圖2.9恒載作用下最終剪力圖圖2.10恒載作用下最終軸力圖(3)活載計算同恒載，如下:五層：VB右=VD左=VD右=VE左=VE右=VF左=四層：VB右=VD左=VD右=VE左=VE右=VF左=三層：VB右=VD左=VD右=VE左=VE右=VF左=二層：VB右=VD左=VD右=VE左=VE右=VF左=首層：VB右=VD左=VD右=VE左=VE右=VF左=(4)五層：NB=4.025kN+6.398kN=10.423kNND=4.219kN+1.31kN+9.91kN=15.439kNNE=1.503kN+4.445kN+10.126kN=16.074kNNF=4.228kN+6.614kN=10.842kN四層：NB=19.678kN+10.423kN+31.992kN=62.093kNND=21.526kN+9.365kN+15.437kN+54.468kN=100.798kNNE=10.325kN+22.654kN+16.074kN+57.562kN=106.615kNNF=20.706kN+33.07kN+10.842kN=64.618kN三層：NB=19.791kN+62.093kN+31.992kN=113.876kNND=21.413kN+9.381kN+100.798kN+54.468kN=186.06kNNE=10.308kN+22.535kN+106.615kN+57.562kN=197.02kNNF=20.825kN+64.618kN+33.07kN=118.513kN二層：NB=19.81kN+113.876kN+31.992kN=165.678kNND=26.17kN+9.385kN+186.06kN+54.468kN=276.083kNNE=10.305kN+22.465kN+197.02kN+57.562kN=287.352kNNF=20.894kN+118.513kN+33.07kN=172.477kN一層：NB=19.534kN+165.678kN+31.992kN=217.204kNND=26.671kN+9.328kN+276.083kN+54.468kN=361.55kNNE=11.39kN+22.809kN+287.352kN+57.562kN=379.113kNNF=20.511kN+172.477kN+33.07kN=226.058kN活載作用下最終軸力剪力圖，如下：圖2.11活載作用下最終剪力圖圖2.12活載作用下最終軸力圖2.5風荷載計算2.5.1

集中風荷載標準值為簡化計算，作用在外墻面上的風荷載可近似用作用在屋面梁和樓面梁處的等效集中荷載替代。作用在屋面梁和樓面梁節點處的集中風荷載標準值：式中:

—高度z

處的風振系數；因結構高度H=20.95m＜30m，可取1.0

風荷載體型系數，根據建筑物體型查得=1.3；風壓高度變化系數；地面粗糙度為B類hi—下層柱高；?jB—迎風面寬度，B=5.4m計算過程如表:離地高度Z/mβZμμWhi?j

20.951.01.31.2450.553.91.813.7017.051.01.31.1710.553.93.917.6313.151.01.31.08190.553.93.916.299.251.01.31.00.553.93.915.065.351.01.31.00.555.353.917.862.5.2風荷載作用下的位移驗算側移剛度D見表格：橫向2-4層D值計算構件名稱B軸柱0.49415629D軸柱0.69922114E軸柱0.69521988F軸柱0.48215249橫向底層D值計算構件名稱B軸柱0.6798312D軸柱0.82110051E軸柱0.81810014F軸柱0.67082022.5.3

風荷載作用下框架側移計算水平荷載作用下框架的層間位移可按下式計算：式中:——第j層總剪力;第j層所有柱的抗側剛度之和；——第j層的層間側移值，各層樓板樓板標高處的側移值是該層以下各層層間側移之和。頂點側移是所有各層層間側移j層側移頂點側移層次WV∑D/kN/m

uj513.7013.70749800.00021/19500417.6331.33749800.00041/9750316.2947.62749800.00061/6500215.0662.68749800.00081/4875117.8680.54749800.00221/2432側移驗算：層間最大側移1/2432＜1/550（滿足要求）2.5.4風荷載標準值作用下內力計算框架在風荷載（從左向右吹）作用下的內力用D值法進行計算。第i層第m柱分配的剪力：Vi=Vim=(1)框架柱反彎點的位置，層數h/miγγ53.91.950.39750000.3981.5543.91.950.44750000.4481.7533.91.950.49750000.4981.9423.91.950.5000-0.00230.4981.9415.352.670.550000.552.94層數h/miγγ53.94.640.450000.451.7643.94.640.500000.501.9533.94.640.500000.501.9523.94.640.500000.501.9515.356.370.550000.552.94層數h/miγγ53.94.550.450000.451.7643.94.550.500000.501.9533.94.550.500000.501.9523.94.550.500000.501.9515.356.250.550000.552.94層數h/mim53.91.860.3930000.3931.5343.91.860.4430000.4431.7333.91.860.4930000.4931.9223.91.860.5000-0.00640.4941.9315.352.550.550000.552.94(2)框架柱各柱桿端彎矩，梁端彎矩按下式計算：i

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(k(3)梁端彎矩、剪力及柱軸力表2.15各層梁端M、V計算(4)匯總V、N表表2.16匯總V、N表層數梁端剪力/kN柱軸力/kNBD跨VDE跨VEF跨VB軸D軸E軸F軸NVNVNN51.3563.941.31-1.356-2.584-2.5842.632.631.31043.93911.8033.636-5.295-7.864-10.4488.16710.7974.94636.7321.3276.236-12.025-14.597-25.04515.09125.88811.182210.11829.8038.362-22.143-19.685-44.7321.44147.32919.544113.64742.04313.83-35.79-28.396-73.12628.21375.54233.374最終得到M如圖：圖2.13風荷載作用下框架柱M圖(單位：kN?圖2.14風荷載作用下的V圖(單位：kN)圖2.15風荷載作用下的N圖(單位：kN)2.6抗震計算2.6.1重力荷載代表值Gi計算頂層重力荷載包括：屋面恒載，50%屋面雪載，縱橫梁自重，半層柱自重，半層墻體自重。其它層重力荷載包括：樓面恒載，50%樓面均布活荷載，縱橫梁自重，樓面上下個半層柱及縱墻體自重。