无粘结部分预应力砼梁柱节点的受力性能研究
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摘要
无粘结部分预应力混凝土结构是一种新型的加筋混凝土结构形式，它不需
要预留孔道、穿筋、灌浆等复杂工序，简便了操作，加快了施工进度。无粘结
预应力筋摩擦力小，且易弯曲成各种形状，特别适合建造需用复杂的连续曲线
配筋的大跨度楼盖和屋盖。随着对无粘结预应力结构性能的研究，无粘结材料
供应充足和轻型张拉千斤顶技术的发展，以及无粘结预应力楼盖在高层建筑结
构中的普及，无粘接砼结构的优点已得到广泛的认可。但是，作为设计与施工
人员，在无粘结预应力结构的设计与施工中，在充分发挥无粘结预应力作用地
同时，应该注意尽可能减少无粘结预应力筋对柱截面削弱的影响。本试验以开
洞比例为主要变化参数，并综合考察开洞形式、配箍、预应力的影响，通过13
个节点实验的结果和理论分析得到以下几个结论：
1、削弱面积的比例小于30％时，节点承载能力影响不大。
2、孔道间距不能太小，相同开洞比例时，洞口数量多，半径小的形式承载
能力稍高。
3、实际工程中的解决方法和建议。
Unbonded partially prestressed reinforced concrete (PPC) structure is a new form of Reinforced concrete (RC) structure, which need not set ducts, install tendons and grout in advance, so it is more convenient and quicken the rate of progress.
The tendons of unbonded PPC have smaller fraction force and are easier to bend to many shapes, so it is more suited for building these rooms whose span are larger.
With the study of the ability of unbonded PPC structure and the development of materials of unbonded PPC and the technique of light jack, the advantage of unbonded PPC structure has been widely recognized.
However, as a designer or constructer, we should try our best to reduce the influence of the weakened states of column sections for frame, when we are engage in design or execution.
This experimental research of 13 column beam joints takes the rate of ducts as a principal parameter, at the same time, the form of duct, the rate and ways of tendons and prestressing force are also considered.
The results show that the influence of those ducts to the ultimate bearing capacity of the weakened section is not serious and the structure is safe if the rate is smaller than 30%. At the same time, we can get the following conclusions of the optimum style of the ducts and the settlements of actual projects.
要预留孔道、穿筋、灌浆等复杂工序，简便了操作，加快了施工进度。无粘结
预应力筋摩擦力小，且易弯曲成各种形状，特别适合建造需用复杂的连续曲线
配筋的大跨度楼盖和屋盖。随着对无粘结预应力结构性能的研究，无粘结材料
供应充足和轻型张拉千斤顶技术的发展，以及无粘结预应力楼盖在高层建筑结
构中的普及，无粘接砼结构的优点已得到广泛的认可。但是，作为设计与施工
人员，在无粘结预应力结构的设计与施工中，在充分发挥无粘结预应力作用地
同时，应该注意尽可能减少无粘结预应力筋对柱截面削弱的影响。本试验以开
洞比例为主要变化参数，并综合考察开洞形式、配箍、预应力的影响，通过13
个节点实验的结果和理论分析得到以下几个结论：
1、削弱面积的比例小于30％时，节点承载能力影响不大。
2、孔道间距不能太小，相同开洞比例时，洞口数量多，半径小的形式承载
能力稍高。
3、实际工程中的解决方法和建议。
Unbonded partially prestressed reinforced concrete (PPC) structure is a new form of Reinforced concrete (RC) structure, which need not set ducts, install tendons and grout in advance, so it is more convenient and quicken the rate of progress.
The tendons of unbonded PPC have smaller fraction force and are easier to bend to many shapes, so it is more suited for building these rooms whose span are larger.
With the study of the ability of unbonded PPC structure and the development of materials of unbonded PPC and the technique of light jack, the advantage of unbonded PPC structure has been widely recognized.
However, as a designer or constructer, we should try our best to reduce the influence of the weakened states of column sections for frame, when we are engage in design or execution.
This experimental research of 13 column beam joints takes the rate of ducts as a principal parameter, at the same time, the form of duct, the rate and ways of tendons and prestressing force are also considered.
The results show that the influence of those ducts to the ultimate bearing capacity of the weakened section is not serious and the structure is safe if the rate is smaller than 30%. At the same time, we can get the following conclusions of the optimum style of the ducts and the settlements of actual projects.
