【摘要】：中國(guó)是一個(gè)地震災(zāi)害十分嚴(yán)重的國(guó)家。盡管混凝土結(jié)構(gòu)和鋼結(jié)構(gòu)房屋在我國(guó)已經(jīng)得到普遍的應(yīng)用,但是在住宅建筑中多層砌體結(jié)構(gòu)仍有相當(dāng)大的比例,特別是在中小城鎮(zhèn)多層住宅采用砌體結(jié)構(gòu)形式幾乎被所有的開(kāi)發(fā)商所認(rèn)同。隨著車輛的日益增加,住宅小區(qū)內(nèi)停車亂、停車難現(xiàn)象日益嚴(yán)重。同時(shí),底層樓房存在著私密性差、噪音大、采光差、防盜差等問(wèn)題,所以越來(lái)越多的住宅小區(qū)住宅樓的底層設(shè)置成汽車車庫(kù),以解決一層樓房居住性差和小區(qū)停車難的問(wèn)題。在房屋底層車庫(kù)的設(shè)計(jì)中,為了滿足車庫(kù)使用功能的要求,需要在底層外縱墻上開(kāi)大洞口。我國(guó)《建筑抗震設(shè)計(jì)規(guī)范》第7.1.7條規(guī)定,外縱墻體開(kāi)洞率不應(yīng)過(guò)大,6、7度時(shí)不宜超過(guò)55%,8、9度時(shí)不宜大于50%。底層外縱墻上開(kāi)大洞口,將會(huì)造成結(jié)構(gòu)豎向剛度不均勻,平面剛度不對(duì)稱,屬于平面布置不規(guī)則建筑。從技術(shù)方面考慮,如果能夠從技術(shù)上解決剛度不均勻的問(wèn)題,就能夠克服縱墻上開(kāi)大洞口對(duì)結(jié)構(gòu)抗震性能的不利影響。本文提出了一種對(duì)底層縱墻上開(kāi)大洞口平面布置不規(guī)則的砌體結(jié)構(gòu)房屋抗震加固的處理方法——等剛度法。所謂等剛度法即根據(jù)上下層外縱墻抗側(cè)剛度相等的原則,在底層外縱墻大洞口兩側(cè)的橫墻位置處設(shè)置鋼筋混凝土柱,洞口上部設(shè)置過(guò)梁,柱的截面尺寸根據(jù)等效側(cè)移剛度要求確定。本文通過(guò)一個(gè)試驗(yàn)?zāi)Ｐ?對(duì)這種設(shè)置等效框架柱的縱墻布置不規(guī)則砌體結(jié)構(gòu)房屋的抗震性能進(jìn)行了試驗(yàn)研究。試驗(yàn)?zāi)Ｐ偷脑徒Y(jié)構(gòu)為常見(jiàn)的六層砌體結(jié)構(gòu)住宅樓,取其中一個(gè)單元進(jìn)行試驗(yàn)分析,設(shè)計(jì)制作1:4外縱墻大開(kāi)洞、非對(duì)稱的縱墻布置不規(guī)則砌體結(jié)構(gòu)房屋模型。通過(guò)對(duì)縮尺模型進(jìn)行低周反復(fù)水平加載試驗(yàn),得到縱墻布置不規(guī)則砌體結(jié)構(gòu)房屋的破壞形態(tài)、結(jié)構(gòu)構(gòu)件的應(yīng)力分布、結(jié)構(gòu)在水平荷載作用下各層的水平位移,總結(jié)分析了設(shè)置等效框架柱的縱墻布置不規(guī)則砌體結(jié)構(gòu)房屋的受力機(jī)理、滯回特性曲線、骨架曲線、延性性能及耗能性能,并對(duì)等效框柱及過(guò)梁的設(shè)計(jì)提出設(shè)計(jì)建議。通過(guò)試驗(yàn)研究得出如下主要結(jié)論:1.對(duì)于底層外縱墻開(kāi)大洞口的縱墻布置不規(guī)則砌體結(jié)構(gòu)房屋,可通過(guò)設(shè)置等效混凝土框柱和過(guò)梁,解決縱墻開(kāi)大洞口對(duì)砌體結(jié)構(gòu)抗震性能的不利影響。2.等效混凝土框柱的截面尺寸,可根據(jù)等剛度法,由上層墻體的抗側(cè)剛度來(lái)計(jì)算等效混凝土框柱的截面大小。對(duì)于中間的等效混凝土框柱可按上下固接計(jì)算側(cè)移剛度,對(duì)于設(shè)置在兩端山墻位置處的等效混凝土框柱可按上端鉸接,下端固定的框架柱計(jì)算側(cè)移剛度。3.等效混凝土框柱承擔(dān)的水平地震力,則按照各自的等效剛度分配地震底部總剪力。4.設(shè)置等效混凝土框柱和過(guò)梁的底層縱墻布置不規(guī)則砌體結(jié)構(gòu)房屋,受水平地震作用時(shí),在開(kāi)裂以前的彈性階段,各層層間位移基本相同,房屋不存在扭轉(zhuǎn)的問(wèn)題。當(dāng)水平荷載比較大時(shí),二層墻體破壞嚴(yán)重,剛度降低,層間位移加大,一層框柱未發(fā)生破壞,且一層墻體破壞程度較二層相對(duì)輕,出現(xiàn)“下剛上柔”的情況。隨著荷載的增大,由于墻體的破壞程度不同,剛度發(fā)生變化,房屋會(huì)存在一定扭轉(zhuǎn)的效應(yīng),但從試驗(yàn)結(jié)果看,并不明顯。5.各縱軸墻體裂縫多為水平彎曲裂縫和剪切斜裂縫,水平彎曲裂縫主要分布在兩側(cè)構(gòu)造柱、窗下底部墻體和窗間墻與窗下墻交接處,其破壞形式為彎曲受拉破壞。剪切斜裂縫主要分布在各層墻體的窗間墻和窗間墻下部,裂縫為呈現(xiàn)“x”形或“倒八字”的斜裂縫,破壞形式為剪切破壞。當(dāng)窗間墻寬度較小時(shí),窗間墻上多為水平裂縫,當(dāng)窗間墻較寬時(shí),多為斜裂縫。二層墻體破壞相對(duì)較重,一層較輕,框柱未發(fā)生破壞。6.兩端橫墻墻體上(山墻上)裂縫多為水平彎曲裂縫,水平彎曲裂縫主要分布在各層墻體的底部,其破壞形式為彎曲受拉破壞,說(shuō)明模型受水平地震作用時(shí),將作為整體的空間結(jié)構(gòu)受力。7.在反復(fù)荷載作用下,中部框柱上下端彎矩相差不大,原因是樓板和上部墻體對(duì)底層柱均有明顯的約束作用,在分析其內(nèi)力時(shí)可按柱上下部均固接的簡(jiǎn)圖計(jì)算;對(duì)邊跨框柱(設(shè)置在山墻處的等效框柱),下部彎矩大,上部彎矩很小,可簡(jiǎn)化為柱上部鉸接下端固接的計(jì)算簡(jiǎn)圖分析內(nèi)力。8.各個(gè)構(gòu)造柱中四根縱向鋼筋的應(yīng)力變化規(guī)律基本一致(全部受力或受壓),說(shuō)明構(gòu)造柱作為墻體的一部分共同受力。9.在水平荷載作用下,二層墻體既有剪力又有彎矩,當(dāng)墻體產(chǎn)生水平裂縫或斜裂縫后,上部荷載的傳遞路徑將發(fā)生變化,每個(gè)墻肢傳來(lái)的豎向荷載將直接傳至框柱上部的過(guò)梁上,同時(shí)墻肢在水平荷載作用下產(chǎn)生的彎矩并非作用在等效混凝土框柱與過(guò)梁的節(jié)點(diǎn)上,將使得構(gòu)造柱受拉,墻肢局部受壓,等效混凝土框柱一側(cè)的過(guò)梁受到彎矩產(chǎn)生的壓力作用,此時(shí)在梁的跨中必將產(chǎn)生正彎矩,從而造成過(guò)梁與一般的框架梁有完全不同的受力方式,因此在設(shè)計(jì)時(shí)應(yīng)適當(dāng)增加過(guò)梁的縱向鋼筋。10.本試驗(yàn)?zāi)Ｐ偷臏厍�符合反s形的主要特征,在端部設(shè)置等效混凝土框柱及過(guò)梁(或圈梁)組成局部框架的方法能明顯提高一層的抗側(cè)剛度。本試驗(yàn)?zāi)Ｐ驮诜磸?fù)荷載作用下產(chǎn)生的不對(duì)稱的裂縫,且根據(jù)滯回曲線的不對(duì)稱性可得二層產(chǎn)生裂縫較多,破壞較為嚴(yán)重。在各層墻體中,隨施加水平位移的增大,各層墻體耗能均增加,其中二層墻體耗能增幅最大,耗能最多,二層耗能能力得到有效的發(fā)揮。而且此類砌體結(jié)構(gòu)房屋的延性與普通多層砌體結(jié)構(gòu)房屋的延性相似。
