住宅楼结构设计说明书

结构设计计算书一.设计概况建设项目名称：某单位行政办公楼建设地点：合肥市某主要街道一侧设计资料：地质水文资料：根据工程地质勘测报告，拟建场地地势平坦，表面为平均厚度0.5m左右的杂填土，以下为1.0m左右的淤泥质粘土，承载力的特征值为80kN/m2，再下面为较厚的垂直及水平分布比较均匀的粉质粘土层，其承载力的特征值为180kN/m2，可作为天然地基持力层。本工程持力层为粘质粉土。粉质粘土。地基承载标准值为F=300KPA地下水位距地表最低为-0.8m,对建筑物基础无影响。气象资料：主导风向：西南风常年降雨量为：1283.70mm基本风压为：0.36kN/m2(B类场地)基本雪压为：0.20kN/m2抗震设防要求：七度二级设防底层室内主要地坪标高为土0.000,相当于绝对标高31.45m。二.结构计算书结构布置方案及结构选型结构承重方案选择根据建筑功能要求以及建筑施工的布置图，本工程确定采用框架承重方案，框架梁、柱布置参见结构平面图。主要构件选型及尺寸初步估算主要构件选型梁、板、柱结构形式：现浇钢筋混凝土结构墙体采用：粉煤灰轻质砌块墙体厚度：外墙:250mm,内墙:200mm基础米用：柱下独立基础梁、柱截面尺寸估算主要承重框架:因为梁的跨度较接近(4500mm、4200mm)，可取跨度较大者进行计算.取L=4500mm h=(1/8~1/12)L=562.5mm~375mm取h=450mm.l 4260 11n= =9.47>4b=()h=225mm〜150mm取b=250mmh 450 23满足b>200mm且b500/2=250mm故主要框架梁初选截面尺寸为：bXh=250mmX450mm次要承重框架：取L=3900mm h=(1/12〜1/15)L=325mm〜260mm取h=400mmI= =7.15>4 b=(丄〜)h=200mm〜133mm取b=250mmh400 2 3故次要框架梁初选截面尺寸为：bXh=250mmX400mm楼面连续梁

（4）框架柱：h=（ 〜 ）H=（〜 ）X3000=374.7mm〜281mmb=（l〜2/3）h 取b=h15 20 15 20按轴力估算:C列柱:No=9X15.66m2X（10〜14）KN/m2=1409.4KN〜1973.16KNA、E'列柱:No=9X8.1m2X（10〜14）KN/m2=729KN〜1020.6KN按轴压比验算:此建筑抗震等级为二级，卩=0.8选C30型混凝土f=14.3 N=（1.2〜1.4）NocN2565.11x1000C'列柱：A> = =224223mm2=474mmx474mmif 0.8x14.3cA'、E‘A'、E‘列柱:A>——叮c1428.84x10000.8x14.3=124899mm2=353mmx353mm故初选柱截面尺寸为：C'列柱： bXh=500mmX500mmA'、E‘列柱：bXh=450mmX450mm1.3.确定结构计算简图(1).三个假设：平面结构假定：认为每一方向的水平力只由该方向的抗侧力结构承担，垂直于该方向的抗侧力结构不受力；楼板在自身平面内在水平荷载作用下，框架之间不产生相对位移；不考虑水平荷载作用下的扭转作用。(2)•计算简图根据结构平面布置图，选定第(2-1)轴线作为计算单元•如图1所示L1根据结构平面布置图，选定第(2-1)轴线作为计算单元•如图1所示L1L5L3毛|E3F2B4D2C3A'•二A二■ A3 =E-242004500图1框架计算单元

框架梁跨度(按柱中心线确定)：AC跨:4200mmCE'跨:4500mm框架柱高度：取底层:H]=4200+450+(1900-900)-30=5620mm(如图2)其它层:H2=H3=H4=H5=H6框架计算简图如图=3000mm框架计算简图如图A9(1.87)(1.87)(1.87)(1.87)(1.87)(1.87)(1.87)(1.87)(1.00)(1.49)(1-49)(1.49)(1.49)(1.49)(1.49)(1.49)(1.49)(1.49)(2.86)C一8(2.86)C一7(2.86)C—6(2.86)C一5(2.86)CI86；2.86)CT(1.52)(1.39)Ey(1.39)(1.39)(1.39)(1.39)(1.39)(1.39)(1.39)(1.39)ErEoEyErEyEyouc00QL；r二CDb；OL：O0n.9in(1.87)(1-87)(1.87)(1.87)(1.87)(1.87)(1.87)(1.87)(1.00)45001・4420045001・4图3框架计算简图梁、柱惯性矩,线刚度，相对线刚度计算1.4.1梁、柱惯性矩计算bh3 250x4503主要框架梁：I=竺= =1.898x109mm4TOC\o"1-5"\h\zb12 12bh3 250x4003次要框架梁：I= = =1.333x109mm4b12 12边框架梁： I=1.5I=1.5x1.898x109=2.848x109mm4\o"CurrentDocument"1 b中框架梁：I=2.01=1.5x1.898x109=3.797x109mm4\o"CurrentDocument"2 