本文選題：梁柱節(jié)點(diǎn)　切入點(diǎn)：強(qiáng)柱弱梁　出處：《河北聯(lián)合大學(xué)》2014年碩士論文

【摘要】：我國《建筑抗震設(shè)計(jì)規(guī)范》（GBJ50011-2010）在框架結(jié)構(gòu)設(shè)計(jì)方面有相關(guān)規(guī)定，即在進(jìn)行結(jié)構(gòu)設(shè)計(jì)時(shí)應(yīng)滿足規(guī)范中規(guī)定的“強(qiáng)柱弱梁”設(shè)計(jì)目標(biāo)，但對常見的現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)，在“強(qiáng)柱弱梁”驗(yàn)算時(shí)因沒有考慮到現(xiàn)澆鋼筋混凝土樓板內(nèi)鋼筋對梁端抗彎承載力的貢獻(xiàn)作用，導(dǎo)致按“強(qiáng)柱弱梁”這一設(shè)計(jì)目標(biāo)設(shè)計(jì)的結(jié)構(gòu)，在地震發(fā)生時(shí)沒有按預(yù)想的設(shè)計(jì)目標(biāo)實(shí)現(xiàn)真正的“強(qiáng)柱弱梁”，相反發(fā)生了“強(qiáng)梁弱柱”。汶川震后調(diào)查表明，在我國現(xiàn)有的結(jié)構(gòu)中存在著大量的“強(qiáng)梁弱柱”結(jié)構(gòu)，這些“強(qiáng)梁弱柱”結(jié)構(gòu)抗震性能較差，因此埋下了重大的安全隱患。 從框架結(jié)構(gòu)中選出具有代表性的一部分按1:2.4比例制作兩個(gè)1.5m×6m的框架試件，其中一個(gè)試件在框架結(jié)構(gòu)梁柱節(jié)點(diǎn)附近的樓板處開設(shè)115mm的角縫。采用分段變幅簡諧位移控制，對兩個(gè)試件進(jìn)行動(dòng)力試驗(yàn)加載。通過對兩個(gè)試件的對比試驗(yàn)，觀察兩試件的破壞過程，，并分析試件的破壞過程、破壞機(jī)理及抗震性能，評價(jià)樓板開角縫的效果。 通過分析試驗(yàn)數(shù)據(jù)得出主要結(jié)論：框架梁端抗彎承載力因框架梁柱節(jié)點(diǎn)處樓板內(nèi)鋼筋的貢獻(xiàn)作用而被顯著提高，框架節(jié)點(diǎn)的破壞機(jī)制呈現(xiàn)“柱鉸機(jī)制”，出現(xiàn)了“強(qiáng)梁弱柱”現(xiàn)象；樓板開角縫后，柱端受力及破壞范圍減小，柱筋屈服推遲，梁端筋受力增大且多數(shù)屈服，并有明顯破損，屈服提前，無“強(qiáng)梁弱柱”現(xiàn)象；開角縫后，試件滯回曲線更飽滿些，耗能能力略有提高，延性略有降低（降2.75%），剛度變化不大；開角縫措施效果較好，對實(shí)現(xiàn)真正的“強(qiáng)柱弱梁”有改善作用。
[Abstract]:The Code for Seismic Design of buildings in China (GBJ50011-2010) has some relevant provisions in the design of frame structures, that is, the design objectives of "strong columns and weak beams" stipulated in the Code should be met when carrying out structural design, but for common cast-in-place reinforced concrete frame structures,In the checking calculation of "strong column and weak beam", the contribution of reinforcement in cast-in-place reinforced concrete floor slab to the flexural bearing capacity of beam end is not considered, which leads to the structure designed according to the design goal of "strong column and weak beam".At the time of the earthquake, the real "strong column and weak beam" was not realized according to the expected design goal, on the contrary, "strong beam and weak column" occurred.The investigation after Wenchuan earthquake shows that there are a large number of "strong beam and weak column" structures in the existing structures in China, and these "strong beam and weak columns" structures have poor seismic performance, so there are serious hidden dangers of safety.Two 1.5m 脳 6m frame specimens were made from a typical part of the frame structure according to the ratio of 1: 2.4. One of the specimens opened a corner slot of 115mm at the floor near Liang Zhu node of the frame structure.Two specimens were subjected to dynamic test loading by means of simple harmonic displacement control with piecewise amplitude variation.The failure process of the two specimens is observed and the failure process, failure mechanism and seismic performance of the two specimens are analyzed through the comparative tests of the two specimens, and the effect of the open angle joint on the floor is evaluated.Through the analysis of the test data, the main conclusions are drawn: the flexural bearing capacity of the end of the frame beam is significantly increased by the contribution of the reinforcement in the floor slab at the joint of Liang Zhu, and the failure mechanism of the frame joint is "column hinge mechanism".The phenomenon of "strong beam and weak column" appears, after the opening angle joint of floor slab, the stress and failure range of column end decrease, the yield of column reinforcement is delayed, the force of beam end reinforcement increases and most of them yield, and there is obvious damage, and the yield advance, there is no phenomenon of "strong beam and weak column".The hysteretic curve of the specimen is fuller, the energy dissipation capacity is slightly improved, and the ductility is slightly reduced after the opening of the angle-joint (the stiffness is not changed much, and the effect of the measures is better, which can improve the realization of the real "strong column and weak beam").
【學(xué)位授予單位】：河北聯(lián)合大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2014
【分類號】：TU352.11;TU375.4

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