鋼材和連接及強(qiáng)度設(shè)計(jì)值

1、附錄附錄1 鋼材和連接的強(qiáng)度設(shè)計(jì)值附表1.1 鋼材的強(qiáng)度設(shè)計(jì)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(hào)厚度或直徑(mm)Q235鋼162151253251640205120406020011560100190110Q345鋼163101804001640295170406026515560100250145Q390鋼163502054151640335190406031518060100295170Q420鋼163802204401640360210406034019560100325185注：附表中厚度系指計(jì)算點(diǎn)的鋼材厚度，對(duì)軸心受拉和軸心受壓構(gòu)件系指截面

2、中較厚板件的厚的。附表1.2 鑄鐵件的強(qiáng)度設(shè)計(jì)值（N/mm2）鋼號(hào)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(qiáng)度設(shè)計(jì)值（N/mm2）焊接方法和焊條型號(hào)構(gòu)件鋼材對(duì)接焊縫角焊縫牌號(hào)厚度或直徑(mm)抗壓fcw焊接質(zhì)量為下列等級(jí)時(shí)，抗拉ftw抗剪fvw抗拉、抗壓和抗剪ftw一級(jí)、二級(jí)三級(jí)自動(dòng)焊、半自動(dòng)焊和E43型焊條的手工焊Q235鋼16215215185125160164020520517512040602002001701156

3、0100190190160110自動(dòng)焊、半自動(dòng)焊和E50型焊條的手工焊Q345鋼163103102651802001635295295250170355026526522515550100250250210145自動(dòng)焊、半自動(dòng)焊和E55型焊條的手工焊Q390鋼163503503002052201635335335285190355031531527018050100295295250170Q420鋼163803803202202201635360360305210355034034029019550100325325275185注：1 自動(dòng)焊和半自動(dòng)焊所采用的焊絲和焊劑，應(yīng)保證其熔敷金屬的力學(xué)

4、性能不低于現(xiàn)行國(guó)家標(biāo)準(zhǔn)埋弧焊用碳鋼焊絲和焊劑GB/T 5293和低合金鋼埋弧焊用焊劑GB/T 12470中相關(guān)的規(guī)定。 2 焊縫質(zhì)量等級(jí)應(yīng)符合現(xiàn)行國(guó)家標(biāo)準(zhǔn)鋼結(jié)構(gòu)工程施工質(zhì)量驗(yàn)收規(guī)范GB 50205的規(guī)定。其中厚度小于8mm鋼材的對(duì)接焊縫，不應(yīng)采用超聲波探傷確定焊縫質(zhì)量等級(jí)。 3 對(duì)接焊縫在受壓區(qū)的抗彎強(qiáng)度設(shè)計(jì)值取fcw，在受拉區(qū)的抗彎強(qiáng)度設(shè)計(jì)值取ftw。 4 附表中厚度系指計(jì)算點(diǎn)的鋼材厚度，對(duì)軸心受拉和軸心受壓構(gòu)件系指截面中較厚板件的厚度。附表1.4 螺栓連接的強(qiáng)度設(shè)計(jì)值（N/mm2）螺栓的性能等級(jí)、錨栓和構(gòu)件鋼材的牌號(hào)普 通 螺 栓錨栓承壓型連接高強(qiáng)度螺栓C級(jí)螺栓A級(jí)、B級(jí)螺栓抗拉ftb抗剪

5、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(jí)、4.8級(jí)1701405.6級(jí)2101908.8級(jí)400320錨栓Q235鋼140Q345鋼180承壓型連接高強(qiáng)度螺栓8.8級(jí)40025010.9級(jí)500310構(gòu)件Q235鋼305405470Q345鋼385510590Q390鋼400530615Q420鋼425560655注：1 A級(jí)螺栓用于d24mm和l10d或l150mm（按較小值）的螺栓；B級(jí)螺栓用于d24mm和l10d或l150mm（按較小值）的螺栓。d為公稱直徑，l為螺桿公稱長(zhǎng)度。 2 A、B級(jí)螺栓孔的精度和孔壁表面粗糙度，C級(jí)螺

