本文選題：新型梁柱裝配式節(jié)點(diǎn)　切入點(diǎn)：有限元分析　出處：《青島理工大學(xué)》2013年碩士論文

【摘要】：隨著經(jīng)濟(jì)水平的提高，工程領(lǐng)域的交流擴(kuò)展，，鋼結(jié)構(gòu)逐漸發(fā)展成為主流結(jié)構(gòu)形式。而傳統(tǒng)的鋼結(jié)構(gòu)建筑的連接節(jié)點(diǎn)廣泛采用焊接形式，這種節(jié)點(diǎn)使構(gòu)件運(yùn)輸成本提高，且施工不便。而“裝配式鋼結(jié)構(gòu)建筑”為國家實(shí)現(xiàn)建筑節(jié)能提供了一個(gè)平臺。其先進(jìn)性表現(xiàn)在：構(gòu)配件生產(chǎn)工廠化、現(xiàn)場施工機(jī)械化、組織管理科學(xué)化，可以減少建筑垃圾，減少建筑施工對環(huán)境的不良影響，提聞建筑質(zhì)量，提聞節(jié)能產(chǎn)品在建筑中的集成程度，節(jié)約勞動力、縮短建造周期。 本文研究的一種新型梁柱裝配式節(jié)點(diǎn)，是符合預(yù)制裝配建造的結(jié)構(gòu)形式。該節(jié)點(diǎn)是通過在懸臂梁與框架梁的上下翼緣交互布置拼接板，并且預(yù)先在鋼結(jié)構(gòu)加工廠里通過焊縫完成兩側(cè)拼接板與梁的連接。在節(jié)點(diǎn)的現(xiàn)場安裝過程中，兩側(cè)已經(jīng)焊牢的拼接板充當(dāng)耳朵板作用，使安裝梁段快速就位。就位后，再用螺栓完成拼接板與另一側(cè)梁上下翼緣的連接，以及腹板的拼接，完成了梁柱剛性節(jié)點(diǎn)的安裝。該新型裝配式梁柱剛性節(jié)點(diǎn)結(jié)構(gòu)合理、傳力明確、現(xiàn)場安裝過程快速就位、無焊接、施工效率高，安全性好，既可提高安裝效率，又避免了現(xiàn)場焊接引起火災(zāi)的風(fēng)險(xiǎn)。同時(shí)，該種節(jié)點(diǎn)在施工現(xiàn)場全部采用螺栓拼裝，這給施工現(xiàn)場條件惡劣不方便施焊的工地，帶來極大的方便。 本文在參考國內(nèi)外文獻(xiàn)的基礎(chǔ)上，設(shè)計(jì)了新型梁柱裝配式節(jié)點(diǎn)基本試件，通過改變蓋板的螺栓數(shù)目、蓋板長度、寬度及厚度、蓋板橫截面面積、懸臂梁段長度、高強(qiáng)螺栓預(yù)拉力和摩擦系數(shù)8個(gè)參數(shù)分別設(shè)計(jì)了DM、GBL、GBW、GBT、GA、XBL、BP和FC八組試件，利用有限元軟件ABAQUS，考慮材料、幾何和接觸狀態(tài)三種非線性對八組試件進(jìn)行低周循環(huán)加載下的數(shù)值模擬。研究了節(jié)點(diǎn)的破壞形態(tài)、滯回性能、承載力等。有限元分析結(jié)果表明：由等強(qiáng)設(shè)計(jì)法設(shè)計(jì)的基本試件的延性和耗能能力較好，在此基礎(chǔ)上改變螺栓數(shù)目、蓋板長度、寬度及厚度、蓋板橫截面面積、懸臂梁段長度對節(jié)點(diǎn)的極限承載力和延性有一定的影響。減少螺栓數(shù)目后的節(jié)點(diǎn)極限承載力下降不大，而且還可以利用拼接區(qū)的螺栓滑移、拼接連接板的塑性變形來耗散能量；而增加螺栓數(shù)目會使節(jié)點(diǎn)的延性和極限承載力提高，但提高的幅度不大。蓋板寬度及厚度對節(jié)點(diǎn)的滯回性能有一定影響，建議設(shè)計(jì)中應(yīng)使蓋板的橫截面積大于梁翼緣橫截面積，其比值宜控制在1.25?1.50之間，且蓋板厚度不應(yīng)小于梁翼緣厚度。懸臂梁段長度是影響節(jié)點(diǎn)滯回性能的重要因素，經(jīng)過以上對比分析知懸臂梁段長度宜取1.1?1.5倍梁高范圍。改變高強(qiáng)螺栓預(yù)拉力和摩擦系數(shù)對節(jié)點(diǎn)在彈塑性階段的受力基本無影響。 本文還研究了鋼框架新型梁柱裝配式節(jié)點(diǎn)在彈性和塑性狀態(tài)下的應(yīng)力分布規(guī)律，亦將其受力性能和變形能力與普通無拼接節(jié)點(diǎn)進(jìn)行對比。結(jié)果表明：在彈性階段，由于高強(qiáng)螺栓預(yù)緊力的作用，連接板件與梁翼緣整體共同受力，相當(dāng)增大截面的慣性矩，其彈性極限承載力略高于無拼接節(jié)點(diǎn)；在塑性階段，高強(qiáng)螺栓摩擦型連接轉(zhuǎn)化為承壓型連接，連接板件間發(fā)生相對滑移，消耗了部分能量，其轉(zhuǎn)動能力高于無拼接節(jié)點(diǎn)。
[Abstract]:With the improvement of economic level, engineering extension, steel structure gradually become the mainstream form. And the connection of steel structure building is widely used in traditional welding form, the node of high intransportation costs, and construction inconvenience. "Prefabricated steel buildings" provides a platform for countries to achieve building energy-saving. Its advanced features: fittings factory production, site construction mechanization, scientific management, can reduce construction waste, reduce the adverse impact of construction on the environment, provided it construction quality, provided the degree of integration, the smell of energy-saving products in the construction of saving labor, shorten the construction period.
This paper studies a new type of beam column assembly node, is in line with the prefabricated structure construction. The node is through the bottom flange of the cantilever beam and frame beam on the interactive layout of splice plate, and advance in the steel structure processing factory to complete the connection through the weld on both sides of the splice plates and beams. Installed in the node the scene in the process of welding splice plate has been on both sides of the act the role of ear plates make the quick installation of beam segment in place. In place, complete with the bolt splicing plate and the other side of the beam flange connection, and web splicing, completed the beam column node installation. The new assembly type beam column node structure reasonable force, fast installation process in place, no welding, high construction efficiency, good safety, can improve the installation efficiency, and avoid the risk of fire caused by spot welding. At the same time, the nodes are collected in the construction site Bolt assembly, which brings great convenience to the construction site with bad conditions and inconvenient welding.
Based on the reference of domestic and foreign literature, design a new type of beam column assembly type joint basic specimen, by the number of bolts change cover plate length, width and thickness of the cover plate, the cross-sectional area, cantilever length, high strength bolts pretension and friction coefficient of 8 parameters were designed for DM, GBL. GBW, GBT, GA, XBL, BP and FC eight groups of specimens, using the finite element software ABAQUS, considering the material, geometry and contact conditions of three kinds of nonlinear of eight groups of specimens to simulate the cyclic loading. The failure pattern of the joint research, hysteretic behavior, bearing capacity is limited. Element analysis results show that the ductility and energy dissipation strength design method of the basic specimen is better, the bolt number based on the cover, change the length, width and thickness of the cover plate, the cross-sectional area, have a certain impact load capacity and ductility of cantilever beam length limit of joint bearing. Reduce the node number of bolts after the limit bearing capacity drops slightly, but also can use the bolt slip splice region, plastic deformation energy dissipation splicing connection plate increases; the bolt number will make the node ductility and ultimate bearing capacity is increased but increased slightly. The cover plate width and thickness on the hysteretic the performance has a certain influence, should make the cross-sectional area of the cover plate is larger than the cross-sectional area of the beam flange design, the ratio should be controlled at 1.25? 1.50, and the cover plate thickness should not be less than the beam flange thickness. The cantilever length is an important factor affecting the hysteretic behavior of the connection, after the above contrast analysis of cantilever beam the length should be 1.1? 1.5 times of the beam height. Influence of high-strength bolts pretension and friction coefficient on the nodes in the elastic-plastic stress free.
This paper also studies the stress distribution of the steel frame beam column assembly type joint in elastic and plastic state, also the mechanical properties and deformation ability and common joint were compared. The results showed that: in the elastic stage, because of high strength bolt pre tightening force, connecting plate and beam the flange of the overall joint force, moment of inertia is increasing section, slightly higher than the non joint bearing capacity of the elastic limit; in the plastic stage, the connection of friction type high strength bolt connection into the bearing type, slip plates connected, a part of the energy consumption, the rotation capacity higher than that without joint.

