碗扣式钢管脚手架和支撑架受力性能试验与分析
|
摘要
碗扣式钢管脚手架作为建筑施工的一种新型脚手架体系,应用广泛。然而多年来碗扣式钢管脚手架设计一直沿用扣件式钢管脚手架规范,使碗扣式钢管脚手架设计无据可依。本文以主编我国《建筑碗扣式钢管脚手架安全技术规范》(JGJ166-2008)为契机,依托河北省建设科技研究计划项目“碗扣式钢管脚手架整体结构荷载试验研究”,对碗扣式钢管脚手架和模版支撑架分别进行了整体结构承载力试验研究和有限元数值分析,主要研究内容和成果如下。
(1)设计了6组双排碗扣式钢管脚手架极限承载力试验方案,比较竖向荷载单独作用以及竖向荷载和水平荷载共同作用下脚手架的极限承载力和破坏模式,得到设置水平斜杆和廊道斜杆对脚手架极限承载力和破坏模式的影响规律。试验结果表明,水平荷载作用下脚手架面外位移增大,承载力降低;设置水平斜杆和廊道斜杆可显著提高脚手架承载力,有效减小脚手架变形。
(2)设计了8组碗扣式钢管模板支撑架极限承载力试验方案,比较国标碗扣与非国标碗扣钢管模板支撑架破坏模式和承载力,得到设置水平及竖向剪力撑的支撑架极限承载力和破坏模式,以及立杆步距、天杆高度和高宽比对支撑架极限承载力和破坏模式的影响。试验结果表明,采用非国标碗扣的钢管模板支撑架极限承载力由节点强度控制,国标碗扣的钢管模板支撑架的破坏形式为整体失稳破坏;当其他条件相同时,天杆高度、高宽比、步距增大时,支撑架承载力降低;同时设置水平及竖向剪力撑时将有效提高支撑架极限承载力。
(3)设计了2组碗扣节点受力性能试验方案,比较国标与非国标碗扣节点性能,得到碗扣节点与脚手架破坏先后顺序,分析碗扣节点的刚度。试验结果表明,非国标碗扣承载力由强度控制;国标碗扣节点脚手架杆件先于碗扣发生屈服,碗扣节点受力性能良好,碗扣节点为半刚性连接节点。
(4)按空间铰结体系建立碗扣式钢管脚手架和模板支撑架有限元模型,分析其极限承载力和破坏模式,并与试验结果进行对比。根据碗扣式脚手架与模板支撑架承载力试验结果与有限元分析结果,给出了碗扣式脚手架杆件计算长度的计算公式。
本文研究成果可为编制《建筑碗扣式钢管脚手架安全技术规范》(JGJ166-2008)提供试验数据和理论依据,亦可为碗扣式钢管脚手架和模板支撑架设计提供参考。
A new type scaffolding, the Buckles bowl scaffold is widely used nowadays. But the buckles bowl scaffold is following the Specifications of Tube-and-coupler Scaffold, and this brings problems on security.
The author take the opportunity of editing the Safety and technical code for frame scaffoldings with Buckles Bowl in construction(JG166-2008), and based on the science project of Hebei provincial construction technology research & test on load of the overall structure of buckles bowl scaffold, studied the overall load of external scaffolding and internal braced frame of buckles bowl scaffold, and analyzed the ultimate bearing capacity. The main contents and results are as follows:
(1) 6 groups of double buckles bowl scaffolds are designed. The ultimate bearing capacities and damage modes of the test specimens subjected to vertical loads and both horizontal and vertical loads are compared, and the influence regularities to the ultimate bearing capacities and damage modes of scaffolds led by horizontal diagonals and covered diagonals are obtained. Experimental results show that the horizontal load has more influence to bearing capacity and deformation of the scaffold, and it can significantly improve the bearing capacity and reduce the deformation when horizontal diagonals and covered diagonals are installed.
(2) 8 groups of double buckles template braced frames are designed. The ultimate bearing capacities and damage modes of the national standard and the non national standard template braced frames are compared, and the influence regularities to the ultimate bearing capacities and damage modes of scaffolds led by horizontal diagonals, covered diagonals, bar gap, height, and aspect ratio are obtained. Experimental results show that the bearing capacity of non national standard template braced frame relay on the strength of joint, and the national standard template braced frame has a damage mode of overall instability. Bearing capacity of the braced frame decreases with the increment of the height, the gap and the aspect ratio of the bracing piece. Bearing capacity of the braced frame will increase efficiently if both the horizontal and vertical brace are installed.
(3) 2 groups of buckles bowl joints are designed. Mechanical behaviors of national standard and non national standard buckles bowl joints are compared, and the damage order of buckles bowl joints and scaffold are obtained. The stiffness of buckles bowl joints are analyzed. Experimental results show that the bearing capacity of non national standard scaffold is determined by strength, and the damage of scaffold precedes to the damage of national standard buckles bowl joints. The buckles bowl joint, which is a semi-rigid connection, has a good mechanical behavior.