6、栓孔的允許偏差和孔壁表面粗糙度，均應(yīng)符合現(xiàn)行國(guó)家標(biāo)準(zhǔn)鋼結(jié)構(gòu)工程施工質(zhì)量驗(yàn)收規(guī)范GB 50205的要求。附表1.5 鉚釘連接的強(qiáng)度設(shè)計(jì)值（N/mm2）鉚釘鋼號(hào)和構(gòu)件鋼材牌號(hào)抗拉（釘頭脫落）ftr抗剪fvr承壓fcr類孔類孔類孔類孔鉚釘BL2或BL3120185155構(gòu)件Q235鋼450365Q345鋼565460Q390鋼590480注：1 屬于下列情況者為類孔：1） 在裝配好的構(gòu)件上按設(shè)計(jì)孔徑鉆成的孔；2） 在單個(gè)零件和構(gòu)件上按設(shè)計(jì)孔徑分別用鉆模鉆成的孔；3） 在單個(gè)零件上先鉆成或沖成較小的孔徑，然后在裝配好的構(gòu)件上再擴(kuò)鉆至設(shè)計(jì)孔徑的孔。 2 在單個(gè)零件上一次沖成或不用鉆模鉆成設(shè)計(jì)孔徑的孔屬于

7、類孔。附錄2 結(jié)構(gòu)或構(gòu)件的變形容許值2.1 受彎構(gòu)件的撓度容許值2.1.1 吊車梁、樓蓋梁、屋蓋梁、工作平臺(tái)梁以及墻架構(gòu)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(gòu)件撓度容許值項(xiàng)次構(gòu) 件 類 別撓度容許值vTvQ1吊車梁和吊車桁架（按自重和起重量最大的一臺(tái)吊車計(jì)算撓度）(1) 手動(dòng)吊車和單梁吊車（含懸掛吊車）(2) 輕級(jí)工作制橋式吊車(3) 中級(jí)工作制橋式吊車(4) 重級(jí)工作制橋式吊車l/500l/800l/1000l/12002手動(dòng)或電動(dòng)葫蘆的軌道梁l/4003有重軌（重量等于或大于38kg/m）軌道的工作平臺(tái)梁有輕軌（重量等于或小于24kg/m）軌道的工作平臺(tái)梁l/6

8、00l/4004樓（屋）蓋梁或桁架、工作平臺(tái)梁（第3項(xiàng)除外）和平臺(tái)板(1) 主梁或桁架（包括設(shè)有懸掛起重設(shè)備的梁和桁架）(2) 抹灰頂棚的次梁(3) 除(1)、(2)款外的其他梁（包括樓梯梁）(4) 屋蓋檁條支承無(wú)積灰的瓦楞鐵和石棉瓦屋面者支承壓型金屬板、有積灰的瓦楞鐵和石棉瓦等屋面者支承其他屋面材料者(5) 平臺(tái)板l/400l/250l/250l/150l/200l/200l/150l/500l/350l/3005墻架構(gòu)件（風(fēng)荷載不考慮陣風(fēng)系數(shù)）(1) 支柱(2) 抗風(fēng)桁架（作為連續(xù)支柱的支承時(shí)）(3) 砌體墻的橫梁（水平方向）(4) 支承壓型金屬板、瓦楞鐵和石棉瓦墻面的橫梁（水平方向）(5

9、) 帶有玻璃窗的橫梁（豎直和水平方向）l/200l/400l/1000l/300l/200l/200注：1 l為受彎構(gòu)件的跨度（對(duì)懸臂梁和伸臂梁為懸伸長(zhǎng)度的2倍）。 2 vT為永久和可變荷載標(biāo)準(zhǔn)值產(chǎn)生的撓度（如有起拱應(yīng)減去拱度）的容許值；vQ為可變荷載標(biāo)準(zhǔn)值產(chǎn)生的撓度的容許值。2.1.2 冶金工廠或類似車間中設(shè)有工作級(jí)別為A7、A8級(jí)吊車的車間，其跨間每側(cè)吊車梁或吊車桁架的制動(dòng)結(jié)構(gòu)，由一臺(tái)最大吊車橫向水平荷載（按荷載規(guī)范取值）所產(chǎn)生的撓度不宜超過制動(dòng)結(jié)構(gòu)跨度的1/2200。2.2 框架結(jié)構(gòu)的水平位移容許值2.2.1 在風(fēng)荷載標(biāo)準(zhǔn)值作用下，框架柱頂水平位移和層加相對(duì)位移不宜超過下列數(shù)值：1 無(wú)橋

