27水平地震作用內(nèi)力計(jì)算

1、2.7水平地震作用內(nèi)力計(jì)算設(shè)計(jì)資料：根據(jù)建筑抗震設(shè)計(jì)規(guī)范(GB50012001)第5.1.3條：屋面重力荷載代表值Gi=B面恒載+屋面活荷載+縱橫梁自重+樓面下半層的柱及縱橫墻自重；各樓層重力荷載代表值6=樓面恒荷載+50潴面活荷載+縱橫梁自重+樓面上下各半層的柱及縱橫墻自重；n總重力荷載代表值G=寸Gii4主梁與次梁截面尺寸估算：主梁截面尺寸的確定：當(dāng)跨度取L=8000mm,主梁高度應(yīng)滿足：.,11、.，11、h=()L=()乂8000=667mm1000mm,考慮到跨度較大，取h=700mm,8128121一,11、則：b=()h=()乂700=233mm350mm，取b=350mm。32

2、3當(dāng)跨度取L=6000mm,主梁高度應(yīng)滿足：.,11、.，11、h=()L=()x6000=500mm750mm,考慮到跨度較大，取h=500mm,812812111則：b=()h=()x500=167mm250mm，取b=250mm。323一級(jí)次梁截面尺寸的確定：跨度取L=4800mm,次梁高度應(yīng)滿足：h=(【1)L=(【2)3800=320mm400mm，考慮到跨度較大，取h=350mm,貝U：12181218.,11、，11、b=()h=L-產(chǎn)350=11mm17mm,取b=200mm。2323二級(jí)次梁截面尺寸的確定：跨度取L=3000mm,次梁高度應(yīng)滿足：.,11、.，11、h=()L

3、=()x3000=167mm250mm，考慮到跨度較大，取h=300mm,貝U：12181218.,11、，11、*b=()h=卜一)乂300=10mm15Qm取b=200mm。2323柱的截面尺寸估算：rinANi根據(jù)公式：Ac一*fc公式來估算每層柱的截面尺寸其中ri為放大系數(shù)，通常范圍為1.11.3n為層數(shù)，A：代表柱的受荷面積（m2）Ni:代表每平方米的重量1318KNm2Vc:表示軸壓比fc:表示混凝土的抗壓強(qiáng)度（N亳M2）根據(jù)設(shè)計(jì)圖紙可得柱的截面尺寸如下：層數(shù)柱的截面尺寸1650X6002650X6003600X6004600X6005600X6006600X5507600X550

4、8600X5502.7.1各層樓面的重力荷載代表值計(jì)算梁柱自重計(jì)算列表梁柱編虧梁（柱）寬梁（柱）高梁每米重量梁長(zhǎng)L每根重量根數(shù)總重梁柱自重每層梁柱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層)60065010.405.4556.681247028.327028.323514.165(35層)6006009.603.634.561866428.166428.162142.72墻體自重計(jì)算列表墻體墻厚t(mm)墻局h(mm)墻體容重kN/m3每米墻總量(t+40)Xhx19/1000000(kN/m)堵長(zhǎng)L(m)有門窗洞口的堵長(zhǎng)11(m無門窗洞口的墻長(zhǎng)l2(m)折減后的總墻長(zhǎng)0.8*l1+l2(m每片重量kN墻片數(shù)n總重kN底層墻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層每層墻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頂層墻重200900184.10226.23226.23226.23928.451928.45每層墻重5830.92底層墻重5497.8728層墻體小計(jì)40816.44頂層墻重928.45總重47242.762.7.2重力荷載代表值的計(jì)算2.7

10、.2.1樓板恒活荷載標(biāo)準(zhǔn)值屋面（8層）：二氈三油鋪小石子0.3530mmK泥砂漿找平層20.0320=0.60kN/m2150mmm氣混凝土保溫層0.156=0.9kN/m2120mm澆混凝土樓板一一一一20.1225=3kN/m20mm?石灰砂漿抹底0.0217=0.34kN/m2怛向載標(biāo)準(zhǔn)值:合計(jì)：5.19kN/m2活載標(biāo)準(zhǔn)值：0.5kN/m2樓面（17層）：225mmK磨石面層0.02525=0.625kN/m30mmK泥砂漿找平層0.0320=0.60kN/m2120mm澆混凝土樓板一一一一20.1225=3kN/m20mm?石灰砂漿抹底_20.0217=0.34kN/m怛向載標(biāo)準(zhǔn)值:

