1、附錄附錄1鋼材和連接的強度設計值附表1.1鋼材的強度設計值（N/mm2）鋼材抗拉、抗壓和抗彎f抗剪fv端面承壓（刨平頂緊）fce牌號厚度或直徑（mm）Q235鋼<16215125325>1640205120>4060200115>60100190110Q345鋼<16310180400>1640295170>4060265155>60100250145Q390鋼<16350205415>1640335190>4060315180>60100295170Q420鋼<16380220440>1640360210&g

2、t;4060340195>60100325185注：附表中厚度系指計算點的鋼材厚度，對軸心受拉和軸心受壓構件系指截面中較厚板件的厚的附表1.2鑄鐵件的強度設計值（N/mm2）鋼號抗拉、抗壓和抗彎f抗剪fv端面承壓（刨平頂緊）fceZG200-40015590260ZG230-450180105290ZG270-500210120325ZG310-570240140370附表1.3焊縫的強度設計值(N/mm2)焊接方法和焊條型號構件鋼材對接焊縫角焊縫牌號厚度或直徑(mm)抗壓fcw焊接質量為下列等級時，抗拉ftw抗剪fvw抗拉、抗壓和抗剪ftw一級、二級三級自動焊、半自動焊和E43型焊條的

3、手工焊Q235鋼<16215215185125160>1640205205175120>4060200200170115>60100190190160110自動焊、半自動焊和E50型焊條的手工焊Q345鋼<16310310265180200>1635295295250170>3550265265225155>50100250250210145自動焊、半自動焊和E55型焊條的手工焊Q390鋼<16350350300205220>1635335335285190>3550315315270180>501002952952501

4、70Q420鋼<16380380320220220>1635360360305210>3550340340290195>50100325325275185注：1自動焊和半自動焊所采用的焊絲和焊劑，應保證其熔敷金屬的力學性能不低于現行國家標準埋弧焊用碳鋼焊絲和焊劑GB/T5293和低合金鋼埋弧焊用焊劑GB/T12470中相關的規定。2焊縫質量等級應符合現行國家標準鋼結構工程施工質量驗收規范GB50205的規定。其中厚度小于8mm鋼材的對接焊縫，不應采用超聲波探傷確定焊縫質量等級。3對接焊縫在受壓區的抗彎強度設計值取fcw,在受拉區的抗彎強度設計值取“w。4附表中厚度系指計

5、算點的鋼材厚度，對軸心受拉和軸心受壓構件系指截面中較厚板件的厚度。附表1.4螺栓連接的強度設計值（N/mm2）螺栓的性能等級、錨栓和構件鋼材的牌號普通螺栓錨栓承壓型連接高強度螺栓C級螺栓A級、B級螺栓抗拉ftb抗剪fvb承壓fcb抗拉ftb抗剪fvb承壓fcb抗拉ftb抗拉ftb抗剪fvb承壓fcb普通螺栓4.6級、4.8級170140一一一一一一一一5.6級一一-210190-一-8.8級一-400320-錨栓Q235鋼一-140-Q345鋼-180-承壓型連接高強度螺栓8.8級-400250-10.9級-500310-構件Q235鋼-305-405-470Q345鋼-385-510-590

6、Q390鋼-400-530-615Q420鋼-425-560-655注：1A級螺栓用于d024mm和lw10d或lw150mm（按較小值）的螺栓；B級螺栓用于d>24mm和l>10d或l>150mm（按較小值）的螺栓。d為公稱直徑，l為螺桿公稱長度。2A、B級螺栓孔的精度和孔壁表面粗糙度，C級螺栓孔的允許偏差和孔壁表面粗糙度，均應符合現行國家標準鋼結構工程施工質量驗收規范GB50205的要求。附表1.5鐘釘連接的強度設計值（N/mm2）鐘釘鋼號和構件鋼材牌號抗拉（釘頭脫落）ftr抗剪fvr承壓fcrI類孔口類孔I類孔口類孔鐘釘BL2或BL3120185155一一構件Q235鋼

