钢结构附录word版

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≤16215125325>16~40205120>40~60200115>60~100190110Q345钢≤16310180400>16~35295170>35~50265155>50~100250145Q390钢≤16350205415>16~35335190>35~50315180>50~100295170Q420钢≤16380220440>16~35360210>35~50340195>50~100325185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≤16215215185125160>16~40205205175120>40~60200200170115>60~100190190160110自动焊、半自动焊和E50Q345钢≤16310310265180200>16~35295295250170>35~50265265225155>50~100250250210145自动焊、半自动焊和E55型焊条的手工焊Q390钢≤16350350300205220>16~35335335285190>35~50315315270180>50~100295295250170Q420钢≤16380380320220220>16~35360360305210>35~50340340290195>50~100325325275185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 excel标准偏差excel标准偏差函数exl标准差函数国标检验抽样标准表免费下载红头文件格式标准下载 《埋弧焊用碳钢焊丝和焊剂》GB/T5293和《低合金钢弧焊用焊剂》GB/T12470中相关的 规定 关于下班后关闭电源的规定党章中关于入党时间的规定公务员考核规定下载规定办法文件下载宁波关于闷顶的规定 。2、焊缝质量等级应符合现行国家标准《钢结构 工程施工 建筑工程施工承包1园林工程施工准备消防工程安全技术交底水电安装文明施工建筑工程施工成本控制 质量验收 规范 编程规范下载gsp规范下载钢格栅规范下载警徽规范下载建设厅规范下载 》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。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170140————————5.6级———210190—————8.8级———400320—————锚栓Q235钢——————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—————470Q345钢——385—————590Q390钢——400—————615Q420钢——425—————655注：1、A级螺栓用于d≤24mm和l≤10d或l≤150mm（按较小值）的螺栓；B级螺栓用于d>24mm或l>10d或l>150mm（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Ⅰ类孔Ⅱ类孔Ⅰ类孔Ⅱ类孔铆钉BL2或BL3120185155——构件Q235钢———450365Q345钢———565460Q390钢———590480注：1、属于下列情况者为Ⅰ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Ⅱ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+0.0015λ，但不大于1.00.5+0.0025λ，但不大于1.00.702跨度≥60m桁架的受压弦杆和端部受压腹杆0.953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、λ——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λ<20时，取λ=20。2、当几种情况同时存在时，其折减系数应连乘。附录2受弯构件的挠度容许值附录2受弯构件的挠度容许值附表2受弯构件挠度容许值项次构件类别挠度容许值[vT][vQ]1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）（2）轻级工作制桥式吊车（3）中级工作制桥式吊车（4）重级工作制桥式吊车l/500l/800l/1000l/1200—2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）轨道的工作平台梁有轻轨（重量等于或大于24kg/m）轨道的工作平台梁l/600l/400—4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（3）除（1）、（2）款外的其他梁（包括楼梯梁）（4）屋盖檩条支承无积灰的瓦楞铁和石棉瓦等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l/250l/250l/150l/200l/200l/150l/350l/300————5墙架构件（风荷载不考虑阵风系数）（1）支柱（2）抗风桁架（作为连续支柱的支承时）（3）砌体墙的横梁（水平方向）（4）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）————l/200l/400l/1000l/300l/200l/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]为可变载标准值产生的挠度的容许值。