《框架結(jié)構(gòu)設(shè)計(jì)》word版

1、本科畢業(yè)生畢業(yè)論文（設(shè)計(jì)）承諾書(shū)本人按照畢業(yè)論文（設(shè)計(jì)）進(jìn)度計(jì)劃積極開(kāi)展實(shí)驗(yàn)（調(diào)查）研究活動(dòng)，實(shí)事求是地做好實(shí)驗(yàn)（調(diào)查）記錄，所呈交的畢業(yè)論文（設(shè)計(jì)）是我個(gè)人在導(dǎo)師指導(dǎo)下進(jìn)行的研究工作及取得的研究成果。據(jù)我所知，除文中特別加以標(biāo)注引用參考文獻(xiàn)資料外，論文（設(shè)計(jì)）中所有數(shù)據(jù)均為自己研究成果，不包含其他人已經(jīng)發(fā)表或撰寫(xiě)過(guò)的研究成果。與我一同工作的同志對(duì)本研究所做的工作已在論文中作了明確說(shuō)明并表示謝意。畢業(yè)論文（設(shè)計(jì)）作者簽名： 日期： 3：截面尺寸計(jì)算3.1：梁截面尺寸 3.11：橫向框架梁邊跨： h=()l=()7200=900600 取h=750 b=()l=()750=250350 取h=3

2、00 取bh=300750中跨(走道) bh=2504503.12：縱向框架梁 bh=2004003.13：次梁 bh=2004003.14：板厚 屋面板 ：90 樓板：80 3.2：柱截面尺寸： 由房屋總高度H=15.60m,抗震設(shè)防烈度為7度以及丙類(lèi)建筑，查表得房屋結(jié)構(gòu)的抗震等級(jí)為三級(jí)，基礎(chǔ)及框架柱采用C30的混凝土。柱截面尺寸的確定法，一般是先估算柱軸向力N，然后由軸壓比限制條件確定截面尺寸，由框架抗震等級(jí)為三級(jí)，查表得框架柱軸壓比限值N=0.9,對(duì)實(shí)驗(yàn)樓上部結(jié)構(gòu)重量可按每m3建筑面積為Pk=14kN/m2估算，則各層柱的截面尺寸如下：1）首層中柱 N=1.25PkF=1.2514(3.

3、6+1.5)6.04=2142kN =166.41032 取bh=4004002)二層（標(biāo)準(zhǔn)層）中柱：N=1.2514(3.6+1.5)63=1606kN =1241032取bh=4004003）首層邊柱 N=1.25143.664=1512kN =117.51032取bh=4004004)二層（標(biāo)準(zhǔn)層）邊柱 N=1.25143.663=113.4kN =88.11032本工程柱截面尺寸均取bh=4004004：荷載計(jì)算查建筑結(jié)構(gòu)荷載規(guī)范（GB20092001）得，實(shí)驗(yàn)室的樓面可變荷載標(biāo)準(zhǔn)值為2kN/,屋面可變荷載標(biāo)準(zhǔn)值為2kN/ (上人)，在計(jì)算地震作用時(shí)，樓面可變荷載組合標(biāo)準(zhǔn)值系數(shù)均取0.

4、7，屋面可變荷載組合值系數(shù)為0.7屋面荷載： 混凝土預(yù)制塊架空隔熱層： 1.3 kN/20厚1：3水泥砂漿找平層： 0.4 kN/水泥砂漿面層（含一布兩油防水層）: 0.5 kN/90厚現(xiàn)澆混凝土屋面板自重: 0.09×25=2.25 kN/20厚天棚抹灰： 0.02×17=0.34 kN/屋面永久荷載標(biāo)準(zhǔn)值： 4.79kN/ 屋面可變荷載標(biāo)準(zhǔn)值： 2 kN/樓面荷載：現(xiàn)澆水磨石面層（含找平層） 0.7 kN/80厚現(xiàn)澆鋼筋混凝土樓板： 0.08×25=2.0 kN/m220厚板天棚抹灰： 0.34 kN/樓面永久荷載標(biāo)準(zhǔn)值： 3.04 kN/樓面均布可變荷載標(biāo)準(zhǔn)

