六層框架建筑在水平地震作用下的內(nèi)力計算

1、水平地震作用下的內(nèi)力計算§1各樓層重力荷載代表值的計算由設計任務書要求可知，該工程考慮地震作用，抗震設防烈度為7度,設計基本地震加速度為0.1g,設計地震分組為第三組。以板的中線為界，取上層下半段和下層上半段。頂層：板自重：2=64.08m15.9m6.59kN/m=6789.8kN梁自重：=6.6m3.87kN/m202.55kN/m6.6m18(0.6-0.12)m0.3m64.8m425kN/m3=1746.9kN柱自重：3.6m=6.34kN/m(-0.6m)104=304.32kN墻自重：1,=5乂(3.585kN/mx64.8mk2+5.58kN/m乂64.8m乂2+6.

2、66kN/mx6.6mK20)3.45kN/m(64.82m26.6m22.7m)14.6m0.2m5.1m25kN/m3=1907.7kN活荷載：=2.0kN/m264.8m15.9m=2060.64kNG1=6789.8kN1746.9kN304.32kN1907.7kN2060.64kN0.5=11779.04kN標準層：板自重：=64.8m6.6m24.33kN/m22.7m64.8m3.82kN/m2=4372.056kN梁自重：3=6.6m3.87kN/m202.55kN/m6.6m18(0.6-0.12)m0.3m64.8m425kN/m=1746.9kN柱自重：=6.34kN/

3、m(3.6m-0.6m)104=760.8kN墻自重：=3.585kN/m64.8m25.58kN/m64.8m26.66kN/m6.6m20314.6m0.2m3.6m25kN/m=2329.704kN活荷載：-.,2.,2=64.8m6.6m22.0kN/m2.7m64.8m2.5kN/m=2148.12kNG2=4372.056kN1746.9kN760.8kN2329.704kN2148.12kN0.5=10283.46kN一層：板自重：22=64.8m6.6m24.33kN/m2.7m64.8m3.82kN/m=4372.056kN梁自重：3=6.6m3.87kN/m202.55kN

4、/m6.6m18(0.6-0.12)m0.3m64.8m425kN/m=1746.9kN柱自重：=6.34kN/m(3.6m-0.6m)104=760.8kN墻自重：=(3.585kN/m64.8m25.58kN/m64.8m26.66kN/m6.6m20)0.5，一一-一_314.6m0.2m3.6m25kN/m=1296.252kN活載：-_-_一_2一_一_一一一一一2=64.8m6.6m22.0kN/m2.7m64.8m2.5kN/m=2148.12kNG3=4372.056kN1746,9kN760.8kN1296.252kN2148.12kN0.5=9250.068kN§

5、2水平地震作用下框架的側(cè)移驗算(1)橫梁線剛度，為了簡化計算，框架梁截面慣性矩增大系數(shù)均取1.2。CD、EF跨梁：kb=1.2iCD=1.2iDE=1.21.6361063.010710”=5.88104kNmDE跨梁：虹=1.2xiDE=1.24x106乂3婦0，乂10如=14.4104kNm(2)柱的線剛度kc=2106310710-9=6104kNm§3框架柱的側(cè)移剛度D值計算柱的抗側(cè)移剛度修正系數(shù)采用下列公式計算：表12-6層D值的計算D£kbk=2kcka=(2+k)12akcD=(KN/m)h2邊柱C0.980.32918278邊柱F0.980.32918278

6、中柱D2.40.54530278中柱E2.40.54530278ZD=971120KN/m表21層D值的計算D-£kbk=2kcka=-(2+k)12吹kcD=(KN/m)h2邊柱C0.980.49727611邊柱F0.980.49727611中柱D2.40.65936616中柱E2.40.65936616£D=1284540KN/m§4框架自振周期的計算按公式計算：T1=0.220.035H/3B=0.220.03521.6/315.9=0.52s四.3.5水平地震作用標準值和位移的計算由設計任務要求可知，多遇地震作用下，抗震設防烈度為7度，設計地震分組為第三組

