某4層行政樓的框架結(jié)構(gòu)的豎向荷載計算過程案例目錄TOC\o"1-3"\h\u23808某4層行政樓的框架結(jié)構(gòu)的豎向荷載計算過程案例 ⑵.樓面板傳荷載：恒載：{6.025kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×1.8m}×2=17.673KN/m活載：{2.5kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×1.8m}×2=7.333KN/m樓面梁自重：=3.656KN/m所以，CD軸間框架梁均布荷載為：屋面梁：恒載=屋面梁自重+板傳荷載3.656KN/m+22.217KN/m=25.873KN/m活載=板傳荷載=1.467KN/m樓面梁：恒載=樓面梁自重+板傳荷載3.656KN/m+17.673KN/m=21.329KN/m活載=板傳荷載=7.333KN/m（二）柱1.A軸柱縱向集中荷載的計算①頂層柱：女兒墻本身的重量：0.2m×1m×8kN/m3+(0.20m+0.6m×2)×0.5kN/m2=2.3kN/m頂層柱恒荷載=女兒墻自重+梁自重+板傳荷載2.3kN/m×(3.6+3.6)m+3.656kN/m×(7.2-0.5)m+2.425kN/m×(6/2)m+(7.574kN/m2×5/8×3m×1.8m)×2+7.574kN/m2×[1-2(1.8/6)2+(1.8/6)3]×1.8m×3m×2=168.739kN頂層柱活荷載=板傳荷載(0.5kN/m2×5/8×3.6m×1.8m)×2+0.5/m2×[1-2×(1.8/6)2+(1.8/6)3]×1.8m×3m×2=8.624KN②標準層柱：二至三樓柱恒載值=墻自重+梁自重+板傳荷載6.190kN/m×(7.2-0.5)m+3.656kN/m×(7.2-0.5)+2.425kN/m×(6÷2)+6.025kN/m2×5/8×3.6m×1.8m×2+6.025kN/m2×[1-2×(1.8/6)2+(1.8/6)3]×2×3.6m×1.8m=128.743KN二至三樓柱活載=板傳活載2.5kN/m2×5/8×3.6m×1.8m×2+2.5kN/m2×[1-2×(1.8/6)2+(1.8/6)3]×2×3m×1.8m=43.119KN③基礎(chǔ)頂面恒載=底層外縱墻自重+基礎(chǔ)梁自重7.007kN/m×(3.6+3.6-0.5)m+2.000kN/m×(3.6+3.6-0.5)=60.347KN2.B軸柱縱向集中荷載計算①頂層柱：頂層柱恒荷載=梁自重+板傳荷載2.425kN/m×(3.6+3.9)+3.656kN/m×(3.6×2-0.5)+7.574kN/m2×5/8×1.8m×2×3.6m+7.574kN/m2×[1-2×(1.8/6)2+(1.8/6)3]×2×3.6m×1.8m+7.574kN/m2×0.9m×7.2m=236.252KN頂層柱活荷載=板傳荷載0.5kN/m2×5/8×1.8m×2×3.6m+0.5kN/m2×[1-2×(1.8/6)2+(1.8/6)3]×2×3.6m×1.8m+0.5kN/m2×0.9m×7.2m=12.779KN②標準層柱：二至三樓柱恒載=梁自重+板傳荷載3.656kN/m×(3.6×2-0.5)+2.425kN/m×(3.6+3.9)+6.025kN/m2×5/8×1.8m×2×3.6m+6.025kN/m2×[1-2×(1.8/6)2+(1.8/6)3]×2×3.6m×1.8m+6.025kN/m2×0.9m×7.2m=196.664KN二至三樓柱活載=板傳活載2.5kN/m2×5/8×1.8m×2×3.6m+2.5kN/m2×[1-2×(1.8/6)2+(1.8/6)3]×2×3.6m×1.8m+2.5kN/m2×0.9m×7.2m=63.893KN③基礎(chǔ)頂面恒載=基礎(chǔ)梁自重2.000kN/m×(3.6+3.6-0.5)=13.400KN3.C軸柱縱向集中荷載計算①頂層柱：頂層柱恒載=梁自重+板傳荷載2.425kN/m×(3.6+3.9)+3.656kN/m×(3.6×2-0.5)+7.574kN/m2×5/8×1.8m×2×3.6m+7.574kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×2×3.6m×1.8m+7.574kN/m2×0.9m×7.2m=233.093KN頂層柱活荷載=板傳荷載0.5kN/m2×5/8×1.8m×2×3.6m+0.5kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×2×3.6m×1.8m+0.5kN/m2×0.9m×7.2m=12.570KN②標準層柱：二至三樓柱恒載=梁自重+板傳荷載3.656kN/m×(3.6×2-0.5)+2.425kN/m×(3.6+3.9)+6.025kN/m2×5/8×1.8m×2×3.6m+6.025kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×2×3.6m×1.8m+6.025kN/m2×0.9m×7.2m=194.151KN二至三樓柱活載=板傳活載2.5kN/m2×5/8×1.8m×2×3.6m+2.5kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×2×3.6m×1.8m+2.5kN/m2×0.9m×7.2m=62.85KN③基礎(chǔ)頂面恒載=基礎(chǔ)梁自重2.000kN/m×(3.6+3.6-0.5)=13.400KND軸柱縱向集中荷載計算①頂層柱：女兒墻本身的重量：0.2m×1m×8kN/m3+(0.20m+0.6m×2)×0.5kN/m2=2.3kN/m頂層柱恒荷載=女兒墻自重+梁自重+板傳荷載2.3kN/m×(3.6+3.6)m+3.656kN/m×(7.2-0.5)m+2.425kN/m×(5.4/2)m+(7.574kN/m2×5/8×2.7m×1.8m)×2+7.574kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×1.8m×2.7m×2=153.601KN頂層柱活荷載=板傳荷載(0.5kN/m2×5/8×3.6m×1.8m)×2+0.5/