六层框架建筑在水平地震作用下的内力计算

1、水平地震作用下的内力计算§1各楼层重力荷载代表值的计算由设计任务书要求可知，该工程考虑地震作用，抗震设防烈度为7度,设计基本地震加速度为0.1g,设计地震分组为第三组。以板的中线为界，取上层下半段和下层上半段。顶层：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墙自重：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活荷载：=2.0kN/m264.8m15.9m=2060.64kNG1=6789.8kN1746.9kN304.32kN1907.7kN2060.64kN0.5=11779.04kN标准层：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墙自重：=3.585kN/m64.8m25.58kN/m64.8m26.66kN/m6.6m20314.6m0.2m3.6m25kN/m=2329.704kN活荷载：-.,2.,2=64.8m6.6m22.0kN/m2.7m64.8m2.5kN/m=2148.12kNG2=4372.056kN1746.9kN760.8kN2329.704kN2148.12kN0.5=10283.46kN一层：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墙自重：=(3.585kN/m64.8m25.58kN/m64.8m26.66kN/m6.6m20)0.5，一一-一_314.6m0.2m3.6m25kN/m=1296.252kN活载：-_-_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侧移验算(1)横梁线刚度，为了简化计算，框架梁截面惯性矩增大系数均取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妇0，乂10如=14.4104kNm(2)柱的线刚度kc=2106310710-9=6104kNm§3框架柱的侧移刚度D值计算柱的抗侧移刚度修正系数采用下列公式计算：表12-6层D值的计算D£kbk=2kcka=(2+k)12akcD=(KN/m)h2边柱C0.980.32918278边柱F0.980.32918278

6、中柱D2.40.54530278中柱E2.40.54530278ZD=971120KN/m表21层D值的计算D-£kbk=2kcka=-(2+k)12吹kcD=(KN/m)h2边柱C0.980.49727611边柱F0.980.49727611中柱D2.40.65936616中柱E2.40.65936616£D=1284540KN/m§4框架自振周期的计算按公式计算：T1=0.220.035H/3B=0.220.03521.6/315.9=0.52s四.3.5水平地震作用标准值和位移的计算由设计任务要求可知，多遇地震作用下，抗震设防烈度为7度，设计地震分组为第三组

7、，二类场地，查抗震规范知：ama0.08Tg=0.45SLTg<T<5Tg除有专门规定外，建筑结构的阻尼比应取0.05,届丁二类场地。由地震影响系数曲线，可得：,Tgx0.9_/°.45、0.9-1=()-，max=()0.08=0.07T10.52因为Ti=0.52s<1.4Tg=1.4x0.45=0.63s，所以不考虑顶部附加地震作用伉=0由上面计算的各层重力荷载代表值可得总重力荷载代表值'、,Gi=11779.04KN10283.46KN49250.068KN=62163KN结构总水平地震作用标准值Fek=0.85：Gi=0.850.0762163KN

8、=3699KN各层水平地震作用标准值、楼层地震剪力及楼层层问位移计算见下表：表3-3Fi、Vj和Aue的计算层数GiHiGiHi8ZGiHi1Fi(KN)Vi(KN)ZD61177921.6254426805989116811689711200.001251028318.018509484920179711200.00241028314.414807568026979711200.00331028310.811105651032079711200.00332102837.27403834035479711200.004192503.633300153370012845400.003水平地震作用

9、下剪力图:11688496805107777777777图11水平地震作用经验证：底层电=00叽h3.61200550一“：ue0.00411eh3.6900550地震剪力满足要求满足要§6水平地震作用下横向框架的内力计，女口下表:表4框架柱剪力和柱端弯矩标准值的计算表层数123456边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层数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层数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层数123456边柱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为柱下端弯矩M上=Vik(l-y)h为柱上端弯ZD矩，其中y°为框架承受倒三角形分布水平力作用时标反弯点的高度比。表5水平地震作用下梁端剪力和柱轴力标准层数12345

14、6CD跨梁端男力l6.66.66.66.66.66.6M废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废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废21.9251.7875.6492.92109.30107.81Me右51.92110.13156.64216.43220.01191.23瓯