7、一一一450365Q345鋼一-565460Q390鋼一-590480注：1屬于下列情況者為I類孔：1）在裝配好的構件上按設計孔徑鉆成的孔；2）在單個零件和構件上按設計孔徑分別用鉆模鉆成的孔；3）在單個零件上先鉆成或沖成較小的孔徑，然后在裝配好的構件上再擴鉆至設計孔徑的孔。2在單個零件上一次沖成或不用鉆模鉆成設計孔徑的孔屬于口類孔。附錄2結構或構件的變形容許值2.1 受彎構件的撓度容許值2.1.1 吊車梁、樓蓋梁、屋蓋梁、工作平臺梁以及墻架構件的撓度不宜超過附表2.1.1所列的容許值。附表2.1.1受彎構件撓度容許值項次構件類別撓度容許值vtvq吊車梁和吊車桁架（按自重和起重量最大的一臺吊車計

8、算撓度）（1）手動吊車和單梁吊車（含懸掛吊車）l/5001（2）輕級工作制橋式吊車l/800-（3）中級工作制橋式吊車l/1000（4）重級工作制橋式吊車l/12002手動或電動葫蘆的軌道梁l/400-3有重軌（重量等于或大于38kg/m）軌道的工作平臺梁l/600有輕軌（重量等于或小于24kg/m）軌道的工作平臺梁l/400-樓（屋）蓋梁或桁架、工作平臺梁（第3項除外）和平臺板（1）主梁或桁架（包括設有懸掛起重設備的梁和桁架）l/400l/500（2）抹灰頂棚的次梁l/250l/350（3）除（1）、（2）款外的其他梁（包括樓梯梁）l/250l/3004（4）屋蓋橡條支承無積灰的瓦楞鐵和石棉

9、瓦屋面者l/150-支承壓型金屬板、有積灰的瓦楞鐵和石棉瓦等屋面者l/200-支承其他屋面材料者l/200-（5）平臺板l/150-墻架構件（風荷載不考慮陣風系數）（1）支柱一l/4005（2）抗風桁架（作為連續支柱的支承時）一l/1000（3）砌體墻的橫梁（水平方向）-l/300（4）支承壓型金屬板、瓦楞鐵和石棉瓦墻面的橫梁（水平方向）-l/200（5）帶有玻璃窗的橫梁（豎直和水平方向）l/200l/200注：1l為受彎構件的跨度（對懸臂梁和伸臂梁為懸伸長度的2倍）2VT為永久和可變荷載標準值產生的撓度（如有起拱應減去拱度）的容許值；Vq為可變荷載標準值產生的撓度的容許值。2.1.2 冶金工

10、廠或類似車間中設有工作級別為A7、A8級吊車的車間，其跨間每側吊車梁或吊車桁架的制動結構，由一臺最大吊車橫向水平荷載（按荷載規范取值）所產生的撓度不宜超過制動結構跨度的1/2200。2.2 框架結構的水平位移容許值2.2.1 在風荷載標準值作用下，框架柱頂水平位移和層加相對位移不宜超過下列數值:1無橋式吊車的單層框架的柱頂位移H/1502有橋式吊車的單層框架的柱頂位移H/4003多層框架的柱頂位移H/5004多層框架的層加相對位移h/400H為自基礎頂面至柱頂的總高度；h為層高。注：1對室內裝修要求較高的民用建筑多層框架結構，層間相對位移宜適當減小。無墻壁的多層框架結構，層間相對位移可適當放寬

11、。2對輕型框架結構的柱頂水平位移和層間位移均可適當放寬。2.2.2 在冶金工廠或類似車間中設有A7、A8級吊車的廠房柱和設有中級和重級工作制吊車的露天棧橋柱，在吊車梁或吊車桁架的頂面標高處，由一臺最大吊車水平荷載(按荷載規范取值)所產生的計算變形值，不宜超過附表A.2.2所列的容許值。附表2.2.2柱頂水平位移(計算值)的容許值項次位移的種類按平面結構圖形計算按空間結構圖形計算1廠房柱的橫向位移Hc/1250Hc/20002露天棧橋柱的橫向位移Hc/2500一3廠房和露天棧橋柱的縱向位移Hc/4000一注：1兒為基礎頂面至吊車梁或吊車桁架頂面的高度。2計算廠房或露天棧橋柱的縱向位移時，可假設吊

