27水平地震作用内力计算

1、2.7水平地震作用内力计算设计资料：根据建筑抗震设计规范(GB50012001)第5.1.3条：屋面重力荷载代表值Gi=B面恒载+屋面活荷载+纵横梁自重+楼面下半层的柱及纵横墙自重；各楼层重力荷载代表值6=楼面恒荷载+50潴面活荷载+纵横梁自重+楼面上下各半层的柱及纵横墙自重；n总重力荷载代表值G=寸Gii4主梁与次梁截面尺寸估算：主梁截面尺寸的确定：当跨度取L=8000mm,主梁高度应满足：.,11、.，11、h=()L=()乂8000=667mm1000mm,考虑到跨度较大，取h=700mm,8128121一,11、则：b=()h=()乂700=233mm350mm，取b=350mm。32

2、3当跨度取L=6000mm,主梁高度应满足：.,11、.，11、h=()L=()x6000=500mm750mm,考虑到跨度较大，取h=500mm,812812111则：b=()h=()x500=167mm250mm，取b=250mm。323一级次梁截面尺寸的确定：跨度取L=4800mm,次梁高度应满足：h=(【1)L=(【2)3800=320mm400mm，考虑到跨度较大，取h=350mm,贝U：12181218.,11、，11、b=()h=L-产350=11mm17mm,取b=200mm。2323二级次梁截面尺寸的确定：跨度取L=3000mm,次梁高度应满足：.,11、.，11、h=()L

3、=()x3000=167mm250mm，考虑到跨度较大，取h=300mm,贝U：12181218.,11、，11、*b=()h=卜一)乂300=10mm15Qm取b=200mm。2323柱的截面尺寸估算：rinANi根据公式：Ac一*fc公式来估算每层柱的截面尺寸其中ri为放大系数，通常范围为1.11.3n为层数，A：代表柱的受荷面积（m2）Ni:代表每平方米的重量1318KNm2Vc:表示轴压比fc:表示混凝土的抗压强度（N亳M2）根据设计图纸可得柱的截面尺寸如下：层数柱的截面尺寸1650X6002650X6003600X6004600X6005600X6006600X5507600X550

4、8600X5502.7.1各层楼面的重力荷载代表值计算梁柱自重计算列表梁柱编亏梁（柱）宽梁（柱）高梁每米重量梁长L每根重量根数总重梁柱自重每层梁柱b(mm)h(mm)(b+40)xhx25/1000000EG(kN)EG(kN)(kN/m)(m)nKL13507006.836.947.09723390.66-KL23507006.834.832.76642096.64-KL33507006.834.530.71561719.9-KL43507006.833.624.578196.56-KL53507006.83427.3016436.8-KL63507006.832.416.388131.04

5、-KL73507006.835.8539.931606388.2-KL83507006.83640.951204914-KL93507006.836.645.05241081.08-KL103507006.834.832.7624786.24-KL113507006.836.947.09241130.22-KL123507006.834.530.7116491.4-KL132003502.103.67.5624181.44-KL142003502.1048.403362822.4-KL152003502.106.914.4940579.6-KL162003502.102.14.4156246.

6、96-KL172003502.107.215.1232483.84-KL182003502.102.45.0440201.6-KL192003502.101.83.78830.24-KL202003502.1024.2024100.8-KL212003502.1036.30144907.2-KL222003502.104.59.4516151.2-KL232003502.104.810.0816161.28-KL242003502.103.36.9332221.76-KL252003001.802.855.13160820.8-KL262003001.8035.40168907.2-KL272

7、003001.801.83.24825.92-KL282003001.802.44.32136587.5231192.53899.063(12层)60065010.405.4556.681247028.327028.323514.165(35层)6006009.603.634.561866428.166428.162142.72墙体自重计算列表墙体墙厚t(mm)墙局h(mm)墙体容重kN/m3每米墙总量(t+40)Xhx19/1000000(kN/m)堵长L(m)有门窗洞口的堵长11(m无门窗洞口的墙长l2(m)折减后的总墙长0.8*l1+l2(m每片重量kN墙片数n总重kN底层墙200360

8、00.4516.4252.63220.646.2758.421758.4220036001816.42173.9144.929144.922379.0112379.011003600189.58148.541107.5140.31343.5111343.5110038501810.2468.74919.758.9603.191603.1910039001810.3717.617.617.6182.581182.5810040801810.8521.7219.721.3231.161231.1628层每层墙20030000.4513.6820.620.620.6281.811281.812003

