内置钢箱—混凝土组合梁受力性能与设计方法研究
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摘要
内置钢箱-混凝土组合梁是指采用槽钢或钢板焊接成钢箱,然后在钢箱外围绑扎钢筋骨架并浇筑混凝土而形成的由混凝土、内置钢箱及钢筋骨架组合而成的梁。内置钢箱-混凝土组合梁既可用于常规新建工程,也可用于既有房屋的新增套建增层结构一层顶盖的主梁或次梁,还可用于巨型框架房屋巨型结构层的框架梁或次梁。用于常规新建结构可明显降低结构自重。因可在钢箱下挂底模,并以底模为支承设置侧模,在施工阶段钢箱可承受流态混凝土自重及施工荷载,故内置钢箱-混凝土组合梁在用于既有房屋的新增套建增层结构一层顶和巨型框架结构房屋建造时,可实现施工阶段楼盖的自承重,以保障在套建增层施工中既有建筑的安全和降低巨型框架结构房屋施工的支撑费用,并缩短施工工期。
内置钢箱-混凝土组合梁与内置H型钢-混凝土组合梁相比具有其自身特点,同时超静定型钢-混凝土组合梁的塑性性能研究尚未见系统报道。针对这些问题,完成了5根内置钢箱-混凝土简支组合梁和4根内置钢箱-混凝土连续组合梁试验,积累了宝贵的试验数据。
与内置H型钢-混凝土组合梁相比,内置钢箱-混凝土组合梁单位长度钢箱与混凝土的接触面积同钢箱截面面积的比值相对较小,且内置钢箱对其腹板两侧的混凝土无法形成如内置H型钢对混凝土的有效约束。针对这一特点,在基于平截面假定建立的正截面受弯承载力计算公式中引入了折减系数,以考虑内置钢箱-混凝土组合梁正截面受弯承载力相对较低这一特点。通过对试验结果及电算结果的对比分析,给出了折减系数的取值,从而完善了内置钢箱-混凝土组合梁正截面受弯承载力计算公式。
针对内置钢箱-混凝土组合梁单位长度钢箱与混凝土的接触面积相对较小及钢箱与混凝土之间粘结性能相对较差的特点,通过采用受拉钢箱与混凝土的实际接触面积并引入粘结性能折减系数,实现了对内置钢箱-混凝土组合梁平均裂缝间距计算公式的修正;通过对试验数据分析,计算得到了内置钢箱-混凝土组合梁裂缝间混凝土自身伸长对裂缝宽度的影响系数取值,得到了反映内置钢箱-混凝土组合梁自身特点的平均裂缝宽度计算公式;通过裂缝分布直方图拟合曲线得到了考虑裂缝分布不均匀的扩大系数取值。给出了内置钢箱-混凝土组合梁裂缝宽度计算公式。
针对内置钢箱-混凝土组合梁钢箱内部中空、内置钢箱对混凝土无法形成有效约束及钢箱与混凝土之间滑移相对较大的特点,提出了内置钢箱-混凝土组合梁的刚度等于内置钢箱对开裂截面中和轴的刚度与其外围钢筋混凝土梁刚度之和的思想,给出内置钢箱-混凝土组合梁刚度计算公式。
一般房屋的框架梁和楼盖中的连续次梁是允许按塑性设计的。通常超静定钢梁可发生充分的塑性内力重分布,可按截面完全达到塑性进行计算。众多学者对钢筋混凝土连续梁板的塑性设计进行了系统研究,其弯矩调幅系数有表可查。在钢梁和钢筋混凝土梁板塑性设计的基础上,提出了内置钢箱-混凝土连续组合梁弯矩调幅对象的思想,即将支座控制截面弹性弯矩计算值中高于正截面承载能力极限状态下按平截面假定计算的钢箱所承担弯矩的剩余部分作为弯矩调幅对象。基于试验结果,分别以钢箱受拉翼缘屈服及受拉纵筋屈服为塑性铰出现标志,提出了与相应标志对应的等效塑性铰区长度的取值和以塑性转角为自变量的弯矩调幅系数计算公式,还提出了以混凝土相对受压区高度为自变量的弯矩调幅系数计算公式。
以附录形式提出了包括总则、材料与截面选择、抗力计算、裂缝控制及验算、变形控制及验算、构造要求等的内置钢箱-混凝土组合梁设计建议。
Concrete beam with encased steel box (CBESB) refers to the beam composed of concerete, encased steel box and reinforcement cage, in which steel box is made up of channel or steel plate welded into box and reinforcement cage is binded around the steel box, at last, concrete is cast. CBESB can be either used in the ordinary new building or used for main beam or secondary beam in the first top floor of new-added outer-jacketing structure for adding stories around the existing buildings; also it can be used for frame beam or secondary beam in mega story of mega structure. It can greatly decrease self-weight of structure when used in new building. The floor is selt-supporting during construction when used in outer-jacketing structure or mega structure because the bottom formwork can be hung from the steel box, on which side formwork can be installed, and the steel box can carry the fluid concrete weight and construction load. The self-supporting floor can ensure the safety of the existing building and decrease the expense of shore in construction of mega frame structure building and shorten the construction period.
Compared with concrete beam with encased H-steel, CBESB has its own characteristics, and at the same time, there is no systematic report on plastic properties of indeterminate CBESB. In consideration of these problems, experiments on 5 simple CBESB and 4 continuous CBESB are performed, and the valuable test data are got.