引文
[1] 姚谦峰，陈平．土木工程结构试验．中国建筑工业出版社，2000，7
[2] 范家骥，高莲娣，喻永言．钢筋混凝土结构．中国建筑工业出版社，199l
[3] 吕志涛，孟少平．现代预应力设计，中国建筑工业出版社，1998
[4] 杜拱辰．现代预应力混凝土结构．中国建筑工业出版社，1988
[5] 陶学康．无粘结预应力混凝土设计与施工．地震出版社，1993
[6] 陶学康．后张预应力混凝土设计手册．中国建筑工业出版社，1996
[7] 唐九如．钢筋混凝土框架节点抗震．东南大学出版社，1989
[8] 吴家龙．弹性力学．同济大学出版社，1992
[9] 徐秉业，黄言，刘信声，孙学伟．弹性力学与塑性力学解题指导及习题集．高等教育出版社，1984
[10] 徐秉业，刘信声．应用弹塑性力学．清华大学出版社
[11] 庄楚强，吴亚森。应用数理统计基础。华南理工大学出版社，1991
[12] 王勋成，邵敏．有限单元法基本原理和数值方法．清华大学出版社，1995
[13] 易日．使用ANSYS6.1进行结构力学分析．北京大学出版社，2002
[14] 夸克工作室．有限元分析基础篇ANSYS与MATLAB．清华大学出版社，2002
[15] 江见鲸．钢筋混凝土结构非线性有限元方法．陕西科学技术出版社，1994
[16] 中国建筑科学研究院．无粘结预应力混凝土结构技术规程(JGJ／T92—93)．中国计划出版社，1993
[17] 韩继云，郭晓民，屈伟．穿有无粘结筋的框架柱截面承载力试验研究．建筑结构，1998，(4)
[18] 李唐宁，贺湘华．单向留设预应力筋孔道框架柱轴向受力时截面承载力试验研究．建筑结构，2002(6)
[19] 程懋堃．高强混凝土柱的梁柱节点处理方法．建筑结构，2001(5)
[20] 唐九如，陈俊辉，花霞萍．预应力混凝土框架节点受剪承载力分析．建筑结构，1992(1)
[21] 陈芮，寿光，马新强．无粘结板柱节点性能研究．
[22] 杨杰，张然．无粘结部分预应力扁梁节点性能研究，建筑开发(建筑结构)，1990(6)
[23] 唐九如．部分预应力框架梁节点在反复荷载下的受力性能．建筑结构，87(5)
[24] 仝为民．关于无粘结预应力梁柱节点设计的讨论．建筑结构，1991(6)
[25] 段建中．混凝土双向局部承压的研究．合肥工业大学学报．1995(3)
[26] 陶学康．后张无粘结预应力混凝土在高层建筑设计中的应用．建筑结构学报．1995(4)
[27] 过镇海．混凝土的强度和变形：试验基础和本构关系．清华大学出版社，1997
[28] 吕志涛，孟少平．预应力混凝土框架设计的几个问题．建筑结构学报，1997(3)
[29] Peter J.McHarg、William D.Cook、Denis Mitchell、Young-Soo Yoon: Improved Transmission of Hing-Strength Concrete Column Loads through Normal Strength Concrete Slabs, ACI STRUCTURAL JOURNAL, January-February 2000, P157—P165
[30] Chuan-Chien Shu、Neil M.Hawkins: Behavior of Columns Continuous through Concrete Floors, ACI STRUCTURAL JOURNAL, July-August 1992, P405—P414
[31] William L.Gamble, Jeffrey D.Klinar: Tests of Hing-Strength Concrete Columns with Intervening Floor Slabs, JOURNAL OF STRUCTURAL ENGINEERING ,Vol. 117, No.5 May 1991, P1462—P1476
[32] H.Marzouk, MohamedEmam, M.SamehHilal: Effect of Hing-Strength Concrete Columns on the Behavior of Slab-Column Connections, ACI STRUCTURAL JOURNAL, September-October 1996, P545—P554
[33] ACI Committee 318, "Building Code Requirements for Structural Concrete (ACI 318-1995) and Commentary (318R-1995)", American Concrete Institute, Farmington Hills, Mich, 1995, 369pp.
[34] Shyh-Jiann Hwang and Hung-Jen Lee: Analytical Model for Predicting Shear Strengths of Interior Reinforced Concrete Beam-Column Joints for Seismic Resistance, ACI STRUCTURAL JOURNAL, January-February 2000, P35—P44
[35] A.S.Prasada Rao: Selection and Design of Partially Prestressed Concrete Sections for Strength and Serviceability, ACI STRUCTURAL JOURNAL, May-June 1991, P330—P338
[36] Lan N.Robertson and Ahmad J.Durranl: Gravity Load Effect on Seismic Behavior of Exterior Slab-Column Connections, ACI STRUCTURAL JOURNAL, May-June 1991, P255—P267
[37] Park. R.Thompson. K.j:Cyclic load tests on prestressed and partially prestressed beam-column joints.J.Pc Vel.22.No.5,sep/oct 1977.63—83
[38] F. Sawko. Developments in prestresseol concrete-2.Applied Science Publishers, 1978
[39] K.J.Thompson,and R.Park. Ductility and Partially Prestressed Coneretc Beam Section,PCI Journal,Vol. 25,No.2,March-April 1980
[40] Richard H.Scott. Intrinsic Mechanisms in Reinforced Concrete Beam-Column Connection Behavior. ACI Structural J9umal, 1996(5-6)
