| 1. | Allowable slenderness ratio of timber compression member
受压木构件容许长细比 |
| 2. | Allowable slenderness ratio of steel member
钢构件容许长细比 |
| 3. | Equivalent slenderness ratio
换算长细比57 |
| 4. | Also analyzed are the influences of cfrp ratio , angle steel ratio , slenderness ratio and eccentricity to the mechanical properties of the columns
分析结果表明：含碳纤维布率和含角钢率越大，构件长细比越小，以及荷载的偏心距越小，复合加固效果越好。 |
| 5. | Two types of methods ( slice method and simple method ) for bearing capacity calculation are presented , and the theoretical results conforms well with the experiment results
同时在此基础上分析了长细比、含角钢率、含碳纤维布率和偏心距等因素对复合加固偏压柱力学性能的影响。 |
| 6. | Its test specimens are 8 r . c hollow shear wall compression members which have different ratio of length to effective depth of section , 3 bend - shear members and 4 different section shear walls
本文试验的对象为8个不同长细比的轴心受压构件、 3个弯剪构件和4个整体空心剪力墙板。 |
| 7. | ( 3 ) the static load tests of 18 steel reinforced concrete columns with different ratios of length to thickness under axial compression were carried out , which provide reliable grounds for the design of this kind of members
3 、为填补空白，完成了18根不同长细比的型钢混凝土轴心受压柱静力荷载试验，为这类构件设计提供了可靠的试验依据。 |
| 8. | The correlative item of 《 code for design of concrete structures 》 ( gb50010 - 2002 ) points out that when the slenderness ratio of the member is greater than 30 the method of - l _ 0may lead great error , should adopt model column method
现行《混凝土结构设计规范》 ( gb50010 - 2002 )条文说明指出当柱长细比大于30时偏心距增大系数方法( - l _ 0法)会有较大的误差,宜采用模型柱法分析。 |
| 9. | According to monotonic p - relations for cfrst , the parameters such as axial compression ratio , slenderness ratio , steel ratio , steel strengh and concrete strength , which affect p - hysteretic curves , are analyzed . 3
并通过数值计算的荷载-位移单调曲线，分析轴压比、长细比、含钢率、钢材强度、混凝土强度、截面宽厚比、强弱轴等参数对矩形钢管混凝土压弯构件p -滞回关系曲线的影响。 |
| 10. | In active code for design of steel structures , axially compressed members are calculated not as torsional - flexural buckling but as flexural buckling with equivalent slenderness ratio , residual stress and initial geometry imperfection are also taken into account as flexural buckling
我国现行钢结构设计规范( gb50017 )采用换算长细比的方法将弯扭失稳等效为弯曲失稳，其残余应力和初始几何缺陷均按弯曲失稳考虑。 |
