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<16215125325>1640205120>4060200115>60100190110Q345钢<16310180400>1640295170>4060265155>60100250145Q390钢<16350205415>1640335190>4060315180>60100295170Q420钢<16380220440>1640360210&g

2、t;4060340195>60100325185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、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

3、手工焊Q235钢<16215215185125160>1640205205175120>4060200200170115>60100190190160110自动焊、半自动焊和E50型焊条的手工焊Q345钢<16310310265180200>1635295295250170>3550265265225155>50100250250210145自动焊、半自动焊和E55型焊条的手工焊Q390钢<16350350300205220>1635335335285190>3550315315270180>501002952952501

4、70Q420钢<16380380320220220>1635360360305210>3550340340290195>50100325325275185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/T5293和低合金钢埋弧焊用焊剂GB/T12470中相关的规定。2焊缝质量等级应符合现行国家标准钢结构工程施工质量验收规范GB50205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“w。4附表中厚度系指计

5、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170140一一一一一一一一5.6级一一-210190-一-8.8级一-400320-锚栓Q235钢一-140-Q345钢-180-承压型连接高强度螺栓8.8级-400250-10.9级-500310-构件Q235钢-305-405-470Q345钢-385-510-590

6、Q390钢-400-530-615Q420钢-425-560-655注：1A级螺栓用于d024mm和lw10d或lw150mm（按较小值）的螺栓；B级螺栓用于d>24mm和l>10d或l>150mm（按较小值）的螺栓。d为公称直径，l为螺杆公称长度。2A、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GB50205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

7、一一一450365Q345钢一-565460Q390钢一-590480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2.1 受弯构件的挠度容许值2.1.1 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

8、算挠度）（1）手动吊车和单梁吊车（含悬挂吊车）l/5001（2）轻级工作制桥式吊车l/800-（3）中级工作制桥式吊车l/1000（4）重级工作制桥式吊车l/12002手动或电动葫芦的轨道梁l/400-3有重轨（重量等于或大于38kg/m）轨道的工作平台梁l/600有轻轨（重量等于或小于24kg/m）轨道的工作平台梁l/400-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）l/400l/500（2）抹灰顶棚的次梁l/250l/350（3）除（1）、（2）款外的其他梁（包括楼梯梁）l/250l/3004（4）屋盖橡条支承无积灰的瓦楞铁和石棉

9、瓦屋面者l/150-支承压型金属板、有积灰的瓦楞铁和石棉瓦等屋面者l/200-支承其他屋面材料者l/200-（5）平台板l/150-墙架构件（风荷载不考虑阵风系数）（1）支柱一l/4005（2）抗风桁架（作为连续支柱的支承时）一l/1000（3）砌体墙的横梁（水平方向）-l/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）-l/200（5）带有玻璃窗的横梁（竖直和水平方向）l/200l/200注：1l为受弯构件的跨度（对悬臂梁和伸臂梁为悬伸长度的2倍）2VT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

10、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2.2.1 在风荷载标准值作用下，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

11、。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。2.2.2 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儿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

12、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和轧制H型钢(图3.1)简支梁的整体稳定系数中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，

13、Zy=li/iy,11为侧向支承点间的距离，iy为梁毛截面对y轴的截面回转半径；A梁的毛截面面积；h、ti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）:“b=0；对单轴对称工字形截面（图3.1b、c）：加强受压翼缘：nb=0.8（2o（b1）；加强受拉翼缘：nb=2c（b-1；ub=11,式中Ii和I2分别为受压翼缘和受拉翼缘对y轴的惯IiI2性矩。b'=1.070.282<1.0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

14、.6时，应用下式计算的5b'代替邛b值：附表3.1H型钢和等截面工字形简支梁的系数0b项次侧向支承荷载£<2.0£>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1.730.20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

15、矩，但跨中无荷载作用M2!,1M2!但<231.75-1.051+0.3.一2.3W1J(MiJ注：1七为参数,&1t1,其中Ii和分别为H型钢或等截面工字形简支梁受压翼缘的自由长度和宽度b1h2Mi、M2为梁的端弯矩，使梁产生同向曲率时Mi和M2取同号，产生反向曲率时取异号，|Mi|>|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3b=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；

