地震作用标准值计算

地震作用标准值计算各层总重力荷载代表值计算1．屋面层总重力荷载代表值女儿墙重量：(1.95+0.51+0.875)x[(11.4+0.2)x2+(25+0.2)x2-(2.5+0.4xl0+0.5x4)]=217.11kN屋面板重量：6.4x(4-0.2-0.15)x(11.4-0.2-0.3-0.2)x2=499.90kN7.7x(6-0.15x2)x(11.4-0.2-0.3-0.2)x2=939.25kN5.9x[(6-0.2-0.15)x(2.5-0.3)x2+(2.5-0.3)x(3.6-0.3)]+6.4x(1.8-0.25)x(2.5-0.3)=211.33kN499.90+939.25+211.33=1650.48kN电梯机房重量：0.91+2.366+1.333+3.465+1.43+3.887+25x0.3x0.3x1.5x2+25x0.2x0.2x(1.8x2+2.5x2)+5.9x1.6x2.3=50.453kN楼梯间重量：(7.275+15.132+3.958)x2+(1.275+1.716+0.449+1.62)+(2.61+5.148+1.346+0.486)=67.38kN4.5x[(2.5-0.4)+(2.5-0.25-0.2)+(5.4-0.3-0.25)+(5.4-0.3-0.2)]=62.55kN3.89+4.031+0.432+0.571=8.924kN25x3x(0.4x0.4x3+0.5x0.5)=54.75kN5.9x(5.4-0.35)x(2.5-0.3)=65.55kN67.38+62.55+8.924+54.75+65.55=259.15kN楼梯板重量：25x(0.3x0.15/2x1.1x9+3x1.1x0.12+0.2x0.3x2.5)+3x1.1x2.3+17x0.02x[1.1x2.3+2.3x(0.2+0.2+0.2)+1.1x3]+2.12=31.38kN8层柱重量：25x1.5x(0.4x0.4x9+0.5x0.5x5)=100.88kN17x0.02x1.5x(0.4x4x9+0.5x4x5-0.2x2x14)=9.59kN100.88+9.59=110.47kN梁重量：4.5x[(11.4+0.2)x7-0.4x12-0.5x8-0.3)]=324.45kN4.5x[(25+0.2)x3-0.4x12-0.5x8]=300.6kN1.5x(2.5-0.3)=3.3kN2.122x2+4.243x2+3.89+4.031+3.89+4.972+1.428x2+2.418x2+0.432+0.714x2+1.18x2+0.571+0.443=42.44kN324.45+300.6+3.3+42.44=670.79kN7层墙、门、窗重量：54.253x2+28.925x2+42.844+41.342+40.291+14.463x2+15.826x2+18.378+11.172x2+8.629+14.463x2+23.598x2+5.573+8.374+8.439x2+15.06x2+10.184+8.706x2+26.611+5.597x2=603.23kN7层柱重量：25x3x(0.4x0.4x12+0.5x0.5x8)=294kN17x0.02x3x(0.4x4+0.7x4+1.7x2+1x2+0.6x3+1.4x2+0.9x2+1)=17.544kN294+17.544=311.544kN因屋面可变载不计入重力荷载代表值，故屋面层的重力荷载代表值为：G=217.11+1650.48+50.453+259.15+31.38+110.47+670.79+603.23/2+311.544/27=3447.22kN2-6层重力荷载代表值楼面板重量：3.5x(4-0.35)x(11.4-0.2-2.25-0.2)x2=223.563kN3.0x[(2-0.25)x(2.5-0.3)+(4-0.25)x(2.5-0.3)+(6-0.3)x(2.9-0.25)+(2.5-0.3)x(6-0.55)+(2-0.25)x(4-0.55)]x2+3.0x(3.6-0.3)x(2.5-0.3)=296.325kN4.8x(6-0.3)x(6-0.35)x2=309.168kN3.5x(1.5-0.2)x(6-0.3)x2=51.87kN223.563+296.325+309.168+51.87=880.93kN柱重量：25x3x(0.4x0.4x12+0.5x0.5x8)=294kN17x0.02x3x(0.4x4+0.7x4+1.7x2+1x2+0.6x3+1.4x2+0.9x2+1)=17.544kN294+17.544=311.544kN楼梯板重量：31.38x2=62.76kN梁重量：[1.5x(2.5-0.3)+3x(6-0.3)+1.5x(4-0.35)+3x(6-0.3)+1x(2-0.25)]x2+1x(5-0.6)=93.85kN4.5x1.5x4=27kN0.431x2+2.267x2+0.422+0.305+0.384+2.648x2+0.22x2+0.676x4=14.947kN670.79+93.85+27+14.947=806.59kN墙、门、窗、栏杆重量：603.23+1.06x4+4.239x2=615.948kN楼面可变荷载：2.0x[(25-0.1)x(11.4-0.1)-1.8x2.5]+2.5x6x1.5x2=598.74kN因楼面可变荷载按等效均布荷载计算，要乘以组合值系数0.5，故2-6层的总重力荷载代表值为：G=880.93+311.544+62.76+806.59+615.948+0.5x598.74=2977.14kN2€61层重力荷载代表值楼面板重量：3.5x(4-0.35)x(11.4-0.2-2.25-0.2)x2=223.563kN3.0x[(2-0.25)x(2.5-0.3)+(4-0.25)x(2.5-0.3)+(6-0.3)x(2.9-0.25)+(2.5-0.3)x(6-0.55)+(2-0.25)x(4-0.55)]x2+3.0x(3.6-0.3)x(2.5-0.3)=296.325kN4.8x(6-0.3)x(6-0.35)x2=309.168kN3.5x(1.5-0.2)x(6-0.3)x2=51.87kN223.563+296.325+309.168+51.87=880.93kN柱重量：25x3.8x(0.4x0.4x12+0.5x0.5x8)=372.4kN372.4+17.544=389.944kN楼梯板重量：31.38x2=62.76kN梁重量：[1.5x(2.5-0.3)+3x(6-0.3)+1.5x(4-0.35)+3x(6-0.3)+1x(2-0.25)]x2+1x(5-0.6)=93.85kN4.5x1.5x4=27kN0.431x2+2.267x2+0.422+0.305+0.384+2.648x2+0.22x2+0.676x4=14.947kN670.79+93.85+27+14.947=806.59kN墙、门、窗、栏杆重量：因1层平面布置与标准层大致相同，此项荷载相差不大，故大小取同标准层此项荷载，为615.948kN楼面可变荷载：2.0x[(25-0.1)x(11.4-0.1)-1.8x2.5]+2.5x6x1.5x2=598.74kN因楼面可变荷载按等效均布荷载计算，要乘以组合值系数0.5，故1层的总重力荷载代表值为：G1=880.93+(389.944+311.544)/2+62.76+806.59+615.948+0.5x598.74=3016.34kN全楼横向水平地震作用计算1．结构基本自振周期计算采用顶点位移法计算，此方法计算周期必须先求出结构在重力荷载代表值水平作用于各质点产生的顶点位移，计算过程见表3-2-15。表3-2-15假想顶点位移计算层号G(kN)i€G(kN)i€D(kN/m)，卩(m)i卩(m)i73447.223447.224546910.00760.215862977.146424.364546910.01410.208252977.149401.54546910.02070.194142977.1412378.644546910.02720.173432977.1415355.784546910.03380.146222977.1418332.924546910.04030.112413016.3421349.262962810.07210.0721由上表可得顶点位移蔦=0・2158叫考虑非结构墙影响折减系数屮广0・7,则结构基本自振周期-=1.7屮八巴=1.7x0.7x.0.2158=0.55(s)2．多遇水平地震作用计算本工程建设地点在广东广州，抗震设防烈度为7度，基本地震加速度为0.10g，设计地震分组为第一组。由地层情况通过剪切波速计算得出场地类别为II类。查《建筑结构抗震规范》(GB50011-2010)得：水平地震影响系数最大值„ =0.08,特征周期T=0.35smax g由于T<T<5T，故可得地震影响系数：g1gT„=(—g)…耳„ (3-2-3)1T2max1式中„——地震影响系数；T—特征周期；1gT——结构自振周期；…——衰减指数；1n——阻尼调整系数；„ ——地震影响系数最大值；2 max查《建筑抗震设计规范》(GB50011-2010)可得…=0.9,n=1.0，所以地震影响系数2最大值为„=(0.35/0.55)0.9x0.08二0.05331

