《M大学教学楼钢筋混凝土框架结构设计》14000字（论文）

图2.9恒载作用下最终剪力图图2.10恒载作用下最终轴力图(3)活载计算同恒载，如下:五层：VB右=VD左=VD右=VE左=VE右=VF左=四层：VB右=VD左=VD右=VE左=VE右=VF左=三层：VB右=VD左=VD右=VE左=VE右=VF左=二层：VB右=VD左=VD右=VE左=VE右=VF左=首层：VB右=VD左=VD右=VE左=VE右=VF左=(4)五层：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四层：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三层：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二层：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一层：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活载作用下最终轴力剪力图，如下：图2.11活载作用下最终剪力图图2.12活载作用下最终轴力图2.5风荷载计算2.5.1

集中风荷载标准值为简化计算，作用在外墙面上的风荷载可近似用作用在屋面梁和楼面梁处的等效集中荷载替代。作用在屋面梁和楼面梁节点处的集中风荷载标准值：式中:

—高度z

处的风振系数；因结构高度H=20.95m＜30m，可取1.0

风荷载体型系数，根据建筑物体型查得=1.3；风压高度变化系数；地面粗糙度为B类hi—下层柱高；ℎjB—迎风面宽度，B=5.4m计算过程如表:离地高度Z/mβZμμWhiℎj

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风荷载作用下的位移验算侧移刚度D见表格：横向2-4层D值计算构件名称B轴柱0.49415629D轴柱0.69922114E轴柱0.69521988F轴柱0.48215249横向底层D值计算构件名称B轴柱0.6798312D轴柱0.82110051E轴柱0.81810014F轴柱0.67082022.5.3

风荷载作用下框架侧移计算水平荷载作用下框架的层间位移可按下式计算：式中:——第j层总剪力;第j层所有柱的抗侧刚度之和；——第j层的层间侧移值，各层楼板楼板标高处的侧移值是该层以下各层层间侧移之和。顶点侧移是所有各层层间侧移j层侧移顶点侧移层次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侧移验算：层间最大侧移1/2432＜1/550（满足要求）2.5.4风荷载标准值作用下内力计算框架在风荷载（从左向右吹）作用下的内力用D值法进行计算。第i层第m柱分配的剪力：Vi=Vim=(1)框架柱反弯点的位置，层数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层数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层数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层数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)框架柱各柱杆端弯矩，梁端弯矩按下式计算：i

