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
- Publication number
- CN102033023A CN102033023A CN201010506147XA CN201010506147A CN102033023A CN 102033023 A CN102033023 A CN 102033023A CN 201010506147X A CN201010506147X A CN 201010506147XA CN 201010506147 A CN201010506147 A CN 201010506147A CN 102033023 A CN102033023 A CN 102033023A
- Authority
- CN
- China
- Prior art keywords
- shear
- bearing capacity
- weak layer
- influence coefficient
- sash
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 239000002131 composite material Substances 0.000 title claims abstract description 64
- 238000000034 method Methods 0.000 title abstract description 7
- 238000004364 calculation method Methods 0.000 claims abstract description 37
- 239000004567 concrete Substances 0.000 claims abstract description 15
- 230000000694 effects Effects 0.000 claims abstract description 13
- 238000005452 bending Methods 0.000 claims description 18
- 230000002787 reinforcement Effects 0.000 description 4
- 230000007423 decrease Effects 0.000 description 2
- BPQQTUXANYXVAA-UHFFFAOYSA-N Orthosilicate Chemical compound [O-][Si]([O-])([O-])[O-] BPQQTUXANYXVAA-UHFFFAOYSA-N 0.000 description 1
- 229910000831 Steel Inorganic materials 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000012999 compression bending Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000010881 fly ash Substances 0.000 description 1
- 239000002440 industrial waste Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
Images
Landscapes
- Load-Bearing And Curtain Walls (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
本发明提供了一种密肋复合墙抗剪承载力的计算方法,包括以下步骤:步骤1,确定水平薄弱层位置;步骤2,计算水平薄弱层混凝土框格的抗剪承载力;步骤3,计算水平薄弱层填充砌块的抗剪承载力;步骤4,计算框格约束效应影响系数、墙体高宽比影响系数;步骤5,计算密肋复合墙的抗剪承载力。本发明的密肋复合墙的抗剪承载力的计算方法,能够较好地符合密肋复合墙在水平荷载作用下的破坏特点和破坏规律,使承载力的计算更为精确。
The invention provides a method for calculating the shear bearing capacity of densely ribbed composite walls, comprising the following steps: step 1, determining the position of the horizontal weak layer; step 2, calculating the shear bearing capacity of the concrete grid of the horizontal weak layer; step 3, Calculate the shear bearing capacity of the horizontal weak layer filled blocks; step 4, calculate the influence coefficient of the sash constraint effect and the influence coefficient of the wall height-to-width ratio; step 5, calculate the shear bearing capacity of the densely ribbed composite wall. The calculation method of the shear bearing capacity of the densely ribbed composite wall of the present invention can better conform to the failure characteristics and failure rules of the densely ribbed composite wall under the action of horizontal load, so that the calculation of the bearing capacity is more accurate.
Description
技术领域technical field
本发明涉及一种结构承载力的计算方法,特别涉及一种密肋复合墙抗剪承载力的计算方法。The invention relates to a calculation method of structural bearing capacity, in particular to a calculation method of shear bearing capacity of densely ribbed composite walls.
背景技术Background technique
密肋复合墙是以截面及配筋较小的钢筋混凝土为框格,内嵌以炉渣、粉煤灰等工业废料为主要原料的加气硅酸盐砌块或其它具有一定强度的轻质砌块制作而成,主要用于密肋结构中。长期以来,人们对于密肋复合墙抗剪机理及抗剪承载力计算方法的研究不够深入,现有的密肋复合墙抗剪承载力计算方法均是参考混凝土剪力墙和配筋砌体墙而提出的近似计算方法。The densely ribbed composite wall is made of reinforced concrete with small cross-section and reinforcement as the frame, embedded with aerated silicate block or other light-weight masonry with certain strength, mainly made of industrial waste such as slag and fly ash It is made of blocks and is mainly used in densely ribbed structures. For a long time, people have not done enough research on the shear mechanism of densely ribbed composite walls and the calculation method of shear capacity. The existing calculation methods for the shear capacity of densely ribbed composite walls refer to concrete shear walls and reinforced masonry walls And the proposed approximate calculation method.