(1)頂層重力荷載屋面恒載6.795kN/m2×5.4m×(6.6+3.0+6.9)m=605.435kN50％屋面雪載0.4kN/m2×5.4m×(6.6+3.0+6.9)m×50％=17.82kN縱梁自重3.921kN/m×5.4m×4=84.694kN橫梁自重4.722kN/m×(6.6+3.0+6.9)m+2.633kN/m×(6.6m+6.9m)×2=149.004kN下半層柱自重6.76kN/m×3.9m/2×4=52.728kN下半層墻自重0.5×(7.278kN/m×5.4m×2+11.848kN/m×5.4m×2)=103.280kN女兒墻5.608kN/m2×5.4m×2=60.566kN合計：1073.527kN(2)標準層重力荷載樓面恒載5.515kN/m2×5.4m×(6.6+3.0+6.9)m=491.387kN50％樓面活載[3.5kN/m2×3m×5.4m+2.5kN/m2×5.4m×(6.6+6.9)m］×50％=119.475kN縱梁自重3.921kN/m×5.4m×4=84.694kN橫梁自重4.722kN/m×(6.6+3.0+6.9)m+2.633kN/m×(6.6m+6.9m)×2=149.004kN上、下半層柱自重6.76kN/m×(3.9m+3.9m)/2×4=105.456kN上、下半層墻自重0.5×(7.278kN/m×5.4m×2+11.848kN/m×5.4m×2)×2=206.561kN合計：1156.577kN(3)底層重力荷載樓面恒載5.515kN/m2×5.4m×(6.6+3.0+6.9)m=491.387kN50％樓面活載[3.5kN/m2×3m×5.4m+2.5kN/m2×5.4m×(6.6+6.9)m］×50％=119.475kN縱梁自重3.921kN/m×5.4m×4=84.694kN橫梁自重4.722kN/m×(6.6+3.0+6.9)m+2.633kN/m×(6.6m+6.9m)×2=149.004kN上半層柱自重6.76kN/m×3.9m/2×4=52.728kN下半層柱自重6.76kN/m×5.35m/2×4=72.332kN上、下半層墻自重0.5×(7.278kN/m×5.4m×2+11.848kN/m×5.4m×2)×2=206.561kN合計：1176.181kN圖2.16各層重力荷載代表值2.6.2梁柱線剛度梁線剛度：柱線剛度：底層柱：余柱：柱抗側移剛度計算表同風荷載，如下：表2.17總抗側移剛度計算表層數柱ZZZZ∑Z515629221142198815249749804156292211421988152493156292211421988152492156292211421988152491831210051100148202365792.6.3橫向水平作用下框架結構內力和側移計算(1)橫向框架自震周期計算采用求結構基頻的一種近似方法——頂點位移法，來計算框架的自振周期。需要將結構按質量分布情況，先進行簡化，看作是無限質量懸臂桿件，再導出以直桿頂點位移，按式計算周期T表2.18橫向框架頂點位移計算層數G∑D層間相對位移∑Gi位移值（m）51073.5271073.527749800.0140.30641156.5772230.104749800.0300.29231156.5773386.681749800.0450.26221156.5774543.258749800.0610.21711176.1815719.439365790.1560.156按式：(2)橫向地震作用及樓層地震剪力V計算由條件：場地類別為二類，抗震設防烈度為7度，基本地震加速度為0.10g，設計地震分組第一組，特征周期Tg=0.35s，最大影響系數αmax本工程建筑物高度不超過40m,質量和剛度沿高度變化均勻，變形以剪切變形為主，故采用底部剪力法計算水平地震作用。結構總水平地震作用的標準值，按公式：即：因為：Tg＜T1=0.611s＜5Tg，選取阻尼調整系數η2=1.0，γ=0.9所以：因為：1.4Tg-1.4×0.35s=0.49s＜T1=0.611s，所以考慮頂部附加地震影響；δn=0.08T結構總水平地震作用標準值：頂部附加地震作用：運用剪力計算公式：層數?HGGFV53.920.951073.52722490.3910.18858.78058.7843.917.051156.57719719.6380.16551.589110.36933.913.151156.57715208.9880.12739.708150.07723.99.251156.57710698.3370.08927.827177.90415.355.351176.1816292.5680.05316.571194.47520.95—5719.439119822.2471194.475—表2.19各層橫向地震作用及樓層地震剪力V圖2.17各層剪力沿屋高度分布圖(3)水平地震作用下框架位移計算表2.20橫向水平地震作用下的位移計算層數樓層剪力V樓層側移剛度層間側移絕對側移558.78749800.000780.0119839001/50004110.369749800.00150.011239001/26003150.077749800.00200.009739001/19592177.904749800.00240.007739001/16251194.475365790.00530.005353501/1009表中Qe為各層的層間彈性位移角：由表得，最大的位移在首層，=1/1009＜1/550，滿足要求。(4)水平地震作用內力計算采用D值法，反彎點位置表格與風荷載相同，彎矩計算公式也相同i

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(k58.7811.9328.2518.2628.25110.36922.4148.6738.7666.93150.07730.4760.2458.5099.00177.90436.1271.2767.70129.76194.475802043.56104.88128.07172.58表2.25各層梁端M、V計算層數梁528.74011.15826.03626.37210.57128.247468.37228.20246.90666.65326.71866.9263101.2944.947104.875106.22742.58399.0012133.00556.602132.07133.7753.623129.7641178.06969.73161.923164.13665.796172.578(5)匯總V、N表表2.26匯總V、N表層數梁端剪力/kN柱軸力/kNBD跨VDE跨VEF跨VB軸D軸E軸F軸NVNVNN56.0417.4695.626-6.04-11.429-11.42911.84311.8435.626414.63237.85313.572-20.672-23.221-34.5624.28136.12419.198322.15770.36820.519-42.822-48.211-82.81650.11986.24339.717228.72888.61326.578-71.55-59.885-142.74662.035148.27866.295137.461108.68634.547-109.011-71.225-213.97174.139222.417100.842圖2.18地震荷載作用下彎矩圖(單位：kN?