(4) Ultimate bearing capacities and damage modes of bowl buckle scaffold and template brace are analyzed by finite element method and numerical results are compared with the experimental results. The calculation length formula of the member of bowl buckle scaffold is given.
Achievements of this paper supply experimental and theoretical references for both the written of Safety and technical code for frame scaffoldings with Buckles Bowl in construction(JG166-2008)and design of the buckles bowl scaffold and the template braced frame.
(1)设计了6组双排碗扣式钢管脚手架极限承载力试验方案,比较竖向荷载单独作用以及竖向荷载和水平荷载共同作用下脚手架的极限承载力和破坏模式,得到设置水平斜杆和廊道斜杆对脚手架极限承载力和破坏模式的影响规律。试验结果表明,水平荷载作用下脚手架面外位移增大,承载力降低;设置水平斜杆和廊道斜杆可显著提高脚手架承载力,有效减小脚手架变形。
(2)设计了8组碗扣式钢管模板支撑架极限承载力试验方案,比较国标碗扣与非国标碗扣钢管模板支撑架破坏模式和承载力,得到设置水平及竖向剪力撑的支撑架极限承载力和破坏模式,以及立杆步距、天杆高度和高宽比对支撑架极限承载力和破坏模式的影响。试验结果表明,采用非国标碗扣的钢管模板支撑架极限承载力由节点强度控制,国标碗扣的钢管模板支撑架的破坏形式为整体失稳破坏;当其他条件相同时,天杆高度、高宽比、步距增大时,支撑架承载力降低;同时设置水平及竖向剪力撑时将有效提高支撑架极限承载力。
(3)设计了2组碗扣节点受力性能试验方案,比较国标与非国标碗扣节点性能,得到碗扣节点与脚手架破坏先后顺序,分析碗扣节点的刚度。试验结果表明,非国标碗扣承载力由强度控制;国标碗扣节点脚手架杆件先于碗扣发生屈服,碗扣节点受力性能良好,碗扣节点为半刚性连接节点。
(4)按空间铰结体系建立碗扣式钢管脚手架和模板支撑架有限元模型,分析其极限承载力和破坏模式,并与试验结果进行对比。根据碗扣式脚手架与模板支撑架承载力试验结果与有限元分析结果,给出了碗扣式脚手架杆件计算长度的计算公式。
本文研究成果可为编制《建筑碗扣式钢管脚手架安全技术规范》(JGJ166-2008)提供试验数据和理论依据,亦可为碗扣式钢管脚手架和模板支撑架设计提供参考。
A new type scaffolding, the Buckles bowl scaffold is widely used nowadays. But the buckles bowl scaffold is following the Specifications of Tube-and-coupler Scaffold, and this brings problems on security.
The author take the opportunity of editing the Safety and technical code for frame scaffoldings with Buckles Bowl in construction(JG166-2008), and based on the science project of Hebei provincial construction technology research & test on load of the overall structure of buckles bowl scaffold, studied the overall load of external scaffolding and internal braced frame of buckles bowl scaffold, and analyzed the ultimate bearing capacity. The main contents and results are as follows:
(1) 6 groups of double buckles bowl scaffolds are designed. The ultimate bearing capacities and damage modes of the test specimens subjected to vertical loads and both horizontal and vertical loads are compared, and the influence regularities to the ultimate bearing capacities and damage modes of scaffolds led by horizontal diagonals and covered diagonals are obtained. Experimental results show that the horizontal load has more influence to bearing capacity and deformation of the scaffold, and it can significantly improve the bearing capacity and reduce the deformation when horizontal diagonals and covered diagonals are installed.
(2) 8 groups of double buckles template braced frames are designed. The ultimate bearing capacities and damage modes of the national standard and the non national standard template braced frames are compared, and the influence regularities to the ultimate bearing capacities and damage modes of scaffolds led by horizontal diagonals, covered diagonals, bar gap, height, and aspect ratio are obtained. Experimental results show that the bearing capacity of non national standard template braced frame relay on the strength of joint, and the national standard template braced frame has a damage mode of overall instability. Bearing capacity of the braced frame decreases with the increment of the height, the gap and the aspect ratio of the bracing piece. Bearing capacity of the braced frame will increase efficiently if both the horizontal and vertical brace are installed.
(3) 2 groups of buckles bowl joints are designed. Mechanical behaviors of national standard and non national standard buckles bowl joints are compared, and the damage order of buckles bowl joints and scaffold are obtained. The stiffness of buckles bowl joints are analyzed. Experimental results show that the bearing capacity of non national standard scaffold is determined by strength, and the damage of scaffold precedes to the damage of national standard buckles bowl joints. The buckles bowl joint, which is a semi-rigid connection, has a good mechanical behavior.