5、值： 2.0 kN/衛(wèi)生間、走廊、樓梯均布可變荷載標(biāo)準(zhǔn)值: 2.0 kN/雙面粉刷空心墻自重標(biāo)準(zhǔn)值： 3.1 kN/塑鋼窗自重標(biāo)準(zhǔn)值： 0.3 kN/ 荷載的匯集 表4-1 構(gòu)件計(jì)算公式荷載/kN四層（屋面）1/2層高=1.8m柱0.4×0.4×1.8×11×4×25316.8屋蓋17.6×60.2×4.795075梁（0.75-0.09）×0.3×（7.2-0.4-0.2）×25×2×11+（0.45-0.09）×0.25×（3.0-0.2）×

6、25×11+（0.40-0.09）×0.2×（6.0-0.4）+(6.0-0.25)×25×10×41492女兒墻0.6×(17.6+60.2)×2×3.1289墻（7.2-0.4-0.2）×（1.8-0.75）×15×3.1+（6.0-0.4）×(40-2)×（1.8-0.4）×3.1+（3.0-0.2）×(1.8-0.75)×2×3.1-3.3×（1.8-0.4）×10×2×

7、;（3.1-0.3）-1.2×1.4×（10+8）+(3.0-0.2)-1.8×（1.8-0.75）×2×（3.1-0.3）910可變荷載屋面可變荷載組合值系數(shù)=0.7（上人屋面）17.6×60.4×2×0.71488G4316.8+5075+1492+289+910+14889511三，二層層高=3.6m柱0.4×0.4×3.6×11×4×25633.6樓蓋17.6×60.2×3.043220.9梁（0.75-0.08）×0.3

8、15;（7.2-0.4-0.2）×25×2×11+（0.45-0.08）×0.25×（3.0-0.2）×25×11+（0.40-0.08）×0.2×（6.0-0.4）+(6.0-0.25)×25×10×41527墻（7.2-0.4-0.2）×（3.6-0.75）×15×3.1+（5.6-0.4）×(40-2)×（3.6-0.4）×3.1+（3.0-0.2）×(3.6-0.75)×2×3.

9、1-3.3×（3.6-0.4）×10×2×（3.1-0.3）-1.2×2.95×（10+8）+(3.0-0.3)-1.8×2.3×2×2.71958可變荷載樓面可變荷載的組合值系數(shù)=0.77.0×11.8×2×8×0.7+（5.8×7.0×4+2.8×60）×25×0.71503G3,G21503+1958+1527+3220.9+633.68842.9一層，1/2層高=2.1m柱0.4×0.4×

10、（2.1+1.8）×11×4×25686.4樓蓋17.6×60.2×3.043220.9梁（0.75-0.08）×0.3×（7.2-0.4-0.2）×25×2×11+（0.45-0.08）×0.25×（3.0-0.2）×25×11+（0.40-0.08）×0.2×（6.0-0.4）+(6.0-0.25)×25×10×41527墻（7.2-0.4-0.2）×（3.6-0.75）×15

11、15;3.1+（5.6-0.4）×(40-2)×（3.6-0.4）×3.1+（3.0-0.2）×(3.6-0.75)×2×3.1-3.3×（3.6-0.4）×10×2×（3.1-0.3）-1.2×2.95×（10+8）+(3.0-0.3)-1.8×2.3×2×2.72718可變荷載樓面可變荷載組合系數(shù)=0.57.0×11.8×2×8×0.7+(5.8×7.0×4+2.8×60)

12、×0.7×251503G11503+2718+1527+3220.9+686.49655GiG1+G2+G3+G436912各質(zhì)點(diǎn)的Gi見(jiàn)下圖4-2 5：框架橫向剛度計(jì)算采用D值法計(jì)算框架剛度，其中先交框架的慣性矩：中間框架取I=2I0邊框取I=1.5Io,混凝土的彈性模量;C30為Ec=30kN/2，計(jì)算結(jié)果列于表1-2 結(jié)構(gòu)基本自重周期計(jì)算：結(jié)構(gòu)基本自重周期采用能量法計(jì)算，并考慮非承重充墻的剛度影響，取折減系數(shù)=0.6T1=2=2=0.52s表5-1梁的線(xiàn)剛度的計(jì)算類(lèi)別混凝土強(qiáng)度等級(jí)截面跨度矩形截面慣性矩邊框架中框架b×h/m2l/m2I0(×10-

