钢材和连接的强度设计值

附录附1附表1.1钢材的强度设计（N/mm）

钢和接强设值钢

材

抗拉、抗压和抗弯

抗剪

端面承压刨平顶紧)牌号Q235钢Q345钢Q390钢Q420钢

厚度或直径mm)≤16＞～40＞～60＞～100≤16＞～40＞～60＞～100≤16＞～40＞～60＞～100≤16＞～40＞～60＞～100

f215205200190310295265250350335315295380360340325

f125120115110180170155145205190180170220210195185

f325400415440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铸铁件的强度设值（N/mm2）钢号ZG200-400ZG230-450ZG270-500ZG310-570

抗拉、抗压和抗弯f155180210240

抗剪f90105120140

端面承压刨平顶紧)f260290325370-可辑修-附表1.3焊缝的强度设计（N/mm）构件钢材

对接焊缝

角焊缝焊接方法和焊条型号

牌号

厚度或直径(mm)

抗压f

焊接质量为下列等级时，抗拉f一级、二级三级

抗剪f

抗拉、抗压和抗剪f自动焊自动焊型焊条的手工焊自动焊自动焊型焊条的手工焊

Q235Q345

≤＞16～＞40～＞60～100≤＞16～＞35～＞50～100

215205200190310295265250

215205200190310295265250

185175170160265250225210

125120115110180170155145

160200≤

350

350

300

205自动焊自动焊型焊条的手工焊

Q390Q420

＞16～＞35～＞50～100≤＞16～＞35～

335315295380360340

335315295380360340

285270250320305290

190180170220210195

220220＞50～100

325

325

275

185注自动焊和半自动焊所采用的焊丝和焊剂保证其熔敷金属的力学性能不低于现行国家标埋弧焊用碳钢焊丝和焊剂》和《低合金钢埋弧焊用焊剂》GB/T中相关的规定。

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》50205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。对接焊缝在受压区的抗弯强度设计值取f，在受拉区的抗弯强度设计值取f。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。-可辑修-附表1.4螺栓连接的强度计值（）螺栓的性能等级、锚栓和构

普通栓C级螺栓A级、B级螺栓

锚栓

承压型连接高强度螺栓件钢材的牌号

抗拉f

抗剪f

承压f

抗拉f

抗剪f

承压f

抗拉f

抗拉f

抗剪f

承压f普通螺栓锚栓承压型连接高强度螺栓构件

4.6级、4.8级5.6级8.8级Q235钢Q345钢8.8级10.9级Q235钢Q345钢Q390钢Q420钢

170－－－－－－－－－－

140－－－－－－－－－－

－－－－－－－305385400425

－210400－－－－－－－－

－190320－－－－－－－－

－－－－－－－405510530560

－－－140180－－－－－－

－－－－－400500－－－－

－－－－－250310－－－－

－－－－－－－470590615655注1A螺栓用于≤≤10d≤（按较小值）的螺栓级螺栓用于＞和＞10d＞150mm按较小值）的螺栓。公称直径，l螺杆公称长度。2A螺栓孔的精度和孔壁表面粗糙度级螺栓孔的允许偏差和孔壁表面粗糙度应符合现行国家标准《钢结构工程施工质量验收规范》要求。附表1.5铆钉连接的强度计值（）铆钉钢号和构件钢材牌号

抗拉（钉头脱落）f

抗剪Ⅰ类孔Ⅱ类孔

承压Ⅰ类孔Ⅱ类孔铆钉BL2或Q235钢构件Q345Q390钢

120－－－

185－－－

155－－－

－450565590

－365460480注：属于下列情况者为Ⅰ类孔：在装配好的构件上按设计孔径钻成的孔；在单个零件和构件上按设计孔径分别用钻模钻成的孔；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Ⅱ类孔。附2结或构的形许-可辑修-附表2.1.1受弯构挠度容许值项次

构

件

类

别

挠度容许值[v][v]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(2)轻级工作制桥式吊车中级工作制桥式吊车重级工作制桥式吊车

/500/800/1000/1200

－

手动或电动葫芦的轨道梁有重轨（重量等于或大于）轨道的工作平台梁有轻轨（重量等于或小于）轨道的工作平台梁

/400/600/400

－－楼（屋）盖梁或桁架、工作平台梁（第项除外）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）(2)抹灰顶棚的次梁(3)除(、款外的其他梁（包括楼梯梁）4(4)屋盖檩条支承无积灰的瓦楞铁和石棉瓦屋面者支承压型金属板、有积灰的瓦楞铁和石棉瓦等屋面者支承其他屋面材料者(5)平台板墙架构件（风荷载不考虑阵风系数）(1)支柱

/400/250/250/150/200/200/150－

/500/350/300－－－－/4005

抗风桁架（作为连续支柱的支承时）砌体墙的横梁（水平方向）支承压型金属板、瓦楞铁和石棉瓦墙面的横梁（水平方向）(5)带有玻璃窗的横梁（竖直和水平方向）

－－－/200

/1000/300/200/200注：受弯构件的跨度（对悬臂梁和伸臂梁为悬伸长度的2[v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；v为可变荷载标准值产生的挠度的容许值。