Compared with concrete beam with encased H-steel, the ratio of touching area of steel box in unit length and concrete to the cross section area of steel box usually is relatively smaller. On the other hand, the encased steel box can not restrain the concrete beside the web effectively as that of encased H-steel. Considering these characteristics, the reduction factor of flexural bearing capacity is introduced into the calculation formula of flexural bearing capacity which is based on the plane section assumption. This reduction factor can reflect the characteristic that the flexural bearing capacity of CBESB is relatively small. The value of the reduction factor is given by comparing and analyzing test results and calculated results. In this way, the calculation formula of flexural bearing capacity of CBESB is perfected.
In view that the touching area of steel box in unit length and concrete is relatively smaller and the bond property between steel box and concrete is weak, the calculation formula of the average crack spacing is amended by using actual touching area and the reduction factor of bond property in the calculation formula; the value of influence factor of elongation of concrete to crack width between cracks is calculated through analyzing test data, so the calculation formula of the average crack width of CBESB is obtained; the magnification factor showing the ununiformity of crack width is got by fitting crack distribution frequency diagram. At last, calculation formula of crack width of CBESB is brought forward.
Considering the fact that steel box is hollow, and it can not restraint the concrete beside web effectively and the slippage between steel box and concrete is relatively bigger, the idea for calculating stiffness of CBESB is introduced, that is: the total stiffness is composed of stiffness of steel box to neutral axis of cracked transformed section and stiffness of concrete beam around the steel box. Then, the calculation formula of stiffness of CBESB is given.
The frame beams and continuous secondary beams in floor are allowed to be designed in plastic method in ordinary building. Usually, the sufficient redistribution of plastic internal force can occur in indeterminate steel beams, and it can be designed on condition that all the fibers in section enter into plastic stage. A lot of scholars have made researches on plastic design of concrete continuous beams and slabs, and the moment modification coefficient has been listed in table. Based on plastic design of steel beams and concrete beams and slabs, the object can be modified is put forward, which is the residual of removing flexural moment of steel box in ultimate limit state on the plane section assumption from elastic calculated moment of crictical section at intermediate support. Based on test results, and making yield of tensile flange of steel box and yield of tensile of longitudinal reinforcement as occurrence sign of plastic hinge respectively, the value of the length of equivalent plastic hinge zone and the calculation formula of moment modification coefficient with the variable of plastic rotation are presented. Morever, the calculation formula of moment modification coefficient with the variable of relative depth of concrete compression zone is presented.
