CN113486558A - Method for configuring distributed reinforcing steel bars of concrete thin shell structure - Google Patents
Method for configuring distributed reinforcing steel bars of concrete thin shell structure Download PDFInfo
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Abstract
The invention relates to a method for configuring distributed steel bars of a concrete thin shell structure, which comprises the following steps: carry out the meshing to the shell curved surface to divide into a plurality of quadrangle shell units with special-shaped shell, every shell unit all contains along the three reinforcing bar configuration face of thickness direction: the thin film internal force reinforcement layer and the two bending moment reinforcement layers; carrying out structural finite element analysis on the curved surface of the plate shell after the grid division to obtain a corresponding finite element analysis result; based on the finite element analysis result, sequentially performing film reinforcement and bending moment reinforcement calculation; performing reinforcement selection design according to the calculation results of the thin film reinforcement and the bending moment reinforcement; based on the bar selection result, the design of arranging the tie bars is carried out by combining the requirements of the shear bars; and rechecking the reinforcement ratio, completing the configuration of the distributed reinforcements of the thin shell structure if the rechecking is passed, otherwise, adjusting the thickness of the plate shell, and returning to perform configuration calculation again. Compared with the prior art, the invention has the advantages of wide application range, clear stress principle, small calculated amount, safety and redundancy and convenient construction.
Description
Technical Field
The invention relates to the technical field of building structure engineering design, in particular to a method for configuring distributed reinforcing steel bars of a concrete thin-shell structure.
Background
The thin reinforced concrete shell is a curved member and is mainly used for bearing the force in the middle plane generated by various actions. The thin shell structure is a curved thin-wall structure and is divided into a cylinder shell, a dome thin shell, a double-curved flat shell, a double-curved parabolic shell, a free-form shell and the like according to the form of curved surface generation, and the materials mostly adopt steel bars and concrete. The thin shell structure has the advantage that the pressure applied to the thin shell structure can be uniformly distributed to all parts of the object, and the pressure applied to the thin shell structure is reduced.
The reinforcing bars of the concrete shell comprise distribution reinforcing bars and edge reinforcing bars. The edge reinforcements are generally configured through an empirical construction, the distribution reinforcements are determined through calculation, and the configuration of the distribution reinforcements in the plate shell plays a role in determining the overall economy of the structure due to the large area of the distribution reinforcements.
In recent years, with the development of technology and the market demand for special-shaped structural forms, the building forms of the concrete thin shells are more and more complex, and quite high requirements are put forward on the structural calculation design and the construction coordination of the concrete thin shells. At present, national and industrial standards only include reinforcement methods for barrel shells, dome thin shells, double-curved flat shells and double-curved parabolic shells, but any free concrete thin shell with a highly complex shape is difficult to process.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provide a method for configuring distributed steel bars of a concrete thin shell structure, so as to accurately configure the distributed steel bars of a complex special-shaped plate shell.
The purpose of the invention can be realized by the following technical scheme: a method for configuring distributed steel bars of a concrete thin shell structure comprises the following steps:
s1, carrying out mesh division on the curved surface of the plate shell to divide the special-shaped plate shell into a plurality of quadrilateral plate shell units, wherein each plate shell unit comprises three steel bar configuration surfaces along the thickness direction: the thin film internal force reinforcement layer is arranged on the middle surface of the plate shell, and the two bending moment reinforcement layers are arranged on the top surface and the bottom surface of the upper and lower shell plates;
s2, carrying out structural finite element analysis on the curved surface of the plate shell after the grid division to obtain a corresponding finite element analysis result;
s3, sequentially calculating film reinforcing ribs and bending moment reinforcing ribs based on the finite element analysis result;
s4, performing rib selection design according to the calculation results of the thin film reinforcing ribs and the bending moment reinforcing ribs;
s5, based on the reinforcement selection result, combining the shear reinforcement requirements to design the arrangement of the tie reinforcements;
and S6, rechecking the reinforcement ratio, completing the configuration of the distributed steel bars of the thin-shell structure if the rechecking is passed, otherwise, adjusting the thickness of the plate shell, and returning to the step S2.
Further, in the step S1, the curved surface of the board shell is specifically gridded by using a Q-morph method or a push wave front method.
Further, the result of the finite element analysis of the structure in step S2 is specifically the structural stress in each plate-shell unit under different working condition combinations.
