土木工程畢業(yè)設(shè)計(jì)（論文）四層框架教學(xué)樓設(shè)計(jì)（全套圖紙）

1、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(jiàn)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(dú)立基礎(chǔ)全套圖紙，加1538937062.2. 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

2、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(yàn)算:此建筑抗震等級(jí)為三級(jí)，=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(jì)算簡(jiǎn)圖三個(gè)假設(shè)：平

3、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(duì)位移；不考慮水平荷載作用下的扭轉(zhuǎn)作用。計(jì)算簡(jiǎn)圖根據(jù)結(jié)構(gòu)平面布置圖,選定軸線作為計(jì)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(jì)算邊跨梁：iac=idf= =18750kn.m中間跨梁：icd= = =11111

4、 kn.m底層柱：i = =37200 kn.m其它層柱：i = =40060 kn.m荷載統(tǒng)計(jì)一、恒載計(jì)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.

5、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(shí)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=0.27

6、2kn/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(diǎn)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

7、kn連系梁傳來(lái)屋面自重：1/2*3.6*1/2*3.6*4.42=14.3208kn頂層邊節(jié)點(diǎn)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(lái)屋面自重：1/2*3.6*1/2*3.6*4.42=14.3208kn/m頂層中節(jié)點(diǎn)集中荷載 g4c=g4d=24.3 kn4.樓面框架節(jié)點(diǎn)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(lái)外墻自重： 12.8982kn連系梁

8、傳來(lái)窗自重： 1.9845kn連系梁傳來(lái)樓面自重：1/2*3.6*1/2*3.6*3.34=10.8216kn中間層邊節(jié)點(diǎn)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(lái)墻自重： 24.955kn連系梁傳來(lái)樓面自重：1/2*3.6*1/2*3.6*3.34=10.8216kn中間層中節(jié)點(diǎn)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

9、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(mén)：0.2kn/8.窗：0.35kn/9.恒荷載作用下的計(jì)算簡(jiǎn)圖如下：恒載圖二、活載計(jì)算1.屋面按上人屋面:2.0kn/2.樓面:(教室)2.0 kn/；(走廊、門(mén)廳、樓梯)2.5kn/。

10、準(zhǔn)永久值系數(shù):q=0.53.樓面活載作用下的計(jì)算簡(jiǎn)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(guò)30m，z=1.0主體結(jié)構(gòu)計(jì)算時(shí)，垂直于建筑物表面的風(fēng)荷載標(biāo)準(zhǔn)值為：k=zsz0,計(jì)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.

11、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(kāi)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(jì)算豎向荷載作用下的內(nèi)力計(jì)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*

12、m=27.46872kn*m彎矩分配法計(jì)算過(guò)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.

13、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(jì)算過(guò)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.

14、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+0.2

15、5*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(jì)算過(guò)程0.3210.2980.3810.3650.3070.2850.043上柱下柱acca上柱下柱cddc-64.224964.2249-44.4398-22.219920.6161919.1390224.4696912.23484-5.84363-11.6873-9.83011-9.12567-1.376861.3768561.8758061.7414022.226424

16、1.113212-0.20316-0.40632-0.34176-0.31727-0.047870.0478680.0652150.0605420.0774040.038702-0.01413-0.01188-0.01103-0.001660.00166422.5572120.94096-43.498265.50394-10.1837-9.45397-45.8662-20.7935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

17、-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cddc63.8423543.8868

18、1-43.886865.55844-30.9489-19.737-45.8214-20.8383-19.9827-19.9827-23.877-11.93857.67684215.3536812.8662112.866211.80127-1.80127-2.40285-2.40285-2.87114-1.435570.2569670.5139340.4306710.4306710.060294-0.06029-0.08043-0.08043-0.09611-0.048050.0172030.0144160.0144160.002018-0.0020241.3764121.42088-62.79

19、7368.02112-17.6376-6.42571-43.9578-22.7019二層0.3130.3130.3740.3580.30.30.042上柱下柱acca上柱下柱cddc43.8868143.88681-43.886865.55844-19.737-19.737-45.8214-20.8383-13.7366-13.7366-16.4137-8.206835.00194810.00398.3831548.3831541.173642-1.17364-1.56561-1.56561-1.87073-0.935360.167430.334860.2806090.2806090.0392

