单层网壳结构极限承载力分析及天津大剧院吊挂层钢棒应力监测
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摘要
抚顺规划馆沙盘展示厅采用单层网壳结构。单层网壳结构设计计算分析中通常整体稳定起控制作用,因此有必要对单层网壳结构进行极限承载力分析;骨架杆件连接节点以及支座节点采用铸钢节点,需分析铸钢节点的受力性能。论文采用有限元软件ANSYS和ABAQUS,对单层网壳结构模态、屈曲特征值、结构弹性极限承载力和弹塑性极限承载力以及铸钢节点受力性能进行了设计计算分析。结果表明,单层网壳结构极限承载力满足《空间网格结构技术规程》( JGJ7-2010)设计要求,铸钢节点受力性能满足《铸钢节点应用技术规程》( CECS235:2008)设计要求。
天津大剧院工程,结构形式复杂,包括屋盖钢结构桁架、吊挂楼层和钢筋混凝土剪力墙等。15.9m、20.9m标高处楼层通过高强钢棒吊挂于屋盖钢结构桁架下弦,钢棒为传力关键构件。在施工临时支撑架卸载以及屋面、吊挂楼层混凝土浇筑过程中,监测钢棒的应力变化,以保证施工阶段结构的安全性。论文采用有限元软件ANSYS建立天津大剧院工程结构计算模型,模拟临时支撑架卸载以及混凝土浇筑过程,根据模拟结果确定应力变化较大的钢棒作为监测钢棒,布置传感器,针对不同施工工况采集监测数据,为保证工程安全施工提供依据。
The sand table showroom of Fushun planning exhibition hall uses single layer latticed shell. The overall stability takes the control of the dominant role in the analysis of single layer latticed shell calculation, it is necessary to carry out the ultimate bearing capacity analysis. The steel casting between the components is used in the project. The paper includes in the bearing capacity of steel casting. In this paper, it uses finite element program ANSYS and ABAQUS. The processes are drawn as follows: the modal analysis, the eigenvalue buckling analysis, the elastic ultimate bearing capacity analysis, the elastic-plastic ultimate bearing capacity analysis, the bearing capacity of steel casting analysis. Based on analyses, some main conclusions are drawn as follows. The results of ultimate bearing capacity analysis meet the design requirements of《Technical Specification for Space Frame Structure》( JGJ7-2010). The results of bearing capacity of steel casting in elastic analysis meet the design requirements of《Technical Specification for Application of Connections of Structural Steel Casting》( CECS235:2008).
Tianjin Grand Theatre project, the complex structure, includes the steel roof truss, hanging layer and reinforced concrete shear walls etc. Steel bars of hanging layer are critical component for the force transmission. The floors of 15.9m and 20.9m hang in the steel roof truss bottom chords through the high-strength steel bars. In the process of concrete pouring roof and hanging layer and temporary support frame unloaded, to monitor the stress change of steel bars are very significant which could ensure the structural safety of the construction phase. In the paper, it uses finite element program ANSYS to establish the model of Tianjin Grand Theatre to simulate the concrete pouring process and temporary support frame unloaded. Identify significant changes in stress of steel bars as measuring point. The sensors arrangement for monitoring date collected in different conditions are in order to provide a basis to ensure construction safety.
天津大剧院工程,结构形式复杂,包括屋盖钢结构桁架、吊挂楼层和钢筋混凝土剪力墙等。15.9m、20.9m标高处楼层通过高强钢棒吊挂于屋盖钢结构桁架下弦,钢棒为传力关键构件。在施工临时支撑架卸载以及屋面、吊挂楼层混凝土浇筑过程中,监测钢棒的应力变化,以保证施工阶段结构的安全性。论文采用有限元软件ANSYS建立天津大剧院工程结构计算模型,模拟临时支撑架卸载以及混凝土浇筑过程,根据模拟结果确定应力变化较大的钢棒作为监测钢棒,布置传感器,针对不同施工工况采集监测数据,为保证工程安全施工提供依据。
The sand table showroom of Fushun planning exhibition hall uses single layer latticed shell. The overall stability takes the control of the dominant role in the analysis of single layer latticed shell calculation, it is necessary to carry out the ultimate bearing capacity analysis. The steel casting between the components is used in the project. The paper includes in the bearing capacity of steel casting. In this paper, it uses finite element program ANSYS and ABAQUS. The processes are drawn as follows: the modal analysis, the eigenvalue buckling analysis, the elastic ultimate bearing capacity analysis, the elastic-plastic ultimate bearing capacity analysis, the bearing capacity of steel casting analysis. Based on analyses, some main conclusions are drawn as follows. The results of ultimate bearing capacity analysis meet the design requirements of《Technical Specification for Space Frame Structure》( JGJ7-2010). The results of bearing capacity of steel casting in elastic analysis meet the design requirements of《Technical Specification for Application of Connections of Structural Steel Casting》( CECS235:2008).