H为h注对室内装修要求较高的民用建筑多层框架结构间相对位移宜适当减小墙壁的多层框架结构，层间相对位移可适当放宽。-可辑修-tAh1tAh12

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。附表2.2.2柱顶水位移（计算值）的容值项次

位移的种类厂房柱的横向位移露天栈桥柱的横向位移厂房和露天栈桥柱的纵向位移

按平面结构图形计算H/1250H/2500H/4000

按空间结构图形计算H/2000－－注：为基础顶面至吊车梁或吊车桁架顶面的高度。

计算厂房或露天栈桥柱的纵向位移时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。在设有级吊车的厂房中，厂房柱的水平位移容许值宜减小10％。设有级吊车的厂房柱的纵向位移宜符合表中的要求。附3梁整稳定数型HW4.4hf-可辑修-b

t

b

t

加强受拉翼缘的单对称焊接工字形截面

H型钢截面焊

i

/il1

b

0.8(2bb

III

Ib'

1.0

注：公式(3.1.1)适用于等截面铆接（或高强度螺栓连接）简支梁，其受压翼缘厚度括翼缘角钢厚度在内。附表3.1H型钢和等面工字形简支梁的系数βb项次

侧向支承

荷

载

适用范围

跨中无侧向支承跨度中点有一个侧

均布荷载作用在集中荷载作用在均布荷载作用在

上翼缘下翼缘上翼缘下翼缘上翼缘下翼缘

0.69＋1.73－0.73＋2.23－1.151.40

0.951.331.091.67

图3.1a、b和d的截面7

向支承点

集中荷载作用在截面高度上任意位置

1.75

图3.1中

跨中有不少于两个等距离侧向支承点

任意荷载作用在

上翼缘下翼缘

1.201.40

的所有截面10

梁端有弯矩，但跨中无荷载作用

1.751.05

注：

数，

lt

，其中l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。-可辑修-

MM为梁的端弯矩，使梁产生同向曲率时M和M同号，产生反向曲率时取异号，M|≥。附表中项次3、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、、、6内的数值采用。附表中项次8、9，当集中荷载作用在侧向支承点处时，取＝1.20。荷载作用在上翼缘系指荷载作用点在翼缘表面指向截面形心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。＞0.8加强受压翼缘工字形截面，下列情况的β值应乘以相应的系数：项次1：时，乘以0.95；项次3：时，乘以0.90；当0.5时，乘以b

'

附表3.2轧制普通工字钢支梁的

b项次

跨中无侧向支承点的梁

荷载情况集中荷载作用于均布荷载作用于

上翼缘下翼缘上翼缘下翼缘

自由长度l工字钢型号234567891010～2.001.300.990.800.680.580.530.480.4322～2.401.481.090.860.720.620.540.490.4536～2.801.601.070.830.680.560.500.450.4010～3.101.951.341.010.820.690.630.570.5222～5.502.801.841.371.070.860.730.640.5645～7.303.602.301.621.200.960.800.690.6010～1.701.120.840.680.570.500.450.410.3722～2.101.300.930.730.600.510.450.400.3645～2.601.450.970.730.590.500.440.380.3510～2.501.551.080.830.680.560.520.470.4222～4.002.201.451.100.850.700.600.520.4645～5.602.801.801.250.950.780.650.550.49跨中有侧向支承点的梁5（不论荷载作用点在截面高度上的位置）注：同附表3.1的注3、。

10～2.201.391.010.790.660.570.520.470.4222～3.001.801.240.960.760.650.560.490.4345～4.002.201.381.010.800.660.560.490.432

附表中适用于Q235钢。对其他钢号，附表中数值应乘以235/fb

b

lhf1y-可辑修-bb

b

bHH计查l为'b附表3.4双轴对称工字形截面（含H钢）悬臂梁的系数β

b

0.6时项次

荷载形式自由端一个集中荷载作用在

上翼缘下翼缘

0.600.21＋2.94－

240.72＋64－

961.17＋15－3

均布荷载作用在上翼缘

0.62＋

1.25＋

1.66＋注本附表是按支承端为固定的情况确定的用于由邻跨延伸出来的伸臂梁时在构造上采取措施加强支承处的抗扭能力。2

附表表3.1注。

120235f

y44000235

f(2Ah14000235x

f

235型形

f

235-可辑修-235f

0.0005

f

235

换

'

-可辑修-附4附表4.1a类截面轴受压构件的稳定系数

轴受构的定数

f0102030405060708090100110120130140150160170180190200210220230240250

01.0000.9950.9810.9630.9410.9160.8830.8390.7830.7140.6380.5630.4940.4340.3830.3390.3020.2700.2430.2200.1990.1820.1660.1530.1410.130