【學(xué)位授予單位】：青島理工大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2013
【分類號】：TU352.11;TU391

【參考文獻(xiàn)】

相關(guān)期刊論文 前10條

1 劉坤;王士奇;王玉華;;鋼結(jié)構(gòu)梁柱栓焊混合連接節(jié)點(diǎn)的設(shè)計(jì)方法[J];鋼結(jié)構(gòu);2008年07期

2 陳炯;;論抗震鋼框架梁柱剛性連接的極限受彎承載力設(shè)計(jì)[J];鋼結(jié)構(gòu);2008年11期

3 李啟才,顧強(qiáng),蘇明周,陳愛國;帶懸臂梁段拼接的梁柱連接節(jié)點(diǎn)試驗(yàn)分析[J];工業(yè)建筑;2004年06期

4 李啟才,陳紹蕃,王萬禎;鋼梁螺栓拼接設(shè)計(jì)方法的分析與建議[J];建筑結(jié)構(gòu);2002年02期

5 楊強(qiáng)躍,鄭悅;鋼框架梁柱節(jié)點(diǎn)連接方式的介紹與分析[J];建筑結(jié)構(gòu);2004年06期

6 李啟才,蘇明周,顧強(qiáng),陳愛國;帶懸臂梁段拼接的梁柱連接循環(huán)荷載試驗(yàn)研究[J];建筑結(jié)構(gòu)學(xué)報(bào);2003年04期

7 常鴻飛,夏軍武,吳渭,王迪,沈杰;鋼框架樹狀柱節(jié)點(diǎn)整體設(shè)計(jì)研究[J];建筑鋼結(jié)構(gòu)進(jìn)展;2005年03期

8 梁厚雙;;裝配式建筑的發(fā)展及優(yōu)勢[J];磚瓦世界;2011年09期

9 趙光明,宋順成,楊顯杰;基于增量本構(gòu)關(guān)系彈塑性分析的無網(wǎng)格伽遼金法[J];中國礦業(yè)大學(xué)學(xué)報(bào);2005年04期

10 夏軍武;常鴻飛;;鋼框架柱帶懸臂梁段拼接節(jié)點(diǎn)的彈塑性分析[J];中國礦業(yè)大學(xué)學(xué)報(bào);2006年05期

本文編號：1667076