Further, the step S3 specifically includes the following steps:
s31, acquiring an internal force envelope value parallel to the edge direction of each plate-shell unit according to the structural stress in each plate-shell unit under different working condition combinations to be used as a reinforcement for designing the internal force, wherein the internal force envelope value is specifically a film force, an out-of-plane bending moment and an out-of-plane shear;
s32, performing film reinforcement calculation on the film force to obtain the film reinforcement amount;
and S33, performing bending reinforcement calculation on the bending internal force to obtain the top reinforcement amount and the bottom reinforcement amount.
Further, the formula of the film reinforcement calculation in step S32 is as follows:
φ＝1+1/cosθ
θ≤45°
wherein A issThe reinforcement amount of the film, n is the number of the steel bars, fyAs yield strength of the steel bar, FmIs the film internal force, phi is the amplification factor, theta is the maximum of the reinforcing steel bar direction and the combined internal force directionsAnd (4) an included angle.
Further, step S33 is specifically to calculate by using a reinforcement allocation method for a concrete double-reinforcement curved section, and the calculated reinforcement area needs to be multiplied by an amplification factor phi, thereby obtaining a top reinforcement allocation amount abtAmount of bottom reinforcement Abb。
Further, the step S4 is specifically to set the number of the steel bars in each plate-shell unit to be the same, then determine the diameter of the corresponding steel bar according to the film reinforcement amount and the bending moment reinforcement amount, and make the actual reinforcement amount of the top surface, the middle surface, and the bottom surface greater than the film reinforcement amount and the bending moment reinforcement amount calculated in the step S3, so as to complete the design of selecting the top surface, the middle surface, and the bottom surface.
Further, the step S5 is to calculate the shear steel bar requirement by using an oblique section shear design method to complete the layout of the tie bars.
Furthermore, the tie bars are uniformly arranged between the reinforcing mesh formed by the reinforcing arrangement surfaces, and are used for bearing shearing force and playing a tie role on the reinforcing bars.
Further, the tie bars are specifically transverse tie bars.
Compared with the prior art, the invention has the following advantages:
the invention provides a distributed steel bar configuration method aiming at a free concrete shell structure, which determines the stress characteristics of the concrete shell by carrying out grid division and structural finite element analysis on the concrete shell, and then respectively carries out film reinforcement and bending moment reinforcement calculation according to the stress characteristics, so that the accuracy of the configuration of steel bars at a top layer, a middle layer and a bottom layer can be ensured, and the configuration of the distributed steel bars of a complex special-shaped slab shell is accurately realized.
Secondly, a plurality of plate shell units with similar sizes are obtained through grid division, the number of the steel bars in each plate shell unit is set to be consistent when the steel bar selection design is carried out, and the diameter of the corresponding steel bar is determined according to the film reinforcement amount and the bending moment reinforcement amount, so that the stress performance can be ensured, meanwhile, the bending and lapping construction of the steel bars can be greatly facilitated, the construction in a steel bar net piece mode can be conveniently carried out, and the construction efficiency of the subsequent steel bar configuration can be improved.
Thirdly, considering the function separation of reinforcement of each layer, the invention adopts a mode of carrying out primary reinforcement by enveloping after multi-working condition combination analysis, and does not need to take enveloping reinforcement amount after reinforcement combination of each working condition, thereby greatly reducing the calculation amount of reinforcement, and combining an amplification factor during reinforcement calculation to ensure that the reinforcement amount can meet the stress requirement; and the reinforcement allocation rate is rechecked to avoid few reinforcements and excessive reinforcements, so that the reliability of reinforcement allocation is further improved.
Drawings
FIG. 1 is a schematic flow diagram of the process of the present invention;
FIG. 2 is a schematic view of a concrete shell structure according to an embodiment;
FIG. 3 is a schematic diagram of an embodiment of meshing;
FIG. 4 is a schematic view of the reinforcement direction of the embodiment;
FIG. 5 is a schematic view of a rebar distribution of an embodiment;
FIG. 6 is a schematic cross-sectional reinforcement view of an embodiment;
FIG. 7 is a schematic view of a single layer reinforcement form of an embodiment;
FIG. 8a is a schematic diagram showing the comparison between the calculated amount of reinforcement and the actual amount of reinforcement for the U-direction top surface in the embodiment;
FIG. 8b is a schematic diagram illustrating a comparison between the calculated amount of reinforcement and the actual amount of reinforcement of the U-base in the embodiment;
FIG. 8c is a schematic diagram showing the comparison between the calculated amount of reinforcement and the actual amount of reinforcement for the V-direction top surface in the embodiment;
FIG. 8d is a schematic diagram showing the comparison between the calculated amount of reinforcement and the actual amount of reinforcement for the V-direction bottom surface in the embodiment;
FIG. 9 is a diagram showing the results of the reinforcement quantity review in the example.