10、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(duì)位移 h/400H為自基礎(chǔ)頂面至柱頂?shù)目偢叨?；h為層高。注：1 對(duì)室內(nèi)裝修要求較高的民用建筑多層框架結(jié)構(gòu)，層間相對(duì)位移宜適當(dāng)減小。無(wú)墻壁的多層框架結(jié)構(gòu)，層間相對(duì)位移可適當(dāng)放寬。 2 對(duì)輕型框架結(jié)構(gòu)的柱頂水平位移和層間位移均可適當(dāng)放寬。2.2.2 在冶金工廠或類似車間中設(shè)有A7、A8級(jí)吊車的廠房柱和設(shè)有中級(jí)和重級(jí)工作制吊車的露天棧橋柱，在吊車梁或吊車桁架的頂面標(biāo)高處，由一臺(tái)最大吊車水平荷載（按荷載規(guī)范取值）所產(chǎn)生的計(jì)算變形值，不宜超過附表A.2.2所列的容許

11、值。附表2.2.2 柱頂水平位移（計(jì)算值）的容許值項(xiàng)次位移的種類按平面結(jié)構(gòu)圖形計(jì)算按空間結(jié)構(gòu)圖形計(jì)算1廠房柱的橫向位移Hc/1250Hc/20002露天棧橋柱的橫向位移Hc/25003廠房和露天棧橋柱的縱向位移Hc/4000注：1 Hc為基礎(chǔ)頂面至吊車梁或吊車桁架頂面的高度。 2 計(jì)算廠房或露天棧橋柱的縱向位移時(shí)，可假設(shè)吊車的縱向水平制動(dòng)力分配在溫度區(qū)段內(nèi)所有柱間支撐或縱向框架上。 3 在設(shè)有A8級(jí)吊車的廠房中，廠房柱的水平位移容許值宜減小10。 4 設(shè)有A6級(jí)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(wěn)定系數(shù)3.1 等截面焊接工字形和軋制H型鋼簡(jiǎn)支梁等截面焊接工字形和軋制H型鋼

12、（圖3.1）簡(jiǎn)支梁的整體穩(wěn)定系數(shù)應(yīng)按下式計(jì)算： (3.1.1)yyb1b1ht1t1xxyyb1b2ht1t2xxyyyb1b2ht1t2xxyyb1b1ht1t1xx(a)雙軸對(duì)稱焊接工字形截面(b)加強(qiáng)受壓翼緣的單軸對(duì)稱焊接工字形截面(c) 加強(qiáng)受拉翼緣的單軸對(duì)稱焊接工字形截面(d)軋制H型鋼截面圖3.1 焊接工字形和軋制H型鋼截面式中 梁整體穩(wěn)定的等效臨界彎矩系數(shù)，按附表3.1采用；梁在側(cè)向支撐點(diǎn)間對(duì)截面弱軸y-y的長(zhǎng)細(xì)比，為側(cè)向支承點(diǎn)間的距離，為梁毛截面對(duì)y軸的截面回轉(zhuǎn)半徑；A梁的毛截面面積；h、t1梁截面的全高和受壓翼緣厚度；截面不對(duì)稱影響系數(shù)；對(duì)雙軸對(duì)稱截面（圖3.1a、d）：；對(duì)

13、單軸對(duì)稱工字形截面（圖3.1b、c）：加強(qiáng)受壓翼緣：；加強(qiáng)受拉翼緣：；，式中I1和I2分別為受壓翼緣和受拉翼緣對(duì)y軸的慣性矩。當(dāng)按公式(3.1.1)算得的值大于0.6時(shí)，應(yīng)用下式計(jì)算的代替值： (3.1.2) 注：公式(3.1.1)亦適用于等截面鉚接（或高強(qiáng)度螺栓連接）簡(jiǎn)支梁，其受壓翼緣厚度t1包括翼緣角鋼厚度在內(nèi)。附表3.1 H型鋼和等截面工字形簡(jiǎn)支梁的系數(shù)b項(xiàng)次側(cè)向支承荷 載2.02.0適用范圍1跨中無(wú)側(cè)向支承均布荷載作用在上翼緣0.690.130.95圖3.1a、b和d的截面2下翼緣1.730.201.333集中荷載作用在上翼緣0.730.181.094下翼緣2.230.281.675跨

