钢结构附录.doc

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1、【精品文档】如有侵权，请联系网站删除，仅供学习与交流钢结构附录.精品文档.附 录附录1 钢材和连接强度设计值附表1-1 钢材的强度设计值（N/mm2）钢 材抗拉、抗压和抗弯抗 剪端面承压（刨平顶紧）牌 号厚度或直径（mm）Q235钢1621512532516 4020512040 6020011560 100190110Q345钢1631018040016 3529517035 5026515550 100250145Q390钢1635020541516 3533519035 5031518050 100295170Q420钢1638022044016 3536021035 503401955

2、0 100325185注：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件的厚度。附表1-2 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）抗压焊缝质量为下列等级时，抗拉抗剪抗拉、抗压和抗剪一级、二级三级自动焊、半自动焊和E43型焊条的手工焊Q235钢1621521518512516016 4020520517512040 6020020017011560 100190190160110自动焊、半自动焊和E50Q345钢1631031026518020016 3529529525017035 5026526522515550

3、100250250210145自动焊、半自动焊和E55型焊条的手工焊Q390钢1635035030020522016 3533533528519035 5031531527018050 100295295250170Q420钢1638038032022022016 3536036030521035 5034034029019550 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家标准钢结构工程施工质量

4、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。在受拉区的抗弯强度设计值取。4、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1-3 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锚栓承压型连接高强度螺栓C级螺栓A级、B级螺栓抗拉抗剪承压抗拉抗剪承压抗拉抗拉抗剪承压普通螺栓4.6级、4.8级1701405.6级2101908.8级400320锚栓Q235钢140Q345钢180承压型连接高强度螺栓8.8级40025010.9级500310构

5、件Q235钢305470Q345钢385590Q390钢400615Q420钢425655注：1、A级螺栓用于d24mm和l10d或l150mm（按较小值）的螺栓；B级螺栓用于d24mm或l10d或l150mm（按较小值）螺栓。d为公称直径，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GB50205的要求。附表1-4 铆钉连接的强度设计值（N/mm2）铆钉钢号和构件钢材牌号抗拉（钉头拉脱）抗剪承压类孔类孔类孔类孔铆钉BL2或BL3120185155构件Q235钢450365Q345钢565460

6、Q390钢590480注：1、属于下列情况者为类孔：1）在装配好的构件下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到设计孔径的孔。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类孔。附表1-5 结构构件或连接设计强度的折减系数项次情况折减系数1单面连接的单角钢（1）按轴心受力计算强度和连接（2）按轴心受压力计算稳定性等边角钢短边相连的不等边角钢长边相连的不等边角钢0.850.6+0.0015，但不大于1.00.5+0.0025，但不大于1.00.702跨度60m桁架的受压弦杆和端部受压腹杆0

7、.953无垫板的单面施焊对接焊缝0.854施工条件较差的高空安装焊缝和铆钉连接0.905沉头和半沉头铆钉连接0.80注：1、长细比，对中间无联系的单角钢压杆，应按最小回转单角钢压杆，应按最小半径计算：当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+0.130.95附图3-1（a）、（b）和（d）的截面2下翼缘1.730.201.333集中荷载作用在上翼缘0.73+0.181.094下翼缘2.230.281.675跨度中点有一个侧向支承点均布荷载作用在上翼缘1.15附图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

8、荷载作用在上翼缘1.209下翼缘1.4010梁端有弯矩，但跨中无荷载作用注：1、为参数，其中b1为受压翼缘的宽度，对跨中无侧向支承点的梁，l1为其跨度，对跨中有侧向支承点的梁，l1为受压翼缘侧向支承点间的距离（梁的支座处视为有侧向支承）。2、M1、M2为梁的端弯矩，使梁产生同向曲率时M1和M2取同号，产生反向曲率时取异号，| M1| M2|。3、表中项次3、4和7的集中荷载是指一个或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，应按表中项次1、2、5、6内的数值采用。4、表中项次8、9的，当集中荷载作用有侧向支承点处时，取=1.20。5、荷载作用在上翼缘系指荷载作用点在翼缘表面，

9、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0.8的加强受太翼缘工字形截面，下列情况的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0.51.0时，乘以0.95。附表3-2 轧制普通工字钢简支梁的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10 2022 3236 632.002.402.801.301.482.800.991.091.070.800.860.830.680.720.680.580.620.560.530.540.500.480.490

10、.450.430.450.402下翼缘10 2022 4045 633.105.507.301.952.803.601.341.843.201.011.371.620.821.071.200.690.860.960.630.730.800.570.640.690.520.560.603均布荷载作用于上翼缘10 2022 4045 631.072.102.601.121.301.450.840.930.970.680.730.730.570.600.590.500.510.500.450.450.440.410.400.380.370.360.354下翼缘10 2022 4045 632.504

