变异刚拱架结构设计理论及实践研究
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摘要
本文以典型的工程——徐州师范大学体育中心游泳馆为实例，从理论和实践上研究了变异钢拱架结构的设计和施工。论文首先对变异钢拱架结构设计可采用的软件、结构模型的建立、支座构造形式、变异拱梁的设计，以及保证拱梁平面外稳定所采取的措施等进行了研究，然后研究了大跨度变异钢拱架弧形梁吊装、角度的调整、铰支座穿轴销等的施工方法，最后对施工完成后的位移进行了实际量测。
根据实际工程屋盖建筑的外形，确定变异钢拱架分高跨和低跨部分，中间采用短柱焊接成一整体，高跨和低跨由两个不同曲率的弧组成，且每一跨又有多个曲率。
借助有限元方法，分析了钢拱架的受力性能。本文采用中国建筑科学研究院PKPM软件的钢结构设计模块STS，从结构建模入手，根据规范要求研究了支座的构造形式，通过对变异拱梁的力学分析，设计出符合力学模型的铰支座、滑移支座和变异拱处钢梁的施工图。滑移支座处连接的两个杆件均要求设铰接，以保证无弯矩存在。同时与施工技术人员研究了钢梁施工就位的方法，将钢梁设计为11段，低跨基本为3段，L1-2(就位后焊接)、L3、L4，长度分别为14.421m、17.157m、10.079m；高跨基本为3段，L7、L8、L9-10(就位后焊接)，长度分别为8.85m、12.996m、15.962m。相邻梁段之间的连接形式为栓焊混合型连接，采用节点板把腹板用高强螺栓连接后上、下翼缘板分别对焊。变异拱高低跨连接处采用短柱焊接，形成一个完整的钢拱梁。为保证钢梁在变异拱处平面外的稳定，纵向设一通长管桁架。
钢梁吊装方案采用吊车配合脚手架的方法。变异拱就位时，先在该处下方搭好脚手架，并把脚手架断开留出0.8m间隙，利用脚手架搭设龙门架，用手拉葫芦把梁提升到位。起吊后的钢梁灵活、方便的角度调整是关键，吊装时用有足够行程的手拉葫芦代替钢丝绳，以便进行角度调整，要求吊点相距要大一些，而且吊点尽量靠前端。铰支座穿轴销顺利与否是施工的关键，采用提前做一锥销来引导轴销的方法来实现。
最后对施工安装后的结构进行了位移实测，实测结果与计算结果吻合较好，表明该工程的设计和施工达到了预期的目的。
This thesis takes a typical project--the Natatorium of the Sports Center, Xuzhou
Normal University--as a case to study the theory and practice of the design and the
construction of the variant steel arched girder. After an introduction to the research on the software for the design of the variant steel arched girder construction, the creation of the structural model, the structure of the supporting seat, the design of the variant arched girder, and the measures taken to ensure the stability of the plane surface of the arched girder, the thesis goes to study the methods for the hoisting and the angle setting of the long-span arched girders, as well as the bolting of the axle pin in the hinge support. Displacement was measured after the completion of the project.
In view of the external form of the roof construction, it was decided that the variant steel arched girder should be composed of a higher straddle and a lower straddle, with a stump welded between the two straddles. The straddles are two arc-shaped roofs of different curve rates, and each of the straddles is made up of segments of various curve rates.
A finite-element analysis was carried out to study the stress performance of the
steel girders. In this study, STS--the steel construction design module of PKPM,
a software program of China' s Institute of the Construction Science --is employed
to create the construction model in order to study the construction of the supporting seat. A mechanical analysis of the variant arched girders was Implemented, with the result that consturction documents meeting mechanical requirements were designed for the hinge support, the roller support and the steel girders. Hinge joints are need for the two member bars near the roller support to ensure that no flexual torque exists.
In collaboration with the worksite technicians, studies were carried out to move the girders into their place. The girders were designed to be 11 segments, 3 for the lower straddle (L1-2, welded after being put in place, L3 and L4, their lengths being 14. 421m, 17. 157m and 10. 079m respectively), and 3 for the higher straddle (L7, L8, L9-10, welded after being put in place, their lengths being 8. 85m, 12.996m, and 15. 962m respectively). Neighbouring segments are linked with bolts and welding. After the girders were segmented, guesseted plates were used with high-strength bolted oints to connect the web plates, and the higher and lower flange plates were butt-welded. Stumps were inserted and welded between the two straddles so that the girders become an integrated arched girder. A steel tubular trssed structure was vertically fixed to ensure the stability of the plane surface of the arched girder.