13、3)/m4I(×10-3)/m4Ib=EcI/l(×104)/kNI(×103)/m4Ic=EcI/l(×104)/ kN大梁C300.30.757.010.5415.816.7821.089.03走道梁C300.250.453.21.902.852.673.803.56表5-2柱的線(xiàn)剛度的計(jì)算層號(hào)混凝土強(qiáng)度等級(jí)截面跨度慣性矩線(xiàn)剛度=（一般層）bh/m2H/mI0(10-3)/m4Ic=EcI/H(104)/kN=（首層）（首層）邊框架邊柱4C300.40.43.62.131.78=3.81=0.6610.883，2C300.40.43.62.131.7

14、8=3.81=0.6610.881C300.40.44.22.131.52=4.46=0.777.96邊框架中柱 中框架邊柱 4C300.40.43.62.131.785.310.7312.033，2C300.40.43.62.131.785.310.7312.031C300.40.44.22.131.526.220.828.48 中框架中柱 4C300.40.43.62.131.785.070.7211.873，2C300.40.43.62.131.785.070.7211.871C300.40.44.22.131.525.940.707.24 框架總剛度 4C300.40.43.62.13

15、1.787.070.7812.863，2C300.40.43.62.131.787.070.7812.861C300.40.44.22.131.528.280.858.79 層號(hào)D(×103)/KN/mD(×105)/KN/m-1中框架邊柱Z中框架中柱Z邊框架邊柱Z邊框架中柱Z4，3，21811.87=213.661812.86=231410.88=43.52412.03=48.125.341187.24=130.22188.79=158.2247.96=31.8448.48=33.923.54 表5-3用能量法計(jì)算結(jié)構(gòu)基本自震周期層號(hào)Gi/kNDi(105)/(kN)Gi

16、Gi495715.340.0179230.2077201988.08412.97388435.340.0344830.1897971678.38318.55288435.340.0510430.1553141373.44213.31196553.540.1042710.1042711006.73104.97369120.2077206046.641049.80 :多遇地震影響時(shí)的橫向水平地震作用。 主體結(jié)構(gòu)的總高度為15.0m,且樓底的質(zhì)量和剛度沿高度分布較均勻?？刹捎玫撞考袅Ψㄓ?jì)算水平地震作用。 查表，由設(shè)計(jì)地震分組為第二組及類(lèi)場(chǎng)地可得，特征周期Tg=0.55s,則0.52=T1Tg=1.4

17、s=0.77s 故不考慮頂部附加水平地震作用,查表得，多遇地震時(shí)水平地震影響系數(shù)最大值,由0.1<T1<Tg,水平地震影響系數(shù)為 則多遇地震時(shí)水平地震作用標(biāo)準(zhǔn)值Fek=kN=2510kN 各質(zhì)點(diǎn)的水平地震作用標(biāo)準(zhǔn)值Fi為 = ：樓層地震剪力標(biāo)準(zhǔn)值 :軸框架樓層地震剪力標(biāo)準(zhǔn)值表5-4多遇地震影響時(shí)橫向水平地震作用下Fi及樓層地震剪力標(biāo)準(zhǔn)值Vi層號(hào)Gi/kNHi/mGiHi/kNVi=/kND6i/(kN)Di/(kN) 4957115.01435651018101849.4653494.303884311.4100810715173349.46534160.31288437.8689

18、75489222249.46534205.81196554.240551288251032.06354227.32369123539012510 (a)橫向水平地震作用Fi (b)樓層地震剪力標(biāo)準(zhǔn)值Vi(V6i)（kN） (7)：橫向水平風(fēng)荷載計(jì)算（軸框架）由題知，基本風(fēng)壓=0.60kN/m2H=3.64+0.6+0.6=15.6m<30m故,=0.8+0.5=1.3則=1.01.30.6kN/m2=0.78kN/m2風(fēng)壓高度變化系數(shù)的取值（地面粗糙度為C類(lèi)）。見(jiàn)表1-7各節(jié)點(diǎn)處（各標(biāo)高處）的集中水平荷載為=4.5(hi+hi+1)/2=2.25(hi+hi+1)計(jì)算過(guò)程如下：表5-5水

