CN113761631B - Softening tension compression bar model correction method suitable for inclined column-beam joint - Google Patents
Softening tension compression bar model correction method suitable for inclined column-beam joint Download PDFInfo
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Abstract
The invention provides a method for correcting a softening tension compression bar model applicable to inclined column-beam joints, which is characterized by comprising the following steps of: the method comprises the following steps: (1) The influence of the inclination angle of the column is considered, and then the inclination angle of the inclined pressure rod mechanism is corrected. (2) The cross section area of the diagonal compression bar mechanism is corrected by considering the change of the horizontal length of the diagonal compression bar. (3) The influence of the included angle between the total force of the transverse pull rod and the total force of the longitudinal pull rod of the inclined column-beam joint is considered, so that the beneficial action coefficient of the pull rod is corrected. (4) And based on the correction results of the inclination angle of the inclined pressure rod, the cross section area of the inclined pressure rod and the pull rod coefficient, the shear bearing capacity of the core area of the corrected node is simplified to be calculated. The method for correcting the softening tension compression bar model suitable for the diagonal column-beam joint considers the influence factors of the upper and lower column inclination angles of the joint, and the corrected softening tension compression bar model can be used for calculating and researching the shearing bearing capacity of the diagonal column-beam joint.
Description
Technical Field
The invention belongs to the technical field of building construction and reinforced concrete frame structures, and particularly relates to a method for correcting a softening tension compression bar model applicable to inclined column-beam joints.
Background
Term interpretation:
vertical beam column node: definition when the included angles between the upper column and the lower column of the node and the cross Beam are right angles, the node is called a Vertical Beam-column node (VBJ for short).
Diagonal column-beam joint: and defining an included angle between an upper Column and a lower Column of the edge node and a cross beam when the included angle is not a right angle, namely an Inclined Column-beam node (ICJ).
Shear bearing capacity of the node: the peak shear force born by the design of the node core area is referred to as the shear bearing capacity of the node core area. Nodes are key components of the structure that function as links. In order to prevent the brittle core region shear failure of the node, the shear bearing capacity of the node is usually checked in engineering structural design. However, the stress disorder of the core area of the node can only be approximately estimated by an empirical calculation method. In recent years, a shearing theory model based on stress balance and strain coordination has clear physical significance, and is widely focused and researched by students at home and abroad. In particular, the softening tension-compression bar model has great advantages for analyzing the stress of the node core area due to the clear force transmission path.
The traditional softening tension-compression bar model comprises an anti-shearing mechanism, a horizontal mechanism and a vertical mechanism, wherein the inclined mechanism is used for considering the action of a core area concrete inclined compression bar, the horizontal mechanism is used for considering the action of a core area horizontal stirrup, and the vertical mechanism is used for considering the action of a core area vertical shear bar.
When the softening tension-compression bar model is used for stress analysis of a diagonal column-beam joint core area, adverse effects of upper and lower column inclination angles of the joint cannot be considered, and the calculation result and actual error of the shear bearing capacity of the diagonal column-beam joint are larger. The concrete steps are as follows:
(1) The oblique mechanism of the softening tension-compression bar model cannot consider the influence of the inclination angles of the upper column and the lower column when calculating the inclination angles and the sectional areas of the oblique compression bars, and the error of the calculation result of the oblique mechanism on the compression force born by the oblique compression bars is larger.
(2) When the horizontal mechanism of the softening tension-compression bar model calculates the effect of the stirrups in the core area, the problem that the stirrups in the core area are not horizontally configured due to the influence of the inclination angles of the upper column and the lower column of the inclined column-beam joint cannot be considered.
(3) When the vertical mechanism of the softening tension compression bar model calculates the effect of the longitudinal shearing force bars in the core area, the problem that the longitudinal shearing force bars in the core area are not vertically configured due to the influence of the inclination angles of the upper column and the lower column of the inclined column-beam joint cannot be considered.