附表3梁的整体稳定系数（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（d）轧制H型钢截面附图3-1焊接工字形和轧制H型钢截面附表3-1H型钢和等截面工字形简支梁的系数项次侧向支承荷载ξ≤2.0ξ>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+0.13ξ0.95附图3-1（a）、（b）和（d）的截面2下翼缘1.73－0.20ξ1.333集中荷载作用在上翼缘0.73+0.18ξ1.094下翼缘2.23－0.28ξ1.675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、ξ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，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ξ≤1.0时，乘以0.95；项次3：当ξ≤0.5时，乘以0.90；当0.5<ξ≤1.0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10~2022~3236~632.002.402.801.301.482.800.991.091.070.800.860.830.680.720.680.580.620.560.530.540.500.480.490.450.430.450.402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10~2022~4045~632.504.005.601.552.202.801.081.451.800.831.101.250.680.850.950.560.700.780.520.600.650.470.520.550.420.460.495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235/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0.60≤ξ≤1.240.60≤ξ≤1.240.60≤ξ≤1.241自由端一个集中荷载作用在上翼缘0.21+0.67ξ0.72+0.26ξ1.17+0.03ξ2下翼缘2.94－0.65ξ2.64－0.40ξ2.15－0.15ξ3均布荷载作用在上翼缘0.62+0.82ξ1.25+0.31ξ1.66+0.10ξ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ξ见附表3-1注1。附表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012345678901020304050607080901001101201301401501601701801902002102202302402501.0000.9950.9810.9630.9410.9160.8830.8390.7830.7140.6380.5630.4940.4340.3830.3390.3020.2700.2430.2200.1190.1820.1660.1530.1410.1301.0000.9940.9790.9610.9390.9130.8790.8340.7760.7060.6300.5550.4880.4290.3780.3350.2980.2670.2410.2180.1980.1800.1650.1520.140—1.0000.9930.9770.9590.9370.9100.8750.8290.7700.6990.6220.5480.4810.4230.3730.3310.2950.2640.2380.2150.1960.1790.1640.1500.139—1.0000.9920.9760.9570.9340.9070.8710.8240.7630.6910.6150.5410.4750.4180.3690.3270.2920.2620.2360.2130.1940.1770.1620.1490.138—0.9990.9910.9740.9550.9320.9040.8670.8180.7570.6840.6070.5340.4690.4120.3640.3230.2890.2590.2330.2110.1920.1750.1610.1480.136—0.9990.9890.9720.9520.9290.9000.8630.8130.7500.6760.6000.5270.4630.4070.3600.3200.2850.2560.2310.2090.1900.1740.1590.1470.135—0.9980.9980.9700.9500.9270.8970.8580.8070.7430.6680.5920.5200.4570.4020.3560.3140.2820.2530.2290.2070.1890.1720.1580.1460.134—0.9980.9860.9680.9480.9240.8940.8540.8010.7360.6610.5850.5140.4510.3970.3510.3120.2790.2510.2260.2050.1870.1710.1570.1440.133—0.9970.9850.9660.9460.9210.8900.8490.7950.7280.6530.5770.5070.4450.3920.3470.3090.2760.2480.2240.2030.1850.1690.1550.1430.132—0.9960.9830.9640.9440.9190.8860.8440.7890.7210.6450.5700.5000.4400.3870.3430.3050.2730.2460.2220.2010.1830.1680.1540.1420.131—附表4-2b类截面轴心受压构件的稳定系数012345678901020304050607080901001101201301401501601701801902002102202302402501.0000.9920.9700.9360.8990.8560.8070.7510.6880.6210.5550.4930.4370.3870.3450.3080.2760.2490.2250.2040.1860.1700.1560.1440.1330.1231.0000.9910.9670.9320.8950.8520.8020.7450.6810.6140.5490.4870.4320.3830.3410.3040.2730.2460.2230.2020.1840.1690.1550.1430.132—1.0000.9890.9630.9290.8910.8470.7970.7390.6750.6080.5420.4810.4260