9、0001813.68208.3176.232.1173.062367.4612367.461003000187.98191.956135.9180.71441.9911441.991003250188.65168.212345.2143.61241.4211241.421003300188.7859.111.747.456.76498.241498.24顶层墙重200900184.10226.23226.23226.23928.451928.45每层墙重5830.92底层墙重5497.8728层墙体小计40816.44顶层墙重928.45总重47242.762.7.2重力荷载代表值的计算2.7

10、.2.1楼板恒活荷载标准值屋面（8层）：二毡三油铺小石子0.3530mmK泥砂浆找平层20.0320=0.60kN/m2150mmm气混凝土保温层0.156=0.9kN/m2120mm浇混凝土楼板一一一一20.1225=3kN/m20mm?石灰砂浆抹底0.0217=0.34kN/m2怛向载标准值:合计：5.19kN/m2活载标准值：0.5kN/m2楼面（17层）：225mmK磨石面层0.02525=0.625kN/m30mmK泥砂浆找平层0.0320=0.60kN/m2120mm浇混凝土楼板一一一一20.1225=3kN/m20mm?石灰砂浆抹底_20.0217=0.34kN/m怛向载标准值:

11、合计：4.6kN/m活载标准值：2.0kN/m2屋面：总板面积：1393.5m2G8恒载=(1393.527.636183)X5.19=6621.92kNG8载=(1393.5-27.6-36-183)0.5=637.95kNG8=G8恒载+0.5XG8活载=6621.92kN+0.5*637.95kN=6940.9kN第一层：G17恒载=(1393.527.63618乂3)又4.6=5869.14kNG17活载=(1393.527.636183)乂2=2551.8kNG17=G17恒载+0.5xG17活载=5869.14kN+0.5x2551.8kN=7145.04kN建筑物总重力荷载代表值

12、：8Gi=6940.9+7145.04X7=56956.180i42.7.2.2楼梯恒活荷载标准值1) 平梯段面层：20m加水泥砂浆0.02X20=0.4kN/m2梯板：120厚混凝土板0.12X25=3kN/m2板底：15m加石灰浆粉刷：0.015X17=0.255kN/m2恒荷载标准值：gk=3.66kN/m2活荷载标准值：qk=2.0kN/m22) 一层的斜梯段面层：0.02X20X(0.27+0.175)/0.27=0.66kN/m2梯踏步：0.175X25/2=2.19kN/m2梯斜板：0.12X25/COSH=3.58kN/m2板底：0.015X17/COS8=0.3kN/m2恒荷

13、载标准值：gk=6.73kN/m2活荷载标准值：qk=2.0kN/m23) 二八层的斜梯段面层：0.02X20X(0.27+0.15)/0.27=0.62kN/m2梯踏步：0.15X25/2=1.88kN/m2梯斜板：0.12X25/cose=3.43kN/m2板底：0.015X17/cos=0.29kN/m2恒荷载标准值：gk=6.22kN/m2活荷载标准值：qk=2.0kN/m2第一层楼梯：G1恒载=(27.6+36+18-8尺3)X6.73十8X3K3.66=475.49kNGi活载=(27.6+36+18)x2=163.2kNG1=G恒载+0.5XG1活载=475.49kN+0.5x1

14、63.2kN=557.09kN第二八层楼梯：G28恒载=(27.6+36+18-8x3)x6.22+8乂3x3.66=446.11kNG28活载=(27.6+36+18)乂2=163.2kN电梯荷载标准值:G28=628恒载+0.528活载=446.11kN+0.5x163.2kN=527.71kNG电梯还电梯恒载0.5G电梯活载=0.57182=126kN质点重力荷载值如下:557.0925497.872G2=527.713514.1652G3二527.71=19545.45G4=527.713899.063G5=527.711964.162_527.7125830.92-7145.0438

15、99.0633514.16527145.045830.923899.0632142.72=20231.18KN27145.045830.923899.063KN7145.045830.922142.72二19545.45KN7145.045830.923899.0632142.72-=19456.17KN2=20765.062142.72KN6=527.717145.045830.923899.0631946.1619366.89KN7=928.456940.95830.923899.06321964.16=19297.97KN2_527.718_1267145.045830.923899.0