Disclosure of Invention
In view of the above, the present invention aims to provide a method for modifying a softened tensile bar model suitable for diagonal column-beam joints, so as to solve the problem that the existing softened tensile bar model cannot consider the influence factors of the upper and lower column inclination angles when the softened tensile bar model is used for calculating the shear bearing capacity of diagonal column-beam joints. The method specifically comprises the following steps: (1) The influence of the inclination angle of the column is considered, and then the inclination angle of the inclined pressure rod mechanism is corrected. (2) The cross section area of the diagonal compression bar mechanism is corrected by considering the change of the horizontal length of the diagonal compression bar. (3) The influence of the included angle between the total force of the transverse pull rod and the total force of the longitudinal pull rod of the inclined column-beam joint is considered, so that the beneficial action coefficient of the pull rod is corrected. (4) And based on the correction results of the inclination angle of the inclined pressure rod, the cross section area of the inclined pressure rod and the pull rod coefficient, the shear bearing capacity of the core area of the corrected node is simplified to be calculated. The method for correcting the softening tension compression bar model suitable for the diagonal column-beam joint considers the influence factors of the upper and lower column inclination angles of the joint, and the corrected softening tension compression bar model can be used for calculating and researching the shearing bearing capacity of the diagonal column-beam joint.
The invention adopts the following technical scheme:
the method for correcting the softened tensile bar model suitable for the diagonal column-beam joint is characterized by comprising the following steps of:
step S1: considering the influence of the inclination angle of the column, and correcting the inclination angle of the inclined pressure rod mechanism;
step S2: correcting the sectional area of the inclined pressure rod mechanism by considering the change of the horizontal length of the inclined pressure rod;
step S3: considering the influence of the included angle between the total force of the transverse pull rod and the total force of the longitudinal pull rod of the inclined column-beam joint, and further correcting the beneficial action coefficient of the pull rod;
step S4: and based on the correction results of the inclination angle of the inclined pressure rod, the cross section area of the inclined pressure rod and the pull rod coefficient, the shear bearing capacity of the core area of the corrected node is simplified to be calculated.
Further, in step S1, the inclination angle of the oblique compression bar mechanism is defined by the angle between the diagonal line with the shorter vertical diamond section and the horizontal axis of the oblique column-beam node core area.
Further, the specific method in step S1 is as follows:
when (when)In the process, the inclination angle of the inclined pressure rod mechanism is +.>The correction is as follows:
when (when)In the process, the inclination angle of the inclined pressure rod mechanism is +.>The correction is as follows:
wherein beta is the upper column inclination angle of the inclined edge node,the lower column inclination angle of the inclined edge node is h' b H' is the distance between the center lines of a row of steel bars at the outermost side of the beam " c Is the distance between the central lines of the bars at the outermost side of the column.
Further, in step S2, the cross-sectional area a of the diagonal strut mechanism is corrected in consideration of the change in the horizontal length of the diagonal strut str The method specifically comprises the following steps:
step S21: when (when)At the time, the horizontal length h 'of the oblique pressure bar' c The correction is as follows:
when (when)At the time, the horizontal length h 'of the oblique pressure bar' c The correction is as follows:
step S22: height a 'of compression zone of oblique compression bar' c The correction is as follows:
step S23: effective verification of the horizontal Cross-sectional area A 'in the core region' g The correction is as follows:
A' g ＝h' c ×b c (6)
step S24: height a of inclined pressure bar s The correction is as follows:
step S25: effective cross-sectional area A of diagonal strut str The correction is as follows: a is that str ＝a s b s
Wherein h is c Is the height of the horizontal section of the column, h c ' is the horizontal length of the oblique compression bar, h b Is the beam height, N is the column top vertical shaft pressure, f c ' is the compressive strength of the axle center of the concrete cylinder, b c For the cross-sectional width of the column, a b Is the height of the pressed area of the beam, a c Height of column compression zone, a c ' column compression zone height, a s Is the height of the oblique pressure bar, b s Is the width of the oblique compression bar.