[2] 范家骥，高莲娣，喻永言．钢筋混凝土结构．中国建筑工业出版社，199l
[3] 吕志涛，孟少平．现代预应力设计，中国建筑工业出版社，1998
[4] 杜拱辰．现代预应力混凝土结构．中国建筑工业出版社，1988
[5] 陶学康．无粘结预应力混凝土设计与施工．地震出版社，1993
[6] 陶学康．后张预应力混凝土设计手册．中国建筑工业出版社，1996
[7] 唐九如．钢筋混凝土框架节点抗震．东南大学出版社，1989
[8] 吴家龙．弹性力学．同济大学出版社，1992
[9] 徐秉业，黄言，刘信声，孙学伟．弹性力学与塑性力学解题指导及习题集．高等教育出版社，1984
[10] 徐秉业，刘信声．应用弹塑性力学．清华大学出版社
[11] 庄楚强，吴亚森。应用数理统计基础。华南理工大学出版社，1991
[12] 王勋成，邵敏．有限单元法基本原理和数值方法．清华大学出版社，1995
[13] 易日．使用ANSYS6.1进行结构力学分析．北京大学出版社，2002
[14] 夸克工作室．有限元分析基础篇ANSYS与MATLAB．清华大学出版社，2002
[15] 江见鲸．钢筋混凝土结构非线性有限元方法．陕西科学技术出版社，1994
[16] 中国建筑科学研究院．无粘结预应力混凝土结构技术规程(JGJ／T92—93)．中国计划出版社，1993
[17] 韩继云，郭晓民，屈伟．穿有无粘结筋的框架柱截面承载力试验研究．建筑结构，1998，(4)
[18] 李唐宁，贺湘华．单向留设预应力筋孔道框架柱轴向受力时截面承载力试验研究．建筑结构，2002(6)
[19] 程懋堃．高强混凝土柱的梁柱节点处理方法．建筑结构，2001(5)
[20] 唐九如，陈俊辉，花霞萍．预应力混凝土框架节点受剪承载力分析．建筑结构，1992(1)
[21] 陈芮，寿光，马新强．无粘结板柱节点性能研究．
[22] 杨杰，张然．无粘结部分预应力扁梁节点性能研究，建筑开发(建筑结构)，1990(6)
[23] 唐九如．部分预应力框架梁节点在反复荷载下的受力性能．建筑结构，87(5)
[24] 仝为民．关于无粘结预应力梁柱节点设计的讨论．建筑结构，1991(6)
[25] 段建中．混凝土双向局部承压的研究．合肥工业大学学报．1995(3)
[26] 陶学康．后张无粘结预应力混凝土在高层建筑设计中的应用．建筑结构学报．1995(4)
[27] 过镇海．混凝土的强度和变形：试验基础和本构关系．清华大学出版社，1997
[28] 吕志涛，孟少平．预应力混凝土框架设计的几个问题．建筑结构学报，1997(3)
[29] Peter J.McHarg、William D.Cook、Denis Mitchell、Young-Soo Yoon: Improved Transmission of Hing-Strength Concrete Column Loads through Normal Strength Concrete Slabs, ACI STRUCTURAL JOURNAL, January-February 2000, P157—P165
[30] Chuan-Chien Shu、Neil M.Hawkins: Behavior of Columns Continuous through Concrete Floors, ACI STRUCTURAL JOURNAL, July-August 1992, P405—P414
[31] William L.Gamble, Jeffrey D.Klinar: Tests of Hing-Strength Concrete Columns with Intervening Floor Slabs, JOURNAL OF STRUCTURAL ENGINEERING ,Vol. 117, No.5 May 1991, P1462—P1476
[32] H.Marzouk, MohamedEmam, M.SamehHilal: Effect of Hing-Strength Concrete Columns on the Behavior of Slab-Column Connections, ACI STRUCTURAL JOURNAL, September-October 1996, P545—P554
[33] ACI Committee 318, "Building Code Requirements for Structural Concrete (ACI 318-1995) and Commentary (318R-1995)", American Concrete Institute, Farmington Hills, Mich, 1995, 369pp.
[34] Shyh-Jiann Hwang and Hung-Jen Lee: Analytical Model for Predicting Shear Strengths of Interior Reinforced Concrete Beam-Column Joints for Seismic Resistance, ACI STRUCTURAL JOURNAL, January-February 2000, P35—P44
[35] A.S.Prasada Rao: Selection and Design of Partially Prestressed Concrete Sections for Strength and Serviceability, ACI STRUCTURAL JOURNAL, May-June 1991, P330—P338
[36] Lan N.Robertson and Ahmad J.Durranl: Gravity Load Effect on Seismic Behavior of Exterior Slab-Column Connections, ACI STRUCTURAL JOURNAL, May-June 1991, P255—P267
[37] Park. R.Thompson. K.j:Cyclic load tests on prestressed and partially prestressed beam-column joints.J.Pc Vel.22.No.5,sep/oct 1977.63—83
[38] F. Sawko. Developments in prestresseol concrete-2.Applied Science Publishers, 1978
[39] K.J.Thompson,and R.Park. Ductility and Partially Prestressed Coneretc Beam Section,PCI Journal,Vol. 25,No.2,March-April 1980
[40] Richard H.Scott. Intrinsic Mechanisms in Reinforced Concrete Beam-Column Connection Behavior. ACI Structural J9umal, 1996(5-6)