CN110991792A - Method for controlling stress crack at pull rod in concrete engineering - Google Patents
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Abstract
The invention discloses a method for controlling stress cracks at a pull rod in concrete engineering, which is used for controlling the problem that the stress at the pull rod cracks in the process of erecting a formwork by using the pull rod in the concrete engineering, and is characterized by comprising the following steps of: s1, establishing a concrete structure counter pull rod cracking risk assessment model; s2, calculating a cracking risk coefficient according to the concrete structure pair pull rod cracking risk evaluation model; s3, determining a safety coefficient, and comparing and analyzing the cracking risk coefficient and the safety coefficient; and S4, processing the risk items according to the comparison and analysis result. According to the method, the crack risk coefficient of the stress crack of the tie rod is provided by establishing a crack evaluation model of the tie rod of the concrete structure, and the crack risk of each tie rod is accurately evaluated.
Description
Technical Field
The invention relates to the technical field of stress cracks of a formwork of a tie bar, in particular to a method for controlling the stress cracks at the tie bar in concrete engineering.
Background
At present, the common civil buildings adopt tie bars to fix the templates except a few cast-in-place concrete structural projects (such as dams, sculpture bases and the like) with the thickness of more than 1 m. The tie rod system mainly comprises a tie rod with a water stop ring adopted by the soil-facing wall column, a buckle for locking the tie rod and a fastening nut. However, when the opposite pull rods are adopted to fix the wall formwork, the following problems are found during site construction:
1) in order to ensure that the template is fixed reliably, the buckle can be locked as far as possible during construction, so that a large initial tensile stress can be applied to the pull rod, and the tensile stress can be finally applied to the concrete structure in a prestress (f) mode;
2) after the concrete is finally set (generally 6-8 hours after pouring), the plasticity completely disappears, and the concrete enters a hardening stage. According to the theoretical knowledge of concrete hardening, the hardening stage of a concrete structure after final setting is a shrinkage process with increased strength.
3) Thus, the tension rods will exert an outward tension on the concrete structure perpendicular to the concrete face, as shown in fig. 2. The water stop ring on the opposite pull rod can prevent the opposite pull rod from being separated from the concrete structure while ensuring the water stop effect, and the stress crack is generated when the pulling force is greater than the current concrete strength.
Disclosure of Invention
The invention aims to provide a method for controlling stress cracks at a tie rod in concrete engineering, which is used for controlling the problem that the concrete structure generates the stress cracks at the tie rod and judging whether the concrete structure needs to be loosened or not by utilizing a calculated crack risk coefficient.
In order to achieve the purpose, the invention provides the following technical scheme: a method for controlling stress cracks at a pull rod in concrete engineering is used for controlling the problem that the stress cracks at the pull rod in the process of formwork support of the pull rod in the concrete engineering, and is characterized by comprising the following steps:
s1, establishing a concrete structure counter pull rod cracking risk assessment model;
s2, calculating a cracking risk coefficient according to the concrete structure pair pull rod cracking risk evaluation model;
s3, determining a safety coefficient, and comparing and analyzing the cracking risk coefficient and the safety coefficient;
and S4, processing the risk items according to the comparison and analysis result.
Further, in the step S1, the cracking risk coefficient is determined by the size of the concrete member, the prestress of the tie rod, and the standard value f of the tensile strength of the concretetk(t)And calculating the functional relation with the age and the functional relation between the elastic modulus E (t) and the age.
Further, in the step S2, the concrete structure cracking risk assessment model calculates the cracking risk coefficient according to the following formula:
η＝σ(t)/Sftk(t)
in the formula: sigma(t)When the age is t, the unit is N, and the accumulated value of the restraint tension generated by the shrinkage of the concrete pouring body is N; f. oftk(t)Is a standard value of tensile strength of the concrete with the age of t, and the unit is N/mm2(ii) a S is the cross-sectional area of the counter pull rod in mm2The term "concrete" means the size of the concrete contact surface.