19、平集中風(fēng)荷載計(jì)算層號(hào)H/mZ/m/(kN=2.25(hi+hi+1) /kN女兒墻0.615.643.615.00.740.5785.4633.611.40.740.5789.3623.67.80.740.5789.3614.24.20.620.507風(fēng)荷載分布圖1-8 6：內(nèi)力計(jì)算及內(nèi)力組合：6.1內(nèi)力計(jì)算6.11 軸橫向框架梁上豎向荷載因?yàn)閘1/l2=6.0/2.4=2.5,樓板可近似的按單向板計(jì)算分析。梁的自重及橫隔墻的自重近似按均布荷載考慮（表1-9） 表6-1豎向荷載匯總荷載計(jì)算公式荷載四層（屋面）永久荷載Pk14（4.792.4+0.20.3125）6.078.276kNPk04（

20、4.791.2+0.20.3125+0.63.1）6.052.074 kNMPK040.1 Pk045.207 kNPk24（4.792.7+0.20.3125）6.0-4.791.51.576.12 kNMPK240.1 Pk247.612 kNPk140.30（0.75-0.09）254.95 kN-1Pk24(min)0.25（0.45-0.09）252.25 kN-1Pk24(max)4.791.5+2.259.44 kN-1可變荷載QK140.76.02.410.08 kNQK040.7QK147.056 kNMQK040.1QK040.71 kN QK240.702.76.0-0.

21、71.51.59.76 kNMQK240.1QK240.98 kNqk24(min)0.00 kN-1qk24(max)0.71.51.05 kN-1一三層（i=13）永久荷載Pk1i（3.042.4+0.20.3225）6.053.38 kNPk0i（3.041.2+0.20.3225+3.23.1）6.0-3.041.51.5-1.22.85（3.1-0.3）61.44 kNMPK0i0.1Pk0i6.14 kNPk2i（3.042.7+0.20.3125+3.23.1）6.0-3.041.51.5-1.22.85（3.1-0.3）101.62 kNMPK2i0.1Pk2i10.16 kN

22、Pk1i0.30（0.75-0.08）25+3.1（3.6-0.75）13.86 kN-1Pk2i(min)0.25（0.45-0.08）252.31 kN-1Pk2i(max)2.31+3.041.56.87 kN-1可變荷載QK1i26.02.428.8 kNQK0i0.5QK1414.4 kNMQK0i0.1QK0i1.44 kNQK2i（21.2+2.51.5）6.0-2.51.51.531.28 kNMQK2i0.1QK2i3.13 kNqk2i(min)0.00 kN-1qk2i(max)2.51.53.75 kN-1豎向荷載（包括永久荷載與可變荷載）作用下軸框架梁的計(jì)算簡(jiǎn)圖如圖6

23、-26.12：永久荷載作用下的內(nèi)力計(jì)算：內(nèi)力計(jì)算采用彎矩二次分配法，軸框架的內(nèi)力計(jì)算詳見(jiàn)圖6-1，永久荷載作用下的框架內(nèi)力圖如圖6-26.13：可變荷載作用下的內(nèi)力計(jì)算：可變荷載作用下的計(jì)算詳見(jiàn)圖6-3所示，內(nèi)力計(jì)算采用彎矩二次分配法。 圖6-1橫向框架梁上荷載示意圖圖6-2為永久荷載作用框架內(nèi)力計(jì)算圖(a)永久荷載彎矩圖 （b）永久荷載剪力圖 （c）永久荷載軸力圖圖6-3為可變荷載作用框架內(nèi)力計(jì)算圖 剪力圖 軸力圖(a)彎矩圖6.14:橫向水平地震作用下的內(nèi)力計(jì)算：表6-1 D值法計(jì)算橫向水平地震作用下的柱內(nèi)力層h/mV6i/kN左（右）邊柱D/Vij/kNy43.694.3049.4611

24、.870.2422.635.070.4544.8136.6633.6160.5149.4611.870.2438.525.070.5069.3469.3423.6205.8149.4611.870.2449.395.070.5088.9088.9014.2227.3232.067.240.2352.285.940.5598.81120.77中間柱43.694.3049.4612.860.2624.527.070.4548.5539.2233.6160.5149.4612.860.2641.737.070.5075.1175.1123.6205.8149.4612.860.2653.517.07

25、0.5096.3296.3214.2227.3232.068.790.2761.388.280.55116.01141.79注：1:柱反彎點(diǎn)的高度比y近似取用標(biāo)準(zhǔn)反彎點(diǎn)的高度比y02：M使桿端逆時(shí)針轉(zhuǎn)動(dòng)為+梁端水平地震作用彎矩標(biāo)準(zhǔn)值 層號(hào)邊柱處中柱處444.81-44.8148.550.72-34.910.28-13.593106.00-106.00114.330.72-82.220.28-32.012158.24-158.24171.430.72-123.330.28-48.001187.71-187.71212.330.72-152.880.28-59.45 (a)左邊地震作用下框架的彎矩