16、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0tb>0.8的加强受压翼缘工字形截面，下列情况的0b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。3.2 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，当所得的甲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用于上翼缘102

17、0223236632.002.402.801.301.481.600.991.091.070.800.860.830.680.720.680.580.620.560.530.540.500.480.490.450.430.450.402下翼缘1020224045633.105.507.301.952.803.601.341.842.301.011.371.620.821.071.200.690.860.960.630.730.800.570.640.690.520.560.603均布荷载作用于上翼缘1020224045631.702.102.601.121.301.450.840.930.97

18、0.680.730.730.570.600.590.500.510.500.450.450.440.410.400.380.370.360.354下翼缘1020224045632.504.005.601.552.202.801.081.451.800.831.101.250.680.850.950.560.700.780.520.600.650.470.520.550.420.460.495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）1020224045632.203.004.001.391.802.201.011.241.380.790.961.010.660.760.800.5

19、70.650.660.520.560.560.470.490.490.420.430.43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。3.3 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)570bt235l1hfy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。3.4 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型钢）悬臂梁的整体稳定系数，可按公式

20、（3.1.1）计算，但式中系数3b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0b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+0.26t1.17+0.03。2荷载作用在下翼缘2.94-0.65t2.64-0.40t2.150.15。3均布荷载作用在上翼缘0.62+0.82t1.25+0.31卫1.66+0.10巴注：1本附表是按支承端为固定的情

21、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。3.5 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：b0.1)Ah1400235(3.5.2)2T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=1-0.0017yfy235部分T型钢和两板组合T形截面：b=1-0.0022y.fy235(3.5.3)(

22、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=1-0.0005y.-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4.1a类截面轴心受压构件的稳定系数呼'飞235012345678901.0001.0001.0001.0000.9990.9990.9980.9980.9970.996100.9950.9940.9930.9920.9910.9890.9

23、880.9860.9850.983200.9810.9790.9770.9760.9740.9720.9700.9680.9660.964300.9630.9610.9590.9570.9550.9520.9500.9480.9460.944400.9410.9390.9370.9340.9320.9290.9270.9240.9210.919500.9160.9130.9100.9070.9040.9000.8970.8940.8900.886600.8830.8790.8750.8710.8670.8630.8580.8540.8490.844700.8390.8340.8290.8240

24、.8180.8130.8070.8010.7950.789800.7830.7760.7700.7630.7570.7500.7430.7360.7280.721900.7140.7060.6990.6910.6840.6760.6680.6610.6530.6451000.6380.6300.6220.6150.6070.6000.5920.5850.5770.5701100.5630.5550.5480.5410.5340.5270.5200.5140.5070.5001200.4940.4880.4810.4750.4690.4630.4570.4510.4450.4401300.434

25、0.4290.4230.4180.4120.4070.4020.3970.3920.3871400.3830.3780.3730.3690.3640.3600.3560.3510.3470.3431500.3390.3350.3310.3270.3230.3200.3160.3120.3090.3051600.3020.2980.2950.2920.2890.2850.2820.2790.2760.2731700.2700.2670.2640.2620.2590.2560.2530.2510.2480.2461800.2430.2410.2380.2360.2330.2310.2290.226

26、0.2240.2221900.2200.2180.2150.2130.2110.2090.2070.2050.2030.2012000.1990.1980.1960.1940.1920.1900.1890.1870.1850.1832100.1820.1800.1790.1770.1750.1740.1720.1710.1690.1682200.1660.1650.1640.1620.1610.1590.1580.1570.1550.1542300.1530.1520.1500.1490.1480.1470.1460.1440.1430.1422400.1410.1400.1390.1380.