Further, the step S3 specifically includes the following steps:
step S31: calculate the resultant force F of the transverse pull rod h ' included angle alpha 1 ：
Step S32: calculating the resultant force F of the longitudinal tie rods v ' included angle alpha 2 ：
Step S33: coefficient of transverse pull rod K h The' correction is:
step S34: coefficient of longitudinal tie K v The' correction is:
step S35: the beneficial coefficient K of the tie rod is modified as:
K＝K h '+K v '-1 (13)
wherein F is h For horizontal pull-rod tension, F v Is the pulling force of the vertical pull rod. F (F) yh For yielding force of horizontal tie-rods, F yv Is the yield force of the vertical pull rod;is the balance force of the horizontal pull rod +.>The balance force of the vertical pull rod; />Is the balance coefficient of the horizontal pull rod,is a balance coefficient of the vertical pull rod.
Further, step S4 corrects the shear-resistant bearing capacity simplification calculation value V of the node core area based on the correction result of the oblique compression bar inclination angle, the oblique compression bar cross-sectional area and the pull bar coefficient j The following calculation method is adopted:
wherein f c ' is the axial compressive strength of the concrete cylinder and ζ n Is the softening coefficient of the concrete.
Compared with the prior art, the invention and the preferable scheme thereof have the following advantages:
the method for correcting the softening tension compression bar model is used for analyzing the shearing bearing capacity of the diagonal column-beam joint core area, can consider the adverse effect of the upper and lower column inclination angles of the joint, and has more accurate calculation result on the shearing bearing capacity of the diagonal column-beam joint. The main appearance is that:
(1) The inclination angle and the sectional area of the inclined pressure rod can be calculated by the inclined mechanism of the corrected softening and pulling pressure rod model, the influence of the inclination angles of the upper column and the lower column can be considered, and the calculation result of the inclined pressure rod bearing pressure is more accurate.
(2) The modified softening pull-compression bar model replaces a horizontal mechanism with a transverse mechanism, and the resultant force F of the transverse tension bar can be considered when calculating the action of stirrups in a core area h The effect of the 'included angle' can be considered as a problem that the stirrups in the core area are not horizontally arranged.
(3) The modified softening tension-compression bar model replaces a vertical mechanism with a longitudinal mechanism, and the combination force F of the longitudinal tension bar can be considered when the action of the longitudinal shearing force rib of the core area is calculated v The effect of the 'included angle' can be considered as a problem that the longitudinal shear ribs in the core area are not vertically arranged.
Drawings
The invention is described in further detail below with reference to the attached drawings and detailed description:
FIG. 1 is a schematic diagram of a calculation flow in an embodiment of the present invention;
FIG. 2 is a schematic diagram of an exemplary diagonal column-beam joint according to an embodiment of the present invention;
FIG. 3 is a schematic view of a diagonal strut mechanism 1 of a diagonal strut-beam joint according to an embodiment of the present invention
FIG. 4 is a schematic view of a diagonal strut mechanism of a diagonal strut-beam joint according to an embodiment of the present invention 2
FIG. 5 is a schematic view of a height of a compression zone of a diagonal column-beam joint according to an embodiment of the present invention 1
FIG. 6 is a schematic view of a height of a compression zone of a diagonal column-beam joint according to an embodiment of the present invention 2
FIG. 7 is a schematic view of a tie rod mechanism 1 (transverse tie rod) of an exemplary diagonal column-beam joint of the present invention;
FIG. 8 is a schematic view of a tie rod mechanism of an exemplary diagonal column-beam joint of the present invention 2 (longitudinal tie);
FIG. 9 is a schematic diagram of the anti-shearing mechanism;
fig. 10 is a schematic diagram of the working conditions of the embodiment of the present invention in analysis and discussion of the magnitude of different inclination angles β when Φ=90°;
fig. 11 is a schematic diagram of the working conditions of the embodiment of the present invention in analysis and discussion of the magnitude of different inclination angles β when Φ=80°;
fig. 12 is a schematic diagram of the working conditions of the embodiment of the present invention in analysis and discussion of different inclination angle phi when beta=90°;
fig. 13 is a schematic diagram of the working conditions of the embodiment of the present invention in analysis and discussion of different inclination angle phi when beta=80°;