26、圖與軸力圖 (b)右邊地震作用下框架的彎矩圖與軸力圖6.15:橫向水平風(fēng)荷載作用下的內(nèi)力計(jì)算（采用D值法） D值法計(jì)算橫向水平地震作用下的柱內(nèi)力層h/mV6i/kN左（右）邊柱D/Vij/kNy43.65.4649.4611.870.241.315.070.452.592.1233.614.8249.4611.870.243.565.070.456.416.4123.624.1849.4611.870.245.805.070.5010.4410.4414.233.0832.067.240.237.615.940.5511.2313.72中間柱43.65.4649.4612.860.261.42

27、7.070.452.812.3033.641.8249.4612.860.263.857.070.506.936.9323.624.1849.4612.860.266.297.070.5011.3211.3214.233.0832.068.790.278.938.280.5516.8820.63注：1、柱反彎點(diǎn)的高度比y近似取用標(biāo)準(zhǔn)反彎點(diǎn)的高度比y02、M使桿端逆時(shí)針轉(zhuǎn)動(dòng)為+梁端水平風(fēng)荷載作用彎矩標(biāo)準(zhǔn)值層號(hào)邊柱處中柱處42.59-2.592.810.72-2.080.28-0.7938.53-8.539.230.72-6.650.28-2.58216.85-16.8518.250.72-13.

28、140.28-5.11121.67-21.6728.200.72-20.300.28-7.90（a）左風(fēng)荷載作用下框架彎矩圖與軸力圖（b）右風(fēng)荷載作用下框架彎矩圖與軸力圖6.2 現(xiàn)澆框架梁梁和柱的內(nèi)力組合現(xiàn)澆框架梁的內(nèi)力組合表地震作用1.3Ek效應(yīng)值（9）244.02-63.25198.74-63.2522.6477.29-51.5277.29-51.520.00風(fēng) 荷 載0.9×1.4Wk效應(yīng)值（8）27.30-7.5525.58-7.550.869.95-6.649.95-6.640.001. 4Wk效應(yīng)值（7）30.34-8.3928.43-8.390.9611.06-7.37

29、11.06-7.370.00可 變 荷 載1.2×0.5Lk效應(yīng)值（6）-8.2016.7611.12-17.8022.13-4.561.84.56-1.8-2.580.9×1.4LK效應(yīng)值（5）-17.2335.2023.35-37.3846.48-9.593.789.59-3.78-5.421.4Lk效應(yīng)值（4）-19.1439.1025.94-41.5451.65-10.654.210.65-4.2-6.02永 久 荷 載1.35Gk效應(yīng)值（3）-76.1190.73102.49-100.1777.88-38.889.9238.38-9.92-28.741.2Gk效應(yīng)

30、值（2）-67.6680.6591.104-89.0469.23-34.128.8234.12-8.82-25.551.0Gk效應(yīng)值（1）-56.3867.2175.92-74.2057.69-28.437.3528.43-7.35-21.29荷載效應(yīng)種類(lèi)M/（kN·m）V/kNM/（kN·m）V/kNM/（kN·m）M/（kN·m）V/kNM/（kN·m）V/kNM/（kN·m）截面梁端G(G)梁端H(H)跨中梁端H梁端H跨中桿件底層梁GH(GH)底層梁HH內(nèi)力組合1.0Gk-1.3Ek+1.2×0.5×Lk14

31、（1）+（6）-（9）-308.60147.22-111.70-28.7557.18×1.1=62.90-110.2860.67-44.3042.37-23.87×1.1=-26.261.0Gk+1.3Ek+1.2×0.5×Lk13（1）+（6）+（9）179.4420.72285.78-155.25102.64×1.1=112.9044.30-42.37110.28-60.67-23.87×1.1=-26.261.2Gk-1.3Ek+1.2×0.5×Lk12（2）+（6）-（9）-319.88160.66-96.