11.0000.9940.9790.9610.9390.9130.8790.8340.7760.7060.6300.5550.4880.4290.3780.3350.2980.2670.2410.2180.1980.1800.1650.1520.140－

21.0000.9930.9770.9590.9370.9100.8750.8290.7700.6990.6220.5480.4810.4230.3730.3310.2950.2640.2380.2150.1960.1790.1640.1500.139－

31.0000.9920.9760.9570.9340.9070.8710.8240.7630.6910.6150.5410.4750.4180.3690.3270.2920.2620.2360.2130.1940.1770.1620.1490.138－

40.9990.9910.9740.9550.9320.9040.8670.8180.7570.6840.6070.5340.4690.4120.3640.3230.2890.2590.2330.2110.1920.1750.1610.1480.136－

50.9990.9890.9720.9520.9290.9000.8630.8130.7500.6760.6000.5270.4630.4070.3600.3200.2850.2560.2310.2090.1900.1740.1590.1470.135－

60.9980.9880.9700.9500.9270.8970.8580.8070.7430.6680.5920.5200.4570.4020.3560.3160.2820.2530.2290.2070.1890.1720.1580.1460.134－

70.9980.9860.9680.9480.9240.8940.8540.8010.7360.6610.5850.5140.4510.3970.3510.3120.2790.2510.2260.2050.1870.1710.1570.1440.133－

80.9970.9850.9660.9460.9210.8900.8490.7950.7280.6530.5770.5070.4450.3920.3470.3090.2760.2480.2240.2030.1850.1690.1550.1430.132－

90.9960.9830.9640.9440.9190.8860.8440.7890.7210.6450.5700.5000.4400.3870.3430.3050.2730.2460.2220.2010.1830.1680.1540.1420.131－注：见附表4.4注。-可辑修-附表4.2b类截面轴受压构件的稳定系数

f0102030405060708090100110120130140150160170180190200210220230240250

01.0000.9920.9700.9360.8990.8560.8070.7510.6880.6210.5550.4930.4370.3870.3450.3080.2760.2490.2250.2040.1860.1700.1560.1440.1330.123

11.0000.9910.9670.9320.8950.8520.8020.7450.6810.6140.5490.4870.4320.3830.3410.3040.2730.2460.2230.2020.1840.1690.1550.1430.132－

21.0000.9890.9630.9290.8910.8470.7970.7390.6750.6080.5420.4810.4260.3780.3370.3010.2700.2440.2200.2000.1830.1670.1540.1420.131－

30.9990.9870.9600.9250.8870.8420.7910.7320.6680.6010.5360.4750.4210.3740.3330.2980.2670.2410.2180.1980.1810.1660.1530.1410.130－

40.9990.9850.9570.9220.8820.8380.7860.7260.6610.5940.5290.4700.4160.3700.3290.2950.2650.2390.2160.1970.1800.1650.1510.1400.129－

50.9980.9830.9530.9180.8780.8330.7800.7200.6550.5880.5230.4640.4110.3650.3260.2910.2620.2360.2140.1950.1780.1630.1500.1380.128－

60.9970.9810.9500.9140.8740.8280.7740.7140.6480.5810.5170.4580.4060.3610.3220.2880.2590.2340.2120.1930.1760.1620.1490.1370.127－

70.9960.9780.9460.9100.8700.8230.7690.7070.6410.5750.5110.4530.4020.3570.3180.2850.2560.2320.2100.1910.1750.1600.1480.1360.126－

80.9950.9760.9430.9060.8650.8180.7630.7010.6350.5680.5050.4470.3970.3530.3150.2820.2540.2290.2080.1900.1730.1590.1460.1350.125－

90.9940.9730.9390.9030.8610.8130.7570.6940.6280.5610.4990.4420.3920.3490.3110.2790.2510.2270.2060.1880.1720.1580.1450.1340.124－注：见附表4.4注。-可辑修-附表4.3c类截面轴受压构件的稳定系数

f0102030405060708090100110120130140150160170180190200210220230240250

01.0000.9920.9660.9020.8390.7750.7090.6430.5780.5170.4630.4190.3790.3420.3090.2800.2540.2300.2100.1920.1760.1620.1500.1380.1280.119

11.0000.9900.9590.8960.8330.7680.7020.6360.5720.5110.4580.4150.3750.3390.3060.2770.2510.2280.2080.1900.1750.1610.1480.1370.127－

21.0000.9880.9530.8900.8260.7620.6950.6290.5660.5050.4540.4110.3710.3350.3030.2740.2490.2260.2060.1890.1730.1590.1470.1360.126－

30.9990.9860.9470.8840.8200.7550.6890.6230.5590.5000.4490.4070.3670.3320.3000.2710.2460.2240.2050.1870.1720.1580.1460.1350.125－

40.9990.9830.9400.8770.8140.7480.6820.6160.5530.4940.4450.4030.3640.3280.2970.2690.2440.2220.2030.1860.1700.1570.1450.1340.124－

