冷弯薄壁型钢龙骨式复合墙体压弯承载力及典型连接试验研究
|
摘要
由厚度2mm以下冷弯薄壁型钢骨架和墙板组合而成的龙骨式复合墙体组成的“盒子式”结构体系是低层冷弯薄壁型钢住宅中一种富有特色的新型结构体系。本文针对这种龙骨式复合墙体在压弯作用下的破坏模式和极限荷载进行讨论研究和理论分析,并结合国内外现有的研究成果,提出龙骨式复合墙体压弯承载力的设计方法。
另一方面,这种冷弯薄壁型钢低层住宅体系均采用自攻螺钉连接,施工非常方便,实践证明也非常有效。本文针对其中的三种典型连接进行了理论分析和试验研究,包括梁梁连接、梁柱连接、抗拔件连接。
通过试验研究,本文得出以下结论,供实际工程参考:
1.在龙骨式复合墙体中,墙板材料对墙体整体承载力影响很大,立柱受到不同材料墙板的支撑效应可以通过立柱计算长度系数K值来体现。在两端铰接、墙体材料为波纹板和石膏板、压弯作用下,屈服强度为550MPa高强冷弯薄壁型钢复合墙体立柱的计算长度系数可取K=0.4;而墙体材料为OSB板和石膏板的Q235立柱计算长度系数可取K=0.2。石膏板和波纹板抗弯刚度远低于OSB板的抗弯刚度,后者能显著提高墙体的整体刚度。
2.对梁梁连接,等边角钢连接件通过自攻螺钉连接梁与梁的腹板。试验研究表明,该连接形式传力路径明确,连接承载力主要取决于自攻螺钉的抗剪强度。
3.对梁柱连接,由于梁截面腹板高厚比较大,连接处腹板加劲肋的摆放位置对连接承载力影响很大。试验研究表明,加劲肋在梁外侧,或加劲肋在梁内侧且与梁下翼缘无接触时,连接传力非常不充分;当加劲肋置于梁截面内且顶紧下翼缘时连接的承载力最高。
4.对抗拔件连接,抗拔件厚度高,整体刚度远大于立柱截面。试验表明,连接部分的承载力主要取决于自攻螺钉的数量及被连接构件的截面强度。
The keel compound wall of a "box" structure has become a growing trend for lower steel residences around the world. It is most notable composed of cold-formed thin-walled steel (less than 2mm) and wallboard. Based on the failure mode and load-carrying capacities of the Wall-Stud system through several experiments, a design method of optimal load-bearing capacities of the keel compound wall system subjected to compression and bending load was presented.
Meanwhile, the application of screws has already been proven to be both convenient and efficient on the joints of stalloy. Experiments on typical joints between beams and columns including beam-beam, beam-column and tension equipment have also been carried out for the theoretical analysis.
Based on a series of tests, several conclusions can be drawn as follows:
1. The contribution of the wallboards towards the overall rigidity of the compound wall is very important. Additionally, the length factor k of the stud embodies the bracing affection of different wallboards. By the hinged connection, the length factor k of the stud of G550 composite wall system with corrugated board and plasterboard equals 0.4 while the stud of the Q235 composite wall system with OSB equals 0.1.
2. For the joint of beam-beam, the web of the beam is connected by equal angle steel fasteners with screws. The route of the force is simple and the capacities of the joints depend on the shearing strength of the screws.
3. The location of the stiffener for the web of the beam is most influential on the capacity of the beam-column joints. The transmission of the force is not efficient when either the stiffener is outside the beam or there is no-contact with the lower flange of the beam. So, the most efficient way to increase the capacity of the joint is when the stiffener is placed on the beam and touches the lower flange of the beam in close proximity.
4. Because of the great thickness and rigidity of the tension device, the capacity of the joints is dependent on the strength of the members that are connected.