32、52-43.5968.72×1.1=75.59-115.9762.14-38.6140.90-28.13×1.1=-30.941.2Gk+1.3Ek+1.2×0.5×Lk11（2）+（6）+（9）168.1634.16300.96-170.09114.0×1.1=125.4038.61-40.90115.97-62.14-28.13×1.1=-30.941.0Gk+0.9×1.4(Lk-Wk)10（1）+（5）-（8）-100.91109.9673.69-104.03103.31×1.1=113.64-47.971

33、7.7728.07-4.49-26.71×1.1=-29.381.0Gk+0.9×1.4(Lk+Wk)9（1）+（5）+（8）-46.3194.86124.85-119.13105.03×1.1=115.53-28.074.4947.97-17.77-26.71×1.1=-29.381.2Gk+0.9×1.4(Lk-Wk)8（2）+（5）-（8）-112.19123.4088.87-118.87114.85×1.1=126.34-53.6619.2433.76-5.76-30.97×1.1=-34.071.2Gk+0.9&#

34、215;1.4(Lk+Wk)7（2）+（5）+（8）-57.59108.33140.03-133.97116.57×1.1=128.23-33.765.9653.66-19.24-30.97×1.1=-34.071.0Gk-1.4Wk6（1）-（7）-86.7275.647.5-65.8156.73×1.1=62.40-39.4914.7217.370.02-21.29×1.1=-23.421.0Gk+1.4Wk5（1）+（7）-26.0458.82104.34-82.5958.65×1.1=64.52-17.37-0.0239.49-14.7

35、2-21.29×1.1=-23.421.2Gk-1.4Wk4（2）-（7）-98.0089.0462.68-80.6568.27×1.1=75.10-45.1816.1923.06-1.45-25.55×1.1=-28.111.2Gk+1.4Wk3（2）+（7）-37.3272.26119.52-97.4370.19×1.1=77.21-23.061.4545.18-16.19-25.55×1.1=-28.111.0Gk+1.4Lk2（1）+（4）-75.52106.31101.86-115.74109.34×1.1=120.27-3

36、9.0811.5539.08-11.55-27.31×1.1=-30.041.35Gk+1.4Lk1（3）+（4）-92.25129.83128.43-141.71129.53×1.1=142.48-49.0314.1249.03-14.12-34.76×1.1=-38.24荷載效應(yīng)種類(lèi)M/（kN·m）V/kNM/（kN·m）V/kNM/（kN·m）M/（kN·m）V/（kNM/（kN·m）V/（kNM/（kN·m）截面梁端G(G)梁端H(H)跨中梁端H梁端H跨中桿件底層梁GH(GH”)底層梁HH現(xiàn)澆框架

37、柱的內(nèi)力組合表地震作用1.3Ek效應(yīng)值（9）-128.45-165.36-19.30-157.00-165.36-79.30-150.8141.28-93.09-184.3341.28-93.09風(fēng) 荷 載0.9×1.4Ek效應(yīng)值（8）-14.15-16.52-8.73-17.29-16.52-8.73-21.273.6513.13-25.993.6513.131. 4Wk效應(yīng)值（7）-15.72-18.35-9.70-19.21-18.35-9.70-23.634.0614.58-28.884.0614.58可 變 荷 載1.2×0.5Lk效應(yīng)值（6）4.24-86.38

38、1.762.12-86.381.76-3.86-127.60-1.61-1.93-127.60-1.610.9×1.4Lk效應(yīng)值（5）8.90-181.403.704.45-181.403.70-8.10-267.96-3.38-4.06-267.96-3.381.4Lk效應(yīng)值（4）9.88-201.564.124.94-201.564.12-9.00-297.74-3.75-4.51-297.74-3.75永 久 荷 載1.35Gk效應(yīng)值（3）39.33-760.1416.3919.67-779.5216.39-36.02-841.47-15.01-18.01-860.91-15.

