【四層】5532平米框架教學(xué)樓畢業(yè)設(shè)計（計算書、部分建筑結(jié)構(gòu)圖）

【四層】5532平米框架教學(xué)樓畢業(yè)設(shè)計（計算書、部分建筑結(jié)構(gòu)圖）,【溫馨提示】壓縮包內(nèi)含CAD圖有預(yù)覽點開可看。打包內(nèi)容里dwg后綴的文件為CAD圖,可編輯,無水印,高清圖,壓縮包內(nèi)文檔可直接點開預(yù)覽,需要原稿請自助充值下載,所見才能所得,請細(xì)心查看有疑問可以咨詢QQ：11970985或197216396 編號：04027046*大學(xué)2008屆本科畢業(yè)設(shè)計計算書 *大學(xué)第五教學(xué)樓設(shè)計學(xué) 生 姓 名：_ _ _ _學(xué) 生 學(xué) 號：_ _ _所 在 學(xué) 院： 所 學(xué) 專 業(yè)： 導(dǎo)師姓名職稱：完 成 時 間： 2008年5月 2008年 5 月 4 日目錄1. 結(jié)構(gòu)布置方案及結(jié)構(gòu)選型012. 荷載統(tǒng)計043. 恒荷載作用下的內(nèi)力計算084. 活荷載作用下的內(nèi)力計算145. 風(fēng)荷載作用下的內(nèi)力計算196. 水平地震作用下的內(nèi)力計算227. 梁柱內(nèi)力組合268. 框架配筋計算389. 基礎(chǔ)選型及配筋計算4210. 樓梯配筋計算5011. 參考文獻(xiàn)5425結(jié)構(gòu)布置方案及結(jié)構(gòu)選型1.結(jié)構(gòu)承重方案選擇根據(jù)建筑功能要求以及建筑施工的布置圖，本工程確定采用框架承重方案，框架梁、柱布置參見結(jié)構(gòu)平面圖。2.主要構(gòu)件選型及尺寸初步估算2.1. 主要構(gòu)件選型（1）梁板柱結(jié)構(gòu)形式：現(xiàn)澆鋼筋混凝土結(jié)構(gòu)（2）墻體采用：粉煤灰輕渣空心砌塊（3）墻體厚度：外墻:240mm，內(nèi)墻:190mm（4）基礎(chǔ)采用：柱下獨立基礎(chǔ)2.2. 梁柱截面尺寸估算（1）主要承重框架:梁的跨度L=7200mmh=(1/81/12)L=900mm600mm 取h=600mm 300mm200mm 取b=250mm 滿足b200mm且b/ 500/2=250mm故主要框架梁初選截面尺寸為：bh=250mm600mm（2）次要承重框架：取L=3600mmh=(1/81/12)L=450mm300mm 取h=400mm225mm150mm 取b=250mm故次要框架梁初選截面尺寸為：bh=250mm400mm （3）框架柱:4200=280mm210mm b=(12/3)h 取b=h 按軸力估算柱: No=915.66m2(1014)kN/m2=1409.4kN1973.16kN 按軸壓比驗算:此建筑抗震等級為三級，=0.8 選C30型混凝土 =14.3 N=(1.21.4)No 故初選柱截面尺寸為： bh=500mm500mm3.確定結(jié)構(gòu)計算簡圖三個假設(shè)：平面結(jié)構(gòu)假定：認(rèn)為每一方向的水平力只由該方向的抗側(cè)力結(jié)構(gòu)承擔(dān)，垂直于該方向的抗側(cè)力結(jié)構(gòu)不受力；樓板在自身平面內(nèi)在水平荷載作用下，框架之間不產(chǎn)生相對位移；不考慮水平荷載作用下的扭轉(zhuǎn)作用。計算簡圖根據(jù)結(jié)構(gòu)平面布置圖,選定軸線作為計算單元. 如圖所示KJHGFEDCBA 11 12 13 14 15 16 17 18 19 20 結(jié)構(gòu)平面布置圖框架梁跨度(按柱中心線確定)：AC、DF跨: 7200mmCD跨: 3600mm框架柱高度： 取底層:H1=4200mm 其它層:H2=H3=H4 =3900mm4.梁柱線剛度計算邊跨梁：iAC=iDF= =18750kN.m中間跨梁：iCD= = =11111 kN.m底層柱：i = =37200 kN.m其它層柱：i = =40060 kN.m荷載統(tǒng)計一、恒載計算1.屋面荷載:1)板自重: 2.5kN/2)其它重量(隔熱防水等構(gòu)造)按最薄處83mm: 1.92kN/屋面恒荷載: 4.42kN/中間跨梁自重: 0.25*0.4*25=2.5kN/m邊跨梁自重: 0.25*0.6*25=3.75kN/m中間跨梁側(cè)粉刷： 2*0.4*0.02*17=0.272kN/m邊跨梁側(cè)粉刷： 2*0.6*0.02*17=0.408kN/m因此，作用在頂層框架梁上的線荷載為：g4AC1=g4DE1=3.75+0.408=4.158kN/mg4CD1 =2.5+0.272=2.772kN/mg4AC2=g4DE2=4.42*3.6=15.912kN/mg4CD2=4.42*3.6=15.912kN/m2.樓面1）陶瓷地磚樓面8-10厚地磚鋪實拍平，水泥漿擦縫2）20厚1：4水泥砂漿3）素水泥漿結(jié)合層一遍 0.60kN/4）現(xiàn)澆板厚100 2.5kN/5）7mm厚的水泥石灰砂漿1:1:46）5mm厚1：0.5：3水泥石灰砂漿7）表面涂料8）總厚度12mm 0.24kN/樓面恒荷載： 3.34kN/中間跨梁自重: 0.25*0.4*25=2.5kN/m邊跨梁自重: 0.25*0.6*25=3.75kN/m中間跨梁側(cè)粉刷： 2*0.4*0.02*17=0.272kN/m邊跨梁側(cè)粉刷： 2*0.6*0.02*17=0.408kN/m因此，作用在頂層框架梁上的線荷載為：gAC1=gDE1=3.75+0.408=4.158kN/mgCD1 =2.5+0.272=2.772kN/mgAC2=gDE2=3.34*3.6=12.024kN/mgCD2=3.34*3.6=12.024kN/m3.屋面框架節(jié)點集中荷載標(biāo)準(zhǔn)值邊柱連系梁自重： 0.25*0.40*3.6*25=9kN粉刷層： 0.02*0.40*3.6*17*2=0.9792kN1.5m高女兒墻自重：1.5*3.6*2.49=13.446 kN粉刷層： 1.5*0.02*3.6*17*2=3.672 kN連系梁傳來屋面自重：1/2*3.6*1/2*3.6*4.42=14.3208kN頂層邊節(jié)點集中荷載 G4A=G4F=41.418 kN中柱連系梁自重： 0.25*0.40*3.6*25=9kN/m粉刷層： 0.02*0.40*3.6*17*2=0.9792kN/m連系梁傳來屋面自重：1/2*3.6*1/2*3.6*4.42=14.3208kN/m頂層中節(jié)點集中荷載 G4C=G4D=24.3 kN4.樓面框架節(jié)點集中荷載標(biāo)準(zhǔn)值邊柱連系梁自重： 0.25*0.40*3.6*25=9kN粉刷層： 0.02*0.40*3.6*17*2=0.9792kN連系梁傳來外墻自重： 12.8982kN連系梁傳來窗自重： 1.9845kN連系梁傳來樓面自重：1/2*3.6*1/2*3.6*3.34=10.8216kN中間層邊節(jié)點集中荷載 GA=GF=35.6835 kN中柱連系梁自重： 0.25*0.40*3.6*25=9kN粉刷層： 0.02*0.40*3.6*17*2=0.9792kN連系梁傳來墻自重： 24.955kN連系梁傳來樓面自重：1/2*3.6*1/2*3.6*3.34=10.8216kN中間層中節(jié)點集中荷載 GC=GD=45.7558 kN5.內(nèi)墻1）砼小砌塊墻厚190mm： 1.62kN/2）內(nèi)墻面：采用混合砂漿墻面 15mm厚1：1：6水泥石灰砂漿 5mm厚1：0.5：3水泥石灰砂漿 （雙面）0.68kN/內(nèi)墻恒荷載： 2.3kN/6.外墻1）砼小砌塊墻厚240mm： 1.72kN/2）外墻面：采用陶瓷錦磚墻面 15mm厚1：3水泥砂漿 3-4mm厚1：1水泥砂漿加水重20%白乳膠鑲貼 4-5mm厚陶瓷錦磚，水泥漿擦縫 0.43 kN/3）內(nèi)墻面：采用混合砂漿墻面 15mm厚1：1：6水泥石灰砂漿 5mm厚1：0.5：3水泥石灰砂漿 0.34kN/外墻恒荷載： 2.49kN/7.木門：0.2kN/8.窗：0.35kN/9.恒荷載作用下的計算簡圖如下：恒載圖二、活載計算1.屋面按上人屋面:2.0kN/2.樓面:(教室)2.0 kN/；(走廊、門廳、樓梯)2.5kN/。準(zhǔn)永久值系數(shù):q=0.53.