 4mm, the initial eccentricity is 40mm, and the actual bearing capacity is 745 kN; the equivalent thickness of the component 2 is 1.67mm, the calculated bearing capacity is 663kN, and the actual bearing capacity is basically consistent with the calculation result of the equivalent calculation formula and has certain safety.
A member 3: the actual thickness of the member 3 is 4mm, the initial eccentricity is 80mm, and the actual bearing capacity is 550 kN; the equivalent thickness of the member 3 is 1.32mm, the calculated bearing capacity is 495kN, and the actual bearing capacity is basically consistent with the calculation result of the equivalent calculation formula and has certain safety.
By combining the experimental data, the calculation result obtained by using the equivalent calculation formula is very close to the experimental result, the consistency is high, the calculation result is not greater than the experimental result, the safety and reliability of the whole structure can be improved in the actual design, and a certain safety degree is achieved.
It is to be understood that, in the foregoing embodiments, various parts may be freely combined or deleted to form different combination embodiments, and details of each combination embodiment are not described herein again, and after this description, it can be considered that each combination embodiment has been described in the present specification, and can support different combination embodiments.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (10)
1. Pipe curtain is built structure in advance, its characterized in that includes:
a plurality of cutting steel pipes distributed along the axis direction of the tunnel;
the connecting steel plates are arranged in pairs and are respectively and correspondingly arranged between two adjacent cutting steel pipes, and the cutting steel pipes and the connecting steel plates are encircled to form an annular communicating cavity; and
the plurality of stand columns are arranged on the radial surface of the tunnel, and every two stand columns are arranged between the pair of connecting steel plates;
in each cutting steel pipe, a plurality of counter-pulling steel bars are arranged on two sides of a center line of the cutting steel pipe in the radial line direction of the tunnel.
2. The tube curtain precast structure of claim 1, wherein two sets of the counter-pulling bars are respectively disposed at both sides of the center line, and for the two sets of the counter-pulling bars at one side of the center line, an arc of the cut steel tube is defined as a full length in a range from a connection point of the joining steel plate and the cut steel tube to the center line, wherein one set of the counter-pulling bars is disposed at a half of the full length, and wherein the other set of the counter-pulling bars is disposed at a quarter of the full length near the joining steel plate.
3. A method of designing a tube sheet precast structure for designing the tube sheet precast structure according to claim 1 or 2, comprising the steps of:
building a finite element model of a vertical pipe curtain prefabricated structure;
calculating the bearing capacity when the opposite pulling steel bars are arranged at different positions of the cut steel pipe according to the pipe curtain precast structure finite element model;
determining the position of the counter-pulling steel bar in the cut steel pipe according to the bearing capacity and the construction arrangement position;
building an actual model of the pipe curtain prefabricated structure, and verifying the correctness of a finite element model of the pipe curtain prefabricated structure;
and reducing the thickness of the cut steel pipe and the thickness of the connecting steel plate, enabling the cut steel pipe, the connecting steel plate and the internal concrete of the connecting steel plate to be equivalent to a reinforced concrete biasing component with the same area reinforcing bars, and calculating the bearing capacity and the structural size of the pipe curtain prefabricated structure according to the reinforced concrete biasing component.
4. The design method according to claim 3, wherein two sets of the counter-pulling bars are respectively disposed on both sides of the center line, and for the two sets of the counter-pulling bars on one side of the center line, an arc of the cut steel pipe is defined as a full length in a range from a connection point of the joining steel plate and the cut steel pipe to the center line, wherein one set of the counter-pulling bars is disposed at a half of the full length, and wherein the other set of the counter-pulling bars is disposed at a quarter of the full length near the joining steel plate.