例如,一种承载力计算公式为:For example, a bearing capacity calculation formula is:
式中:λ为墙体的剪跨比,取1.5和2.2为界限值;fc为墙板内混凝土的抗压强度设计值;Ac为墙板内混凝土肋柱和连接柱的截面面积之和;fq为墙板内砌块的抗压强度设计值;Aq为墙板内砌块的截面面积之和;fy为墙板剪切面内纵筋的设计强度;As为墙板剪切面内肋梁纵筋的面积之和;N为墙体的轴向压力设计值,应满足N≤0.2fbh。该承载力计算公式是在假设密肋复合墙遵从斜截面破坏准则的基础上建立起来的,可称为基于斜截面破坏准则的抗剪承载力计算公式,其主要特征是:(1)假定破坏时密肋复合墙只存在一条45°方向的主斜裂缝;(2)假定肋梁钢筋全截面均匀受拉,肋梁全截面只存在拉力而不存在截面弯矩。In the formula: λ is the shear-span ratio of the wall, and 1.5 and 2.2 are taken as the limit value; f c is the design value of the compressive strength of the concrete in the wall panel; A c is the cross-sectional area of the concrete rib column and the connecting column in the wall panel and; f q is the design value of the compressive strength of the blocks in the wall panel; A q is the sum of the cross-sectional areas of the blocks in the wall panel; f y is the design strength of the longitudinal reinforcement in the shear plane of the wall panel; A s is the wall The sum of the areas of rib beam longitudinal reinforcement in the shear plane of the slab; N is the design value of the axial pressure of the wall, which should satisfy N≤0.2fbh. The formula for calculating the bearing capacity is established on the assumption that the multi-ribbed composite wall complies with the failure criterion of the oblique section. It can be called the formula for calculating the shear bearing capacity based on the failure criterion of the oblique section. There is only one main oblique crack in the direction of 45° in the densely ribbed composite wall; (2) Assuming that the entire cross-section of the rib beam is uniformly tensioned, there is only tension but no section bending moment in the entire cross-section of the rib beam.
但是,密肋复合墙的构造形式不同于混凝土墙、砌体墙等实体墙,当密肋复合墙在达到抗剪承载能力极限状态时,所有框格内的砌块出现弥散裂缝,两边肋柱的柱底发生弯剪破坏(受拉侧肋柱呈拉弯破坏,受压侧肋柱呈压弯破坏),中间肋柱裂缝相对较少或没有裂缝,肋梁端部均有竖向裂缝贯通,整个墙体没有真正意义上的贯通墙体的45°主斜裂缝。由于填充砌块强度较弱,水平荷载作用下密肋复合墙墙的主破坏面是某一水平薄弱层,如底层框格单元或中部框格单元,且破坏面集中在框格单元层的中间位置,而不是45°的斜截面。However, the structural form of the densely ribbed composite wall is different from solid walls such as concrete walls and masonry walls. When the densely ribbed composite wall reaches the limit state of shear bearing capacity, diffuse cracks appear in all the blocks in the grid, and the rib columns on both sides Bending and shearing failure occurs at the bottom of the column (the rib column on the tension side shows tensile bending failure, and the rib column on the compression side shows compression bending failure), the middle rib column has relatively few or no cracks, and vertical cracks penetrate through the ends of rib beams , the entire wall does not have a real 45° main oblique crack that runs through the wall. Due to the weak strength of the filling block, the main failure surface of the multi-ribbed composite wall under the horizontal load is a certain horizontal weak layer, such as the bottom sash unit or the middle sash unit, and the failure surface is concentrated in the middle of the sash unit layer position, rather than a 45° oblique section.