圖2.19地震荷載作用下剪力圖(單位：kN)圖2.19地震荷載作用下軸力圖(單位：kN)表2.27各柱邊緣處軸力計算表各柱邊緣處軸力計算柱寬0.5米層次截面恒載內力活載內力地震內力風載內力柱軸線處柱邊緣處柱軸線處柱邊緣處柱軸線處柱邊緣處柱軸線處柱邊緣處均布恒載均布活載MVMVMVMVMVMVMVMV5B30.7966.7514.1061.333.114.032.103.7228.706.0427.196.046.691.366.351.3621.691.25Dl57.8976.4138.7970.993.664.222.613.9111.166.049.656.042.261.361.921.3621.691.25Dr38.1322.4032.5318.241.761.311.431.0826.0417.4721.7817.476.073.945.093.9416.660.94El44.4727.5937.8423.432.011.501.641.2826.3717.4722.0317.475.753.944.773.9416.660.94Er66.6282.1246.0976.564.114.452.804.1410.575.639.165.632.461.312.131.3122.251.26F35.2871.3717.4465.813.484.232.423.9228.255.6326.845.636.581.316.251.3122.251.264B41.7959.2826.9754.6612.4119.687.4918.1268.3714.6364.7114.6318.463.9417.483.9418.496.24Dl51.6162.7835.9258.1617.6021.5312.2219.9728.2014.6324.5414.637.543.946.563.9418.496.24Dr22.8115.5718.9212.769.589.377.247.7346.9137.8537.4537.8517.5911.8014.6411.8011.246.56El26.1118.1621.5715.3510.8010.338.228.6966.6537.8557.1937.8517.8211.8014.8711.8011.246.56Er57.7166.8641.0062.2119.6222.6513.5621.0826.7213.5723.3313.577.143.646.233.6418.586.28F46.7662.2531.2057.6013.9120.718.7318.6066.9313.5763.5413.5717.953.6417.043.6418.586.283B39.7558.9825.0154.3713.2919.798.3418.23101.2922.1695.7522.1630.796.7329.106.7318.496.24Dl51.2563.0835.4858.4617.8421.4112.4919.8544.9522.1639.41..22.1613.636.7311.956.7318.496.24Dr23.3115.5119.4312.709.239.386.897.74104.8870.3787.2970.3731.7921.3326.4621.3311.246.56El26.7618.2222.2115.4110.4110.317.838.67106.2370.3788.6470.3732.1921.3326.8621.3311.246.56Er57.2666.3140.6861.6619.8922.5414.2620.9742.5820.5237.4520.5212.196.2410.636.2418.586.28F44.3761.9228.8957.2714.8820.839.6719.2699.0020.5293.8720.5230.126.2428.566.2418.586.282B40.0259.0225.2754.3913.3819.818.4318.25133.0128.73125.8328.7347.7410.1245.2110.1218.496.24Dl51.3063.0435.5458.4217.8620.2711.1825.9556.6628.7349.4228.7319.6410.1216.5110.1218.496.24Dr23.2415.5219.3612.719.219.896.867.75132.0788.61109.9288.6144.4229.8037.1529.8011.246.56El26.6818.2222.1315.4110.3910.307.828.66133.7788.61111.6288.6144.9929.8037.7229.8011.246.56Er57.3266.2740.7561.6219.5822.4713.9620.8956.6226.5844.9826.5818.038.3615.948.3618.586.28F44.6761.9629.1857.3414.9820.899.7619.32129.7526.58123.1226.5839.678.3637.518.3618.586.281B34.2658.2619.6953.6411.4419.536.5617.97178.0737.46168.7137.4669.3113.6565.8913.6518.496.24Dl49.8363.8033.8859.1817.4421.6712.0220.1169.1737.4659.8137.4626.7013.6523.3513.6518.496.24Dr34.2615.3530.4212.5410.959.337.827.70161.92108.69137.75108.6962.6342.0452.1242.0411.246.56El30.1018.3925.5615.5811.4611.398.619.75164.14108.69136.97108.6963.5042.0452.9942.0411.246.56Er55.8067.0939.0262.4419.4722.8113.7721.2465.8034.5557.1634.5525.4513.8321.9913.8318.586.28F38.3561.1423.0756.4912.8420.557.7018.58172.5834.55164.2234.5569.9813.8366.5213.8318.586.282.7內力組合2.7.1各梁的內力組合表2.28內力基本組合表（梁BD）層次截面位置內力恒載SGK活載SQK左風SwK右風SwK左震SEhK右震SEhK考慮地震荷載作用γRE活載起控制作用左震右震1.3SGK+1.5SQK+1.5ψWSWKγRE｛1.2(SGK+0.5SQK)+1.3SEhK｝γRE｛1.2(SGK+0.5SQK)+1.3SEhK｝左風右風5層左M-14.103-2.1036.350-6.35027.190-27.190-15.773-27.20312.871-40.1490.75V61.3283.718-1.3651.370-6.0406.04084.07586.53657.77771.1250.85中M73.7603.4202.215-2.2158.770-8.770103.01299.02576.47459.3720.750.85右M-38.788-2.605-1.9201.920-9.6509.650-56.060-52.604-45.490-26.6730.75V-70.988-3.