14、度中點(diǎn)有一個(gè)側(cè)向支承點(diǎn)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(gè)等距離側(cè)向支承點(diǎn)任意荷載作用在上翼緣1.209下翼緣1.4010梁端有彎矩，但跨中無(wú)荷載作用，但2.3注：1 為參數(shù)，其中l(wèi)1和b1分別為H型鋼或等截面工字形簡(jiǎn)支梁受壓翼緣的自由長(zhǎng)度和寬度。 2 M1、M2為梁的端彎矩，使梁產(chǎn)生同向曲率時(shí)M1和M2取同號(hào)，產(chǎn)生反向曲率時(shí)取異號(hào)，|M1|M2|。 3 附表中項(xiàng)次3、4和7的集中荷載是指一個(gè)和少數(shù)幾個(gè)集中荷載位于跨中央附近的情況，對(duì)其他情況的集中荷載，應(yīng)按附表中項(xiàng)次1、2、5、6內(nèi)的數(shù)值采用。 4 附表中

15、項(xiàng)次8、9的b，當(dāng)集中荷載作用在側(cè)向支承點(diǎn)處時(shí)，取b1.20。 5 荷載作用在上翼緣系指荷載作用點(diǎn)在翼緣表面，方向指向截面形心；荷載作用在下翼緣系指荷載作用點(diǎn)在翼緣表面，方向背向截面形心。 6 對(duì)0.8的加強(qiáng)受壓翼緣工字形截面，下列情況的b值應(yīng)乘以相應(yīng)的系數(shù)： 項(xiàng)次1：當(dāng)1.0時(shí)，乘以0.95； 項(xiàng)次3：當(dāng)0.5時(shí)，乘以0.90；當(dāng)0.51.0時(shí)，乘以0.95。3.2 軋制普通工字鋼簡(jiǎn)支梁軋制普通工字鋼簡(jiǎn)支梁的整體穩(wěn)定系數(shù)應(yīng)按附表3.2采用，當(dāng)所得的值大于0.6時(shí)，應(yīng)按公式3.1.2算得相應(yīng)的代替值。附表3.2 軋制普通工字鋼簡(jiǎn)支梁的項(xiàng)次荷載情況工字鋼型 號(hào)自由長(zhǎng)度l1(m)234567891

16、01跨中無(wú)側(cè)向支承點(diǎn)的梁集中荷載作用于上翼緣1020223236632.002.402.801.301.481.600.991.091.070.800.860.830.680.720.680.580.620.560.530.540.500.480.490.450.430.450.402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1020224045631.702.102.6

17、01.121.301.450.840.930.970.680.730.730.570.600.590.500.510.500.450.450.440.410.400.380.370.360.354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(cè)向支承點(diǎn)的梁（不論荷載作用點(diǎn)在截面高度上的位置）1020224045632.203.004.001.391.802.201.011.241.380.

18、790.961.010.660.760.800.570.650.660.520.560.560.470.490.490.420.430.43注：1 同附表3.1的注3、5。 2 附表中的適用于Q235鋼。對(duì)其他鋼號(hào)，附表中數(shù)值應(yīng)乘以235/fy。3.3 軋制槽鋼簡(jiǎn)支梁軋制槽鋼簡(jiǎn)支梁的整體穩(wěn)定系數(shù)，不論荷載的形式和荷載作用點(diǎn)在截面高度上的位置，均可按下式計(jì)算： (3.3)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)算得的大于0.6時(shí)，應(yīng)按公式(3.1.2)算得相應(yīng)的代替值。3.4 雙軸對(duì)稱工字形等截面（含H型鋼）懸臂梁雙軸對(duì)稱工字形等截面（含H型鋼）懸臂梁的整體穩(wěn)