Further, the accumulated value of the restraint tension generated by the concrete casting shrinkage is calculated according to the following formula:
σ(t)＝E(t)ξ(t)H+fi
in the formula: e(t)The elastic modulus of the concrete with age of t is expressed in the unit of N/mm2；ξ(t)The deformation of the concrete is shown, and H is the thickness of the concrete member and the unit is mm; f. ofiAnd applying prestress to the concrete structure by the ith counter-pull rod after the concrete is solidified, wherein the value of the prestress is equal to the pressure of the concrete to the template in the pouring process, and the unit is N.
Further, the prestress applied to the concrete structure by the ith counter-pull rod after the concrete is solidified is calculated according to the following formula:
fi＝ρghiSab
in the formula: rho is the volume weight of concrete and the unit is g; g is the acceleration of gravity; h isiThe depth of the ith counter-pull rod buried in the concrete member is in mm; sabIs the effective area of the tension of the pull rod in mm2。
Further, the effective area of the stressed pull rod is calculated according to the following formula:
Sab＝a*b
in the formula: a. and b is the arrangement distance of the opposite pull rods, and the unit is mm.
Further, in the step S3, a safety factor is reserved for reserving the safety reserve, and the value range of the safety factor is 0.7 to 0.8.
Further, in the step S3, the cracking risk coefficient η is compared with the safety coefficient, if η is greater than or equal to the safety coefficient, the cracking risk is considered to be small, and the form removal is only organized according to the construction scheme, and if η is less than the safety coefficient, the cracking risk is considered to exist, and the risk item is processed.
Further, in step S4, if there is a risk of cracking, the buckle of the tie bar is loosened before the corresponding age to reduce the stress on the tie bar.
Further, after the buckles of the opposite pull rods are loosened to reduce the stress at the opposite pull rods before the corresponding period, after the concrete strength of the wall body reaches 2.3MPa at normal temperature, the fastening nuts 1-2 buckles of the opposite pull rods are loosened, the opposite pull screw nuts and the steel back ridges are removed after 3 days, the wall body formwork is removed after 4-5 days, and wet curing is carried out on the inner concrete wall and the outer concrete wall all the time.
Compared with the prior art, the invention at least comprises the following beneficial effects:
1. establishing a crack evaluation model (a strain-strength-time three-dimensional model) at the position of the tension rod of the concrete structure through software, providing related crack risk coefficients of stress cracks of the tension rod, and accurately evaluating the crack risk of each tension rod;
2. stress is released by combining the cracking risk coefficient and loosening the screw threads, so that stress cracks are eliminated;
3. and establishing a cracking evaluation model according to construction experience, and providing a simple construction method.
Drawings
FIG. 1 is a flow chart of a control method of the present invention;
FIG. 2 is a force schematic of the concrete member of the present invention during the hardening stage;
FIG. 3 is a schematic view of the tie rod fixing wood pattern of the present invention;
FIG. 4 is a concrete elastic modulus recommended value provided in "concrete Structure design Specification" GB 50010-2002;
FIG. 5 is a graph showing the results of an experiment of free shrinkage of concrete;
FIG. 6 is a concrete unit weight graph;
in the figure:
the concrete wall column comprises 1-a concrete member, 2-a concrete wall column structure, 3-a wall column template, 4-a small beam, 5-a main beam, 6-a buckle, 7-a counter pull rod, 8-a fastening nut and 9-a water stop ring.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
It is to be noted that the experimental methods described in the following embodiments are all conventional methods unless otherwise specified, and the reagents and materials, if not otherwise specified, are commercially available; in the description of the present invention, the terms "lateral", "longitudinal", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc., indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, are only for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be construed as limiting the present invention.
Furthermore, the terms "horizontal", "vertical", "overhang" and the like do not imply that the components are required to be absolutely horizontal or overhang, but may be slightly inclined. For example, "horizontal" merely means that the direction is more horizontal than "vertical" and does not mean that the structure must be perfectly horizontal, but may be slightly inclined.
In the description of the present application, it is further noted that, unless expressly stated or limited otherwise, the terms "disposed," "mounted," "connected," and "connected" are to be construed broadly, e.g., as meaning either a fixed connection, a removable connection, or an integral connection; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meaning of the above terms in the present application can be understood in a specific case by those of ordinary skill in the art.