The hoisting of the girders was achieved by the combination of a hoisting machine with scaffolding. Before the variant arch was moved into its place, scaffolds were set up under the place where the arch would be, and a clearance of 0. 8m was maintained between the scaffolds. With the help of the scaffolds, a gantry was set up, and the girder was lifted with a hand drawn chain hoist. It was essential that the lifted girder could be moved by any angle. A hand drawn chain hoist was used instead of a steel wire rope to enable the girder to be moved freelyby any angle. The suspension centers should be kept far apart but to the front as much as possible. Whether the axle pin can be smoothly bolted into the hinge support is crucial for the whole project. To achieve this goal, a prefabricated taper pin was used to induce the axle pin.
Finally, after the completion of the project, a displacement measurement was carried out, and it was found that the measured displacement satisfactorily was in good agreement with the actual displacement, indicating that both the design and the execution of the project have achieved the expected goals.
根据实际工程屋盖建筑的外形，确定变异钢拱架分高跨和低跨部分，中间采用短柱焊接成一整体，高跨和低跨由两个不同曲率的弧组成，且每一跨又有多个曲率。
借助有限元方法，分析了钢拱架的受力性能。本文采用中国建筑科学研究院PKPM软件的钢结构设计模块STS，从结构建模入手，根据规范要求研究了支座的构造形式，通过对变异拱梁的力学分析，设计出符合力学模型的铰支座、滑移支座和变异拱处钢梁的施工图。滑移支座处连接的两个杆件均要求设铰接，以保证无弯矩存在。同时与施工技术人员研究了钢梁施工就位的方法，将钢梁设计为11段，低跨基本为3段，L1-2(就位后焊接)、L3、L4，长度分别为14.421m、17.157m、10.079m；高跨基本为3段，L7、L8、L9-10(就位后焊接)，长度分别为8.85m、12.996m、15.962m。相邻梁段之间的连接形式为栓焊混合型连接，采用节点板把腹板用高强螺栓连接后上、下翼缘板分别对焊。变异拱高低跨连接处采用短柱焊接，形成一个完整的钢拱梁。为保证钢梁在变异拱处平面外的稳定，纵向设一通长管桁架。
钢梁吊装方案采用吊车配合脚手架的方法。变异拱就位时，先在该处下方搭好脚手架，并把脚手架断开留出0.8m间隙，利用脚手架搭设龙门架，用手拉葫芦把梁提升到位。起吊后的钢梁灵活、方便的角度调整是关键，吊装时用有足够行程的手拉葫芦代替钢丝绳，以便进行角度调整，要求吊点相距要大一些，而且吊点尽量靠前端。铰支座穿轴销顺利与否是施工的关键，采用提前做一锥销来引导轴销的方法来实现。
最后对施工安装后的结构进行了位移实测，实测结果与计算结果吻合较好，表明该工程的设计和施工达到了预期的目的。
This thesis takes a typical project--the Natatorium of the Sports Center, Xuzhou
Normal University--as a case to study the theory and practice of the design and the
construction of the variant steel arched girder. After an introduction to the research on the software for the design of the variant steel arched girder construction, the creation of the structural model, the structure of the supporting seat, the design of the variant arched girder, and the measures taken to ensure the stability of the plane surface of the arched girder, the thesis goes to study the methods for the hoisting and the angle setting of the long-span arched girders, as well as the bolting of the axle pin in the hinge support. Displacement was measured after the completion of the project.
In view of the external form of the roof construction, it was decided that the variant steel arched girder should be composed of a higher straddle and a lower straddle, with a stump welded between the two straddles. The straddles are two arc-shaped roofs of different curve rates, and each of the straddles is made up of segments of various curve rates.
A finite-element analysis was carried out to study the stress performance of the
steel girders. In this study, STS--the steel construction design module of PKPM,
a software program of China' s Institute of the Construction Science --is employed
to create the construction model in order to study the construction of the supporting seat. A mechanical analysis of the variant arched girders was Implemented, with the result that consturction documents meeting mechanical requirements were designed for the hinge support, the roller support and the steel girders. Hinge joints are need for the two member bars near the roller support to ensure that no flexual torque exists.
In collaboration with the worksite technicians, studies were carried out to move the girders into their place. The girders were designed to be 11 segments, 3 for the lower straddle (L1-2, welded after being put in place, L3 and L4, their lengths being 14. 421m, 17. 157m and 10. 079m respectively), and 3 for the higher straddle (L7, L8, L9-10, welded after being put in place, their lengths being 8. 85m, 12.996m, and 15. 962m respectively). Neighbouring segments are linked with bolts and welding. After the girders were segmented, guesseted plates were used with high-strength bolted oints to connect the web plates, and the higher and lower flange plates were butt-welded. Stumps were inserted and welded between the two straddles so that the girders become an integrated arched girder. A steel tubular trssed structure was vertically fixed to ensure the stability of the plane surface of the arched girder.
