《M大學(xué)教學(xué)樓鋼筋混凝土框架結(jié)構(gòu)設(shè)計》14000字（論文）

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(fēng)荷載計算2.5.1

集中風(fēng)荷載標準值為簡化計算，作用在外墻面上的風(fēng)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(jié)點處的集中風(fēng)荷載標準值：式中:

—高度z

處的風(fēng)振系數(shù)；因結(jié)構(gòu)高度H=20.95m＜30m，可取1.0

風(fēng)荷載體型系數(shù)，根據(jù)建筑物體型查得=1.3；風(fēng)壓高度變化系數(shù)；地面粗糙度為B類hi—下層柱高；?jB—迎風(fēng)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(fēng)荷載作用下的位移驗算側(cè)移剛度D見表格：橫向2-4層D值計算構(gòu)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(gòu)件名稱B軸柱0.6798312D軸柱0.82110051E軸柱0.81810014F軸柱0.67082022.5.3

風(fēng)荷載作用下框架側(cè)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(cè)剛度之和；——第j層的層間側(cè)移值，各層樓板樓板標高處的側(cè)移值是該層以下各層層間側(cè)移之和。頂點側(cè)移是所有各層層間側(cè)移j層側(cè)移頂點側(cè)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(cè)移驗算：層間最大側(cè)移1/2432＜1/550（滿足要求）2.5.4風(fēng)荷載標準值作用下內(nèi)力計算框架在風(fēng)荷載（從左向右吹）作用下的內(nèi)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(shù)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(shù)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(shù)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(shù)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

(k

im

(k

im

mc上

(kc下

(k左

(ki

(k

im

(k

im

mc上

(kc下

(k左

(k右

(ki

(k

im

(k

im

mc上

(kc下

(k

·左

(k

·右

(k

·i

(k

im

(k

im

mc上

(kc下

(k總

(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(shù)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(fēng)荷載作用下框架柱M圖(單位：kN?圖2.14風(fēng)荷載作用下的V圖(單位：kN)圖2.15風(fēng)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(cè)移剛度計算表同風(fēng)荷載，如下：表2.17總抗側(cè)移剛度計算表層數(shù)柱ZZZZ∑Z515629221142198815249749804156292211421988152493156292211421988152492156292211421988152491831210051100148202365792.6.3橫向水平作用下框架結(jié)構(gòu)內(nèi)力和側(cè)移計算(1)橫向框架自震周期計算采用求結(jié)構(gòu)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(jié)構(gòu)按質(zhì)量分布情況，先進行簡化，看作是無限質(zhì)量懸臂桿件，再導(dǎo)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(shù)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(shè)防烈度為7度，基本地震加速度為0.10g，設(shè)計地震分組第一組，特征周期Tg=0.35s，最大影響系數(shù)αmax本工程建筑物高度不超過40m,質(zhì)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(jié)構(gòu)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(diào)整系數(shù)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(jié)構(gòu)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(shù)?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(shù)樓層剪力V樓層側(cè)移剛度層間側(cè)移絕對側(cè)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(nèi)力計算采用D值法，反彎點位置表格與風(fēng)荷載相同，彎矩計算公式也相同i

(k

im

(k

im

mc上

(kc下

(k左

(k58.7812.22628.70418.95028.704110.36922.95749.42240.17568.372150.07731.21661.11560.559101.29177.90437.00472.44671.788133.005194.47544.146106.281129.789178.069i

(k

im

(k

im

mc上

(kc下

(k左

(k右

(k58.7817.3437.1930.5211.1626.036110.3732.5663.4963.4928.2046.906150.0844.2786.3386.3344.95104.875177.9052.48102.34102.3456.60132.07194.4853.48128.76157.2369.17161.923i

(k

im

(k

im

mc上

(kc下

(k左

(k

·右

(k58.7817.2236.9430.3126.3710.57110.372198832.3463.0663.0666.6526.72150.0844.9785.7585.75106.2342.58177.9052.13101.65101.65133.7753.62194.4853.29128.29156.66164.1465.80i

(k

im

(k

im

mc上

(kc下

(k左

(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(shù)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(shù)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(nèi)力活載內(nèi)力地震內(nèi)力風(fēng)載內(nèi)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(nèi)力組合2.7.1各梁的內(nèi)力組合表2.28內(nèi)力基本組合表（梁BD）層次截面位置內(nèi)力恒載SGK活載SQK左風(fēng)SwK右風(fēng)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(fēng)右風(fēng)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(nèi)力基本組合表（梁DE）層次截面位置內(nèi)力恒載SGK活載SQK左風(fēng)SwK右風(fēng)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(fēng)右風(fēng)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(nèi)力基本組合表（梁EF）層次截面位置內(nèi)力恒載SGK活載SQK左風(fēng)SwK右風(fēng)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(fēng)右風(fēng)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(nèi)力組合表2.31內(nèi)力基本組合表（柱B）層次截面位置內(nèi)力恒載SGK活載SQK左風(fēng)SwK右風(fēng)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(fēng)右風(fēng)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(nèi)力基本組合表（柱D）層次截面位置內(nèi)力恒載SGK活載SQK左風(fēng)SwK右風(fēng)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(fēng)右風(fēng)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(nèi)力基本組合表（柱E）層次截面位置內(nèi)力恒載SGK活載SQK左風(fēng)SwK右風(fēng)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(fēng)右風(fēng)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(nèi)力基本組合表（柱F）層次截面位置內(nèi)力恒載SGK活載SQK左風(fēng)SwK右風(fēng)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(fēng)右風(fēng)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(shè)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(shè)計根據(jù)截面最不利內(nèi)力組合：+M?MNmax及相應(yīng)的+MmaxNmax及相應(yīng)的+Mmax以底層中柱E為例做框架柱截面設(shè)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(fù)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(nèi)力組合表可見。當(dāng)N＜Nb，構(gòu)件為大偏心受壓，選用M大、N小的組合；當(dāng)N＞Nb，取小偏心組合，取M大、N大的組合：(1)第一組內(nèi)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