5. The design method as set forth in claim 4, wherein in the step of reducing the thickness of the cut steel pipe and the thickness of the joining steel plate, equating the cut steel pipe, the joining steel plate and the internal concrete thereof to a reinforced concrete biasing member of the reinforcement bars of the same area, calculating the bearing capacity and the structural size of the tube curtain precast structure according to the reinforced concrete biasing member,
the pipe curtain precast structure is regarded as a reinforced concrete biasing component, and the calculation formula of the axial pressure design value of the normal section of the pipe curtain precast structure is as follows:
N≤α1fcbx+fy'As'+fa'Ast'-σsAs-σbAst；
the formula for calculating the design value of the bending moment of the axial pressure resultant force point of the normal section is as follows:
in the formula: n is the designed axial pressure value, alpha, corresponding to the designed positive section bending moment value M1Is the concrete compressive stress influence coefficient of the compression zone, fcThe design value of the concrete compressive strength is shown, b is the section width of an equivalent rectangular stress diagram, x is the concrete compression zone height of the equivalent rectangular stress diagram, fy' design value for compressive strength of compressed reinforcing steel bar, As' is the cross-sectional area of the steel bar under pressure, fa' design value for compressive strength of steel plate under pressure, Ast' is the cross-sectional area, σ, of the steel plate under pressuresDesign value for tensile bar stress, AsFor the cross-sectional area, σ, of the tendon under tensionbDesign value for tensile steel plate stress, AstIs the cross-sectional area of the tensioned steel plate, e is the distance from the axial pressure action point to the resultant point of the tensioned steel bar, and h0Effective cross-sectional height of equivalent rectangular stress map, as' is the distance between the stressed steel bar and the stressed steel plate in the equivalent rectangular stress diagram, tb' is the equivalent thickness of the steel plate under pressure.
6. The design method of claim 5, wherein a design value σ is applied to the tensile bar stresssAnd the design value sigma of the tensile steel plate stressbThe calculation is carried out according to the following two conditions:
when the height x of the concrete compression area of the equivalent rectangular stress diagram is less than or equal to xibh0When, σs＝fy，σb＝fa；
When the height x of the concrete compression zone of the equivalent rectangular stress diagram>ξbh0When the temperature of the water is higher than the set temperature,
wherein ,
in the formula ：fyDesigned value for tensile strength of tensile steel bar, faDesigned value of tensile strength, xi, of the tensile steel platebRelative to the border line compression zone height, beta1The concrete stress pattern influence coefficient of the compression area is shown.
7. The design method according to claim 5, wherein the distance e from the axial pressure acting point to the tension tendon resultant point is calculated by the formula:
the initial eccentricity eiThe calculation formula of (2) is as follows:
ei＝e0+ea, in the formula ：e0Eccentricity of axial pressure to center of gravity of cross section, eaAdding an eccentricity;
eccentricity e of the axial pressure to the center of gravity of the cross section0The calculation formula of (2) is as follows:
8. the design method of claim 5, defining tbThe actual thickness of the steel plate under compression, the equivalent thickness t of the steel plate under compressionb', the distance e from the axial pressure action point to the resultant point of the tension steel bar, and the actual thickness t of the steel plate under pressurebA preset relation ratio is provided between the two, and according to the preset relation ratio, the equivalent thickness t of the pressed steel platebThe formula for calculation of' is: t is tb'＝f(e，tb)。
9. The design method according to claim 8, wherein the equivalent thickness t of the steel plate under pressurebThe formula for calculation of' is:
in the formula: coefficient K1Has a value range of 0.0189 to 0.0199 and a coefficient K2Has a value range of 0.654 to 0.664 and a coefficient K3Has a value range of 0.000890 to 0.000900 and a coefficient K4The value range of (a) is-0.0002879 to-0.0002869, coefficient K5The value range of (1) is-0.065 to-0.055, and the constant K6Has a value in the range of-0.3538 to-0.3528, tbIs the actual thickness of the steel plate under pressure.
10. The design method of claim 9, wherein the coefficient K is1Is 0.0194, the coefficient K2Is 0.659, the coefficient K3Is 0.000895, the coefficient K4Is-0.0002874, the coefficient K5Is-0.06, the constant K6Is-0.3533, and is substituted into the equivalent thickness t of the pressed steel platebIn the calculation formula of' above, the obtained calculation formula is:
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