(4) Ultimate bearing capacities and damage modes of bowl buckle scaffold and template brace are analyzed by finite element method and numerical results are compared with the experimental results. The calculation length formula of the member of bowl buckle scaffold is given.
Achievements of this paper supply experimental and theoretical references for both the written of Safety and technical code for frame scaffoldings with Buckles Bowl in construction(JG166-2008)and design of the buckles bowl scaffold and the template braced frame.
引文
[1]杜荣军.我国建筑施工脚手架发展的回顾与展望,建筑技术,1994,23(8): 286-289
[2]糜嘉平.我国模板与脚手架新技术发展的几点意见,施工技术,2003,29(3): 6-7
[3]建设部.2010年房屋市政工程生产安全事故情况通报,http://www.mohurd.gov.cn/hydt/201103/t20110323_202954
[4]建设部.2010年前三季度建筑生产安全事故情况通报,http://www.mohurd.gov.cn/hydt/201101/t20110128_202209
[5] JGJ130-2001,建筑施工扣件式钢管脚手架安全技术规范,北京:中国建筑工业出版社,2001
[6]杨亚男.《建筑施工碗扣式钢管脚手架安全技术规范》JGJ166-2008的编制及其说明.施工技术,2009,38(6):1-3
[7]刘厚纯,杭小静,倪志荣.新编碗扣式钢管脚手架安全技术规范计算模型的由来和梗概,建筑施工,2008,24(6):473-474
[8]衣振华.碗扣式钢管脚手架支撑在桥梁施工中倒塌的原因及对策,工业建筑,2006,36(3):105-107
[9] JGJ166-2008,建筑施工碗扣式钢管脚手架安全技术规范,北京:中国建筑工业出版社,2008
[10]余宗明.钢管脚手架铰接计算法.建筑技术开发,1997,24(3):125-132
[11]衣振华,王有志.碗扣式钢管脚手架支撑在桥梁施工中的计算模型,工业技术,2006,36(S1):974-976
[12]衣振华,王有志.桥梁施工中碗扣式钢管脚手架支撑的计算,施工技术,2006,35(7):56-58
[13]刘宗仁.扣件式钢管脚手架临界力下限计算法,建筑技术,2001,32(8):541-543
[14]余宗明,《建筑施工碗扣式钢管脚手架安全技术规范》结构设计详解,北京:中国建筑工业出版社,2009
[15] TB/T2292-1991.WDJ碗扣多功能脚手架构件.北京:中国标准出版社,1991
[16]徐崇宝.双排扣件式钢管脚手架整体稳定性试验研究,哈尔滨建筑工程学院学报,1989,22(2):42-48
[17]余宗明.碗扣型脚手架承载力的试验研究,建筑施工,1993,15(6):89-94
[18] D.Rosowsky, D.Hoston, etc. Measuring Framework Loads during Construction. ACI Concrete International, 1994,16(11):124-128
[19]黄强.插销式钢管脚手架节点性能研究,硕士学位论文,重庆:重庆大学,2006
[20]黄宝魁,徐崇宝.双排扣件式钢管脚手架整体稳定实验与理论分析,建筑技术,1991,9(12):40-45
[21]张曼莉,刘晓薇.扣件式钢管支架承载力的实验研究与分析,黑龙江矿业学院学报,1998,8(04):45-48
[22]袁欣平.扣件式钢管脚手架纵向水平杆架设水平度偏差值的实测数据分析,青岛建筑工程学院学报,1991,12(1):14-18
[23]袁欣平,陈肇彪.扣件式钢管脚手架立杆架设垂直度允许偏差值的确定,青岛建筑工程学院学报,1990,11(2):5-10
[24]肖炽,周观根,刘扬.扣件式钢管格构支架整体稳定性计算理论和试验研究,施工技术,2007,36(11):25-29
[25]徐崇宝,张铁铮,潘景龙.双排扣件式钢管脚手架工作性能的理论分析与试验研究,哈尔滨建筑工程学院学报,1989,22(2):38-45
[26]胡长明,董攀.扣件式钢管高大模板支架整体稳定试验研究,施工技术,2009,38(4):70-72
[27]胡长明.扣件联接钢结构试验及其理论研究,硕士学位论文,西安:西安建筑科技大学,2008
[28]易贵香,辛可贵,高秋利.双排碗扣式钢管脚手架稳定承载力分析,工业建筑,2009(39):1130-1133
[29]辛可贵,黄勋.碗扣式钢管模板支撑架定尺模型承载力试验研究,施工技术,2010,39(12):67-70
[30]碗扣式模板支撑架及节点受力性能试验技术报告.天津:天津大学,2010
[31]建筑施工手册编写组.建筑施工手册(第四版),北京:中国建筑工业出版社,2003
[32]涂新华,谷秀慧.竹构架计算理论与方法.施工技术,1999,28(3):57-58
[33]刘宗仁.扣件式钢管脚手架临界力下限计算法,建筑技术,2001,32(8):541-543