由此可见,基于斜截面破坏准则建立的传统密肋复合墙抗剪承载力计算公式存在着两个无法解释的问题:第一,在理论上难以解释水平荷载下密肋复合墙体不存在主斜裂缝的破坏现象;第二,随着内填砌块强度的减小,肋梁所承受的拉力逐渐减小而承担的弯矩逐渐增加,即肋梁截面存在局部弯矩,斜截面破坏准则采用肋梁全截面承受拉力的假定显然不能合理解释肋梁截面应力变化特点,且往往过高估计了肋梁的抗拉作用而低估了约束条件下内填砌块的抗剪作用。因此,传统的基于斜截面破坏假设而建立的抗剪承载力计算方法难以精确计算密肋复合墙的抗剪承载力。It can be seen that there are two unexplainable problems in the traditional formula for calculating the shear capacity of densely ribbed composite walls based on the failure criterion of oblique sections: first, it is difficult to explain theoretically that there is no main force for densely ribbed composite walls under horizontal loads. The failure phenomenon of oblique cracks; secondly, with the decrease of the strength of the infill block, the tensile force borne by the rib beam gradually decreases and the bending moment borne gradually increases, that is, there is a local bending moment in the rib beam section, and the failure criterion of the oblique section The assumption that the entire cross-section of the rib beam bears the tensile force obviously cannot reasonably explain the stress variation characteristics of the rib beam section, and often overestimates the tensile effect of the rib beam and underestimates the shear effect of the infill blocks under constraints. Therefore, the traditional shear capacity calculation method based on the assumption of oblique section failure is difficult to accurately calculate the shear capacity of densely ribbed composite walls.
发明内容Contents of the invention
本发明所要解决的技术问题是提供一种密肋复合墙的抗剪承载力的计算方法,能够较好地符合密肋复合墙在水平荷载作用下的破坏特点和破坏规律,使承载力的计算更为精确。The technical problem to be solved by the present invention is to provide a calculation method for the shear bearing capacity of densely ribbed composite walls, which can better conform to the failure characteristics and failure laws of densely ribbed composite walls under horizontal loads, so that the calculation of bearing capacity more precise.
为了解决上述问题,本发明公开了一种密肋复合墙抗剪承载力计算方法,包括以下步骤:步骤1,确定水平薄弱层位置;步骤2,计算水平薄弱层混凝土框格的抗剪承载力;步骤3,计算水平薄弱层填充砌块的抗剪承载力;步骤4,计算框格约束效应影响系数、墙体高宽比影响系数;步骤5,计算密肋复合墙的抗剪承载力。In order to solve the above problems, the present invention discloses a method for calculating the shear bearing capacity of densely ribbed composite walls, including the following steps: Step 1, determine the position of the horizontal weak layer; Step 2, calculate the shear bearing capacity of the concrete sash of the horizontal weak layer ; Step 3, calculate the shear bearing capacity of the horizontal weak layer filled blocks; Step 4, calculate the influence coefficient of the sash constraint effect and the influence coefficient of the wall aspect ratio; Step 5, calculate the shear bearing capacity of the densely ribbed composite wall.
进一步地,该步骤2中水平薄弱层混凝土框格的抗剪承载力计算公式为:其中,为水平薄弱层第i根肋柱的柱顶、柱底弯矩设计值;H0为水平薄弱层肋柱的净高度。Further, the formula for calculating the shear bearing capacity of the horizontal weak layer concrete sash in step 2 is: in, is the design value of column top and column bottom bending moment of the i-th rib column in the horizontal weak layer; H0 is the net height of the rib column in the horizontal weak layer.
进一步地,该步骤3中水平薄弱层填充砌块的抗剪承载力计算公式为:Vm=(fm,t+μσm)Am,其中,fm,t为填充砌块抗拉强度;Am为砌块水平截面面积总和;σm为砌块承担的平均竖向压应力;μ为压剪复合受力影响系数。Further, the formula for calculating the shear bearing capacity of the horizontal weak layer filled blocks in step 3 is: V m = (f m, t + μσ m ) A m , where f m, t is the tensile strength of the filled blocks ; A m is the sum of the horizontal cross-sectional area of the block; σ m is the average vertical compressive stress borne by the block;
进一步地,该压剪复合受力影响系数的计算公式为μ=0.83-0.7σm/fm,fm为砌体抗压强度。Further, the calculation formula of the compression-shear composite force influence coefficient is μ=0.83-0.7σ m /f m , where f m is the compressive strength of the masonry.