908-1.3561.356-6.0406.040-99.367-96.926-81.075-67.7270.854層左M-26.970-7.49017.475-17.47564.713-64.713-30.569-62.02435.452-90.7390.75V54.65718.119-3.9393.939-14.63214.63294.688101.77848.82281.1590.85中M54.00018.9905.460-5.46020.085-20.085103.59993.77176.72837.5630.750.85右M-35.915-12.220-6.5556.555-24.54324.543-70.919-59.120-61.752-13.8930.75V-58.157-19.969-3.9393.939-14.63214.632-109.103-102.013-85.673-53.3360.853層左M-25.005-8.34329.108-29.10895.750-95.750-18.824-71.21867.097-119.6150.75V54.36718.229-6.7306.730-22.15722.15791.964104.07835.53078.7360.75中M55.22018.4308.595-8.59528.170-28.170107.16791.69696.85234.5960.85右M-35.480-12.488-11.94811.948-39.41039.410-75.609-54.103-75.9760.8730.75V-58.457-19.849-6.7306.730-22.15722.157-111.825-99.711-94.233-45.2660.852層左M-25.265-8.42845.210-45.210125.828-125.828-4.798-86.17696.151-149.2130.75V54.39718.249-10.11810.118-28.72828.72888.983107.19633.04796.5360.85中M55.04018.37014.350-14.35038.206-38.206112.02286.19295.05320.5520.750.85右M-35.540-11.183-16.51016.510-49.41849.418-77.836-48.118-85.20111.1640.75V-58.417-25.149-10.11810.118-28.72828.728-122.772-104.559-104.156-40.6670.851層左M-19.695-6.55865.898-65.898168.705-168.70523.868-94.749143.811-185.1640.75V53.63717.969-13.64713.647-37.46137.46184.399108.96422.480105.2680.85中M58.65019.55021.275-21.27554.450-54.450124.71886.423114.6718.4940.750.85右M-33.880-12.023-23.34823.348-59.80559.805-83.652-41.065-94.21222.4080.75V-59.177-20.109-13.64713.647-37.46137.461-119.703-94.811-112.011-29.2220.85表2.29內力基本組合表（梁DE）層次截面位置內力恒載SGK活載SQK左風SwK右風SwK左震SEhK右震SEhK考慮地震荷載作用γRE活載起控制作用左震右震1.3SGK+1.5SQK+1.5ψWSWKγRE｛1.2(SGK+0.5SQK)+1.3SEhK｝γRE｛1.2(SGK+0.5SQK)+1.3SEhK｝左風右風5層左M-32.530-1.4335.085-5.08521.775-21.775-39.862-49.015-8.691-51.1520.75V18.2351.076-3.9403.940-17.46917.46921.77428.866-0.15538.4520.85中M22.6900.8300.160-0.1600.065-0.06530.88630.59820.85820.7310.750.85右M-37.843-1.635-4.7704.770-22.00322.003-55.941-47.355-56.247-13.3420.75V-23.425-1.276-3.9403.940-17.46917.469-35.913-28.821-43.848-5.2410.854層左M-18.918-7.23814.640-14.64037.448-37.448-22.274-48.62616.229-56.7950.75V12.7597.729-11.80311.803-37.85337.85317.55838.803-24.87258.7840.85中M11.8102.810-0.1150.115-9.8709.87019.46519.6722.27021.5170.750.85右M-21.570-8.218-14.87014.870-57.18857.188-53.751-26.985-78.86932.6470.75V-15.349-8.689-11.80311.803-37.85337.853-43.610-22.365-61.91521.7400.853層左M-19.433-6.88526.458-26.45887.288-87.288-11.778-59.40364.518-105.6940.75V12.6997.739-21.32721.327-70.36870.3688.92347.312-53.69783.5200.75中M12.3902.430-0.2000.200-0.6750.67519.57219.93213.13114.6230.85右M-22.205-7.833-26.85826.858-88.63888.638-64.788-16.444-109.93162.9130.75V-15.409-8.669-21.32721.327-70.36870.368-52.230-13.841-97.89557.6180.852層左M-19.360-6.86337.150-37.150109.918-109.918-2.028-68.89886.658-127.6820.75V12.7097.749-29.80329.803-88.61388.6131.32354.968-81.002114.8330.85中M12.3102.420-0.2850.285-0.8490.84919.37719.89011.34012.9960.750.85右M-22.125-7.815-37.72037.720-111.618111.618-74.433-6.537-132.25785.3980.75V-15.409-8.659-29.80329.803-88.61388.613-59.843-6.198-118.05177.7840.851層左M-30.423-7.81852.123-52.123137.748-137.748-4.366-98.188103.406-165.2030.75V12.5397.689-42.04342.043-108.686108.686-10.00565.