FIG. 14 is a diagram of geometrical reinforcement parameters of a dual tilt edge node according to an embodiment of the present invention;
FIG. 15 is a Mises stress cloud for a failure mode E1-D1 model according to an embodiment of the present invention;
FIG. 16 is a Mises stress cloud for a failure state E1-D2 model according to an embodiment of the invention;
fig. 17 is a schematic diagram of a skeleton curve with different inclination angles β when phi=90° according to an embodiment of the present invention;
fig. 18 is a schematic diagram of a skeleton curve with different inclination angles β when phi=80° according to the embodiment of the present invention;
fig. 19 is a schematic diagram of a skeleton curve with different inclination angles phi when β=90° according to an embodiment of the present invention;
fig. 20 is a schematic diagram of a skeleton curve with different inclination angles phi when β=80° according to an embodiment of the present invention;
FIG. 21 is a comparative schematic diagram of the calculation results of various methods according to the embodiments of the present invention;
FIG. 22 is a graph showing the comparison of the ratio of shear capacities in accordance with the embodiments of the present invention;
in the figure: 1. the beam, 2, upper column end, 3, core area, 4, lower column end, 5, oblique compression bar mechanism, 6, transverse pull bar mechanism, 7, longitudinal pull bar mechanism.
Meaning of each physical quantity parameter in the diagram and the formula:
beta is the inclination angle of the upper column of the inclined edge node,and the inclined edge node is the lower column inclination angle. h' b Is the distance between the center lines of a row of steel bars at the outermost side of the beam. h' c Is the distance between the central lines of the bars at the outermost side of the column. a, a s Is the height of the oblique pressure bar, b s Is the width of the oblique compression bar. a, a b Is the height of the pressed area of the beam, a b Taking h b /5，h b Is beam height, a c Is the column nip height. A is that g Is the cross-sectional area of the column, h c Is the height of the horizontal section of the column, h c ' is the horizontal length of the diagonal strut. D is the pressure of the oblique compression bar, F h Is the pull force of a horizontal pull rod，F v Is the pulling force of the vertical pull rod. F (F) yh For yielding force of horizontal tie-rods, F yv Is the yield force of the vertical pull rod; />Is the balance force of the horizontal pull rod +.>The balance force of the vertical pull rod; />Is a balance coefficient of a horizontal pull rod->Is a balance coefficient of the vertical pull rod. Gamma ray h Is the ratio of the horizontal pull rod to the horizontal shearing force and is more than or equal to 0 and less than or equal to gamma h ≤1。γ v Is the ratio of the vertical pull rod to the vertical shearing force and is more than or equal to 0 and less than or equal to gamma v ≤1。A th Is the cross section area of a horizontal steel bar, A tv Is the sectional area of the vertical steel bar; f (f) yh Is the yield strength of the horizontal steel bar, f yv Is the yield strength of the vertical steel bar.
Detailed Description
In order to make the features and advantages of the present patent more comprehensible, embodiments accompanied with figures are described in detail below:
it should be noted that the following detailed description is illustrative and is intended to provide further explanation of the present application. 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 application belongs.
It is noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of example embodiments in accordance with the present application. As used herein, the singular is also intended to include the plural unless the context clearly indicates otherwise, and furthermore, it is to be understood that the terms "comprises" and/or "comprising" when used in this specification are taken to specify the presence of stated features, steps, operations, devices, components, and/or combinations thereof.
The existing softening pull-compression bar model consists of an oblique mechanism, a horizontal mechanism and a vertical mechanism. FIG. 9 is a schematic view of the anti-shearing mechanism. Wherein (a) the oblique mechanism is composed of a concrete oblique pressure rod; (b) The horizontal pull rod consists of a horizontal pull rod and a gentle press rod; (c) The vertical pull rod consists of a vertical pull rod and a steep pressure rod.
The inclined pressure bar and the horizontal axial included angle is:
wherein: h' b 、h” c The distances between the central lines of the reinforcing steel bars at the outermost sides of the beam columns are respectively equal to the distances between the central lines of the reinforcing steel bars at the outermost sides of the beam columns.
