钢材和连接的强度设计值

1、 附录附录1钢材和连接的强度设计值附表1.1钢材的强度设计值（N/mm2）钢 材抗拉、抗压和抗弯f抗剪fv端面承压（刨平顶紧）fce牌号厚度或直径（mm）Q235 钢16 40205120406020011560 100190110Q345 钢16 40295170406026515560 100250145Q390 钢16 40335190406031518060 100295170Q420 钢16 40360210406034019560 100325185注：附表中厚度系指计算点的钢材厚度，对轴心受拉和轴心受压构件系指截面中较厚板件的厚的附表1.2铸铁件的强度设计值（N/mm2）钢号抗拉

2、、抗压和抗弯f抗剪fv端面承压（刨平顶紧）fceZG200-40015590260ZG230-450180105290ZG270-500210120325ZG310-570240140370附表1.3焊缝的强度设计值(N/mm2)焊接方法和焊 条型号构件钢材对接焊缝角焊缝牌号厚度或直径(mm)抗压 fcw焊接质量为下列等级时，抗 拉ftw抗剪 fvw抗拉、抗压 和抗剪 ftw一级、二级三级自动焊、半自动 焊和E43型焊 条的手工焊Q235 钢 16 40205205175120 40 6020020017011560 100190190160110自动焊、半自动 焊和E50型焊 条的手工焊Q3

3、45 钢 16 35295295250170 355026526522515550 100250250210145自动焊、半自动 焊和E55型焊 条的手工焊Q390 钢 16 35335335285190 355031531527018050 100295295250170Q420 钢 16 35360360305210 355034034029019550 100325325275185注：1自动焊和半自动焊所采用的焊丝和焊剂，应保证其熔敷金属的力学性能不低于现行国家标准埋弧焊用碳钢焊丝和焊剂GB/T 5293和低合金钢埋弧焊用焊剂GB/T 12470中相关的规定。2焊缝质量等级应符合现行国

4、家标准钢结构工程施工质量验收规范GB 50205的规定。其中厚度小于8mm钢材的对接焊缝，不应采用超声波探伤确定焊缝质量等级。3对接焊缝在受压区的抗弯强度设计值取fcw,在受拉区的抗弯强度设计值取ftwo4附表中厚度系指计算点的钢材厚度，对轴心受拉和轴心受压构件系指截面中较厚板件的厚度。附表1.4螺栓连接的强度设计值（N/mm2）螺栓的性能等级、锚栓和构 件钢材的牌号普通螺栓锚栓承压型连接高强度螺 栓C级螺栓A级、B级螺栓抗拉 ftb抗剪 fvb承压 fcb抗拉 ftb抗剪 fvb承压 fcb抗拉 ftb抗拉 ftb抗剪 fvb承压 fcb普通螺栓4.6 级、4.8 级170140一一一一一一

5、一一5.6级一一一210190一一一一一8.8级一一一400320一一一一一锚栓Q235 钢一一一一一一140一一一Q345 钢一一一一一一180一一一承压型连接 高强度螺栓8.8级一一一一一一一400250一10.9 级一一一一一一一500310一构件Q235 钢一一305一一405一一一470Q345 钢一一385一一510一一一590Q390 钢一一400一一530一一一615Q420 钢一一425一一560一一一655注：1 A级螺栓用于d0 24mm和lw 10d或l w 150mm （按较小值）的螺栓； B级螺栓用于d24mm和l10d 或l 150mm （按较小值）的螺栓。d为公

6、称直径，l为螺杆公称长度。2 A、B级螺栓孔的精度和孔壁表面粗糙度，C级螺栓孔的允许偏差和孔壁表面粗糙度，均应符合现行国家标准钢结构工程施工质量验收规范GB 50205的要求。附表1.5钟钉连接的强度设计值（N/mm2）钟钉钢号和构件钢材牌号抗拉（钉头脱落） ftr抗剪fvr承压fcrI类孔口类孔I类孔口类孔钟钉BL2 或 BL3120185155一一构件Q235 钢一一一450365Q345 钢一一一565460Q390 钢一一一590480注：1属于下列情况者为I类孔：1）在装配好的构件上按设计孔径钻成的孔；2）在单个零件和构件上按设计孔径分别用钻模钻成的孔；3）在单个零件上先钻成或冲成较