樓面活載作用下的計算簡圖如下活載圖三、風(fēng)荷載:基本風(fēng)壓:W0=0.45kN/風(fēng)載體型系數(shù)：s=0.8-(-0.5)=1.3風(fēng)壓高度系數(shù)：按B類地區(qū)，查表列如下表：離地高度5101520z1.01.01.141.25風(fēng)振系數(shù)：房屋高度未超過30m，z=1.0主體結(jié)構(gòu)計算時，垂直于建筑物表面的風(fēng)荷載標(biāo)準(zhǔn)值為：k=zsz0,計算結(jié)果如下層次ZSZZW0A()Pw(kN)HM(kN.m)411.316.351.16970.459.65257.11303343.9-6.93521311.312.451.06860.459.65256.49823673.9-13.271211.38.5510.459.65256.0810753.9-19.2111.34.6510.4510.580636.66579384.2-27.676左風(fēng)圖四、雪荷載開封市基本雪壓S0取0.30kN/屋面積雪分布系數(shù)r取1.0屋面雪荷載標(biāo)準(zhǔn)值為：Sk=r *S0=0.30kN/恒荷載作用下的內(nèi)力計算豎向荷載作用下的內(nèi)力計算采用分層法1）頂層把梯形荷載轉(zhuǎn)化為等效均布荷載=4.158+(1-2*0.25*0.25+0.25*0.25*0.25)*15.912=18.329625kN/m=2.772+5/8*15.912=12.717kN/m各桿固端彎矩=79.18398kN*m=54.93744kN*m=27.46872kN*m彎矩分配法計算過程00.4570.5430.51100.4290.06上柱下柱ACCA上柱下柱CDDC-79.18479.18398-54.9374-27.4687036.1870842.996921.49845-11.6878-23.37570-19.6246-2.74472.74469905.3413456.34653.17325-0.81077-1.621530-1.36132-0.190390.19039500.370520.4402460.220123-0.112480-0.09443-0.013210.013207041.89894-41.898978.96610-21.0804-57.8857-24.52042）中間層把梯形荷載轉(zhuǎn)化為等效均布荷載=4.158+(1-2*0.25*0.25+0.25*0.25*0.25)*12.024=14.866875kN/m=2.772+5/8*12.024=10.287kN/m各桿固端彎矩=64.2249kN*m=44.43984kN*m=22.21992kN*m彎矩分配法計算過程0.3130.3130.3740.3580.30.30.042上柱下柱ACCA上柱下柱CDDC-64.224964.2249-44.4398-22.219920.1023920.1023924.0201112.01006-5.69133-11.3827-9.53853-9.53853-1.335391.3353951.7813851.7813852.1285561.064278-0.19051-0.38101-0.31928-0.31928-0.04470.04470.0596280.0596280.0712490.035625-0.01275-0.01069-0.01069-0.00150.00149621.9434121.94341-43.886865.55844-9.86851-9.86851-45.8214-20.83833）底層把梯形荷載轉(zhuǎn)化為等效均布荷載=4.158+(1-2*0.25*0.25+0.25*0.25*0.25)*12.024=14.866875kN/m=2.772+5/8*12.024=10.287kN/m各桿固端彎矩=64.2249kN*m=44.43984kN*m=22.21992kN*m彎矩分配法計算過程0.3210.2980.3810.3650.3070.2850.043上柱下柱ACCA上柱下柱CDDC-64.224964.2249-44.4398-22.219920.6161919.1390224.4696912.23484-5.84363-11.6873-9.83011-9.12567-1.376861.3768561.8758061.7414022.2264241.113212-0.20316-0.40632-0.34176-0.31727-0.047870.0478680.0652150.0605420.0774040.038702-0.01413-0.01188-0.01103-0.001660.00166422.5572120.94096-43.498265.50394-10.1837-9.45397-45.8662-20.7935合并各彎矩值。并將彎矩再分配一次頂層00.4570.5430.51100.4290.06上柱下柱ACCA上柱下柱CDDC63.84235-41.898978.9661-30.9489-57.8857-24.52040-10.0281-11.9153-5.957634.0435798.08715806.7894140.949568-0.949570-1.84792-2.19566-1.097830.2804960.56099200.470970.06587-0.065870-0.12819-0.15231-0.076150.03891500.032670.004569-0.00457051.83811-51.838180.521540-23.6558-56.8657-25.5404三層0.3130.3130.3740.3580.30.30.042上柱下柱ACCA上柱下柱CDDC63.8423543.88681-43.886865.55844-30.9489-19.737-45.8214-20.8383-19.9827-19.9827-23.877-11.93857.67684215.3536812.8662112.866211.80127-1.80127-2.40285-2.40285-2.87114-1.435570.2569670.5139340.4306710.4306710.060294-0.06029-0.08043-0.08043-0.09611-0.048050.0172030.0144160.0144160.002018-0.0020241.3764121.42088-62.797368.02112-17.6376-6.42571-43.9578-22.7019二層0.3130.3130.3740.3580.30.30.042上柱下柱ACCA上柱下柱CDDC43.8868143.88681-43.886865.55844-19.737-19.737-45.8214-20.8383-13.7366-13.7366-16.4137-8.206835.00194810.00398.3831548.3831541.173642-1.17364-1.56561-1.56561-1.87073-0.935360.167430.334860.2806090.2806090.039285-0.03929-0.05241-0.05241-0.06262-0.031310.0112090.0093930.0093930.001315-0.0013128.5322328.53223-57.064566.7349-11.0639-11.0639-44.6072-22.0526底層0.3210.2980.3810.3650.3070.2850.043上柱下柱ACCA上柱下柱CDDC44.5006220.94096-43.498265.50394-20.0523-9.45397-45.8662-20.7935-7.04383-6.53914-8.36044-4.180222.5638925.1277854.3129584.0038870.604095-0.6041-0.82301-0.76404-0.97684-0.488420.0891370.1782740.1499450.13920.021002-0.021-0.02861-0.02656-0.03396-0.016980.0061980.0052130.0048390.00073-0.0007336.6051613.61123-50.216466.13058-15.5841-5.30604-45.2404-21.4194得彎矩圖如下恒荷載彎矩圖恒荷載作用下的框架剪力計算梁： 柱： 