Tianjin Grand Theatre project, the complex structure, includes the steel roof truss, hanging layer and reinforced concrete shear walls etc. Steel bars of hanging layer are critical component for the force transmission. The floors of 15.9m and 20.9m hang in the steel roof truss bottom chords through the high-strength steel bars. In the process of concrete pouring roof and hanging layer and temporary support frame unloaded, to monitor the stress change of steel bars are very significant which could ensure the structural safety of the construction phase. In the paper, it uses finite element program ANSYS to establish the model of Tianjin Grand Theatre to simulate the concrete pouring process and temporary support frame unloaded. Identify significant changes in stress of steel bars as measuring point. The sensors arrangement for monitoring date collected in different conditions are in order to provide a basis to ensure construction safety.
引文
[1]董石麟,姚谏.网壳结构的未来与展望.空间结构,1994,1(1):3~10.
[2]王国安,高俊超,冯平等.大梅沙酒店大堂网壳结构稳定性分析.建筑结构,2008,24(3):1~8.
[3]赵阳,陈贤川,董石麟.大跨椭球面圆形钢拱结构的强度及稳定性分析.土木工程学报,2008,35(5):15~23.
[4]王振华,袁行飞,董石麟.大跨度椭球屋盖结构风压分布的风洞试验和数值模拟.浙江大学学报,2007,41(1):1462~1466.
[5]赵宪忠,沈祖炎,陈以一等.上海东方明珠国际会议中心单层球网壳整体模型试验研究.建筑结构学报,2000,21(3):16~22.
[6]杨威,霍文营,张仕通.某招商中心单层球面网壳的设计分析.建筑结构,2008,38(12) :56~58.
[7] JGJ7-2010,空间网格结构技术规程.北京:中国建筑工业出版社,2010.
[8]董石麟.我国大跨度空间结构的发展与展望.空间结构,2000,6(2):3~15.
[9]蓝天.空间钢结构的应用与发展.建筑结构学报,2001,22(4):2~8.
[10]董石麟,姚谏.中国网壳结构的发展与应用.第六届空间结构学术会议论文集,广州:中国土木工程学会,1992,9~22.
[11]蔡建国,冯健,顾洪波等.大型铸钢节点的工程应用和分析.钢结构,2008,23(4):13~17.
[12]罗旭斌,马军.铸钢支座节点极限承载力的非线性有限元分析.空间结构,2006,12(3):56~60.
[13]赵宪忠,沈祖炎,陈以一.建筑用铸钢节点设计的若干关键问题.结构工程师,2009,25(4):11~18.
[14]林彦,刘锡良.铸钢节点在大跨度空间结构中的应用.第三届全国现代结构工程学术研讨会论文集,工业建筑(增刊),2003,632~640.
[15] H. Schober. Cast steel joints for tubular structures, In: Jaurrieta MA, Alonso A,Chica JA, eds. Tubular Structure X, Madrid: Balkema, 2003:143~152.
[16]任伟平,卫星.空间钢网壳大型铸钢节点结构实体试验研究.四川建筑,2004,24(3):72~73.
[17]刘锡良,林彦.铸钢节点的工程应用与研究.建筑钢结构进展,2004,6(1):12~19.
[18]陈以一,陈扬骥,詹琛等.圆钢管空间相贯节点的实验研究.土木工程学报,2003,36(8):24~30.
[19] CECS235:2008,铸钢节点应用技术规程.北京:中国计划出版社,2008.
[20]李宏男.结构健康监测.大连:大连理工大学出版社,2005,1~15.
[21] Housner G.W.. Structural control: past, present, and future. Journal of Engineering Mechanics, 1997, 123(9): 897~971.
[22] SOHN H, FARRAR C R, HEMEZ F, et al. A Review of Structural Health Monitoring Literature: 1996-2001, Los Alamos National Laboratory Report, LA-13976-MS, 2003.
[23] AKTAN A E, TSIKOS C J, CATBAS F N, et al. Challenges and Opportunities in Bridge, Smart Structure Health Monitoring. Structural Health Monitoring 2000, 1999, 461~473.
[24] MATSUZAKI YUJI. Smart Structures Research in Japan, Review Article. Smart Materials and Structures, 1997, 6(4): 1~10.
[25] ABE M, FUJINO Y, KAJIMURA T, et al. Monitoring of a Long Span Suspension Bridge by Ambient Vibration Measurement. Structure Health Monitoring 2000, 1999, 400~407.
[26]刘小会.先进光纤传感器及其在材料结构性能测试中的应用:[硕士学位论文],南京;南京航空航天大学,2006.
[27]卢家森,黄明鑫.国家体育场卸载过程支撑塔架的应力监测.结构工程师,2010,26(2):156~161.