50.9980.9810.9340.8710.8070.7420.6760.6100.5470.4880.4410.3990.3600.3250.2490.2660.2420.2200.2010.1840.1690.1560.1440.1330.124－

60.9970.9780.9280.8650.8010.7350.6690.6040.5410.4830.4360.3950.3560.3220.2910.2640.2390.2180.1990.1820.1680.1540.1430.1320.123－

70.9960.9760.9210.8580.7940.7290.6620.5970.5350.4770.4320.3910.3530.3190.2880.2610.2370.2160.1970.1810.1660.1530.1420.1310.122－

80.9950.9730.9150.8520.7880.7220.6560.5910.5290.4720.4280.3870.3490.3150.2850.2580.2350.2140.1960.1790.1650.1520.1400.1300.121－

90.9930.9700.9090.8460.7810.7150.6490.5840.5230.4670.4230.3830.3460.3120.2820.2560.2330.2120.1940.1780.1630.1510.1390.1290.120－注：见附表4.4注。-可辑修-附表4.4d类截面轴受压构件的稳定系数

f

012345

6

7

8

901.0001.0000.9990.9990.998100.9840.9810.9780.9740.969200.9370.9270.9180.9090.900300.8480.8400.8310.8230.815400.7660.7590.7510.7430.735500.6900.6830.6750.6680.661600.6180.6120.6050.5980.591700.5520.5460.5400.5340.528800.4930.4870.4810.4760.470900.4390.4340.4290.4240.4191000.3940.3900.3870.3830.3801100.3590.3560.3530.3500.3461200.3280.3250.3220.3190.3161300.2990.2960.2930.2900.2881400.2720.2700.2670.2650.2621500.2480.2460.2440.2420.2401600.2270.2250.2230.2210.2191700.2080.2060.2040.2030.2011800.1910.1890.1880.1860.1841900.1760.1740.1730.1710.1702000.162－－－－

0.9960.9650.8910.8070.7280.6540.5850.5220.4650.4140.3760.3430.3130.2850.2600.2370.2170.1990.1830.168－

0.9940.9600.8830.7990.7200.6460.5780.5160.4600.4100.3730.3400.3100.2820.2580.2350.2150.1970.1810.167－

0.9920.9550.8740.7900.7120.6390.5720.5100.4540.4050.3700.3370.3070.2800.2550.2330.2130.1960.1800.166－

0.9900.9490.8650.7820.7050.6320.5650.5040.4490.4010.3660.3340.3040.2770.2530.2310.2120.1940.1780.164－

0.9870.9440.8570.7740.6970.6250.5590.4980.4440.3970.3630.3310.3010.2750.2510.2290.2100.1920.1770.163－注：附表4.1至附表中的

值系按下列公式算得：当

f

时：

时：

式中为系数，根据截面的分类，按附表4.5采用。2

当构件

f

值超出附表4.1至附表4.4的范围时，1所列的公式计算。附表4.5系数

截面类型

类类

0.410.65

0.9860.965

0.1520.300c类

0.73

0.9061.216

0.5950.302d类1.35-可辑修-

0.8681.375

0.9150.432zyyxyyxyyxxxxDyxxyyzyyxyyxyyxxxxDyxxyy附5各截回半径近值z

ihxibyiihxibyib+hihxiby

i=0.40hi=0.38hi=0.21bi=0.44i=0.45hi=0.32xibi=0.58i=0.43i=0.32xi=0.43i=0.40

x

ihxibyihxibyihxibyzy

ihxibyihxibyihxibyihxibyihxibyiihxiby

i=0.39hxi=0.20byihxibyi=0.43xi=0.24yihxibyi=0.35hxi=0.56byi=0.39hxi=0.29by

i=0.38i=0.39ibi=0.53bihi=0.28xxibi=0.37yyi=0.44i=0.29h=0.38bi=0.29yyi=0.37idxxi=0.54i=0.25yyihxi=i=xxyibD+dihxi=0.40=0.24bi