[34]王金鹏.考虑层与层相互作用的框架稳定分析,硕士学位论文,杭州:浙江大学,2004
[35]杨富涌.扣件式钢管脚手架结构计算方法研究与程序开发,硕士学位论文,杭州:浙江大学,2003
[36]刘鑫.扣件式钢管支架计算分析及其程序开发,硕士学位论文,杭州:浙江大学,2005
[37]余宗明.新型脚手架的结构原理及安全应用,北京:中国铁道出版社,2008
[38]益德清.扣件式钢管脚手架与模板支架的设计计算,浙江建筑,2003,5:87-88
[39]刘家彬,郭正兴.扣件钢管架支模的安全性,施工技术,2002,19(5):69-70
[40]王海涛.碗扣式钢管脚手架在天桥施工中的应用,建筑与工程,2008,8:125-131
[41]余宗明脚手架结构计算及安全技术,北京:中国建筑工业出版社,2007
[42]田高超.扣件式钢管脚手架稳定承载力影响因素,建筑安全,2010,8:36-38
[43]施炳华.脚手架的倾覆与稳定,中国模板脚手架,2010,1:36-40
[44]黄振翰.钢管脚手架的整体稳定计算,福州大学学报,1989,156-158
[45]刘群.建筑施工扣件式钢管脚手架构造与计算,北京:中国物价出版社,2004
[46]陈国栋,房贞政.半刚性连接钢框架的二阶弹性分析,福州大学学报,2000,28(6):66-67
[47] K,Nielsen. Load on Reinforced Concrete Floor Slabs and Their Deformation during Construction. Bulletin No.15 Final Report, Swedish Cement and Concrete Research Institute, Royal Institute of Technology, Stockholm, 1952
[48] Grundy P, Kabaila A. Construction Loads on Slabs with Shored Formwork in Multistory Building. ACI Journal,1963,60(12):1729-1738
[49] Liu X, Chen W F, Bowman M D. Construction Load Analysis for Concrete Structures. ASCE Journal of Structural Engineering. 1985, 111(5):1019-1036
[50] Liu X, Chen W F. Probability Distribution of Maximum Wooden Shore Loads in Multistory RC Buildings. Structural Safety. 1987,4: 197-201
[51]薜政.门式脚手架的搭设构造及设计计算,合肥工业大学学报,1996,(S1):85-90
[52] Huang,Y.L., Yen.T., Chen,W.F..Monitoring System for High-Clearance Scaffold Systems during Construction, ASCE, 1996, 2: 719-726
[53]冯越,候剑.整体附着式悬挑悬吊脚手架在工程中的应用,建筑知识,1997,24(5):35-36
[54]叶志燕,张其林.新型插盘式脚手架承载力影响因素分析,施工技术,2009,38(12):92-102
[55] Rentschler, GlennP, Walkup,Stephanie.Times Square Scaffold Collapse, Forensic Engineering,2000:75-84
[56] S.L.Chan,Z.H.Zhou,W.F.Chen,J.L.Peng.etc.Stability Analysis of Semirigid Steel Scaffolding. Engineering Structures,1995,17(8):568-574
[57] J.L.Peng,A.D.Pan,W.F.Chen.Approximate Analysis Method for Modular Tubular Falsework.JournalofStructuralEngineering,2001,(3):256-263
[58]敖鸿斐,李国强.双排扣件式钢管脚手架的极限稳定承载力研究,力学季刊,2004,25(2):213-218
[59]袁雪霞,金伟良.扣件式钢管支模架稳定承载力研究,土木工程学报,2006,39(5):68-72
[60]黄群.大跨砼结构中扣件式钢管模板支架设计,硕士学位论文,杭州:浙江大学,2005
[61] GodleyM.H.R,BealeR.G. SwayStiffness of Scaffold Structures. The Structural Engineer,1997,15(12):152-156
[62] PengJ.L,ChenW.FandChanS.L. Structural Modeling and Analysis of Scaffold Systems.AdvancesinSteelStructures,1996,30(8):56-59
[63]鲁征.扣件式脚手架及模板支架施工期安全性研究,硕士学位论文,杭州:浙江大学,2005
[64]潘德恩,彭瑞麟.钢管脚手架支撑结构类型及破坏模式之探讨,建筑钢结构进展,2002,4(4):18-22