[28]孙旭光.网壳结构滑移法施工全过程分析及监测:[硕士学位论文],杭州;浙江大学,2005.
[29]张慎伟.大型钢结构施工过程计算理论与监测技术:[博士学位论文],上海;同济大学,2007.
[30]王祥明,彭明祥,王翠坤等. CCTV主楼双塔间大悬臂施工过程专项监测.建筑科学,2009,25(11):82~85.
[31]张琨,戴立先,王磊等. CCTV主楼施工过程关键构件应力监测.建筑科学,2009,25(11):85~90.
[32]彭明祥,刘军进,王翠坤等. CCTV主楼施工过程关键点位的变形监测技术.建筑科学,2009,25(11):91~94.
[33] GB50009-2001,建筑结构荷载规范(2006版).北京:中国建筑工业出版社,2006.
[34] GB50011-2010,建筑抗震设计规范.北京:中国建筑工业出版社,2010.
[35]潘斌.钢结构单层网壳设计:[硕士学位论文],上海;同济大学,2009.
[36]沈世钊,陈昕.网壳结构稳定性.北京:科学出版社,1999,1~10.
[37]唐小云.弦支筒壳结构体系静力及动力性能分析:[硕士学位论文],天津;天津大学,2009.
[38]缪六华.大型索杆混合体系结构优化及稳定承载力分析:[硕士学位论文],上海;同济大学,2008.
[39]陈志华,刘红波,周婷等.空间钢结构APDL参数化计算与分析.北京:中国水利水电出版社,2009,68~70.
[40]王新敏. ANSYS工程结构数值分析.北京:人民交通出版社,2007,12~13.
[41]程文瀼,王铁成,颜德姮等.混凝土结构(上册).北京:中国建筑工业出版社,2005,24~26.
[42]石亦平,周玉蓉. ABAQUS有限元分析实例详解.北京:机械工业出版社,2007,2~7.
[43]曹金凤,石亦平. ABAQUS有限元分析常见问题解答.北京:机械工业出版社,2009,219~233.
[44]庄茁,由小川,廖剑晖等.基于ABAQUS的有限元分析和应用.北京:清华大学出版社,2010,170~188.
[45]陆新征,叶列平,缪志伟等.建筑抗震弹塑性分析——原理、模型与在ABAQUS,MSC.MARC和SAP2000上的实践.北京:中国建筑工业出版社,2009,130~141.
[46]毕继红.工程弹塑性力学.天津:天津大学出版社,2005,37~59.
[47]李俊生.空客A320总装线机库厂房主桁架上弦节点受力性能有限元分析与模型试验:[硕士学位论文],天津;天津大学,2009.
[48] GB50017-2003,钢结构设计规范.北京:中国建筑工业出版社,2003.
[49]袁慎芳.结构健康监控.北京:国防工业出版社,2007,6~11.
[2]王国安,高俊超,冯平等.大梅沙酒店大堂网壳结构稳定性分析.建筑结构,2008,24(3):1~8.
[3]赵阳,陈贤川,董石麟.大跨椭球面圆形钢拱结构的强度及稳定性分析.土木工程学报,2008,35(5):15~23.
[4]王振华,袁行飞,董石麟.大跨度椭球屋盖结构风压分布的风洞试验和数值模拟.浙江大学学报,2007,41(1):1462~1466.
[5]赵宪忠,沈祖炎,陈以一等.上海东方明珠国际会议中心单层球网壳整体模型试验研究.建筑结构学报,2000,21(3):16~22.
[6]杨威,霍文营,张仕通.某招商中心单层球面网壳的设计分析.建筑结构,2008,38(12) :56~58.
[7] JGJ7-2010,空间网格结构技术规程.北京:中国建筑工业出版社,2010.
[8]董石麟.我国大跨度空间结构的发展与展望.空间结构,2000,6(2):3~15.
[9]蓝天.空间钢结构的应用与发展.建筑结构学报,2001,22(4):2~8.
[10]董石麟,姚谏.中国网壳结构的发展与应用.第六届空间结构学术会议论文集,广州:中国土木工程学会,1992,9~22.
[11]蔡建国,冯健,顾洪波等.大型铸钢节点的工程应用和分析.钢结构,2008,23(4):13~17.
[12]罗旭斌,马军.铸钢支座节点极限承载力的非线性有限元分析.空间结构,2006,12(3):56~60.
[13]赵宪忠,沈祖炎,陈以一.建筑用铸钢节点设计的若干关键问题.结构工程师,2009,25(4):11~18.
[14]林彦,刘锡良.铸钢节点在大跨度空间结构中的应用.第三届全国现代结构工程学术研讨会论文集,工业建筑(增刊),2003,632~640.
