屈曲約束支撐―混凝土框架結(jié)構(gòu)新型連接節(jié)點(diǎn)研究_圖文

1、 同濟(jì)大學(xué)建筑工程系 屈曲約束支撐混凝土框架結(jié)構(gòu)屈曲約束支撐混凝土框架結(jié)構(gòu)新型連接節(jié)點(diǎn)研究 李國強(qiáng)教授 王彥博博士 Research Group for Multi-Storey and Tall Steel Buildingsand Fire-resistance of Steel Structures主題研究背景現(xiàn)有的鋼支撐-混凝土框架連接節(jié)點(diǎn)形式存在的問題及提出的解決方法數(shù)值分析承載力梁、柱節(jié)點(diǎn)梁上節(jié)點(diǎn)設(shè)計(jì)方法探討節(jié)點(diǎn)板剛度對消能器部件的影響試驗(yàn)研究(方案階段 總結(jié)與展望 Research Group for Multi-Storey and Tall Steel Buildings T

2、ongji University支撐承載力小于150噸時(shí),常采用預(yù)埋錨筋節(jié)點(diǎn) 梁上錨固節(jié)點(diǎn)梁、柱錨固節(jié)點(diǎn) Research Group for Multi-Storey and Tall Steel Buildings Tongji University梁、柱包鋼節(jié)點(diǎn)Research Group for Multi-Storey and Tall Steel Buildings梁、柱預(yù)埋鋼骨節(jié)點(diǎn)Research Group for Multi-Storey and Tall Steel Buildings-各類節(jié)點(diǎn)對比研究背景各類節(jié)點(diǎn)對存在的問題承載力常用節(jié)點(diǎn)類型優(yōu)點(diǎn)缺點(diǎn)<150技術(shù)成熟

3、經(jīng)濟(jì)性好噸預(yù)埋錨筋節(jié)點(diǎn)施工方便不影響外觀承載力小 >150施工方便不夠經(jīng)濟(jì)噸<500噸外包鋼板節(jié)點(diǎn)承載力較大影響外觀>500噸預(yù)埋鋼骨鋼混凝土節(jié)點(diǎn)承載力大不影響外觀經(jīng)濟(jì)性差施工較麻煩 Research Group for Multi-Storey and Tall Steel Buildings Tongji University 方便施穿箍筋定位澆筑方便施工:穿箍筋、定位、澆筑經(jīng)濟(jì)性好、對外觀影響小梁上節(jié)點(diǎn)梁、柱節(jié)點(diǎn)Research Group for Multi-Storey and Tall Steel Buildings數(shù)值分析幾何模型z為研究該類預(yù)埋件節(jié)點(diǎn)的受力特性

4、、節(jié)點(diǎn)域剛度,采用通用有限元軟件ABAUS建立了數(shù)值模型。z混凝土柱截面尺寸為560X560,混凝土梁截面尺寸為300X560。節(jié)點(diǎn)板厚度為30mm,兩側(cè)的加勁肋為厚度為10的鋼板。腹板開孔型鋼尺寸為 H600X300X16X20。栓釘直徑為16mm。 Research Group for Multi-Storey and Tall Steel Buildings Tongji University數(shù)值分析網(wǎng)格劃分采用C3D8R單元 Research Group for Multi-Storey and Tall Steel Buildings Tongji University數(shù)值分析材料本

5、構(gòu)700鋼材400500600(M P a 100200300應(yīng)力000.050.10.150.20.250.3應(yīng)變鋼材采用Q345,實(shí)際屈服強(qiáng)度381MPa,抗拉強(qiáng)度509MPa ,彈性模量212GPa。鋼材的應(yīng)力應(yīng)變關(guān)系曲線采用試驗(yàn)彈模材應(yīng)力應(yīng)變關(guān)系曲線采用試驗(yàn)測試結(jié)果,并轉(zhuǎn)換為真實(shí)應(yīng)力-應(yīng)變關(guān)系。 (1nom nom =+ln(1 nom =+True strain: True stress:Research Group for Multi-Storey and Tall Steel Buildings Tongji University 數(shù)值分析材料本構(gòu)混凝土受壓混凝土受拉250030