另一方面,这种冷弯薄壁型钢低层住宅体系均采用自攻螺钉连接,施工非常方便,实践证明也非常有效。本文针对其中的三种典型连接进行了理论分析和试验研究,包括梁梁连接、梁柱连接、抗拔件连接。
通过试验研究,本文得出以下结论,供实际工程参考:
1.在龙骨式复合墙体中,墙板材料对墙体整体承载力影响很大,立柱受到不同材料墙板的支撑效应可以通过立柱计算长度系数K值来体现。在两端铰接、墙体材料为波纹板和石膏板、压弯作用下,屈服强度为550MPa高强冷弯薄壁型钢复合墙体立柱的计算长度系数可取K=0.4;而墙体材料为OSB板和石膏板的Q235立柱计算长度系数可取K=0.2。石膏板和波纹板抗弯刚度远低于OSB板的抗弯刚度,后者能显著提高墙体的整体刚度。
2.对梁梁连接,等边角钢连接件通过自攻螺钉连接梁与梁的腹板。试验研究表明,该连接形式传力路径明确,连接承载力主要取决于自攻螺钉的抗剪强度。
3.对梁柱连接,由于梁截面腹板高厚比较大,连接处腹板加劲肋的摆放位置对连接承载力影响很大。试验研究表明,加劲肋在梁外侧,或加劲肋在梁内侧且与梁下翼缘无接触时,连接传力非常不充分;当加劲肋置于梁截面内且顶紧下翼缘时连接的承载力最高。
4.对抗拔件连接,抗拔件厚度高,整体刚度远大于立柱截面。试验表明,连接部分的承载力主要取决于自攻螺钉的数量及被连接构件的截面强度。
The keel compound wall of a "box" structure has become a growing trend for lower steel residences around the world. It is most notable composed of cold-formed thin-walled steel (less than 2mm) and wallboard. Based on the failure mode and load-carrying capacities of the Wall-Stud system through several experiments, a design method of optimal load-bearing capacities of the keel compound wall system subjected to compression and bending load was presented.
Meanwhile, the application of screws has already been proven to be both convenient and efficient on the joints of stalloy. Experiments on typical joints between beams and columns including beam-beam, beam-column and tension equipment have also been carried out for the theoretical analysis.
Based on a series of tests, several conclusions can be drawn as follows:
1. The contribution of the wallboards towards the overall rigidity of the compound wall is very important. Additionally, the length factor k of the stud embodies the bracing affection of different wallboards. By the hinged connection, the length factor k of the stud of G550 composite wall system with corrugated board and plasterboard equals 0.4 while the stud of the Q235 composite wall system with OSB equals 0.1.
2. For the joint of beam-beam, the web of the beam is connected by equal angle steel fasteners with screws. The route of the force is simple and the capacities of the joints depend on the shearing strength of the screws.
3. The location of the stiffener for the web of the beam is most influential on the capacity of the beam-column joints. The transmission of the force is not efficient when either the stiffener is outside the beam or there is no-contact with the lower flange of the beam. So, the most efficient way to increase the capacity of the joint is when the stiffener is placed on the beam and touches the lower flange of the beam in close proximity.
4. Because of the great thickness and rigidity of the tension device, the capacity of the joints is dependent on the strength of the members that are connected.