27、1360.1350.1340.1330.1320.1312500.130一一一-注：见附表4.4注附表4.2b类截面轴心受压构件的稳定系数平"fy九1235012345678901.0001.0001.0000.9990.9990.9980.9970.9960.9950.994100.9920.9910.9890.9870.9850.9830.9810.9780.9760.973200.9700.9670.9630.9600.9570.9530.9500.9460.9430.939300.9360.9320.9290.9250.9220.9180.9140.9100.9060.903

28、400.8990.8950.8910.8870.8820.8780.8740.8700.8650.861500.8560.8520.8470.8420.8380.8330.8280.8230.8180.813600.8070.8020.7970.7910.7860.7800.7740.7690.7630.757700.7510.7450.7390.7320.7260.7200.7140.7070.7010.694800.6880.6810.6750.6680.6610.6550.6480.6410.6350.628900.6210.6140.6080.6010.5940.5880.5810.5

29、750.5680.5611000.5550.5490.5420.5360.5290.5230.5170.5110.5050.4991100.4930.4870.4810.4750.4700.4640.4580.4530.4470.4421200.4370.4320.4260.4210.4160.4110.4060.4020.3970.3921300.3870.3830.3780.3740.3700.3650.3610.3570.3530.3491400.3450.3410.3370.3330.3290.3260.3220.3180.3150.3111500.3080.3040.3010.298

30、0.2950.2910.2880.2850.2820.2791600.2760.2730.2700.2670.2650.2620.2590.2560.2540.2511700.2490.2460.2440.2410.2390.2360.2340.2320.2290.2271800.2250.2230.2200.2180.2160.2140.2120.2100.2080.2061900.2040.2020.2000.1980.1970.1950.1930.1910.1900.1882000.1860.1840.1830.1810.1800.1780.1760.1750.1730.1722100.

31、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-注：见附表4.4注附表4.3c类截面轴心受压构件的稳定系数中"fy九1235012345678901.0001.0001.0000.9990.9990.

32、9980.9970.9960.9950.993100.9920.9900.9880.9860.9830.9810.9780.9760.9730.970200.9660.9590.9530.9470.9400.9340.9280.9210.9150.909300.9020.8960.8900.8840.8770.8710.8650.8580.8520.846400.8390.8330.8260.8200.8140.8070.8010.7940.7880.781500.7750.7680.7620.7550.7480.7420.7350.7290.7220.715600.7090.7020.695

33、0.6890.6820.6760.6690.6620.6560.649700.6430.6360.6290.6230.6160.6100.6040.5970.5910.584800.5780.5720.5660.5590.5530.5470.5410.5350.5290.523900.5170.5110.5050.5000.4940.4880.4830.4770.4720.4671000.4630.4580.4540.4490.4450.4410.4360.4320.4280.4231100.4190.4150.4110.4070.4030.3990.3950.3910.3870.383120

34、0.3790.3750.3710.3670.3640.3600.3560.3530.3490.3461300.3420.3390.3350.3320.3280.3250.3220.3190.3150.3121400.3090.3060.3030.3000.2970.2490.2910.2880.2850.2821500.2800.2770.2740.2710.2690.2660.2640.2610.2580.2561600.2540.2510.2490.2460.2440.2420.2390.2370.2350.2331700.2300.2280.2260.2240.2220.2200.218

35、0.2160.2140.2121800.2100.2080.2060.2050.2030.2010.1990.1970.1960.1941900.1920.1900.1890.1870.1860.1840.1820.1810.1790.1782000.1760.1750.1730.1720.1700.1690.1680.1660.1650.1632100.1620.1610.1590.1580.1570.1560.1540.1530.1520.1512200.1500.1480.1470.1460.1450.1440.1430.1420.1400.1392300.1380.1370.1360.

36、1350.1340.1330.1320.1310.1300.1292400.1280.1270.1260.1250.1240.1240.1230.1220.1210.1202500.119一一-注：见附表4.4注附表4.4d类截面轴心受压构件的稳定系数平0123456789l'fy123501.0001.0000.9990.9990.9980.9960.9940.9920.9900.987100.9840.9810.9780.9740.9690.9650.9600.9550.9490.944200.9370.9270.9180.9090.9000.8910.8830.8740.8650

37、.857300.8480.8400.8310.8230.8150.8070.7990.7900.7820.774400.7660.7590.7510.7430.7350.7280.7200.7120.7050.697500.6900.6830.6750.6680.6610.6540.6460.6390.6320.625600.6180.6120.6050.5980.5910.5850.5780.5720.5650.559700.5520.5460.5400.5340.5280.5220.5160.5100.5040.498800.4930.4870.4810.4760.4700.4650.46