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×1.8m×2.7m×2=8.010KN②標準層柱：二至三樓柱恒載值=墻自重+梁自重+板傳荷載6.190kN/m×(7.2-0.5)m+3.656kN/m×(7.2-0.5)+2.425kN/m×(5.4/2)+6.025kN/m2×5/8×2.7m×1.8m×2+6.025kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×2×2.7m×1.8m=156.836KN二至三樓柱活載=板傳活載2.5kN/m2×5/8×3.6m×1.8m×2+2.5kN/m2×[1-2×(1.8/5.4)2+(1.8/5.4)3]×2×2.7m×1.8m=40.05KN③基礎(chǔ)頂面恒載=基礎(chǔ)梁自重2.000kN/m×(3.6+3.6-0.5)=13.400KN7.007kN/m×(3.6+3.6-0.5)m+2.000kN/m×(3.6+3.6-0.5)=60.347KN圖2.3豎向受荷總圖圖2.4一榀框架梁受荷圖（括號為活載）4用彎矩二次分配法計算框架彎矩框架彎矩的計算采用彎矩二次分配法，計算結(jié)果如下:表2.1恒荷載的彎矩二次分配法計算表層數(shù)ABCD上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱40.6450.3550.1630.2960.5420.5320.2900.1770.3790.6210.000-80.25380.2530.000-0.9870.9870.000-62.87162.8710.00051.76328.490-12.920-23.463-42.96232.92217.94610.953-23.828-39.04312.957-6.46014.245-4.68016.461-21.4813.656-11.9145.477-7.538-4.190-2.306-4.242-7.704-14.10615.8218.6245.2640.7811.28060.530-60.53077.335-35.847-41.59428.25030.226-58.56845.301-45.3013上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.3920.3920.2160.2070.1440.1440.5050.5050.1440.1440.2070.4180.2910.2910.000-66.08166.0810.000-0.9870.9870.000-51.82951.8290.00025.91425.91414.253-13.461-9.361-9.361-32.89925.6967.3117.31110.513-21.678-15.075-15.07525.88212.957-6.7307.126-11.731-4.68012.848-16.4508.9733.656-10.8395.257-19.521-7.538-12.592-12.592-6.925-0.737-0.512-0.512-1.8017.4092.1082.1083.0319.1196.3426.34239.20426.280-65.48459.010-21.604-14.553-22.83917.64318.39213.075-49.12344.527-28.255-16.2712上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.3920.3920.2160.2070.1440.1440.5050.5050.1440.1440.2070.4180.2910.2910.000-66.08166.0810.000-0.9870.9870.000-51.82951.8290.00025.91425.91414.253-13.461-9.361-9.361-32.89925.6967.3117.31110.513-21.678-15.075-15.07512.95718.184-6.7307.126-4.680-4.93412.848-16.4503.6563.853-10.8395.257-7.538-8.408-9.573-9.573-5.265-2.142-1.490-1.490-5.2369.9972.8442.8444.0904.4713.1093.10929.29834.525-63.82457.604-15.531-15.784-26.27420.23013.81114.009-48.06439.878-19.504-20.3751上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.5500.1470.3030.2180.1520.0970.5330.5330.1520.0970.2180.4670.3240.2090.000-66.08166.0810.000-0.9870.9870.000-51.82951.8290.00036.3689.71020.003-14.189-9.867-6.314-34.69327.0977.7074.93211.082-24.190-16.817-10.81712.957-7.09510.001-4.68013.549-17.3473.656-12.0955.541-7.538-3.226-0.861-1.775-4.113-2.860-1.830-10.05713.7433.9092.5015.6210.9320.6480.41746.0998.849-54.94857.780-17.408-8.144-32.18824.48115.2717.433-47.22134.112-23.707-10.4004.424-4.0723.716-5.200得到恒載最終彎矩圖如下：圖2.5恒荷載未調(diào)幅框架彎矩圖（單位kN/m）圖2.6恒荷載調(diào)幅0.85后框架彎矩圖（單位kN/m）表2.1活荷載的彎矩二次分配法計算表層數(shù)ABCD上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱40.6450.3550.1630.2960.5420