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(k(3)梁端弯矩、剪力及柱轴力表2.15各层梁端M、V计算(4)汇总V、N表表2.16汇总V、N表层数梁端剪力/kN柱轴力/kNBD跨VDE跨VEF跨VB轴D轴E轴F轴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最终得到M如图：图2.13风荷载作用下框架柱M图(单位：kN∙图2.14风荷载作用下的V图(单位：kN)图2.15风荷载作用下的N图(单位：kN)2.6抗震计算2.6.1重力荷载代表值Gi计算顶层重力荷载包括：屋面恒载，50%屋面雪载，纵横梁自重，半层柱自重，半层墙体自重。其它层重力荷载包括：楼面恒载，50%楼面均布活荷载，纵横梁自重，楼面上下个半层柱及纵墙体自重。(1)顶层重力荷载屋面恒载6.795kN/m2×5.4m×(6.6+3.0+6.9)m=605.435kN50％屋面雪载0.4kN/m2×5.4m×(6.6+3.0+6.9)m×50％=17.82kN纵梁自重3.921kN/m×5.4m×4=84.694kN横梁自重4.722kN/m×(6.6+3.0+6.9)m+2.633kN/m×(6.6m+6.9m)×2=149.004kN下半层柱自重6.76kN/m×3.9m/2×4=52.728kN下半层墙自重0.5×(7.278kN/m×5.4m×2+11.848kN/m×5.4m×2)=103.280kN女儿墙5.608kN/m2×5.4m×2=60.566kN合计：1073.527kN(2)标准层重力荷载楼面恒载5.515kN/m2×5.4m×(6.6+3.0+6.9)m=491.387kN50％楼面活载[3.5kN/m2×3m×5.4m+2.5kN/m2×5.4m×(6.6+6.9)m］×50％=119.475kN纵梁自重3.921kN/m×5.4m×4=84.694kN横梁自重4.722kN/m×(6.6+3.0+6.9)m+2.633kN/m×(6.6m+6.9m)×2=149.004kN上、下半层柱自重6.76kN/m×(3.9m+3.9m)/2×4=105.456kN上、下半层墙自重0.5×(7.278kN/m×5.4m×2+11.848kN/m×5.4m×2)×2=206.561kN合计：1156.577kN(3)底层重力荷载楼面恒载5.515kN/m2×5.4m×(6.6+3.0+6.9)m=491.387kN50％楼面活载[3.5kN/m2×3m×5.4m+2.5kN/m2×5.4m×(6.6+6.9)m］×50％=119.475kN纵梁自重3.921kN/m×5.4m×4=84.694kN横梁自重4.722kN/m×(6.6+3.0+6.9)m+2.633kN/m×(6.6m+6.9m)×2=149.004kN上半层柱自重6.76kN/m×3.9m/2×4=52.728kN下半层柱自重6.76kN/m×5.35m/2×4=72.332kN上、下半层墙自重0.5×(7.278kN/m×5.4m×2+11.848kN/m×5.4m×2)×2=206.561kN合计：1176.181kN图2.16各层重力荷载代表值2.6.2梁柱线刚度梁线刚度：柱线刚度：底层柱：余柱：柱抗侧移刚度计算表同风荷载，如下：表2.17总抗侧移刚度计算表层数柱ZZZZ∑Z515629221142198815249749804156292211421988152493156292211421988152492156292211421988152491831210051100148202365792.6.3横向水平作用下框架结构内力和侧移计算(1)横向框架自震周期计算采用求结构基频的一种近似方法——顶点位移法，来计算框架的自振周期。需要将结构按质量分布情况，先进行简化，看作是无限质量悬臂杆件，再导出以直杆顶点位移，按式计算周期T表2.18横向框架顶点位移计算层数G∑D层间相对位移∑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)横向地震作用及楼层地震剪力V计算由条件：场地类别为二类，抗震设防烈度为7度，基本地震加速度为0.10g，设计地震分组第一组，特征周期Tg=0.35s，最大影响系数αmax本工程建筑物高度不超过40m,质量和刚度沿高度变化均匀，变形以剪切变形为主，故采用底部剪力法计算水平地震作用。结构总水平地震作用的标准值，按公式：即：因为：Tg＜T1=0.611s＜5Tg，选取阻尼调整系数η2=1.0，γ=0.9所以：因为：1.4Tg-1.4×0.35s=0.49s＜T1=0.611s，所以考虑顶部附加地震影响；δn=0.08T结构总水平地震作用标准值：顶部附加地震作用：运用剪力计算公式：层数ℎHGGFV53.920.951073.52722490.3910.18858.78058.7843.917.051156.57719719.6380.16551.589110.36933.913.151156.57715208.9880.12739.708150.07723.99.251156.57710698.3370.08927.827177.90415.355.351176.1816292.5680.05316.571194.47520.95—5719.439119822.2471194.475—表2.19各层横向地震作用及楼层地震剪力V图2.17各层剪力沿屋高度分布图(3)水平地震作用下框架位移计算表2.20横向水平地震作用下的位移计算层数楼层剪力V楼层侧移刚度层间侧移绝对侧移558.78749800.000780.0119839001/50004110.369749800.00150.011239001/26003150.077749800.00200.009739001/19592177.904749800.00240.007739001/16251194.475365790.00530.005353501/1009表中Qe为各层的层间弹性位移角：由表得，最大的位移在首层，=1/1009＜1/550，满足要求。(4)水平地震作用内力计算采用D值法，反弯点位置表格与风荷载相同，弯矩计算公式也相同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各层梁端M、V计算层数梁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)汇总V、N表表2.26汇总V、N表层数梁端剪力/kN柱轴力/kNBD跨VDE跨VEF跨VB轴D轴E轴F轴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图2.18地震荷载作用下弯矩图(单位：kN∙图2.19地震荷载作用下剪力图(单位：kN)图2.19地震荷载作用下轴力图(单位：kN)表2.27各柱边缘处轴力计算表各柱边缘处轴力计算柱宽0.5米层次截面恒载内力活载内力地震内力风载内力柱轴线处柱边缘处柱轴线处柱边缘处柱轴线处柱边缘处柱轴线处柱边缘处均布恒载均布活载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内力组合2.7.1各梁的内力组合表2.28内力基本组合表（梁BD）层次截面位置内力恒载SGK活载SQK左风SwK右风SwK左震SEhK右震SEhK考虑地震荷载作用γRE活载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｝左风右风5层左