多层框架结构设计.docx

钢筋混凝土多层框架结构设计1. 设计资料(1) 基本资料南方某髙校拟建一四层教学楼，采用整体式钢筋混凝上框架结构，现浇双向板肋梁楼盖, 楼板厚均按100伽设计，屋而板按120 mm设计。建筑总高19.0m,每层层髙3.9m,室内外高差0.45m。基础顶而标高宦位一1.0m。抗震设防烈度为7度，II类场地土，特征周期分区为第三组。基本风压w0=0.35kN/m地而粗糙度为B类。基本雪压s0=0.25 kN/m活荷载：内走道及卫生间、楼梯间：2.5kN/nf，其余房间：2.0kN/ni'。上人屋面活荷载：2.0 kN/m不上人屋而活荷载:0.5kN/rrf。(2) 建筑构造楼而面层做法：水磨石楼面(0.76kN/m)；顶棚抹灰：20 mm厚混合砂浆刷乳胶漆(Y=17kN/nf)：内墙做法：190厚小型空心砌块(2.28 kN/m1)；外墙做法：240厚小型空心砌块(2.88kN/m)：内外墙装修一律采用20 mm厚混合砂浆找平后刷外墙漆。(3) 材料选用混凝土：各层均采用C30钢筋：梁、柱中受力纵筋均采用HRB335,箍筋及构造钢筋采用HPB235。2. 结构布置及讣算简图丄鼻.Z2Uur-Q结构布置图(1) 抗震等级确怎：框架结构，髙度H=19m<30m.设防烈度为7度，抗震等级为三级。(2) 框架结构梁、柱截面尺寸确定框架梁截而尺寸确定主梁：hXb=600 mm X 250 mm次梁：hXb=450 mm X 200 nun主梁：hXb=450 mm X 250 mm次梁：hXb=400 mm X 200 nun框架柱截而尺寸确左N二(2血+6矽)X6.6X4X15=1841.4KNAc=1.3N/(fc+0.01fyr )=13X 1841.4X 1000/(14.3+0.01 X 300)=138.4X10 3 mm2 则取标准层的柱尺寸为：450 mmX450 mmU N=N/(fc be hc)= 1841.4X 1000/(14.3 X 450X 450)=0.64<0.9 符合要求则得 标准层柱为450 nunX450 mm,底层柱尺寸大些取500 mmX500 mm(3) il算简图如下所示7777600x250450x£50 600x230450x430450x450450x450500x5007777777773 重力荷载计算(1)恒荷载标准值计算： 屋面：卷材防水屋面 结构层 抹灰层 合计各层楼而：大理石楼面结构层：100 mm厚现浇钢筋混凝土板 抹灰层：20厚混合砂浆刷乳胶漆 合计标准层梁自重(顶层)：主梁bXh=250X600：自重抹灰 合计次梁bXh=200X450：自重抹灰2.23 kN/nf 0.12X25=3 kN/nf 0.02X17=0.34 kN/m,5.57 kN/m21.36 kN/m2 0.1X25=2.5 kN/m, 0.02X17=0.34 kN/m, 42kN/nT25X0.25X (0.6-0.1) =3.125 kN/m0.02X (0.6-0.1) X 17X2=0.34 kN/m3.47 kN/m (3.33kN/m ) 25X0.2X (0.45-0.1) =1.75 kN/m 2X (0.45-0.1) X0.02X17=0.238 kN/m合计 主梁bXh=450X250：自重抹灰 合计 次梁bXh=200X400：自重抹灰 合计基础梁:b X h=250 X 450:自重1.98kN/m(1.87kN/m)25X0.25X (0.45-0.1) =2.188 kN/m (0.45-0.1) X2X17X0.02=0.238KN/m2.43 kN/m (2.29 kN/m) 25X0.2X (0.4-0.1) =1.5kN/m(0.4-0.1) X 2 X17 X 0.02=0.204kN/m1.704kN/m (1.59 kN/m)25X0.25X0.45=2.81 kN/m标准层柱自重：bXh=450X450：自重抹灰 合计 底层柱自重：bXh=500X500 自重抹灰 合计 内外墙自重1 外墙窗 外墙自重 内墙自重2 外墙窗外墙内墙3 外墙25X0.45X0.45=5.06 kN/m0.02X0.45X17X4=0.612 kN/m5.67 kN/m25X0.5X0.5=6.25 kN/m0.02X0.5X4X 17=0.68 kN/m6.93 kN/m 0.4X2.4X2.4=2.304 KN(3.045 X 0.9+0.375 X 2.4+0.27 X 2.4) X (2.64+2X0.02X17) =14.24 KN 3.045 X 33 X (2.09+2X0.02X17 ) =27.83 KN0.4X2.4X2.4X2=4.608KN (7.2-0.45) X0.9+ (7.2-0.45-2.4X2) X2.4) X (2.64+2X0.02X17) =35.7KN (7.2-0.45) X3.3X (2.09+2X0.02X17) =61.7KN内墙(6.6-0.33-0.355 ) X3.3X (2.64+2X0.02X17) =64.8 KN (6.6-0.33-0.355) X3.3X (2.09+2X0.02X17) =54.07 KN窗（2）活荷载标准值汁算屋面：不上人屋而：楼面：内走道及卫生间、楼梯: 其余房间：雪荷载：（3）各层重力荷载代表值计算0.4X2.1X2.4=2.016KN则自重为 10.76+2.016=12.776 KN0.5 kN/m'2.5 kN/m,2.0 kN/m,0.25 kN/m,4外墙(270095X2) X0.9+0.205X2X2.4) X (2.64+2X0.02X17) =10.76KN顶层G尸屋面板重+顶层梁重+女儿墙重+0.5(标准层墙重+标准层柱重)+雪活载=(16.544 X2+4031X4) X2+ (27.83X2+61.7X4) X 2-27.83+12.766+71.38 X 4+59.6 X 8+5.67 X 28 X 3.9+(36+0.24-0.45X7) X3.33X4+1.59X7.2+ (2.7-0.19) X2.29X11+ (6.6-0.33-0.355) X2X(3.33X7+4X1.87) +0.9X (36+17.1) X2X (0.24X18+0.02X17X2) +0.5X0.25X 36X 17.1=5961.27KN标准层G 2=G 3=楼板重+标准层梁重+标准层墙重+标准层柱重+楼面活活载二(16.544X2+40.31X4)X2+ (27.83X2+61.7X4) X2+12.766+64.80X4+54.07X8+5.67X2.8X39+36X36X 17.1+3.6X7.2X ( 7.5-3.6 ) + ( 36+0.24-0.45 X7) X 3.47 X 4+1.7 X 7.2+ ( 2.7-0.19 ) X 2.43 X 11+(6.6-0.33-0.355) X2X (3.47X7+4X1.98) +0.5X36X6.6X2+32.4X6.6X2+ (2.7X36+6.6 X3.6) X2.5=6157.7KN底层G尸楼板重+标准层梁重+0.5(标准层和底层墙重+标准层和底层柱重)+0.5*基础梁重+楼面活 活载二(1027.45+775.09+619.264) +2317.25+471.53+486.79+0.25 X 0.45 X 25 X (36X4+17.1 X7) X0.5+0.5X36X6.6X2+32.4X6.6X2+ (2.7X36+6.6X3.6) X25卜370.83二6670.8KN 4.框架侧移刚度计算（3）柱侧移刚度计算(1)框架梁线刚度计算截而hXb跨度L矩形截面惯性矩Io边框架梁中框架梁lb=1.5loib=Elb/Llb=2lolb=Elb/L0.6X0.256.64.5X IO"6.75 X 103307009X103409000.45X0.252.71.9X 1042.85 X 心316003.8 X 10342200（2）框架柱线刚度计算截面 bcX he层髙h截而惯性矩lc线刚度 ic=Elc/h500X5004.95.2 X 10332000450X4503.93.42 X 10 326000中框架24层D值计算K=Eib/2ica =k/(2+k)D=12 a ic/h2A,F轴柱2X40900/(2X26000)=1.570.449026B,C轴柱2 X (40900+42200)/(2 X26000)=3.190.6112513L D=2 X (9026+12513)=43078,38702/43078二 89 4%>70%,满足要求。中框架底层D值汁算K=Lib/ica = (0.5+k) /(2+k)D=12 a ic/hA2A,F轴柱40900/21000=1.280.548636B,C轴柱2.60.6710715LD=2X (8636+10715) =38702边框架24层D值计算K=Eib/2ica =k/(2+k)D=12 a ic/hA2A,F轴柱2X30700/(2X26000)=1.180.377590B,C轴柱2.40.5511282L D=2 X (7590+11282)=37744边框架底层D值计算K=Zib/ica = (0.5+k) /(2+k)D=12 a ic/hA2A,F轴柱30700/32000=0.960.497837B,C轴柱1.950.629916£ D=2 X (7837+9916)=35506各层层间侧移刚度计算表层次1234ED2645222908782908782908785.横向水平地丧作用下框架结构的内力和侧移计算(1)结构顶点假想位移讣算层次GiLGiYD层间侧移 ZGi/EDU i45961.275961.272908780.02050.219336157.712119.02908780.04170.198826157.718276.72908780.06280.157116670.824947.52645220.09430.0943基本周 为：T!