673-103.387136.8090.85中M19.5303.420-0.4350.4350.390-0.39030.11730.91119.49618.7360.750.85右M-25.503-8.613-52.99352.993-136.968136.968-95.0391.620-160.372106.7150.75V-15.579-9.749-42.04342.043-108.686108.686-73.7242.963-140.96199.2350.85表2.30內力基本組合表（梁EF）層次截面位置內力恒載SGK活載SQK左風SwK右風SwK左震SEhK右震SEhK考慮地震荷載作用活載起控制作用左震右震1.3SGK+1.5SQK+1.5ψWSWKγRE｛1.2(SGK+0.5SQK)+1.3SEhK｝γRE｛1.2(SGK+0.5SQK)+1.3SEhK｝左風右風5層左M-46.090-2.8002.133-2.1339.163-9.163-62.197-66.037-33.807-51.6750.75V76.5574.136-1.3101.310-5.5265.526104.549106.90774.09186.3040.85中M81.4893.686-2.0602.060-8.4808.480109.611113.31966.73183.2670.750.85右M-17.437-2.423-6.2536.253-26.84026.840-31.930-20.675-42.9539.3850.75V-65.809-3.916-1.3101.310-5.6265.626-92.605-90.247-75.339-62.9060.854層左M-40.995-13.9586.230-6.23023.328-23.328-68.624-79.838-20.432-65.9210.75V62.21421.079-3.6363.636-13.57213.572109.224115.76959.21289.2060.85中M58.36320.645-5.4055.405-20.10520.105101.975111.70442.21581.4190.750.85右M-31.198-8.729-17.04017.040-63.53863.538-68.987-38.315-93.95629.9430.75V-57.604-18.599-3.6363.636-13.57213.572-106.056-99.511-83.239-53.2450.853層左M-40.683-14.25510.630-10.63037.450-37.450-64.703-83.837-6.516-79.5430.75V61.64420.969-6.2366.236-20.51920.519105.978117.20344.91084.9220.75中M69.61320.013-8.9658.965-28.21028.210112.448128.58550.040112.3840.85右M-28.890-9.673-28.56028.560-93.87093.870-77.771-26.363-121.87761.1690.75V-57.274-19.259-6.2366.236-20.51920.519-108.957-97.732-90.915-45.5680.852層左M-40.753-13.96315.940-15.94044.975-44.975-59.577-88.2690.890-86.8120.75V61.62420.899-8.3628.362-26.57826.578103.934118.98644.146102.8840.85中M59.60316.373-10.79010.790-39.07039.07092.332111.75422.91799.1040.750.85右M-29.180-9.758-37.51337.513-123.115123.115-86.333-18.809-150.69089.3840.75V-57.314-19.319-8.3628.362-26.57826.578-111.013-95.961-97.682-38.9440.851層左M-39.028-13.76821.993-21.99357.163-57.163-51.595-91.18214.413-97.0550.75V62.44421.239-13.83013.830-34.54734.547100.589125.48336.350112.6990.85中M63.52321.243-22.26522.265-53.52553.52593.872134.48314.543118.9170.750.85右M-23.065-7.703-66.52366.523-164.213164.213-103.00618.332-184.333135.8830.75V-56.494-18.979-13.83013.830-34.54734.547-114.690-89.464-105.478-29.1290.852.7.2各柱的內力組合表2.31內力基本組合表（柱B）層次截面位置內力恒載SGK活載SQK左風SwK右風SwK左震SEhK右震SEhK考慮地震荷載作用MmaxNmaxVmaxγRE活載起控制作用左震右震1.3SGK+1.5SQK+1.54ψWSWKγRE｛1.2(SGK+0.5SQK)+1.3SEhK｝γRE｛1.2(SGK+0.5SQK)+1.3SEhK｝左風右風5層上M36.2203.660-6.6906.690-28.70428.70446.39458.7587.09370.52970.5300.85N217.49910.423-1.3561.356-6.0406.040297.130299.636220.491233.839299.6400.85V-16.213-2.5412.849-2.84912.219-12.219-22.256-27.521-4.076-29.492-29.4900.8下M27.0106.250-4.4204.420-18.95018.95040.40448.5729.79851.67751.6800.85N243.98010.423-1.3561.356-6.0406.040331.556334.061247.501260.850334.0600.85V-16.213-2.5412.849-2.84912.219-12.219-22.256-27.521-4.076-29.492-29.4900.84層上M22.1608.350-14.04014.040-49.42249.42228.36054.306-27.75081.47381.4700.85N450.01362.093-5.2955.295-20.67220.672673.264683.049467.838513.523683.0500.85V-11.679-4.1466.526-6.52622.974-22.974-15.372-27.43210.691-37.095-37.0900.8下M23.3907.820-11.41011.410-40.17540.17531.59452.680-16.54772.23972.2400.85N476.49462.093-5.2955.295-20.67220.672707.689717.474494.849540.534717.4700