进一步地,该步骤4中框格约束效应影响系数的计算公式为:其中,lm为框格内填充砌块的净长度,h0为框格内填充砌块的净高度。Further, the formula for calculating the influence coefficient of the sash constraint effect in step 4 is: Among them, l m is the net length of the filling block in the sash, and h0 is the net height of the filling block in the sash.
进一步地,该步骤4中墙体高宽比影响系数的计算公式为φ=1-0.711g(Hw/Bw),其中,Hw为密肋复合墙的高度,Bw为密肋复合墙的宽度。Further, the calculation formula of the wall aspect ratio influence coefficient in step 4 is φ=1-0.711g(H w /B w ), where H w is the height of the densely ribbed composite wall, and B w is the densely ribbed composite wall The width of the wall.
进一步地,该步骤5中密肋复合墙的抗剪承载力的计算公式为:其中,Vc为水平薄弱层混凝土框格的抗剪承载力;Vm为水平薄弱层填充砌块的抗剪承载力;为框格约束效应影响系数;φ为墙体高宽比影响系数。Further, the formula for calculating the shear bearing capacity of the densely ribbed composite wall in step 5 is: Among them, V c is the shear bearing capacity of the concrete grid in the horizontal weak layer; V m is the shear bearing capacity of the filled blocks in the horizontal weak layer; is the influence coefficient of grid constraint effect; φ is the influence coefficient of wall height-to-width ratio.
进一步地,该步骤2、3、4的顺序可以任意更换。Further, the order of steps 2, 3, and 4 can be changed arbitrarily.
与现有技术相比,本发明具有以下优点:Compared with the prior art, the present invention has the following advantages:
本发明的抗剪承载力计算方法通过基于水平薄弱层破坏准则来计算,可以准确计算密肋复合墙的抗剪承载力。因为密肋复合墙的最终承载能力大小是由承载力较小且受力最不利的一层框格的承载力决定的,即,其最终破坏形式表现为某一水平层(通常为底部水平框格)严重破坏,而其他层框格破坏相对轻微,从密肋复合墙的宏观破坏现象上表现为底部框格的砌块开裂严重,上部各层砌块均发生开裂,砌块裂缝弥散,但不存在主对角斜裂缝,因此,水平薄弱层破坏准则可以解释密肋复合墙的宏观破坏现象,为密肋复合墙结构的抗震设计提供更为精确的计算依据。The shear bearing capacity calculation method of the invention is calculated based on the failure criterion of the horizontal weak layer, and can accurately calculate the shear bearing capacity of the densely ribbed composite wall. Because the final load-bearing capacity of the densely ribbed composite wall is determined by the load-bearing capacity of the first layer of sash with the smaller load-bearing capacity and the most unfavorable force, that is, its final failure form is manifested as a certain horizontal layer (usually the bottom horizontal frame grids) were severely damaged, while the grids of other layers were relatively slightly damaged. From the macroscopic damage phenomenon of the multi-ribbed composite wall, it was shown that the blocks of the bottom grid were severely cracked, and the blocks of the upper layers were all cracked, and the cracks of the blocks were dispersed, but There is no main diagonal crack. Therefore, the failure criterion of the horizontal weak layer can explain the macroscopic failure phenomenon of the multi-ribbed composite wall, and provide a more accurate calculation basis for the seismic design of the multi-ribbed composite wall structure.
附图说明Description of drawings
图1是本发明实施例的密肋复合墙抗剪承载力的计算方法的流程图。Fig. 1 is a flow chart of the calculation method for the shear bearing capacity of a densely ribbed composite wall according to an embodiment of the present invention.
图2是本发明实施例的密肋复合墙抗剪承载力的计算方法中密肋复合墙的结构示意图。Fig. 2 is a schematic diagram of the structure of the densely ribbed composite wall in the calculation method of the shear bearing capacity of the densely ribbed composite wall according to the embodiment of the present invention.