Design propositions are presented for CBESB including general principles, selection of materials and sections, calculation of resistance, control and check of crack, control and check of deflection, construction detail requirements and so on.
内置钢箱-混凝土组合梁与内置H型钢-混凝土组合梁相比具有其自身特点,同时超静定型钢-混凝土组合梁的塑性性能研究尚未见系统报道。针对这些问题,完成了5根内置钢箱-混凝土简支组合梁和4根内置钢箱-混凝土连续组合梁试验,积累了宝贵的试验数据。
与内置H型钢-混凝土组合梁相比,内置钢箱-混凝土组合梁单位长度钢箱与混凝土的接触面积同钢箱截面面积的比值相对较小,且内置钢箱对其腹板两侧的混凝土无法形成如内置H型钢对混凝土的有效约束。针对这一特点,在基于平截面假定建立的正截面受弯承载力计算公式中引入了折减系数,以考虑内置钢箱-混凝土组合梁正截面受弯承载力相对较低这一特点。通过对试验结果及电算结果的对比分析,给出了折减系数的取值,从而完善了内置钢箱-混凝土组合梁正截面受弯承载力计算公式。
针对内置钢箱-混凝土组合梁单位长度钢箱与混凝土的接触面积相对较小及钢箱与混凝土之间粘结性能相对较差的特点,通过采用受拉钢箱与混凝土的实际接触面积并引入粘结性能折减系数,实现了对内置钢箱-混凝土组合梁平均裂缝间距计算公式的修正;通过对试验数据分析,计算得到了内置钢箱-混凝土组合梁裂缝间混凝土自身伸长对裂缝宽度的影响系数取值,得到了反映内置钢箱-混凝土组合梁自身特点的平均裂缝宽度计算公式;通过裂缝分布直方图拟合曲线得到了考虑裂缝分布不均匀的扩大系数取值。给出了内置钢箱-混凝土组合梁裂缝宽度计算公式。
针对内置钢箱-混凝土组合梁钢箱内部中空、内置钢箱对混凝土无法形成有效约束及钢箱与混凝土之间滑移相对较大的特点,提出了内置钢箱-混凝土组合梁的刚度等于内置钢箱对开裂截面中和轴的刚度与其外围钢筋混凝土梁刚度之和的思想,给出内置钢箱-混凝土组合梁刚度计算公式。
一般房屋的框架梁和楼盖中的连续次梁是允许按塑性设计的。通常超静定钢梁可发生充分的塑性内力重分布,可按截面完全达到塑性进行计算。众多学者对钢筋混凝土连续梁板的塑性设计进行了系统研究,其弯矩调幅系数有表可查。在钢梁和钢筋混凝土梁板塑性设计的基础上,提出了内置钢箱-混凝土连续组合梁弯矩调幅对象的思想,即将支座控制截面弹性弯矩计算值中高于正截面承载能力极限状态下按平截面假定计算的钢箱所承担弯矩的剩余部分作为弯矩调幅对象。基于试验结果,分别以钢箱受拉翼缘屈服及受拉纵筋屈服为塑性铰出现标志,提出了与相应标志对应的等效塑性铰区长度的取值和以塑性转角为自变量的弯矩调幅系数计算公式,还提出了以混凝土相对受压区高度为自变量的弯矩调幅系数计算公式。
以附录形式提出了包括总则、材料与截面选择、抗力计算、裂缝控制及验算、变形控制及验算、构造要求等的内置钢箱-混凝土组合梁设计建议。
Concrete beam with encased steel box (CBESB) refers to the beam composed of concerete, encased steel box and reinforcement cage, in which steel box is made up of channel or steel plate welded into box and reinforcement cage is binded around the steel box, at last, concrete is cast. CBESB can be either used in the ordinary new building or used for main beam or secondary beam in the first top floor of new-added outer-jacketing structure for adding stories around the existing buildings; also it can be used for frame beam or secondary beam in mega story of mega structure. It can greatly decrease self-weight of structure when used in new building. The floor is selt-supporting during construction when used in outer-jacketing structure or mega structure because the bottom formwork can be hung from the steel box, on which side formwork can be installed, and the steel box can carry the fluid concrete weight and construction load. The self-supporting floor can ensure the safety of the existing building and decrease the expense of shore in construction of mega frame structure building and shorten the construction period.