[65]熊耀莹,谢宇岫,周金根.关于模板扣件钢管支撑系统诱发荷载讨论,建筑施工,2004,26(1):56-57
[66]章雪峰.混凝土结构扣件式钢管模板高支撑体系整体受力分析,硕士学位论文,杭州:浙江大学,2005
[67]许建勋.钢框架节点受力性能及其对框架受力性能影响研究,硕士学位论文,杭州:浙江工业大学,2002
[68]李维滨,刘桐.扣件式钢管模板支架安全性研究与施工建议,建筑技术,2004,35(8):593-595
[69]潘德恩,彭瑞麟.钢管脚手架支撑结构类型及破坏模式之探讨,建筑钢结构进展,2002,4(4):18-22
[70]熊耀莹,谢宇岫.关于模板扣件钢管支撑系统诱发荷载讨论,建筑施工,2004,26(1):56-57
[71]胡凯山.扣件式钢管模板支撑架结构力学性能研究,硕士学位论文,杭州:浙江大学,2007
[72]叶清华,孟繁华.模板质量与安全的关系及其控制要点,工程质量,2002,8(9):16-19
[73]张卫红,刘建民,朱国卫.基于整架试验的扣件式钢管脚手架半刚性节点计算方法,山东建筑大学学报,2009,24(1):38-41
[74] Stephen P. Timoshenko. Theory of Elastic Stability[M]. NewYork;McGraw Hill Book Company, 1985: 76- 79
[75] F.Yue, Y.Yuan, GQ.Li.Wind Load on Integra Lift Seaffolds for Tall Building Construetion, JournalofStrueturalEngineering,ASCE,2005,131(5):816-824
[76] Jamshid Mohammadi, AmirZamaniHeydari.Seismieand Wind Load Considerations for TemPorary Struetures, Praetiee Periodieal on Struetural Designand Construction,ASCE,2008,13(3):128-134
[77] J.L.Peng,S.LChan,C.L.Wu.Effeets ons eaffold systems,Joumal of Geometrieal shape and ineremental loads Construetional Steel Researeh,Elsevier Seienee Direet,2007,63:448-459.
[78] R.Lacalle,Cieero, D.Ferreno.Failure analysis of a boltina scaffolding system,Engineering Failure Analysis, Elsevier Seienee Direet,2008,15:237-246.
[79]杜荣军.脚手架结构的稳定承载能力,施工技术,2001,30(4):1-5
[80]赵滇生,田兴长,章雪峰.扣件式钢管模板高支撑架整体稳定分析,浙江工业大学学报,2007,35(l):78-81
[81]杜荣军.扣件式钢管模板高支撑架的设计和使用安全,施工技术,2002,31(3):3-8
[82]施炳华.探讨扣件式钢管脚手架的稳定计算问题,施工技术,2004,33(2):21-22
[83]曾凡奎,刘学兵,胡长明.高大模板支架承受的两种特殊荷载分析及建议.青岛农业大学学报,2007,24(4):308-309
[84]胡长明,曾凡奎,沈勤.构造因素对高支模稳定承载力的影响.华中科技大学学报,2008,25(4).291-294
[85]胡长明,沈勤,曾凡奎.高大模板扣件式支撑体系施工技术研究报告,西安:西安建筑科技大学,2008
[86] Xu L,Liu Y. Story stability of semi-braced steel frames, Journal of constructional steel research, 2002,(58):467-491
[87] Huang YL.,Chen H.J., Rosows D.V, etal. Load-carrying capacities and failure modes of scafold-shoring systems, Part I: Modeling and experiments ,StructuralEngineering and Mechanics,2000, 10(1):53-66
[88] Godley M.,H.R.,BealeR Cz. A nalysis of large porprietary access scaffold structures,Porceedings of the Institution of Civil Engineers: Structures and Buildings, 2001,146(1): 31-39
[89]姜旭,张其林,顾明剑.新型插盘式脚手架的试验和数值模型研究,土木工程学报,2008,41(7):55-60
[90]曹永红,曹晖,严薇.在碗扣式钢管脚手架的有限元分析中对杆件接头的处理,施工技术,2004,33(2):13- 37
[91] ANSYS Inc,ANSYS Elements Reference,Twelfth Edition.March 2001
[92] ANSYS Inc,ANSYS Theory Manual,Twelfth Edition.March 2001
[93]陈骥.钢结构稳定理论与设计,北京:科学出版社,2003
[94]张汝愉.建筑结构模型分析,西安:西北工业大学出版社,1993