39、011.2Gk效應(yīng)值（2）34.96-675.6814.5717.48-692.9014.57-32.02-747.97-13.34-16.01-765.25-13.341.0Gk效應(yīng)值（1）29.13-563.0712.1414.57-577.4212.14-26.68-623.31-11.12-13.34-637.71-11.21荷載效應(yīng)種類(lèi)M/（kN·m）N/kNV/kNM/（kN·m）N/kNV/kNM/（kN·m）N/kNV/kNM/（kN·m）N/kNV/kN截面柱端G(G)柱 端J(J)柱 端H(H)柱 端K(K)桿件底層梁GJ（GJ）底層

40、梁HK（HK內(nèi)力組合1.0Gk-1.3Ek+1.2×0.5×Lk14（1）+（6）-（9）161.82-484.0993.20173.69-498.4493.20120.27-792.1980.36169.06-806.5980.361.0Gk+1.3Ek+1.2×0.5×Lk13（1）+（6）+（9）-95.08-814.81-65.40-140.31-829.16-65.40-181.35-709.63-105.82-199.60-724.03-105.821.2Gk-1.3Ek+1.2×0.5×Lk12（2）+（6）-（9）16

41、7.65-595.7095.63176.60-613.9295.63114.93-916.8578.14166.39-934.1378.141.2Gk+1.3Ek+1.2×0.5×Lk11（2）+（6）+（9）-89.25-927.42-62.97-137.40-944.64-62.97-186.69-834.29-108.08-202.27-851.57-108.081.0Gk+0.9×1.4(Lk-Wk)10（1）+（5）-（8）52.18-727.9524.5736.31-742.3024.57-13.51-894.92-27.638.59-909.32-2

42、7.631.0Gk+0.9×1.4(Lk+Wk)9（1）+（5）+（8）23.88-760.997.111.73-755.347.11-56.05-887.62-1.37-43.39-902.02-1.371.2Gk+0.9×1.4(Lk-Wk)8（2）+（5）-（8）58.01-840.5627.0039.22-857.7827.00-18.86-1019.58-29.855.92-1036.86-29.851.2Gk+0.9×1.4(Lk+Wk)7（2）+（5）+（8）29.71-873.609.544.64-890.829.54-61.04-1012.28-

43、3.59-46.06-1029.56-3.591.0Gk-1.4Wk6（1）-（7）44.85-544.7221.8433.78-559.0721.84-3.05-627.37-28.7815.54-641.77-25.701.0Gk+1.4Wk5（1）+（7）13.41-581.422.44-4.64-595.772.44-50.31-619.253.38-42.22-633.653.461.2Gk-1.4Wk4（2）-（7）5.68-657.3324.2736.69-674.5524.27-8.39-752.03-27.9212.87-769.31-27.921.2Gk+1.4Wk3（2）

44、+（7）19.24-694.034.87-1.73-711.254.87-55.65-743.911.24-44.89-761.191.241.0Gk+1.4Lk2（1）+（4）39.01-764.6318.2619.51-778.9818.26-35.68-921.05-14.87-17.85-935.45-14.871.35Gk+1.4Lk1（3）+（4）49.21-961.7020.5124.61-981.0820.51-45.02-1139.21-18.76-22.52-1158.65-18.76荷載效應(yīng)種類(lèi)M/kN·mN/kNV/kNM/Kn·mN/kNV/kNM

45、/Kn·mN/kNV/kNM/Kn·mN/kNV/kN截面柱端G（G）柱端J（J）柱端H（H）柱端K（K）桿件底層柱GJ(GJ)底層柱HK(HK)地震作用1.3Ek效應(yīng)值（9）-115.57-102.10-64.21-115.57-102.10-64.21-125.2226.33-69.56-125.2226.33-69.56風(fēng) 荷 載0.9×1.4Ek效應(yīng)值（8）-13.15-8.96-7.31-13.15-8.96-7.31-14.262.27-7.92-14.262.27-7.921. 4Wk效應(yīng)值（7）-14.62-9.95-8.12-14.62-9.95

46、-8.12-15.852.52-8.80-15.852.52-8.80可 變 荷 載1.2×0.5Lk效應(yīng)值（6）6.53-60.983.736.89-60.983.73-5.92-89.23-3.37-6.20-89.23-3.370.9×1.4Lk效應(yīng)值（5）13.71-128.077.8214.46-128.077.82-12.44-187.39-7.07-13.03-187.39-7.071.4Lk效應(yīng)值（4）15.23-142.308.6916.07-142.308.69-13.82-208.21-7.85-14.48-208.21-7.85永 久 荷 載1.35Gk效應(yīng)值（3）60.71-567.0334.6764.10-586.4734.67-55.23-641.17-31.41-57.87-659.31-31.411.2Gk效應(yīng)值（2）53.96-504.0230.8256.98-521.3030.82-49.10-569.93-27.92-51.44-586.06-27.921.0Gk效應(yīng)值（1）44.97-420.0225.6847.48-434.4225.68-4