.3780.3370.3010.2700.2440.2200.2000.1830.1670.1540.1420.131—0.9990.9870.9600.9250.8870.8420.7910.7320.6680.6010.5360.4750.4210.3740.3330.2980.2670.2410.2180.1980.1810.1660.1530.1410.130—0.9990.9850.9570.9220.8820.8380.7860.7260.6610.5940.5290.4700.4160.3700.3290.2950.2650.2390.2160.1790.1800.1650.1510.1400.129—0.9980.9830.9530.9180.8780.8330.7800.7200.6550.5880.5230.4640.4110.3650.3260.2910.2620.2360.2140.1950.1780.1630.1500.1380.128—0.9970.9810.9500.9140.8740.8280.7740.7140.6480.5810.5170.4580.4060.3610.3220.2880.2590.2340.2120.1930.1760.1620.1490.1370.127—0.9960.9780.9460.9100.8700.8230.7690.7070.6410.5750.5110.4530.4020.3570.3180.2850.2560.2320.2100.1910.1750.1600.1480.1360.126—0.9950.9760.9430.9060.8650.8180.7630.7010.6350.5680.5050.4470.3970.3530.3150.2820.2540.2290.2080.1900.1730.1590.1460.1350.125—0.9940.9730.9390.9030.8610.8130.7570.6940.6280.5610.4990.4420.3920.3490.3110.2790.2510.2270.2060.1880.1720.1580.1450.1340.124—附表4-3c类截面轴心受压构件的稳定系数0123456789010201.0000.9920.9661.0000.9900.9591.0000.9880.9530.9990.9860.9470.9990.9830.9400.9980.9810.9340.9970.9780.9280.9960.9760.9210.9950.9730.9150.9930.9700.909304050607080901001101201301401501601701801902002102202302402500.9020.8390.7750.7090.6430.5780.5170.4630.4190.3790.3420.3090.2800.2540.2300.2100.1920.1760.1620.1500.1380.1280.1190.8960.8330.7680.7020.6360.5720.5110.4580.4150.3750.3390.3060.2770.2510.2280.2080.1900.1750.1610.1480.1370.127—0.8900.8260.7620.6950.6290.5660.5050.4540.4110.3710.3350.3030.2740.2490.2260.2060.1890.1730.1590.1470.1360.126—0.8840.8200.7550.6890.6230.5590.5000.4490.4070.3670.3320.3000.2710.2460.2240.2050.1870.1720.1580.1460.1350.125—0.8770.8140.7480.6820.6180.5530.4940.4450.4030.3640.3280.2970.2690.2240.2220.2030.1860.700.1570.1450.1340.124—0.8710.8070.7420.6760.6100.5470.4880.4410.3390.3600.3250.2940.2660.2420.2200.2010.1840.1690.1560.1440.1330.124—0.8650.8010.7350.6690.6040.5410.4830.4360.3950.3560.3220.2910.2640.2390.2180.1990.1820.1680.1540.1430.1320.123—0.8580.7940.7290.6620.5970.5350.4770.4320.3910.3530.3190.2880.2610.2370.2160.1970.1810.1660.1540.1430.1320.123—0.8520.7880.7220.6560.5910.5290.4720.4280.3870.3490.3150.2850.2580.2350.2140.1960.1790.1650.1520.1400.1300.121—0.8460.7810.7150.6490.5840.5230.4670.4230.3830.3460.3120.2820.2560.2330.2120.1940.1780.1630.1510.1390.1290.120—附表4-4d类截面轴心受压构件的稳定系数0123456789010203040506070801.0000.9840.9370.8480.7660.6900.6180.5520.4931.0000.9810.9270.8400.7590.6830.6120.5460.4870.9990.97800.9180.8310.7510.6750.6050.5400.4810.9990.9740.9090.8230.7430.6680.5980.5430.4760.9980.9690.9000.8150.7350.6610.5910.5280.4700.9960.9650.8910.8070.7280.6540.5850.5220.4650.9940.9600.8830.7990.7200.6460.5780.5160.4600.9920.9950.8470.7900.7120.6390.5720.5100.4540.9900.9490.8650.7820