RC連梁損傷控制試驗(yàn)與分析研究
發(fā)布時(shí)間：2019-06-19 14:52
【摘要】：連梁作為剪力墻體系中主要抗側(cè)力構(gòu)件,是保證結(jié)構(gòu)整體抗震性能的關(guān)鍵,多次震害結(jié)果表明小跨高比連梁通常發(fā)生剪切破壞,難以滿足實(shí)際工程中對(duì)其強(qiáng)度和延性的要求。特別是一旦發(fā)生損傷,混凝土連梁很難修復(fù),難以實(shí)現(xiàn)現(xiàn)代地震工程對(duì)功能可恢復(fù)性的要求。為了提升剪力墻結(jié)構(gòu)體系的地震韌性,本文將消能減震裝置裝入連梁中,利用消能裝置良好的耗能能力,有效提高連梁的抗震性能。本文首先進(jìn)行了9個(gè)RC連梁試驗(yàn),研究跨高比、交叉斜筋和樓板對(duì)連梁抗震性能的影響,結(jié)果表明RC連梁均受彎屈服,但最終破壞模式仍為剪切破壞和彎曲剪切破壞;交叉斜筋可以提高連梁抗剪承載力20%以上,樓板對(duì)連梁抗剪承載能力幾乎無影響;交叉斜筋和樓板均可以提高連梁受彎屈服承載能力,但對(duì)連梁極限變形能力均無明顯貢獻(xiàn)。連梁的初始有效抗彎剛度集中在0.24EIg到0.3EIg之間,屈服時(shí)有效抗彎剛度基本在0.15EIg左右,連梁有效抗彎剛度折減程度大于規(guī)范值;隨著加載位移增大,連梁和樓板部分相繼損傷,不利于震后使用或修復(fù)。為了實(shí)現(xiàn)RC連梁的損傷控制,本文提出了一種在跨中設(shè)置帶縫鋼板阻尼器的消能連梁,并完成了4個(gè)與RC連梁相同跨高比試件的試驗(yàn),最終破壞模式包含阻尼器彎曲單元撕裂破壞和錨固破壞兩種,在彎曲單元撕裂破壞模式下,阻尼器超強(qiáng)系數(shù)達(dá)到2.5。連梁屈服剪力值與設(shè)計(jì)值誤差在10%以內(nèi),阻尼器初始剛度試驗(yàn)值與設(shè)計(jì)值誤差在15%以內(nèi),誤差原因包含錨固部分變形、螺栓滑移和阻尼器間變形不協(xié)調(diào)等。同跨高比下消能連梁變形能力、累積耗能能力均大于RC連梁,阻尼器部分變形和耗能占消能連梁80%左右,可以有效控制混凝土部分和樓板的裂縫發(fā)展,試驗(yàn)后阻尼器可被快速更換。本文提出了消能連梁簡(jiǎn)化數(shù)值模型,采用簡(jiǎn)化方法模擬阻尼器的力學(xué)行為、混凝土連梁的彎曲和剪切,并在阻尼器之間加入?yún)f(xié)調(diào)單元模擬多組阻尼器之間的變形不協(xié)調(diào)行為。消能連梁的極限承載力和累積耗能的模擬結(jié)果與試驗(yàn)結(jié)果誤差在10%以內(nèi),而初始剛度模擬結(jié)果誤差達(dá)到20%以上,原因在于試驗(yàn)邊界條件和數(shù)值模擬邊界條件的區(qū)別所致。本文進(jìn)一步對(duì)影響阻尼器屈服承載力和剛度的關(guān)鍵參數(shù)——跨度比、變形比和強(qiáng)度比——進(jìn)行參數(shù)分析,結(jié)果表明過高或過低的取值對(duì)連梁承載力、耗能能力和阻尼器進(jìn)入屈服時(shí)轉(zhuǎn)角均不利,建議三個(gè)參數(shù)分別在0.3~0.4、0.6~0.7和0.6~0.7范圍內(nèi)選用。
[Abstract]:As the main anti-lateral force component in the shear wall system, the continuous beam is the key to ensure the overall seismic performance of the structure. In particular, once the damage occurs, the concrete connecting beam is difficult to repair, and the requirement of the modern seismic engineering to the function recoverability is difficult to realize. In order to improve the seismic toughness of the shear wall structure system, the energy dissipation and shock-absorbing device is put into the continuous beam, and the seismic performance of the continuous beam can be effectively improved by utilizing the good energy dissipation capability of the energy dissipation device. In this paper, nine RC beam-beam tests are carried out, and the effect of the cross-height ratio, the cross-diagonal bar and the floor slab on the seismic performance of the continuous beam is studied. The results show that the RC beams are both bent and yielding, but the ultimate failure mode is still the shear failure and the bending shear failure. The cross-inclined rib can improve the shear bearing capacity of the continuous beam by more than 20%, and the slab has little influence on the shear-bearing capacity of the connecting beam; the cross-inclined rib and the floor slab can improve the bending yield bearing capacity of the connecting beam, but have no obvious contribution to the limit deformation capability of the connecting beam. The initial effective bending stiffness of the continuous beam is in the range of 0.24 EIg to 0.3EIg, the effective bending stiffness at the time of yield is about 0.15 EIg, the effective bending stiffness of the continuous beam is greater than the specification value, and as the loading displacement is increased, the continuous beam and the floor part are damaged after the earthquake, which is not conducive to the post-earthquake use or repair. In order to control the damage of RC beam, a kind of energy dissipation and connecting beam with joint steel damper is proposed in this paper, and four test pieces with the same cross-height ratio as RC beam are completed, and the final failure mode includes two kinds of rupture and anchoring failure of the bending unit of the damper. In the break-up mode of the bending unit, the super-strong coefficient of the damper reaches 2.5. The error of the initial stiffness test value of the damper and the design value error is within 15%, and the error reason includes the deformation of the anchoring part, the bolt slip and the non-coordination of the deformation between the dampers, etc. The energy dissipation capacity of the energy dissipation and connecting beam at the same span is greater than that of the RC beam, the deformation and energy consumption of the damper account for about 80% of the energy dissipation and connecting beam, and the crack development of the concrete part and the floor slab can be effectively controlled, and the damper can be quickly replaced after the test. In this paper, a simplified numerical model of energy dissipation continuous beam is proposed, and the mechanical behavior of the damper and the bending and shearing of the concrete connecting beam are simulated by a simplified method, and the coordination unit is added between the dampers to simulate the deformation incoordination between groups of dampers. The simulation results of the ultimate bearing capacity and the accumulated energy consumption of the energy dissipation and connecting beam are within 10% of the experimental results, and the error of the initial stiffness simulation results is more than 20%, due to the difference between the test boundary conditions and the numerical simulation boundary conditions. The key parameters _ span ratio, deformation ratio and strength ratio of the yield bearing capacity and the stiffness of the damper are further analyzed. The results show that the value of too high or too low is unfavorable to the bearing capacity of the continuous beam, the energy dissipation capacity and the angle of the damper entering the yield. It is suggested that the three parameters are selected in the range of 0.3-0.4, 0.6-0.7 and 0.6-0.7, respectively.