恒荷載作用下的框架軸力計算柱自重設(shè)計值：底層：0.54*0.54*25*4.2=30.618kN其它層：0.54*0.54*25*3.9=28.431kN活載作用下的內(nèi)力計算活荷載作用下的內(nèi)力計算采用分層法1）頂層把梯形荷載轉(zhuǎn)化為等效均布荷載=(1-2*0.25*0.25+0.25*0.25*0.25)*7.2=6.4125kN/m=5/8*7.2=4.5kN/m各桿固端彎矩=27.702kN*m=19.44kN*m=9.72kN*m彎矩分配法計算過程00.4570.5430.51100.4290.06上柱下柱ACCA上柱下柱CDDC-27.70227.702-19.44-9.72012.6598115.042197.521093-4.03258-8.065160-6.77095-0.946990.94698601.8428892.1896911.094846-0.27973-0.559470-0.46969-0.065690.06569100.1278380.1518950.075948-0.038810-0.03258-0.004560.004557014.63054-14.630527.730450-7.27322-20.4572-8.702772）中間層把梯形荷載轉(zhuǎn)化為等效均布荷載=(1-2*0.25*0.25+0.25*0.25*0.25)*7.2=6.4125kN/m=5/8*9=5.625kN/m各桿固端彎矩=27.702kN*m=24.3kN*m=12.15kN*m彎矩分配法計算過程0.3130.3130.3740.3580.30.30.042上柱下柱ACCA上柱下柱CDDC-27.70227.702-24.3-12.158.6707268.67072610.360555.180274-1.53623-3.07245-2.57468-2.57468-0.360460.3604560.4808390.4808390.5745490.287274-0.05142-0.10284-0.08618-0.08618-0.012070.0120660.0160950.0160950.0192320.009616-0.00344-0.00288-0.00288-0.00040.0004049.167669.16766-18.335330.00042-2.66375-2.66375-24.6729-11.77713）底層把梯形荷載轉(zhuǎn)化為等效均布荷載=(1-2*0.25*0.25+0.25*0.25*0.25)*7.2=6.4125kN/m=5/8*9=5.625kN/m各桿固端彎矩=27.702kN*m=24.3kN*m=12.15kN*m彎矩分配法計算過程0.3210.2980.3810.3650.3070.2850.043上柱下柱ACCA上柱下柱CDDC-27.70227.702-24.3-12.158.8923428.25519610.554465.277231-1.58396-3.16792-2.66452-2.47358-0.373210.3732070.5084510.472020.6034890.301744-0.05507-0.11014-0.09264-0.086-0.012980.0129750.0176770.016410.0209810.010491-0.00383-0.00322-0.00299-0.000450.0004519.418478.743626-18.162130.00958-2.76038-2.56257-24.6866-11.7634合并各彎矩值。并將彎矩再分配一次頂層00.4570.5430.51100.4290.06上柱下柱ACCA上柱下柱CDDC23.7982-14.630527.73045-9.93697-20.4572-8.702770-4.18962-4.97804-2.489021.3165322.63306502.2105380.309166-0.309170-0.60166-0.71488-0.357440.0913260.18265100.1533410.021446-0.021450-0.04174-0.04959-0.024790.0126700.0106370.001488-0.00149018.96519-18.965227.687580-7.56245-20.1251-9.03487三層0.3130.3130.3740.3580.30.30.042上柱下柱ACCA上柱下柱CDDC23.798218.33532-18.335330.00042-9.93697-5.3275-24.6729-11.7771-7.44884-7.44884-8.90053-4.450262.5753145.1506284.3161694.3161690.604264-0.60426-0.80607-0.80607-0.96317-0.481580.0862030.1724070.1444750.1444750.020227-0.02023-0.02698-0.02698-0.03224-0.016120.0057710.0048360.0048360.000677-0.0006815.5163110.05343-25.569730.38126-5.47149-0.86202-24.0478-12.4022二層0.3130.3130.3740.3580.30.30.042上柱下柱ACCA上柱下柱CDDC18.3353218.33532-18.335330.00042-5.3275-5.3275-24.6729-11.7771-5.73896-5.73896-6.85741-3.42871.567363.1347212.6268612.6268610.367761-0.36776-0.49058-0.49058-0.58619-0.29310.0524640.1049290.0879290.0879290.01231-0.01231-0.01642-0.01642-0.01962-0.009810.0035120.0029430.0029430.000412-0.0004112.0893612.08936-24.178729.51197-2.60977-2.60977-24.2924-12.1576底層0.3210.2980.3810.3650.3070.2850.043上柱下柱ACCA上柱下柱CDDC18.586138.743626-18.162130.00958-5.42413-2.56257-24.6866-11.7634-2.94282-2.73196-3.49288-1.746440.8048591.6097191.3539281.2569040.189638-0.18964-0.25836-0.23985-0.30665-0.153330.0279820.0559640.0470710.0436980.006593-0.00659-0.00898-0.00834-0.01066-0.005330.0019460.0016360.0015190.000229-0.0002315.375975.763477-21.139429.77211-4.02149-1.26045-24.4902-11.9598得內(nèi)力圖如下活載彎矩圖活載剪力圖活載軸力圖風(fēng)荷載作用下的內(nèi)力計算基本風(fēng)壓:W0=0.45kN/風(fēng)載體型系數(shù)：s=1.3風(fēng)壓高度系數(shù)：按B類地區(qū)，查表列如下表：離地高度5101520z111.141.25風(fēng)振系數(shù)：房屋高度未超過30m，z=1.0主體結(jié)構(gòu)計算時，垂直于建筑物表面的風(fēng)荷載標(biāo)準(zhǔn)值為：k=zsz0,計算結(jié)果如下層次ZSZZW0A()Pw(kN)HM(kN.m)411.316.351.16970.459.65256.604963.9-6.43984311.312.451.06860.459.65256.0340773.9-12.3231211.38.5510.459.65255.6467133.9-17.8286111.34.6510.4510.580636.1896664.2-25.6992風(fēng)荷載作用下的內(nèi)力計算采用D值法1)各柱剪力如下系數(shù)四層三層A4A3C4C3D4D3F4F3A3A2C3C2D3D2F3F2K1.191.751.751.191.191.751.751.190.37300.46670.46670.37300.37300.46670.46670.3730D0.49800.6230.6230.49800.49800.6230.6230.4980V1.46711.83531.83551.46712.80743.51203.51202.8074系數(shù)二層一層A2A1C2C1D2D1F2F1A1A0C1C0D1D0F1F0K1.191.751.751.190.640.940.940.640.37310.46670.46670.37300.24240.31970.31970.2424D0.49800.6230.6230.49800.30060.39640.39640.3006V4.06175.08115.08114