12、車的縱向水平制動力分配在溫度區段內所有柱間支撐或縱向框架上。3在設有A8級吊車的廠房中，廠房柱的水平位移容許值宜減小10%4設有A6級吊車的廠房柱的縱向位移宜符合表中的要求。附錄3梁的整體穩定系數3.1等截面焊接工字形和軋制H型鋼簡支梁等截面焊接工字形和軋制H型鋼(圖3.1)簡支梁的整體穩定系數中b應按下式計算:4320(3.1.1)(a)雙軸對稱焊接工字形截面(b)加強受壓翼緣的單軸對稱焊接工字形截面(c)加強受拉翼緣的單軸對稱焊接工字形截面圖3.1焊接工字形和軋制(d)軋制H型鋼截面H型鋼截面式中Pb梁整體穩定的等效臨界彎矩系數，按附表3.1采用;梁在側向支撐點間對截面弱軸y-y的長細比，

13、Zy=li/iy,11為側向支承點間的距離，iy為梁毛截面對y軸的截面回轉半徑；A梁的毛截面面積；h、ti梁截面的全高和受壓翼緣厚度；nb截面不對稱影響系數；對雙軸對稱截面（圖3.1a、d）:“b=0；對單軸對稱工字形截面（圖3.1b、c）：加強受壓翼緣：nb=0.8（2o（b1）；加強受拉翼緣：nb=2c（b-1；ub=11,式中Ii和I2分別為受壓翼緣和受拉翼緣對y軸的慣IiI2性矩。b'=1.070.282<1.0注：公式（3.1.1）亦適用于等截面聊接（或高強度螺栓連接）簡支梁，其受壓翼緣厚度在內。（3.1.2）t1包括翼緣角鋼厚度當按公式（3.1.1）算得的中b值大于0

14、.6時，應用下式計算的5b'代替邛b值：附表3.1H型鋼和等截面工字形簡支梁的系數0b項次側向支承荷載£<2.0£>2.0適用范圍1跨中無側向支承均布荷載作用在上翼緣0.69+0.13t0.95圖3.1a、b和d的截面2下翼緣1.730.20之1.333集中荷載作用在上翼緣0.73+0.18之1.094下翼緣2.23-0.2811.675跨度中點有一個側向支承點均布荷載作用在上翼緣1.15圖3.1中的所有截面6下翼緣1.407集中荷載作用在截面高度上任意位置1.758跨中有不少于兩個等距離側向支承點任意荷載作用在上翼緣1.209下翼緣1.4010梁端有彎

15、矩，但跨中無荷載作用M2!,1M2!但<231.75-1.051+0.3.一2.3W1J(MiJ注：1七為參數,&1t1,其中Ii和分別為H型鋼或等截面工字形簡支梁受壓翼緣的自由長度和寬度b1h2Mi、M2為梁的端彎矩，使梁產生同向曲率時Mi和M2取同號，產生反向曲率時取異號，|Mi|>|M2|o3附表中項次3、4和7的集中荷載是指一個和少數幾個集中荷載位于跨中央附近的情況，對其他情況的集中荷載，應按附表中項次1、2、5、6內的數值采用。4附表中項次8、9的0b,當集中荷載作用在側向支承點處時，取3b=1.2005荷載作用在上翼緣系指荷載作用點在翼緣表面，方向指向截面形心；

