東南大學(xué)畢業(yè)設(shè)計PAGE66-六活荷載內(nèi)力計算（屋面布活荷載）一、活荷載計算1．屋面框架梁線荷載標(biāo)準(zhǔn)值q5DE=2.0×4.2=8.4kN/mq5CD=2.0×4.2=8.4kN/mq5BC=2.0×4.2=8.4kN/m2．樓面框架梁線荷載標(biāo)準(zhǔn)值qDE=2.0×4.2=8.4kN/mqCD=2.0×4.2=8.4kN/mqBC=2.0×4.2=8.4kN/m3．屋面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值B、C、D、E軸線縱向框架梁傳來的活荷載4.22×2.0/2=17.64kN橫向次梁CD/DE傳來的活荷載(1-2×0.292+0.293)×2.0×4.2×7.2/2=25.89kN橫向次梁BC傳來的活荷載(1-2×0.292+0.293)×2.0×4.2×5.4/2=19.42kN縱向次梁傳來的活荷載2.0×8.4×1.8/2=15.12kN則頂層邊節(jié)點(diǎn)A集中荷載為：Q5A=15.12KN頂層邊節(jié)點(diǎn)E集中荷載為：Q5E=43.53KN頂層中節(jié)點(diǎn)B集中荷載為：Q5B=52.18kN頂層中節(jié)點(diǎn)C集中荷載為：Q5C=80.59kN頂層中節(jié)點(diǎn)D集中荷載為：Q5D=87.06kN4．樓面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值B、C、D、E軸線縱向框架梁傳來的活荷載4.22×2.0/2=17.64kN橫向次梁CD/DE傳來的活荷載(1-2×0.292+0.293)×2.0×4.2×7.2/2=25.89kN橫向次梁BC傳來的活荷載(1-2×0.292+0.293)×2.0×4.2×5.4/2=19.42kN縱向次梁傳來的活荷載2.0×8.4×1.8/2=15.12kN則頂層邊節(jié)點(diǎn)A集中荷載為：QA=15.12KN頂層邊節(jié)點(diǎn)E集中荷載為：QE=43.53KN頂層中節(jié)點(diǎn)B集中荷載為：QB=52.18kN頂層中節(jié)點(diǎn)C集中荷載為：QC=80.59kN頂層中節(jié)點(diǎn)D集中荷載為：QD=87.06kN二活荷載作用下內(nèi)力計算1．計算簡圖2．固端彎矩計算將AB跨懸挑上的力化作一個集中力和一個彎矩作用于B上。頂層ED跨頂層DC跨頂層CB跨中間層ED跨中間層DC跨中間層CB跨3．分層計算彎矩1）頂層內(nèi)力計算過程如下（單位：kN?m）1-51-22-12-62-33-23-73-44-34-80.3760.6240.3010.3980.3010.3890.4850.1260.350.6527.22-3131-3131-17.4417.4411.6619.349.67-1.46-2.91-3.85-2.91-1.46-2.36-4.71-5.87-1.52-0.761.853.696.85-0.36-0.72-0.88-0.23-0.120.410.821.080.820.410.390.660.33-0.05-0.1-0.13-0.1-0.05-0.07-0.14-0.17-0.05-0.030.050.112.05-12.138.81-2.9-35.9824.33-6.92-17.3920.276.95M圖如下（單位：kN?m）2）中間層內(nèi)力計算過程見下頁（單位：kN?m）5-15-95-66-56-26-106-77-67-37-117-88-78-48-120.2730.2730.4540.2220.2780.2780.2220.2620.3270.3270.0840.2120.3940.39427.22-3131-3131-17.4417.448.468.4614.077.04-0.78-1.56-1.96-1.96-1.56-0.78-1.68-3.35-4.18-4.18-1.07-0.541.12.194.074.07-0.15-0.29-0.36-0.36-0.09-0.050.210.410.510.510.410.210.160.160.268.628.62-17.236.89-1.45-1.45-33.9826.79-4.54-4.54-17.519.044.074.07M圖如下（單位：kN?m）3）底層內(nèi)力計算過程如下（單位：kN?m）5-15-95-66-56-26-106-77-67-37-117-88-78-48-120.2920.2230.4850.2380.2970.2270.2380.2840.3540.270.0920.2340.4350.33127.22-3131-3131-17.4417.449.056.9115.047.52-0.9-1.79-2.23-1.71-1.79-0.9-1.8-3.6-4.48-3.42-1.16-0.581.212.424.513.43-0.17-0.34-0.43-0.33-0.11-0.060.240.470.590.450.470.240.190.150.320.16-0.02-0.04-0.05-0.04-0.04-0.02-0.03-0.06-0.08-0.06-0.02-0.010.020.030.029.247.06-16.3237.32-1.69-1.3-34.3626.32-4.99-3.81-17.519.234.543.45M圖見下頁（單位：kN?m）4．不平衡彎矩分配計算過程如下（單位：kN?m），方框內(nèi)為原不平衡彎矩左梁上柱下柱右梁0.140.59-0.481.792.87-1.8-0.28-0.480.14-0.78-1.510.190.481.364.022.140.32-0.97-0.571-2.31-1.06-0.782.320.870.992.87-3.1-0.08-0.480.32-0.26-1.510.32-0.091.362.871.30.21-0.48-0.210.79-1.51-0.52-0.581.360.291.32.87-2.6-0.21-0.480.21-0.52-1.510.250.291.362.871.250.23-0.48-0.190.83-1.51-0.47-0.611.360.231.463.08-2.7-0.27-0.560.23-0.62-1.660.270.381.512.872.030.11-0.48-0.340.43-1.51-0.98-0.321.360.77-0.6-1.40.110.110.410.14-0.45不平衡彎矩調(diào)整之后即可得出活荷載作用下框架彎矩圖，見下頁（單位：kN?m，括號內(nèi)為調(diào)幅后的彎矩值）M圖（單位：kN?m）5．跨中彎矩計算因為樓面活載是按滿布計算的，故跨中彎矩應(yīng)乘以1.2進(jìn)行放大。6．剪力計算7．軸力計算框架結(jié)構(gòu)的剪力力圖和軸力力圖如下（單單位：kN）V圖（單位：kNN）N圖（單位位：kN）8．彎矩調(diào)幅邊跨：端部彎矩矩值乘以0.85，跨中彎彎矩值乘以以1.2中跨：端部彎矩矩值乘以0.85，跨中彎彎矩值乘以以0.9將調(diào)幅后的彎矩矩值表于框框架彎矩圖圖的（）內(nèi)內(nèi)9．梁端柱邊剪力與與彎矩V(kN)M(kN?m)17.82-24.7222.76-19.7213.2-14.2215.12-7.6531.39-29.1518.41-13.4316.72-23.4418.95-23.5922.06-20.4213.48-13.9415.12-12.4629.81-27.3620.66-13.4615.56-23.4418.9-23.6422.1-20.3813.46-13.9615.12-12.4829.8-27.