b内柱Iobh3内柱Iobh3~T2500x5003=5.21x109mm4bh3外柱bh3外柱：Io=-12450x450312=3.417x109mm41.4.2梁、柱线刚度计算根据公式i=EI/l,可以得出梁、柱的线刚度如下(E=EC)ic＇E＇=3.417X109E/4500=8.438X105E66iic＇E＇=3.417X109E/4500=8.438X105E66ic＇c＇=5.21X109E/5620=9.27X105E10ic＇c＇=5.21X109E/3000=17.367X105E6566柱：iA＇A＇=3.417X109E/5620=6.08X105EA1＇A0＇iA＇A＇=3.417X109E/3000=11.39X105E651.4.3梁、柱相对线刚度计算取iA，a，值作为基准值1.算得梁、柱的相对线刚度标于图3中10荷载标准值计算2.1永久荷载作用于框架梁上的荷载0.55kN/m0.55kN/m20.4kN/m20.4kN/m20.12kN/m21.44kN/m20.4kN/m22.5kN/m20.4kN/m2合计6.21kN/m2小瓷砖层三毡四油屋面防水层TOC\o"1-5"\h\z1:3水泥沙浆找平层 20mm水泥蛭石板保温层 60mm1:8水泥炉渣找坡 80mm1:3水泥沙浆找平层 20mm现浇钢筋混凝土板 100mm板底抹灰 20mm2.1.1.2楼面恒载水磨石地面 0.65kN/m2现浇钢筋混凝土板 100mm 2.5kN/m2 板底抹灰 20mm 0.4kN/m2合计3.55kN/m22.1.1.3梁自重主要框架梁：0.45X0.25X25=2.812kN/m 次要框架梁：0.4X0.25X25=2.5kN/m2~6层：内墙2~6层：内墙:0.2X（3-0.45）X8=4.08kN/m0.2X（3-0.4）X8=4.16kN/m外墙:0.25X（3-0.45外墙:0.25X（3-0.45）X8=5.1kN/m0.25X（3-0.4）X8=5.2kN/m底层:0.25X（4.2-0.4）X8=7.6kN/m2.121作用在框架梁上的恒载楼面荷载分配按双向板进行荷载等效分配短向分配：5aq/8长向分配：[1-2(旦)2+(—)3]aq(参见图3)2- 2-10.25X（4.2-0.45）X8=7.5kN2.1.1.4柱自重上层柱：外柱：0.45X0.45X25X3=15.19kN/根内柱：0.5X0.5X25X3=18.75kN/根底层柱：外柱：0.45X0.45X25X5.62=28.45kN/根内柱：0.5X0.5X25X5.62=35.13kN/根2.1.1.5墙自重及两面抹灰女儿墙：0.25X1.5X8=3KN/m两面抹灰：0.8kN/m

顶层：A1＇B1＇=2X(3-2X0.9+3)X0.9=1.89m2顶层：A1＇B1＇=2X(3-2X0.9+3)X0.9=1.89m2=2xGE)池75“2GA＇=6.21X1.89=11.74KN=GA＇GL＇=0.35X0.25X25X3=6.56KNL1＇GB＇=6.21X0.56=3.48KN=GB＇23GL＇=0.4X0.25X25X3.3=8.25KNL2＇=6.21X4.39=27.26KN[2(GA1+GB1＇+GL1)+GA2A1＇B1＇GBGAGFGGEGB+1=—X1.5X0.75=0.56m2=B2/=6.21X1.69=10.49KN，=6.21X0.81=5.03KN=GA，＇=6.21X0.75X3.3=15.37KN=GF＇=6.21X4.97=30.86KN1＇=6.21X4.21=26.14KN+GF＇+GL＇]=23.26KNqL＇=0.45X0.25X25=2.81KN/mqC1A3:C1：1-2X吟)2+吟)3=1-2X(栄)2qC1A3:=0.7058X1.95X6.21=8.547N/mqC＇M=qc＇+qL＇=8.547+2.81=11.357KN/m1-2X(a)2+(a)3=1-2X(09)2+(罟)3=0.847qA＇=0.847X0.9X6.21=4.734N/m qME'=qC'M+qA3'=11.357+4.734=16.091KN/maa 1.95 1.95D1：1-2x(丁)2+(丁)3=1-2x( )2+( )3=0.6691 ll 4.2 4.2qD1,=0.669x1.95x6.21=8.1KN/m qL4,=0.45x0.25x25=2.81KN/mqA9'C9'=qD1'+qE1'+qL4'=18.615KN/mEd-2X(f)2+(a)3=1-2X普)2+普)3qA9'C9'=qD1'+qE1'+qL4'=18.615KN/mqE1,=0.752x1.65x6.21=7.705KN/m标准层:GA1GA1=GA3=3.55X1.89=6.71KNGb2=Gb3=3.55X0.56=1.99KNB2B3GA2=3.55X0.81=2.88KN=GA4GF1=3.55X0.75X3.3=8.79KNGB1=3.55X1.69=6KNGD1=3.55x4.39=15.58KNGE1GB1=3.55X1.69=6KNGD1=3.55x4.39=15.58KNGE1=3.55x4.21=14.95KNE1GL2=8.25+0.2X(3-0.4)X3X8=20.73KNqL3=2.81+0.2x(3-0.45)x8=6.89KN/mGL2=3.55x4.97=17.64KNFM=[(GA1+GB1+GL1)/2+GA2+GB2+GF1+GL2]/2=25.19qA8'C8'=qD1+qE1+qL4=4.631+4.405.6.89=15.926KN/mqCM=qC1+qL3/=4.886+2.81=7.696KN/m