The effective area of the inclined pressure rod is
A str ＝a s b s (2-16)
Wherein: a, a s 、b s The height and the width of the oblique compression bar are respectively. a, a b And a c The heights of the compression areas of the beam and the column are respectively. a, a b Negligible or h is taken b /5，A g Is the cross-sectional area of the column, h c Is the column horizontal cross-sectional height.
The horizontal shear of the node is:
V jh ＝-D cosθ+F h +F v cotθ (2-19)
wherein: d is the pressure of the oblique compression bar, F h For horizontal pull-rod tension, F v Is the pulling force of the vertical pull rod.
For convenience of design, hwang proposes a simplified calculation formula of the shear bearing capacity of the core region:
V jR ＝Kξ n f c 'A str cosθ (2-20)
i.e. the advantageous effect of the tie rod is represented by the coefficient K:
K＝K h +K v -1 (2-21)
wherein: k (K) h 、K v Respectively the coefficients of a horizontal pull rod and a vertical pull rod.
Wherein: f (F) yh 、F yv Yield force of the horizontal pull rod and the vertical pull rod respectively;balance forces of the horizontal pull rod and the vertical pull rod are respectively; />Respectively the balance coefficients of the horizontal pull rod and the vertical pull rod. Gamma ray h Is a horizontal pull rod and waterThe ratio of the flat shearing force is 0 to gamma h ≤1。γ v Is the ratio of the vertical pull rod to the vertical shearing force and is more than or equal to 0 and less than or equal to gamma v ≤1。
Yield force F yh 、F yv And balance forceCalculated by the following formula:
F yh ＝A th f yh (2-28)
F yv ＝A tv f yv (2-29)
wherein: a is that th 、A tv The sectional areas of the horizontal and vertical steel bars are respectively; f (f) yh 、f yv The yield strength of the horizontal steel bar and the vertical steel bar respectively.
The concrete softening coefficient is calculated by an empirical formula:
the present embodiment provides an improvement to the above model.
As shown in fig. 2 to 8, the softened tensile bar model of the diagonal column-beam joint according to the present embodiment mainly includes: beam 1, upper column end 2, core area 3, lower column end 4, diagonal strut mechanism 5, transverse pull rod mechanism 6, longitudinal pull rod mechanism 7, etc.
As shown in fig. 1 to 8, the method for modifying a softened tensile bar model applicable to a diagonal column-beam joint according to the present embodiment specifically includes the following steps:
step 1: the influence of the inclination angle of the column is considered, so that the inclination angle of the inclined pressure rod mechanism is corrected (the inclined angle between the diagonal line with a shorter vertical diamond section of the inclined column-beam joint core area and the horizontal axial direction is used as the inclination angle of the inclined pressure rod mechanism).
Step 1.1: when (when)In the process, the inclination angle of the inclined pressure rod mechanism is +.>The correction is as follows:
step 1.2: when (when)In the process, the inclination angle of the inclined pressure rod mechanism is +.>The correction is as follows:
step 2: the cross section A of the inclined pressure rod mechanism is corrected by considering the change of the horizontal length of the inclined pressure rod str 。
Step 2.1: when (when)At the time, the horizontal length h of the oblique compression bar c The' correction is:
step 2.2: when (when)At the time, the horizontal length h of the oblique compression bar c The' correction is:
step 2.3: height a 'of compression zone of oblique compression bar' c The correction is as follows:
step 2.4: effective verification of the horizontal Cross-sectional area A 'in the core region' g The correction is as follows:
A' g ＝h' c ×b c (6)
step 2.5: height a of inclined pressure bar s The correction is as follows:
step 2.6: effective cross-sectional area A of diagonal strut str The correction is as follows:
A str ＝a s b s (8)
step 3: the influence of the included angle between the total force of the transverse pull rod and the total force of the longitudinal pull rod of the inclined column-beam joint is considered, so that the beneficial action coefficient of the pull rod is corrected.