The hoisting of the girders was achieved by the combination of a hoisting machine with scaffolding. Before the variant arch was moved into its place, scaffolds were set up under the place where the arch would be, and a clearance of 0. 8m was maintained between the scaffolds. With the help of the scaffolds, a gantry was set up, and the girder was lifted with a hand drawn chain hoist. It was essential that the lifted girder could be moved by any angle. A hand drawn chain hoist was used instead of a steel wire rope to enable the girder to be moved freelyby any angle. The suspension centers should be kept far apart but to the front as much as possible. Whether the axle pin can be smoothly bolted into the hinge support is crucial for the whole project. To achieve this goal, a prefabricated taper pin was used to induce the axle pin.
Finally, after the completion of the project, a displacement measurement was carried out, and it was found that the measured displacement satisfactorily was in good agreement with the actual displacement, indicating that both the design and the execution of the project have achieved the expected goals.
引文
[1] 陶郅、倪阳：广州国际会展中心建筑设计，建筑学报，7，42-44，2003
[2] 谢少明：国际化设计合作的有益尝试，建筑学报，7，47，2003
[3] www. csc-e, com, 工程实例, 2003、9
[4] G. C. Lee, L. M. Morrell and R.L. Ketter, Design of tapered Members, Welding Rescarch Council Bulletin No. 173June 1972.
[5] Foggel, C.M., and Ketter, R.,Elastic Strength of Tapered Columns, Journal of the Structure Division, ASCE. Vol. 88, No. STS. Paper 3301, Oct. 1962.
[6] Charles, G. Cule and Stephen, M. Preg, Elastic Stability of Tapered Beam-Columns, Journal of the Structure Division, ASCE. V1. 94, No. ST2. Feb. 1968.
[7] Just, D. J., Just., Analysis of Plane Frames of Linearly Varying Rectangular Section, The Structural Engineer, Jan. 1975.
[8] Just, D. J., Just., Plane Frameworks of Tapering Box and Ⅰ-section, Journal of the Structural Division, Vol.. 103, No. STL.
[9] James, M. Oere, and Winfred, O. Carter, Critical Buckling Loads of Tapered Bars under Stepped Axial Loads, J. Struct. Engng, ASCE. Vol.. 112, No. 6, June. 1986.
[10] John, C. Ermopulos, Buckling of Tapered Bars under Stepped Axial Loads, J. Struct. Eng., ASCE. Vol.. 112No. 6, June, 1986
[11] J. M. Davies, Inplane Stanbility in Portal Frame, The Structural Engineer, Vo. 68, No. 8/17, April, 1990.
[12] D. J. Butler and G. B. Anderson, the Elastic Buckling of Tapered Beam-Column, Welding Research Supplement, 29-S. Jan. 1963.
[13] Hiroyaki Shiom and Maneaki Kurata, Strength Formula for Tapered Beam-Columns, Journal of Stuctural Engineering, Vol. 110, NO. 7, July 1984.
[14] J.M. Davies, P. Engel, T. T. C. Liu, and L. J. Morris, Realistic Modeling of Engineer, Vol. 68, No. 1/9, Jan. 1990.
[15] 刘安清，《直线楔形杆件框架稳定性计算》，建筑结构学报，1983年第4卷，第2期，
[16] 梁启智、曾令付、《山形门式刚架的梁柱计算长度》，土木工程学报，1987年2月，第20卷第1期。
[17] 赵毅强，《楔形杆件结构的弹性稳定分析》，建筑结构学报，1990年12月，第11卷，第6
期。
[18] 张振涛，《薄壁变截面结构内力与构件稳定分析地有限元法》，西安建筑科技大学硕士论文，1992。
[19] 顾强、周敏辉，《楔形变截面门式刚架的设计(二)》，西安建筑科技大学学报，Vol．30，No．3，Step．1998．
[20] 陈绍蕃，《门式刚框架轻型化的技术措施》，建筑结构，1998、2第2期
[21] 陈绍蕃，《轻型钢结构变截面门式刚架的稳定计算》，建筑结构，1998年第8期
[22] 王文明、郭彦林、赵熙元，建筑结构1998年第10期
[23] 李峰，《楔形变截面单跨门式刚架柱计算长度》，西安建筑科技大学硕士论文，1999
[24] 饶芝英、童树根，《变截面门式刚架平面内弹性稳定计算》，建筑结构，第30卷第4期，2000
[25] 东南大学设计院方案图，2000
[26] 江苏天地网架集团公司深化施工图，2001、4
[27] 吕烈武、沈世钊、沈祖炎、胡学仁，钢结构稳定理论，中国建筑工业出版社，1993
[28] 刘华松，变截面梁的整体稳定分析，西安建筑科技大学硕士论文，2002
[29] 中国建筑科学研究院，钢结构CAD系统用户手册，286，2001、11
[30] 中国建筑科学研究院，钢结构CAD系统用户手册，287，2001、11
[31] 钢结构设计原理，第二版，科学出版社，2001
[32] 钢结构工程施工质量验收规范GB50205-2001，中国计划出版社，2002
[33] 《门式钢架轻型房屋结构技术规程》，CECS102：2002
[2] 谢少明：国际化设计合作的有益尝试，建筑学报，7，47，2003
[3] www. csc-e, com, 工程实例, 2003、9
[4] G. C. Lee, L. M. Morrell and R.L. Ketter, Design of tapered Members, Welding Rescarch Council Bulletin No. 173June 1972.