ihxiby

ihxiby

ihxiby

ihxiby-可辑修-附表6.1无侧移框架柱的算长度系μK

K

01.0000.9900.981

0.050.9900.9810.971

0.10.9810.9710.962

0.20.9640.9550.946

0.30.9490.9400.931

0.40.9350.9260.918

0.50.9220.9140.906

10.8750.8670.860

20.8200.8140.807

30.7910.7840.778

40.7730.7660.760

50.7600.7540.748

≥0.7320.7260.72100.050.10.20.30.40.5≥

0.9640.9490.9350.9220.8750.8200.7910.7730.7600.732

0.9550.9400.9260.9140.8670.8140.7840.7660.7540.726

0.9460.9310.9180.9060.8600.8070.7780.7600.7480.721

0.9300.9160.9030.8910.8460.7950.7670.7490.7370.711

0.9160.9020.8890.8780.8340.7840.7560.7390.7280.701

0.9030.8890.8770.8660.8230.7740.7470.7300.7190.693

0.8910.8780.8660.8550.8130.7650.7380.7210.7100.685

0.8460.8340.8230.8130.7740.7290.7040.6880.6770.654

0.7950.7840.7740.7650.7290.6860.6630.6480.6380.615

0.7670.7560.7470.7380.7040.6630.6400.6250.6160.593

0.7490.7390.7300.7210.6880.6480.6250.6110.6010.580

0.7370.7280.7190.7100.6770.6380.6160.6010.5920.570

0.7110.7010.6930.6850.6540.6150.5930.5800.5700.549注：附表中的计算长度系数值系按下式所得：KKKKKKK式中K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。当横梁远端为铰接时，应将横梁线刚度乘以当横梁远端为嵌固时，则将横梁线刚度乘以2。

当横梁与柱铰接时，取横梁线刚度为零。对底层框架柱：当柱与基础铰接时，取K＝（对平板支座可取K＝础刚接时，取＝10。当与柱刚性连接的横梁所受轴心压力N较大时，横梁线刚度应乘以折减系数；横梁远端与柱刚接和横梁远端铰支时：=1-N/横梁远端嵌固时：=1-NN)式中，Nπ/，I横梁截面惯性矩，横梁长度。附表6.2有侧移框架柱的算长度系μK

0

K

0∞

0.056.02

0.14.46

0.23.42

0.33.01

0.42.78

0.52.64

12.33

22.17

32.11

42.08

52.07

≥2.030.050.10.20.30.40.5

6.024.463.423.012.782.64

4.163.472.862.582.422.31

3.473.012.562.332.202.11

2.862.562.232.051.941.87

2.582.332.051.901.801.74

2.422.201.941.801.711.65

2.312.111.871.741.651.59

2.071.901.701.581.501.45

1.941.791.601.491.421.37

1.901.751.571.461.391.34

1.871.731.551.451.371.32

1.861.721.541.441.371.32

1.831.701.521.421.351.30-可辑修-N—段柱轴心力≥

2.332.172.112.082.072.03

2.071.941.901.871.861.83

1.901.791.751.731.721.70

1.701.601.571.551.541.52

1.581.491.461.451.441.42

1.501.421.391.371.371.35

1.451.371.341.321.321.30

1.321.241.211.201.191.17

1.241.161.141.121.121.10

1.211.141.111.101.091.07

1.201.121.101.081.081.06

1.191.121.091.081.071.05

1.171.101.071.061.051.03注：附表中的计算长度系数值系按下式所得：K式中K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。当横梁远端为铰接时，应将横梁线刚度乘以当横梁远端为嵌固时，则应乘以2/3。

当横梁与柱铰接时，取横梁线刚度为零。对底层框架柱：当柱与基础铰接时，取K＝（对平板支座可取K＝础刚接时，取＝10。当与柱刚性连接的横梁所受轴心压力N较大时，横梁线刚度应乘以折减系数；横梁远端与柱刚接时：=1-N/(4横梁远端铰支时：=1-N/N横梁远端嵌固时：=1-NN)式中的计算式见附表6.1注4。附表6.3柱上端为自由的阶柱下段计算长度系数μ

2简

图

K0.40.50.60.70.80.22.002.012.012.012.012.012.012.022.022.022.022.022.022.032.042.052.060.32.012.022.022.022.032.032.032.042.042.052.052.052.062.082.102.122.13I

H

0.42.022.032.042.042.052.062.072.072.082.092.092.102.112.142.182.212.250.52.042.052.062.072.092.102.112.122.132.152.162.172.182.242.292.352.400.62.062.082.102.122.142.162.182.192.212.232.252.262.282.362.442.522.59I

H

0.72.102.132.162.182.212.242.262.292.312.342.362.382.412.522.622.722.810.82.152.202.242.272.312.342.382.412.442.472.502.532.562.702.822.943.06IIHNIHNI

0.92.242.292.352.392.442.482.522.562.602.632.672.712.742.903.053.193.321.02.362.432.482.542.592.642.692.732.772.822.862.902.943.123.293.453.591.22.692.762.832.892.953.013.073.123.173.223.273.323.373.593.803.994.171.43.073.143.223.293.363.423.483.553.613.663.723.783.834.094.334.564.771.63.473.553.633.713.783.853.923.994.074.124.184.254.314.614.885.145.3883.883.974.054.134.214.294.374.444.524.594.664.734.805.135.445.736.0004.294.394.484.574.654.744.824.904.995.075.145.225.305.666.006.326.632.24.714.814.915.005.105.195.285.375.465.545.635.715.806.196.576.927.262.45.135.245.345.445.545.645.745.845.936.036.126.216.306.737.147.527.89N－段柱轴心力2.65.665.775.885.996.106.206.316.416.516.616.716.807.277.718.138.5286.096.216.336.446.556.676.786.896.997.107.217.317.818.288.739.1606.396.526.646.776.897.017.137.257.377.487.597.717.828.358.869.349.8010.24注：附表中的计算长度系数系按下式计算得出：K