[95]王娴明.建筑结构试验,北京:清华大学出版社,1988
[96]董石麟,钱若军.空间网格结构分析理论与计算方法,北京:中国建筑工业出版社,2000
[97]陈绍蕃.钢结构设计原理,北京:科学出版社,1998
[98]欧阳可庆.钢结构,北京:中国建筑工业出版社,1991
[99]龙驭球.有限元概论,北京:人民教育出版社,1983
[100]龙驭球,包世华.结构类型教程,北京:高等教育出版社,1997
[101]刘光栋,罗汉良.杆系结构稳定,北京:人民交通出版社,1988
[102]杜荣军.建筑施工脚手架使用手册,北京:中国建筑工业出版社,1994
[2]糜嘉平.我国模板与脚手架新技术发展的几点意见,施工技术,2003,29(3): 6-7
[3]建设部.2010年房屋市政工程生产安全事故情况通报,http://www.mohurd.gov.cn/hydt/201103/t20110323_202954
[4]建设部.2010年前三季度建筑生产安全事故情况通报,http://www.mohurd.gov.cn/hydt/201101/t20110128_202209
[5] JGJ130-2001,建筑施工扣件式钢管脚手架安全技术规范,北京:中国建筑工业出版社,2001
[6]杨亚男.《建筑施工碗扣式钢管脚手架安全技术规范》JGJ166-2008的编制及其说明.施工技术,2009,38(6):1-3
[7]刘厚纯,杭小静,倪志荣.新编碗扣式钢管脚手架安全技术规范计算模型的由来和梗概,建筑施工,2008,24(6):473-474
[8]衣振华.碗扣式钢管脚手架支撑在桥梁施工中倒塌的原因及对策,工业建筑,2006,36(3):105-107
[9] JGJ166-2008,建筑施工碗扣式钢管脚手架安全技术规范,北京:中国建筑工业出版社,2008
[10]余宗明.钢管脚手架铰接计算法.建筑技术开发,1997,24(3):125-132
[11]衣振华,王有志.碗扣式钢管脚手架支撑在桥梁施工中的计算模型,工业技术,2006,36(S1):974-976
[12]衣振华,王有志.桥梁施工中碗扣式钢管脚手架支撑的计算,施工技术,2006,35(7):56-58
[13]刘宗仁.扣件式钢管脚手架临界力下限计算法,建筑技术,2001,32(8):541-543
[14]余宗明,《建筑施工碗扣式钢管脚手架安全技术规范》结构设计详解,北京:中国建筑工业出版社,2009
[15] TB/T2292-1991.WDJ碗扣多功能脚手架构件.北京:中国标准出版社,1991
[16]徐崇宝.双排扣件式钢管脚手架整体稳定性试验研究,哈尔滨建筑工程学院学报,1989,22(2):42-48
[17]余宗明.碗扣型脚手架承载力的试验研究,建筑施工,1993,15(6):89-94
[18] D.Rosowsky, D.Hoston, etc. Measuring Framework Loads during Construction. ACI Concrete International, 1994,16(11):124-128
[19]黄强.插销式钢管脚手架节点性能研究,硕士学位论文,重庆:重庆大学,2006
[20]黄宝魁,徐崇宝.双排扣件式钢管脚手架整体稳定实验与理论分析,建筑技术,1991,9(12):40-45
[21]张曼莉,刘晓薇.扣件式钢管支架承载力的实验研究与分析,黑龙江矿业学院学报,1998,8(04):45-48
[22]袁欣平.扣件式钢管脚手架纵向水平杆架设水平度偏差值的实测数据分析,青岛建筑工程学院学报,1991,12(1):14-18
[23]袁欣平,陈肇彪.扣件式钢管脚手架立杆架设垂直度允许偏差值的确定,青岛建筑工程学院学报,1990,11(2):5-10
[24]肖炽,周观根,刘扬.扣件式钢管格构支架整体稳定性计算理论和试验研究,施工技术,2007,36(11):25-29
[25]徐崇宝,张铁铮,潘景龙.双排扣件式钢管脚手架工作性能的理论分析与试验研究,哈尔滨建筑工程学院学报,1989,22(2):38-45
[26]胡长明,董攀.扣件式钢管高大模板支架整体稳定试验研究,施工技术,2009,38(4):70-72
[27]胡长明.扣件联接钢结构试验及其理论研究,硕士学位论文,西安:西安建筑科技大学,2008
[28]易贵香,辛可贵,高秋利.双排碗扣式钢管脚手架稳定承载力分析,工业建筑,2009(39):1130-1133
[29]辛可贵,黄勋.碗扣式钢管模板支撑架定尺模型承载力试验研究,施工技术,2010,39(12):67-70
[30]碗扣式模板支撑架及节点受力性能试验技术报告.天津:天津大学,2010
[31]建筑施工手册编写组.建筑施工手册(第四版),北京:中国建筑工业出版社,2003
[32]涂新华,谷秀慧.竹构架计算理论与方法.施工技术,1999,28(3):57-58
[33]刘宗仁.扣件式钢管脚手架临界力下限计算法,建筑技术,2001,32(8):541-543
[34]王金鹏.考虑层与层相互作用的框架稳定分析,硕士学位论文,杭州:浙江大学,2004
[35]杨富涌.扣件式钢管脚手架结构计算方法研究与程序开发,硕士学位论文,杭州:浙江大学,2003
[36]刘鑫.扣件式钢管支架计算分析及其程序开发,硕士学位论文,杭州:浙江大学,2005
[37]余宗明.新型脚手架的结构原理及安全应用,北京:中国铁道出版社,2008
[38]益德清.扣件式钢管脚手架与模板支架的设计计算,浙江建筑,2003,5:87-88
[39]刘家彬,郭正兴.扣件钢管架支模的安全性,施工技术,2002,19(5):69-70