7、，二類場地，查抗震規(guī)范知：ama0.08Tg=0.45SLTg<T<5Tg除有專門規(guī)定外，建筑結(jié)構(gòu)的阻尼比應取0.05,屆丁二類場地。由地震影響系數(shù)曲線，可得：,Tgx0.9_/°.45、0.9-1=()-，max=()0.08=0.07T10.52因為Ti=0.52s<1.4Tg=1.4x0.45=0.63s，所以不考慮頂部附加地震作用伉=0由上面計算的各層重力荷載代表值可得總重力荷載代表值'、,Gi=11779.04KN10283.46KN49250.068KN=62163KN結(jié)構(gòu)總水平地震作用標準值Fek=0.85：Gi=0.850.0762163KN

8、=3699KN各層水平地震作用標準值、樓層地震剪力及樓層層問位移計算見下表：表3-3Fi、Vj和Aue的計算層數(shù)GiHiGiHi8ZGiHi1Fi(KN)Vi(KN)ZD61177921.6254426805989116811689711200.001251028318.018509484920179711200.00241028314.414807568026979711200.00331028310.811105651032079711200.00332102837.27403834035479711200.004192503.633300153370012845400.003水平地震作用

9、下剪力圖:11688496805107777777777圖11水平地震作用經(jīng)驗證：底層電=00嘰h3.61200550一“：ue0.00411eh3.6900550地震剪力滿足要求滿足要§6水平地震作用下橫向框架的內(nèi)力計，女口下表:表4框架柱剪力和柱端彎矩標準值的計算表層數(shù)123456邊h(m)3.63.63.63.63.63.6柱Vi116820172697320735473700ZD9711209711209711209711209711201284540D182781827818278182781827827611DYd0.0190.0190.0190.0190.0190.02

10、1Vik22.1938.3251.2460.9367.3977.70K0.980.980.980.980.980.98y00.350.400.450.450.50.65M下27.9655.1883.098.71121.3181.82M上51.9282.77101.46133.43121.369.93層數(shù)123456中柱h(m)3.63.63.63.63.63.6Vi116820172697320735473700Zd9711209711209711209711209711201284540D302783027830278302783027836616DZK0.0310.0310.0310.03

11、10.0310.029V,36.2162.5383.6199.42109.96107.3K"2.42.42.42.42.42.4y°0.420.450.470.500.500.55M下54.75101.3141.47178.96197.93212.45層數(shù)123456中柱h(m)3.63.63.63.63.63.6Vi116820172697320735473700Zd9711209711209711209711209711201284540D182781827818278182781827827611M上75.61123.81159.53178.96197.93173.8

12、3DED0.0310.0310.0310.0310.0310.029Vjk36.2162.5383.6199.42109.96107.3K2.42.42.42.42.42.4V00.420.450.470.500.500.55M下54.75101.3141.47178.96197.93212.45M上75.61123.81159.53178.96197.93173.83層數(shù)123456邊柱h(m)3.63.63.63.63.63.6Vi116820172697320735473700ZD9711209711209711209711209711201284540D1827818278182781

13、82781827827611DZD0.0190.0190.0190.0190.0190.021Vjk22.1938.3251.2460.9367.3977.70K0.980.980.980.980.980.98yo0.350.400.450.450.50.65M下27.9655.1883.098.71121.3181.82M上51.9282.77101.46133.43121.369.93注：Vk=VjM下=Viky0h為柱下端彎矩M上=Vik(l-y)h為柱上端彎ZD矩，其中y°為框架承受倒三角形分布水平力作用時標反彎點的高度比。表5水平地震作用下梁端剪力和柱軸力標準層數(shù)12345

14、6CD跨梁端男力l6.66.66.66.66.66.6M廢51.92110.13156.64216.43220.01191.23Me右21.9251.7875.6492.92109.30107.81、/Me左地右Vei11.1924.5335.1946.8749.945.31DE跨梁端男力l2.72.72.72.72.72.7M廢53.69126.78185.19227.51269.59263.95Me右53.69126.78185.19227.51269.59263.95Me左楙右Ml39.7793.91137.18168.53199.70195.52EF跨梁端男力l6.66.66.66.66.66.6M廢21.9251.7875.6492.92109.30107.81Me右51.92110.13156.64216.43220.01191.23甌