.7050.6320.5650.5040.4490.9870.9440.8570.7740.6970.6250.5590.4980.444901001101201301401501601701801902000.4390.3940.3590.3280.2990.2720.2480.2270.2080.1910.1760.1620.4340.3900.3560.3250.2960.2700.2460.2250.2060.1890.174—0.4290.3870.3530.3220.2930.2670.2440.2230.2040.1880.173—0.4240.3830.3500.3190.2900.2650.2420.2210.2030.1860.171—0.4190.3800.3460.3160.2880.2620.2400.2190.2010.1840.170—0.4140.3760.3430.3130.2850.2600.2370.2170.1990.1830.168—0.4100.3730.3400.3100.2820.2580.2350.2150.1970.1810.167—0.4050.3700.3370.3070.2800.2550.2330.2130.1960.1800.166—0.4010.3660.3340.3040.2770.2530.2310.2120.1940.1780.164—0.3970.3630.3310.3010.2750.2510.2290.2100.1920.1770.163—注：1、附表4-1中的值系按下列 公式 小学单位换算公式大全免费下载公式下载行测公式大全下载excel公式下载逻辑回归公式下载 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α1、α2、α3截面类别α1α2α3a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K1K200.050.10.20.30.40.512345≥1000.051.0000.9900.9990.9810.9810.8710.9640.9550.9490.9400.9350.9260.9220.9140.8750.8670.8200.8140.7910.7840.7730.7660.7600.7540.7320.7260.10.20.30.40.512345≥100.9810.9640.9490.9350.9220.8750.8200.7910.7730.7600.7320.9710.9550.9400.9260.9140.8670.8140.7840.7660.7540.7260.9620.9460.9310.9180.9060.8600.8070.7780.7600.7480.7210.9460.9300.9160.9030.8910.8460.7950.7670.7490.7370.7110.9310.9160.9020.8890.8780.8340.7840.7560.7390.7280.7010.9180.9030.8890.8770.8660.8230.7740.7470.7300.7190.6930.9060.8910.8780.8660.8550.8130.7650.7380.7210.7100.6850.8600.8460.8340.8230.8130.7740.7290.7040.6880.6770.6540.8070.7950.7840.7740.7650.7290.6860.6630.6480.6380.6150.7780.7670.7560.7470.7380.7040.6630.6400.6250.6160.5930.7600.7490.7390.7300.7210.6880.6480.6250.6110.6010.5800.7480.7370.7280.7190.7100.6770.6380.6160.6010.5920.5700.7210.7110.7010.6930.6850.6540.6150.5930.5800.5700.549注：1、表中的计算长度系数值系按下式算得：式中，K1、K2分别相交于柱上端、柱下端的横梁线刚度之和与柱线刚度之和的比值。当梁远端为铰接时，应将横梁线刚度梁乘以1.5；当横梁远端为嵌固时，则将横梁线刚度乘以2。2、当横梁与柱铰接时，取横梁线刚度为零。3、对底层框架柱：当柱与基础铰接时，取K2=0（对平板支座可取K2=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αN：横梁远端与柱刚接和横梁远端铰支时：横梁远端嵌固时：式中，为横梁截面惯性矩，l为横梁长度。附表5-2有侧移框架柱的计算长度系数K1K200.050.10.20.30.40.512345≥1000.050.10.20.30.40.512345≥10∞6.024.463.423.012.782.642.332.172.112.082.072.036.024.163.472.862.582.422.312.071.941.901.871.861.834.463.473.012.562.332.202.111.901.791.751.731.721.703.422.862.562.232.051.941.871.701.601.571.551.541.523.012.582.332.051.901.801.741.581.491.461.451.441.422.782.422.201.941.801.711.651.501.421.391.371.371.352.642.312.111.871.741.651.591.451.371.341.321.321.302.332.071.901.701.581.501.451.321.241.211.201.191.172.171.941.791.601.491.421.371.241.161.141.121.121.102.111.901.751.571.461.391.341.211.141.111.101.091.072.081.871.731.551.451.371.321.201.121.101.081.081.062.071.861.721.541.441.371.321.191.121.091.081.071.052.031.831.701.521.421.351.301.171.101.071.061.051.03注：1、表中计算长度系数值系按下式算得：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。