16、6321946.16二19229.04KNGG+G十如下图所示:G*泓56.17“&3=19515虹u=?.(2.7.3水平地震作用计算横向框架自振周期：按顶点位移法计算框架的自振周期，对于质量和刚度沿高度分布比较均匀的高层钢筋混凝土框架，可以简化为等截面悬臂杆，得到由结构顶点位移表示的计算结构基本周期的半经验公式，按以下公式计算：T1=1.7-式中：a0基本周期调整系数。考虑填充墙对框架自振周期影响的折减系数，框架结构取0.6一0.7，该框架取0.7。AT框架结构的顶点假想位移。在未求出框架的周期前，无法求出框架的地震力及位移，AT是将框架的重力荷载视为水平作用力，求得的假想框架顶点位移。然

17、后由AT求出Ti,再用Ti求出框架结构的底部剪力。进而求出框架各层剪力和结构真正的位移。a.横向框架结构顶点假想位移计算横向框架结构顶点假想位移计算见下表：框架柱、梁刚度计算构件截面惯性矩惯性矩bhI_c、I_bI柱6006501.37E+101.37E+106006001.08E+101.08E+105506009.90E+099.90E+09梁2505002.60E+095.21E+092003507.15E+081.43E+092003004.50E+089.00E+083507001.00E+102.00E+103507001.00E+102.00E+10框架柱、框架梁刚度计算构件惯性

18、矩混凝土弹性模量构件长度线刚度相对线刚度IEliI柱1层中柱1.37E+103.00E+0442009.79E+101.0001层边柱1.37E+103.00E+0442009.79E+101.0002层中柱1.37E+103.00E+0436001.14E+111.167P2层边柱1.37E+103.00E+0436001.14E+111.1673层中柱1.08E+103.00E+0436009.00E+100.9203层边柱1.08E+103.00E+0436009.00E+100.9204层中柱1.08E+103.00E+0436009.00E+100.9204层边柱1.08E+103.

19、00E+0436009.00E+100.9205层中柱1.08E+103.00E+0436009.00E+100.9205层边柱1.08E+103.00E+0436009.00E+100.9206层中柱9.90E+093.00E+0436008.25E+100.8436层边柱9.90E+093.00E+0436008.25E+100.8437层中柱9.90E+093.00E+0436008.25E+100.8437层边柱9.90E+093.00E+0436008.25E+100.8438层中柱9.90E+093.00E+0436008.25E+100.8438层边柱9.90E+093.00E+

20、0436008.25E+100.843梁250x5005.21E+093.00E+045850.002.67E+100.273200x3501.43E+093.00E+043000.001.43E+100.146200x3009.00E+083.00E+042850.009.47E+090.097350x7002.00E+103.00E+046900.008.70E+100.889350x7002.00E+103.00E+044500.001.33E+111.363层数中柱边柱KK80.6470.2440.3240.139470.6470.2440.3240.139460.6470.2440.

21、3240.139450.5930.2290.2970.129340.5930.2290.2970.129330.5930.2290.2970.129320.4680.1900.2340.104710.5450.4110.2730.340各层D值计算楼层中柱边柱总和：D值D值根数D值根数8186722710650358768737186722710650358768736203692711618359565895190582710775358916814190582710775358916813190582710775358916812200452711073359287681273342722

22、639351530380横向框架结构顶点假想位移层次Gi(kN)Vgi(kN)ZDi(N/mm)ui(mm)ui(mm)815665.9515665.9587687317.9671.9719229.0434894.9987687339.8654619366.8954261.8895658956.7614.2519456.1773718.0589168182.7557.5419545.4593263.5891681104.6474.8319545.45112808.95891681126.5370.2220231.181330402243.7120765.0615380

23、5.191530380100.5100.5b.横向框架自震周期计算根据上述公式得：T1=1.7c(oVZf=1.7X0.65W0.6719=0.91s横向地震作用计算：根据建筑设计抗震规范(GB50012001)第5.1.2条规定，对于高度不超过40米，以剪切变形为主，且质量和刚度沿着高度方向分布比较均匀的结构，以及近似于单质点体系的结构，可以采用底部剪力法等简化方法计算抗震作用。因此本框架采用底部剪力法计算抗震作用。Geq=0.85、Gi=0.85153805.19=130734.41kN本场地类别为II类场地，7度设防区(0.15g),设计地震分组为第二组，由建筑设计抗震规范(GB5001

