减梁增肋法加固空心板桥力学原理与工程应用研究
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摘要
大跨径浅铰缝式预应力空心板梁桥上世纪90年代在我国多个省市均有建设，然实际使用中由于横向连接薄弱、截面挖空率过大等缺陷而导致桥梁结构安全储备不足，发生桥面沿铰缝位置开裂和梁体腹板出现斜剪裂缝等病害。本文针对具有此种病害的预应力混凝土空心板桥提出了减梁增肋加固法，并从理论推导、数值分析、参数影响、模型试验、实桥试验等方面进行了系统研究，主要研究内容如下：
1.推导了减梁增肋铰接梁法和刚接梁法加固桥梁各施工阶段空心板梁和新增肋的混凝土、预应力钢筋的应力计算方法，推导了正截面抗弯、斜截面抗剪、斜截面抗弯承载力计算公式，揭示了减梁增肋法的力学原理。通过公式比较可知，铰接梁法和刚接梁法加固均可以使截面承载力提升，两种方法提升效果相同；刚接梁法比铰接梁法可以更好地改善旧空心板梁的应力状态。
2.基于ANSYS平台进行了精细化分析，总结了加固前后桥面铺装、旧空心板梁、新增肋等部位的应力及挠度变化规律，结果表明：对于改善空心板梁跨中底板的应力状态，铰接梁法和刚接梁法加固效果相同；对于改善铰缝部位桥面铺装、旧空心板梁腹板的应力状态，刚接梁法优于铰接梁法。
3.进行了减梁增肋加固空心板全过程力学性能及极限承载力研究，结果表明：减梁增肋铰接梁法和刚接梁法加固均可以有效提高桥梁纵向刚度，且刚接优于铰接；铰接梁法加固对桥梁的横向刚度没有影响，刚接梁法加固后桥梁横向刚度明显增强。从提高桥梁极限承载力的角度来看，铰接梁法与刚接梁法加固具有同样的效果。
4．以新增肋厚度、预应力钢束数量、桥面铺装厚度为关键参数，进行了参数影响分析，结果表明:随着新增肋宽度的增大，主梁挠度和跨中弯矩增大，梁底压应力储备减小；随着新增钢绞线数量增大，旧梁的应力明显改善，桥梁整体刚度增加，挠度减小；随着桥面铺装厚度的增大，桥梁的横向刚度有所提高，但结构自重增大，梁底的压应力储备减小。确定了减梁增肋加固法的新增肋宽度、新增预应力钢束面积、桥面铺装厚度等关键参数的合理取值范围。
5.为检验数值分析的准确性，测试旧梁与新增肋间横向连接的可靠性，进行了足尺模型试验，试验结果表明：增肋加固后模型梁在标准荷载作用下基本符合平截面假定，通过新增肋连接的空心板能够协同受力，加固后结构整体处于弹性工作状态。
6.依托工程荷载数据试验对比表明，减梁增肋法加固后桥梁测试截面的应变、挠度实测值均明显降低，横向分布系数减小，桥梁的固有频率提高，旧空心板梁应力状态有所改善，承载力得到显著提升，整体受力性能更趋合理。
Many long-span shallow hinge joint prestressed hollow slab beam bridges have been built in manyprovinces and cities of our country since the1990s. But many diseases such as the cracks along the hingejoint on the bridge deck and the bias shear cracks on beam web have occurred due to the shortage of safetyreserve of the bridge structure resulted from the weak transverse connection and the excessive hollow rateof the cross section. In this paper, the Beam-reduction and Rib-addition Strengthening Method is presentedto avoid these diseases. And there is also a series of systematic study including the theoretical derivation,numerical analysis, parameter influence, model test, and practical bridge experiment. Here are the maincontents:
1. The computing method of the stress in the hollow slab beams, the concrete of the new-added ribsand prestressed reinforcement in the different construction stages respectively with the Beam-reduction andRib-addition hinge connection beam method and the rigid connection beam method are deduced, and thecomputational formula of the bending bearing capacity on the normal section and the shearing and bendingbearing capacity on the oblique section are deduced. These computations uncovered the mechanicalprinciple of the Beam-reduction and Rib-addition Strengthening Method. It can be seen from the formulacomparison that both hinge connection beam method and rigid connection beam method can improve thebearing capacity of the section. They have the same improve results. But the stress state in the originalhollow slab beam strengthened with the rigid connection method is better improved than that with the hingeconnection method.