19、定系數(shù)，可按公式(3.1.1)計(jì)算，但式中系數(shù)b應(yīng)按附表3.4查得，y=l1/iy（l1為懸臂梁的懸伸長(zhǎng)度）。當(dāng)求得的大于0.6時(shí)，應(yīng)按公式(3.1.2)算得相應(yīng)的代替值。附表3.4 雙軸對(duì)稱工字形等截面（含H型鋼）懸臂梁的系數(shù)b項(xiàng)次荷載形式0.601.241.241.961.963.101自由端一個(gè)集中荷載作用在上翼緣0.210.670.720.261.170.032下翼緣2.940.652.640.402.150.153均布荷載作用在上翼緣0.620.821.250.311.660.10注：1 本附表是按支承端為固定的情況確定的，當(dāng)用于由鄰跨延伸出來的伸臂梁時(shí)，應(yīng)在構(gòu)造上采取措施加強(qiáng)支承處

20、的抗扭能力。 2 附表中見附表3.1注1。3.5 受彎構(gòu)件整體穩(wěn)定系數(shù)的近似計(jì)算均勻彎曲的受彎構(gòu)件，當(dāng)時(shí)，其整體穩(wěn)定系數(shù)可按下列近似公式計(jì)算：1 工字形截面（含H型鋼）：雙軸對(duì)稱時(shí)： (3.5.1)單軸對(duì)稱時(shí)： (3.5.2)2 T形截面（彎矩作用在對(duì)稱軸平面，繞x軸）1) 彎矩使翼緣受壓時(shí)：雙角鋼T形截面： (3.5.3)部分T型鋼和兩板組合T形截面： (3.5.4)2) 彎矩使翼緣受拉且腹板寬厚比不大于時(shí)： (3.5.5) 按公式(3.5.1)至公式(3.5.5)所得的值大于0.6時(shí)，不需按公式(3.1.2)換算成值；當(dāng)按公式(3.5.1)和公式(3.5.2)算得的值大于1.0時(shí)，取1.0

21、。附錄4 軸心受壓構(gòu)件的穩(wěn)定系數(shù)附表4.1 a類截面軸心受壓構(gòu)件的穩(wěn)定系數(shù)012345678901020304050607080901001101201301401501601701801902002102202302402501.0000.9950.9810.9630.9410.9160.8830.8390.7830.7140.6380.5630.4940.4340.3830.3390.3020.2700.2430.2200.1990.1820.1660.1530.1410.1301.0000.9940.9790.9610.9390.9130.8790.8340.7760.7060.6300

22、.5550.4880.4290.3780.3350.2980.2670.2410.2180.1980.1800.1650.1520.1401.0000.9930.9770.9590.9370.9100.8750.8290.7700.6990.6220.5480.4810.4230.3730.3310.2950.2640.2380.2150.1960.1790.1640.1500.1391.0000.9920.9760.9570.9340.9070.8710.8240.7630.6910.6150.5410.4750.4180.3690.3270.2920.2620.2360.2130.1940

23、.1770.1620.1490.1380.9990.9910.9740.9550.9320.9040.8670.8180.7570.6840.6070.5340.4690.4120.3640.3230.2890.2590.2330.2110.1920.1750.1610.1480.1360.9990.9890.9720.9520.9290.9000.8630.8130.7500.6760.6000.5270.4630.4070.3600.3200.2850.2560.2310.2090.1900.1740.1590.1470.1350.9980.9880.9700.9500.9270.8970

24、.8580.8070.7430.6680.5920.5200.4570.4020.3560.3160.2820.2530.2290.2070.1890.1720.1580.1460.1340.9980.9860.9680.9480.9240.8940.8540.8010.7360.6610.5850.5140.4510.3970.3510.3120.2790.2510.2260.2050.1870.1710.1570.1440.1330.9970.9850.9660.9460.9210.8900.8490.7950.7280.6530.5770.5070.4450.3920.3470.3090

25、.2760.2480.2240.2030.1850.1690.1550.1430.1320.9960.9830.9640.9440.9190.8860.8440.7890.7210.6450.5700.5000.4400.3870.3430.3050.2730.2460.2220.2010.1830.1680.1540.1420.131注：見附表4.4注。附表4.2b類截面軸心受壓構(gòu)件的穩(wěn)定系數(shù)012345678901020304050607080901001101201301401501601701801902002102202302402501.0000.9920.9700.9360.89