As shown in fig. 1, an embodiment of the present application provides a method for controlling a stress crack at a tie rod in a concrete engineering, including:
the method comprises the following steps:
s1, establishing a concrete structure counter pull rod cracking risk assessment model;
s2, calculating a cracking risk coefficient according to the concrete structure pair pull rod cracking risk evaluation model;
s3, determining a safety coefficient, and comparing and analyzing the cracking risk coefficient and the safety coefficient;
and S4, processing the risk items according to the comparison and analysis result.
In the above embodiment, a crack risk assessment model of the concrete structure counter-pull rod can be established through software such as abqus and maidas, and the size of the concrete member, the prestress of the counter-pull rod and the tensile strength index f of the concrete are inputtk(t)Age-related function, modulus of elasticity E(t)As a function of age.
In a further preferred embodiment, the concrete structure cracking risk assessment model calculates the cracking risk coefficient according to the following formula:
η＝σ(t)/Sftk(t)
in the formula: sigma(t)When the age is t, the unit is N, and the accumulated value of the restraint tension generated by the shrinkage of the concrete pouring body is N; f. oftk(t)Is a standard value of tensile strength of the concrete with the age of t, and the unit is N/mm2(ii) a S is the cross-sectional area of the counter pull rod in mm2The term "concrete" means the size of the concrete contact surface.
In the embodiment, the risk coefficient determining method of the concrete structure cracking risk assessment model is that the risk coefficient is destructive power/resistance destructive power, and because actual construction is difficult to reach theoretical conditions, the tensile strength of concrete in actual conditions is lower than a theoretical value, and the value of reserved safe reserve η is less than 1.
In a further preferred embodiment, the accumulated value of the restraining pulling force generated by the concrete casting shrinkage is calculated according to the following formula:
σ(t)＝E(t)ξ(t)H+fi
in the formula: e(t)The elastic modulus of the concrete with age of t is expressed in the unit of N/mm2；ξ(t)The deformation of the concrete is shown, and H is the thickness of the concrete member and the unit is mm; f. ofiAnd applying prestress to the concrete structure by the ith counter-pull rod after the concrete is solidified, wherein the value of the prestress is equal to the pressure of the concrete to the template in the pouring process, and the unit is N.
In the above-described embodiments, E(t)Determining different values for the characteristic values of the material according to different materials, and measuring stress-strain relation curves with the slope E at different ages t under the same condition(t)Or by using existing experimental records(t)As a function of time. As shown in fig. 4, E is measured for 28 days of standard curing of the exemplary concrete(28)In this example, the elastic modulus of concrete at different times is measured, and the same material is measured by only measuring a group of effective values of the elastic modulus at different times, ξ(t)As the concrete deformation, the dimensionless unit is the characteristic value of the material, and the concrete is generally considered to be mixedThe concrete tends to a constant value after curing for 28 days. In this example, a strain/specimen length-time relationship is measured, as shown in fig. 5, which is a graph of experimental results of free shrinkage of exemplary concrete. H is the thickness of the concrete member and is used for measuring the contact length of the counter pull rod and the concrete member before damage. f. ofiThe ith counter-pull rod applies prestress to the concrete structure after the concrete is solidified, the value of the prestress is equal to the pressure of the concrete to the template in the pouring process, the unit is N, and the concrete is fluid in the pouring process and can generate pressure to the template.
In a further preferred embodiment, the prestress applied to the concrete structure by the ith counter-pull rod after the concrete is solidified is calculated according to the following formula:
fi＝ρghiSab
in the formula: rho is the volume weight of concrete and the unit is g; g is the acceleration of gravity; h isiThe depth of the ith counter-pull rod buried in the concrete member is in mm; sabIs the effective area of the tension of the pull rod in mm2。
In the above examples, the concrete volume weight ρ is defined as the weight of concrete per cubic millimeter, and since the mix proportions of the various concretes are different, the different mix proportions will also differ per cubic weight, and commercial concrete certifications generally have a mix proportion description, and adding all material weights together will result in a weight of 1 cubic meter for this concrete. National standard one cubic millimeter concrete 2.350g/mm3-2.400g/mm3The unit weight of the label is higher when the label is different and the unit weight of the label is larger. The volume weight of the concrete with different marks is shown in figure 6. g is gravity acceleration and is constant value of 9.8m/s2。
In a further preferred embodiment, the effective area of the tension rod under force is calculated according to the following formula:
Sab＝a*b
in the formula: a. and b is the arrangement distance of the opposite pull rods, and the unit is mm.