当横梁远端为铰接时，应将横梁线刚度乘以0.5；当横梁远端为嵌固时，则应乘以1/3。2、当横梁与柱铰接时，取横梁线刚度为零。3、对底层框架柱：当柱与基础铰接时，取K2=0（对平板支座可取K2=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：横梁远端与柱刚接时：横梁远端铰支时：横梁远端嵌固时：的计算式见附表5-1注4。附录6疲劳计算的构件和连接分类附表6构件和连接分类项次简图说明1无连接处的主体金属（1）轧制型刚（2）钢板a.两边为轧制边或刨边b.两侧为自动、半自动切割边（切割质量标准应符合现行国家标准《钢结构工程施工质量验收规范》GB50205）2横向对接焊缝附近的主体金属（1）符合现行国家标准《钢结构工程施工质量验收规范》GB50205的一级焊缝（2）经加工、磨平的一级焊缝3不同厚度（或宽度）横向对接焊缝附近的主体金属，焊缝加工成平滑过渡并符合一级焊缝标准4纵向对接焊缝附近的主体金属，焊缝符合二级焊缝标准5翼缘连接焊缝附近的主体金属（1）翼缘板与腹板的连接焊缝a.自动焊，二级T形对接和角接组合焊缝b.自动焊，角焊缝，外观质量标准符合二级c.手工焊，角焊缝，外观质量标准符合二级（2）双层翼缘板之间的连接焊缝a.自动焊，角焊缝，外观质量标准符合二级b.手工焊，角焊缝，外观质量标准符合二级6横向加颈肋端部附近的主体金属（1）肋端不断弧（采用回焊）（2）肋端断弧7梯形节点板用对接焊缝焊于梁翼缘、腹板以及桁以及桁加构件处的主体金属，过渡处在焊后铲平、磨光、圆滑过渡，不得有焊接弧、灭弧缺陷8矩形节点板焊接于构件翼缘或腹板处的主体金属，l>150mm9翼缘板中断处的主体金属（板端有正面焊缝）10向正面角焊缝过渡处的主体金属11两侧面角焊缝连接端部的主体金属12三面围焊的角焊缝端部主体金属13三面围焊或两侧面角焊缝连接的节点板主体金属（节点板计算宽度按应力扩散解θ等于30°考虑）14K型坡口T形对接与角接组合焊缝处的主体金属，两板轴线偏离小于0.15t，焊缝为二级，焊趾角α≤45°15十字接头角焊缝处的主体金属，两板轴线偏离小于0.1516按有效截面确定的剪应力幅计算17铆钉连接处的主体金属18连系螺栓和虚孔处的主体金属19高强度螺栓摩擦型连接处的主体金属注：1所有对接焊缝及T形对接和角接组合焊缝均需焊透。所有焊缝的外形尺寸均应符合现行标准《钢结构焊缝外形尺寸》JB7949的规定。2角焊缝应符合《钢结构设计规范》第8.2.7条和8.2.8条的要求。3项次16中的剪应力幅同方向时，取正值；与反方向时，取负值。4第17、18项中的应力应以净截面面积计算，第19项京戏以毛截面面积计算。附录7型钢表际表7-1普通工字钢符号h—高度i—回转半径b—翼缘宽度S—半截面的面积矩tw—腹板厚度长度：型号10~18，t—翼缘平均厚度长5~19m；I—惯性矩型号20~63，W—截面模量长6~19m。型号尺寸截面积质量x—x轴y—y轴hbtwtRAqIxWxixIx/SxIyWyiymmcm2kg/mcm4cmcmcm4cm3cm1012.614161810012614016018068748088944.55.05.56.06.57.68.49.19.910.76.57.07.58.08.514.318.121.526.130.711.214.216.920.524.12454887121127169949771021411854.145.195.756.578.6911.012.213.9334764931239.612.716.121.11.511.611.731.892.007.3715.426.2a20b2001001027.09.011.49.035.539.527.931.1236925022372508.167.9517.417.115816931.633.12.112.07a22b2201101127.59.512.39.542.146.533.036.5340635833103268.998.7819.218.922624041.142.92.322.27a25b2501161188.010.013.010.048.553.538.142.05017527840142210.29.9321.721.428029748.450.42.402.36a28b2801221248.510.513.710.555.461.043.547.97115748150853411.311.124.324.034436456.458.72.492.44a32bc3201301321349.511.513.515.011.567.173.579.952.757.762.711080116261217369272776112.812.612.327.727.326.945948451070.673.376.12.622.572.53a36bc36013613814010.012.014.015.812.076.483.690.860.065.671.315796165741735187892196414.414.113.831.030.630.255558461481.684.687.72.692.642.60a40bc40014214414610.512.514.516.512.586.194.110267.673.880.121714227812384710861139119215.915.615.334.433.933.566069372792.996.299.72.772.712.67a45bc45015015215411.513.518013.510211112080.487.494.532241337593527814331500156817.717.438.538.18558959351141181222.892.842.7915.517.137.6a50bc50015816016212.014.016.0201411912913993.610110946472485565063918591942202619.719.419.142.942.341.91122117112241421461513.073.012.96a56bc56016616817012.014.516.52114.513514715810611512465576685037143023422447255122.021.621.347.947.346.81366142414851651701753.183.123.07a63bc63017617818013.015.017.02215155167180122131141940049817110233929843117324924.724.223.953.853.252.61702177118421941992053.323.253.20符号H型钢：h—截面高度；b1—翼缘宽度；tw—腹板厚度；t—翼缘厚度；W—截面模量；i—回转业径；S—半截面和面积矩；I—惯性矩。