引文
[1]周淑容.冷弯薄壁住宅钢结构的潜在市场及相关设计理论研究,重庆大学硕士学位论文,2002
[2]弓晓芸.浅谈轻钢结构底层住宅.钢结构,2001,16(6):27-29
[3]王国周.中国钢结构五十年.建筑结构,1999
[4]舒赣平,孟宪德,王培.轻钢住宅结构体系及其应用.工业建筑,2001,31(8)1-4
[5]弓晓芸.轻钢结构建筑的应用及发展.工业建筑,2000,30(5):53-57
[6]丁成章.现代钢结构住宅技术流派分析.钢结构,2003,18(1):22-26
[7]丁成章.发展冷弯轻钢骨架住宅需克服的困难何解决的问题.钢结构,2003,18(2):18-20
[8]丁成章.低层轻钢骨架住宅设计、制造和装配.北京:机械工业出版社,2002.195-210
[9]丁成章.冷弯轻钢骨架构件国内外的发展现状分析.钢结构,2003,18(6):19-21
[10]何保康,李风等.冷弯型钢在房屋建筑中的应用与发展.中国钢铁年会论文集2001:660-664
[11]刘锡良.国外建筑钢结构应用概况.第一届全国现代结构工程学术报告会议论文集.2001年7月
[12]王元清,石永久等.现代轻钢结构建筑及其在我国的应用.建筑结构学报,2002,23(1):2-8
[13]刘歌青,石永久等.纯框架体系在多层轻钢住宅中的应用研究.工业建筑,2002,32(12):64-66
[14]张跃峰.底层居住建筑中的轻钢龙骨体系.钢结构,2001,16(2):1-4
[15]张庆风.钢结构住宅设计与施工技术.北京:中国建筑工业出版社,2003.1-7
[16]刘承运,周志勇.我国轻钢结构建筑的应用探讨.工业建筑,2000,30(4):18-23
[17]吴书霞.住宅产业化与城市可持续发展.重庆:重庆住宅产业化国际研讨会论文集.2001年3月
[18]陈禄如.中国钢结构的现状及展望.建筑钢结构进展.2001.Vol No.1
[19]李世俊、徐寅.我国钢铁产品的发展对建筑钢结构的促进.建筑钢结构进展.Vol 4No.1.2002
[20]American Iron and Steel Institute:"specification for the Design of Cold-formed Steel Structure Members."Washington:American Iron and Steel Institute,1996.
[21]冷弯薄壁型钢结构设计手册.北京:中国建筑工业出版社,1996
[22]中华人民共和国国家标准.《冷弯薄壁型钢结构技术规范》GB 50018-2002.北京:中国计划出版社,2002
[23]Ben Young,Wing Man Lui.Behavior of Cold-Formed High Strength Stainless Steel Sections.Thin-Walled Structures.1999,60(2):3～102
[24]Bogdan M Put,Yong Lin Pi,Trahair.Bending and Torsion of Cold-formed Channel Beams.Journal of Structural Engineering,1999,25(2):540-546
[25]Cheng Yu,Benjamin W Schafer.Local Buckling Tests on Cold-Formed Steel Beams.Journal of Structural Engineering,ASCE,2003,(11):596-606
[26]Bogdan M Put,Yong Lin Pi,Trahair N S.Biaxial Bending of Cold-formed Z-beams.Journal of Structural Engineering,1999,25(11):1284～129
[27]Yong-Lin Pi,Put B M,Trahair N S.Lateral buckling strengths of cold-formed channel section beams.Journal of Structural Engineering,1999,25(5):532-539
[28]Abroad Ali Ghosn.Deflection of Nested Cold-Formed Steel Z-Section Beams.Journal of Structural Engineering,2002,128(11):256-260
[29]Silvestre,Camotim N D.Distortional Buckling Formulae for Cold-formed Steel C-and Z-section members:Part Ⅱ- Validation and application.Journal of Structural Engineering,1999,125(2):118-127
[30]Yong-Lin Pi,Put B M.Lateral Buckling Strengths of Cold-Formed Channel Section Beams.Journal of Structural Engineering,1998,124(10):1182-1191
[31]王彦敏、王海峰、陈新豪.G550高强钢在钢结构住宅中的应用研究.第五届全国现代结构工程学术研讨会,2005
[32]于炜文著、董军,夏冰青译.冷成型钢结构设计(原文第三版)北京:中国水利出版社;知识产权出版社,2003
[33]Timoshenko S P,Gere J M.Theory of Elastic Stability(2nd Ed.).McGraw-Hill,1961253-261