具体实施方式Detailed ways
为使本发明的上述目的、特征和优点能够更加明显易懂,下面结合附图和具体实施方式对本发明作进一步详细的说明。In order to make the above objects, features and advantages of the present invention more comprehensible, the present invention will be further described in detail below in conjunction with the accompanying drawings and specific embodiments.
请参照图1,本发明的密肋复合墙抗剪承载力计算方法基于水平薄弱层破坏准则来计算密肋复合墙的抗剪承载力,包括以下步骤:Please refer to Fig. 1, the method for calculating the shear capacity of a densely ribbed composite wall of the present invention is based on the failure criterion of a horizontal weak layer to calculate the shear capacity of a densely ribbed composite wall, comprising the following steps:
步骤(1),确定水平薄弱层位置;Step (1), determining the position of the horizontal weak layer;
步骤(2),计算水平薄弱层混凝土框格的抗剪承载力:Step (2), calculate the shear capacity of the concrete sash in the horizontal weak layer:
式中:分别为水平薄弱层第i根肋柱的柱顶、柱底弯矩设计值;H0为水平薄弱层肋柱的净高度。In the formula: are the design values of the column top and column bottom bending moments of the i-th rib column in the horizontal weak layer, respectively; H0 is the clear height of the rib column in the horizontal weak layer.
步骤(3),计算水平薄弱层填充砌块的抗剪承载力;Step (3), calculate the shear bearing capacity of the horizontal weak layer filled block;
Vm=(fm,t+μσm)Am V m = (f m, t + μσ m ) A m
式中:fm,t为填充砌块抗拉强度;Am为砌块水平截面面积总和;σm为砌块承担的平均竖向压应力;μ为压剪复合受力影响系数。其中压剪复合受力影响系数的计算公式为:μ=0.83-0.7σm/fm,fm为砌体抗压强度。In the formula: f m, t is the tensile strength of the filled block; A m is the sum of the horizontal cross-sectional area of the block; σ m is the average vertical compressive stress borne by the block; The formula for calculating the influence coefficient of compression-shear composite force is: μ=0.83-0.7σ m /f m , where f m is the masonry compressive strength.
步骤(4),计算框格约束效应影响系数墙体高宽比影响系数φ;φ=1-0.711g(Hw/Bw)Step (4), calculate the influence coefficient of the sash constraint effect Wall aspect ratio influence coefficient φ; φ=1-0.711g(H w /B w )
式中:lm为框格内填充砌块的净长度,h0为框格内填充砌块的净高度。Hw为密肋复合墙的高度,Bw为密肋复合墙的宽度。In the formula: l m is the net length of the filling block in the sash, h 0 is the net height of the filling block in the sash. H w is the height of the ribbed composite wall, and B w is the width of the densely ribbed composite wall.
步骤(5),计算密肋复合墙的抗剪承载力Vu;Step (5), calculating the shear capacity V u of the densely ribbed composite wall;
请参阅图2,下面结合实例对本发明的密肋复合墙的抗剪承载力的计算方法进行详细的说明:该密肋复合墙在墙板顶部承受水平荷载,无竖向荷载。其中,密肋复合墙的肋梁10及肋柱20配筋均为:纵筋4Φ6,箍筋Φ4,间距200mm。密肋复合墙的墙厚160mm,长度Bw为2400mm,高度Hw为2450mm。填充砌块30共有三个,每个填充砌块30的净长度lm为633mm,净高度h0为633mm。肋柱20的截面高度hlz为100mm,肋梁10的截面高度hll为100mm。另外,单根肋梁梁端受拉端到弯曲中心的距离hs为80mm。材料力学性能为:钢筋抗拉强度设计值为210Mpa,混凝土抗压强度设计值为14.3Mpa,填充砌块抗压强度设计值为0.35Mpa。根据图1给出的计算步骤,计算图2所示密肋复合墙的抗剪承载力,计算步骤如下:Referring to Fig. 2, the calculation method of the shear capacity of the densely ribbed composite wall of the present invention will be described in detail below in conjunction with examples: the densely ribbed composite wall bears horizontal loads on the top of the wallboard without vertical loads. Among them, the