T形钢；截面高度hT，截面面积AT，质量qT，惯性矩IyT等于相应H型钢的1/2；HW、HM、HN分别代表宽翼缘、中翼缘、窄翼缘H型钢；TW、TM、TN分别代表各自H型钢剖分的T形钢。H型钢H和TT形刚类别H型钢规格截面积质量x—xy—y重心xT—xT轴T形钢规格类别h×b1×tw×tAqIxWxixIyWyiy.iyTCxIxTixThT×b1×tw×tmmcm2kg/mcm4cm3cmcm4cm3cmcmcm4cmMmHW100×100×6×821.0917.238376.54.1813426.72.471.0016.11.2150×100×6×8TW125×125×6.5×930.3123.88471365.2929447.03.111.1935.01.5262.5×125×6.5×9150×150×7×1040.5531.916602216.3956475.13.731.3766.41.8175×150×7×10175×175×7.5×1151.4340.329003317.509841124.371.551152.1187.5×175×7.5×11200×200×8×1264.2850.547704778.6116001604.991.731852.40100×200×8×12#200×204×12×12#100×204×12×1272.2856.750305038.3517001674.852.092562.66250×250×9×14#250×255×14×1492.1872.41080086710.836502926.292.084122.99125×250×9×14#125×255×14×14104.782.21150091910.538803046.092.585893.36#294×302×12×12300×300×10×5300×305×15×15108.385.017000116012.555203657.142.838583.98#147×302×12×12150×300×10×15150×305×15×15120.494.520500137013.167604507.492.477983.64135.410621600144012.671004667.243.0211104.05#344×348×10×16350×350×12×19146.011533300194015.1112006468.782.6712304.11#172×348×10×16175×350×12×19173.913740300230015.2136007768.842.8615204.18#388×402×15×15#394×398×11×18400×400×13×21#400×408×21×21#414×405×18×28#428×407×20×35179.214149200254016.6163008099.523.6924805.26#194×402×15×15#197×398×11×18200×400×13×21#200×408×21×21#207×405×18×28#214×407×20×35187.614756400286017.31890095110.03.0120504.67219.517266900334017.522400112010.13.2124804.75251.519771100356016.82380011709.734.0736505.39296.223393000449017.731000153010.23.6836204.95361.4284119000558018.239400193010.43.9043804.92HM148×100×6×927.2521.410401406.1715130.22.351.5551.71.9574×100×6×9TM194×150×6×939.7631.227402838.3050867.73.571.781252.5097×150×6×9244×175×7×1156.2444.1612050210.49851134.182.272893.20122×175×7×11294×200×8×1273.0357.31140077912.516001604.692.825723.96147×200×8×12340×250×91×4101.579.721700128014.636502926.003.0910204.48170×250×9×14（续）H型钢H和TT形刚类别H型钢规格截面积质量x—xy—y重心xT—xT轴T形钢规格类别h×b1×tw×tAqIxWxixIyWyiy.iyTCxIxTixThT×b1×tw×tmmcm2kg/mcm4cm3cmcm4cm3cmcmcm4cmmmHM390×300×10×16136.710738900200016.972104817.263.4017305.03195×100×10×16HM440×300×11×18157.412456100255018.981105417.184.0526805.84220×300×11×18482×300×11×15488×300×11×18146.411560800252020.467704516.804.9034206.83241×300×11×15244×300×11×18164.412971400293020.881205417.034.6536206.64582×300×12×17588×300×12×20#594×302×14×23174.5137103000353024.376705116.636.3963608.