.85V-11.679-4.1466.526-6.52622.974-22.974-15.372-27.43210.691-37.095-37.0900.83層上M23.3907.820-19.38019.380-61.11561.11524.23060.044-39.68695.37895.3800.85N682.229113.976-12.02512.025-42.82242.8221046.7511068.973706.683801.3201068.9700.85V-11.954-3.9959.895-9.89531.198-31.198-12.390-30.67619.052-45.839-45.8400.8下M23.2307.760-19.21019.210-60.55960.55924.08959.589-39.26594.57094.5700.85N708.710113.876-12.02512.025-42.82242.8221081.0261103.248733.643828.2791103.2500.85V-11.954-3.9959.895-9.89531.198-31.198-12.390-30.67619.052-45.839-45.8400.82層上M23.8607.980-25.53025.530-72.44672.44619.39866.578-51.646108.460108.4600.85N914.483165.678-22.14322.143-71.55071.5501416.8851457.805938.2061096.3311457.8100.85V-13.015-4.35113.033-13.03336.983-36.983-11.404-35.48823.879-53.045-53.0500.8下M26.9008.990-25.30025.300-71.78871.78825.07871.832-47.303111.349111.3500.85N940.964165.678-22.14322.143-71.55071.5501451.3101492.230965.2161123.3421492.2300.85V-13.015-4.35113.033-13.03336.983-36.983-11.404-35.48823.879-53.045-53.0500.81層上M13.4104.460-44.01044.010-106.281106.281-16.54264.788-101.48133.393133.3900.85N1145.96217.204-35.79035.790-109.011109.0111782.4781848.6171159.191400.1051848.6200.85V-3.796-1.25018.271-18.27144.125-44.12510.073-23.69241.646-50.134-50.1300.8下M6.7002.230-53.74053.740-129.789129.789-37.60161.711-135.44151.388151.3900.85N1182.12217.204-35.79035.790-109.011109.0111829.4931895.6331196.081436.9951895.6300.85V-3.796-1.25018.271-18.27144.125-44.12510.073-23.69241.646-50.134-50.1300.8表2.32內力基本組合表（柱D）層次截面位置內力恒載SGK活載SQK左風SwK右風SwK左震SEhK右震SEhK考慮地震荷載作用MmaxNmaxVmaxγRE活載起控制作用左震右震1.3SGK+1.5SQK+1.54ψWSWKγRE｛1.2(SGK+0.5SQK)+1.3SEhK｝γRE｛1.2(SGK+0.5SQK)+1.3SEhK｝左風右風5層上M-23.240-2.230-8.6708.670-37.19437.194-41.568-25.546-65.94116.257-65.940.85N270.07915.439-2.5842.584-11.42911.429371.874376.649270.725295.984376.650.85V10.4991.6544.044-4.04417.362-17.36219.86612.39328.929-7.18428.930.8下M-17.670-4.220-7.1107.110-30.51830.518-35.871-22.731-53.89813.547-53.900.85N296.56015.439-2.5842.584-11.42911.429406.299411.074297.736322.994411.070.85V10.4991.6544.044-4.04417.362-17.36219.86612.39328.929-7.18428.930.84層上M-16.220-5.210-18.02018.020-63.49063.490-45.551-12.251-89.35850.955-89.360.85N580.174100.798-10.44810.448-34.65034.650895.769915.077604.896681.473915.080.85V8.3742.6339.241-9.24132.559-32.55923.3746.29743.164-24.55843.160.8下M-16.440-5.060-18.02018.020-63.49063.490-45.612-12.312-89.50650.807-89.510.85N606.655100.798-10.44810.448-34.65034.650930.195949.502631.907708.483949.500.85V8.3742.6339.241-9.24132.559-32.55923.3746.29743.164-24.55843.1600.83層上M-16.440-5.060-27.40027.400-86.33286.332-54.280-3.644-114.74676.047-114.750.85N835.071186.060-25.04525.045-82.86182.8611341.5411387.824855.1021038.2241387.820.85V8.4232.59514.050-14.05044.273-44.27327.8251.86055.376-36.71255.3800.8下M-16.410-5.060-27.40027.400-86.33286.332-54.241-3.605-114.71676.078-114.720.85N861.522186.060-25.04525.045-82.86182.8611375.9271422.210882.0821065.204882.0800.85V8.4232.59514.050-14.05044.273-44.27327.8251.86055.376-36.71255.3800.82層上M-16.690-5.110-36.06036.060-102.340102.340-62.6813.957-132.71693.456-132.720.85N1089.94276.083-44.73044.730-142.746142.7461789.7201872.3811094.8101