步骤(1),确定水平薄弱层位置。由于密肋复合墙的三层框格的配筋及截面尺寸均相同,因此薄弱层取在受力最大的底层;Step (1), determine the location of the horizontal weak layer. Since the reinforcement and cross-sectional size of the three-layer frame of the densely ribbed composite wall are the same, the weak layer is taken at the bottom layer with the greatest stress;
步骤(2),计算水平薄弱层混凝土框格的抗剪承载力。底层中间两根肋柱在上柱端分配的弯矩等于肋梁梁端弯矩,底层两侧肋柱在上柱端分配的弯矩等于二分之一倍的肋梁梁端弯矩,四根肋柱在柱底分配的弯矩等于肋梁梁端弯矩。肋梁梁端屈服弯矩根据下列公式计算得出: 则底层中间两根肋柱的柱顶及柱底弯矩均为0.95KNm,底层两侧两根肋柱的柱顶弯矩为0.95/2KNm,柱底弯矩为0.95KNm。水平薄弱层肋柱的净高度H0与填充砌块的净高度h0相等,则此处水平薄弱层肋柱的净高度H0为633mm。根据前述步骤(2)中的公式可以得出水平薄弱层混凝土框格的抗剪承载力为:In step (2), calculate the shear capacity of the concrete sash in the horizontal weak layer. The bending moment distributed by the two rib columns in the middle of the bottom floor at the end of the upper column is equal to the bending moment at the end of the rib beam, and the bending moment distributed by the rib columns on both sides of the bottom floor at the end of the upper column is equal to half of the bending moment at the end of the rib beam. The bending moment distributed by the ribbed column at the bottom of the column is equal to the bending moment at the end of the ribbed beam. The yield bending moment at the beam end of the rib beam is calculated according to the following formula: Then the bending moment of the top and bottom of the two rib columns in the middle of the bottom floor is 0.95KNm, the bending moment of the top of the two rib columns on both sides of the bottom floor is 0.95/2KNm, and the bending moment of the bottom of the column is 0.95KNm. The net height H 0 of the horizontal weak layer rib column is equal to the net height h 0 of the filling block, so the net height H 0 of the horizontal weak layer rib column here is 633mm. According to the formula in the aforementioned step (2), it can be concluded that the shear bearing capacity of the concrete frame in the horizontal weak layer is:
步骤(3),计算填充砌块的抗剪承载力,由于无竖向荷载,则Vm=fm,tAm=633mm×160mm×3×0.35Mpa=106.33kN。In step (3), calculate the shear bearing capacity of the filled blocks. Since there is no vertical load, then V m =f m, t A m =633mm×160mm×3×0.35Mpa=106.33kN.
步骤(4),计算框格约束效应影响系数墙体高宽比影响系数φ。由于填充砌块的净长度lm及净高度h0均为633mm,故此处则框格约束效应影响系数密肋复合墙的长度Bw为2400mm,高度Hw为2450mm,故此处墙体高宽比影响系数φ=1-0.711g(Hw/Bw)=1-0.71×1g(2450/2400)=0.994。Step (4), calculate the influence coefficient of the sash constraint effect Wall aspect ratio influence coefficient φ. Since the net length l m and net height h 0 of the filling blocks are both 633mm, here Influence Coefficient of Sash Constraint Effect The length B w of the densely ribbed composite wall is 2400mm, and the height H w is 2450mm, so the influence coefficient of the wall aspect ratio here is φ=1-0.711g(H w /B w )=1-0.71×1g(2450/2400) = 0.994.
