地震荷载计算4.6.1荷载的确定 a 恒载屋面板重力值： 3.66.0710.8118.012G kN =⨯⨯=屋面 楼面板重力值：3.6 3.64.58.7 6.66 2.195.6522G kN =⨯⨯+⨯⨯=楼面 梁重力值：3.6 3.64.0210.8 4.023 2.204129.5422G kN =⨯+⨯⨯+⨯=梁每层柱重力值： 5.3693348.32G kN=⨯⨯=柱1墙重力值： 3.63.6910.8+3.69253.142G kN =⨯⨯⨯=女儿墙3.6 3.610.3510.8210.282186.0522G kN⎛⎫=⨯+⨯+⨯⨯= ⎪⎝⎭标墙b 活载3.60.510.89.722Q kN =⨯⨯=屋面3.6210.838.892Q kN=⨯⨯=楼面重力荷载代表值：6G G G G G =+++屋面板梁柱女儿墙118.01129.5448.3253.14349kN =+++=5G G G G G=+++梁柱楼面板标墙95.65129.5448.32186.05459.56kN =+++= 125459.56G G G G G kN=====341 各层水平地震作用力的确定根据设计资料，设防烈度为7度，h<30m ，建筑场地类别为Ⅱ类，故地震特征周期0.4gT =，框架结构基本自振周期1T 按下公式计算：1(0.08~0.1)T N=自振周期：10.10.160.6T N ==⨯=s1 1.4 1.40.40.56g T T s>=⨯=则有顶部附加地震作用则水平地震影响系数最大值 max0.08α=水平地震影响系数2max1()g T T γαηα=建筑结构的阻尼比取值0.05ξ= 则有0.9γ= 21.0η=0.92max 10.4()() 1.00.080.0560.6gT T γαηα==⨯⨯= 各层水平地震作用力的确定10.850.85(459.565349)2249.78eq i G G KN==⨯⨯+=∑ 0.0562249.78126.0EKeqF G KN α==⨯=因为1 1.4gT T ＞所以顶部附加地震作用系数n 1=0.08T +0.01=0.058ς61459.563+6+9+12+15+3491826962i iG HkN=⨯⨯=∑（）则各层水平力为：11161459.56 3.0(1)126.0(10.058) 6.0726962EK n jjj G H F F KNG Hδ=⨯=-=⨯⨯-=∑22261459.56 6.0(1)126.0(10.058)12.1426962EK n jjj G H F F KNG Hδ=⨯=-=⨯⨯-=∑33361459.569.0(1)126.0(10.058)18.2126962EK n jjj G H F F KNG Hδ=⨯=-=⨯⨯-=∑44461459.5612.0(1)126.0(10.058)24.2826962EK n jjj G H F F KNG Hδ=⨯=-=⨯⨯-=∑55561459.5615.0(1)126.0(10.058)30.3526962EK n jjj G H F F KNG Hδ=⨯=-=⨯⨯-=∑6666134918.0(1)126.0(10.058)27.6626962EK n jjj G H F F KNG Hδ=⨯=-=⨯⨯-=∑n 0.058126.07.34EK F F KNς∆==⨯=由此得出各层的水平剪力为： 第六层 67.3427.6635.0VKN=+= 第五层 535.030.3565.35VKN=+= 第四层 465.3524.2889.63VKN =+= 第三层 389.6318.21107.84V KN=+= 第二层 2107.8112.14119.98VKN=+=第一层 1119.98 6.07126.05V KN =+=表4.6.2.2 地震作用下框架侧移计算层次 /K W KNjV /kND∑/(KN/m) ju ∆/mju ∆/h6 35.0 35.0624660.000561/5357 5 30.35 65.35 62466 0.00106 1/2830 4 24.28 89.63 62466 0.00143 1/2098 3 18.21 107.84624660.00173 1/1734 2 12.14 119.98 62466 0.00192 1/156316.07126.0560999 0.002071/14490.00877j μμ=∑∆=侧移验算：层间侧移最大值：1/1449<1/550(满足要求)3 弯矩的计算框架柱的杆端弯矩、梁端弯矩按下式计算：im c M V h =⋅上（1-y ）c im M V h=⋅⋅下y中柱处的梁：b bb i M i i =+左c 下j+1b 左j c 上j 左右（M +M ）b bbi M i i =+右c 下j+1b 右j c 上j 左右（M +M ）边柱处的梁：b j M =c 下j+1总c 上jM +MA 轴框架柱剪力和梁柱端弯矩计算成果表 层号 iVKND∑m KN ⋅ imDm KN ⋅ imD /D ∑ imV KN y m c 上MmKN ⋅c 下MmKN ⋅b 总MmKN ⋅6 35.0 62466 16410 0.263 9.210.3517.96 9.6717.96 5 65.35 62466 16410 0.263 17.19 0.40 30.94 20.63 40.61 489.6362466 16410 0.263 23.57 0.4538.8931.8259.523 107.6241640.228.0.446.738.278.684 66 10 63 36 5 9 9 12 119.9862466164100.26331.530.547.347.385.591 126.05 60999193330.31739.960.647.9571.9395.25B轴框架柱剪力和梁柱端弯矩计算成果表层号iV KND∑KN/mimDKN/mimD/D∑imVKNymc上MmKN⋅c下MKN.mb左MKN.mb右MKN.m6 35.0 62466164100.41614.560.4324.9018.7814.6910.215 65.3562466164100.41627.190.4544.8636.7137.5526.084 89.6362466164100.41637.290.4957.0554.8255.3238.443 107.8462466164100.41644.860.567.2967.2972.0450.072 119.9862466164100.41649.910.574.8774.8783.8758.291 126.05 60999193330.33341.970.5556.6669.2577.6053.93C轴框架柱剪力和梁柱端弯矩计算成果表层号iVKND∑mKN⋅imDmKN⋅imD/D∑imVKNymc上MmKN⋅c下MmKN⋅b总MmKN⋅6 35.0 62466164100.32111.240.3820.9112.8120.915 65.3562466164100.32120.980.4335.8627.0648.674 89.6362466164100.32128.770.4547.4738.8474.533 107.8462466164100.32134.620.4854.0149.8592.852 119.9862466164100.32138.510.557.7757.77107.621 126.05 60999193330.35044.120.5559.5672.8117.33表4.6.2.4地震作用下框架柱轴力与梁端剪力层梁端剪力/KN柱轴力/KNAB 跨 bABV BC 跨 bBCVA 轴cANB 轴C 轴cCNbAB V -bBCVcBN6 5.23 7.41 -5.23 -2.18 -2.18 7.41 5 10.59 20.53 -10.59 -9.94 -9.94 20.53 4 14.91 30.92 -14.91 -16.01 -16.01 30.92 3 20.43 39.26 -20.43 -18.83 -18.83 39.26 2 22.84 45.59 -22.84 -22.75 -22.75 45.59 1 23.6846.41-23.68 -22.73-22.7346.41。