38、00.4540.4490.444900.4390.4340.4290.4240.4190.4140.4100.4050.4010.3971000.3940.3900.3870.3830.3800.3760.3730.3700.3660.3631100.3590.3560.3530.3500.3460.3430.3400.3370.3340.3311200.3280.3250.3220.3190.3160.3130.3100.3070.3040.3011300.2990.2960.2930.2900.2880.2850.2820.2800.2770.2751400.2720.2700.2670.

39、2650.2620.2600.2580.2550.2530.2511500.2480.2460.2440.2420.2400.2370.2350.2330.2310.2291600.2270.2250.2230.2210.2190.2170.2150.2130.2120.2101700.2080.2060.2040.2030.2010.1990.1970.1960.1940.1921800.1910.1890.1880.1860.1840.1830.1810.1800.1780.1771900.1760.1740.1730.1710.1700.1680.1670.1660.1640.16320

40、00.162一一一一一-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+«37M+X22-4，：式中，R、a3为系数，根据截面的分类，按附表4.5米用2当构件的7%fy235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«1%«3a类0.410.9860.152b类0.650.9650.300c类%<1.050.730.9060.595%>1,051.2160.302d类h<1.051.350.8680.915&

41、gt;1,051.3750.432附录5各种截面回转半径的近似值y不&yix=0.30hiy=0.90biz=0.195h3广甫ix=0.40hL,iy=0.21b1XhTix=0.38h工iy=0.44b甘Lb-市ix=0.32hiy=0.49bJ:yix=0.32hiy=0.28bbjiz=0.09(b+h)4产肃ix=0.45hJ.iy=0.235by肘JThTix=0.32hl工iy=0.58b而Lb-hix=0.29hLiy=0.50bix=0.30h*iy=0.215byrTl"ix=0.43hLi.iL.1iy=0.43bLbxFLbJlhTix=0.32h】，

42、iy=0.40b-4bbIXTix=0.29hiy=0.45b4力X1bf-十ix=0.32hiy=0.20bix=0.39hX1(iy=0.20bIb4-A-ix=0.38hxjhj.iy=0.21b贺4b4给九ix=0.39h-；iy=0.53bx+iy=0.24b1订ix=0.42h.Iiy=0.22bjjxh-ix=0.44hC，iy=0.32b*b4匚bix=0.28h4rpsiy=0.37blyL日3b4p十ix=0.30hfiy=0.17bhix=0.43hxJLjiy=0.24b3bXhix=0.44hJiy=0.38b欧bb-ixhix=0.29h2-14iy=0.29b4b

43、b-百辛加ix=0.28hX甲一%iy=0.21bix=0.365h¥iy=0.275b广了ix=0.37h工iy=0.54b",'yix=0.25dO-iy=0.25dLdxjb：Lh.ix=0.21hiy=0.21b工iz=0.185hIT力ix=0.35hIL4-iy=0.56bygWix=0.37h祀/iy=0.45bLd-湛ix=iy=彳J,0.175(D+d)J什Kwb-fEIix=0.21h1iy=0.21b4"_hTix=0.39hiy=0.29b计qraThtix=0.40hX|iy=0.24bb-b-“沛ix=0.40h平Utiy=0.

44、40b平4口uIJix=0.45hJiy=0.24bJ忙ix=0.38hILiy=0.60bid田的hix=0.41hxjTiy=0.29b,3tt£hix=0.47hX|/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g2K1K2-4K1K2K.nsin100.050.10.20.30.40.512345>1001.0000.9900.9810.9640.9490.9350.9220.8750.8200.7910.7730.7600.7320.050.9900.9810.9710.9550.9400.9260.9140.8670.8140.7840.7660.7540.7260.10.9810.9710.9620.9460.9310.9180.9060.8600.8070.7780.7600.7480.7210.20.9640.9550.9460.9300.9160.9030.8910.8460.7950.7670.7490.7370.7110.30.9490.9400.9310.9160.9020.88