[Abstract]:China is a country with a very serious earthquake disaster. Although the concrete structure and the steel structure house have been widely used in our country, the multi-storey masonry structure in the residential building still has a considerable proportion, especially in the middle and small towns, the multi-storey residence is almost all accepted by all the developers in the form of masonry structure. With the increasing of the vehicle, parking and parking in the residential area are becoming more and more serious. At the same time, there are problems such as poor privacy, large noise, poor lighting, and poor anti-theft in the bottom building, so the lower floor of the more and more residential building is set up as an automobile garage to solve the problem of poor residential property and difficult parking of the community. In the design of the bottom garage of the house, in order to meet the requirements of the use function of the garage, a large opening is required on the outer vertical wall of the bottom layer. According to the Code for Seismic Design of Buildings in China> Article 7.1.7, the hole opening rate of the outer longitudinal wall shall not exceed 5%, and not more than 55%,8 and 9 degrees shall not be more than 50%. The opening of the large opening on the outer longitudinal wall of the bottom layer will cause the vertical stiffness of the structure to be uneven and the plane stiffness is not symmetrical, and it belongs to the irregular construction of the plane layout. From the technical point of view, if the problem that the rigidity is not uniform can be solved technically, the adverse effect of the opening of the opening on the longitudinal wall on the seismic performance of the structure can be overcome. In this paper, a method to deal with the earthquake-resistant reinforcement of masonry structure with irregular layout on the vertical wall of the bottom layer is presented. The so-called isostiffness method is based on the principle that the anti-lateral rigidity of the upper and lower outer longitudinal walls is equal, a reinforced concrete column is arranged at the position of the transverse wall on both sides of the large opening of the outer longitudinal wall of the bottom layer, the upper part of the opening is provided with a beam, and the section size of the column is determined according to the equivalent side moving rigidity requirement. In this paper, a test model is adopted to study the anti-seismic performance of an irregular masonry structure with an equivalent frame column. The prototype structure of the test model is a common six-story masonry residential building, and one of the units is tested and analyzed, and a large opening hole of the outer longitudinal wall and an asymmetric vertical wall are designed to form the house model of the irregular masonry structure. by carrying out low-cycle and repeated horizontal loading test on the scale model, the damage form of the house of the irregular masonry structure with the longitudinal wall is obtained, the stress distribution of the structural component and the horizontal displacement of the structure under the action of the horizontal load are obtained, The stress mechanism, hysteresis characteristic curve, skeleton curve, ductility and energy dissipation performance of the house with irregular masonry structure of the vertical wall of the equivalent frame column are analyzed and the