CN102033023A - Method for calculating shear strength of multi-ribbed composite wall - Google Patents
Method for calculating shear strength of multi-ribbed composite wall Download PDFInfo
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- 238000004364 calculation method Methods 0.000 claims description 37
- 238000005452 bending Methods 0.000 claims description 20
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- BPQQTUXANYXVAA-UHFFFAOYSA-N Orthosilicate Chemical compound [O-][Si]([O-])([O-])[O-] BPQQTUXANYXVAA-UHFFFAOYSA-N 0.000 description 1
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Abstract
The invention provides a method for calculating shear strength of a multi-ribbed composite wall. The method comprises the following steps of: 1, determining the position of a horizontal weak layer; 2, calculating the shear strength of a concrete frame of the horizontal weak layer; 3, calculating the shear strength of filled blocks of the horizontal weak layer; 4, calculating influence coefficients of frame restraint effect and wall height-width ratio; and 5, calculating the shear strength of the multi-ribbed composite wall. The method for calculating the shear strength of the multi-ribbed composite wall can better meet the multi-ribbed composite wall damage characteristic and rule under the action of horizontal load so that the bearing capacity can be calculated accurately.
Description
Technical Field
The invention relates to a method for calculating the structural bearing capacity, in particular to a method for calculating the shear-resistant bearing capacity of a multi-ribbed composite wall.
Background
The multi-ribbed composite wall is made up by using reinforced concrete with small cross section and reinforcing bars as frame, and embedding aerated silicate building blocks or other light building blocks with a certain strength which are made of industrial waste materials such as slag and fly ash as main raw materials, and is mainly used in multi-ribbed structure. For a long time, people do not deeply research on shear resistance mechanism and shear resistance bearing capacity calculation methods of the dense-rib composite wall, and the existing shear resistance bearing capacity calculation methods of the dense-rib composite wall are approximate calculation methods provided by referring to a concrete shear wall and a reinforced masonry wall.
For example, one load capacity calculation formula is:
in the formula: lambda is the shear span ratio of the wall body, and 1.5 and 2.2 are taken as limit values; f. ofcDesigning the compressive strength of concrete in the wallboard; a. thecThe sum of the cross-sectional areas of the concrete rib columns and the connecting columns in the wallboard; f. ofqDesigning the compression strength of the building blocks in the wallboard; a. theqIs the sum of the cross-sectional areas of the building blocks in the wallboard; f. ofyDesigning strength of longitudinal bars in a wallboard shearing surface; a. thesThe sum of the areas of the longitudinal ribs of the rib beam in the wall panel shearing surface; n is the axial pressure design value of the wall body and is equal to or less than 0.2 fbh. The bearing capacity calculation formula is established on the basis of assuming that the dense-rib composite wall complies with the oblique section failure criterion, can be called as a shear-resistant bearing capacity calculation formula based on the oblique section failure criterion, and is mainly characterized in that: (1) assuming that only one main inclined crack in the direction of 45 degrees exists in the multi-ribbed composite wall when the multi-ribbed composite wall is damaged; (2) assuming that the whole section of the rib beam steel bar is uniformly tensioned, the rib beam is completely cutThe faces are only in tension and not in section bending moment.
However, the structure form of the dense-rib composite wall is different from that of solid walls such as concrete walls, masonry walls and the like, when the dense-rib composite wall reaches the limit state of the shear resistance and bearing capacity, the blocks in all the sashes are dispersed and cracked, the column bottoms of the rib columns on two sides are subjected to bending and shearing damage (the rib column on the tension side is subjected to bending damage, and the rib column on the compression side is subjected to bending damage), the cracks of the middle rib column are relatively few or no cracks, the end parts of the rib beams are communicated with vertical cracks, and the whole wall body does not have a 45-degree main inclined crack which is really communicated with the wall body. Because the filling building blocks are weak in strength, the main failure surface of the multi-ribbed composite wall under the action of horizontal load is a horizontal weak layer, such as a bottom sash unit or a middle sash unit, and the failure surface is concentrated at the middle position of the sash unit layer instead of an inclined section of 45 degrees.