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层左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层左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层左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层左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内力基本组合表（梁DE）层次截面位置内力恒载SGK活载SQK左风SwK右风SwK左震SEhK右震SEhK考虑地震荷载作用γRE活载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｝左风右风5层左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层左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层左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层左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层左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内力基本组合表（梁EF）层次截面位置内力恒载SGK活载SQK左风SwK右风SwK左震SEhK右震SEhK考虑地震荷载作用活载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｝左风右风5层左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层左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层左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层左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层左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各柱的内力组合表2.31内力基本组合表（柱B）层次截面位置内力恒载SGK活载SQK左风SwK右风SwK左震SEhK右震SEhK考虑地震荷载作用MmaxNmaxVmaxγRE活载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｝左风右风5层上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层上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层上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层上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层上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内力基本组合表（柱D）层次截面位置内力恒载SGK活载SQK左风SwK右风SwK左震SEhK右震SEhK考虑地震荷载作用MmaxNmaxVmaxγRE活载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｝左风右风5层上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层上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层上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层上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层上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内力基本组合表（柱E）层次截面位置内力恒载SGK活载SQK左风SwK右风SwK左震SEhK右震SEhK考虑地震荷载作用MmaxNmaxVmaxγRE活载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｝左风右风5层上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层上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层上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层上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层上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内力基本组合表（柱F）层次截面位置内力恒载SGK活载SQK左风SwK右风SwK左震SEhK右震SEhK考虑地震荷载作用MmaxNmaxVmaxγRE活载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｝左风右风5层上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层上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层上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层上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层上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、柱截面设计砼强度采用C30fc=14.3N/mm2,ft=1.43N/mm2，fHRB400为钢筋强度fy=360N/mm2，f2.8.1框架柱截面设计根据截面最不利内力组合：+M−MNmax及相应的+MmaxNmax及相应的+Mmax以底层中柱E为例做框架柱截面设计底层中柱：Nmax=2430.22kN,ℎ0=h−as柱轴压比验算μN=Nmax/fcA=2430.22×103/(14.3N/mm2×5002mm则E轴柱的轴压比满足要求。截面尺寸复核取h=500mm-45mm=455mm，Vmax=因为h0/b=455mm/500mm=0.91＜4所以0.25βcfcbℎ0=0.25×1.0×14.3N/mm2×500mm×455mm×10-33.正截面受弯承载力计算柱同一截面分别承受正反向弯矩，故采用对称配筋。E轴柱：Nb=α1fcbξbℎ0=1.0×14.3底层：从柱内力组合表可见。当N＜Nb，构件为大偏心受压，选用M大、N小的组合；当N＞Nb，取小偏心组合，取M大、N大的组合：(1)第一组内力：M=179.39kN·m，N=1353.41kN,V=-58.70kN进行截面计算。M1/M2=154.32kN/m/179.39kN/m=0.86<0.9‚ƒ＞1.0取=1.0M1与M2同号，取所以，纵向挠曲后