11、合計(jì)：4.6kN/m活載標(biāo)準(zhǔn)值：2.0kN/m2屋面：總板面積：1393.5m2G8恒載=(1393.527.636183)X5.19=6621.92kNG8載=(1393.5-27.6-36-183)0.5=637.95kNG8=G8恒載+0.5XG8活載=6621.92kN+0.5*637.95kN=6940.9kN第一層：G17恒載=(1393.527.63618乂3)又4.6=5869.14kNG17活載=(1393.527.636183)乂2=2551.8kNG17=G17恒載+0.5xG17活載=5869.14kN+0.5x2551.8kN=7145.04kN建筑物總重力荷載代表值

12、：8Gi=6940.9+7145.04X7=56956.180i42.7.2.2樓梯恒活荷載標(biāo)準(zhǔn)值1) 平梯段面層：20m加水泥砂漿0.02X20=0.4kN/m2梯板：120厚混凝土板0.12X25=3kN/m2板底：15m加石灰漿粉刷：0.015X17=0.255kN/m2恒荷載標(biāo)準(zhǔn)值：gk=3.66kN/m2活荷載標(biāo)準(zhǔn)值：qk=2.0kN/m22) 一層的斜梯段面層：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、載標(biāo)準(zhǔn)值：gk=6.73kN/m2活荷載標(biāo)準(zhǔn)值：qk=2.0kN/m23) 二八層的斜梯段面層：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恒荷載標(biāo)準(zhǔn)值：gk=6.22kN/m2活荷載標(biāo)準(zhǔn)值：qk=2.0kN/m2第一層樓梯：G1恒載=(27.6+36+18-8尺3)X6.73十8X3K3.66=475.49kNGi活載=(27.6+36+18)x2=163.2kNG1=G恒載+0.5XG1活載=475.49kN+0.5x1

14、63.2kN=557.09kN第二八層樓梯：G28恒載=(27.6+36+18-8x3)x6.22+8乂3x3.66=446.11kNG28活載=(27.6+36+18)乂2=163.2kN電梯荷載標(biāo)準(zhǔn)值:G28=628恒載+0.528活載=446.11kN+0.5x163.2kN=527.71kNG電梯還電梯恒載0.5G電梯活載=0.57182=126kN質(zhì)點(diǎn)重力荷載值如下: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十如下圖所示:G*泓56.17“&3=19515虹u=?.(2.7.3水平地震作用計(jì)算橫向框架自振周期：按頂點(diǎn)位移法計(jì)算框架的自振周期，對(duì)于質(zhì)量和剛度沿高度分布比較均勻的高層鋼筋混凝土框架，可以簡(jiǎn)化為等截面懸臂桿，得到由結(jié)構(gòu)頂點(diǎn)位移表示的計(jì)算結(jié)構(gòu)基本周期的半經(jīng)驗(yàn)公式，按以下公式計(jì)算：T1=1.7-式中：a0基本周期調(diào)整系數(shù)?？紤]填充墻對(duì)框架自振周期影響的折減系數(shù)，框架結(jié)構(gòu)取0.6一0.7，該框架取0.7。AT框架結(jié)構(gòu)的頂點(diǎn)假想位移。在未求出框架的周期前，無法求出框架的地震力及位移，AT是將框架的重力荷載視為水平作用力，求得的假想框架頂點(diǎn)位移。然

17、后由AT求出Ti,再用Ti求出框架結(jié)構(gòu)的底部剪力。進(jìn)而求出框架各層剪力和結(jié)構(gòu)真正的位移。a.橫向框架結(jié)構(gòu)頂點(diǎn)假想位移計(jì)算橫向框架結(jié)構(gòu)頂點(diǎn)假想位移計(jì)算見下表：框架柱、梁剛度計(jì)算構(gòu)件截面慣性矩慣性矩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、框架梁剛度計(jì)算構(gòu)件慣性

18、矩混凝土彈性模量構(gòu)件長(zhǎng)度線剛度相對(duì)線剛度IEliI柱1層中柱1.37E+103.00E+0442009.79E+101.0001層邊柱1.37E+103.00E+0442009.79E+101.0002層中柱1.37E+103.00E+0436001.14E+111.167P2層邊柱1.37E+103.00E+0436001.14E+111.1673層中柱1.08E+103.00E+0436009.00E+100.9203層邊柱1.08E+103.00E+0436009.00E+100.9204層中柱1.08E+103.00E+0436009.00E+100.9204層邊柱1.08E+103.