7、小的孔径，然后在装配好的构件上再扩钻至设计孔径的孔。2在单个零件上一次冲成或不用钻模钻成设计孔径的孔属于口类孔。附录2结构或构件的变形容许值受弯构件的挠度容许值吊车梁、楼盖梁、屋盖梁、工作平台梁以及墙架构件的挠度不宜超过附表2.1.1所列的容许值。附表2.1.1受弯构件挠度容许值项次构件类别挠度容许值vtvq吊车梁和吊车桁架（按自重和起重量最大的一台吊车计算挠度）（1）手动吊车和单梁吊车（含悬挂吊车）1/5001（2）轻级工作制桥式吊车1/800一（3）中级工作制桥式吊车1/1000（4）重级工作制桥式吊车1/12002手动或电动葫芦的轨道梁1/400一3有重轨（重量等于或大于38kg/m）轨

8、道的工作平台梁1/600有轻轨（重量等于或小于24kg/m）轨道的工作平台梁1/400一楼（屋）盖梁或桁架、工作平台梁（第 3项除外）和平台板（1）主梁或桁架（包括设有悬挂起重设备的梁和桁架）1/4001/500（2）抹灰顶棚的次梁1/2501/350（3）除（1）、（2）款外的其他梁（包括楼梯梁）1/2501/3004（4）屋盖橡条支承无积灰的瓦楞铁和石棉瓦屋面者1/150一支承压型金属板、有积灰的瓦楞铁和石棉瓦等屋面者1/200一支承其他屋面材料者1/200一（5）平台板1/150一墙架构件（风荷载不考虑阵风系数）（1）支柱一1/4005（2）抗风桁架（作为连续支柱的支承时）一1/1000

9、（3）砌体墙的横梁（水平方向）一1/300（4）支承压型金属板、瓦楞铁和石棉瓦墙面的横梁（水平方向）一1/200（5）带有玻璃窗的横梁（竖直和水平方向）1/2001/200注：1 l为受弯构件的跨度（对悬臂梁和伸臂梁为悬伸长度的 2倍）2 VT为永久和可变荷载标准值产生的挠度（如有起拱应减去拱度）的容许值；vq为可变荷载标准值产生的挠度的容许值。2.1.2冶金工厂或类似车间中设有工作级别为A7、A8级吊车的车间，其跨间每侧吊车梁或吊车桁架的制动结构，由一台最大吊车横向水平荷载（按荷载规范取值）所产生的挠度不宜超过制 动结构跨度的1/2200。2.2框架结构的水平位移容许值在风荷载标准值作用下，

10、框架柱顶水平位移和层加相对位移不宜超过下列数值:1无桥式吊车的单层框架的柱顶位移H/1502有桥式吊车的单层框架的柱顶位移H/4003多层框架的柱顶位移H/5004多层框架的层加相对位移h/400H为自基础顶面至柱顶的总高度；h为层高。注：1对室内装修要求较高的民用建筑多层框架结构，层间相对位移宜适当减小。 无墙壁的多层框架结构，层间相对位移可适当放宽。2对轻型框架结构的柱顶水平位移和层间位移均可适当放宽。在冶金工厂或类似车间中设有A7、A8级吊车的厂房柱和设有中级和重级工作制吊车的露天栈桥柱，在吊车梁或吊车桁架的顶面标高处，由一台最大吊车水平荷载(按荷载规范取值) 所产生的计算变形值，不宜超

11、过附表A.2.2所列的容许值。附表2.2.2柱顶水平位移(计算值)的容许值项次位移的种类按平面结构图形计算按空间结构图形计算1厂房柱的横向位移Hc/1250Hc/20002露天栈桥柱的横向位移Hc/2500一3厂房和露天栈桥柱的纵向位移Hc/4000一注：1 Hc为基础顶面至吊车梁或吊车桁架顶面的高度。2计算厂房或露天栈桥柱的纵向位移时，可假设吊车的纵向水平制动力分配在温度区段内所有柱间支撑或纵向框架上。3在设有A8级吊车的厂房中，厂房柱的水平位移容许值宜减小10%4设有A6级吊车的厂房柱的纵向位移宜符合表中的要求。附录3梁的整体稳定系数3.1等截面焊接工字形和轧制H型钢简支梁等截面焊接工字形