[34]Simaan A.Buckling of Diaphragm-braced Column of Unsymmetrical Sections and Application to Wall studs Design.Thin-Walled Structures,1999,62(2):101-130
[35]Simaan A.Buckling of Diaphragm-braced Column of Unsymmetrical Sections and Application to Wall Studs Design.PhD thesis,Cornell University,1973
[36]Simaan A,Pekoz TA.Diaphragm Braced Members and Design of Wall Studs.Journal of Structural Division,Proceedings of American Society of Civil i.Engineers,1976,102(ST1):77-93
[37]Lee YK,Miller TH.Axial Strength Determination for Gypsum-Sheathed Cold-formed Steel Wall Stud Composite Panels.Journal of Structural Engineering,ACSE,2001127(6):608-615
[38]Lee YK,Miller TH.Limiting Heights for Gypsum-Sheathed Cold-formed Steel Wall Studs.Practice Periodical on Structural Design and Construction,ACSE,2001,6(2):83-89
[39]Telue YK,Mahendran M.Buckling Behavior of Cold-formed Steel Wall Frames lined with Pasteboard.In Proceedings of 4th International Conference on Steel and Aluminium Structures,1999:37-44
[40]Telue YK.Behavior and Design of Pasteboard Lined Cold-formed Steel Stud Wall Systems under Axial Compression.PhD thesis,Queensland University of Techology,Australia,2001
[41]Telue YK,Mahendran M.Evaluation of Properties of Gypusm Pasteboard and Its Use in the Analysis of Cold-formed Steel Stud Walls.In Proceedings of 5th Asia Pacific Structural Engineering and Construction Conference,2003:319-330
[42]Tian YS,Wang J.An Experiment Study on the Axial Behaviour of Cold-formed Steel Wall Studs and Panels.Thin-Walled Structures,2004,62(2):557-573
[43]张耀春、姬光华.受力蒙皮组合体系承载力简化计算.工业建筑,1991,6:29-32
[44]朱勇军、张耀春.蒙皮支撑钢构件静力工作性能研究综述.长安大学学报,1995,28(4):121-127
[45]石宇.低层冷弯薄壁型钢结构住宅组合墙体抗剪承载力研究.长安大学硕士学位论文,2005
[46]郭丽峰.轻钢密立柱墙体的抗剪性能研究.西安建筑科技大学硕士学位论文,2004
[47]周天华、石宇等.冷弯型钢组合墙体抗剪承载力试验研究.西安建筑科技大学学报,2006,38(1):83-88
[48]刘前进、何保康等.低层冷弯薄壁型钢房屋墙体立柱承载能力试验研究.钢结构,200419(4):26-29
[49]何保康.550MPa高强冷弯薄壁型钢房屋墙体立柱承载能力试验研究报告,2006 12.
[50]秦雅菲.冷弯薄壁型钢低层住宅墙柱体系轴压性能理论与试验研究.同济大学博士学位论文,2005
[51]中华人民共和国国家标准,金属材料.温室拉伸试验方法,GB/T228-2002,中国标准出版社,2002。
[52]中国工程建设标准化协会标准.《门式钢架轻型房屋钢结构技术规程》(CECS102:2002).北京:中国计划出版社,2003.
[53]Yaip Telue,Mahen Mahendran.Behaviour of cold-formed steel wall flames lined with plasterboard.Physical Infrastructure Centre,school of civil Engineering,Queensland Universtiy of Technology,Australia,2000.
[54]陈骥.《钢结构稳定理论与设计》.北京:科学出版社,2001.
[55]李元齐,沈祖炎,王磊,王彦敏,徐宏伟.屈服强度550MPa高强冷弯薄壁型钢结构轴压构件承载力计算模式研究,建筑结构学报,2006,27(3):18-26.