[15] H. Schober. Cast steel joints for tubular structures, In: Jaurrieta MA, Alonso A,Chica JA, eds. Tubular Structure X, Madrid: Balkema, 2003:143~152.
[16]任伟平,卫星.空间钢网壳大型铸钢节点结构实体试验研究.四川建筑,2004,24(3):72~73.
[17]刘锡良,林彦.铸钢节点的工程应用与研究.建筑钢结构进展,2004,6(1):12~19.
[18]陈以一,陈扬骥,詹琛等.圆钢管空间相贯节点的实验研究.土木工程学报,2003,36(8):24~30.
[19] CECS235:2008,铸钢节点应用技术规程.北京:中国计划出版社,2008.
[20]李宏男.结构健康监测.大连:大连理工大学出版社,2005,1~15.
[21] Housner G.W.. Structural control: past, present, and future. Journal of Engineering Mechanics, 1997, 123(9): 897~971.
[22] SOHN H, FARRAR C R, HEMEZ F, et al. A Review of Structural Health Monitoring Literature: 1996-2001, Los Alamos National Laboratory Report, LA-13976-MS, 2003.
[23] AKTAN A E, TSIKOS C J, CATBAS F N, et al. Challenges and Opportunities in Bridge, Smart Structure Health Monitoring. Structural Health Monitoring 2000, 1999, 461~473.
[24] MATSUZAKI YUJI. Smart Structures Research in Japan, Review Article. Smart Materials and Structures, 1997, 6(4): 1~10.
[25] ABE M, FUJINO Y, KAJIMURA T, et al. Monitoring of a Long Span Suspension Bridge by Ambient Vibration Measurement. Structure Health Monitoring 2000, 1999, 400~407.
[26]刘小会.先进光纤传感器及其在材料结构性能测试中的应用:[硕士学位论文],南京;南京航空航天大学,2006.
[27]卢家森,黄明鑫.国家体育场卸载过程支撑塔架的应力监测.结构工程师,2010,26(2):156~161.
[28]孙旭光.网壳结构滑移法施工全过程分析及监测:[硕士学位论文],杭州;浙江大学,2005.
[29]张慎伟.大型钢结构施工过程计算理论与监测技术:[博士学位论文],上海;同济大学,2007.
[30]王祥明,彭明祥,王翠坤等. CCTV主楼双塔间大悬臂施工过程专项监测.建筑科学,2009,25(11):82~85.
[31]张琨,戴立先,王磊等. CCTV主楼施工过程关键构件应力监测.建筑科学,2009,25(11):85~90.
[32]彭明祥,刘军进,王翠坤等. CCTV主楼施工过程关键点位的变形监测技术.建筑科学,2009,25(11):91~94.
[33] GB50009-2001,建筑结构荷载规范(2006版).北京:中国建筑工业出版社,2006.
[34] GB50011-2010,建筑抗震设计规范.北京:中国建筑工业出版社,2010.
[35]潘斌.钢结构单层网壳设计:[硕士学位论文],上海;同济大学,2009.
[36]沈世钊,陈昕.网壳结构稳定性.北京:科学出版社,1999,1~10.
[37]唐小云.弦支筒壳结构体系静力及动力性能分析:[硕士学位论文],天津;天津大学,2009.
[38]缪六华.大型索杆混合体系结构优化及稳定承载力分析:[硕士学位论文],上海;同济大学,2008.
[39]陈志华,刘红波,周婷等.空间钢结构APDL参数化计算与分析.北京:中国水利水电出版社,2009,68~70.
[40]王新敏. ANSYS工程结构数值分析.北京:人民交通出版社,2007,12~13.
[41]程文瀼,王铁成,颜德姮等.混凝土结构(上册).北京:中国建筑工业出版社,2005,24~26.
[42]石亦平,周玉蓉. ABAQUS有限元分析实例详解.北京:机械工业出版社,2007,2~7.
[43]曹金凤,石亦平. ABAQUS有限元分析常见问题解答.北京:机械工业出版社,2009,219~233.
[44]庄茁,由小川,廖剑晖等.基于ABAQUS的有限元分析和应用.北京:清华大学出版社,2010,170~188.
[45]陆新征,叶列平,缪志伟等.建筑抗震弹塑性分析——原理、模型与在ABAQUS,MSC.MARC和SAP2000上的实践.北京:中国建筑工业出版社,2009,130~141.
[46]毕继红.工程弹塑性力学.天津:天津大学出版社,2005,37~59.
[47]李俊生.空客A320总装线机库厂房主桁架上弦节点受力性能有限元分析与模型试验:[硕士学位论文],天津;天津大学,2009.
[48] GB50017-2003,钢结构设计规范.北京:中国建筑工业出版社,2003.
[49]袁慎芳.结构健康监控.北京:国防工业出版社,2007,6~11.
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