26、90.8560.8070.7510.6880.6210.5550.4930.4370.3870.3450.3080.2760.2490.2250.2040.1860.1700.1560.1440.1330.1231.0000.9910.9670.9320.8950.8520.8020.7450.6810.6140.5490.4870.4320.3830.3410.3040.2730.2460.2230.2020.1840.1690.1550.1430.1321.0000.9890.9630.9290.8910.8470.7970.7390.6750.6080.5420.4810.4260.37

27、80.3370.3010.2700.2440.2200.2000.1830.1670.1540.1420.1310.9990.9870.9600.9250.8870.8420.7910.7320.6680.6010.5360.4750.4210.3740.3330.2980.2670.2410.2180.1980.1810.1660.1530.1410.1300.9990.9850.9570.9220.8820.8380.7860.7260.6610.5940.5290.4700.4160.3700.3290.2950.2650.2390.2160.1970.1800.1650.1510.14

28、00.1290.9980.9830.9530.9180.8780.8330.7800.7200.6550.5880.5230.4640.4110.3650.3260.2910.2620.2360.2140.1950.1780.1630.1500.1380.1280.9970.9810.9500.9140.8740.8280.7740.7140.6480.5810.5170.4580.4060.3610.3220.2880.2590.2340.2120.1930.1760.1620.1490.1370.1270.9960.9780.9460.9100.8700.8230.7690.7070.64

29、10.5750.5110.4530.4020.3570.3180.2850.2560.2320.2100.1910.1750.1600.1480.1360.1260.9950.9760.9430.9060.8650.8180.7630.7010.6350.5680.5050.4470.3970.3530.3150.2820.2540.2290.2080.1900.1730.1590.1460.1350.1250.9940.9730.9390.9030.8610.8130.7570.6940.6280.5610.4990.4420.3920.3490.3110.2790.2510.2270.20

30、60.1880.1720.1580.1450.1340.124注：見附表4.4注。附表4.3 c類截面軸心受壓構(gòu)件的穩(wěn)定系數(shù)012345678901020304050607080901001101201301401501601701801902002102202302402501.0000.9920.9660.9020.8390.7750.7090.6430.5780.5170.4630.4190.3790.3420.3090.2800.2540.2300.2100.1920.1760.1620.1500.1380.1280.1191.0000.9900.9590.8960.8330.7680

31、.7020.6360.5720.5110.4580.4150.3750.3390.3060.2770.2510.2280.2080.1900.1750.1610.1480.1370.1271.0000.9880.9530.8900.8260.7620.6950.6290.5660.5050.4540.4110.3710.3350.3030.2740.2490.2260.2060.1890.1730.1590.1470.1360.1260.9990.9860.9470.8840.8200.7550.6890.6230.5590.5000.4490.4070.3670.3320.3000.2710

32、.2460.2240.2050.1870.1720.1580.1460.1350.1250.9990.9830.9400.8770.8140.7480.6820.6160.5530.4940.4450.4030.3640.3280.2970.2690.2440.2220.2030.1860.1700.1570.1450.1340.1240.9980.9810.9340.8710.8070.7420.6760.6100.5470.4880.4410.3990.3600.3250.2490.2660.2420.2200.2010.1840.1690.1560.1440.1330.1240.9970

33、.9780.9280.8650.8010.7350.6690.6040.5410.4830.4360.3950.3560.3220.2910.2640.2390.2180.1990.1820.1680.1540.1430.1320.1230.9960.9760.9210.8580.7940.7290.6620.5970.5350.4770.4320.3910.3530.3190.2880.2610.2370.2160.1970.1810.1660.1530.1420.1310.1220.9950.9730.9150.8520.7880.7220.6560.5910.5290.4720.4280

34、.3870.3490.3150.2850.2580.2350.2140.1960.1790.1650.1520.1400.1300.1210.9930.9700.9090.8460.7810.7150.6490.5840.5230.4670.4230.3830.3460.3120.2820.2560.2330.2120.1940.1780.1630.1510.1390.1290.120注：見附表4.4注。附表4.4 d類截面軸心受壓構(gòu)件的穩(wěn)定系數(shù)012345678901020304050607080901001101201301401501601701801902001.0000.9840.9