步骤(5),将前面各步骤中计算得出的Vc、Vm、φ、代入公式中,计算得到出密肋复合墙的抗剪承载力 Step (5), V c , V m , φ, Into the formula In the calculation, the shear bearing capacity of the densely ribbed composite wall is obtained
本发明的抗剪承载力计算方法通过基于水平薄弱层破坏准则来计算,可以准确计算密肋复合墙的抗剪承载力。因为密肋复合墙由下到上的各层框格中,均受到大小基本相同的剪力作用时,各层框格均发生剪切变形,在每一层的各个小框格中均产生对角交叉斜裂缝。但是,密肋复合墙的最终承载能力大小是由承载力较小且受力最不利的一层框格的承载力决定的,也即密肋复合墙的最终破坏形式表现为某一水平层(通常为底部水平框格)严重破坏,而其他层框格破坏相对轻微,从密肋复合墙的宏观破坏现象上表现为底部框格的砌块开裂严重,上部各层砌块均发生开裂,砌块裂缝弥散,但不存在主对角斜裂缝。因此,水平薄弱层破坏准则可以解释密肋复合墙的宏观破坏现象,为密肋复合墙结构的抗震设计提供了更为精确的计算依据。The shear bearing capacity calculation method of the invention is calculated based on the failure criterion of the horizontal weak layer, and can accurately calculate the shear bearing capacity of the densely ribbed composite wall. Because when the sashes of the densely ribbed composite wall from the bottom to the top are all subjected to the shear force of the same magnitude, the sashes of each layer will undergo shear deformation, and each small sash of each layer will have an opposite effect. Corner crossing oblique cracks. However, the final bearing capacity of the densely ribbed composite wall is determined by the bearing capacity of the first layer of sash with the smaller bearing capacity and the most unfavorable stress, that is, the final failure form of the densely ribbed composite wall is a certain horizontal layer ( Usually the horizontal sash at the bottom) is severely damaged, while the other layers of sash are relatively slightly damaged. From the macroscopic damage phenomenon of the densely ribbed composite wall, it is shown that the blocks of the bottom sash are severely cracked, and the blocks of the upper layers are all cracked. The block cracks are diffuse, but there are no main diagonal cracks. Therefore, the failure criterion of the horizontal weak layer can explain the macro-failure phenomenon of the multi-ribbed composite wall, and provides a more accurate calculation basis for the seismic design of the multi-ribbed composite wall structure.
可以理解,上述(2)、(3)、(4)步骤中的先后顺序也可以更换。本发明的密肋复合墙的抗剪承载力计算方法同样适用于网格剪力墙和密框剪力墙等网格式复合墙的抗剪承载力计算。It can be understood that the order of the above steps (2), (3) and (4) can also be changed. The method for calculating the shear bearing capacity of the densely ribbed composite wall of the present invention is also applicable to the calculation of the shear bearing capacity of grid-type composite walls such as grid shear walls and dense-frame shear walls.
以上对本发明所提供的一种密肋复合墙的抗剪承载力的计算方法,进行了详细介绍,本文中应用了具体个例对本发明的原理及实施方式进行了阐述,以上实施例的说明只是用于帮助理解本发明的方法及其核心思想;同时,对于本领域的一般技术人员,依据本发明的思想,在具体实施方式及应用范围上均会有改变之处,综上所述,本说明书内容不应理解为对本发明的限制。The calculation method of the shear bearing capacity of a kind of densely ribbed composite wall provided by the present invention has been introduced in detail above. In this paper, specific examples have been used to illustrate the principle and implementation of the present invention. The description of the above examples is only It is used to help understand the method of the present invention and its core idea; at the same time, for those of ordinary skill in the art, according to the idea of the present invention, there will be changes in the specific implementation and scope of application. In summary, this The content of the description should not be construed as limiting the present invention.