[5] Foggel, C.M., and Ketter, R.,Elastic Strength of Tapered Columns, Journal of the Structure Division, ASCE. Vol. 88, No. STS. Paper 3301, Oct. 1962.
[6] Charles, G. Cule and Stephen, M. Preg, Elastic Stability of Tapered Beam-Columns, Journal of the Structure Division, ASCE. V1. 94, No. ST2. Feb. 1968.
[7] Just, D. J., Just., Analysis of Plane Frames of Linearly Varying Rectangular Section, The Structural Engineer, Jan. 1975.
[8] Just, D. J., Just., Plane Frameworks of Tapering Box and Ⅰ-section, Journal of the Structural Division, Vol.. 103, No. STL.
[9] James, M. Oere, and Winfred, O. Carter, Critical Buckling Loads of Tapered Bars under Stepped Axial Loads, J. Struct. Engng, ASCE. Vol.. 112, No. 6, June. 1986.
[10] John, C. Ermopulos, Buckling of Tapered Bars under Stepped Axial Loads, J. Struct. Eng., ASCE. Vol.. 112No. 6, June, 1986
[11] J. M. Davies, Inplane Stanbility in Portal Frame, The Structural Engineer, Vo. 68, No. 8/17, April, 1990.
[12] D. J. Butler and G. B. Anderson, the Elastic Buckling of Tapered Beam-Column, Welding Research Supplement, 29-S. Jan. 1963.
[13] Hiroyaki Shiom and Maneaki Kurata, Strength Formula for Tapered Beam-Columns, Journal of Stuctural Engineering, Vol. 110, NO. 7, July 1984.
[14] J.M. Davies, P. Engel, T. T. C. Liu, and L. J. Morris, Realistic Modeling of Engineer, Vol. 68, No. 1/9, Jan. 1990.
[15] 刘安清，《直线楔形杆件框架稳定性计算》，建筑结构学报，1983年第4卷，第2期，
[16] 梁启智、曾令付、《山形门式刚架的梁柱计算长度》，土木工程学报，1987年2月，第20卷第1期。
[17] 赵毅强，《楔形杆件结构的弹性稳定分析》，建筑结构学报，1990年12月，第11卷，第6
期。
[18] 张振涛，《薄壁变截面结构内力与构件稳定分析地有限元法》，西安建筑科技大学硕士论文，1992。
[19] 顾强、周敏辉，《楔形变截面门式刚架的设计(二)》，西安建筑科技大学学报，Vol．30，No．3，Step．1998．
[20] 陈绍蕃，《门式刚框架轻型化的技术措施》，建筑结构，1998、2第2期
[21] 陈绍蕃，《轻型钢结构变截面门式刚架的稳定计算》，建筑结构，1998年第8期
[22] 王文明、郭彦林、赵熙元，建筑结构1998年第10期
[23] 李峰，《楔形变截面单跨门式刚架柱计算长度》，西安建筑科技大学硕士论文，1999
[24] 饶芝英、童树根，《变截面门式刚架平面内弹性稳定计算》，建筑结构，第30卷第4期，2000
[25] 东南大学设计院方案图，2000
[26] 江苏天地网架集团公司深化施工图，2001、4
[27] 吕烈武、沈世钊、沈祖炎、胡学仁，钢结构稳定理论，中国建筑工业出版社，1993
[28] 刘华松，变截面梁的整体稳定分析，西安建筑科技大学硕士论文，2002
[29] 中国建筑科学研究院，钢结构CAD系统用户手册，286，2001、11
[30] 中国建筑科学研究院，钢结构CAD系统用户手册，287，2001、11
[31] 钢结构设计原理，第二版，科学出版社，2001
[32] 钢结构工程施工质量验收规范GB50205-2001，中国计划出版社，2002
[33] 《门式钢架轻型房屋结构技术规程》，CECS102：2002