410.2791872.380.85V8.8542.72818.492-18.49252.482-52.48232.689-1.48464.391-44.77264.3900.8下M-17.930-5.530-36.06036.060-102.340102.340-64.9231.715-134.19591.977-134.190.85N1116.42276.083-44.73044.730-142.746142.7461824.1331906.7951121.8111437.2801906.790.85V8.8542.72818.492-18.49252.482-52.48232.689-1.48464.391-44.77264.3900.81層上M-9.850-3.050-53.33053.330-128.756128.756-66.65731.897-153.878130.673-153.880.85N1345.39301.550-73.12673.126-213.971213.9712133.7652268.9021289.6511762.5272268.900.85V2.7610.85622.140-22.14053.456-53.45625.331-15.58458.656-52.53358.6600.8下M-4.290-1.530-65.12065.120-157.234157.234-68.04352.299-178.900168.587-178.900.85N1381.56301.550-73.12673.126-213.971213.9712180.7812315.9181326.5411799.4172315.920.85V2.7610.85622.140-22.14053.456-53.45625.331-15.58458.656-52.53358.6600.8表2.33內力基本組合表（柱E）層次截面位置內力恒載SGK活載SQK左風SwK右風SwK左震SEhK右震SEhK考慮地震荷載作用MmaxNmaxVmaxγRE活載起控制作用左震右震1.3SGK+1.5SQK+1.54ψWSWKγRE｛1.2(SGK+0.5SQK)+1.3SEhK｝γRE｛1.2(SGK+0.5SQK)+1.3SEhK｝左風右風5層上M25.7402.480-8.6008.600-36.94336.94329.23645.128-13.30268.34268.340.85N284.69516.0742.630-2.63011.843-11.843396.645391.784311.673285.500391.780.85V-11.603-1.8184.015-4.01517.245-17.245-14.101-21.5215.923-29.946-29.950.8下M19.5104.610-7.0607.060-30.31230.31225.75538.801-11.24355.74655.7500.85N311.17616.0742.630-2.63011.843-11.843431.070426.210338.684312.511431.070.85V-11.603-1.8184.015-4.01517.245-17.245-14.101-21.5215.923-29.946-29.950.84層上M17.6705.750-17.90017.900-63.05963.05915.05648.136-48.72490.63690.6400.85N549.191106.61510.797-10.79736.124-36.124883.847863.894654.465574.631883.850.85V-9.133-2.9059.179-9.17932.338-32.338-7.749-24.71223.469-43.794-43.790.8下M17.9505.580-17.90017.900-63.05963.05915.16548.245-48.52590.83590.8300.85N575.672106.61510.797-10.79736.124-36.124918.273898.320681.476601.642918.2700.85V-9.133-2.9059.179-9.17932.338-32.338-7.749-24.71223.469-43.794-43.7900.83層上M17.9505.580-27.20027.200-85.75185.7516.57256.838-73.600115.910115.9100.85N813.195197.02025.888-25.88886.243-86.2431376.6041328.7631025.238834.6411376.600.85V-9.195-2.85913.949-13.94943.974-43.974-3.353-29.13135.533-55.932-55.9300.8下M17.9105.570-27.20027.200-85.75185.7516.50556.771-73.646115.864115.8600.85N839.676197.02025.888-25.88886.243-86.2431411.0291363.1881052.248861.6511411.030.85V-9.195-2.85913.949-13.94943.974-43.974-3.353-29.13135.533-55.932-55.9300.82層上M18.1305.630-35.82035.820-101.646101.646-1.08465.112-90.955133.683133.6800.85N1077.15287.35247.329-47.329148.278-148.2781875.0601787.5961409.0941081.3991875.600.85V-9.627-3.00518.369-18.36952.126-52.126-0.050-33.99643.527-64.895-64.9000.8下M19.5906.090-35.82035.820-101.646101.6461.50467.700-89.231135.407135.4100.85N1103.635287.35247.329-47.329148.278-148.278474.760387.296310.397-17.2981909.490.85V-9.627-3.00518.369-18.36952.126-52.126-0.050-33.99643.527-64.895-64.9000.81層上M10.6503.330-53.13053.130-128.286128.286-30.25267.932-129.195154.317154.3200.85N1342.10379.11375.542-75.542222.417-222.4172383.2002243.5991808.0601316.5192383.200.85V-2.987-0.93322.060-22.06053.252-53.25215.101-25.66652.067-58.697-58.7000.8下M5.3301.660-64.89064.890-156.661156.661-50.53969.377-166.827179.394179.3900.85N1378.27379.11375.542-75.542222.417-222