=1.7 3 t、而=1.7 X 0.7 X Jo.2193 =0.56s(2)水平地箴作用及楼层地震剪力计算设防烈度7度，II类场地，设计地震分组为第三组，a max=0.08, Tg=0.45s TgvTi<5Tg ci (Tg/T) r n 2 « max=(0.45/0.56)09 X 1.0X0.08=0.067 由于Ti<l4Tg二1.4X0.45二0.63,不考虑附加顶部集中力。结构总水平地箴作用效应标准值为：Fek= o !Geq= a 1X 0.85 X E Gi=0.065 X 0.85 X 27368.7=1512.12kNFi=GiHi/(EGjHj) XFek多遇地震下楼层剪力和楼层挥性位移计算：层 次hiHiGiFiViYDiA ix i(m)43.916.65961.27533.0533.02908780.00183U/H<l/55033.912.76157.7420.6953.62908780.0032823.98.86157.729131244.92908780.0042814.94.96670.8175.91420.82645220.00537层间最大位移为：0.00109<1/550,满足要求。(3)水平地丧作用下框架内力计算徐层柱端弯矩及剪力讣算层次hiViLDi边柱中柱Mij 上端弯矩Mij 下端弯矩Mij 上端弯矩Mij 下端弯矩43.953329087836.8927.6249.240.2633.9953.629087863.551.9580.0380.0323.91244.929087875.3575.35104.5104.514.91420.826452281.54134.2134.7164.6各层梁端弯矩计算层次边跨梁中跨梁Mi左Mi右Mi左Mi右436.8936.8924. 8423.31391.1291.1261.0356. 892127.3127.394. 6887. 431156.9156.9121.57113. 03乞层梁端剪力计算层次边跨Vb中跨Vb49.2817.25322.994137233.5362.52142.3781.78注：Vb= （Mb 左+Mb 右）/I各柱轴力计算层次边柱中柱413.523.31391.1256.892127.387.131156.9113.03注：各柱轴力为相应层及以上层梁端剪力代数和。弯矩图、剪力图、轴力图分别如下：华lil/问區'“=U1人NHi£-2t=iqA|吃£££=2血I-昭凶4胡人*|iH£'22=£C1A昭66'3S=馆/计N 徊 N6=MAN疼&=旳人fN 比&lt=eqN疾29=3吋NHS37l=M/JfefejTuuficn l,-、L32.27 r-*-65.8 J一108.17 J777726.3555.3+94.75轴力图6 横向风荷载作用下框架结构的内力和侧移计算（1）风荷载标准值计算B=6.6m<->0=0.35kN/m? k= P z U s U z(>> o (hi+hj) B/2离地髙度ZP ZHzU Shihj16.051.161.01.33.91.810.8312.151.061.01.33.93.913348.251.01.01.33.93.912.784.351.01.01.34.353.913.51（2）风荷载作用下各层柱端剪力和弯矩计算层 次hiViLDi边柱DijVijyMij 上端弯 矩Mij 下端 弯矩43.910.834307890262.271.675.063.7933.924.174307890265.061.75510.858.8823.936.954307890267.741.9515.0915.0914.950.4643078863611.263.04820.8634.32续表中柱DijVijyMij 上端弯 矩Mij 下端弯 矩125133.141.7556.7355.51125137.011.9513.6713.671251310.721.9521.920.91071513.982.69530.8237.67（4）风荷载作用下各层梁端弯矩计算层次边跨梁中跨梁Mi左Mi右Mi左45.063.4153.32314.649.749.74223.9717.5517.55135.9526.2526.25（5）风荷载作用下各层梁端剪力讣算层次边跨Vb中跨Vb41.274.9833.6410.1226.2115.4819.3117.8（6）风荷载作用下0柱轴力计算层次边柱中柱41.273.7134.9110.25211.1217.27120.4325.76（7）弯矩图、剪力图、轴力图分别如下:门I弯矩图剪力图1.274.9111.1220.433.7110.2517.272S.76轴力图7 竖向荷载作用下框架结构内力计算(1)荷载计算a =l-2X0.3752 +0.375、=0.7711 恒载计算对于23层，考虑内墙自重及外墙(扣除窗洞自重)梁自重 bXh=250X600bXh二250X450bXh=200X4503.465 kN/m2.43 kN/m1.988 kN/mb X h=200 X 4001.704 kN/mA-B梁传递到a轴的力Fl=6.6 X 1.988 X1/4+1/2 X 6.6 X 6.57=24.96 kN则 F=2X24.96=49.9 KN梁传递到a轴的力1/2F=3.465 X 3.6+3.6X 5/8 X 1.8 X 4.2=29.48 KN则 F=2X29.48=58.97 KNB-C传递到b柱的力F=2 X(3X 2.43 X1/4+1/2 X 2.7 X 7.09/2)=13.22KN梁传递到b的荷载F=2X (3.465X36+36X5/8X 1.8X4.2+3.6X(1-2X0.2732 +0.273, )X1.8X4.2)=106.96KNAB梁CF梁 6.07+3.465+13.17=22.7 KN/m则a柱499+5897+478=i5667 KNb 柱 100.96+13.22+65.4=179.58 KNB-C 梁，7.09+2.43=9.52 kN/m对于顶层，考虑女儿墙作用。