Therefore, the traditional shear-resistant bearing capacity calculation formula of the dense-rib composite wall established based on the oblique section failure criterion has two unexplained problems: firstly, theoretically, the phenomenon that the multi-ribbed composite wall does not have main inclined cracks under horizontal load is difficult to explain; secondly, with the strength reduction of the filled block, the tensile force born by the rib beam is gradually reduced and the borne bending moment is gradually increased, namely the section of the rib beam has local bending moment, the stress change characteristic of the section of the rib beam can not be reasonably explained obviously by adopting the assumption that the whole section of the rib beam bears the tensile force according to the oblique section failure criterion, and the tensile action of the rib beam is often overestimated, so that the shearing action of the filled block under the constraint condition is underestimated. Therefore, the traditional shear-resistant bearing capacity calculation method established based on the oblique section damage assumption is difficult to accurately calculate the shear-resistant bearing capacity of the dense-rib composite wall.
Disclosure of Invention
The invention aims to solve the technical problem of providing a method for calculating the shear-resistant bearing capacity of a multi-ribbed composite wall, which can better accord with the damage characteristics and the damage rule of the multi-ribbed composite wall under the action of horizontal load and can enable the calculation of the bearing capacity to be more accurate.
In order to solve the problems, the invention discloses a shear-resistant bearing capacity calculation method for a multi-ribbed composite wall, which comprises the following steps: step 1, determining the position of a horizontal weak layer; step 2, calculating the shear-resistant bearing capacity of the horizontal weak layer concrete sash; step 3, calculating the shear-resistant bearing capacity of the horizontal weak layer filling building block; step 4, calculating a sash constraint effect influence coefficient and a wall body height-width ratio influence coefficient; and 5, calculating the shear resistance and bearing capacity of the multi-ribbed composite wall.
Further, in the step 2, a shear-resistant bearing capacity calculation formula of the horizontal weak layer concrete sash is as follows:wherein,
designing bending moments of the column top and the column bottom of the ith rib column of the horizontal weak layer; h0The net height of the rib column of the horizontal weak layer.
Further, in the step 3, the shear-resistant bearing capacity calculation formula of the horizontal weak layer filling building block is as follows: vm＝(fm，t+μσm)AmWherein f ism，tThe tensile strength of the filling building block is high; a. themIs the sum of the horizontal cross section areas of the building blocks; sigmamThe average vertical compressive stress borne by the building blocks; mu is the compression-shear composite stress influence coefficient.
Furthermore, the calculation formula of the compression-shear composite stress influence coefficient is that mu is 0.83-0.7 sigmam/fm，fmThe compressive strength of the masonry is obtained.
Further, the calculation formula of the frame constraint effect influence coefficient in step 4 is as follows:
wherein lmThe net length of the filled building blocks in the sash, h0The net height of the filled building blocks in the sash.
Further, the calculation formula of the wall aspect ratio influence coefficient in step 4 is 1 to 0.711g (H)w/Bw) Wherein H iswHeight of the multi-ribbed composite wall, BwThe width of the dense rib composite wall.
Further, the formula for calculating the shear resistance and the bearing capacity of the multi-ribbed composite wall in the step 5 is as follows:
wherein, VcThe shear-resistant bearing capacity of the horizontal weak layer concrete sash; vmFilling the horizontal weak layer with the shear-resistant bearing capacity of the building block;
the influence coefficient of the sash constraint effect is defined; phi is the influence coefficient of the aspect ratio of the wall.
Further, the sequence of steps 2, 3 and 4 can be changed arbitrarily.
Compared with the prior art, the invention has the following advantages:
the shear-resistant bearing capacity calculation method can accurately calculate the shear-resistant bearing capacity of the ribbed composite wall by calculating based on the damage criterion of the horizontal weak layer. The final bearing capacity of the dense-rib composite wall is determined by the bearing capacity of the layer of sash with smaller bearing capacity and the most unfavorable stress, namely, the final damage form is represented as serious damage of a certain horizontal layer (usually, a bottom horizontal sash), while the damage of other layers of sashes is relatively slight, the macroscopic damage phenomenon of the dense-rib composite wall is represented as serious cracking of the building blocks of the bottom sash, all the building blocks on the upper layer are cracked, the cracks of the building blocks are dispersed, but main diagonal cracks do not exist, therefore, the macroscopic damage phenomenon of the dense-rib composite wall can be explained by the horizontal weak layer damage criterion, and a more accurate calculation basis is provided for the anti-seismic design of the dense-rib composite wall structure.
