本文選題：高強(qiáng)鋼 + 耗能梁段��； 參考：《西安建筑科技大學(xué)》2014年博士論文

【摘要】：普通偏心支撐鋼框架設(shè)計(jì)時(shí)，需要放大梁柱內(nèi)力以抵抗耗能梁段的應(yīng)變硬化效應(yīng)，導(dǎo)致用鋼量增大和節(jié)點(diǎn)連接困難。為解決這一問(wèn)題，根據(jù)“強(qiáng)弱相對(duì)”的抗震思路，將高強(qiáng)鋼引入偏心支撐鋼框架的梁、柱、支撐部分而耗能梁段采用低屈服點(diǎn)鋼材，形成高強(qiáng)鋼組合偏心支撐鋼框架，旨在保證結(jié)構(gòu)有良好抗震性能前提下降低用鋼量，提高經(jīng)濟(jì)效益。本文通過(guò)模型試驗(yàn)、數(shù)值模擬和理論分析對(duì)這種新型結(jié)構(gòu)的抗震性能進(jìn)行研究，主要內(nèi)容如下： （1）對(duì)1/2縮尺的K形和Y形平面試件進(jìn)行4個(gè)單調(diào)加載試驗(yàn)和4循環(huán)加載試驗(yàn)，研究其主要抗震性能指標(biāo)和破壞機(jī)理。結(jié)果表明剪切屈服型高強(qiáng)鋼組合K形偏心支撐鋼框架的抗震性能較好；Y形耗能梁段的屈服機(jī)制隨著側(cè)移增大逐漸由剪切型向剪-彎混合型轉(zhuǎn)變；Y形梁段不宜過(guò)長(zhǎng)，否則可能導(dǎo)致框架梁首先破壞；K形試件的破壞主要集中于耗能梁段，框架基本處于彈性狀態(tài)，有利于震后修復(fù)。 （2）在試驗(yàn)的基礎(chǔ)上，采用ANSYS軟件對(duì)影響試件抗震性能的參數(shù)進(jìn)行有限元分析，同時(shí)考慮材料非線性和幾何非線性。結(jié)果表明K形和Y形偏心支撐中框架和耗能梁段鋼材的名義屈服強(qiáng)度比值為1.3時(shí)，承載力提高，耗能能力不下降；該比值為2.0時(shí)，，極限承載力顯著提高，但耗能能力下降較多。 （3）對(duì)于K形偏心支撐，耗能梁段長(zhǎng)度對(duì)初始剛度、極限承載力和耗能能力影響較大；對(duì)于剪切屈服型，在耗能梁段相同、應(yīng)力比相近的條件下，高強(qiáng)鋼組合偏心支撐框架的抗震性能與Q345普通偏心支撐框架相當(dāng)，而用鋼量減少約14%。對(duì)于Y形偏心支撐，耗能梁段長(zhǎng)度對(duì)初始剛度和破壞模式影響較大，對(duì)極限承載力和耗能能力影響較��；對(duì)于剪切屈服型，同樣條件下，高強(qiáng)鋼組合偏心支撐框架的抗震性能與Q345普通偏心支撐框架相當(dāng)，而用鋼量減少約16%。 （4）采用耗能梁段替換法對(duì)剪切型高強(qiáng)鋼組合K形偏心支撐鋼框架進(jìn)行震后修復(fù)，循環(huán)加載試驗(yàn)研究表明，修復(fù)后試件的極限承載力與原試件基本相同，同位移時(shí)的耗能能力相當(dāng)。這種修復(fù)方法的工作量小，有利于震后快速恢復(fù)正常。 （5）根據(jù)試驗(yàn)曲線建立K形、Y形高強(qiáng)鋼組合偏心支撐框架的雙線性恢復(fù)力模型，模型與骨架曲線基本相符；采用剛塑性機(jī)構(gòu)法推導(dǎo)出K形、Y形試件的極限承載力公式，公式計(jì)算結(jié)果與試驗(yàn)和有限元的結(jié)果吻合較好，可配合恢復(fù)力模型使用。
[Abstract]:In the design of general eccentrically braced steel frame, it is necessary to enlarge the internal force of Liang Zhu to resist the strain hardening effect of energy dissipation beam section, which leads to the increase of steel content and the difficulty of joint connection. In order to solve this problem, according to the aseismic thought of "strong and weak relative", the high strength steel is introduced into the beam, column and energy consuming beam section of eccentrically braced steel frame, and the low yield point steel is used in the beam section of the eccentrically braced steel frame to form the high strength steel composite eccentrically braced steel frame. The purpose of this paper is to reduce the amount of steel used and improve the economic benefit under the premise of good seismic performance of the structure. In this paper, the seismic performance of this new structure is studied by model test, numerical simulation and theoretical analysis. The main contents are as follows: 1) four monotonic loading tests and four cyclic loading tests were carried out on K and Y plane specimens with 1 / 2 scale, and their main seismic performance indexes and failure mechanism were studied. The results show that the seismic behavior of shear yield steel composite K-shaped eccentrically braced steel frame is better. The yield mechanism of Y-shaped energy dissipation beam gradually changes from shear type to shear-bending type with the increase of lateral displacement. Otherwise, it may lead to the first failure of the frame beam and the damage of the K-shaped specimen is mainly concentrated in the energy dissipation beam section, and the frame is basically in an elastic state, which is beneficial to the post-earthquake repair. 2) on the basis of the experiment, the finite element analysis of the parameters affecting the seismic behavior of the specimen is carried out by using ANSYS software, and the material nonlinearity and geometric nonlinearity are considered at the same time. The results show that when the nominal yield strength ratio of K-shaped and Y-shaped eccentrically braced steel is 1.3, the bearing capacity increases, but the energy dissipation capacity does not decrease, and the ultimate bearing capacity increases significantly when the ratio is 2.0, but the energy dissipation capacity decreases significantly. For K eccentricity braces, the length of energy dissipation beam section has a great influence on initial stiffness, ultimate bearing capacity and energy dissipation capacity, and for shear yield type, under the condition of the same energy dissipation beam segment and similar stress ratio, The seismic behavior of high strength steel composite eccentrically braced frame is equivalent to that of Q345 general eccentric braced frame, while the steel content is reduced by about 14%. For Y-shaped eccentric braces, the length of energy-dissipation beam section has a great influence on initial stiffness and failure mode, but has little effect on ultimate bearing capacity and energy dissipation capacity, while for shear yield type, under the same conditions, The seismic behavior of high strength steel composite eccentrically braced frame is similar to that of Q345 general eccentric braced frame, but the steel content is reduced by about 16%. 4) the composite K-shaped eccentrically braced steel frame with shear type high strength steel is repaired by the replacement method of energy dissipation beam. The cyclic loading test results show that the ultimate bearing capacity of the repaired specimen is basically the same as that of the original specimen. The energy dissipation capacity is equal to that of displacement. The workload of this method is small, which is beneficial to the rapid recovery of normal after the earthquake. The bilinear restoring force model of K-shaped high-strength steel composite eccentrically braced frame is established according to the test curve, which is basically consistent with the skeleton curve, and the ultimate bearing capacity formula of K-shaped Y-shaped specimens is derived by using the rigid-plastic mechanism method. The results of the formula are in good agreement with the experimental and finite element results, and can be used with the restoring force model.
【學(xué)位授予單位】：西安建筑科技大學(xué)
【學(xué)位級(jí)別】：博士
【學(xué)位授予年份】：2014
【分類號(hào)】：TU391;TU352.1

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本文編號(hào)：1991255