12、和轧制H型钢(图3.1)简支梁的整体稳定系数 9 b应按下式计算:4320(3.1.1)(a)双轴对称焊接工字形截面(b)加强受压翼缘的单轴对称焊接工字形截面(c)加强受拉翼缘的单轴对称焊接工字形截面图3.1焊接工字形和轧制(d)轧制H型钢截面H型钢截面式中Pb 梁整体稳定的等效临界弯矩系数，按附表 3.1采用;梁在侧向支撑点间对截面弱轴y-y的长细比，Zy = li /iy,11为侧向支承点间的距离，i y为梁毛截面对y轴的截面回转半径；A梁的毛截面面积；h、t1梁截面的全高和受压翼缘厚度；nb 截面不对称影响系数；对双轴对称截面（图 3.1a、d）: =0;对单轴对称工字形截面（图 3.1

13、b、c）：加强受压翼缘：nb =0.8（20cb1）；加强受拉翼缘：11b =2c（b -1； ub= I1,式中I1和I2分别为受压翼缘和受拉翼缘对y轴的惯I1 I2性矩。b=1.070.2821.0注：公式（3.1.1）亦适用于等截面聊接（或高强度螺栓连接）简支梁，其受压翼缘厚度 在内。（3.1.2）t1包括翼缘角钢厚度当按公式（3.1.1）算得的中b值大于0.6时，应用下式计算的 5b代替邛b值：附表3.1 H型钢和等截面工字形简支梁的系数0 b项次侧向支承荷载2.0适用范围1跨中无侧向支承均布荷载作 用在上翼缘0.69+0.13t0.95图 3.1a、b和d的截面2下翼缘1.730.2

14、0 之1.333集中荷载作 用在上翼缘0.73+0.18 之1.094下翼缘2.23-0.2811.675跨度中点有一个侧 向支承点均布荷载作 用在上翼缘1.15图3.1中的所有截面6下翼缘1.407集中荷载作用在截面高 度上任意位置1.758跨中有不少于两个 等距离侧向支承点任意荷载作 用在上翼缘1.209下翼缘1.4010梁端有弯矩，但跨中无荷载作用M 2 !,1 M 2 !但|M2|O3附表中项次3、4和7的集中荷载是指一个和少数几个集中荷载位于跨中央附近的情况，对其他情况的集中荷载，应按附表中项次 1、2、5、6内的数值采用。4附表中项次8、9的0b,当集中荷载作用在侧向支承点处时，取

15、 3 b= 1.2005荷载作用在上翼缘系指荷载作用点在翼缘表面，方向指向截面形心；荷载作用在下翼缘系指荷载作用点在翼缘表面，方向背向截面形心。6对ab 0.8的加强受压翼缘工字形截面，下列情况的3 b值应乘以相应的系数：项次1:当1.0时，乘以0.95;项次3:当0.5时，乘以0.90;当0.5 1.0时，乘以 0.95。轧制普通工字钢简支梁轧制普通工字钢简支梁的整体稳定系数邛b应按附表3.2采用，当所得的邛b值大于0.6时,应按公式3.1.2算得相应的Q代替”值。附表3.2轧制普通工字钢简支梁的中b项次荷载情况工字钢型号自由长度l1（m）23456789101跨中无侧向支承点的梁集中荷载作

16、用于上翼缘10 2022 3236 632.002.402.801.301.481.600.991.091.070.800.860.830.680.720.680.580.620.560.530.540.500.480.490.450.430.450.402下翼缘10 2022 4045 633.105.507.301.952.803.601.341.842.301.011.371.620.821.071.200.690.860.960.630.730.800.570.640.690.520.560.603均布荷载作用于上 翼 缘10 2022 4045 631.702.102.601.121

17、.301.450.840.930.970.680.730.730.570.600.590.500.510.500.450.450.440.410.400.380.370.360.354下翼缘10 2022 4045 632.504.005.601.552.202.801.081.451.800.831.101.250.680.850.950.560.700.780.520.600.650.470.520.550.420.460.495跨中有侧向支承点的梁 （不论荷载作用点在截 面高度上的位置）10 2022 4045 632.203.004.001.391.802.201.011.241.38

18、0.790.961.010.660.760.800.570.650.660.520.560.560.470.490.490.420.430.43注：1 同附表3.1的注3、5。2附表中的Q适用于Q235钢。对其他钢号，附表中数值应乘以235/fy。轧制槽钢简支梁轧制槽钢简支梁的整体稳定系数，不论荷载的形式和荷载作用点在截面高度上的位置，均 可按下式计算：(3.3)570bt 2351力fy式中h、b、t 分别为槽钢截面的高度、翼缘宽度和平均厚度。按公式（3.3）算得的Q大于0.6时，应按公式（3.1.2）算得相应的甲b代替金值。双轴对称工字形等截面（含 H型钢）悬臂梁双轴对称工字形等截面（含H