-可辑修-附表6.4柱上端可移动但能转动的阶柱下段的计算长度数μ

2简

图

K

0.00.10.20.20.080.100.140.160.180.280.40.50.60.70.862061.91.91.81.81.761632I

H

1.91.91.81.81.7627431.91.91.81.81.7628551.91.91.81.81.7I

H

63967IIHNIHNIN—段柱轴心力N—段柱轴心力

1.91.91.91.81.80.21.851.841.821.811.76740800.31.861.851.831.821.771.91.91.91.91.80.41.871.861.841.831.79752040.51.881.871.851.851.811.91.91.91.91.8864380.61.901.891.871.871.831.91.91.91.91.90.71.921.911.901.891.86987640.81.971.941.931.931.921.902.02.02.02.02.00.91.971.961.961.961.95000001.02.002.002.002.002.002.02.02.02.12.11.22.082.092.102.112.13358051.42.202.212.232.242.292.02.12.12.22.31.62.342.362.392.412.487282382.502.532.572.592.692.12.22.32.32.502.692.722.772.802.91322742.22.32.42.52.72.22.892.922.983.013.14258562.43.093.133.203.243.382.32.52.62.73.02.63.313.353.433.463.62506502.83.533.583.663.703.873.03.753.803.893.934.122.52.62.82.93.2185552.62.83.03.13.5875702.83.03.23.33.7767953.03.23.43.64.0678213.23.43.73.84.267057注：附表中的计算长度系数系按下式计算得出：

-可辑修--可辑修-附表柱上端为自由的双阶柱下段的计算长度系数μ

3简

图

η

η

KK0.2

0.050.20.30.40.50.60.70.80.91.01.11.20.20.30.40.52.022.032.042.052.052.062.072.082.092.102.102.032.032.042.050.4

2.08

2.11

2.152.19

2.22

2.25

2.29

2.32

2.35

2.39

2.42

2.09

2.12

2.16

2.19II

HH

0.2

0.60.81.01.20.2

2.202.4275132.04

2.292.5795382.05

2.372.45712.83133.303.603.802.052.06

2.529545002.07

600660182.08

671774352.09

732787512.09

8037004.672.10

8747134.822.11

9356254.972.12

2.212.4476152.07

2.302.5896392.07

2.3871143.612.08

2.4684303.812.080.4

2.10

2.14

2.172.20

2.24

2.27

2.31

2.34

2.37

2.40

2.43

2.14

2.17

2.20

2.23I

H

0.4

0.60.81.0

2.242.472.79

2.322.602.98

2.402.47732.85153.32

2.549747

62083.62

68193.75

75293.89

823802

884814

945726

2.282.532.85

2.366502

2.437719

2.508834IHIIIHNIHNIHNIHNIN上段柱轴心力N中段柱轴心力N下段柱轴心力

0.60.81.01.21.4

1.20.20.40.60.81.01.20.20.40.60.81.01.20.20.40.60.81.01.20.20.40.60.81.01.20.20.40.60.81.01.2

3.182.092.172.322.5688262.292.372.5274043.392.692.7586043.293.603.163.213.303.433.623.883.663.703.7787024.23

3.412.092.192.3867043.462.242.342.5279153.552.572.6478013.323.693.003.053.153.323.573.883.463.503.583.708915

3.623.822.102.102.222.252.452.52792.90203.363.663.862.222.212.342.362.562.61882.98283.423.733.912.512.482.602.59772.79053.113.413.523.833.992.922.87982.94103.083.303.333.603.683.984.113.363.293.403.353.493.453.643.63873.90194.27

4.012.112.28590150042.212.38670856082.462.59831964152.8492083.3777253.253.313.433.649639

4.192.122.31661165222.222.40731769252.452.59872776312.8190103.4387393.233.293.4267044.51

4.362.122.34722278382.222.43792782422.452.60913589472.8090123.4998543.203.273.4270124.64

4.522.132.38793291552.222.45853695582.442.629644014.622.79901556094.683.193.263.4375224.77

4.682.142.418541044.702.232.489146074.732.44630152134.772.78901863204.833.183.263.4581314.91

4.832.152.449150164.852.232.519655194.882.44650661244.922.77912271314.973.173.263.47864104

4.982.152.47976026002.2454026331022.4467106935062.7792267842103.163.263.49925117

3.242.222.312.4872043.403.632.7186063.333.653.183.243.363.5274003.773.8291044.214.434.374.414.484.594.744.92

3.452.192.302.4978153.562.492.5976023.353.7395033.163.373.643.973.473.533.6480024.304.014.064.154.284.454.69

3.652.182.312.5487283.742.432.5576063.443.862.8493093.3467053.323.393.513.7197313.823.8898134.354.63