.06175.27746.96026.96025.27742）求反彎點高度層數(shù)第四層（m=4，n=4，h=3.9m）柱號Ky01y12y23y3yA4A31.190.361000101.404C4C31.750.391000101.521D4D31.750.391000101.521F4F31.190.361000101.404層數(shù)第三層（m=4，n=3，h=3.9m）A3A21.190.451000101.755C3C21.750.451000101.755D3D21.750.451000101.755F3F21.190.451000101.755層數(shù)第二層（m=4，n=2，h=3.9m）A2A11.190.461000101.794C2C11.750.491000101.911D2D11.750.491000101.911F2F11.190.461000101.794層數(shù)第一層（m=4，n=1，h=4.2m）A1A00.640.681000102.856C1C00.940.631000102.646D1D00.940.631000102.646F1F00.640.681000102.8563）風(fēng)荷載作用下側(cè)移驗算位置FkDuu/h限值4層7.1130332.2420190.3732470.00009570441/5003層13.611272.2420190.7142340.0001831371/5002層19.692352.2420191.0333310.0002649571/5001層26.358141.3941372.2242840.0005295911/500頂點4.3450960.0002732761/6504）風(fēng)荷載作用下框架的內(nèi)力值柱端彎矩：柱上端彎矩M=V*（h-y)柱下端彎矩M=V*y梁端彎矩：先求出每個結(jié)點柱端彎矩之和，然后按梁的線剛度進(jìn)行分配。風(fēng)荷載作用下框架的內(nèi)力圖如下：風(fēng)載剪力圖風(fēng)載軸力圖水平地震作用計算抗震設(shè)防烈度為7度，類場地土，設(shè)計地震分組為第一組，抗震等級為三級，需要進(jìn)行抗震計算。水平地震作用采用底部剪力法。1.各樓層重力荷載代表值頂層板自重：4.42*3.6*18=286.416kN梁自重：（3.75+0.408）*7.2*2+（2.5+0.272）*3.6=69.8544kN框架柱自重：0.54*0.54*25*（3.9/2+1.5）*4=100.602kN圍護(hù)砌體自重：（2.3+2.49）*3.6*3.9+2.49*3.6*1.5*2=94.1436kN活載：2.5*3.6*18=162kNG4=386.416+69.8544+100.602+94.1436+162/2=632.016kN中間層板自重：3.34*3.6*18=216.432kN梁自重：（3.75+0.408）*7.2*2+（2.5+0.272）*3.6=69.8544kN框架柱自重：0.54*0.54*25*3.9*4=113.724kN圍護(hù)砌體自重：（2.3+2.49）*3.6*3.9*2=134.5032kN活載：2.0*3.6*7.2*2+2.5*3.6*3.6=136.08kNG2=G3=216.432+69.8544+113.724+134.5032+136.08/2=602.5536kN底層板自重：3.34*3.6*18=216.432kN梁自重：（3.75+0.408）*7.2*2+（2.5+0.272）*3.6=69.8544kN框架柱自重：0.54*0.54*25*（3.9/2+4.2/2）*4=118.098kN圍護(hù)砌體自重：（2.3+2.49）*3.6*4.05*2=139.6764kN活載：2.0*3.6*7.2*2+2.0*3.6*3.6=136.08kNG1=216.432+69.8544+118.098+139.6764+136.08/2=612.1008kN2.水平地震作用下框架的側(cè)移驗算梁柱的線剛度AC跨梁：=1.2*11875=22500kNmCD跨梁：=1.2*11111=13333.2kNmDF跨梁：=1.2*18750=22500kNm底層柱：=37200kNm其它層柱：=40060kNm3.框架柱的側(cè)移剛度D值底層其它層DKaDKaD邊柱A0.6048 0.4241 10733.5566 0.2808 0.1231 3891.4538 邊柱F0.6048 0.4241 10733.5566 0.2808 0.1231 3891.4538 中柱C0.9633 0.4938 12496.1738 0.4472 0.1828 5776.0419 中柱D0.9633 0.4938 12496.1738 0.4472 0.1828 5776.0419 D46459.4607 19334.9913 4.框架自振周期計算5.水平地震作用標(biāo)準(zhǔn)值和位移的計算多遇地震作用下，設(shè)防烈度7度，查抗震規(guī)范表5.1.4-1，=0.08；類場地，設(shè)計地震分組為第一組，查抗震規(guī)范表5.1.4-2，=0.35s。，除有專門規(guī)定外，建筑結(jié)構(gòu)的阻尼比應(yīng)取0.05，由地震影響系數(shù)曲線，則因為，所以不考慮頂部附加地震作用，結(jié)構(gòu)總水平地震作用標(biāo)準(zhǔn)值=632.016+2*602.5536+612.1008=2449.224kN=0.066*0.85*2449.224=137.40kN各層水平地震作用標(biāo)準(zhǔn)值、樓層地震剪力及樓層層間位移計算見下表層GiHiGiHiGiHiFiViDUe4 632.0160 3.9 2464.8624 9735.6038 34.7870 34.7870 19334.9913 0.0018 3 602.5536 3.9 2349.9590 33.1653 67.9523 19334.9913 0.0035 2 602.5536 3.9 2349.9590 33.1653 101.1176 19334.9913 0.0052 1 612.1008 4.2 2570.8234 36.2824 137.4000 46459.4607 0.0030 其中底層：=0.0030/4.2=1/14001/500（滿足）二層：=0.0052/3.9=1/7501/650（滿足）6.水平地震作用下橫向框架的內(nèi)力計算框架柱剪力和柱端彎矩標(biāo)準(zhǔn)值柱層hViDDD/DVikKy0M下M上邊柱A4 3.9 34.7870 19334.9913 3891.4538 0.2013 7.0014 0.2808 0.0800 2.1844 25.1210 3 3.9 67.9523 19334.9913 3891.4538 0.2013 13.6764 0.2808 0.3000 16.0014 37.3366 2 3.9 101.1176 19334.9913 3891.4538 0.2013 20.3514 0.2808 0.5300 42.0664 37.3041 1 4.2 137.4000 46459.4607 10733.5566 0.2310 31.7436 0.6048 0.7000 93.3262 39.9969 中柱C4 3.9 34.7870 19334.9913 5776.0419 0.2987 10.3921 0.4472 0.1800 7.2952 33.2339 3 3.9 67.9523 19334.9913 5776.0419 0.2987 20.2997 0.4472 0.3300 26.1258 53.0432 2 3.9 101.1176 19334.9913 5776.0419 0.2987 30.2074 0.4472 0.5000 58.9044 58.9044 1 4.2 137.4000 46459.4607 12496.1738 0.2690 36.9564 0.9633 0.6500 100.8910 54.3259 中柱D4 3.9 34.7870 19334.9913 5776.0419 0.2987 10.3921 0.4472 0.1800 7.2952 33.2339 3 3.9 67.9523 19334.9913 5776.0419 0.2987 20.2997 0.4472 0.3300 26.1258 53.0432 2 3.9 梁柱內(nèi)力組合考慮四種荷載組合：1）1.2恒荷載+1.4活荷載；2）1.2恒荷載+1.4風(fēng)荷載；3）1.2恒荷載+0.9*（1.4活荷載+1.4風(fēng)荷載）；4）1.35恒荷載+0.7活荷載。