Claims (8)
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
CN 201010506147 CN102033023B (en) | 2010-10-09 | 2010-10-09 | Method for seismic design of multi-ribbed composite wall |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
CN 201010506147 CN102033023B (en) | 2010-10-09 | 2010-10-09 | Method for seismic design of multi-ribbed composite wall |
Publications (2)
Publication Number | Publication Date |
---|---|
CN102033023A true CN102033023A (en) | 2011-04-27 |
CN102033023B CN102033023B (en) | 2013-04-24 |
Family
ID=43886208
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
CN 201010506147 Expired - Fee Related CN102033023B (en) | 2010-10-09 | 2010-10-09 | Method for seismic design of multi-ribbed composite wall |
Country Status (1)
Country | Link |
---|---|
CN (1) | CN102033023B (en) |
Cited By (5)
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 | Calculation method of shear capacity of reinforced reinforced concrete flexural beams |
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 |
Citations (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
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 |
CN1361342A (en) * | 2000-12-25 | 2002-07-31 | 日本海Lng株式会社 | Design analytical method and storing media for antivibrating reinforced structure |
-
2010
- 2010-10-09 CN CN 201010506147 patent/CN102033023B/en not_active Expired - Fee Related
Patent Citations (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
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 |
CN1361342A (en) * | 2000-12-25 | 2002-07-31 | 日本海Lng株式会社 | Design analytical method and storing media for antivibrating reinforced structure |
Non-Patent Citations (2)
Title |
---|
熊耀清,姚谦峰: "钢骨混凝土密肋复合墙结构抗震性能分析", 《哈尔滨工业大学学报》 * |
荆罡: "密肋复合墙结构两阶段简化计算模型及结构随即地震响应分析", 《西安建筑科技大学学位论文》 * |
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 | Calculation method of shear capacity of reinforced reinforced concrete flexural beams |
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 |
Also Published As
Publication number | Publication date |
---|---|
CN102033023B (en) | 2013-04-24 |
Similar Documents
Publication | Publication Date | Title |
---|---|---|
Park et al. | Embedded steel column-to-foundation connection for a modular structural system | |
Qin et al. | Compressive behavior of double skin composite wall with different plate thicknesses | |
Hossain et al. | Experimental and theoretical behaviour of composite walling under in-plane shear | |
Wang et al. | Reversed cyclic performance of cold-formed steel shear walls with reinforced end studs | |
Waqas et al. | Experimental and numerical behaviour of blind bolted flush endplate composite connections | |
Elsouri et al. | Seismic response of exterior RC wide beam–narrow column joints: earthquake-resistant versus as-built joints | |
CN102033023B (en) | Method for seismic design of multi-ribbed composite wall | |
CN104499572A (en) | Earthquake-resistant wall and steel beam connecting node | |
Zhang et al. | Seismic performance of semi-rigid steel frame infilled with prefabricated damping wall panels | |
US20220074807A1 (en) | Method for determining an optimal arrangement of circular pipe supports of steel silo composite shear wall | |
Wang et al. | Experimental and analytical investigation of semi-rigid CFST frames with external SCWPs | |
Singhal et al. | Seismic response of precast reinforced concrete wall subjected to cyclic in-plane and constant out-of-plane loading | |
Taufiq et al. | Composite columns using perforated cold formed steel sections | |
Wijaya et al. | Experimental study on wall-frame connection of confined masonry wall | |
CN108589969A (en) | A kind of combination assembled shear wall and preparation method thereof of the vertical ECC energy consumptions band of band | |
Tao et al. | Study on seismic behavior of double leg C-type cold-formed thin-walled steel frame | |
Kang et al. | Lattice-Reinforced Slab-Column Connections under Cyclic Lateral Loading. | |
Sun et al. | Study on seismic behavior of steel frame with external hanging concrete walls containing recycled aggregates | |
He et al. | Experimental study on the seismic performance of two-storey UHPC modular building structure | |
Ding | Cyclic tests of unbonded steel plate brace encased in steel–concrete composite panel | |
Mailyan et al. | Effective reinforced concrete structures of monolithic frame buildings and structures | |
CN114912184B (en) | Design method of web plate hole-opening steel-concrete composite beam | |
Shaji et al. | Lateral load behaviour of GFRG infilled RC frame with CFS connection-local and global behaviour | |
CN205712588U (en) | A kind of steel reinforced concrete shear walls entering row constraint to body of wall two ends root area | |
CN211923210U (en) | Truss wall panels used to make shear walls and shear walls made with the same |
Legal Events
Date | Code | Title | Description |
---|---|---|---|
C06 | Publication | ||
PB01 | Publication | ||
C10 | Entry into substantive examination | ||
SE01 | Entry into force of request for substantive examination | ||
C14 | Grant of patent or utility model | ||
GR01 | Patent grant | ||
C17 | Cessation of patent right | ||
CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20130424 Termination date: 20131009 |