1) section modulus of transformed section
换算截面模量
2) transformed section
换算截面
1.
Equations and relative analytical procedure were developed to predict short and long-term deflection of cracked concrete beams strengthened with FRP laminates based on transformed section method.
按换算截面法推导了FRP片材加固混凝土梁的短期与长期挠曲变形计算公式,在此基础上编制了相应的分析计算程序,该分析方法能较准确预测开裂混凝土梁的长期挠曲变形。
3) transformed-section method
换算截面法
1.
In the paper,base on transformed-section method,adopting variational principle,it deducing shear lag coefficient formulation of simply supported prestressed concrete box girder under uniform load and simply supported reinforced concrete box girder under concentrated load,concrete cracking is considered in shear lag effect,and compared with experimental result and design code.
变分原理通常应用于箱形截面梁剪力滞效应弹性分析,本文基于换算截面法,运用变分原理推导了预应力混凝土简支箱梁均布荷载作用、钢筋混凝土简支箱梁集中荷载作用的剪力滞系数计算公式,考虑了混凝土开裂对箱梁剪力滞效应的影响,并与试验结果和规范方法进行了对比分析。
4) transformed section method
换算截面法
1.
In this paper,formulas are deduced to calculate time-dependence deformation based on transformed section method,and an analytical procedure is given forecast the shrinkage and creep deformation,it considering such factors as concrete strength,stress,reinforcement ratios,concrete cracking,shrinkage and creep.
按换算截面法推导了CFRP加固混凝土梁时效变形计算公式,在此基础上编制了预测收缩、徐变变形的分析计算程序,考虑了混凝土强度等级、加载应力、配筋率的变化、混凝土开裂、混凝土收缩徐变等因素的影响,与其它计算方法比较表明,该方法能较精确预测CFRP加固混凝土梁的时效变形。
5) conversion section area
换算截面积
6) transformed section approach
换算截面法
1.
Based on the existing test results,a theoretical expression of equivalent stiffness was put forward by using transformed section approach.
在以往试验研究的基础上,采用换算截面法计算加固梁的等效刚度,推导出加固梁正常使用阶段在集中荷载作用下跨中挠度的计算公式,并通过46根加固梁的80组试验数据对其验证,吻合良好,结果可为实际工程加固设计提供参考,同时也为进一步研究加固梁的力学性能建立理论基础。
补充资料：布氏/洛氏硬度换算表
| 布氏硬度 | 洛氏硬度 | 抗拉强度 | 布氏硬度 | 洛氏硬度 | 抗拉强度 | ||||
| 硬质合金球 3000kg | 标尺A 60kg | 标尺B 100kg | 标尺C 150kg | (约磅/英寸2) | 硬质合金球 3000kg | 标尺A 60kg | 标尺B 100kg | 标尺C 150kg | (约磅/英寸2) |
| - | 85.6 | - | 68.0 | - | 331 | 68.1 | - | 35.5 | 166,000 |
| - | 85.3 | - | 67.5 | - | 321 | 67.5 | - | 34.3 | 160,000 |
| - | 85.0 | - | 67.0 | - | 311 | 66.9 | - | 33.1 | 155,000 |
| 767 | 84.7 | - | 66.4 | - | 302 | 66.3 | - | 32.1 | 150,000 |
| 757 | 84.4 | - | 65.9 | - | 293 | 65.7 | - | 30.9 | 145,000 |
| 745 | 84.1 | - | 65.3 | - | 285 | 65.3 | - | 29.9 | 141,000 |
733 | 83.8 | - | 64.7 | - | 277 | 64.6 | - | 28.8 | 137,000 |
| 722 | 83.4 | - | 64.0 | - | 269 | 64.1 | - | 27.6 | 133,000 |
| 712 | - | - | - | - | 262 | 63.6 | - | 26.6 | 129,000 |
| 710 | 83.0 | - | 63.3 | - | 255 | 63.0 | - | 25.4 | 126,000 |
| 698 | 82.6 | - | 62.5 | - | 248 | 62.5 | - | 24.2 | 122,000 |
| 684 | 82.2 | - | 61.8 | - | 241 | 61.8 | 100.0 | 22.8 | 118,000 |
| 682 | 82.2 | - | 61.7 | - | 235 | 61.4 | 99.0 | 21.7 | 115,000 |
| 670 | 81.8 | - | 61.0 | - | 229 | 60.8 | 98.2 | 20.5 | 111,000 |
| 656 | 81.3 | - | 60.1 | - | 223 | - | 97.3 | 20.0 | - |
| 653 | 81.2 | - | 60.0 | - | 217 | - | 96.4 | 18.0 | 105,000 |
| 647 | 81.1 | - | 59.7 | - | 212 | - | 95.5 | 17.0 | 102,000 |
| 638 | 80.8 | - | 59.2 | 329,000 | 207 | - | 94.6 | 16.0 | 100,000 |
| 630 | 80.6 | - | 58.8 | 324,000 | 201 | - | 93.8 | 15.0 | 98,000 |
| 627 | 80.5 | - | 58.7 | 323,000 | 197 | - | 92.8 | - | 95,000 |
| 601 | 79.8 | - | 57.3 | 309,000 | 192 | - | 91.9 | - | 93,000 |
| 578 | 79.1 | - | 56.0 | 297,000 | 187 | - | 90.7 | - | 90,000 |
| 555 | 78.4 | - | 54.7 | 285,000 | 183 | - | 90.0 | - | 89,000 |
| 534 | 77.8 | - | 53.5 | 274,000 | 179 | - | 89.0 | - | 87,000 |
| 514 | 76.9 | - | 52.1 | 263,000 | 174 | - | 87.8 | - | 85,000 |
| 495 | 76.3 | - | 51.0 | 253,000 | 170 | - | 86.8 | - | 83,000 |
| 477 | 75.6 | - | 49.6 | 243,000 | 167 | - | 86.0 | - | 81,000 |
| 461 | 74.9 | - | 48.5 | 235,000 | 163 | - | 85.0 | - | 79,000 |
| 444 | 74.2 | - | 47.1 | 225,000 | 156 | - | 82.9 | - | 76,000 |
| 429 | 73.4 | - | 45.7 | 217,000 | 149 | - | 80.8 | - | 73,000 |
| 415 | 72.8 | - | 44.5 | 210,000 | 143 | - | 78.7 | - | 71,000 |
| 401 | 72.0 | - | 43.1 | 202,000 | 137 | - | 76.4 | - | 67,000 |
| 388 | 71.4 | - | 41.8 | 195,000 | 131 | - | 74.0 | - | 65,000 |
| 375 | 70.6 | - | 40.4 | 188,000 | 126 | - | 72.0 | - | 63,000 |
| 363 | 70.0 | - | 39.1 | 182,000 | 121 | - | 69.8 | - | 60,000 |
| 352 | 69.3 | - | 37.9 | 176,000 | 116 | - | 67.6 | - | 58,000 |
| 341 | 68.7 | - | 36.6 | 170,000 | 111 | - | 65.7 | - | 56,000 |
说明：补充资料仅用于学习参考，请勿用于其它任何用途。
参考词条