ql3=6.89KN/m=qL4qC1=0.7058x1.95x3.55=4.886KN/m qD1=0.669x1.95x3.55=4.631KN/mqA3=0.847x0.9x3.55=2.706KN/m qE1=0.752x1.65x3.55=4.405KN/mqME=qC1+qA3+qL3=4.886+2.706+6.89=14.482KN/m2.1.2.2恒荷载作用在框架柱上的集中荷载GL5,=8.25+3x3.3=18.15KN顶层：Fe1=[(GA1，+Gb1，+Gl1,)/2+Ga4,+GB3,+GL5]/2=20.53KNC3=1/2x1.95x3.9=3.8m2=C2=D2=D3 E2=E31/2x1.65x3.3=2.72m2

GC2，=GC3，=Gd2，=GD3，=6.21x3.8=23.6KN GE2,=GE3,=6.21x2.72=16.89KNFE2,=(23.6+2.5x3.9+3.9x3)/2=22.53KN Fe,=20.53+22.53=43.06KNFc，=(23.6+23.6+16.89+15.37+2.5x3.9+2.5x3.3)/2=48.73KNFa,=(23.6+16.89+2.5x7.2+3x7.2)/2=40.05KN标准层：G15=2.5x3.3+5.2x3.3=25.41KNFE1=[(GA1+GB1+GL1)/2+GA4+GB3+GL5]/2=23.5KNGC2=GC3=GD2=GD3=3.55x3.8=13.49KNGE2=GE3=3.55x2.72=9.66KN GF2=GF3=8.79KNE2E3 F2F3FE2=(13.49+2.5x3.9+5.2x3.9)=21.76KNFE=23.5+21.76=45.26KN FE=23.5+21.76+45.26KNEEFC=(13.49+13.49+9.66+8.79+2.5x7.2+0.2x2.6x8x7.2)/2=46.69KNFA=(13.49+9.66+2.5x7.2+x5.2x7.2)/2=39.3KNAFA=(13.49+9.66+2.5x7.2+x5.2x7.2)/2=39.3KNA‘列柱：顶层上柱： F6=40.05KN 下柱:五层： F5=F6，+FA=55.24+39.3=94.54KN四层： F4=F5，+FA=109.37+39.3=149.03KN三层： F3=F4,+FA=203.52KN二层： F2=F3，+FA=258.01KN一层： F1=F2，+FA=312.5KNC列柱：顶层上柱：F6=48.73KN五层： F5=114.17KN四层： F4=179.61KN三层： F3=245.05KN二层： F2=310.49KN一层： F1=375.93KNE'列柱：顶层上柱： F6=43.06KN五层： F5=103.51KN四层： F4=163.96KN三层： F3=224.41KN二层： F2=284.86KN一层： F1=345.31KN恒荷载作用下框架的受荷简图（设计值）F6，=40.05+15.19=55.24KNF5，=F5+15.19=109.73KNF4，=F4+15.19=164.22KNF3，=F3+15.19=218.71KNF2，=F2+15.19=273.21KNF1，=F1+15.19=327.69KN下柱：F6，=48.73+18.75=67.48KNF5，=132.92KNF4，=198.36KNF3，=263.8KNF2，=329.24KNF1，=394.68KN下柱：F6，=43.06+15.19=58.25KNF5，=118.7KNF4，=179.15KNF3，=239.6KNF2，=300.05KNF1，=360.5KN如图440.0555.2494.54109.7149.0164.2203.5218.7258.0273.2315.5327.7367.0382.2421.5436.7476.022.338KN/mA^■919.111KN/m19.111KN/m19.111KN/m19.111KN/m19.111KN/m19.111KN/m19.111KN/m48.7367.48114.2132.9179.6198.4245.1263.8310.5329.2375.9394.7441.4460.1506.8525.6572.3505.6aST7A27.91KN,13.628KN/m C『I~T19.309KN/m■930.23KN9.235KN/m 30.23KN9.235KN/m 