20、85-0.03929-0.05241-0.05241-0.06262-0.031310.0112090.0093930.0093930.001315-0.0013128.5322328.53223-57.064566.7349-11.0639-11.0639-44.6072-22.0526底層0.3210.2980.3810.3650.3070.2850.043上柱下柱acca上柱下柱cddc44.5006220.94096-43.498265.50394-20.0523-9.45397-45.8662-20.7935-7.04383-6.53914-8.36044-4.180222.5638

21、925.1277854.3129584.0038870.604095-0.6041-0.82301-0.76404-0.97684-0.488420.0891370.1782740.1499450.13920.021002-0.021-0.02861-0.02656-0.03396-0.016980.0061980.0052130.0048390.00073-0.0007336.6051613.61123-50.216466.13058-15.5841-5.30604-45.2404-21.4194得彎矩圖如下恒荷載彎矩圖恒荷載作用下的框架剪力計(jì)算梁： 柱： 恒荷載作用下的框架軸力計(jì)算柱自重設(shè)

22、計(jì)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(jì)算活荷載作用下的內(nèi)力計(jì)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(jì)算過(guò)程00.4570.5430.51100.4290.06上柱下柱acca上柱下柱cddc-27.70227.702-19.44-9.72012.6598115.042197.5210

23、93-4.03258-8.065160-6.77095-0.946990.94698601.8428892.1896911.094846-0.27973-0.559470-0.46969-0.065690.06569100.1278380.1518950.075948-0.038810-0.03258-0.004560.004557014.63054-14.630527.730450-7.27322-20.4572-8.702772）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

24、固端彎矩=27.702kn*m=24.3kn*m=12.15kn*m彎矩分配法計(jì)算過(guò)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.

25、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(jì)算過(guò)程0.3210.2980.3810.3650.3070.2850.043上柱下柱acca上柱下柱cddc-27.70227.702-24.

26、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

27、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cddc23.7982-14.630527.73045-9.93697-20.4572-8.702770-4.18962-4.97804-2.489021.3165322.63306502.2105380.309166-0.309170-0.60166-0.71488-0.357440.0913260.18265100.1533410.021446-0.021450-0.04174-0.04959-0.024790.0126700.0106370.001488-0.00149018.96

28、519-18.965227.687580-7.56245-20.1251-9.03487三層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

29、.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cddc18.3353218.33532-18.335330.00042-5.3275-5.3275-24.6729-11.7771-5.73896-5.73896-6.85741-3.42871.56736

30、3.1347212.6268612.6268610.367761-0.36776-0.49058-0.49058-0.58619-0.29310.0524640.1049290.0879290.0879290.01231-0.01231-0.01642-0.01642-0.01962-0.009810.0035120.0029430.0029430.000412-0.0004112.0893612.08936-24.178729.51197-2.60977-2.60977-24.2924-12.1576底層0.3210.2980.3810.3650.3070.2850.043上柱下柱acca上

31、柱下柱cddc18.586138.743626-18.162130.00958-5.42413-2.56257-24.6866-11.7634-2.94282-2.73196-3.49288-1.746440.8048591.6097191.3539281.2569040.189638-0.18964-0.25836-0.23985-0.30665-0.153330.0279820.0559640.0470710.0436980.006593-0.00659-0.00898-0.00834-0.01066-0.005330.0019460.0016360.0015190.000229-0.00

32、02315.375975.763477-21.139429.77211-4.02149-1.26045-24.4902-11.9598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(jì)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(guò)30m，z=1.0主體結(jié)構(gòu)計(jì)算時(shí)，垂直于建筑物表面的風(fēng)荷載標(biāo)準(zhǔn)值為：k=zsz0,計(jì)算結(jié)果如下層次zszzw0a()pw(kn)hm(kn.m)411.316.351.16970.459.65256.604963.9-6.43984311.

33、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(jì)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.

34、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(diǎn)高度層數(shù)第四層（m=4，n=4，h=3.9

35、m）柱號(hào)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）a2a11.190.461000101.794c2c11.750.491000101.911d2d11.750.4

36、91000101.911f2f11.190.461000101.794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(yàn)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

37、26.358141.3941372.2242840.0005295911/500頂點(diǎn)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(gè)結(jié)點(diǎn)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(jì)算抗震設(shè)防烈度為7度，類場(chǎng)地土，設(shè)計(jì)地震分組為第一組，抗震等級(jí)為三級(jí)，需要進(jìn)行抗震計(jì)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.

38、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

39、+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

40、*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(yàn)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(jì)算5.水平地震作用標(biāo)準(zhǔn)值和位移的計(jì)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(chǎng)地，設(shè)計(jì)地震分組為第一組，查抗震規(guī)范表5.1.4-2，=0.35