19、型钢）悬臂梁的整体稳定系数，可按公式（3.1.1）计算，但式中系数3 b应按W表3.4查得，入y=li/iy （li为悬臂梁的悬伸长度）。当求得的中b大于0.6时，应 按公式（3.1.2）算得相应的 叫代替甲b值。附表3.4双轴对称工字形等截面（含 H型钢）悬臂梁的系数 0 b项次荷载形式0.60 片 1.241.24 、1.961.96 -3.101自由端一个集中上翼缘0.21 + 0.67 七0.72+0.26 t1.17 + 0.03。2荷载作用在下翼缘2.94-0.65 t2.64-0.40 t2.15 0.15。3均布荷载作用在上翼缘0.62+ 0.82 t1.25+0.31 卫1.

20、66 + 0.10 巴注：1本附表是按支承端为固定的情况确定的，当用于由邻跨延伸出来的伸臂梁时，应在构造上采取措施加强支承处的抗扭能力。2 附表中见附表3.1注1。受弯构件整体稳定系数的近似计算均匀弯曲的受弯构件，当号120,235/fy时,其整体稳定系数 中b可按下列近似公式计算:1 工字形截面（含H型钢）： 双轴对称时：b =1.07 -fy4400035(3.5.1)单轴对称时:b =1.07-fy(2： b 0.1)Ah 1 400235(3.5.2)2 T形截面（弯矩作用在对称轴平面，绕 x轴）1）弯矩使翼缘受压时：双角钢T形截面：b =1 -0.0 0 17yfy23 5部分T型钢

21、和两板组合T形截面：b =1 -0.0022 y. fy 235(3.5.3)(3.5.4)2）弯矩使翼缘受拉且腹板宽厚比不大于18,235/fy时:b =1 -0.0005 y .-fy-235(3.5.5)按公式（3.5.1）至公式（3.5.5）所得的中b值大于0.6时，不需按公式（3.1.2）换算成中b值；当按公式（3.5.1）和公式（3.5.2）算得的中b值大于1.0时，取甲b =1.0。附录4轴心受压构件的稳定系数附表4.1 a类截面轴心受压构件的稳定系数邛飞 235012345678901.0001.0001.0001.0000.9990.9990.9980.9980.9970.9

22、96100.9950.9940.9930.9920.9910.9890.9880.9860.9850.983200.9810.9790.9770.9760.9740.9720.9700.9680.9660.964300.9630.9610.9590.9570.9550.9520.9500.9480.9460.944400.9410.9390.9370.9340.9320.9290.9270.9240.9210.919500.9160.9130.9100.9070.9040.9000.8970.8940.8900.886600.8830.8790.8750.8710.8670.8630.8580

23、.8540.8490.844700.8390.8340.8290.8240.8180.8130.8070.8010.7950.789800.7830.7760.7700.7630.7570.7500.7430.7360.7280.721900.7140.7060.6990.6910.6840.6760.6680.6610.6530.6451000.6380.6300.6220.6150.6070.6000.5920.5850.5770.5701100.5630.5550.5480.5410.5340.5270.5200.5140.5070.5001200.4940.4880.4810.4750

24、.4690.4630.4570.4510.4450.4401300.4340.4290.4230.4180.4120.4070.4020.3970.3920.3871400.3830.3780.3730.3690.3640.3600.3560.3510.3470.3431500.3390.3350.3310.3270.3230.3200.3160.3120.3090.3051600.3020.2980.2950.2920.2890.2850.2820.2790.2760.2731700.2700.2670.2640.2620.2590.2560.2530.2510.2480.2461800.2

25、430.2410.2380.2360.2330.2310.2290.2260.2240.2221900.2200.2180.2150.2130.2110.2090.2070.2050.2030.2012000.1990.1980.1960.1940.1920.1900.1890.1870.1850.1832100.1820.1800.1790.1770.1750.1740.1720.1710.1690.1682200.1660.1650.1640.1620.1610.1590.1580.1570.1550.1542300.1530.1520.1500.1490.1480.1470.1460.1