[40]王海涛.碗扣式钢管脚手架在天桥施工中的应用,建筑与工程,2008,8:125-131
[41]余宗明脚手架结构计算及安全技术,北京:中国建筑工业出版社,2007
[42]田高超.扣件式钢管脚手架稳定承载力影响因素,建筑安全,2010,8:36-38
[43]施炳华.脚手架的倾覆与稳定,中国模板脚手架,2010,1:36-40
[44]黄振翰.钢管脚手架的整体稳定计算,福州大学学报,1989,156-158
[45]刘群.建筑施工扣件式钢管脚手架构造与计算,北京:中国物价出版社,2004
[46]陈国栋,房贞政.半刚性连接钢框架的二阶弹性分析,福州大学学报,2000,28(6):66-67
[47] K,Nielsen. Load on Reinforced Concrete Floor Slabs and Their Deformation during Construction. Bulletin No.15 Final Report, Swedish Cement and Concrete Research Institute, Royal Institute of Technology, Stockholm, 1952
[48] Grundy P, Kabaila A. Construction Loads on Slabs with Shored Formwork in Multistory Building. ACI Journal,1963,60(12):1729-1738
[49] Liu X, Chen W F, Bowman M D. Construction Load Analysis for Concrete Structures. ASCE Journal of Structural Engineering. 1985, 111(5):1019-1036
[50] Liu X, Chen W F. Probability Distribution of Maximum Wooden Shore Loads in Multistory RC Buildings. Structural Safety. 1987,4: 197-201
[51]薜政.门式脚手架的搭设构造及设计计算,合肥工业大学学报,1996,(S1):85-90
[52] Huang,Y.L., Yen.T., Chen,W.F..Monitoring System for High-Clearance Scaffold Systems during Construction, ASCE, 1996, 2: 719-726
[53]冯越,候剑.整体附着式悬挑悬吊脚手架在工程中的应用,建筑知识,1997,24(5):35-36
[54]叶志燕,张其林.新型插盘式脚手架承载力影响因素分析,施工技术,2009,38(12):92-102
[55] Rentschler, GlennP, Walkup,Stephanie.Times Square Scaffold Collapse, Forensic Engineering,2000:75-84
[56] S.L.Chan,Z.H.Zhou,W.F.Chen,J.L.Peng.etc.Stability Analysis of Semirigid Steel Scaffolding. Engineering Structures,1995,17(8):568-574
[57] J.L.Peng,A.D.Pan,W.F.Chen.Approximate Analysis Method for Modular Tubular Falsework.JournalofStructuralEngineering,2001,(3):256-263
[58]敖鸿斐,李国强.双排扣件式钢管脚手架的极限稳定承载力研究,力学季刊,2004,25(2):213-218
[59]袁雪霞,金伟良.扣件式钢管支模架稳定承载力研究,土木工程学报,2006,39(5):68-72
[60]黄群.大跨砼结构中扣件式钢管模板支架设计,硕士学位论文,杭州:浙江大学,2005
[61] GodleyM.H.R,BealeR.G. SwayStiffness of Scaffold Structures. The Structural Engineer,1997,15(12):152-156
[62] PengJ.L,ChenW.FandChanS.L. Structural Modeling and Analysis of Scaffold Systems.AdvancesinSteelStructures,1996,30(8):56-59
[63]鲁征.扣件式脚手架及模板支架施工期安全性研究,硕士学位论文,杭州:浙江大学,2005
[64]潘德恩,彭瑞麟.钢管脚手架支撑结构类型及破坏模式之探讨,建筑钢结构进展,2002,4(4):18-22
[65]熊耀莹,谢宇岫,周金根.关于模板扣件钢管支撑系统诱发荷载讨论,建筑施工,2004,26(1):56-57
[66]章雪峰.混凝土结构扣件式钢管模板高支撑体系整体受力分析,硕士学位论文,杭州:浙江大学,2005
[67]许建勋.钢框架节点受力性能及其对框架受力性能影响研究,硕士学位论文,杭州:浙江工业大学,2002
[68]李维滨,刘桐.扣件式钢管模板支架安全性研究与施工建议,建筑技术,2004,35(8):593-595
[69]潘德恩,彭瑞麟.钢管脚手架支撑结构类型及破坏模式之探讨,建筑钢结构进展,2002,4(4):18-22
[70]熊耀莹,谢宇岫.关于模板扣件钢管支撑系统诱发荷载讨论,建筑施工,2004,26(1):56-57