6、.00 35.00 40.00 45.00 P a 2.503.00 3.50 P a 0005.00 10.00 15.00 20.00 25.00 應(yīng)力(M 0000.50 1.00 1.50 2.00 應(yīng)力(M 混凝土采用C40抗壓強(qiáng)度40MPa 抗拉強(qiáng)度3MPa 彈性模量325GPa 0.000.0050.010.015應(yīng)變0.000.00020.00040.00060.00080.001應(yīng)變 z 混凝土采用C40,抗壓強(qiáng)度40MPa,抗拉強(qiáng)度3MPa,彈性模量32.5GPa?；炷羻屋S受壓與受拉本構(gòu)關(guān)系根據(jù)混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范GB50010-2012附錄C規(guī)定取值。z 混凝土材料模型使

7、用Abaqus 材料庫中提供的Concrete Damaged Plasticity,膨脹角取36°,流動(dòng)勢偏心參數(shù)取默認(rèn)值0.1,混凝土雙Research Group for Multi-Storey and Tall Steel Buildings Tongji University向受壓強(qiáng)度提高系數(shù)取為1.16,表征混凝土破壞面的參數(shù)kc取為0.67。 梁、柱節(jié)點(diǎn)約束嵌入混凝土Tie約束接觸 Research Group for Multi-Storey and Tall Steel BuildingsTongji University 梁上節(jié)點(diǎn)嵌入混凝土 接觸 Researc

8、h Group for Multi-Storey and Tall Steel Buildings Tongji University位移加載,顯式分析 固接 固接 Research Group for Multi-Storey and Tall Steel Buildings Tongji University固接固接 位移加載,顯式分析位移加載,顯式分析 Research Group for Multi-Storey and Tall Steel Buildings Tongji University數(shù)值分析結(jié)果承載力 Research Group for Multi-Storey and

9、 Tall Steel Buildings Tongji University梁、柱節(jié)點(diǎn) 荷載達(dá)到0時(shí)荷載達(dá)到470kN時(shí) Research Group for Multi-Storey and Tall Steel Buildings Tongji University梁、柱節(jié)點(diǎn) 荷載達(dá)到999kN時(shí)荷載達(dá)到1126.8kN時(shí) Research Group for Multi-Storey and Tall Steel Buildings Tongji University梁、柱節(jié)點(diǎn)荷載達(dá)到1340.6kN時(shí) Research Group for Multi-Storey and Tall

10、Steel Buildings Tongji University梁、柱節(jié)點(diǎn) 荷載達(dá)到1340.6kN時(shí)荷載達(dá)到1448kN時(shí) Research Group for Multi-Storey and Tall Steel Buildings Tongji University梁、柱節(jié)點(diǎn) 荷載達(dá)到16669kN時(shí)17954kN延性較好 Research Group for Multi-Storey and Tall Steel BuildingsTongji University 梁、柱節(jié)點(diǎn)承載力 屈服承載力,1105.3kN極限承載力,1340.6kN Research Group for M

11、ulti-Storey and Tall Steel Buildings Tongji University數(shù)值分析結(jié)果變形狀態(tài)梁、柱節(jié)點(diǎn) z 從左圖中可以看出,H型鋼預(yù)埋件腹板近節(jié)點(diǎn)板端拉剪變形顯著;z 從右圖中可以看出,H型鋼近節(jié)點(diǎn)板翼緣的中部與混凝土脫開,兩邊與混凝土接觸;H型鋼遠(yuǎn)節(jié)點(diǎn)板翼緣的中部向受拉方向突起Research Group for Multi-Storey and Tall Steel BuildingsTongji University 變形。 梁上節(jié)點(diǎn) 荷載達(dá)到532kN時(shí) Research Group for Multi-Storey and Tall Steel

12、Buildings Tongji University梁上節(jié)點(diǎn) 荷載達(dá)到962.2kN時(shí)荷載達(dá)到1228kN時(shí)荷載達(dá)到9622kN時(shí) Research Group for Multi-Storey and Tall Steel Buildings Tongji University梁上節(jié)點(diǎn) 延性較好荷載達(dá)到1430kN時(shí)荷載達(dá)到1922kN時(shí) Research Group for Multi-Storey and Tall Steel BuildingsTongji University梁上節(jié)點(diǎn)承載力 屈服承載力,962.2kN極限承載力1430kN 屈服承載力9622kN Research