.5320.2900.1770.3790.6210.000-4.5754.5750.0000.0000.0000.000-3.5653.5650.0002.9511.624-0.746-1.354-2.4801.8971.0340.631-1.351-2.2146.278-0.3730.812-2.3020.948-1.2401.281-0.6760.316-2.591-3.809-2.0960.0880.1600.2940.3370.1840.1120.8631.4135.420-5.4204.730-3.496-1.2380.9942.499-3.4973.392-3.3923上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.3920.3920.2160.2070.1440.1440.5050.5050.1440.1440.2070.4180.2910.2910.000-32.01632.0160.0000.0000.0000.000-17.81917.8190.00012.55512.5556.905-6.621-4.604-4.604-16.1819.0062.5622.5623.685-7.453-5.183-5.1831.4756.278-3.3103.453-0.677-2.3024.503-8.0910.5171.281-3.7271.842-1.107-2.591-1.742-1.742-0.958-1.029-0.716-0.716-2.5155.0641.4411.4412.0720.7760.5400.54012.28817.091-29.37927.819-5.997-7.621-14.1935.9794.5205.284-15.78912.985-5.750-7.2352上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.3920.3920.2160.2070.1440.1440.5050.5050.1440.1440.2070.4180.2910.2910.000-32.01632.0160.0000.0000.0000.000-17.81917.8190.00012.55512.5556.905-6.621-4.604-4.604-16.1819.0062.5622.5623.685-7.453-5.183-5.1836.2788.810-3.3103.453-2.302-2.4274.503-8.0911.2811.351-3.7271.842-2.591-2.891-4.619-4.619-2.540-0.667-0.464-0.464-1.6314.6421.3211.3211.8991.5221.0591.05914.21416.747-30.96128.181-7.370-7.495-13.3095.5585.1645.234-15.96113.731-6.716-7.0151上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.5500.1470.3030.2180.1520.0970.5330.5330.1520.0970.2180.4670.3240.2090.000-32.01632.0160.0000.0000.0000.000-17.81917.8190.00017.6204.7059.691-6.979-4.853-3.106-17.0649.4972.7011.7283.884-8.317-5.782-3.7196.278-3.4894.846-2.3024.748-8.5321.281-4.1581.942-2.591-1.535-0.410-0.844-1.590-1.105-0.707-3.8866.0811.7291.1072.4870.3030.2110.13622.3634.295-26.65828.293-8.260-3.813-16.2027.0465.7122.835-15.60611.747-8.162-3.5832.147-1.9061.418-1.792得到活載最終彎矩圖如下：圖2.7活荷載未調(diào)幅框架彎矩圖（單位kN/m）圖2.8活荷載調(diào)幅0.85后框架彎矩圖（單位kN/m）（二）1、梁端剪力：四層：VA右=-(-60.530+77.335)/6+26.751×6/2=77.452kNVB左=-(-60.530+77.335)/6-26.751×6/2=-83.054kNVB右=-(-41.594+28.250)1.8+3.656×1.8/2=10.704kNVC左=-(-41.594+28.250)1.8-3.656×1.8/2=4.123kNVC右=-(-58.568+45.301)/5.4+25.873×5.4/2=72.314kNVD左=-(-58.568+45.301)/5.4-25.873×5.4/2=-67.400kN三層：VA右=-(-65.484+59.010)/6+22.027×6/2=67.160kNVB左=-(-65.484+59.010)/6-22.027×6/2=-65.002kNVB右=-(-22.839+17.643)1.8+3.656×1.8/2=6.177kNVC左=-(-22.839+17.643)1.8-3.656×1.8/2=-0.404kNVC右=-(-49.123+44.527)/5.4+21.329×5.4/2=58.439kNVD左=-(-49.123+44.527)/5.4-21.329×5.4/2=-56.737kN二層：VA右=-(-63.824+57.604)/6+22.027×6/2=67.118kNVB左=-(-63.824+57.604)/6-22.027×6/2=-65.044kNVB右=-(-26.274+20.230)/1.8+3.656×1.8/2=6.648kNVC左=-(-26.274+20.230)/1.8-3.656×1.8/2=0.067kNVC右=-(-48.064+39.878)/5.4+21.329×5.4/2=59.104kNVD左=-(-48.064+39.878)/5.4-21.329×5.4/2=-56.072kN首層：VA右=-(-54.948+57.780)/6+22.027