26、440.1430.1422400.1410.1400.1390.1380.1360.1350.1340.1330.1320.1312500.130一一一一一一一一一注：见附表4.4注附表4.2 b类截面轴心受压构件的稳定系数平 附表4.2 b类截面轴心受压构件的稳定系数平 fy 儿 1235012345678901.0001.0001.0000.9990.9990.9980.9970.9960.9950.994100.9920.9910.9890.9870.9850.9830.9810.9780.9760.973200.9700.9670.9630.9600.9570.9530.9500.94

27、60.9430.939300.9360.9320.9290.9250.9220.9180.9140.9100.9060.903400.8990.8950.8910.8870.8820.8780.8740.8700.8650.861500.8560.8520.8470.8420.8380.8330.8280.8230.8180.813600.8070.8020.7970.7910.7860.7800.7740.7690.7630.757700.7510.7450.7390.7320.7260.7200.7140.7070.7010.694800.6880.6810.6750.6680.6610.

28、6550.6480.6410.6350.628900.6210.6140.6080.6010.5940.5880.5810.5750.5680.5611000.5550.5490.5420.5360.5290.5230.5170.5110.5050.4991100.4930.4870.4810.4750.4700.4640.4580.4530.4470.4421200.4370.4320.4260.4210.4160.4110.4060.4020.3970.3921300.3870.3830.3780.3740.3700.3650.3610.3570.3530.3491400.3450.341

29、0.3370.3330.3290.3260.3220.3180.3150.3111500.3080.3040.3010.2980.2950.2910.2880.2850.2820.2791600.2760.2730.2700.2670.2650.2620.2590.2560.2540.2511700.2490.2460.2440.2410.2390.2360.2340.2320.2290.2271800.2250.2230.2200.2180.2160.2140.2120.2100.2080.2061900.2040.2020.2000.1980.1970.1950.1930.1910.190

30、0.1882000.1860.1840.1830.1810.1800.1780.1760.1750.1730.1722100.1700.1690.1670.1660.1650.1630.1620.1600.1590.1582200.1560.1550.1540.1530.1510.1500.1490.1480.1460.1452300.1440.1430.1420.1410.1400.1380.1370.1360.1350.1342400.1330.1320.1310.1300.1290.1280.1270.1260.1250.1242500.123一一一一一一一一一注：见附表4.4注fy 儿

31、1235012345678901.0001.0001.0000.9990.9990.9980.9970.9960.9950.993100.9920.9900.9880.9860.9830.9810.9780.9760.9730.970200.9660.9590.9530.9470.9400.9340.9280.9210.9150.909300.9020.8960.8900.8840.8770.8710.8650.8580.8520.846400.8390.8330.8260.8200.8140.8070.8010.7940.7880.781500.7750.7680.7620.7550.748

32、0.7420.7350.7290.7220.715600.7090.7020.6950.6890.6820.6760.6690.6620.6560.649700.6430.6360.6290.6230.6160.6100.6040.5970.5910.584800.5780.5720.5660.5590.5530.5470.5410.5350.5290.523900.5170.5110.5050.5000.4940.4880.4830.4770.4720.4671000.4630.4580.4540.4490.4450.4410.4360.4320.4280.4231100.4190.4150

33、.4110.4070.4030.3990.3950.3910.3870.3831200.3790.3750.3710.3670.3640.3600.3560.3530.3490.3461300.3420.3390.3350.3320.3280.3250.3220.3190.3150.3121400.3090.3060.3030.3000.2970.2490.2910.2880.2850.2821500.2800.2770.2740.2710.2690.2660.2640.2610.2580.2561600.2540.2510.2490.2460.2440.2420.2390.2370.2350

34、.2331700.2300.2280.2260.2240.2220.2200.2180.2160.2140.2121800.2100.2080.2060.2050.2030.2010.1990.1970.1960.1941900.1920.1900.1890.1870.1860.1840.1820.1810.1790.1782000.1760.1750.1730.1720.1700.1690.1680.1660.1650.1632100.1620.1610.1590.1580.1570.1560.1540.1530.1520.1512200.1500.1480.1470.1460.1450.1

35、440.1430.1420.1400.1392300.1380.1370.1360.1350.1340.1330.1320.1310.1300.1292400.1280.1270.1260.1250.1240.1240.1230.1220.1210.1202500.119一一一一一一一一一注：见附表4.4注0123456789I1 fy 123501.0001.0000.9990.9990.9980.9960.9940.9920.9900.987100.9840.9810.9780.9740.9690.9650.9600.9550.9490.944200.9370.9270.9180.9090