Step 3.1: calculate the resultant force F of the transverse pull rod h ' included angle alpha 1 ：
Step 3.2: calculating the resultant force F of the longitudinal tie rods v ' included angle alpha 2 ：
Step 3.3: coefficient of transverse pull rod K h The' correction is:
step 3.4: coefficient of longitudinal tie K v The' correction is:
step 3.5: the beneficial coefficient K of the tie rod is modified as:
K＝K h '+K v '-1 (13)
step 4: based on correction results of inclination angles, cross sections of inclined pressure rods and pull rod coefficients of inclined pressure rods, the shear-resistant bearing capacity of the core area of the correction node is simplified to a calculated value V j 。
The core design points of the above scheme include:
1. when calculating the shear bearing capacity of the diagonal column-beam joint by a correction method based on a softening tension-compression bar model, the upward inclination angle beta and the downward inclination angle can be consideredThereby obtaining the shearing bearing capacity V suitable for the diagonal column-beam joint j Is provided. (corresponding to step 4)
2. The correction method based on the softening tension-compression bar model takes the included angle between the diagonal line with a shorter vertical diamond section of the diagonal column-beam joint core area and the horizontal axis as the inclination angle of the diagonal-compression bar mechanism.
When (when)In the process, the inclination angle of the inclined pressure rod mechanism is +.>The method comprises the following steps: (corresponding to step 1.1)
When (when)In the process, the inclination angle of the inclined pressure rod mechanism is +.>The method comprises the following steps: (corresponding to step 1.2)
3. The horizontal length h 'of the inclined pressure rod is considered when the sectional area of the inclined pressure rod mechanism is corrected by the correction method based on the softening tension pressure rod model' c Is a variation of (c).
When (when)At the time, the compressed area height h 'of the core area' c The method comprises the following steps: (corresponding to step 2.1)
When (when)At the time, the compressed area height h 'of the core area' c The method comprises the following steps: (corresponding to step 2.2)
4. Correction method based on softening tension rod model for calculating beneficial coefficient K of transverse tension rod h ' consider the resultant angle of the transverse pull rodThe effect of the resultant angle of the longitudinal pull rods. (corresponding to step 3.3)
5. Correction method based on softening tension-compression bar model for calculating beneficial coefficient K of longitudinal tension bar v The influence of the resultant angle of the transverse pull rods and the resultant angle of the longitudinal pull rods is considered. (corresponding to step 3.4)
The gist and efficacy of the solution according to the invention are further elucidated below in connection with specific examples and in comparison with existing methods:
1 double-dip diagonal column-beam joint calculation example
The accuracy of the method of the present invention is demonstrated by the models E1-D- β1, E1-D- β2, E1-D- β3 and E1-D- β4, the inclination angle of the lower node is Φ=90°, and the inclination angle of the upper node is β=80 °, β=85 °, β=90 °, β=95 °, β=100 °, respectively, as shown in fig. 10.
The accuracy of the method of the present invention is demonstrated by the models E1-D1, E1-D3, E1-D4, E1-D5 and E1-S2, the inclination angle of the lower node is phi=80°, the inclination angle of the upper node is beta=80 °, beta=85 °, beta=90 °, beta=95 °, beta=100 °, respectively, as shown in fig. 11.
The accuracy of the method of the present invention is demonstrated by the models E1-D- Φ1, E1-D- Φ2, E1-D- Φ3, and E1-D- Φ4, the inclination angle of the upper node being β=90°, the inclination angle of the lower node being Φ=80°, Φ=85°, Φ=90°, Φ=95°, Φ=100°, respectively, as shown in fig. 12.
The accuracy of the method of the present invention is demonstrated by the models E1-D1, E1-D6, E1-D7, E1-D8 and E1-S1, the upper node has a tilt angle of β=90°, and the lower node has a tilt angle of Φ=80°, Φ=85 °, Φ=90°, Φ=95°, Φ=100°, as shown in fig. 13.
FIG. 14 shows the geometric reinforcement parameters of the E1-D1, E1-D2 double-dip-angle edge node model.
2 method 1: numerical analysis results
FIG. 15 is a Mises stress cloud for the E1-D1 model in the limit state.