Compared with concrete beam with encased H-steel, CBESB has its own characteristics, and at the same time, there is no systematic report on plastic properties of indeterminate CBESB. In consideration of these problems, experiments on 5 simple CBESB and 4 continuous CBESB are performed, and the valuable test data are got.
Compared with concrete beam with encased H-steel, the ratio of touching area of steel box in unit length and concrete to the cross section area of steel box usually is relatively smaller. On the other hand, the encased steel box can not restrain the concrete beside the web effectively as that of encased H-steel. Considering these characteristics, the reduction factor of flexural bearing capacity is introduced into the calculation formula of flexural bearing capacity which is based on the plane section assumption. This reduction factor can reflect the characteristic that the flexural bearing capacity of CBESB is relatively small. The value of the reduction factor is given by comparing and analyzing test results and calculated results. In this way, the calculation formula of flexural bearing capacity of CBESB is perfected.
In view that the touching area of steel box in unit length and concrete is relatively smaller and the bond property between steel box and concrete is weak, the calculation formula of the average crack spacing is amended by using actual touching area and the reduction factor of bond property in the calculation formula; the value of influence factor of elongation of concrete to crack width between cracks is calculated through analyzing test data, so the calculation formula of the average crack width of CBESB is obtained; the magnification factor showing the ununiformity of crack width is got by fitting crack distribution frequency diagram. At last, calculation formula of crack width of CBESB is brought forward.
Considering the fact that steel box is hollow, and it can not restraint the concrete beside web effectively and the slippage between steel box and concrete is relatively bigger, the idea for calculating stiffness of CBESB is introduced, that is: the total stiffness is composed of stiffness of steel box to neutral axis of cracked transformed section and stiffness of concrete beam around the steel box. Then, the calculation formula of stiffness of CBESB is given.
The frame beams and continuous secondary beams in floor are allowed to be designed in plastic method in ordinary building. Usually, the sufficient redistribution of plastic internal force can occur in indeterminate steel beams, and it can be designed on condition that all the fibers in section enter into plastic stage. A lot of scholars have made researches on plastic design of concrete continuous beams and slabs, and the moment modification coefficient has been listed in table. Based on plastic design of steel beams and concrete beams and slabs, the object can be modified is put forward, which is the residual of removing flexural moment of steel box in ultimate limit state on the plane section assumption from elastic calculated moment of crictical section at intermediate support. Based on test results, and making yield of tensile flange of steel box and yield of tensile of longitudinal reinforcement as occurrence sign of plastic hinge respectively, the value of the length of equivalent plastic hinge zone and the calculation formula of moment modification coefficient with the variable of plastic rotation are presented. Morever, the calculation formula of moment modification coefficient with the variable of relative depth of concrete compression zone is presented.
Design propositions are presented for CBESB including general principles, selection of materials and sections, calculation of resistance, control and check of crack, control and check of deflection, construction detail requirements and so on.
引文
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62. Fenwick, R.C., Megget, L.M.. Elongation and load deflection characteristics of reinforced concrete members containing plastic hinges. Bulletin of the New Zealand National Society for Earthquake Engineering, 1993, 26(1): 28-41
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82. 自密实高性能混凝土设计与施工指南(第二次送审稿). 2005,5
83. 沈银良. 型钢混凝土梁受力性能试验研究. 南京理工大学硕士学位论文. 2005.6.9
84. 李灏. 高强型钢混凝土受弯构件的受力性能研究. 西安建筑科技大学硕士论文.2005.6
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