底商多层砌体房屋地震破坏机理及加固研究
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摘要
“小震大害”是我国地震灾害的真实写照,其中房屋的严重破坏和倒塌是造成人员伤亡和财产损失的重要原因。而底商多层砌体结构房屋是地震中破坏和倒塌最严重的一类房屋。在汶川地震极震区,这种类型房屋倒塌率达80%。底商多层砌体结构房屋在我国长江以南地区的中小城市非常普遍,据不完全统计,我国现存该类型的房屋约200万栋,涉及居住人口1.2亿。研究该类型结构抗震机理及对现有房屋的加固方法是当前防震减灾的迫切需求。
本文主要工作如下：
1、通过地震灾害现场调查,发现多数底商多层砌体结构的破坏特点不同于一般混凝土结构的整体倒塌或是承重构件的开裂,而是底层以薄弱层的状态出现。一般表现为底层沿纵向倒塌,二层及以上各层略有破坏,造成这种震害的原因有框架节点配筋锚固不合理、粗骨料材料使用不当、平面布置不合理等因素。另外,通过现场勘查发现同样是在极震区,个别底商多层砌体结构却表现出了非常好的抗震性能,此建筑物与其他底商多层砌体结构的不同之处在于该建筑物底层临街面纵墙在柱的两侧增设了“翼墙”和“翼柱”。这种构造措施增加了结构的抗震承载能力,同时也减小了底层前后纵墙的刚度差异,亦即减小了地震作用在各道纵墙间分配的差异,使得该建筑Ⅺ度极震区仅中等破坏程度。
2、通过一组2个单层模型地震模拟振动台对比试验,对比分析了前脸框架节点配筋锚固形式对结构抗震性能的影响。试验表明,节点配筋锚固长度及弯钩的设置对节点失效起到了一定延缓作用,并推迟或避免了整个结构的倒塌。节点配筋锚固不良的模型在0.34g后达“倒塌”破坏状态,而节点配筋锚固良好的模型为“中等破坏”等级。
3、通过一组2个单层模型地震模拟振动台对比试验,对比分析了增设“翼柱”、“翼墙”对提高结构整体抗震性能的影响。试验表明,增设“翼柱”和“翼墙”后,结构在0.66g时“裂而不倒”,对比结构则发生突然倒塌；0.31g后自振频率下降很少,而对比结构下降达60%；加速度放大倍数也低于对比结构。
4、通过一组3个双层模型的地震模拟振动台对比试验,对比分析了普通底商多层砌体结构、增设“翼墙”、“翼柱”的底商多层砌体结构及采用矩形钢管+型钢加固普通底商多层砌体结构后在结构自振频率、加速度、位移、应变状态等方面的不同。通过试验及数据分析,获得了底商多层砌体结构在地震时各道纵墙的破坏方式及失效顺序；验证了“翼墙”、“翼柱”在结构抗震中的关键作用；验证了矩形钢管+型钢加固普通底商多层砌体结构的可行性和实用性；提出了“平衡刚度、增加延性”的加固理念。
Weak earthquake vs severe disaster is a predominant characteristic in China. Oneimportant reason of casualty and loss is the severe damages and collapse ofbuildings. The bottom-business multi-story masonry structure is the mostseverely damaged building form. In Wenchuan earthquake,80%of this kind ofbuildings were ruined, while bottom-business multi-story masonry structure isvery popular in the small and middle towns in the south of China. According toinadequate statistics, there are about two million such buildings existing in China,and120million residents are involved. As a result, it is urgent to study theearthquake resistant mechanism of this building form and the methods toreinforce the existing buildings in order to reduce the damages caused byearthquakes.