×6/2=65.609kNVB左=-(-54.948+57.780)/6-22.027×6/2=-66.553kNVB右=-(-32.188+24.481)/1.8+3.656×1.8/2=7.572kNVC左=-(-32.188+24.481)/1.8-3.656×1.8/2=0.991kNVC右=-(-47.221+34.112)/5.4+21.329×5.4/2=60.016kNVD左=-(-47.221+34.112)/5.4-21.329×5.4/2=-55.161kN柱軸力四層：NA上=172.195+77.452=249.647kNNA下=249.647+20.625=270.272kNNB上=236.252+83.054+10.704=330.010kNNB下=330.010+20.625=350.635kNNC上=236.252+1.546+72.215=310.013kNNC下=310.013+20.625=330.638kNND上=172.195+67.400=239.595kNND下=239.595+20.625=260.220kN三層：NA上=128.743+67.160+270.272=466.175kNNA下=466.175+20.625=486.800kNNB上=196.664+65.002+6.177+350.635=618.478kNNB下=618.478+20.625=639.103kNNC上=196.664+0.426+57.765+330.638=585.493kNNC下=585.493+20.625=606.118kNND上=128.743+56.737+260.220=445.700kNND下=445.700+20.625=466.325kN二層：NA上=128.743+67.118+486.800=682.661kNNA下=682.661+20.625=703.286kNNB上=196.664+65.044+6.648+639.103=907.459kNNB下=907.459+20.625=928.084kNNC上=196.664+0.300+58.109+606.118=861.191kNNC下=861.191+20.625=881.816kNND上=128.743+56.072+466.325=651.140kNND下=651.140+20.625=671.765kN一層：NA上=128.743+65.609+703.286=897.638kNNA下=897.638+29.688=927.326kNNB上=196.664+66.553+7.572+928.084=1198.873kNNB下=1198.873+29.688=1228.561kNNC上=196.664+0.991+60.016+881.816=1142.769kNNC下=1142.769+29.688=1172.457kNND上=128.743+55.161+671.765=855.669kNND下=855.669+29.688=885.357kN柱剪力四層：VA=-(39.204+60.530)/3.3=-30.222KNVB=-(-21.604-35.847)/3.3=17.409KNVC=-(18.392+30.226)/3.3=-14.733KNVD=-(-28.255-45.301)/3.3=22.290KN三層：VA=-(26.28+29.298)/3.3=-16.842KNVB=-(-15.531-14.553)/3.3=9.116KNVC=-(13.811+13.075)/3.3=-8.147KNVD=-(-19.504-16.271)/3.3=10.841KN二層：VA=-(46.099+34.525)/3.3=-24.432KNVB=-(-17.408-15.784)/3.3=10.058KNVC=-(15.271+14.009)/3.3=-8.873KNVD=-(-23.707-20.375)/3.3=13.358KN一層：VA=-(4.424+8.849)/4.75=-2.794KNVB=-(-4.072-8.144)/4.75=2.572KNVC=-(43.716+7.433)/4.75=-10.768KNVD=-(-5.200-10.400)/4.75=3.284KN圖2.9恒荷載作用下的最終剪力圖（kN）圖2.10恒荷載作用下的最終軸力圖(kN)（三）梁剪力四層：VA右=-(-5.420+4.730)/6+1.525×6/2=4.690kNVB左=-(-5.420+4.730)/6-1.525×6/2=-4.460kNVB右=-(-1.238+0.994)/1.8=-0.136kNVC左=-(-1.238+0.994)/1.8=-0.136kNVC右=-(-3.497+3.392)/5.4+1.467×5.4/2=3.980kNVD左=-(-3.497+3.392)/5.4-1.467×5.4/2=-3.941kN三層：VA右=-(-29.379+27.819)/6+10.672×6/2=32.276kNVB左=-(-29.379+27.819)/6-10.672×6/2=-31.756kNVB右=-(-14.193+5.979)/1.8=4.563VC左=-(-14.193+5.979)/1.8=4.563VC右=-(-15.789+12.985)/5.4+7.333×5.4/2=20.318kNVD左=-(-15.789+12.985)/5.4-7.333×5.4/2=-19.280kN二層：VA右=-(-30.961+28.181)/6+10.672×6/2=32.479kNVB左=-(-30.961+28.181)/6-10.672×6/2=-31.553kNVB右=-(-13.309+5.558)/1.8=4.306kNVC左=-(-13.309+5.558)/1.8=4.306kNVC右=-(-15.961+13.731)/5.4+7.333×5.4/2=20.212kNVD左=-(-15.961+13.731)/5.4-7.333×5.4/2=-19.386kN首層：VA右=-(-26.658+28.293)/6+10.672×6/2=31.744kNVB左=-(-26.658+28.293)/6-10.672×6/2=-32.289kNVB右=-(-16.202+7.046)/1.