Drawings
Fig. 1 is a flowchart of a method for calculating shear-resisting capacity of a multi-ribbed composite wall according to an embodiment of the present invention.
Fig. 2 is a schematic structural diagram of the multi-ribbed composite wall in the method for calculating the shear-resistant bearing capacity of the multi-ribbed composite wall according to the embodiment of the invention.
Detailed Description
In order to make the aforementioned objects, features and advantages of the present invention comprehensible, embodiments accompanied with figures are described in further detail below.
Referring to fig. 1, the shear-resistant bearing capacity calculation method of the multi-ribbed composite wall of the present invention calculates the shear-resistant bearing capacity of the multi-ribbed composite wall based on the horizontal weak layer failure criterion, and includes the following steps:
step (1), determining the position of a horizontal weak layer;
step (2), calculating the shear-resistant bearing capacity of the horizontal weak layer concrete sash:
in the formula:
respectively designing bending moment design values of the column top and the column bottom of the ith rib column of the horizontal weak layer; h0The net height of the rib column of the horizontal weak layer.
Step (3), calculating the shear-resistant bearing capacity of the horizontal weak layer filling building block;
Vm＝(fm，t+μσm)Am
in the formula: f. ofm，tThe tensile strength of the filling building block is high; a. themIs the sum of the horizontal cross section areas of the building blocks; sigmamThe average vertical compressive stress borne by the building blocks; mu is the compression-shear composite stress influence coefficient. The calculation formula of the compression-shear composite stress influence coefficient is as follows: mu-0.83-0.7 sigmam/fm，fmThe compressive strength of the masonry is obtained.
Step (4), calculating the influence coefficient of the sash constraint effectThe influence coefficient phi of the height-width ratio of the wall body;
φ＝1-0.711g(Hw/Bw)
in the formula: lmThe net length of the filled building blocks in the sash, h0The net height of the filled building blocks in the sash. HwHeight of the multi-ribbed composite wall, BwThe width of the dense rib composite wall.
Step (5), calculating the shear-resistant bearing capacity V of the multi-ribbed composite wallu；
Referring to fig. 2, the method for calculating the shear-resisting capacity of the multi-ribbed composite wall according to the present invention is described in detail below with reference to the following examples: the dense-rib composite wall bears horizontal load at the top of the wallboard and has no vertical load. Wherein, the rib beam 10 and the rib column 20 of the multi-ribbed composite wall are provided with the following reinforcing bars: longitudinal ribs 4 phi 6, stirrups phi 4 and the distance between the longitudinal ribs and the stirrups is 200 mm. The wall thickness of the multi-ribbed composite wall is 160mm, and the length Bw2400mm, height Hw2450 mm. The filled blocks 30 have a total of three, each filled block 30 having a net length lmIs 633mm, net height h0And 633 mm. The cross-sectional height h of the rib post 20lz100mm, the cross-sectional height h of the rib beam 10llIs 100 mm. In addition, the distance h from the pull end of the single rib beam end to the bending centersIs 80 mm. The mechanical properties of the material are as follows: the design value of the tensile strength of the steel bar is 210Mpa, the design value of the compressive strength of the concrete is 14.3Mpa, and the design value of the compressive strength of the filled building block is 0.35 Mpa. According to the calculation steps given in fig. 1, the shear-resistant bearing capacity of the multi-ribbed composite wall shown in fig. 2 is calculated, and the calculation steps are as follows:
and (1) determining the position of the horizontal weak layer. The reinforcing bars and the cross section of the three layers of the sash of the multi-ribbed composite wall are the same in size, so that the weak layer is taken on the bottom layer with the largest stress;
and (2) calculating the shear-resistant bearing capacity of the horizontal weak layer concrete sash. The bending moment distributed by the two rib columns in the middle of the bottom layer at the upper column end is equal to the bending moment of the rib beam end, the bending moment distributed by the rib columns at the two sides of the bottom layer at the upper column end is equal to the bending moment of the rib beam end which is one half times, and the bending moment distributed by the four rib columns at the column bottom is equal to the bending moment of the rib beam end. The yield bending moment of the end of the rib beam is calculated according to the following formula:
the bending moments of the top and the bottom of the two middle rib columns at the bottom layer are both 0.95KNm, the bending moments of the top and the bottom of the two rib columns at the two sides of the bottom layer are 0.95/2KNm, and the bending moments of the bottom are 0.95 KNm. Net height H of rib column of horizontal weak layer0Clear height h of filled blocks0Equal, the clear height H of the rib column of the horizontal weak layer is equal0And 633 mm. According to the formula in the step (2), the shear-resistant bearing capacity of the horizontal weak layer concrete sash is obtained as follows:
step (3), calculating the shear-resistant bearing capacity of the filled building block, wherein V is obtained due to no vertical loadm＝fm，tAm＝633mm×160mm×3×0.35Mpa＝106.33kN。
Step (4), calculating the influence coefficient of the sash constraint effectThe aspect ratio of the wall affects the coefficient phi. Due to the net length l of the filled blocksmAnd a net height h0All are 633mm, so here
The lattice constraint effect influence coefficient
Length B of multi-ribbed composite wallw2400mm, height Hw2450mm, so that the influence coefficient phi of the aspect ratio of the wall body is 1-0.711g (H)w/Bw)＝1-0.71×1g(2450/2400)＝0.994。
Step (5), V calculated in the previous steps is usedc、Vm、φ、Substitution formula
In the middle, the shear-resistant bearing capacity of the multi-ribbed composite wall is calculated
The shear-resistant bearing capacity calculation method can accurately calculate the shear-resistant bearing capacity of the ribbed composite wall by calculating based on the damage criterion of the horizontal weak layer. Because in each layer of sash from bottom to top of the multi-ribbed composite wall, when the sash is subjected to basically the same shearing force, the sash is sheared and deformed, and diagonal cross inclined cracks are generated in each small sash of each layer. However, the final bearing capacity of the multi-ribbed composite wall is determined by the bearing capacity of the layer of sash with smaller bearing capacity and the most unfavorable stress, that is, the final damage form of the multi-ribbed composite wall is represented by serious damage of a certain horizontal layer (usually, the bottom horizontal sash), while the damage of other layers of sashes is relatively slight, and is represented by serious cracking of the building blocks of the bottom sash from the macroscopic damage phenomenon of the multi-ribbed composite wall, all the building blocks at the upper part are cracked, the cracks of the building blocks are dispersed, but no main diagonal inclined cracks exist. Therefore, the horizontal weak layer failure criterion can explain the macroscopic failure phenomenon of the multi-ribbed composite wall, and provides more accurate calculation basis for the earthquake-resistant design of the multi-ribbed composite wall structure.
It is understood that the sequence of the above steps (2), (3) and (4) can be changed. The shear-resistant bearing capacity calculation method of the multi-ribbed composite wall is also suitable for shear-resistant bearing capacity calculation of grid type composite walls such as grid shear walls and multi-frame shear walls.
The method for calculating the shear resistance of the multi-ribbed composite wall provided by the invention is described in detail, a specific example is applied in the method for explaining the principle and the implementation mode of the invention, and the description of the embodiment is only used for helping to understand the method and the core idea of the invention; meanwhile, for a person skilled in the art, according to the idea of the present invention, there may be variations in the specific embodiments and the application scope, and in summary, the content of the present specification should not be construed as a limitation to the present invention.
Claims (8)
1. A shear-resistant bearing capacity calculation method for a multi-ribbed composite wall is characterized by comprising the following steps:
step 1, determining the position of a horizontal weak layer;
step 2, calculating the shear-resistant bearing capacity of the horizontal weak layer concrete sash;
step 3, calculating the shear-resistant bearing capacity of the horizontal weak layer filling building block;
step 4, calculating a sash constraint effect influence coefficient and a wall body height-width ratio influence coefficient;
and 5, calculating the shear resistance and bearing capacity of the multi-ribbed composite wall.