19、00E+0436009.00E+100.9205層中柱1.08E+103.00E+0436009.00E+100.9205層邊柱1.08E+103.00E+0436009.00E+100.9206層中柱9.90E+093.00E+0436008.25E+100.8436層邊柱9.90E+093.00E+0436008.25E+100.8437層中柱9.90E+093.00E+0436008.25E+100.8437層邊柱9.90E+093.00E+0436008.25E+100.8438層中柱9.90E+093.00E+0436008.25E+100.8438層邊柱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層數(shù)中柱邊柱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各層D值計(jì)算樓層中柱邊柱總和：D值D值根數(shù)D值根數(shù)8186722710650358768737186722710650358768736203692711618359565895190582710775358916814190582710775358916813190582710775358916812200452711073359287681273342722

22、639351530380橫向框架結(jié)構(gòu)頂點(diǎn)假想位移層次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.橫向框架自震周期計(jì)算根據(jù)上述公式得：T1=1.7c(oVZf=1.7X0.65W0.6719=0.91s橫向地震作用計(jì)算：根據(jù)建筑設(shè)計(jì)抗震規(guī)范(GB50012001)第5.1.2條規(guī)定，對(duì)于高度不超過40米，以剪切變形為主，且質(zhì)量和剛度沿著高度方向分布比較均勻的結(jié)構(gòu)，以及近似于單質(zhì)點(diǎn)體系的結(jié)構(gòu)，可以采用底部剪力法等簡(jiǎn)化方法計(jì)算抗震作用。因此本框架采用底部剪力法計(jì)算抗震作用。Geq=0.85、Gi=0.85153805.19=130734.41kN本場(chǎng)地類別為II類場(chǎng)地，7度設(shè)防區(qū)(0.15g),設(shè)計(jì)地震分組為第二組，由建筑設(shè)計(jì)抗震規(guī)范(GB5001

24、1-2001)可查得：結(jié)構(gòu)的特征周期Tg和水平地震影響系數(shù)最大值amax(7度，多遇地震作用)為：Tg=0.40s:max=0.12結(jié)構(gòu)橫向總水平地震作用標(biāo)準(zhǔn)值：TgT11.4Tg=1.4X0.4=0.56(s),故要考慮頂部水平地震作用的影響。按底部剪力法求得的基底剪力，若Fi=GMFEK分配給各層，則水平地震作用呈倒三角8、GjHjjw形分布。對(duì)一般層，這種分布基本符合實(shí)際。但對(duì)結(jié)構(gòu)上部，水平作用小于按時(shí)程分析法和振型分解法求得的結(jié)果，特別對(duì)于周期比較長(zhǎng)的結(jié)構(gòu)相差更大。地震的宏觀震害也表明，結(jié)構(gòu)上部往往震害很嚴(yán)重。因此，希即頂部附加地震作用系數(shù)考慮頂部地震力的加大。舞考慮了結(jié)構(gòu)周期和場(chǎng)地的

25、影響。且修正后的剪力分布與實(shí)際更加吻合。頂部附加作用系數(shù)為：5n=0.08+0.01=0.08X0.91+0.01=0.083頂點(diǎn)附加水平地震作用：Fn=6nFek=0.083X7451.86=618.5kN各層橫向地震剪力計(jì)算見下表：各質(zhì)點(diǎn)橫向水平地震作用及樓層地震剪力計(jì)算表層次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橫向框架抗震變形驗(yàn)算多遇地震作用下，層間彈性位移驗(yàn)算見下表。2.7.4.1橫向水平地震作用下的位移驗(yàn)算層次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，最大層間彈性位移角發(fā)生在第2層，其值為0.0017,小于建筑設(shè)計(jì)抗震規(guī)范(GB50012001)第5.5.1條規(guī)定的位移極限值e=1/550,因此結(jié)構(gòu)的水平位移滿足要求。2.7.4.2水平地震作用下框架的內(nèi)力分析地震荷載作用下框架柱端彎矩及剪力計(jì)算：取軸線橫向框架進(jìn)行內(nèi)力計(jì)算，對(duì)于地震作用下的各柱的剪

29、力分配，應(yīng)放在整個(gè)樓層中，按照抗側(cè)移剛度在同層中進(jìn)行分配?？蚣苤思袅?、彎矩分別D柱上端M=(1-y)hV按式Vj=V和式柱下端M=yhVj計(jì)算，其中Dj、層間剪力V、梁柱線剛度比分別取j寸Djj自前面的表格。各柱反彎點(diǎn)高度比y按式y(tǒng)h=(y+y+y2+y3)h確定，其中y0為標(biāo)準(zhǔn)反彎點(diǎn)高度比，查表確定；y1為柱上、下端框架梁相對(duì)線剛度變化時(shí)反彎點(diǎn)高度比的修正值；y2為柱的上層層高變化時(shí)反彎點(diǎn)高度比的修正值；y3柱的下層層高變化時(shí)，反彎點(diǎn)高度比的修正值。具體計(jì)算過程見下表：邊柱柱端彎矩及剪力計(jì)算層次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中柱柱端彎矩及剪力計(jì)算層次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.