design suggestions are put forward for the design of the equivalent frame column and the cross beam. The main conclusions are as follows:1. In order to solve the adverse effect of the opening of the vertical wall on the seismic performance of the masonry structure by arranging the equivalent concrete frame column and the over-beam for the vertical wall of the opening of the bottom outer longitudinal wall, the masonry structure can be solved by setting the equivalent concrete frame column and the over-beam. The cross-sectional dimension of the equivalent concrete frame column can be calculated according to the rigidity method, and the cross-sectional size of the equivalent concrete frame column can be calculated by the anti-lateral stiffness of the upper wall. For the middle equivalent concrete frame column, the lateral displacement stiffness can be calculated according to the up-down and up-down, and the side-shift stiffness can be calculated for the equivalent concrete frame column which is arranged at the position of the two ends of the concrete frame, and the side-shifting rigidity can be calculated by the fixed frame column at the lower end. The total shear force at the bottom of the seismic bottom is assigned in accordance with the respective equivalent stiffness when the horizontal seismic force is assumed by the equivalent concrete frame column. An equivalent concrete frame column and an underfloor longitudinal wall of the cross beam are provided with an irregular masonry structure house, and when subjected to the horizontal earthquake action, the displacement of the layers is basically the same before the cracking, and the house does not have the problem of torsion. When the horizontal load is relatively large, the two-layer wall is seriously damaged, the rigidity is reduced, the interlayer displacement is increased, the layer of the frame column is not damaged, and the damage degree of one layer of the wall is relatively light in the second layer and the "to be soft and soft" is present. With the increase of load, the damage degree of the wall is different, the rigidity is changed, the house will have a certain effect of torsion, but it is not obvious from the test results. The crack of each longitudinal axis is mostly horizontal bending crack and shear oblique crack, and the horizontal bending crack is mainly distributed on both sides of the structural column, the bottom wall of the lower bottom of the window and the junction of the window wall and the lower wall of the window, and the damage form of the horizontal bending crack is bending and tension failure. The shear oblique crack is mainly distributed in the lower part of the inter-window wall and the inter-window wall of the wall of each layer, and the crack is an oblique crack that presents a "x"-shaped or a "eight-word", and the destruction form is shear failure. When the width of the inter-window wall is small, the wall of the window is mostly horizontal, and when the inter-window wall is wider, it is mostly inclined. The two-layer wall is relatively heavy, the layer is light, and the frame column is not damaged.6. The cracks in the wall of the transverse wall at both ends (on the gable wall) are mostly horizontal bending cracks, and the horizontal bending cracks are mainly distributed at the bottom of the wall of each layer, and the damage form of the horizontal