在組合各種荷載的內(nèi)力時，風(fēng)荷載分別考慮左風(fēng)和右風(fēng)；活荷載除屋面外考慮最不利布置。1.橫梁內(nèi)力組合表框架橫梁的活荷載不利布置有以下三種：1）邊支座最大負(fù)彎矩和最大剪力及邊跨跨中最大彎矩2）中間跨中最大彎矩3）中間支座處最大負(fù)彎矩和最大剪力橫梁內(nèi)力組合（四層）桿件號截面內(nèi)力種類恒載活荷載地震荷載風(fēng)荷載內(nèi)力組合控制值左震右震左風(fēng)右風(fēng)1.2恒+1.4活1.2恒+1.4風(fēng)1.2恒+0.9*（1.4活+1.4風(fēng)）1.35恒+0.7活1.2*（恒+0.5*活）+1.3*地震A4C4A4M-51.84-18.9725.121-25.1213.661955-3.66196-88.766-67.3347-90.7243-83.263-106.247-65.0728V-62.0033-21.87393.489027-3.489030.508605-0.5086-105.027-75.116-102.606-99.0162-92.064-100.054跨中M52.598418.20364.250105-4.250110.68414-0.6841488.6031262.1602885.192683.7503668.515141.41811C4左M80.5227.6920.87089-20.87092.977815-2.97782135.3992.45506127.7614128.08586.10584106.4909V69.9699824.296112.898735-2.898730.413585-0.41359117.978583.38496114.056111.466894.77329110.4292C4D4C4右M-56.87-20.1312.36301-12.3631.388483-1.38848-96.426-70.1879-95.3573-90.8655-96.3939-88.7353V-15.7972-5.591673.43417-3.434170.38569-0.38569-26.785-19.4966-26.4881-25.2404-26.7761-23.599跨中M-36.2636-12.840000-61.4923-43.5163-59.6947-57.9439-51.2203-3.25599D4左M-56.87-20.13-12.36312.36301-1.388481.388483-96.426-66.3001-91.8583-90.8655-64.2501-85.4793V-15.7972-5.591673.43417-3.434170.38569-0.38569-26.785-19.4966-26.4881-25.2404-26.7761-22.6271D4F4D4右M80.5227.69-20.870920.87089-2.977822.977815135.39100.7929135.2654128.085140.370299.24736V69.9699824.296112.898735-2.898730.413585-0.41359117.978583.38496114.056111.466894.77329113.005跨中M52.598418.20364.250105-4.250110.68414-0.6841488.6031262.1602885.192683.7503668.515143.08229F4M-51.84-18.97-25.12125.121-3.661963.661955-88.766-57.0813-81.4961-83.263-40.9327-56.1651V-62.0033-21.87393.489027-3.489030.508605-0.5086-105.027-75.116-102.606-99.0162-92.064-102.375橫梁內(nèi)力組合（三層）桿件號截面內(nèi)力種類恒載活荷載地震荷載風(fēng)荷載內(nèi)力組合控制值左震右震左風(fēng)右風(fēng)1.2恒+1.4活1.2恒+1.4風(fēng)1.2恒+0.9*（1.4活+1.4風(fēng)）1.35恒+0.7活1.2*（恒+0.5*活）+1.3*地震A3C3A3M-62.8-25.5739.52102-39.5218.081833-8.08183-111.158-86.6746-117.761-102.679-142.079同一層V-65.2617-22.41695.48903-5.489031.122477-1.12248-109.698-79.8854-107.974-103.795-98.8999同一層跨中M30.947613.55861.628467-1.628471.040217-1.0402256.1191635.6808252.9102851.2702843.15527同一層C3左M68.0230.3837.89255-37.89267.041617-7.04162124.15671.76574111.0304113.09350.59168同一層V66.7116523.753065.262854-5.262850.978002-0.978113.308378.68478108.7505106.687987.4641同一層C3D3C3右M-43.96-24.0522.44591-22.44593.283334-3.28333-86.422-57.3487-87.192-76.181-96.3617同一層V-12.2111-6.680566.234974-6.234970.912037-0.91204-24.0061-15.9302-24.22-21.1614-26.7671同一層跨中M-27.2902-14.92940000-53.6494-32.7482-51.5593-47.2924-41.7059同一層D3左M-43.96-24.05-22.445922.44591-3.283333.283334-86.422-48.1553-78.918-76.181-38.0023同一層V-12.2111-6.680566.234974-6.234970.912037-0.91204-24.0061-15.9302-24.22-21.1614-26.7671同一層D3F3D3右M68.0230.38-37.892637.89255-7.041627.041617124.15691.48226128.7752113.093149.1123同一層V66.7116523.753065.262854-5.262850.978002-0.978113.308378.68478108.7505106.687987.4641同一層跨中M30.947613.55861.628467-1.628471.040217-1.0402256.1191635.6808252.9102851.2702843.15527同一層F3M-62.8-25.57-39.52139.52102-8.081838.081833-111.158-64.0454-97.3951-102.679-39.3247同一層V-65.2617-22.41695.48903-5.489031.122477-1.12248-109.698-79.8854-107.974-103.795-98.8999同一層橫梁內(nèi)力組合（二層）桿件號截面內(nèi)力種類恒載活荷載地震荷載風(fēng)荷載內(nèi)力組合控制值左震右震左風(fēng)右風(fēng)1.2恒+1.4活1.2恒+1.4風(fēng)1.2恒+0.9*（1.4活+1.4風(fēng)）1.35恒+0.7活1.2*（恒+0.5*活）+1.3*地震A2C2A2M-57.06-24.1853.30554-53.305513.48108-13.4811-102.324-87.3455-115.925-93.957-152.277同一層V-64.6436-22.34477.403547-7.403551.872372-1.87237-108.855-80.1936-108.086-102.91-100.604同一層跨中M34.462614.6886-0.09340.0933992.38489-2.3848961.9191638.0162756.8577956.8065350.2897同一層C2左M66.7329.5153.39894-53.398911.09619-11.0962121.3964.54133103.2774110.742528.36338同一層V67.3297123.825287.416519-7.416521.541138-1.54114114.15178.63805108.8737107.572885.44934同一層C2D2C2右M-44.61