In the above embodiments, a and b are the arrangement spacing of the tie bars in mm, and if the arrangement spacing of the tie bars is 80cm by 60cm, S isab＝80*60＝4800mm2。
In a further preferred embodiment, the safety factor is reserved for reserving the safety reserve, and the value range of the safety factor is 0.7-0.8.
In the above embodiment, the total coefficient is reserved by 0.2 to ensure safe storage, and the safety factor may be 0.8.
In a further preferred embodiment, in the step S3, the cracking risk coefficient η is compared with a safety coefficient, if η is greater than or equal to the safety coefficient, the cracking risk is considered to be small, and the form removal is only organized according to the construction scheme, and if η is less than the safety coefficient, the cracking risk is considered to exist, and the risk item is processed.
In the above embodiment, if there is a crack risk, the buckle of the tie rod is loosened before the corresponding age to reduce the stress on the tie rod. After the buckles of the opposite pull rods are loosened to reduce the stress at the opposite pull rods before the corresponding period, after the concrete strength of the wall body reaches 2.3MPa at normal temperature, the fastening nuts 1-2 buckles of the opposite pull rods are loosened, the opposite pull screw nuts and the steel back ridges are removed after 3 days, the wall body formwork is removed after 4-5 days, and wet curing is carried out on the inner concrete wall and the outer concrete wall all the time.
As shown in fig. 2, when the opposite pull rods are used for fixing the wall form, the concrete member 1 comprises a concrete wall column structure 2, a wall column form 3, a small beam 4, a main beam 5, a buckle 6, an opposite pull rod 7, a fastening nut 8 and a water stop ring 9. Wherein, the small beam 4 is generally made of wood or square steel, and the main beam 5 is generally made of square steel or round steel.
The working process of the invention is as follows: measuring the deformation of the tie rod → setting parameters → establishing a cracking risk evaluation model → determining a cracking risk coefficient → determining a safety coefficient and performing comparative analysis → processing a risk item.
Wherein if it is determined that there is a risk of cracking, the stress crack control scheme flows as follows:
the wall column steel bar is installed and finished → the wall column template 3 is assembled → the small beam 4, the main beam 5, the counter pull rod 7, the buckle 6 and the fastening nut 8 are adopted for reinforcement and molding → the concrete is poured → after the strength of the wall concrete reaches 2.3MPa, the fastening nut 1-2 buckle is loosened → the counter pull screw nut and the steel back ridge are removed after 3 days → the wall template is removed after 4-5 days.
The above-described embodiments are merely illustrative of the preferred embodiments of the present invention and do not limit the spirit and scope of the present invention. Various modifications and improvements of the technical solutions of the present invention may be made by those skilled in the art without departing from the design concept of the present invention, and the technical contents of the present invention are all described in the claims.
Claims (10)
1. A method for controlling stress cracks at a pull rod in concrete engineering is used for controlling the problem that the stress cracks at the pull rod in the process of formwork support of the pull rod in the concrete engineering, and is characterized by comprising the following steps:
s1, establishing a concrete structure counter pull rod cracking risk assessment model;
s2, calculating a cracking risk coefficient according to the concrete structure pair pull rod cracking risk evaluation model;
s3, determining a safety coefficient, and comparing and analyzing the cracking risk coefficient and the safety coefficient;
and S4, processing the risk items according to the comparison and analysis result.
2. The method for controlling the stress crack at the pull rod in the concrete engineering according to claim 1, characterized in that: in the step S1, the cracking risk coefficient is determined by the size of the concrete member, the prestress of the tie rod, and the standard value f of the concrete tensile strengthtk(t)Age-related function, modulus of elasticity E(t)And calculating the functional relation with the age.