The main content of this paper can be concluded as follows:
1. After investigating the post-earthquake sites, we found that different from theoverall collapse of ordinary concrete structure and the cracking of the bearingparts, the most vulnerable parts of the bottom-business multi-story masonrystructure distribute among the weak layers of the bottom story. As a result, thebottom story usually collapses along the longitudinal direction, while the secondstory suffers slight damages. The reasons lie in the inconsequence of frame nodesteel anchorage, the misusing of coarse aggregate materials, the unreasonableplane layout and so on. In addition, it is also found that in the same meizoseismalarea, individual bottom-business multi-story masonry structure has shown verygood seismic performance. The difference between these buildings and otherbottom-business multi-story masonry buildings lies in the fact that winged wallsand winged columns were added to the side of columns in the longitudinal wall ofthe bottom floor. This structural measure raises the earthquake resistant capacityof the building, and reduces the rigidity difference between the front and backvertical walls in the bottom floor, namely reduces the earthquake load differencebetween the longitudinal walls, so as to remain the damage rate of this building aslow as middle in zone.
2. Through a comparative experiment between the earthquake simulation shakingtable test of two single-deck models, the influence of the steel anchorage shape ofthe front frame node on earthquake resistant performance is analyzed. Theexperiment proves that the length of steel anchorage and the set of hook may putoff the invalidation of the node and the collapse of the whole structure. Themodels with poor steel anchorage reach "collapse" state after0.34g, while themodels with good steel anchorage just reach the "moderate damage" level.
3. Through a comparative experiment between the earthquake simulation shakingtable test of two single-deck models, the influence of adding winged wall andwinged column on the earthquake resistant capacity of the whole structure isstudied. The experiment shows that after adding winged wall and winged column,the structures "crack but not collapse", while the structures without them collapse suddenly; the self-quake frequency of the winged structure decreases little after0.31g, while the self-quake frequency of the contrast structure decreases60%;and the acceleration amplification is lower as well.
4. Through a comparative experiment between the earthquake simulation shakingtable test of three double-deck models, the differences in the aspects of structurefrequency, acceleration, displacement and strain state between the commonbottom-business multi-story masonry structure, bottom-business multi-storymasonry structure with adding winged wall and winged column, and thebottom-business multi-story masonry structure reinforced through rectangle steelpipe and profiled bar are analyzed. Based on the test results, the destroy mode ofeach longitudinal wall and the invalidate order are obtained; the key function ofwinged wall and winged column in earthquake resistance is validated; thefeasibility and practicality of the reinforcement method through rectangle steelpipe is proved. Finally, the reinforcement method of balancing stiffness andincreasing ductility is put forward.
本文主要工作如下：
1、通过地震灾害现场调查,发现多数底商多层砌体结构的破坏特点不同于一般混凝土结构的整体倒塌或是承重构件的开裂,而是底层以薄弱层的状态出现。一般表现为底层沿纵向倒塌,二层及以上各层略有破坏,造成这种震害的原因有框架节点配筋锚固不合理、粗骨料材料使用不当、平面布置不合理等因素。另外,通过现场勘查发现同样是在极震区,个别底商多层砌体结构却表现出了非常好的抗震性能,此建筑物与其他底商多层砌体结构的不同之处在于该建筑物底层临街面纵墙在柱的两侧增设了“翼墙”和“翼柱”。这种构造措施增加了结构的抗震承载能力,同时也减小了底层前后纵墙的刚度差异,亦即减小了地震作用在各道纵墙间分配的差异,使得该建筑Ⅺ度极震区仅中等破坏程度。
2、通过一组2个单层模型地震模拟振动台对比试验,对比分析了前脸框架节点配筋锚固形式对结构抗震性能的影响。试验表明,节点配筋锚固长度及弯钩的设置对节点失效起到了一定延缓作用,并推迟或避免了整个结构的倒塌。节点配筋锚固不良的模型在0.34g后达“倒塌”破坏状态,而节点配筋锚固良好的模型为“中等破坏”等级。
3、通过一组2个单层模型地震模拟振动台对比试验,对比分析了增设“翼柱”、“翼墙”对提高结构整体抗震性能的影响。试验表明,增设“翼柱”和“翼墙”后,结构在0.66g时“裂而不倒”,对比结构则发生突然倒塌；0.31g后自振频率下降很少,而对比结构下降达60%；加速度放大倍数也低于对比结构。
4、通过一组3个双层模型的地震模拟振动台对比试验,对比分析了普通底商多层砌体结构、增设“翼墙”、“翼柱”的底商多层砌体结构及采用矩形钢管+型钢加固普通底商多层砌体结构后在结构自振频率、加速度、位移、应变状态等方面的不同。通过试验及数据分析,获得了底商多层砌体结构在地震时各道纵墙的破坏方式及失效顺序；验证了“翼墙”、“翼柱”在结构抗震中的关键作用；验证了矩形钢管+型钢加固普通底商多层砌体结构的可行性和实用性；提出了“平衡刚度、增加延性”的加固理念。