36、.9000.8910.8830.8740.8650.857300.8480.8400.8310.8230.8150.8070.7990.7900.7820.774400.7660.7590.7510.7430.7350.7280.7200.7120.7050.697500.6900.6830.6750.6680.6610.6540.6460.6390.6320.625600.6180.6120.6050.5980.5910.5850.5780.5720.5650.559700.5520.5460.5400.5340.5280.5220.5160.5100.5040.498800.4930.48

37、70.4810.4760.4700.4650.4600.4540.4490.444900.4390.4340.4290.4240.4190.4140.4100.4050.4010.3971000.3940.3900.3870.3830.3800.3760.3730.3700.3660.3631100.3590.3560.3530.3500.3460.3430.3400.3370.3340.3311200.3280.3250.3220.3190.3160.3130.3100.3070.3040.3011300.2990.2960.2930.2900.2880.2850.2820.2800.277

38、0.2751400.2720.2700.2670.2650.2620.2600.2580.2550.2530.2511500.2480.2460.2440.2420.2400.2370.2350.2330.2310.2291600.2270.2250.2230.2210.2190.2170.2150.2130.2120.2101700.2080.2060.2040.2030.2010.1990.1970.1960.1940.1921800.1910.1890.1880.1860.1840.1830.1810.1800.1780.1771900.1760.1740.1730.1710.1700.

39、1680.1670.1660.1640.1632000.162一一一一一一一一一注：1附表4.1至附表4.4中的中值系按下列公式算得:当 =为乖女.215时:当%至0.215时:2 .n收2 +33兀 +片）一他2 +3 7M +X2 2 -4，：式中，R、%、（/3为系数，根据截面的分类，按附表 4.5米用2当构件的，fy 235值超出附表4.1至附表4.4的范围时，则 平值按注1所列的公式计算。附表4.5系数口1、6、Q3截面类型O1%3a类0.410.9860.152b类0.650.9650.300c类% 1.051.2160.302d类h 1.051.3750.432 附录5各种截面回

40、转半径的近似值X1*y不&y ix=0.30h iy=0.90biz=0.195h3hT ix=0.40hL, iy=0.21 b1l)hTix=0.38h工iy=0.44bb-b-ATix=0.32hiy=0.49bJ：1yix=0.32h.一iy=0.28bbjiz=0.09(b+h)4产肃ix=0.45hJ.iy=0.235b y肘世/JThTix=0.32hl 工iy=0.58bb-bi订ix=0.29hLiy=0.50b;口ix=0.30h* iy=0.215byrTl-hT ix=0.43hLi.iL.1 iy=0.43bLbxFLbJlhT ix=0.32h 】，iy=0.40b

41、-4bbIbhr ix=0.29h iy=0.45b4力X1bf-十ix=0.32hiy=0.20bhr ix=0.39h xl (iy=0.20b4blAbV-A-ix=0.38hxjhj.iy=0.21b贺 4b4给九ix=0.39h-hiy=0.53bx+ iy=0.24bhfix=0.42h.Iiy=0.22bUXfWix=0.44hC，iy=0.32b *b4匚 bhix=0.28hxj*-.iy=0.37blyL日3b4p 十 ix=0.30hf iy=0.17b2hT ix=0.43h xJL j iy=0.24b bo4xhTix=0.44hJ iy=0.38b欧bb-IxhT

42、 ix=0.29h 2-14 iy=0.29b 4bb- 百辛加ix=0.28h x 甲一% iy=0.21 bix=0.365h iy=0.275b广 了ix=0.37h工iy=0.54b,yix=0.25dO-iy=0.25db：Lh.ix=0.21hiy=0.21b工 iz=0.l85hIT 力ix=0.35hIL 4-iy=0.56by gW ix=0.37h lx 4 iy=0.45bLd -湛ix=iy=彳 J, 0.175(D+d)JX。b-fEIix=0.21h1iy=0.21b4Tix=0.39hiy=0.29b计qrahtix=0.40hx 1iy=0.24bb-b“沛ix