Detailed Description
The invention is described in detail below with reference to the figures and specific embodiments.
Examples
As shown in fig. 1, a method for configuring distributed steel bars of a concrete shell structure includes the following steps:
s1, carrying out mesh division on the curved surface of the plate shell to divide the special-shaped plate shell into a plurality of quadrilateral plate shell units, wherein each plate shell unit comprises three steel bar configuration surfaces along the thickness direction: the thin film internal force reinforcement layer is arranged on the middle surface of the plate shell, and the two bending moment reinforcement layers are arranged on the top surface and the bottom surface of the upper and lower shell plates;
s2, carrying out structural finite element analysis on the plate shell curved surface after the grid division to obtain a corresponding finite element analysis result: structural stress in each plate-shell unit under different working condition combinations;
s3, based on the finite element analysis result, calculating the film reinforcement and the bending moment reinforcement in sequence, specifically:
firstly, according to structural stress in each plate-shell unit under different working condition combinations, acquiring an internal force envelope value parallel to the edge direction of the plate-shell unit to be used as a reinforcement for designing internal force, wherein the internal force envelope value specifically comprises film force, out-of-plane bending moment and out-of-plane shearing;
then, performing film reinforcement calculation on the film force to obtain the film reinforcement amount:
φ＝1+1/cosθ
θ≤45°
wherein A issThe reinforcement amount of the film, n is the number of the steel bars, fyAs yield strength of the steel bar, FmThe internal force of the film is used, phi is an amplification coefficient, and theta is the maximum included angle between the direction of the steel bar and the direction of the internal force of each combination;
and then, carrying out bending reinforcement calculation on the bending internal force to obtain the top reinforcement amount and the bottom reinforcement amount: calculating by using a reinforcement allocation method of the concrete double-reinforcement bending section, and multiplying the calculated reinforcement area by an amplification factor phi to obtain the top reinforcement allocation AbtAmount of bottom reinforcement Abb；
S4, performing rib selection design according to the calculation results of the thin film reinforcing ribs and the bending moment reinforcing ribs: setting the quantity of the steel bars in each plate shell unit to be the same, then determining the diameter of the corresponding steel bar according to the film reinforcement quantity and the bending moment reinforcement quantity, and enabling the actual reinforcement quantity of the top surface, the middle surface and the bottom surface to be larger than the film reinforcement quantity and the bending moment reinforcement quantity calculated in the step S3 so as to complete the reinforcement selection design of the top surface, the middle surface and the bottom surface;
s5, based on the bar selection result, combining the shear steel bar demand, designing the arrangement of the tie steel bars, specifically, calculating the shear steel bar demand by adopting an oblique section shear design method to complete the design of the arrangement of the tie steel bars, wherein the tie steel bars are uniformly arranged between the steel bar meshes formed by the steel bar configuration surfaces, are used for bearing the shear force and play a tie role on the steel bars, and the tie steel bars are specifically transverse tie steel bars;
and S6, rechecking the reinforcement ratio, completing the configuration of the distributed steel bars of the thin-shell structure if the rechecking is passed, otherwise, adjusting the thickness of the plate shell, and returning to the step S2.
In summary, in the technical scheme, the film internal force reinforcing bars are composed of a middle single-layer of mutually orthogonal reinforcing bars, and the film internal force reinforcing bar layer only considers the film internal force parallel to the edge direction of the plate shell unit and amplifies the single-direction internal force required reinforcing bars to serve as calculation reinforcing bars; the bending moment reinforcing steel bar consists of an upper layer of reinforcing steel bar and a lower layer of reinforcing steel bar which are mutually orthogonal, and the bending moment reinforcing steel bar layer only considers the bending moment parallel to the edge direction of the plate shell unit and amplifies the reinforcing steel bar with the single-direction internal force requirement to be used as calculation reinforcing steel bar. The amplification factor is determined according to the angle direction of the main stress and the reinforcement unit, the numerical value of the amplification factor is 1.0-1.42, the number of the steel bars in each plate shell unit is the same, and the diameter of the steel bar in each unit changes according to the stress condition.