FIG. 16 is a Mises stress cloud for the E1-D2 model in the limit state.
According to the analysis results of numerical models of different working conditions in fig. 17, shear-displacement skeleton curves of the column top, the upper core region, the lower core region and the whole core region of double-dip-angle side node with different dip angles beta are obtained when phi=90° are shown in fig. 17.
According to the analysis results of numerical models of different working conditions in FIG. 18, the current situation is obtainedThe shear-displacement skeleton curves of the double-dip-angle side node column tops, the upper core region, the lower core region and the whole core region with different dip angles beta are shown in figure 18.
According to the analysis results of numerical models of different working conditions in fig. 19, different inclination angles when beta=90° are obtainedShear-displacement skeleton curves of the large and small double-dip-angle side node tops, the upper core region, the lower core region and the whole core region are shown in fig. 19.
According to the analysis results of numerical models of different working conditions in fig. 20, different inclination angles when beta=80° are obtainedShear-displacement skeleton curves of the large and small double-dip-angle side node tops, the upper core region, the lower core region and the whole core region are shown in fig. 20.
The considerations in the foregoing are set forth in Table 1Shear load capacity of all models of four different working conditions of beta=90°, beta=80° loaded in forward and reverse directions. Table 1 shear capacity of core based on numerical model
3 method 2: softening tension-compression bar model
Table 2 shows the calculation results of the softening tensile bar model.
Table 2 calculation results of softening tensile bar model
4, method 3: the method of the invention
Table 3 shows the results of the method of the present invention.
TABLE 3 calculation results of the method of the invention
Wherein beta is the upper column inclination angle, phi is the lower column inclination angle, and the theta' inclined pressure rod forms an included angle with the horizontal axial direction, a c ' column compression zone height, A str Effective area of diagonal compression bar, K h ' is the coefficient of transverse pull rod, K v ' is the coefficient of longitudinal pull rod, K is the beneficial coefficient of pull rod, V j Is the shear bearing capacity of the core area.
5 comparison of the results of the various methods
In order to intuitively express the calculation result of the double-dip-angle side node model of the method, fig. 21 shows a comparison histogram of the calculation result of the method, the calculation result of the numerical model and the calculation result of the softened pull-push rod model.
Further, taking all the model calculation results in table 3 as samples, the ratio statistics of the calculation results of the method of the present invention, the calculation results of the softening tension-compression bar model and the calculation results of the numerical model are shown in fig. 22 (a) and fig. 22 (b), respectively.
The ratio n is calculated according to the following formula:
wherein: v (V) jm Is the shearing bearing capacity of the numerical model, V jx And calculating the shear bearing capacity for other methods.
Shear bearing capacity V based on existing softening tension-compression bar model jR And a calculation result V based on a numerical model jm The ratio of (a) is shown in the graph (a). The ratio is mostly more than 1, and the ratio has a large phase difference. Description in comparison with V jm ，V jR Most of the calculation results are large and unsafe, and the calculation results have large fluctuation. Further, the average value of all ratio samples is 1.250, the standard deviation is 0.273, and the variance is 0.074, which shows that the average ratio of the calculation result based on the existing softening and softening pressure lever model and the calculation result based on the numerical model is larger by 0.250, and the variability is also larger.
Calculation result V based on the method of the invention jMR And a calculation result V based on a numerical model jm The ratio of (b) is shown in the graph (b). The ratio is smaller than 1, and the difference between the ratios is smaller. Description in comparison with V jm ，V jMR Smaller, safe and less fluctuation of calculation results. Further, the average value of all ratio samples is counted to be 0.885, the standard deviation is 0.062, and the variance is 0.004, which shows that the average ratio of the calculation result based on the method and the calculation result based on the numerical model is smaller by 0.115, the error is smaller, and the variability of the ratio is smaller.
The present invention is not limited to the above-mentioned best mode, any person can obtain other various modifications of the model modification method of the softening pull compression rod suitable for the diagonal column-beam joint under the teaching of the present invention, and all equivalent changes and modifications made according to the scope of the present invention should be covered by the present invention.