bending cracks is the bending and tension failure. When the model is affected by the horizontal earthquake, the spatial structure as a whole will be stressed. under the action of repeated load, the bending moment of the lower end of the middle frame column is not small, because the floor and the upper wall body have obvious constraint effect on the bottom layer column, The lower bending moment is large, the bending moment of the upper part is small, and the internal force can be analyzed by the calculation diagram which is fixedly connected with the lower end of the upper part of the column. The stress variation law of the four longitudinal steel bars in each structural column is basically the same (all stressed or pressed), and the structural column is described as a part of the wall. under the action of horizontal load, the two-layer wall body has both shearing force and bending moment, and when the wall body generates horizontal cracks or oblique cracks, the transmission path of the upper load is changed, and the vertical load transmitted from each wall limb is directly transmitted to the over-beam on the upper part of the frame column, at the same time, the bending moment generated by the wall limb under the action of the horizontal load is not acted on the node of the equivalent concrete frame column and the cross beam, so that the structural column is pulled, the wall limb is locally pressed, and the cross beam at one side of the equivalent concrete frame column is subjected to the pressure effect generated by the bending moment, At this time, a positive bending moment will be generated in the span of the beam, so that the beam is completely different from the general frame beam, so the longitudinal steel bar of the beam shall be properly added at the time of design. The hysteresis curve of this test model is in accordance with the main characteristics of the anti-s shape, and the method of forming the local frame with the equivalent concrete frame column and the cross beam (or ring beam) at the end can obviously improve the anti-side rigidity of the layer. In this test model, the asymmetric crack under the action of repeated load, and according to the asymmetry of the hysteresis curve, the generation of cracks in the two layers is much more, and the damage is more serious. In the wall of each layer, the energy consumption of each layer is increased with the increase of the applied horizontal displacement, and the energy consumption of the two-layer wall body is the largest, the energy consumption is the most, and the two-layer energy dissipation capacity is effectively played. And the ductility of such masonry structures is similar to that of a conventional multi-layer masonry structure.
【學(xué)位授予單位】：山東建筑大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2017
【分類號(hào)】：TU364;TU352.11

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8 顧祥林;彭斌;錢義良;李翔;;從第13屆國(guó)際砌體大會(huì)看砌體結(jié)構(gòu)的研究現(xiàn)狀[A];砌體結(jié)構(gòu)與墻體材料——基本理論和工程應(yīng)用——2005年全國(guó)砌體結(jié)構(gòu)基本理論與工程應(yīng)用學(xué)術(shù)會(huì)議論文集[C];2005年

9 林立巖;;論砌體結(jié)構(gòu)的改進(jìn)和發(fā)展[A];第四屆全國(guó)結(jié)構(gòu)工程學(xué)術(shù)會(huì)議論文集（下）[C];1995年

10 王亞利;張夢(mèng)霞;;砌體結(jié)構(gòu)的現(xiàn)狀與發(fā)展方向[A];土木建筑學(xué)術(shù)文庫(kù)（第16卷）[C];2012年

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2 張p，

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