[56]康小英:组合截面计算浅析.北京:铁道标准设计,2005(11):121-122
[2]弓晓芸.浅谈轻钢结构底层住宅.钢结构,2001,16(6):27-29
[3]王国周.中国钢结构五十年.建筑结构,1999
[4]舒赣平,孟宪德,王培.轻钢住宅结构体系及其应用.工业建筑,2001,31(8)1-4
[5]弓晓芸.轻钢结构建筑的应用及发展.工业建筑,2000,30(5):53-57
[6]丁成章.现代钢结构住宅技术流派分析.钢结构,2003,18(1):22-26
[7]丁成章.发展冷弯轻钢骨架住宅需克服的困难何解决的问题.钢结构,2003,18(2):18-20
[8]丁成章.低层轻钢骨架住宅设计、制造和装配.北京:机械工业出版社,2002.195-210
[9]丁成章.冷弯轻钢骨架构件国内外的发展现状分析.钢结构,2003,18(6):19-21
[10]何保康,李风等.冷弯型钢在房屋建筑中的应用与发展.中国钢铁年会论文集2001:660-664
[11]刘锡良.国外建筑钢结构应用概况.第一届全国现代结构工程学术报告会议论文集.2001年7月
[12]王元清,石永久等.现代轻钢结构建筑及其在我国的应用.建筑结构学报,2002,23(1):2-8
[13]刘歌青,石永久等.纯框架体系在多层轻钢住宅中的应用研究.工业建筑,2002,32(12):64-66
[14]张跃峰.底层居住建筑中的轻钢龙骨体系.钢结构,2001,16(2):1-4
[15]张庆风.钢结构住宅设计与施工技术.北京:中国建筑工业出版社,2003.1-7
[16]刘承运,周志勇.我国轻钢结构建筑的应用探讨.工业建筑,2000,30(4):18-23
[17]吴书霞.住宅产业化与城市可持续发展.重庆:重庆住宅产业化国际研讨会论文集.2001年3月
[18]陈禄如.中国钢结构的现状及展望.建筑钢结构进展.2001.Vol No.1
[19]李世俊、徐寅.我国钢铁产品的发展对建筑钢结构的促进.建筑钢结构进展.Vol 4No.1.2002
[20]American Iron and Steel Institute:"specification for the Design of Cold-formed Steel Structure Members."Washington:American Iron and Steel Institute,1996.
[21]冷弯薄壁型钢结构设计手册.北京:中国建筑工业出版社,1996
[22]中华人民共和国国家标准.《冷弯薄壁型钢结构技术规范》GB 50018-2002.北京:中国计划出版社,2002
[23]Ben Young,Wing Man Lui.Behavior of Cold-Formed High Strength Stainless Steel Sections.Thin-Walled Structures.1999,60(2):3～102
[24]Bogdan M Put,Yong Lin Pi,Trahair.Bending and Torsion of Cold-formed Channel Beams.Journal of Structural Engineering,1999,25(2):540-546
[25]Cheng Yu,Benjamin W Schafer.Local Buckling Tests on Cold-Formed Steel Beams.Journal of Structural Engineering,ASCE,2003,(11):596-606
[26]Bogdan M Put,Yong Lin Pi,Trahair N S.Biaxial Bending of Cold-formed Z-beams.Journal of Structural Engineering,1999,25(11):1284～129
[27]Yong-Lin Pi,Put B M,Trahair N S.Lateral buckling strengths of cold-formed channel section beams.Journal of Structural Engineering,1999,25(5):532-539
[28]Abroad Ali Ghosn.Deflection of Nested Cold-Formed Steel Z-Section Beams.Journal of Structural Engineering,2002,128(11):256-260
[29]Silvestre,Camotim N D.Distortional Buckling Formulae for Cold-formed Steel C-and Z-section members:Part Ⅱ- Validation and application.Journal of Structural Engineering,1999,125(2):118-127
[30]Yong-Lin Pi,Put B M.Lateral Buckling Strengths of Cold-Formed Channel Section Beams.Journal of Structural Engineering,1998,124(10):1182-1191
[31]王彦敏、王海峰、陈新豪.G550高强钢在钢结构住宅中的应用研究.第五届全国现代结构工程学术研讨会,2005
[32]于炜文著、董军,夏冰青译.冷成型钢结构设计(原文第三版)北京:中国水利出版社;知识产权出版社,2003
[33]Timoshenko S P,Gere J M.Theory of Elastic Stability(2nd Ed.).McGraw-Hill,1961253-261