16、荷載作用在下翼緣系指荷載作用點在翼緣表面，方向背向截面形心。6對0tb>0.8的加強受壓翼緣工字形截面，下列情況的0b值應乘以相應的系數：項次1:當£<1.0時，乘以0.95;項次3:當£<0.5時，乘以0.90;當0.5<1.0時，乘以0.95。3.2 軋制普通工字鋼簡支梁軋制普通工字鋼簡支梁的整體穩定系數邛b應按附表3.2采用，當所得的甲b值大于0.6時,應按公式3.1.2算得相應的Q'代替”值。附表3.2軋制普通工字鋼簡支梁的中b項次荷載情況工字鋼型號自由長度l1（m）23456789101跨中無側向支承點的梁集中荷載作用于上翼緣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下翼緣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均布荷載作用于上翼緣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下翼緣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跨中有側向支承點的梁（不論荷載作用點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適用于Q235鋼。對其他鋼號，附表中數值應乘以235/fy。3.3 軋制槽鋼簡支梁軋制槽鋼簡支梁的整體穩定系數，不論荷載的形式和荷載作用點在截面高度上的位置，均可按下式計算：(3.3)570bt235l1hfy式中h、b、t分別為槽鋼截面的高度、翼緣寬度和平均厚度。按公式（3.3）算得的Q大于0.6時，應按公式（3.1.2）算得相應的甲b'代替金值。3.4 雙軸對稱工字形等截面（含H型鋼）懸臂梁雙軸對稱工字形等截面（含H型鋼）懸臂梁的整體穩定系數，可按公式

20、（3.1.1）計算，但式中系數3b應按W表3.4查得，入y=li/iy（li為懸臂梁的懸伸長度）。當求得的中b大于0.6時，應按公式（3.1.2）算得相應的叫'代替甲b值。附表3.4雙軸對稱工字形等截面（含H型鋼）懸臂梁的系數0b項次荷載形式0.60<片1.241.24<、1.961.96<-3.101自由端一個集中上翼緣0.21+0.67七0.72+0.26t1.17+0.03。2荷載作用在下翼緣2.94-0.65t2.64-0.40t2.150.15。3均布荷載作用在上翼緣0.62+0.82t1.25+0.31衛1.66+0.10巴注：1本附表是按支承端為固定的情

21、況確定的，當用于由鄰跨延伸出來的伸臂梁時，應在構造上采取措施加強支承處的抗扭能力。2附表中見附表3.1注1。3.5 受彎構件整體穩定系數的近似計算均勻彎曲的受彎構件，當號£120,235/fy時,其整體穩定系數中b可按下列近似公式計算:1工字形截面（含H型鋼）：雙軸對稱時：b=1.07-fy4400035(3.5.1)單軸對稱時:b=1.07-fy(2：b0.1)Ah1400235(3.5.2)2T形截面（彎矩作用在對稱軸平面，繞x軸）1）彎矩使翼緣受壓時：雙角鋼T形截面：b=1-0.0017yfy235部分T型鋼和兩板組合T形截面：b=1-0.0022y.fy235(3.5.3)(

22、3.5.4)2）彎矩使翼緣受拉且腹板寬厚比不大于18,235/fy時: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時，不需按公式（3.1.2）換算成中b'值；當按公式（3.5.1）和公式（3.5.2）算得的中b值大于1.0時，取甲b=1.0。附錄4軸心受壓構件的穩定系數附表4.1a類截面軸心受壓構件的穩定系數呼'飛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：見附表4.4注附表4.2b類截面軸心受壓構件的穩定系數平"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：見附表4.4注附表4.3c類截面軸心受壓構件的穩定系數中"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：見附表4.4注附表4.4d類截面軸心受壓構件的穩定系數平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:當=為乖女.215時:當%至0.215時:2.n收2+33兀+片）一他2+«37M+X22-4，：式中，R、a3為系數，根據截面的分類，按附表4.5米用2當構件的7%fy235值超出附表4,1至附表4.4的范圍時，則平值按注1所列的公式計算。附表4.5系數口1、6、Q3截面類型«1%«3a類0.410.9860.152b類0.650.9650.300c類%<1.050.730.9060.595%>1,051.2160.302d類h<1.051.350.8680.915&

41、gt;1,051.3750.432附錄5各種截面回轉半徑的近似值y不&yix=0.30hiy=0.90biz=0.195h3廣甫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產肅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賀4b4給九ix=0.39h-；iy=0.53bx+iy=0.24b1訂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歐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廣了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計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附錄6柱的計算長度系數附表6.1無側移框架柱的計算長度系數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