35、370.8480.7660.6900.6180.5520.4930.4390.3940.3590.3280.2990.2720.2480.2270.2080.1910.1760.1621.0000.9810.9270.8400.7590.6830.6120.5460.4870.4340.3900.3560.3250.2960.2700.2460.2250.2060.1890.1740.9990.9780.9180.8310.7510.6750.6050.5400.4810.4290.3870.3530.3220.2930.2670.2440.2230.2040.1880.1730.9990.9

36、740.9090.8230.7430.6680.5980.5340.4760.4240.3830.3500.3190.2900.2650.2420.2210.2030.1860.1710.9980.9690.9000.8150.7350.6610.5910.5280.4700.4190.3800.3460.3160.2880.2620.2400.2190.2010.1840.1700.9960.9650.8910.8070.7280.6540.5850.5220.4650.4140.3760.3430.3130.2850.2600.2370.2170.1990.1830.1680.9940.9

37、600.8830.7990.7200.6460.5780.5160.4600.4100.3730.3400.3100.2820.2580.2350.2150.1970.1810.1670.9920.9550.8740.7900.7120.6390.5720.5100.4540.4050.3700.3370.3070.2800.2550.2330.2130.1960.1800.1660.9900.9490.8650.7820.7050.6320.5650.5040.4490.4010.3660.3340.3040.2770.2530.2310.2120.1940.1780.1640.9870.9

38、440.8570.7740.6970.6250.5590.4980.4440.3970.3630.3310.3010.2750.2510.2290.2100.1920.1770.163注：1 附表4.1至附表4.4中的值系按下列公式算得：當(dāng)時(shí)：當(dāng)時(shí)：式中，、為系數(shù)，根據(jù)截面的分類，按附表4.5采用。2 當(dāng)構(gòu)件的值超出附表4.1至附表4.4的范圍時(shí)，則值按注1所列的公式計(jì)算。附表4.5 系數(shù)、截面類型a類0.410.9860.152b類0.650.9650.300c類0.730.9060.5951.2160.302d類1.350.8680.9151.3750.432附錄5 各種截面回轉(zhuǎn)半徑的近似

39、值ix=0.30hiy=0.90biz=0.195hix=0.32hiy=0.28biz=0.09(b+h)ix=0.30hiy=0.215bix=0.32hiy=0.20bix=0.28hiy=0.24bix=0.30hiy=0.17bix=0.28hiy=0.21bix=0.21hiy=0.21biz=0.185hix=0.21hiy=0.21bix=0.45hiy=0.24bix=0.40hiy=0.21bix=0.45hiy=0.235bix=0.43hiy=0.43bix=0.39hiy=0.20bix=0.42hiy=0.22bix=0.43hiy=0.24bix=0.365hiy

40、=0.275bix=0.35hiy=0.56bix=0.39hiy=0.29bix=0.38hiy=0.60bix=0.38hiy=0.44bix=0.32hiy=0.58bix=0.32hiy=0.40bix=0.38hiy=0.21bix=0.44hiy=0.32bix=0.44hiy=0.38bix=0.37hiy=0.54bix=0.37hiy=0.45bix=0.40hiy=0.24bix=0.41hiy=0.29bix=0.32hiy=0.49bix=0.29hiy=0.50bix=0.29hiy=0.45bix=0.39hiy=0.53bix=0.28hiy=0.37bix=0.

41、29hiy=0.29bix=0.25diy=0.25dix=iy=0.175(D+d)ix=0.40h平iy=0.40b平ix=0.47hiy=0.40b附錄6 柱的計(jì)算長(zhǎng)度系數(shù)附表6.1 無(wú)側(cè)移框架柱的計(jì)算長(zhǎng)度系數(shù)K1K200.050.10.20.30.40.5123451000.050.10.20.30.40.512345101.0000.9900.9810.9640.9490.9350.9220.8750.8200.7910.7730.7600.7320.9900.9810.9710.9550.9400.9260.9140.8670.8140.7840.7660.7540.7260.9810.9710.9620.9460.9310.9180.9060.8600.8070.778