[71]胡凯山.扣件式钢管模板支撑架结构力学性能研究,硕士学位论文,杭州:浙江大学,2007
[72]叶清华,孟繁华.模板质量与安全的关系及其控制要点,工程质量,2002,8(9):16-19
[73]张卫红,刘建民,朱国卫.基于整架试验的扣件式钢管脚手架半刚性节点计算方法,山东建筑大学学报,2009,24(1):38-41
[74] Stephen P. Timoshenko. Theory of Elastic Stability[M]. NewYork;McGraw Hill Book Company, 1985: 76- 79
[75] F.Yue, Y.Yuan, GQ.Li.Wind Load on Integra Lift Seaffolds for Tall Building Construetion, JournalofStrueturalEngineering,ASCE,2005,131(5):816-824
[76] Jamshid Mohammadi, AmirZamaniHeydari.Seismieand Wind Load Considerations for TemPorary Struetures, Praetiee Periodieal on Struetural Designand Construction,ASCE,2008,13(3):128-134
[77] J.L.Peng,S.LChan,C.L.Wu.Effeets ons eaffold systems,Joumal of Geometrieal shape and ineremental loads Construetional Steel Researeh,Elsevier Seienee Direet,2007,63:448-459.
[78] R.Lacalle,Cieero, D.Ferreno.Failure analysis of a boltina scaffolding system,Engineering Failure Analysis, Elsevier Seienee Direet,2008,15:237-246.
[79]杜荣军.脚手架结构的稳定承载能力,施工技术,2001,30(4):1-5
[80]赵滇生,田兴长,章雪峰.扣件式钢管模板高支撑架整体稳定分析,浙江工业大学学报,2007,35(l):78-81
[81]杜荣军.扣件式钢管模板高支撑架的设计和使用安全,施工技术,2002,31(3):3-8
[82]施炳华.探讨扣件式钢管脚手架的稳定计算问题,施工技术,2004,33(2):21-22
[83]曾凡奎,刘学兵,胡长明.高大模板支架承受的两种特殊荷载分析及建议.青岛农业大学学报,2007,24(4):308-309
[84]胡长明,曾凡奎,沈勤.构造因素对高支模稳定承载力的影响.华中科技大学学报,2008,25(4).291-294
[85]胡长明,沈勤,曾凡奎.高大模板扣件式支撑体系施工技术研究报告,西安:西安建筑科技大学,2008
[86] Xu L,Liu Y. Story stability of semi-braced steel frames, Journal of constructional steel research, 2002,(58):467-491
[87] Huang YL.,Chen H.J., Rosows D.V, etal. Load-carrying capacities and failure modes of scafold-shoring systems, Part I: Modeling and experiments ,StructuralEngineering and Mechanics,2000, 10(1):53-66
[88] Godley M.,H.R.,BealeR Cz. A nalysis of large porprietary access scaffold structures,Porceedings of the Institution of Civil Engineers: Structures and Buildings, 2001,146(1): 31-39
[89]姜旭,张其林,顾明剑.新型插盘式脚手架的试验和数值模型研究,土木工程学报,2008,41(7):55-60
[90]曹永红,曹晖,严薇.在碗扣式钢管脚手架的有限元分析中对杆件接头的处理,施工技术,2004,33(2):13- 37
[91] ANSYS Inc,ANSYS Elements Reference,Twelfth Edition.March 2001
[92] ANSYS Inc,ANSYS Theory Manual,Twelfth Edition.March 2001
[93]陈骥.钢结构稳定理论与设计,北京:科学出版社,2003
[94]张汝愉.建筑结构模型分析,西安:西北工业大学出版社,1993
[95]王娴明.建筑结构试验,北京:清华大学出版社,1988
[96]董石麟,钱若军.空间网格结构分析理论与计算方法,北京:中国建筑工业出版社,2000
[97]陈绍蕃.钢结构设计原理,北京:科学出版社,1998
[98]欧阳可庆.钢结构,北京:中国建筑工业出版社,1991
[99]龙驭球.有限元概论,北京:人民教育出版社,1983
[100]龙驭球,包世华.结构类型教程,北京:高等教育出版社,1997
[101]刘光栋,罗汉良.杆系结构稳定,北京:人民交通出版社,1988
[102]杜荣军.建筑施工脚手架使用手册,北京:中国建筑工业出版社,1994