3.327 kN/m2.28 kN/m1.874 kN/m1.59 kN/m梁自重 bXh=250X600bXh=250X450bXh=200X450bXh=200X400AB梁传递到a轴的力F=2 X (6.6 X 1.874 X 1/4+1/2 X 6.6 X 8.735+16.2)=80.02KN梁传递到a轴的力F=2X (3.6 X 3.327+3.6 X 5/8 X 1.8 X 5.57) +16.2=85.27KNB-C梁传递到b柱的力F=2 X (2.7 X 2.28 X 1/4+2.7/2 X 9.4/2)=13.5KN梁传递到b轴的力F=2 X (3.327 X 3.6+3.6 X 5/8 X 1.8 X 5.57+3.6 X 0.771 X 1.8 X 5.5)=118.9KNA-B 梁CF 梁 3.327+17.47=20.8KN/mb 柱 80.02+85.27=165.29KNb 柱 13.5+118.9+2.09 X (3.9X (3.6+3.6)=189.9KNB-C梁 2.28+9.4=11.68 KN/m2活载计算A-B梁传递到a轴的力F=6.6/2 X6.27=20.7KN梁传递到a轴的力F=5/8 X 3.6 X1.8X2X 2=16.2KNB-C梁传递到b柱的力F=5/8 X 2.7/2 X2X2.7X 2.5=11.4KN梁传递到b轴的力F=3.6 X 2.5 X 1.8 X 0.771 X 2+16.2+20.7=56.8KNB 柱 56.8+11.4=68.2KNA 柱 20.7+16.2=36.9KNA-B 梁C-F 梁 6.27KN/mB-C 梁4.22KN/m顶层A-B梁传递到a轴的力F=0.5 X 1.8 X 0.771 X2X 3.3=5.17KN梁传递到a轴的力F=5/8 X 3.6 X1.8X2X 05 二4.05KNB-C梁传递到b柱的力F=5/8 X 2.7/2 X2X2.7X 0.5=2.28KN梁传递到b轴的力F二3.6 X 0.5 X 1.8 X 0.771 X 2+5.17+4.05=14.2KN 则 B 柱 16.48KNA 柱 9.22KNA-B 梁CF 梁 1.57 KN/mBC 梁 0.53KN/m则有竖向荷载作用下荷载分布图如下：恒载(活载)165.30.22)189.9(16.43)£0.8(1.57) /11.68AAAAAA八AA/156M/67C36.9)32.7(6.27)179.5)8<68.a /9.52<.67(36.9)/22.7(6.27)179；)8<68.E15)|V777777777777AAnnL ?nn I,UUbP.67(36.9)L79.：)8C68.c22.7<&.27)/（4）内力计算，以弯矩二次分配法计算。梁柱相对线刚度计算层边跨中跨次边柱梁中柱40620.971.00.9730620.971.00.9720620.971.00.9710.760.971.00.97竖向恒载作用下的弯矩二次分配:上柱下柱右梁左梁上柱下柱右梁0. 390.610. 4640. 2970. 23916. 53-75.575.5-18.5-7. 1022.336. 67-23. 1-14.8T29. 35"11. 5618. 34-6. 725-0. 86-1.35-5. 39-3.45-2. 77533. 79-51. 7465. 35-24. 98-21. 88上柱下柱右梁左梁上柱下柱右梁0. 280. 280. 440.3580.2290. 2290. 18415. 67-82.482.4-17.9-5. 7818.718.729.33-21.0T3. 45-13.45-10. 8211. 159. 34-10 514. 66-7.4-6. 725-2.8-2.8-4.4-0.2-0.123-0. 123-0. 08927. 0525. 24-67. 9775. 86-20. 97-20.3-16. 69上柱下柱右梁左梁上柱下柱右梁0. 280. 280. 440.3580.2290. 2290. 18415. 67-82.482.4-17.9-5. 7818. 686829.37-21.0T3. 45-13. 45-10. 829. 358. 165-10. 514.685-6. 725-5. 85-1.96-1.96-3. 095-0. 755-0. 