3. The method for controlling the stress crack at the pull rod in the concrete engineering according to claim 2, characterized in that: in the step S2, the concrete structure cracking risk assessment model calculates the cracking risk coefficient according to the following formula:
η＝σ(t)/Sftk(t)
in the formula: sigma(t)When the age is t, the unit is N, and the accumulated value of the restraint tension generated by the shrinkage of the concrete pouring body is N; f. oftk(t)Is a standard value of tensile strength of the concrete with the age of t, and the unit is N/mm2(ii) a S is the cross-sectional area of the counter pull rod in mm2The term "concrete" means the size of the concrete contact surface.
4. The method for controlling the stress cracks at the pull rod in the concrete engineering according to claim 3, characterized in that: the accumulated value of the restraint tension generated by the shrinkage of the concrete pouring body is calculated according to the following formula:
σ(t)＝E(t)ξ(t)H+fi
in the formula: e(t)The elastic modulus of the concrete with age of t is expressed in the unit of N/mm2；ξ(t)The deformation of the concrete is shown, and H is the thickness of the concrete member and the unit is mm; f. ofiAnd applying prestress to the concrete structure by the ith counter-pull rod after the concrete is solidified, wherein the value of the prestress is equal to the pressure of the concrete to the template in the pouring process, and the unit is N.
5. The method for controlling the stress cracks at the pull rod in the concrete engineering according to claim 4, characterized in that: the prestress applied to the concrete structure by the ith counter-pull rod after the concrete is solidified is calculated according to the following formula:
fi＝ρghiSab
in the formula: rho is the volume weight of concrete and the unit is g; g is the acceleration of gravity; h isiThe depth of the ith counter-pull rod buried in the concrete member is in mm; sabIs the effective area of the tension of the pull rod in mm2。
6. The method for controlling the stress cracks at the pull rod in the concrete engineering according to claim 5, characterized in that: the effective area of the stressed pull rod is calculated according to the following formula:
Sab＝a*b
in the formula: a. and b is the arrangement distance of the opposite pull rods, and the unit is mm.
7. The method for controlling the stress crack at the pull rod in the concrete engineering according to claim 1, characterized in that: in the step S3, a safety factor is reserved for reserving the safety reserve, and the value range of the safety factor is 0.7 to 0.8.
8. The method for controlling the stress crack at the pull rod in the concrete engineering as claimed in claim 1, wherein in the step S3, the crack risk coefficient η is compared with the safety coefficient, if η is greater than or equal to the safety coefficient, the crack risk is considered to be small, the form removal is only organized according to the construction scheme, and if η < the safety coefficient, the crack risk is considered to exist, and the risk item is processed.
9. The method for controlling the stress crack at the pull rod in the concrete engineering according to claim 1, characterized in that: in step S4, if there is a risk of cracking, the buckle of the tie bar is loosened before the corresponding age to reduce the stress on the tie bar.
10. The method for controlling the stress crack at the pull rod in the concrete engineering according to claim 9, characterized in that: after the buckles of the opposite pull rods are loosened to reduce the stress at the opposite pull rods before the corresponding period, after the concrete strength of the wall body reaches 2.3MPa at normal temperature, the fastening nuts 1-2 buckles of the opposite pull rods are loosened, the opposite pull screw nuts and the steel back ridges are removed after 3 days, the wall body formwork is removed after 4-5 days, and wet curing is carried out on the inner concrete wall and the outer concrete wall all the time.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN112814381A (en) * | 2020-12-31 | 2021-05-18 | 广东大禹水利建设有限公司 | Control method for stress at pull rod in pump station engineering concrete construction |
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| CN204098522U (en) * | 2014-09-18 | 2015-01-14 | 安徽天筑建设（集团）有限公司 | A kind of crack reinforced concrete post maintenance and reinforcement structure |
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| CN106021709A (en) * | 2016-05-18 | 2016-10-12 | 中建三局集团有限公司 | Early concrete cracking risk assessment and control method |
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Application publication date: 20200410 |