2. Refined analysis is made based on the platform of ANSYS, and the regular patterns of the changesof the stress and deflection in the deck pavement before and after strengthening, the original hollow slabbeam, and the new-added rib are summarized. The result shows that the hinge connection beam method andthe rigid connection beam method have the same effect for the improvement of the stress state in thebottom plate in the span middle of the hollow slab. But the rigid connection beam method is better than thehinge connection beam method for the improvement of stress state in deck pavement and the web of theoriginal hollow slab beam.
3. The study of the mechanical property and ultimate bearing capacity through the whole process ofthe hollow slab strengthening with the Beam-reduction and Rib-addition method has been carried out. Andit can be seen from the result that both the Beam-reduction and Rib-addition hinge connection beammethod and the rigid connection beam method can effectively improve the longitudinal rigidity of bridge,and the rigid connection is better than hinge connection. The hinge connection beam method exerts no effect on the transverse rigidity of bridge, but the rigid connection beam method has obvious enhance effecton the transverse rigidity. The hinge connection beam method and the rigid connection beam method havethe same effect from the improvement of the ultimate bearing capacity of bridge point of view.
4. The parameter influence is analyzed based on the key parameters including the thickness of thenew-added rib, the number of the prestressed reinforcement tendon and the thickness of the deck pavement.The result shows that the deflection and the mid-span moment of the main beam increase, and the pressurestress reserve at the beam bottom decreases along with the increase of the width of the new-added rib. Thestress in the original beam is obviously improved, the rigidity of the whole bridge is increased, and thedeflection is decreased along with the increase of the number of the new-added steel strand. And thetransverse rigidity of bridge is improved, but the dead load of the structure is increased and the pressurestress reserve at the beam bottom decreases along with the increase of the depth of the deck pavement. Therational value area of the key parameters including the width of the new-added rib, the area of thenew-added prestressed reinforcement tendon and the depth of deck pavement are determined at the sametime.
5. Eeal-scale model test is done in order to check the accuracy of the numerical analysis and thereliability of the transverse connection between the original beam and the new-added rib. It shows that themodel beam, under the effect of the standard load, after rib-addition strengthening is generally in line withthe plane cross-section assumption. The hollow slab connected by the new-added rib can be jointly stressed,and the whole structure after strengthened is in an elastic working condition.
6. It can be concluded from the experimental comparison of the engineering load that the measuredvalues of the strain and deflection on the test cross-section of the bridge after strengthened with theBeam-reduction and Rib-addition Method are obviously decreased, the transverse distribution coefficient isdecreased, and the natural frequency of bridge is enhanced. And the stress state of the original hollow slabbeam is improved, the bearing capacity is greatly enhanced, and the entire structural behavior is morerational.
1.推导了减梁增肋铰接梁法和刚接梁法加固桥梁各施工阶段空心板梁和新增肋的混凝土、预应力钢筋的应力计算方法，推导了正截面抗弯、斜截面抗剪、斜截面抗弯承载力计算公式，揭示了减梁增肋法的力学原理。通过公式比较可知，铰接梁法和刚接梁法加固均可以使截面承载力提升，两种方法提升效果相同；刚接梁法比铰接梁法可以更好地改善旧空心板梁的应力状态。
2.基于ANSYS平台进行了精细化分析，总结了加固前后桥面铺装、旧空心板梁、新增肋等部位的应力及挠度变化规律，结果表明：对于改善空心板梁跨中底板的应力状态，铰接梁法和刚接梁法加固效果相同；对于改善铰缝部位桥面铺装、旧空心板梁腹板的应力状态，刚接梁法优于铰接梁法。
3.进行了减梁增肋加固空心板全过程力学性能及极限承载力研究，结果表明：减梁增肋铰接梁法和刚接梁法加固均可以有效提高桥梁纵向刚度，且刚接优于铰接；铰接梁法加固对桥梁的横向刚度没有影响，刚接梁法加固后桥梁横向刚度明显增强。从提高桥梁极限承载力的角度来看，铰接梁法与刚接梁法加固具有同样的效果。
4．以新增肋厚度、预应力钢束数量、桥面铺装厚度为关键参数，进行了参数影响分析，结果表明:随着新增肋宽度的增大，主梁挠度和跨中弯矩增大，梁底压应力储备减小；随着新增钢绞线数量增大，旧梁的应力明显改善，桥梁整体刚度增加，挠度减小；随着桥面铺装厚度的增大，桥梁的横向刚度有所提高，但结构自重增大，梁底的压应力储备减小。确定了减梁增肋加固法的新增肋宽度、新增预应力钢束面积、桥面铺装厚度等关键参数的合理取值范围。
5.为检验数值分析的准确性，测试旧梁与新增肋间横向连接的可靠性，进行了足尺模型试验，试验结果表明：增肋加固后模型梁在标准荷载作用下基本符合平截面假定，通过新增肋连接的空心板能够协同受力，加固后结构整体处于弹性工作状态。
6.依托工程荷载数据试验对比表明，减梁增肋法加固后桥梁测试截面的应变、挠度实测值均明显降低，横向分布系数减小，桥梁的固有频率提高，旧空心板梁应力状态有所改善，承载力得到显著提升，整体受力性能更趋合理。
Many long-span shallow hinge joint prestressed hollow slab beam bridges have been built in manyprovinces and cities of our country since the1990s. But many diseases such as the cracks along the hingejoint on the bridge deck and the bias shear cracks on beam web have occurred due to the shortage of safetyreserve of the bridge structure resulted from the weak transverse connection and the excessive hollow rateof the cross section. In this paper, the Beam-reduction and Rib-addition Strengthening Method is presentedto avoid these diseases. And there is also a series of systematic study including the theoretical derivation,numerical analysis, parameter influence, model test, and practical bridge experiment. Here are the maincontents:
1. The computing method of the stress in the hollow slab beams, the concrete of the new-added ribsand prestressed reinforcement in the different construction stages respectively with the Beam-reduction andRib-addition hinge connection beam method and the rigid connection beam method are deduced, and thecomputational formula of the bending bearing capacity on the normal section and the shearing and bendingbearing capacity on the oblique section are deduced. These computations uncovered the mechanicalprinciple of the Beam-reduction and Rib-addition Strengthening Method. It can be seen from the formulacomparison that both hinge connection beam method and rigid connection beam method can improve thebearing capacity of the section. They have the same improve results. But the stress state in the originalhollow slab beam strengthened with the rigid connection method is better improved than that with the hingeconnection method.
2. Refined analysis is made based on the platform of ANSYS, and the regular patterns of the changesof the stress and deflection in the deck pavement before and after strengthening, the original hollow slabbeam, and the new-added rib are summarized. The result shows that the hinge connection beam method andthe rigid connection beam method have the same effect for the improvement of the stress state in thebottom plate in the span middle of the hollow slab. But the rigid connection beam method is better than thehinge connection beam method for the improvement of stress state in deck pavement and the web of theoriginal hollow slab beam.
3. The study of the mechanical property and ultimate bearing capacity through the whole process ofthe hollow slab strengthening with the Beam-reduction and Rib-addition method has been carried out. Andit can be seen from the result that both the Beam-reduction and Rib-addition hinge connection beammethod and the rigid connection beam method can effectively improve the longitudinal rigidity of bridge,and the rigid connection is better than hinge connection. The hinge connection beam method exerts no effect on the transverse rigidity of bridge, but the rigid connection beam method has obvious enhance effecton the transverse rigidity. The hinge connection beam method and the rigid connection beam method havethe same effect from the improvement of the ultimate bearing capacity of bridge point of view.
4. The parameter influence is analyzed based on the key parameters including the thickness of thenew-added rib, the number of the prestressed reinforcement tendon and the thickness of the deck pavement.The result shows that the deflection and the mid-span moment of the main beam increase, and the pressurestress reserve at the beam bottom decreases along with the increase of the width of the new-added rib. Thestress in the original beam is obviously improved, the rigidity of the whole bridge is increased, and thedeflection is decreased along with the increase of the number of the new-added steel strand. And thetransverse rigidity of bridge is improved, but the dead load of the structure is increased and the pressurestress reserve at the beam bottom decreases along with the increase of the depth of the deck pavement. Therational value area of the key parameters including the width of the new-added rib, the area of thenew-added prestressed reinforcement tendon and the depth of deck pavement are determined at the sametime.
5. Eeal-scale model test is done in order to check the accuracy of the numerical analysis and thereliability of the transverse connection between the original beam and the new-added rib. It shows that themodel beam, under the effect of the standard load, after rib-addition strengthening is generally in line withthe plane cross-section assumption. The hollow slab connected by the new-added rib can be jointly stressed,and the whole structure after strengthened is in an elastic working condition.
6. It can be concluded from the experimental comparison of the engineering load that the measuredvalues of the strain and deflection on the test cross-section of the bridge after strengthened with theBeam-reduction and Rib-addition Method are obviously decreased, the transverse distribution coefficient isdecreased, and the natural frequency of bridge is enhanced. And the stress state of the original hollow slabbeam is improved, the bearing capacity is greatly enhanced, and the entire structural behavior is morerational.
引文
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