48-0. 48-0. 39526. 0724. 8866. 6275. 33-20. 66-19. 78-16. 995上柱下柱右梁左梁上柱下柱右梁0. 260. 320. 420. 310.2170. 2670. 17619.6-82.482.4-22.4-5. 7816. 3320. 126. 37-18.4-11.7-14.5-9. 629. 34-9.213. 185-6. 725-0. 0364-0. 045-0. 059-2.2-1.405-1. 725-1. 13725. 6320. 06-65. 2974. 98T9. 83-16. 225-16. 5410. 03-8 11竖向活载作用下的弯矩二次分配：上柱下柱右梁左梁上柱下柱右梁0. 390.610. 4640. 2970. 2390. 922-5. 75.7T.65-0. 3221.862.918-1.73-1. 11T. 9382.67-0.8651.46-1 53-0.7-1.1050. 030. 020. 023.83-4. 755. 46-2. 62-2 24上柱下柱右梁左梁上柱下柱右梁0. 280. 280. 440. 3580. 2290. 2290. 1843. 69-22. 7622. 76-6 82-2 565. 345. 348. 39-4.8-3. 06-3. 06-2 460. 932.67-2.44.2-0. 77-1 53-0. 336-0. 336-0. 528-0. 68-0. 435-0. 435-0 355. 9347. 674-17.321. 48-4. 265-5. 025-5. 37上柱下柱右梁左梁上柱下柱右梁0. 280.280. 440. 3580. 2290. 2290. 1843. 69-22. 7622. 76-6. 82-2 565. 345.348. 39-4.8-3. 06-3. 06-2. 462.672.36-2.44.2-0. 77-1.27-0. 736-0. 736-1. 158-0. 77-0. 5-0.5T. 397. 2747. 574-17.921. 39-4 33-4.83-6.41上柱下柱右梁左梁上柱下柱右梁0. 260. 320. 420. 310.2170. 2670. 1764 6125-22. 7622. 76-& 52-2 564.725.817. 62-3.97-2 53-3. 12-2 062.67-1.9853.81-1.53-0. 18-0. 22-0. 27-0. 77-0.49-0. 62-0.47.215.59-17.421.83-4 55-3. 74-5 022. 795-1.87恒载下简支梁跨中弯矩边跨中跨顶层144.6411.70标准层166.788.61活载下简支梁跨中弯矩边跨中跨顶层10.690.82标准层42.774.10恒载（活载）调幅后梁端及跨中弯矩考虑条幅系数为085层 次A轴右梁B轴左梁B轴右梁边跨跨中中间跨跨 中4-43.98(404)55.55：4.64) 18.60(-1.90)57.96(6.09)-18.6(-1.90)3-53.77(-14.70)64.48(18.26) 14.19(-4.56)54.76(15.93)-14.19(-4.56)2-56.63(-15.21)64.03(18.18)-14.45(-5.45)55.9(15.67)-14.45(-5.45)1-55.50(-14.71)63.73(18.56)-14.06 4.26 ；56.53:15.7；-14.06(-4.26)恒，活荷载下框架梁和柱弯矩图:恒载下梁端剪力计算,边跨L=6.6m,中跨L=27m层次简支梁边框简支梁中跨VoV左V右VoV左V右468.6466.5870.715.7718.618.6374.9173.7176.1112.8514.1914.19273.5976.23173.4476.38.活载下梁端剪力计算层次简支梁端边框简支梁端中跨VoV左V右VoV左V右45.185.075.290.721.901.90320.6920.0621.325.75.705.70220.1621.22120.0221.36恒,活载下框架剪力图:a Ann恒载作用下柱轴力、剪力表层次A轴B轴轴力F剪力V轴力F剪力V柱顶柱底柱顶柱底4233.94256.058.66274.67296.86.413487.6509.7113.41564.14586.2410.582741.3763.413.06853.6875.710.371920.07954.039.321143.041165.147.36活载下柱轴力、轴力表层次A轴B轴轴力F剪力V轴力F剪力V柱顶柱底柱顶柱底414.414.40.9822.422.40.67371.9971.993.491171172.382129.58129.583.81211.6211.62.351187.2187.22.61306.2306.21.69恒，活荷载下柱轴力图:恒载14.471.99129.58LS7.2活载恒活载作用下柱的剪力图/ /内力组合和截而尺寸设计见附表