F=€G=0.0533x0.85x21349.26=967.23kNEK1eq由于T=0.55s>1.4T=0.49s，顶部附加地震作用系数，=0.08x0.55+0.07=0.114,则附1gn加顶部集中力为AF二,F=0.114x967.23=110.26kNnnEK各质点作用力按下式计算GHii—GHGHii—GHF(1„,)EKn3-2-4)jj式中F—质点i的水平地震作用标准值；iG、 G—分别为集中于质点i、j的重力荷载代表值;ijH、 H—分别为质点i、j的计算高度；ijF——结构总水平地震作用标准值；EK，——顶部附加地震作用系数。n计算过程见表3-2-16。表3-2-16各质点作用力F计算i层号G(kN)iH(m)iGHii…GHjjF(kN)i73447.2221.8075149.40232.3662977.1418.8055970.23173.0752977.1415.8047038.81145.4542977.1412.8038107.39277148.44117.8332977.149.8029175.9790.2122977.146.8020244.5562.6013016.343.8011462.0935.44其中，顶层修正后作用力Fr=F+AF=232.36+110.26=342.62kNnnn

②轴框架水平地震作用计算求出②轴框架的抗侧刚度与全楼抗侧刚度的比值即可得到②轴框架所承受的地震作用，计算过程见表3-2-17。表3-2-17②框架水平地震作用计算层号全楼F(kN)i②轴€D2(N/mm)全楼€D(N/mm)€