Weak earthquake vs severe disaster is a predominant characteristic in China. Oneimportant reason of casualty and loss is the severe damages and collapse ofbuildings. The bottom-business multi-story masonry structure is the mostseverely damaged building form. In Wenchuan earthquake,80%of this kind ofbuildings were ruined, while bottom-business multi-story masonry structure isvery popular in the small and middle towns in the south of China. According toinadequate statistics, there are about two million such buildings existing in China,and120million residents are involved. As a result, it is urgent to study theearthquake resistant mechanism of this building form and the methods toreinforce the existing buildings in order to reduce the damages caused byearthquakes.
The main content of this paper can be concluded as follows:
1. After investigating the post-earthquake sites, we found that different from theoverall collapse of ordinary concrete structure and the cracking of the bearingparts, the most vulnerable parts of the bottom-business multi-story masonrystructure distribute among the weak layers of the bottom story. As a result, thebottom story usually collapses along the longitudinal direction, while the secondstory suffers slight damages. The reasons lie in the inconsequence of frame nodesteel anchorage, the misusing of coarse aggregate materials, the unreasonableplane layout and so on. In addition, it is also found that in the same meizoseismalarea, individual bottom-business multi-story masonry structure has shown verygood seismic performance. The difference between these buildings and otherbottom-business multi-story masonry buildings lies in the fact that winged wallsand winged columns were added to the side of columns in the longitudinal wall ofthe bottom floor. This structural measure raises the earthquake resistant capacityof the building, and reduces the rigidity difference between the front and backvertical walls in the bottom floor, namely reduces the earthquake load differencebetween the longitudinal walls, so as to remain the damage rate of this building aslow as middle in zone.
2. Through a comparative experiment between the earthquake simulation shakingtable test of two single-deck models, the influence of the steel anchorage shape ofthe front frame node on earthquake resistant performance is analyzed. Theexperiment proves that the length of steel anchorage and the set of hook may putoff the invalidation of the node and the collapse of the whole structure. Themodels with poor steel anchorage reach "collapse" state after0.34g, while themodels with good steel anchorage just reach the "moderate damage" level.
3. Through a comparative experiment between the earthquake simulation shakingtable test of two single-deck models, the influence of adding winged wall andwinged column on the earthquake resistant capacity of the whole structure isstudied. The experiment shows that after adding winged wall and winged column,the structures "crack but not collapse", while the structures without them collapse suddenly; the self-quake frequency of the winged structure decreases little after0.31g, while the self-quake frequency of the contrast structure decreases60%;and the acceleration amplification is lower as well.
4. Through a comparative experiment between the earthquake simulation shakingtable test of three double-deck models, the differences in the aspects of structurefrequency, acceleration, displacement and strain state between the commonbottom-business multi-story masonry structure, bottom-business multi-storymasonry structure with adding winged wall and winged column, and thebottom-business multi-story masonry structure reinforced through rectangle steelpipe and profiled bar are analyzed. Based on the test results, the destroy mode ofeach longitudinal wall and the invalidate order are obtained; the key function ofwinged wall and winged column in earthquake resistance is validated; thefeasibility and practicality of the reinforcement method through rectangle steelpipe is proved. Finally, the reinforcement method of balancing stiffness andincreasing ductility is put forward.
引文
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