The specific process of the embodiment applying the technical scheme is as follows:
(1) carrying out mesh division on the curved surface of the plate shell, and dividing the special-shaped plate shell into quadrilateral units with similar sizes, wherein the process can be realized by adopting various mesh division technologies such as a Q-morph method, a propelling wave front method and the like;
(2) performing structural finite element analysis to obtain structural internal force in each plate shell unit in various different working condition combinations, taking an internal force envelope value (film force, out-of-plane bending moment and out-of-plane shearing) in a direction parallel to the edge of the plate shell unit as a reinforcement design internal force, and neglecting in-plane shearing and in-plane torque;
(3) the film reinforcement is carried out on the film force, and a reinforcement formula can be adopted
Wherein A issFor the amount of reinforcement, n is the number of reinforcement, fyAs yield strength of the steel bar, FmFor calculating the internal force of the film, phi is an amplification coefficient and takes the value of 1+1/cos theta, theta is the maximum included angle between the direction of the reinforcing steel bar and the direction of the internal force of each combination, and the value of phi is 1.0-1.42 because theta is less than or equal to 45 degrees;
(4) the reinforcement formula can adopt a reinforcement method of a common concrete double-reinforcement bending section, the calculated reinforcement area is multiplied by an amplification factor phi which is 1+1/cos theta, and phi is more than or equal to 1.00 and less than or equal to 1.42, so that a top reinforcement value A is obtainedbtAnd bottom reinforcement value Abb；
(5) Selecting ribs: the form of N steel bars in each unit is uniformly selected, namely the steel bars are the same in number and different in diameter so as to be convenient to bend and overlap, and the actual steel bars on the top surface, the middle surface and the bottom surface are slightly larger than the enlarged steel bar distribution area A required by calculation in the steps (3) and (4)bt、AsAnd Abb；
(6) Calculating the requirement of the shear-resistant steel bars according to a general oblique section shear-resistant design method, and arranging the tie bars;
(7) and the rechecking reinforcement ratio is the reinforcement ratio of the reinforcement distributed according to the rechecking of the bent component, so that few reinforcements and excessive reinforcements are avoided.
(8) And (4) if the reinforcement ratio cannot be met, adjusting the thickness of the plate shell, and repeating the steps (2) to (7) to analyze and calculate the plate shell.
In this embodiment, the concrete thin shell structure is a corridor whole of a public building bottom, the whole length of the concrete thin shell structure is 375m, the concrete thin shell structure is a special-shaped concrete shell structure covering under a ground soil layer, and the shape of the concrete thin shell structure is formed by mutually arranging and cutting a plurality of complex arch shells like air bubbles, as shown in fig. 2.
The curved surface of the plate shell is divided into meshes, the special-shaped plate shell is divided into quadrilateral units with the size of about 500mmx500mm, and the division result is shown in figure 3.
And after carrying out structural finite element analysis on the structure, obtaining the structural internal force in each plate shell unit in various different working condition combinations, taking the internal force envelope values (film force, out-of-plane bending moment and out-of-plane shearing) in the direction parallel to the edge of the plate shell unit as the reinforcement design internal force, carrying out reinforcement design on each layer according to the method, and calculating the required reinforcement amount.
And (3) selecting the reinforcement, wherein the form of 4 reinforcements is uniformly selected in each quadrilateral unit, the reinforcements are arranged in U, V two orthogonal directions, simultaneously, the tie reinforcements are arranged according to the shear analysis result, the arrangement of the configured reinforcements is shown in fig. 4-6, the reinforcements of each unit are uniformly connected, and the form of single-layer reinforcement is shown in fig. 7.
Fig. 8a to 8d show the relationship between the minimum required reinforcement amount and the calculated reinforcement allocation amount in this embodiment, and in fig. 8a to 8d, the abscissa represents the section number and the ordinate represents the reinforcement area allocation.
And finally, rechecking the reinforcement ratio, and rechecking the reinforcement ratio of the distributed steel bars according to the bent component to avoid few ribs and excessive ribs, wherein the calculation result is shown in fig. 9.
In summary, the technical scheme provides a method for configuring distributed steel bars of a concrete thin shell structure, which aims at a concrete shell with any free shape and comprises a top layer, a middle layer and a bottom layer; comprises transverse tie bars which are uniformly arranged; the plate shell is divided into a plurality of quadrilateral units, and the reinforcing steel bars are uniformly distributed in the units; the specific process comprises the following steps: the technical scheme aims at the design requirement of distributed steel bars of a free concrete shell and designs corresponding arrangement of the steel bars according to the stress characteristics of the concrete thin shell so as to improve the safety and the economical efficiency of buildings. The technical scheme has wide application range, is not only suitable for concrete with conventional shape, but also suitable for plate shells with various shapes;
the stress principle is clear, the labor division of each layer of steel bars is clear, and the stress principle is clear and not fuzzy;
because the reinforcement function of each layer is separated, a mode of enveloping and carrying out primary reinforcement after multi-working condition combined analysis can be adopted, the enveloping and enveloping reinforcement amount after reinforcement combining and distributing of each working condition is not needed, and the calculated amount is greatly reduced;
the thin-film steel bars only bear the thin-film force, the bent steel bars only bear the bending force, and the coupling of the concrete and the steel bars can bring certain redundancy;
the lap joint is simple, because each unit reinforcing bar quantity is the same, the reinforcing bar is crooked, the lap joint is convenient, also can be constructed with modes such as reinforcing bar net piece to further raise the efficiency.