54291×300×12×17294×300×12×20#297×302×14×23192.5151118000402024.890206016.856.0867108.35222.4175137000462024.9106007016.906.3379208.44HN100×50×5×712.169.5419238.53.9814.95.961.111.2711.91.4050×50×5×7TN125×60×6×817.0113.341766.84.9529.39.751.311.6327.51.8062.5×60×68150×75×5×718.1614.367990.66.1249.613.21.651.7842.72.1775×75×5×7175×90×5×823.2118.212201407.2697.621.72.051.9270.72.4787.5×90×5×8198×99×4.5×7200×100×5.5×823.5918.516101638.2711423.02.202.1394.02.8299×99×4.5×7100×100×5.5×827.5721.718801888.2513426.82.212.271152.88248×124×5×8250×125×6×932.8925.8356028710.425541.12.782.622083.56124×124×5×8125×125×6×937.8729.7408032610.429447.02.792.782493.62298×149×5.5×8300×150×6.5×941.5532.6646043312.444359.43.263.223954.36149×149×5.5×8150×150×6.5×947.5337.3735049012.450867.73.273.384654.42346×174×6×9350×175×7×1153.1941.81120064914.579291.03.863.686815.06173×174×6×9175×175×7×1163.6650.01370078214.79851133.933.748165.06#400×150×8×1371.1255.81880094216.373497.93.21————396×199×7×11400×200×8×1372.1656.720000101016.714501454.484.1711905.76198×199×7×1184.1266.023700119016.817401744.544.2314005.76200×200×8×13#450×150×9×1483.4165.527100120018.07931063.08————446×199×8×12450×200×9×1484.9566.729000130018.515801594.315.0718806.65223×199×8×12225×200×9×1497.4176.533700150018.618701874.385.1321606.66#500×150×10×1698.2377.138500154019.89071213.04————496×199×9×14500×200×10×16#506×201×11×19101.379.541900169020.318401854.275.9028407.49248×199×9×14250×200×10×16#253×201×11×19114.289.647800191020.521402144.335.9632107.50131.310356500223020.825802574.435.9536707.48596×199×10×15600×200×11×17#606×201×12×20121.295.169300233023.919801994.047.7652009.27298×199×10×15300×200×11×17#303×201×12×20135.210678200261024.122802284.117.8158209.28153.312091000300024.427202714.217.7665809.26#692×300×13×20700×300×13×24211.5166172000498028.690206026.53—————235.5185201000576029.3108007226.78———注：“#”表示的规格为非常用规格。符号同普通工字型钢，但Wy为对应于翼缘肢尖的截面模量长度：型号5~8，长5~12m；型号10~18，长5~19m；型号20~40，长6~19m。型号尺寸z0hbtwtRAqIxWxixIyWyiyIy1mmcm2kg/mcm4cm3cmcm4cm3cmcm4cm56.381012.650638010012637404348534.54.85.05.35.57.07.58.08.59.07.07.58.08.59.06.928.4510.2412.7415.695.446.638.0410.0012.31265110119838910.416.325.339.761.71.942.463.143.944.988.311.916.625.638.03.54.65.87.810.31.101.191.271.421.5620.928.337.454.977.81.351.391.421.521.59a14b14058606.08.09.59.59.59.518.5121.3114.5316.7356460980.587.15.525.3553.261.213.014.11.701.69107.2120.61.711.67a16b16063656.58.510.010.010.010.021.9525.1517.2319.75866935108.3116.86.286.1073.483.416.317.61.831.82144.1160.81.791.75a16b16063656.58.5101010.010.021.9525.1517.2319.75866935108.3116.86.286.1073.483.416.317.61.831.82144.1160.81.791.75a18b18068707.09.010.510.510.510.525.6929.2920.1722.9912731370141.4152.27.046.8498.6111.020.