43、=0.40h 平Utiy=0.40b 平4口Jix=0.45hJiy=0.24bxj 怔ix=0.38hI Liy=0.60bid 田i&rix=0.4ihx jTiy=0.29b,3tthT ix=0.47h x |/ jiy=0.40bly附录6柱的计算长度系数附表6.1无侧移框架柱的计算长度系数g2 KlK2 -4K1K2K . nsin 100.050.10.20.30.40.5123451001.0000.9900.9810.9640.9490.9350.9220.8750.8200.7910.7730.7600.7320.050.9900.9810.9710.9550.9400.9

44、260.9140.8670.8140.7840.7660.7540.7260.10.9810.9710.9620.9460.9310.9180.9060.8600.8070.7780.7600.7480.7210.20.9640.9550.9460.9300.9160.9030.8910.8460.7950.7670.7490.7370.7110.30.9490.9400.9310.9160.9020.8890.8780.8340.7840.7560.7390.7280.7010.40.9350.9260.9180.9030.8890.8770.8660.8230.7740.7470.7300

45、.7190.6930.50.9220.9140.9060.8910.8780.8660.8550.8130.7650.7380.7210.7100.68510.8750.8670.8600.8460.8340.8230.8130.7740.7290.7040.6880.6770.65420.8200.8140.8070.7950.7840.7740.7650.7290.6860.6630.6480.6380.61530.7910.7840.7780.7670.7560.7470.7380.7040.6630.6400.6250.6160.59340.7730.7660.7600.7490.73

46、90.7300.7210.6880.6480.6250.6110.6010.58050.7600.7540.7480.7370.7280.7190.7100.6770.6380.6160.6010.5920.570 100.7320.7260.7210.7110.7010.6930.6850.6540.6150.5930.5800.5700.549注：1附表中的计算长度系数 ”值系按下式所得:式中，Ki、K2分别为相交于柱上端、柱下端的横梁线刚度之和与柱线刚度之和的比值。当横梁远端为 TOC o 1-5 h z 较接时，应将横梁线刚度乘以1.5;当横梁远端为嵌固时，则将横梁线刚度乘以2。2当横

47、梁与柱较接时，取横梁线刚度为零。3对底层框架柱：当柱与基础较接时，取K2= 0 (对平板支座可取 a = 0.1)；当柱与基础刚接时，取K2= 10。4当与柱刚性连接的横梁所受轴心压力Nb较大时，横梁线刚度应乘以折减系数“n；横梁远端与柱刚接和横梁远端较支时：a N = 1-Nb/NEb横梁远端嵌固时：a N=1-NJ(2NEb)式中，NEb=无2EIb/l Ib为横梁截面惯性矩，l为横梁长度。附表6.2有侧移框架柱的计算长度系数gK1K200.050.10.20.30.40.512345100OO6.024.463.423.012.782.642.332.172.112.082.072.03

48、 ：0.056.024.163.472.862.582.422.312.071.941.901.871.861.830.14.463.473.012.562.332.202.111.901.791.751.731.721.700.23.422.862.562.232.051.941.871.701.601.571.551.541.520.33.012.582.332.051.901.801.741.581.491.461.451.441.420.42.782.422.201.941.801.711.651.501.421.391.371.371.350.52.642.312.111.871.7

49、41.651.591.451.371.341.321.321.3012.332.071.901.701.581.501.451.321.241.211.201.191.1722.171.941.791.601.491.421.371.241.161.141.121.121.1032.111.901.751.571.461.391.341.211.141.111.101.091.0742.081.871.731.551.451.371.321.201.121.101.081.081.0652.071.861.721.541.441.371.321.191.121.091.081.071.05 1

50、02.031.831.701.521.421.351.301.171.101.071.061.051.03注：1附表中的计算长度系数 ”值系按下式所得: TOC o 1-5 h z In n，、冗冗j36K1K2-JLJ sin 口+63+()=3口 =。式中，K1、K2分别为相交于柱上端、柱下端的横梁线刚度之和与柱线刚度之和的比值。当横梁远端为 较接时，应将横梁线刚度乘以0.5;当横梁远端为嵌固时，则应乘以2/3。2当横梁与柱较接时，取横梁线刚度为零。3对底层框架柱：当柱与基础较接时，取K2= 0 (对平板支座可取 & = 0.1)；当柱与基础刚接时，取 K2= 10。4当与柱刚性连接的横梁

51、所受轴心压力Nb较大时，横梁线刚度应乘以折减系数a横梁远端与柱刚接时：a N=1-Nb/(4NEb)横梁远端较支时：a N=1-Nb/NEb横梁远端嵌固时：a N=1-Nb/(2NEb)式中NEb的计算式见附表6.1注4。附表6.3柱上端为自由的单阶柱下段的计算长度系数简图K1刀10.060.080.100.120.14 ().16 ().18 0.20 C.22 0.24 0.26 0,280.30.40.50.60.70.80.20.32.002.012.012.022.012.022.012.022.012.032.012.032.012.032.022.042.022.042.022.