[34]Simaan A.Buckling of Diaphragm-braced Column of Unsymmetrical Sections and Application to Wall studs Design.Thin-Walled Structures,1999,62(2):101-130
[35]Simaan A.Buckling of Diaphragm-braced Column of Unsymmetrical Sections and Application to Wall Studs Design.PhD thesis,Cornell University,1973
[36]Simaan A,Pekoz TA.Diaphragm Braced Members and Design of Wall Studs.Journal of Structural Division,Proceedings of American Society of Civil i.Engineers,1976,102(ST1):77-93
[37]Lee YK,Miller TH.Axial Strength Determination for Gypsum-Sheathed Cold-formed Steel Wall Stud Composite Panels.Journal of Structural Engineering,ACSE,2001127(6):608-615
[38]Lee YK,Miller TH.Limiting Heights for Gypsum-Sheathed Cold-formed Steel Wall Studs.Practice Periodical on Structural Design and Construction,ACSE,2001,6(2):83-89
[39]Telue YK,Mahendran M.Buckling Behavior of Cold-formed Steel Wall Frames lined with Pasteboard.In Proceedings of 4th International Conference on Steel and Aluminium Structures,1999:37-44
[40]Telue YK.Behavior and Design of Pasteboard Lined Cold-formed Steel Stud Wall Systems under Axial Compression.PhD thesis,Queensland University of Techology,Australia,2001
[41]Telue YK,Mahendran M.Evaluation of Properties of Gypusm Pasteboard and Its Use in the Analysis of Cold-formed Steel Stud Walls.In Proceedings of 5th Asia Pacific Structural Engineering and Construction Conference,2003:319-330
[42]Tian YS,Wang J.An Experiment Study on the Axial Behaviour of Cold-formed Steel Wall Studs and Panels.Thin-Walled Structures,2004,62(2):557-573
[43]张耀春、姬光华.受力蒙皮组合体系承载力简化计算.工业建筑,1991,6:29-32
[44]朱勇军、张耀春.蒙皮支撑钢构件静力工作性能研究综述.长安大学学报,1995,28(4):121-127
[45]石宇.低层冷弯薄壁型钢结构住宅组合墙体抗剪承载力研究.长安大学硕士学位论文,2005
[46]郭丽峰.轻钢密立柱墙体的抗剪性能研究.西安建筑科技大学硕士学位论文,2004
[47]周天华、石宇等.冷弯型钢组合墙体抗剪承载力试验研究.西安建筑科技大学学报,2006,38(1):83-88
[48]刘前进、何保康等.低层冷弯薄壁型钢房屋墙体立柱承载能力试验研究.钢结构,200419(4):26-29
[49]何保康.550MPa高强冷弯薄壁型钢房屋墙体立柱承载能力试验研究报告,2006 12.
[50]秦雅菲.冷弯薄壁型钢低层住宅墙柱体系轴压性能理论与试验研究.同济大学博士学位论文,2005
[51]中华人民共和国国家标准,金属材料.温室拉伸试验方法,GB/T228-2002,中国标准出版社,2002。
[52]中国工程建设标准化协会标准.《门式钢架轻型房屋钢结构技术规程》(CECS102:2002).北京:中国计划出版社,2003.
[53]Yaip Telue,Mahen Mahendran.Behaviour of cold-formed steel wall flames lined with plasterboard.Physical Infrastructure Centre,school of civil Engineering,Queensland Universtiy of Technology,Australia,2000.
[54]陈骥.《钢结构稳定理论与设计》.北京:科学出版社,2001.
[55]李元齐,沈祖炎,王磊,王彦敏,徐宏伟.屈服强度550MPa高强冷弯薄壁型钢结构轴压构件承载力计算模式研究,建筑结构学报,2006,27(3):18-26.
[56]康小英:组合截面计算浅析.北京:铁道标准设计,2005(11):121-122