24、1-2001)可查得：结构的特征周期Tg和水平地震影响系数最大值amax(7度，多遇地震作用)为：Tg=0.40s:max=0.12结构横向总水平地震作用标准值：TgT11.4Tg=1.4X0.4=0.56(s),故要考虑顶部水平地震作用的影响。按底部剪力法求得的基底剪力，若Fi=GMFEK分配给各层，则水平地震作用呈倒三角8、GjHjjw形分布。对一般层，这种分布基本符合实际。但对结构上部，水平作用小于按时程分析法和振型分解法求得的结果，特别对于周期比较长的结构相差更大。地震的宏观震害也表明，结构上部往往震害很严重。因此，希即顶部附加地震作用系数考虑顶部地震力的加大。舞考虑了结构周期和场地的

25、影响。且修正后的剪力分布与实际更加吻合。顶部附加作用系数为：5n=0.08+0.01=0.08X0.91+0.01=0.083顶点附加水平地震作用：Fn=6nFek=0.083X7451.86=618.5kN各层横向地震剪力计算见下表：各质点横向水平地震作用及楼层地震剪力计算表层次hi(m)Hi(m)Gi(kN)GiHi(kN-m)WGHiFi(kN)Vi(kN)83.630.6515665.95480161.372701790.711315.551934.0573.627.0519229.04520145.532701790.711214.423148.4863.623.4519366.89

26、454153.572701790.711148.644297.1253.619.8519456.17386204.972701790.71976.795273.9143.616.2519545.45317613.562701790.71803.316077.2133.612.6519545.45247249.942701790.71625.346702.5623.69.0520231.18183092.182701790.71463.087165.6315.455.4520765.06113169.582701790.71286.237451.86ll.-ln-S.J.|!S-.|!1babk

27、n527351KNmm67C2.S6KK7I6563KN745VB6KN(b)地震剪力(a)水平地震作用2.7.4横向框架抗震变形验算多遇地震作用下，层间弹性位移验算见下表。2.7.4.1横向水平地震作用下的位移验算层次Vi(kN)AUiUi(m)hi(mm)e81934.058768730.006780.0413236000.0005873148.488768730.002790.0345436000.0010064297.129565890.003810.0317536000.0012555273.918916810.004680.0279436000.0016446077.2189168

28、10.005390.0232636000.0015036702.568916810.005950.0178736000.0016527165.639287680.006360.0119236000.0017717451.8615303800.005560.0055654500.00089由表可知，最大层间弹性位移角发生在第2层，其值为0.0017,小于建筑设计抗震规范(GB50012001)第5.5.1条规定的位移极限值e=1/550,因此结构的水平位移满足要求。2.7.4.2水平地震作用下框架的内力分析地震荷载作用下框架柱端弯矩及剪力计算：取轴线横向框架进行内力计算，对于地震作用下的各柱的剪

29、力分配，应放在整个楼层中，按照抗侧移刚度在同层中进行分配。框架柱端剪力、弯矩分别D柱上端M=(1-y)hV按式Vj=V和式柱下端M=yhVj计算，其中Dj、层间剪力V、梁柱线刚度比分别取j寸Djj自前面的表格。各柱反弯点高度比y按式yh=(y+y+y2+y3)h确定，其中y0为标准反弯点高度比，查表确定；y1为柱上、下端框架梁相对线刚度变化时反弯点高度比的修正值；y2为柱的上层层高变化时反弯点高度比的修正值；y3柱的下层层高变化时，反弯点高度比的修正值。具体计算过程见下表：边柱柱端弯矩及剪力计算层次hi(m)Vi(kN)Di(N/mm)Di1Vi1kyny1y2y3yMi1上Mi1下83.61

30、934.058768731065023.50.3240.162000.16270.913.773.63148.488768731065038.20.3240.312000.31294.642.963.64297.129565891161852.20.3240.362-000.362119.968.053.65273.918916811077563.70.2970.399-000.399137.891.543.66077.218916811077573.40.2970.45-000.45145.3118.933.66702.568916811077581.00.2970.5-000.5145.8

31、145.823.67165.639287681107385.40.2340.548-0-0.0430.591125.7181.715.457451.86153038022639110.20.2730.855-0.03600.81965.5535.1中柱柱端弯矩及剪力计算层次hi(m)Vi(kN)TDi(N/mm)Di2Vi2kyny1y2y3yMi2上Mi2下83.61934.058768731867241.20.6470.3000.3103.844.573.63148.488768731867267.00.6470.4000.4144.796.563.64297.129565892036991.50.6470.45000.45181.2148.253.65273.9189168119058112.70.5930.45000.45223.1182.643.66077.2189168119058129.90.5930.45000.