52、052.022.052.022.052.022.062.032.082.042.102.052.122.062.132.072.15I1H10.42.022.032.042.042.052.062.072.072.082.092.092.102.112.142.182.212.252.280.52.042.052.062.072.092.102.112.122.132.152.162.172.182.242.292.352.402.450.62.062.082.102.122.142.162.182.192.212.232.252.262.282.362.442.522.592.66I2H20

53、.72.102.132.162.182.212.242.262.292.312.342.362.382.412.522.622.722.812.900.82.152.202.242.272.312.342.382.412.442.472.502.532.562.702.822.943.063.160.92.242.292.352.392.442.482.522.562.602.632.672.712.742.903.053.193.323.44品r *1.02.362.432.482.542.592.642.692.732.772.822.862.902.943.123.293.453.593

54、.741.22.692.762.832.892.953.013.073.123.173.223.273.323.373.593.803.994.174.341.43.073.143.223.293.363.423.483.553.613.663.723.783.834.094.334.564.774.971H21.63.473.553.633.713.783.853.923.994.074.124.184.254.314.614.885.145.385.62K1 -1.83.883.974.054.134.214.294.374.444.524.594.664.734.805.135.445.

55、736.006.262H12.04.294.394.484.574.654.744.824.904.995.075.145.225.305.666.006.326.636.92H1-N1I 22.24.714.814.915.005.105.195.285.375.465.545.635.715.806.196.576.927.267.581 N2I口2112.45.135.245.345.445.545.645.745.845.936.036.126.216.306.737.147.527.898.24N1上段柱轴心力2.65.555.665.775.885.996.106.206.316.

56、416.516.616.716.807.277.718.138.528.90N2一下段柱轴心力2.85.976.096.216.336.446.556.676.786.896.997.107.217.317.818.288.739.169.573.06.396.526.646.776.897.017.137.257.377.487.597.717.828.358.869.349.8010.24注：附表中的计算长度系数 “2值系按下式计算得出:. 1iKi tg - tg = 一 1 二0J 2 J 2附表6.4柱上端可移动但不能转动的单阶柱下段的计算长度系数2 2 #附表6.4柱上端可移动但不

57、能转动的单阶柱下段的计算长度系数2 2 简图iI1I2H1H2I1 H2K1 I2 H1n _H11I21 -.1H2 N2I1N1 一上段柱轴心力N2一下段柱轴心力“ X0.060.080.100.120.14 ().160.18 0).20 0.22 0.24 0.26 0.280.30.40.50.60.70.80.21.961.941.931.911.901.891.881.861.851.841.831.821.811.761.721.681.651.620.31.961.941.931.921.911.891.881.871.861.851.841.831.821.771.731.

58、701.661.630.41.961.951.941.921.911.901.891.881.871.861.851.841.831.791.751.721.681.660.51.961.951.941.931.921.911.901.891.881.871.861.851.851.811.771.741.711.690.61.971.961.951.941.931.921.911.901.901.891.881.871.871.831.801.781.751.730.71.971.971.961.951.941.941.931.921.921.911.901.901.891.861.841.

59、821.801.780.81.981.981.971.961.961.951.951.941.941.931.931.931.921.901.881.871.861.840.91.991.991.981.981.981.971.971.971.971.961.961.961.961.951.941.931.921.921.02.002.002.002.002.002.002.002.002.002.002.002.002.002.002.002.002.002.001.22.032.042.042.052.062.072.072.082.082.092.102.102.112.132.152.

60、172.182.201.42.072.092.112.122.142.162.172.182.202.212.222.232.242.292.332.372.402.421.62.132.162.192.222.252.272.302.322.342.362.372.392.412.482.542.592.632.671.82.222.272.312.352.392.422.452.482.502.532.552.572.592.692.762.832.882.932.02.352.412.462.502.552.592.622.662.692.722.752.772.802.913.003.