Claims (10)
1. A method for configuring distributed steel bars of a concrete thin shell structure is characterized by comprising the following steps:
s1, carrying out mesh division on the curved surface of the plate shell to divide the special-shaped plate shell into a plurality of quadrilateral plate shell units, wherein each plate shell unit comprises three steel bar configuration surfaces along the thickness direction: the thin film internal force reinforcement layer is arranged on the middle surface of the plate shell, and the two bending moment reinforcement layers are arranged on the top surface and the bottom surface of the upper and lower shell plates;
s2, carrying out structural finite element analysis on the curved surface of the plate shell after the grid division to obtain a corresponding finite element analysis result;
s3, sequentially calculating film reinforcing ribs and bending moment reinforcing ribs based on the finite element analysis result;
s4, performing rib selection design according to the calculation results of the thin film reinforcing ribs and the bending moment reinforcing ribs;
s5, based on the reinforcement selection result, combining the shear reinforcement requirements to design the arrangement of the tie reinforcements;
and S6, rechecking the reinforcement ratio, completing the configuration of the distributed steel bars of the thin-shell structure if the rechecking is passed, otherwise, adjusting the thickness of the plate shell, and returning to the step S2.
2. The method as claimed in claim 1, wherein the step S1 is to mesh the curved surface of the slab by using Q-morph method or push wave method.
3. The method as claimed in claim 1, wherein the result of the finite element analysis of the structure in step S2 is the structural stress of each shell unit under different working condition combinations.
4. The method as claimed in claim 3, wherein the step S3 includes the following steps:
s31, acquiring an internal force envelope value parallel to the edge direction of each plate-shell unit according to the structural stress in each plate-shell unit under different working condition combinations to be used as a reinforcement for designing the internal force, wherein the internal force envelope value is specifically a film force, an out-of-plane bending moment and an out-of-plane shear;
s32, performing film reinforcement calculation on the film force to obtain the film reinforcement amount;
and S33, performing bending reinforcement calculation on the bending internal force to obtain the top reinforcement amount and the bottom reinforcement amount.
5. The method as claimed in claim 4, wherein the formula of the thin-walled concrete structure distribution reinforcement calculation in step S32 is:
φ＝1+1/cosθ
θ≤45°
wherein A issThe reinforcement amount of the film, n is the number of the steel bars, fyAs yield strength of the steel bar, FmThe film internal force is shown, phi is an amplification coefficient, and theta is the maximum included angle between the direction of the reinforcing steel bar and the direction of the internal force of each combination.
6. The method as claimed in claim 5, wherein the step S33 is specifically performed by a reinforcement method for a concrete double-reinforcement curved section, and the calculated reinforcement area needs to be multiplied by an amplification factor φ, thereby obtaining the reinforcement quantity A on the top surfacebtBottom of the Chinese character' HeAmount of gluten in the dough Abb。
7. The method as claimed in claim 4, wherein the step S4 is to set the number of the steel bars in each slab shell unit to be the same, determine the diameter of the corresponding steel bar according to the film reinforcement amount and the bending moment reinforcement amount, and make the actual reinforcement amount on the top, middle and bottom surfaces greater than the film reinforcement amount and the bending moment reinforcement amount calculated in step S3, so as to complete the top, middle and bottom surface reinforcement selection design.
8. The method as claimed in claim 1, wherein the step S5 is to calculate the shear bar requirement by using an oblique section shear design method to complete the layout of tie bars.
9. The method for arranging the distributed steel bars of the concrete thin shell structure according to any one of claims 1 to 8, wherein the tie steel bars are uniformly arranged between the steel bar meshes formed by the steel bar arrangement surfaces, and are used for bearing shearing force and performing a tie action on the steel bars.
10. The method for arranging the distributed steel bars of the concrete thin shell structure according to any one of the claim 9, wherein the tie bars are transverse tie bars.
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