3.852.172.332.6097423.912.402.54781355022.7788073.3674173.233.313.453.6899383.713.7789074.324.65-编辑修-续附表6.5III

简图HHH

η0.20.4

η

KK0.20.30.40.50.22.042.042.052.060.42.102.132.172.200.62.232.312.392.470.82.462.602.732.851.02.792.983.153.321.23.183.413.623.820.22.152.132.132.140.42.242.242.262.290.62.402.442.502.560.82.662.742.842.951.02.983.123.253.401.23.353.533.713.90

0.62.072.242.549747012.142.3263055408

0.200.72.082.27610861192.152.3569156825

0.82.082.30681875362.152.3876258141

0.92.092.34752989522.162.4182359457

0102.378238024.682.172.448844074.73

1112.408848144.832.172.479453194.87

2122.439457264.982.185000623002

0.22.052.122.252.4982202.262.362.5479113.47

0.32.052.152.3362003.432.212.332.5483203.60

0.42.062.182.4175173.642.202.332.5891323.77

0.52.072.212.4887333.832.192.3563013.463.95IHIIIHNIHNIHNIHNIN上段柱轴心力N中段柱轴心力N下段柱轴心力

0.60.81.01.21.4

0.22.572.422.372.340.42.672.542.502.500.62.832.742.732.760.83.063.013.053.121.03.343.353.443.561.23.673.743.884.030.23.252.962.822.740.43.333.052.932.870.63.453.213.123.100.83.633.443.393.411.03.863.733.733.801.24.134.074.134.240.24.003.603.393.260.44.063.673.483.370.64.153.793.633.540.84.293.973.843.801.04.484.214.134.131.24.704.494.474.520.24.764.264.003.830.44.814.324.073.910.64.894.434.194.050.85.004.574.364.261.05.154.764.594.531.25.345.004.884.870.25.534.944.624.420.45.574.994.684.490.65.645.074.784.600.85.745.194.924.771.05.865.355.125.001.26.025.555.365.29

2.332.51802068192.6984103.4588363.183.303.5079174.603.723.8298214.534.914.294.364.494.699528

2.322.52852980352.6683123.5198503.133.263.4881234.713.653.7593204.554.984.194.274.424.649431

2.322.54903892502.64831457084.643.083.233.4985314.823.593.70912160074.124.214.384.629637

2.322.569646044.652.62831864184.783.053.213.5090394.943.543.67892366174.064.164.354.629944

2.32580155154.802.61842271294.913.033.213.519548073.513.65892673274.024.134.3363035.52

2.32610663274.942.6185267939053.013.20540157193.483.639030803898104.3265095.61

2.3363127238082.6087308650183.003.20570766313.463.629134884995084.3267155.71

930217373.633.943.783.8596124.324.574.684.734.8294105.305.585.625.705.8093106.496.536.596.686.796.93

2.682.7998243.563.923.383.473.6182074.384.154.214.334.494.704.954.9398085.215.385.595.725.775.8596106.28

2.572.71932360023.183.283.4670014.383.8694084.284.534.844.574.644.7591125.385.305.355.455.595.765.98

2.522.67932769153.063.183.3967034.443.693.7895184.484.834.354.434.5675005.315.035.105.215.375.585.84注：附表中的计算长度系数系按下式算得：K

K1

K2

-编辑修-附表柱上端可移动但不能转动的的双阶柱下段的计算长度系数μ

3简

图

η

η

KK0.2

0.050.20.30.40.50.60.70.80.91.01.11.20.20.30.40.51.991.992.002.002.012.022.022.032.042.052.061.961.961.971.970.4