-24.29131.63122-31.63125.173883-5.17388-87.5394-60.7754-90.6578-77.2272-109.227同一層V-12.3917-6.74758.786449-8.786451.43719-1.43719-24.3165-16.8821-25.1827-21.452-30.3409同一層跨中M-27.9402-15.17040000-54.7668-33.5282-52.6429-48.3386-42.6305同一層D2左M-44.61-24.291-31.631231.63122-5.173885.173883-87.5394-46.2886-77.6196-77.2272-26.986同一層V-12.3917-6.74758.786449-8.786451.43719-1.43719-24.3165-16.8821-25.1827-21.452-30.3409同一層D2F2D2右M66.7329.51-53.398953.39894-11.096211.09619121.3995.61067131.2398110.7425167.2006同一層V67.3297123.825287.416519-7.416521.541138-1.54114114.15178.63805108.8737107.572885.44934同一層跨中M34.462614.6886-0.09340.0933992.38489-2.3848961.9191638.0162756.8577956.8065350.2897同一層F2M-57.06-24.18-53.305553.30554-13.481113.48108-102.324-49.5985-81.9526-93.957-13.6828同一層V-64.6436-22.34477.403547-7.403551.872372-1.87237-108.855-80.1936-108.086-102.91-100.604同一層橫梁內(nèi)力組合（一層）桿件號截面內(nèi)力種類恒載活荷載地震荷載風(fēng)荷載內(nèi)力組合控制值左震右震左風(fēng)右風(fēng)1.2恒+1.4活1.2恒+1.4風(fēng)1.2恒+0.9*（1.4活+1.4風(fēng)）1.35恒+0.7活1.2*（恒+0.5*活）+1.3*地震A1C1A1M-50.22-21.1482.06332-82.063314.37961-14.3796-89.86-80.3954-105.019-82.595-179.63-78.3623V-63.7769-21.886411.39768-11.39771.997167-1.99717-107.173-79.3283-106.626-101.419-104.481-107.319跨中M38.182616.078610.95469-10.95470.38064-0.3806468.3291645.2862265.5985562.8015341.2251827.42189C1左M66.1329.7771.10863-71.108613.99897-13.999121.03459.7574599.2275110.11454.776785105.7842V68.1963724.283619.876198-9.87621.944301-1.9443115.832779.11363109.9832109.063683.56676114.1892C1D1C1右M-44.61-24.4942.12167-42.12176.527377-6.52738-87.818-62.6703-92.6139-77.3665-122.984-86.8859V-12.5667-6.8027811.70046-11.70051.81316-1.81316-24.6039-17.6184-25.9361-21.7269-34.3723-23.3081跨中M-28.5702-15.36940000-55.8014-34.2842-53.6497-49.3284-43.5059-15.3067D1左M-44.61-24.49-42.121742.12167-6.527386.527377-87.818-44.3937-76.1649-77.3665-13.4678-71.5792V-12.5667-6.8027811.70046-11.70051.81316-1.81316-24.6039-17.6184-25.9361-21.7269-34.3723-18.739D1F1D1右M66.1329.77-71.108671.10863-13.99913.99897121.03498.95455134.5049110.1145189.659271.73171V68.1963724.283619.876198-9.87621.944301-1.9443115.832779.11363109.9832109.063683.56676109.2895跨中M38.182616.078610.95469-10.95470.38064-0.3806468.3291645.2862265.5985562.8015341.2251828.3478F1M-50.22-21.14-82.063382.06332-14.379614.37961-89.86-40.1326-68.7821-82.59533.73431-43.3839V-63.7769-21.886411.39768-11.39771.997167-1.99717-107.173-79.3283-106.626-101.419-104.481-102.286屋面橫梁控制值計算位置截面荷載MVbtanMV左邊跨A4恒荷載-51.84-62.00331.106481-36.3392-62.6672活荷載-18.97-21.87390.33642-13.5015-22.0757右風(fēng)載-3.66196-0.5086-3.5348-0.50861.2恒+0.9*(1.35恒+0.7活0.6-65.0728-100.0541.4活+1.4風(fēng))C4左恒荷載80.5269.969981.10648163.027569.30609活荷載27.6924.296110.3364221.6159724.09426左風(fēng)載2.9778150.4135852.8744190.4135851.2恒+0.9*(1.35恒+0.7活0.6106.4909110.42921.4活+1.4風(fēng))中跨C4右恒荷載-56.87-15.7972-4.38812-52.9207-14.042活荷載-20.13-5.59167-1.55324-18.7321-4.97037右風(fēng)載-1.38848-0.38569-1.29206-0.385691.2恒+0.9*(0.4-88.7353-23.5991.4活+1.4風(fēng))D4左恒荷載-56.87-15.7972-4.38812-52.9207-14.042活荷載-20.13-5.59167-1.55324-18.7321-4.97037左風(fēng)載1.3884830.385691.292060.385691.2恒+0.9*(0.4-85.4793-22.62711.4活+1.4風(fēng))右邊跨D4右恒荷載80.5269.969981.10648163.027569.30609活荷載27.6924.296110.3364221.6159724.09426右風(fēng)載-2.97782-0.41359-2.87442-0.413591.2恒+0.9*(0.699.24736113.0051.4活+1.4風(fēng))F4恒荷載-51.84-62.00331.106481-36.3392-62.6672活荷載-18.97-21.87390.33642-13.5015-22.0757左風(fēng)載3.6619550.5086053.5348040.5086051.2恒+0.9*(0.6-56.1651-102.3751.4活+1.4風(fēng))樓面橫梁控制值計算位置截面荷載MVbtanMV左邊跨A1恒荷載-50.22-63.77690.613812-34.2758-64.1452活荷載-21.14-21.88640.332948-15.6684-22.0862右風(fēng)載-14.3796-1.99717-13.8803-1.997171.2恒+0.9*1.40.6-78.3623-107.319*(活+風(fēng))C1左恒荷載66.1368.196370.61381249.0809167.82809活荷載29.7724.283610.33294823.699124.08384左風(fēng)載13.998971.94430113.512891.9443