【學(xué)位授予單位】：中國(guó)地震局工程力學(xué)研究所
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2017
【分類號(hào)】：TU352.11;TU375
本文編號(hào)：2502428
[Abstract]:As the main anti-lateral force component in the shear wall system, the continuous beam is the key to ensure the overall seismic performance of the structure. In particular, once the damage occurs, the concrete connecting beam is difficult to repair, and the requirement of the modern seismic engineering to the function recoverability is difficult to realize. In order to improve the seismic toughness of the shear wall structure system, the energy dissipation and shock-absorbing device is put into the continuous beam, and the seismic performance of the continuous beam can be effectively improved by utilizing the good energy dissipation capability of the energy dissipation device. In this paper, nine RC beam-beam tests are carried out, and the effect of the cross-height ratio, the cross-diagonal bar and the floor slab on the seismic performance of the continuous beam is studied. The results show that the RC beams are both bent and yielding, but the ultimate failure mode is still the shear failure and the bending shear failure. The cross-inclined rib can improve the shear bearing capacity of the continuous beam by more than 20%, and the slab has little influence on the shear-bearing capacity of the connecting beam; the cross-inclined rib and the floor slab can improve the bending yield bearing capacity of the connecting beam, but have no obvious contribution to the limit deformation capability of the connecting beam. The initial effective bending stiffness of the continuous beam is in the range of 0.24 EIg to 0.3EIg, the effective bending stiffness at the time of yield is about 0.15 EIg, the effective bending stiffness of the continuous beam is greater than the specification value, and as the loading displacement is increased, the continuous beam and the floor part are damaged after the earthquake, which is not conducive to the post-earthquake use or repair. In order to control the damage of RC beam, a kind of energy dissipation and connecting beam with joint steel damper is proposed in this paper, and four test pieces with the same cross-height ratio as RC beam are completed, and the final failure mode includes two kinds of rupture and anchoring failure of the bending unit of the damper. In the break-up mode of the bending unit, the super-strong coefficient of the damper reaches 2.5. The error of the initial stiffness test value of the damper and the design value error is within 15%, and the error reason includes the deformation of the anchoring part, the bolt slip and the non-coordination of the deformation between the dampers, etc. The energy dissipation capacity of the energy dissipation and connecting beam at the same span is greater than that of the RC beam, the deformation and energy consumption of the damper account for about 80% of the energy dissipation and connecting beam, and the crack development of the concrete part and the floor slab can be effectively controlled, and the damper can be quickly replaced after the test. In this paper, a simplified numerical model of energy dissipation continuous beam is proposed, and the mechanical behavior of the damper and the bending and shearing of the concrete connecting beam are simulated by a simplified method, and the coordination unit is added between the dampers to simulate the deformation incoordination between groups of dampers. The simulation results of the ultimate bearing capacity and the accumulated energy consumption of the energy dissipation and connecting beam are within 10% of the experimental results, and the error of the initial stiffness simulation results is more than 20%, due to the difference between the test boundary conditions and the numerical simulation boundary conditions. The key parameters _ span ratio, deformation ratio and strength ratio of the yield bearing capacity and the stiffness of the damper are further analyzed. The results show that the value of too high or too low is unfavorable to the bearing capacity of the continuous beam, the energy dissipation capacity and the angle of the damper entering the yield. It is suggested that the three parameters are selected in the range of 0.3-0.4, 0.6-0.7 and 0.6-0.7, respectively.
【學(xué)位授予單位】：中國(guó)地震局工程力學(xué)研究所
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2017
【分類號(hào)】：TU352.11;TU375
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