11、.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 632.203.004.001.391.802.201.011.241.380.790.961.010.660.760.800.570.650.660.520.650.660.470.490.490.420.430.43注：1、同附表3-1的注3、5。2、表中的适用于Q235钢，对其他钢号，表中数值应乘以23

12、5/fy。附表3-3 双轴对称工字形等截面（含H型钢）悬臂梁的系数项次荷载形式0.601.240.601.240.601.241自由端一个集中荷载作用在上翼缘0.21+0.670.72+0.261.17+0.032下翼缘2.940.652.640.402.150.153均布荷载作用在上翼缘0.62+0.821.25+0.311.66+0.10柱：1、本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、表中见附表3-1注1。附表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0123456789010203040506

13、07080901001101201301401501601701801902002102202302402501.0000.9950.9810.9630.9410.9160.8830.8390.7830.7140.6380.5630.4940.4340.3830.3390.3020.2700.2430.2200.1190.1820.1660.1530.1410.1301.0000.9940.9790.9610.9390.9130.8790.8340.7760.7060.6300.5550.4880.4290.3780.3350.2980.2670.2410.2180.1980.1800.165

14、0.1520.1401.0000.9930.9770.9590.9370.9100.8750.8290.7700.6990.6220.5480.4810.4230.3730.3310.2950.2640.2380.2150.1960.1790.1640.1500.1391.0000.9920.9760.9570.9340.9070.8710.8240.7630.6910.6150.5410.4750.4180.3690.3270.2920.2620.2360.2130.1940.1770.1620.1490.1380.9990.9910.9740.9550.9320.9040.8670.818

15、0.7570.6840.6070.5340.4690.4120.3640.3230.2890.2590.2330.2110.1920.1750.1610.1480.1360.9990.9890.9720.9520.9290.9000.8630.8130.7500.6760.6000.5270.4630.4070.3600.3200.2850.2560.2310.2090.1900.1740.1590.1470.1350.9980.9980.9700.9500.9270.8970.8580.8070.7430.6680.5920.5200.4570.4020.3560.3140.2820.253

16、0.2290.2070.1890.1720.1580.1460.1340.9980.9860.9680.9480.9240.8940.8540.8010.7360.6610.5850.5140.4510.3970.3510.3120.2790.2510.2260.2050.1870.1710.1570.1440.1330.9970.9850.9660.9460.9210.8900.8490.7950.7280.6530.5770.5070.4450.3920.3470.3090.2760.2480.2240.2030.1850.1690.1550.1430.1320.9960.9830.964

17、0.9440.9190.8860.8440.7890.7210.6450.5700.5000.4400.3870.3430.3050.2730.2460.2220.2010.1830.1680.1540.1420.131附表4-2 b类截面轴心受压构件的稳定系数012345678901020304050607080901001101201301401501601701801902002102202302402501.0000.9920.9700.9360.8990.8560.8070.7510.6880.6210.5550.4930.4370.3870.3450.3080.2760.2490.

18、2250.2040.1860.1700.1560.1440.1330.1231.0000.9910.9670.9320.8950.8520.8020.7450.6810.6140.5490.4870.4320.3830.3410.3040.2730.2460.2230.2020.1840.1690.1550.1430.1321.0000.9890.9630.9290.8910.8470.7970.7390.6750.6080.5420.4810.4260.3780.3370.3010.2700.2440.2200.2000.1830.1670.1540.1420.1310.9990.9870.

19、9600.9250.8870.8420.7910.7320.6680.6010.5360.4750.4210.3740.3330.2980.2670.2410.2180.1980.1810.1660.1530.1410.1300.9990.9850.9570.9220.8820.8380.7860.7260.6610.5940.5290.4700.4160.3700.3290.2950.2650.2390.2160.1790.1800.1650.1510.1400.1290.9980.9830.9530.9180.8780.8330.7800.7200.6550.5880.5230.4640.

20、4110.3650.3260.2910.2620.2360.2140.1950.1780.1630.1500.1380.1280.9970.9810.9500.9140.8740.8280.7740.7140.6480.5810.5170.4580.4060.3610.3220.2880.2590.2340.2120.1930.1760.1620.1490.1370.1270.9960.9780.9460.9100.8700.8230.7690.7070.6410.5750.5110.4530.4020.3570.3180.2850.2560.2320.2100.1910.1750.1600.