011.2恒+0.9*1.40.6105.7842114.1892*(活+風(fēng))中跨C1右恒荷載-45.24-12.5667-3.49074-42.0983-11.1704活荷載-24.49-6.80278-1.88966-22.7893-6.04691右風(fēng)載-6.52738-1.81316-6.07409-1.813161.2恒+0.9*1.40.4-86.8859-23.3081*(活+風(fēng))D1左恒荷載-45.24-12.5667-3.49074-42.0983-11.1704活荷載-24.49-6.80278-1.88966-22.7893-6.04691左風(fēng)載6.5273771.813166.0740871.813161.2恒+0.9*1.40.4-71.5792-18.739*(活+風(fēng))右邊跨D1右恒荷載66.1368.196370.61381249.0809167.82809活荷載29.7724.283610.33294823.699124.08384右風(fēng)載-13.999-1.9443-13.5129-1.94431.2恒+0.9*1.40.671.73171109.2895*(活+風(fēng))F1恒荷載-50.22-63.77690.613812-34.2758-64.1452活荷載-21.14-21.88640.332948-15.6684-22.0862左風(fēng)載14.379611.99716713.880311.9971671.2恒+0.9*1.40.6-43.3839-102.286*(活+風(fēng))框架柱內(nèi)力組合（四層）桿件號截面內(nèi)力種類恒載活荷載地震風(fēng)荷載內(nèi)力組合1.2恒荷載+1.4活荷載1.2恒荷載+1.4風(fēng)荷載1.2恒荷載+0.9*（1.4活荷載+1.4風(fēng)荷載）1.35恒荷載+0.7活荷載1.2*（恒+0.5*活）+1.3*地震左震右震左風(fēng)右風(fēng)MmaxNmaxNminMmaxNmaxNminMmaxNmaxNminMmaxNmaxNminMmaxNmaxNminA4A3上端M51.84 18.97 -25.12 25.12 -3.66 3.66 88.77 88.77 62.21 67.33 67.33 57.08 90.72 90.72 57.59 83.26 83.26 69.98 106.25 106.25 29.55 N-62.00 -21.87 -6.39 6.39 0.51 -0.51 -105.03 -105.03 -74.40 -75.12 -75.12 -73.69 -102.61 -102.61 -73.76 -99.02 -99.02 -83.70 -79.22 -79.22 -82.71 下端M41.38 15.52 -2.18 2.18 -2.06 2.06 71.38 71.38 49.66 52.54 52.54 46.77 71.81 71.81 47.06 66.73 66.73 55.86 61.81 61.81 46.82 N-90.43 -21.87 -6.39 6.39 0.51 -0.51 -139.14 -139.14 -108.52 -109.23 -109.23 -107.81 -136.72 -136.72 -107.88 -137.40 -137.40 -122.09 -113.34 -113.34 -116.83 V23.90 8.84 6.39 -6.39 -1.47 1.47 41.06 41.06 28.68 30.74 30.74 26.63 41.67 41.67 26.83 38.46 38.46 32.27 25.69 25.69 36.99 C4C3上端M-23.66 -7.56 -33.23 33.23 -4.37 4.37 -38.98 -38.98 -28.39 -22.28 -22.28 -34.50 -32.42 -32.42 -33.89 -37.23 -37.23 -31.94 10.28 10.28 -71.60 N-54.17 18.70 -0.48 0.48 0.80 -0.80 -38.82 -38.82 -65.01 -66.13 -66.13 -63.89 -42.45 -42.45 -64.00 -60.04 -60.04 -73.13 -53.16 -53.16 -65.63 下端M-17.64 -5.47 -7.30 7.30 -2.79 2.79 -28.83 -28.83 -21.17 -17.26 -17.26 -25.08 -24.54 -24.54 -24.69 -27.64 -27.64 -23.81 -14.97 -14.97 -30.65 N-82.60 18.70 -0.48 0.48 0.80 -0.80 -72.94 -72.94 -99.12 -100.24 -100.24 -98.01 -76.56 -76.56 -98.12 -98.42 -98.42 -111.52 -87.28 -87.28 -99.75 V-10.59 -3.34 6.87 -6.87 -1.84 1.84 -17.39 -17.39 -12.71 -10.14 -10.14 -15.28 -14.60 -14.60 -15.02 -16.63 -16.63 -14.30 -23.64 -23.64 -3.78 D4D3上端M-23.66 -7.56 -33.23 33.23 4.37 -4.37 -38.98 -38.98 -28.39 -34.50 -34.50 -22.28 -43.42 -43.42 -22.89 -37.23 -37.23 -31.94 10.28 10.28 -71.60 N-54.17 18.70 6.08 -6.08 -0.80 0.80 -38.82 -38.82 -65.01 -63.89 -63.89 -66.13 -40.43 -40.43 -66.01 -60.04 -60.04 -73.13 -61.69 -61.69 -57.10 下端M-17.64 -5.47 -7.30 7.30 2.79 -2.79 -28.83 -28.83 -21.17 -25.08 -25.08 -17.26 -31.58 -31.58 -17.65 -27.64 -27.64 -23.81 -14.97 -14.97 -30.65 N-82.60 18.70 6.08 -6.08 -0.80 0.80 -72.94 -72.94 -99.12 -98.01 -98.01 -100.24 -74.55 -74.55 -100.13 -98.42 -98.42 -111.52 -95.81 -95.81 -91.22 V-10.59 -3.34 6.87 -6.87 1.84 -1.84 -17.39 -17.39 -12.71 -15.28 -15.28 -10.14 -19.23 -19.23 -10.40 -16.63 -16.63 -14.30 -23.64 -23.64 -3.78 F4F3上端M51.84 18.97 -25.12 25.12 3.66 -3.66 88.77 88.77 62.21 57.08 57.08 67.33 81.50 81.50 66.82 83.26 83.26 69.98 106.25 106.25 29.55 N-62.00 -21.87 6.39 -6.39 -0.51 0.51 -105.03 -105.03 -74.40 -73.69 -73.69 -75.12 -101.32 -101.32 -75.04 -99.02 -99.02 -83.70 -95.83 -95.83 -66.10 下端M41.38 15.52 -2.18 2.18 2.06 -2.06 71.38 71.38 49.66 46.77 46.77 52.54 66.62 66.62 52.25 66.73 66.73 55.86 61.81 61.81 46.82 N-90.43 -21.87 6.39 -6.39 -0.51 0.51 -139.14 -139.14 -108.52 -107.81 -107.81 -109.23 -135.44 -135.44 -109.16 -137.40 -137.40 -122.09 -129.95 -129.95 -100.22 V23.90 8.84 6.39 -6.39 1.47 -1.47 41.06 41.06 28.68 26.63 26.63 30.74 37.98 37.98 30.53 38.46 38.46 32.27 25.69 25.69 36.99 