13、Group for Multi-Storey and Tall Steel Buildings Tongji University數(shù)值分析結(jié)果變形狀態(tài)梁、柱節(jié)點(diǎn) z 從左圖中可以看出,H型鋼近節(jié)點(diǎn)板翼緣受拉邊緣與混凝土脫開,受壓段與混凝土接觸;H型鋼遠(yuǎn)節(jié)點(diǎn)板翼緣的中部向受拉方向受壓段與凝接觸;節(jié)點(diǎn)板翼緣部向受拉方向突起變形。 Research Group for Multi-Storey and Tall Steel BuildingsTongji University z 從右圖可以看出,H型鋼預(yù)埋件腹板近節(jié)點(diǎn)板端拉剪變形顯著。 Research Group for Multi-Storey

14、 and Tall Steel Buildings Tongji University數(shù)值分析結(jié)果設(shè)計(jì)公式根據(jù)AISC-LRFD中“均力法”的設(shè)計(jì)原理,可以計(jì)算出節(jié)點(diǎn)板與柱連接產(chǎn)生的水平力H uc與豎向力V uc,節(jié)點(diǎn)板與梁連接產(chǎn)生的水平力H ub與豎向力V ub節(jié)點(diǎn)板與梁連接產(chǎn)生的水平力。 Research Group for Multi-Storey and Tall Steel Buildings Tongji University數(shù)值分析結(jié)果設(shè)計(jì)公式 參數(shù)分析,擬合 Research Group for Multi-Storey and Tall Steel Buildings Ton

15、gji University數(shù)值分析剛度對屈曲約束支撐剛度的影響 水平力按照側(cè)移剛度分配 Research Group for Multi-Storey and Tall Steel Buildings Tongji University數(shù)值分析結(jié)果剛度 Research Group for Multi-Storey and Tall Steel Buildings Tongji University 節(jié)點(diǎn)板混凝土臂節(jié)點(diǎn)整體剛度計(jì)算對應(yīng)屈服承載力時(shí)狀態(tài)支撐角度N/mmN/mm N/mm 對比30°3.68E+06 2.22E+06 1.39E+0630°3.88E+06 2

16、.67E+06 1.58E+0635°1.22E+072.69E+06 2.21E+0640°5.68E+06 2.36E+06 1.67E+0645°9.05E+06 2.28E+06 1.82E+06Research Group for Multi-Storey and Tall Steel BuildingsTongji University剛度計(jì)算對應(yīng)屈服承載力時(shí)狀態(tài)角度節(jié)點(diǎn)板混凝土臂節(jié)點(diǎn)整體N/mm N/mm N/mm45-整體9.93E+06 2.77E+06 2.17E+0640-整體8.79E+06 3.11E+06 2.30E+06 35-整體7

17、.85E+06 2.93E+06 2.14E+0635-分離 5.39E+06 2.56E+06 1.74E+06 30-分離 6.68E+06 2.75E+06 1.95E+06 Research Group for Multi-Storey and Tall Steel Buildings Tongji University數(shù)值分析 剛度 對屈曲約束支撐剛度的影響 水平力按照側(cè)移剛度分配 Tongji University Research Group for Multi-Storey and Tall Steel Buildings and Fire-resistance of Stee

18、l Structures 試驗(yàn)研究 驗(yàn)證數(shù)值模型-方案階段 梁上節(jié)點(diǎn) Tongji University 梁、柱節(jié)點(diǎn) Research Group for Multi-Storey and Tall Steel Buildings and Fire-resistance of Steel Structures 總結(jié)與展望 腹板開孔H型鋼預(yù)埋件的整體受力性能優(yōu)于錨固式預(yù)埋件 節(jié)點(diǎn)，通過改變H型鋼預(yù)埋件的長度、厚度與開孔寬度， 該類型連接的承載力可達(dá)1500kN5000kN。 對于150噸500噸位的支撐與混凝土連接，還采用外包鋼 板與預(yù)埋鋼骨兩種方式。外包鋼板的連接形式通常用于即 有混凝土結(jié)構(gòu)的加固，用鋼量相對較大；而預(yù)埋鋼骨的連 接形式則會(huì)造成梁、柱箍筋施工的不便。 腹板開孔H型鋼預(yù)埋件的連接方式與這兩者相比，既保證 了經(jīng)濟(jì)性 了經(jīng)濟(jì)性，又為施工提供了方便，在150噸500噸位的連 為施 提供了方便 在