2.03

2.06

2.09

2.12

2.16

2.19

2.22

2.25

2.29

2.32

2.35

2.00

2.02

2.05

2.08II

HH

0.2

0.60.81.01.20.2

2.122.282.532.861.99

2.202.4376151.99

2.282.5796392.00

2.3670133.612.01

2.4382293.802.01

2.5094443.992.02

570459162.03

641572332.04

712585492.04

773498642.05

8343104.792.06

2.072.202.412.701.96

2.142.352.642.991.97

2.222.4883231.97

2.2961013.451.980.4

2.03

2.06

2.09

2.13

2.16

2.19

2.23

2.26

2.29

2.32

2.35

2.00

2.03

2.06

2.09I

H

0.4

0.60.81.0

2.122.292.54

2.202.442.77

2.282.582.96

2.367114

2.448330

2.519445

58053.59

64153.73

71253.85

77353.98

844410

2.082.212.43

2.152.362.65

2.232.492.84

2.3062021.20.20.4

2.879904

3.159807

3.402.002.10

3.612.012.14

3.812.022.17

3.992.032.20

4.172.042.23

4.332.042.27

4.492.052.30

4.652.062.33

4.792.072.36

2.719701

3.009804

3.249807

3.469910IKIIKIHNIHNI

0.60.8

0.60.81.01.20.20.40.60.81.01.2

2.132.302.562.892.002.052.152.322.592.92

2.212.4578172.012.082.232.478019

2.292.5997412.022.122.312.619942

2.3772153.622.022.152.3973163.63

2.4584313.822.032.182.4685323.83

2.529546002.042.212.53964701

590660172.052.2560076118

651673342.052.2867177435

722686502.062.3173278751

783599652.072.3479369966

8444114.802.082.378545114.81

2.092.232.452.7499032.122.272.492.78

2.172.38680299062.192.417005

2.242.5186262.002.092.272.548929

2.3264033.482.012.122.3466063.50HNIHNIN上段柱轴心力N中段柱轴心力N下段柱轴心力

1.01.21.4

0.20.40.60.81.01.20.20.40.60.81.01.20.20.40.60.81.01.2

2.022.072.172.362.622.952.042.102.222.4168002.102.172.292.487406

2.022.102.262.5083212.052.132.292.5487252.102.192.352.609229

2.032.142.3363013.442.062.172.3767043.472.102.212.4171083.50

2.042.172.4176183.652.062.202.4478213.672.112.242.4882243.70

2.052.202.4887343.822.072.232.5190363.862.112.272.5593393.89

2.052.232.559848022.082.26580050042.122.3061035306

2.062.26620862202.092.29641164212.132.3367136623

2.072.30681975362.092.32712077372.132.3674237939

2.082.33752888522.102.35773090532.142.3980329255

2.092.368138014.672.112.388339024.682.152.418641044.70

2.092.398747124.812.122.418948144.832.152.449150154.84

2.012.062.162.322.552.842.072.132.242.412.642.922.202.262.372.537502

2.022.102.242.4675102.082.162.302.5382162.182.262.412.629023

2.032.132.312.5893322.082.182.372.6498372.172.272.4672053.43

2.042.162.3870093.532.092.212.4375143.572.172.292.5182203.62-编辑修-Kηη0.2Kηη0.2续附表6.6I

简图H

K0.20.30.40.21.941.931.930.41.961.981.990.62.022.072.130.82.122.232.351.02.282.472.651.22.502.773.01

0.593022.192.478222

0.693042.262.589742

0.200.793072.3268123.60

0.894092.3878263.77

0.994122.4488393.93

1.095152.50985109

1.1951756076323

1.2692062157538

0.21.921.9599072.202.39

0.31.9195032.162.372.63

0.41.9096082.272.532.85

0.51.8997132.376905IHIHIKIIKIHNIHNIHNIHNIN上段柱轴心力N中段柱轴心力N下段柱轴心力

0.40.60.81.01.21.4

0.21.931.931.930.41.971.982.000.62.032.082.140.82.132.252.371.02.292.492.671.22.522.793.020.21.951.951.950.41.982.002.020.62.042.102.170.82.152.272.391.02.322.522.701.22.552.823.050.21.971.971.980.42.002.032.060.62.082.142.210.82.192.322.441.02.372.572.741.22.612.873.090.22.012.022.030.42.062.092.110.62.142.212.270.82.272.392.511.02.462.642.811.22.692.943.150.22.132.122.120.42.182.192.210.62.272.322.370.82.412.502.601.02.592.742.891.22.813.033.230.22.352.312.290.42.402.372.370.62.482.492.520.82.602.662.731.02.772.883.011.22.973.153.33

93032.212.48832395052.232.51862698082.272.5590302.032.142.342.6296352.132.242.4370043.422.282.382.5682143.50

94052.272.59994396082.3062013.4599112.3466053.492.042.172.4072103.532.132.262.4980173.592.272.392.6190263.67

94082.3370133.6196102.3672163.6399142.4076193.662.052.202.4682243.712.142.292.5489303.762.272.412.6598383.83

95112.4080273.7897132.4282293.802.002.172.4686333.832.052.232.5291373.872.142.312.6098433.922.272.4370073.503.98

95132.4690403.9497162.4892423.962.012.202.5296453.992.062.25580050022.152.34650755072.272.4575156213

96162.529953109819540155112.012.22580558142.072.28630961172.152.36701566222.272.4780237327

9619580864249821601066262.022.25641369292.072.31691873322.162.38762378362.282.4958318441

9722631776399924661978402.032.28692281422.082.33742684462.162.41813289492.282.5189389454

1.9295002.082.222.411.9396022.112.252.441.9699052.152.302.502.012.052.132.242.402.602.172.222.292.412.562.742.452.482.552.642.772.94

1.9196042.182.392.651.9397062.212.422.6995012.102.262.482.742.022.082.192.352.572.832.162.222.332.492.692.942.402.452.542.688709

1.9197092.282.552.871.9299122.322.592.9196032.162.372.642.962.022.102.252.4572032.162.242.382.5883132.372.442.562.749826

1.9099142.39710792012.172.42741196052.222.4779152.032.132.302.5586222.162.262.432.6796302.352.442.6081093.41注：附表中的计算长度系数系按下式算得：KK1121