框架柱內(nèi)力組合（三層）桿件號截面內(nèi)力種類恒載活荷載地震風(fēng)荷載內(nèi)力組合1.2恒荷載+1.4活荷載1.2恒荷載+1.4風(fēng)荷載1.2恒荷載+0.9*（1.4活荷載+1.4風(fēng)荷載）1.35恒荷載+0.7活荷載1.2*（恒+0.5*活）+1.3*地震左震右震左風(fēng)右風(fēng)|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminA3A2上端M21.42 10.05 -37.34 37.34 -6.02 6.02 39.77 39.77 25.70 34.13 34.13 17.27 45.95 45.95 18.12 35.95 35.95 28.92 80.27 80.27 -22.83 N-155.70 -44.29 -17.14 17.14 1.63 -1.63 -248.84 -248.84 -186.84 -189.12 -189.12 -184.55 -244.70 -244.70 -184.78 -241.19 -241.19 -210.19 -191.13 -191.13 -209.12 下端M28.53 12.09 -16.00 16.00 -4.93 4.93 51.16 51.16 34.24 41.13 41.13 27.34 55.68 55.68 28.03 46.98 46.98 38.52 62.29 62.29 13.43 N-184.13 -44.29 -17.14 17.14 1.63 -1.63 -282.96 -282.96 -220.95 -223.24 -223.24 -218.67 -278.81 -278.81 -218.90 -279.57 -279.57 -248.57 -225.25 -225.25 -243.23 V12.81 5.68 10.75 -10.75 -2.81 2.81 23.32 23.32 15.37 19.30 19.30 11.44 26.06 26.06 11.83 21.26 21.26 17.29 4.80 4.80 29.35 C3C2上端M-6.42 -0.86 -53.04 53.04 -7.53 7.53 -8.91 -8.91 -7.70 2.84 2.84 -18.25 0.70 0.70 -17.20 -9.27 -9.27 -8.67 60.74 60.74 -76.66 N-137.10 35.78 -1.72 1.72 2.69 -2.69 -114.44 -114.44 -164.53 -168.29 -168.29 -160.76 -122.83 -122.83 -161.14 -160.05 -160.05 -185.09 -140.83 -140.83 -166.76 下端M-11.06 -2.61 -26.13 26.13 -6.16 6.16 -16.93 -16.93 -13.27 -4.64 -4.64 -21.90 -8.79 -8.79 -21.04 -16.76 -16.76 -14.93 19.13 19.13 -47.24 N-165.54 35.78 -1.72 1.72 2.69 -2.69 -148.55 -148.55 -198.64 -202.41 -202.41 -194.88 -156.95 -156.95 -195.25 -198.43 -198.43 -223.47 -174.94 -174.94 -200.88 V-4.48 -0.89 12.47 -12.47 -3.51 3.51 -6.62 -6.62 -5.38 -0.46 -0.46 -10.30 -2.07 -2.07 -9.80 -6.67 -6.67 -6.05 -22.12 -22.12 10.83 D3D2上端M-6.42 -0.86 -53.04 53.04 7.53 -7.53 -8.91 -8.91 -7.70 -18.25 -18.25 2.84 -18.28 -18.28 1.79 -9.27 -9.27 -8.67 60.74 60.74 -76.66 N-137.10 35.78 1.72 -1.72 -2.69 2.69 -114.44 -114.44 -164.53 -160.76 -160.76 -168.29 -116.06 -116.06 -167.91 -160.05 -160.05 -185.09 -145.29 -145.29 -162.29 下端M-11.06 -2.61 -26.13 26.13 6.16 -6.16 -16.93 -16.93 -13.27 -21.90 -21.90 -4.64 -24.33 -24.33 -5.51 -16.76 -16.76 -14.93 19.13 19.13 -47.24 N-165.54 35.78 1.72 -1.72 -2.69 2.69 -148.55 -148.55 -198.64 -194.88 -194.88 -202.41 -150.17 -150.17 -202.03 -198.43 -198.43 -223.47 -179.41 -179.41 -196.41 V-4.48 -0.89 12.47 -12.47 3.51 -3.51 -6.62 -6.62 -5.38 -10.30 -10.30 -0.46 -10.92 -10.92 -0.95 -6.67 -6.67 -6.05 -22.12 -22.12 10.83 F3F2上端M21.42 10.05 -37.34 37.34 6.02 -6.02 39.77 39.77 25.70 17.27 17.27 34.13 30.78 30.78 33.29 35.95 35.95 28.92 80.27 80.27 -22.83 N-155.70 -44.29 17.14 -17.14 -1.63 1.63 -248.84 -248.84 -186.84 -184.55 -184.55 -189.12 -240.59 -240.59 -188.89 -241.19 -241.19 -210.19 -235.69 -235.69 -164.55 下端M28.53 12.09 -16.00 16.00 4.93 -4.93 51.16 51.16 34.24 27.34 27.34 41.13 43.26 43.26 40.44 46.98 46.98 38.52 62.29 62.29 13.43 N-184.13 -44.29 17.14 -17.14 -1.63 1.63 -282.96 -282.96 -220.95 -218.67 -218.67 -223.24 -274.70 -274.70 -223.01 -279.57 -279.57 -248.57 -269.81 -269.81 -198.67 V12.81 5.68 10.75 -10.75 2.81 -2.81 23.32 23.32 15.37 11.44 11.44 19.30 18.98 18.98 18.91 21.26 21.26 17.29 4.80 4.80 29.35 框架柱內(nèi)力組合（二層）桿件號截面內(nèi)力種類恒載活荷載地震風(fēng)荷載內(nèi)力組合1.2恒荷載+1.4活荷載1.2恒荷載+1.4風(fēng)荷載1.2恒荷載+0.9*（1.4活荷載+1.4風(fēng)荷載）1.35恒荷載+0.7活荷載1.2*（恒+0.5*活）+1.3*地震左震右震左風(fēng)右風(fēng)|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminA2A1上端M28.53 12.09 -37.30 37.30 -8.55 8.55 51.16 51.16 34.24 46.21 46.21 22.26 60.25 60.25 23.46 46.98 46.98 38.52 89.99 89.99 -14.26 N-248.77 -66.64 -31.96 31.96 3.50 -3.50 -391.81 -391.81 -298.52 -303.43 -303.43 -293.62 -386.90 -386.90 -294.11 -382.49 -382.49 -335.84 -296.96 -296.96 -340.07 下端M36.61 15.38 -42.07 42.07 -7.29 7.29 65.46 65.46 43.93 54.13 54.13 33.73 72.49 72.49 34.75 60.19 60.19 49.42 107.85 107.85 -10.75 N-277.20 -66.64 -31.96 31.96 3.50 -3.50 -425.93 -425.93 -332.64 -337.55 -337.55 -327.74 -421.02 -421.02 -