.4172430.2212290.6201844.9541353.4122430.220.85V-2.987-0.93322.060-22.06053.252-53.25215.101-25.66652.067-58.697-58.6970.8表2.34內力基本組合表（柱F）層次截面位置內力恒載SGK活載SQK左風SwK右風SwK左震SEhK右震SEhK考慮地震荷載作用MmaxNmaxVmaxγRE活載起控制作用左震右震1.3SGK+1.5SQK+1.54ψWSWKγRE｛1.2(SGK+0.5SQK)+1.3SEhK｝γRE｛1.2(SGK+0.5SQK)+1.3SEhK｝左風右風5層上M-41.510-4.090-6.5806.580-28.27428.274-66.178-54.018-75.669-13.183-75.670.85N230.04110.8421.310-1.3105.626-5.626316.527314.106246.388233.955316.530.85V19.7362.8442.746-2.74611.924-11.92432.46027.38532.7137.91132.7100.8下M-30.460-7.000-4.1304.130-18.25618.256-53.914-46.282-54.812-14.466-54.810.85N256.52210.8421.310-1.3105.626-5.626350.952348.531273.399260.965350.950.85V19.7362.8442.746-2.74611.924-11.92432.46027.38532.7137.91132.7100.84層上M-24.580-9.360-13.82013.820-48.67048.670-58.764-33.224-83.62623.935-83.630.85N468.68564.6184.946-4.94619.200-19.200710.788701.647532.230489.798710.790.85V12.9554.64414.050-14.05022.418-22.41836.79010.82537.981-8.64937.7800.8下M-26.100-8.750-11.00011.000-38.76138.761-57.219-36.891-73.91511.746-73.920.85N495.16664.6184.946-4.94619.198-19.198745.213736.073559.238516.811745.210.85V12.9554.64414.050-14.05022.418-22.41836.79010.82537.981-8.64937.9800.83層上M-26.100-8.750-19.12019.120-60.24060.240-64.722-29.388-97.65035.481-97.650.85N706.992118.51311.182-11.18239.717-39.7171107.1911086.527825.461737.6861107.1900.85V13.3364.4729.685-9.68530.445-30.44532.99415.09646.612-16.71446.6100.8下M-25.910-8.690-18.57018.570-58.49558.495-63.877-29.559-95.49733.777-95.5000.85N733.473118.51311.182-11.18239.717-39.7171141.6171120.952852.471764.6971141.6200.85V13.3364.4729.685-9.68530.445-30.44532.99415.09646.612-16.71446.6100.82層上M-26.630-8.930-21.10021.100-71.26971.269-67.510-28.518-110.46947.035-110.4700.85N945.341172.47719.544-19.54466.295-66.2951505.7171469.6001125.467978.9551505.7200.85V14.5514.87911.705-11.70535.634-35.63437.05015.41953.370-20.74853.3700.8下M-30.120-10.100-24.55024.550-67.70267.702-76.990-31.622-110.68438.937-110.6800.85N971.822172.47719.544-19.54466.295-66.2951540.1431504.0251152.4781005.9661540.1400.85V14.5514.87911.705-11.70535.634-35.63437.05015.41953.370-20.74853.3700.81層上M-15.000-5.010-43.43043.430-104.876104.876-67.14413.114-133.74398.033-133.7400.85N1182.87226.05833.374-33.374100.842-100.8421907.6571845.9821433.2481210.3881907.6600.85V4.2061.40418.032-18.03243.542-43.54224.235-9.08849.995-40.57250.0000.8下M-7.500-2.500-53.04053.040-128.072128.072-62.50935.509-150.445132.595-150.4400.85N1219.04226.05833.374-33.374100.842-100.8421954.6731892.9981470.1381247.2771954.6700.85V4.2061.40418.032-18.03243.542-43.54224.235-9.08849.995-40.57250.0000.82.8梁、柱截面設計砼強度采用C30fc=14.3N/mm2,ft=1.43N/mm2，fHRB400為鋼筋強度fy=360N/mm2，f2.8.1框架柱截面設計根據截面最不利內力組合：+M?MNmax及相應的+MmaxNmax及相應的+Mmax以底層中柱E為例做框架柱截面設計底層中柱：Nmax=2430.22kN,?0=h?as柱軸壓比驗算μN=Nmax/fcA=2430.22×103/(14.3N/mm2×5002mm則E軸柱的軸壓比滿足要求。截面尺寸復核取h=500mm-45mm=455mm，Vmax=因為h0/b=455mm/500mm=0.91＜4所以0.25βcfcb?0=0.25×1.0×14.3N/mm2×500mm×455mm×10-33.正截面受彎承載力計算柱同一截面分別承受正反向彎矩，故采用對稱配筋。E軸柱：Nb=α1fcbξb?0=1.0×14.3底層：從柱內力組合表可見。當N＜Nb，構件為大偏心受壓，選用M大、N小的組合；當N＞Nb，取小偏心組合，取M大、N大的組合：(1)第一組內力：M=179.39kN·m，N=1353.41kN,V=-58.70kN進行截面計算。?M1/M2=154.32kN/m/179.39kN/m=0.86<0.9??＞1.0取=1.0M1與M2同號，取所以，縱向撓曲后