Claims (2)
1. The method for correcting the softened tensile bar model suitable for the diagonal column-beam joint is characterized by comprising the following steps of:
step S1: considering the influence of the inclination angle of the column, and correcting the inclination angle of the inclined pressure rod mechanism;
step S2: correcting the sectional area of the inclined pressure rod mechanism by considering the change of the horizontal length of the inclined pressure rod;
step S3: considering the influence of the included angle between the total force of the transverse pull rod and the total force of the longitudinal pull rod of the inclined column-beam joint, and further correcting the beneficial action coefficient of the pull rod;
step S4: based on the correction results of the inclination angle of the inclined pressure rod, the cross section area of the inclined pressure rod and the pull rod coefficient, the shear bearing capacity of the core area of the node is corrected, and the calculated value is simplified;
in the step S1, the inclined angle between the diagonal line with a shorter vertical diamond section of the diagonal column-beam node core area and the horizontal axial direction is taken as the inclined angle of the diagonal rod mechanism;
the specific method of the step S1 is as follows:
when (when)When the inclination angle theta' of the inclined pressure rod mechanism is corrected as follows:
when (when)When the inclination angle theta' of the inclined pressure rod mechanism is corrected as follows:
wherein beta is the upper column inclination angle of the inclined edge node,the lower column inclination angle of the inclined edge node is h b Is the distance between the center lines of a row of reinforcing steel bars at the outermost side of the beam, h c The distance between the center lines of a row of reinforcing steel bars at the outermost side of the column;
in step S2, the skew is corrected in consideration of the change in the horizontal length of the skew pressing leverCross-sectional area A of the compression bar mechanism str The method specifically comprises the following steps:
step S21: when (when)At the time, the horizontal length h 'of the oblique pressure bar' c The correction is as follows:
when (when)At the time, the horizontal length h 'of the oblique pressure bar' c The correction is as follows:
step S22: height a 'of compression zone of oblique compression bar' c The correction is as follows:
step S23: effective verification of the horizontal Cross-sectional area A 'in the core region' g The correction is as follows:
A' g ＝h′ c ×b c (6)
step S24: height a of inclined pressure bar s The correction is as follows:
step S25: effective cross-sectional area A of diagonal strut str The correction is as follows:
A str ＝a s b s (8)
wherein h is c Is the height of the horizontal section of the column, h c ' is inclinedHorizontal length of compression bar, h b Is the beam height, N is the column top vertical shaft pressure, f c ' is the compressive strength of the axle center of the concrete cylinder, b c For the cross-sectional width of the column, a b Is the height of the pressed area of the beam, a c Height of column compression zone, a c ' column compression zone height, a s Is the height of the oblique pressure bar, b s The width of the oblique compression bar is;
the step S3 specifically comprises the following steps:
step S31: calculate the resultant force F of the transverse pull rod h ' included angle alpha 1 ：
Step S32: calculating the resultant force F of the longitudinal tie rods v ' included angle alpha 2 ：
Step S33: coefficient of transverse pull rod K h The' correction is:
step S34: coefficient of longitudinal tie K v The' correction is:
step S35: the beneficial coefficient K of the tie rod is modified as:
K＝K h '+K v '-1 (13)
wherein F is h For horizontal pull-rod tension, F v Is the tension of a vertical pull rod; f (F) yh For yielding force of horizontal tie-rods, F yv Is the yield force of the vertical pull rod;is the balance force of the horizontal pull rod +.>The balance force of the vertical pull rod; />Is a balance coefficient of a horizontal pull rod->Is a balance coefficient of the vertical pull rod.
2. The method for modifying a softened tensile bar model applicable to a diagonal column-beam joint according to claim 1, wherein: step S4, based on correction results of inclination angles of the inclined pressure rods, cross section areas of the inclined pressure rods and pull rod coefficients, correcting a shear-resistant bearing capacity simplification calculated value V of a node core area j The following calculation method is adopted:
wherein f c ' is the axial compressive strength of the concrete cylinder and ζ n Is the softening coefficient of the concrete.
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