2. The calculation method according to claim 1, wherein the shear-resistant bearing capacity calculation formula of the horizontal weak layer concrete sash in the step 2 is as follows:
wherein,
designing bending moments of the column top and the column bottom of the ith rib column of the horizontal weak layer; h0The net height of the rib column of the horizontal weak layer.
3. The calculation method as claimed in claim 1, wherein the shear-resistant bearing capacity calculation formula of the horizontal weak layer filling block in the step 3 is as follows: vm＝(fm，t+μσm)AmWherein f ism，tThe tensile strength of the filling building block is high; a. themIs the sum of the horizontal cross section areas of the building blocks; sigmamThe average vertical compressive stress borne by the building blocks; mu is the compression-shear composite stress influence coefficient.
4. The calculation method according to claim 3, wherein the calculation formula of the compression-shear composite force influence coefficient is μ -0.83-0.7 σm/fm，fmThe compressive strength of the masonry is obtained.
5. The calculation method according to claim 1, wherein the lattice constraint effect influence coefficient in the step 4 is calculated by the formula:
wherein lmThe net length of the filled building blocks in the sash, h0The net height of the filled building blocks in the sash.
6. The calculation method according to claim 5, wherein the calculation formula of the wall aspect ratio influence coefficient in step 4 is 1-0.711g (H)w/Bw) Wherein H iswHeight of the multi-ribbed composite wall, BwThe width of the dense rib composite wall.
7. The calculation method according to claim 1, wherein the shear-bearing capacity of the multi-ribbed composite wall in the step 5 is calculated by the formula:wherein, VcThe shear-resistant bearing capacity of the horizontal weak layer concrete sash; vmFilling the horizontal weak layer with the shear-resistant bearing capacity of the building block;
the influence coefficient of the sash constraint effect is defined; phi is the influence coefficient of the aspect ratio of the wall.
8. The computing method according to any one of claims 1 to 7, wherein the order of steps 2, 3, 4 is arbitrarily changed.
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN104481055A (en) * | 2014-12-06 | 2015-04-01 | 塔里木大学 | Dense-rib column anti-seismic ecological wall body system for villages and small town dwelling house |
| CN107153754A (en) * | 2017-06-30 | 2017-09-12 | 金陵科技学院 | A kind of shear capacity analysis method of composite self-insulation wall |
| CN109779286A (en) * | 2018-07-24 | 2019-05-21 | 南京航空航天大学 | Reinforced steel concrete is by camber beam Calculation Methods of Shear Capacity |
| CN116305413A (en) * | 2023-01-19 | 2023-06-23 | 安徽省交通控股集团有限公司 | Wedge-shaped section combined shear design method and device |
| CN116484456A (en) * | 2023-02-21 | 2023-07-25 | 中国地震局地球物理研究所 | Method for calculating reinforced concrete shear wall and novel shear wall |
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| CN1276456A (en) * | 1999-10-25 | 2000-12-13 | 刘新方 | Integrally poured bar-reinforced concrete member with built-in sandwich mould as hidden frame structure |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104481055A (en) * | 2014-12-06 | 2015-04-01 | 塔里木大学 | Dense-rib column anti-seismic ecological wall body system for villages and small town dwelling house |
| CN107153754A (en) * | 2017-06-30 | 2017-09-12 | 金陵科技学院 | A kind of shear capacity analysis method of composite self-insulation wall |
| CN109779286A (en) * | 2018-07-24 | 2019-05-21 | 南京航空航天大学 | Reinforced steel concrete is by camber beam Calculation Methods of Shear Capacity |
| CN116305413A (en) * | 2023-01-19 | 2023-06-23 | 安徽省交通控股集团有限公司 | Wedge-shaped section combined shear design method and device |
| CN116305413B (en) * | 2023-01-19 | 2024-05-31 | 安徽省交通控股集团有限公司 | Wedge-shaped section combined shear design method and device |
| CN116484456A (en) * | 2023-02-21 | 2023-07-25 | 中国地震局地球物理研究所 | Method for calculating reinforced concrete shear wall and novel shear wall |
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