21、1480.1360.1260.9950.9760.9430.9060.8650.8180.7630.7010.6350.5680.5050.4470.3970.3530.3150.2820.2540.2290.2080.1900.1730.1590.1460.1350.1250.9940.9730.9390.9030.8610.8130.7570.6940.6280.5610.4990.4420.3920.3490.3110.2790.2510.2270.2060.1880.1720.1580.1450.1340.124附表4-3 c类截面轴心受压构件的稳定系数0123456789010203

22、04050607080901001101201301401501601701801902002102202302402501.0000.9920.9660.9020.8390.7750.7090.6430.5780.5170.4630.4190.3790.3420.3090.2800.2540.2300.2100.1920.1760.1620.1500.1380.1280.1191.0000.9900.9590.8960.8330.7680.7020.6360.5720.5110.4580.4150.3750.3390.3060.2770.2510.2280.2080.1900.1750.16

23、10.1480.1370.1271.0000.9880.9530.8900.8260.7620.6950.6290.5660.5050.4540.4110.3710.3350.3030.2740.2490.2260.2060.1890.1730.1590.1470.1360.1260.9990.9860.9470.8840.8200.7550.6890.6230.5590.5000.4490.4070.3670.3320.3000.2710.2460.2240.2050.1870.1720.1580.1460.1350.1250.9990.9830.9400.8770.8140.7480.68

24、20.6180.5530.4940.4450.4030.3640.3280.2970.2690.2240.2220.2030.1860.700.1570.1450.1340.1240.9980.9810.9340.8710.8070.7420.6760.6100.5470.4880.4410.3390.3600.3250.2940.2660.2420.2200.2010.1840.1690.1560.1440.1330.1240.9970.9780.9280.8650.8010.7350.6690.6040.5410.4830.4360.3950.3560.3220.2910.2640.239

25、0.2180.1990.1820.1680.1540.1430.1320.1230.9960.9760.9210.8580.7940.7290.6620.5970.5350.4770.4320.3910.3530.3190.2880.2610.2370.2160.1970.1810.1660.1540.1430.1320.1230.9950.9730.9150.8520.7880.7220.6560.5910.5290.4720.4280.3870.3490.3150.2850.2580.2350.2140.1960.1790.1650.1520.1400.1300.1210.9930.970

26、0.9090.8460.7810.7150.6490.5840.5230.4670.4230.3830.3460.3120.2820.2560.2330.2120.1940.1780.1630.1510.1390.1290.120附表4-4 d类截面轴心受压构件的稳定系数012345678901020304050607080901001101201301401501601701801902001.0000.9840.9370.8480.7660.6900.6180.5520.4930.4390.3940.3590.3280.2990.2720.2480.2270.2080.1910.1760.

27、1621.0000.9810.9270.8400.7590.6830.6120.5460.4870.4340.3900.3560.3250.2960.2700.2460.2250.2060.1890.1740.9990.97800.9180.8310.7510.6750.6050.5400.4810.4290.3870.3530.3220.2930.2670.2440.2230.2040.1880.1730.9990.9740.9090.8230.7430.6680.5980.5430.4760.4240.3830.3500.3190.2900.2650.2420.2210.2030.1860

28、.1710.9980.9690.9000.8150.7350.6610.5910.5280.4700.4190.3800.3460.3160.2880.2620.2400.2190.2010.1840.1700.9960.9650.8910.8070.7280.6540.5850.5220.4650.4140.3760.3430.3130.2850.2600.2370.2170.1990.1830.1680.9940.9600.8830.7990.7200.6460.5780.5160.4600.4100.3730.3400.3100.2820.2580.2350.2150.1970.1810

29、.1670.9920.9950.8470.7900.7120.6390.5720.5100.4540.4050.3700.3370.3070.2800.2550.2330.2130.1960.1800.1660.9900.9490.8650.7820.7050.6320.5650.5040.4490.4010.3660.3340.3040.2770.2530.2310.2120.1940.1780.1640.9870.9440.8570.7740.6970.6250.5590.4980.4440.3970.3630.3310.3010.2750.2510.2290.2100.1920.1770

30、.163注：1、附表4-1中的值系按下列公式算得：当时：当时：式中，为系数，根据附4-1的截面分类，按附表4-5采用。2、当构件的值超出附表4-1至附表4-5的范围时，则值按注1所列的公式计算。附表4-5 系数1、2、3截面类别123a类0.410.9860.152b类0.650.9650.300c类0.730.9060.5951.2160.302d类1.350.8680.9151.3750.432附录5 柱的计算长度系数附表5-1 无侧移框架柱的计算长度系数K1 K200.050.10.20.30.40.5123451000.050.10.20.30.40.512345101.0000.99

31、00.9810.9640.9490.9350.9220.8750.8200.7910.7730.7600.7320.9990.9810.9710.9550.9400.9260.9140.8670.8140.7840.7660.7540.7260.9810.8710.9620.9460.9310.9180.9060.8600.8070.7780.7600.7480.7210.9640.9550.9460.9300.9160.9030.8910.8460.7950.7670.7490.7370.7110.9490.9400.9310.9160.9020.8890.8780.8340.7840.7560.7390.7280.7010.9350.9260.9180.9030.8890.8770.8660.8230.7740.7470.7300.7190.693