一7 - - -30.23KN9.235KN/m 30.23KN9.235KN/m 30.23KN9.235KN/m C440.0555.2494.54109.7149.0164.2203.5218.7258.0273.2315.5327.7367.0382.2421.5436.7476.022.338KN/mA^■919.111KN/m19.111KN/m19.111KN/m19.111KN/m19.111KN/m19.111KN/m19.111KN/m48.7367.48114.2132.9179.6198.4245.1263.8310.5329.2375.9394.7441.4460.1506.8525.6572.3505.6aST7A27.91KN,13.628KN/m C『I~T19.309KN/m■930.23KN9.235KN/m 30.23KN9.235KN/m 一7 - - -30.23KN9.235KN/m 30.23KN9.235KN/m 30.23KN9.235KN/m C430.23KN9.235KN/m 30.23KN9.235KN/m 30.23KN9.235KN/m 608.8p417.378KN/m17.378KN/m17.378KN/m17.378KN/m17.378KN/m17.378KN/m17.378KN/m17.378KN/m43.0658.25103.5118.7164.0179.2224.4239.6284.9300.1345.3360.5405.8421.0466.2481.4526.7541.9450042004500图4恒荷载作用下框架的受荷简图(设计值)2.2竖向可变荷载查荷载规范：楼面均布活荷载标准值为1.5kN/m2,上人屋面均布活荷载标准值为1.5kN/m2。AC跨：q=0.669x1.95d1.5+0.752x1.65x1.5=3.82kN/mCE‘跨：FM=丄[丄(1.89+1.69)X1.5+(0.81+0.56)X1.5+0.75X3.3x1.5]=4.23kN22qE'M=0.7058X1.95X1.5+0.847X0.9X1.5=3.21kN/mmc，=0mc，=0・7O58X1.95X1.5=2.06kN/mq活荷载作用在框架柱上的集中荷载11FE=-[-(GA1+Gb1)+GA4+GB3+GC3]=[(1.89+1.69)x1.5/2+(0.81+0.56+3.8)X1.5]22=5.22kN11FC=-(GC1+GD2+GE2+Gf2)=-X1.5X(3.8+3.8+2.72+0.75X3.3)=9.6kN11FA=-(GD3+GE3)=-X1.5x(3.8+2.72)=4.89kN活荷载作用下框架的受荷简图（标准值）见图54.894.899.789.7814.6714.6719.5619.5624.4524.4529.3429.3434.23L34.2339.1239.1244.013.82KN/m2.06KN/m3.21KN/mC丨』1■911——1——4.23KN9.63.82KN/A4.23KN2.06KN/m——3.21KN/m.9.65.223.82KN/m3.82KN/m19.219.228.8A628.83.82KN/3.82KN/m3.82KN/m3.82KN/3.82KN/m38.438.4II8-4857.657.667.26!^76.876.886.444.011A4.23KN2.06KN/m一4.23KN2.06KN/m一4.23KN2.06KN/m——4.23KN2.06KN/m4.894.899.789.7814.6714.6719.5619.5624.4524.4529.3429.3434.23L34.2339.1239.1244.013.82KN/m2.06KN/m3.21KN/mC丨』1■911——1——4.23KN9.63.82KN/A4.23KN2.06KN/m——3.21KN/m.9.65.223.82KN/m3.82KN/m19.219.228.8A628.83.82KN/3.82KN/m3.82KN/m3.82KN/3.82KN/m38.438.4II8-4857.657.667.26!^76.876.886.444.011A4.23KN2.06KN/m一4.23KN2.06KN/m一4.23KN2.06KN/m——4.23KN2.06KN/m一4.23KN2.06KN/m——4.23KN2.06KN/m——4.23KN2.06KN/m一86.4止3.21KN/m.j；e73.21KN/m.JiE63.21KN/m.3.21KN/m.j；E43.21KN/m.JIE3N/mEo3.21KN/m.1I亘10.4410.4415.6615.6620.8820.8826.126.131.3231.3236.5436.5441.7641.7646.98Eh46.9842004500图5活荷载作用下框架的受荷简图（标准值）2.3风荷载标准值计算风压标准值计算公式为：w=B卩卩3本地区基本风压为：w=0.3642004500图5活荷载作用下框架的受荷简图（标准值）2.3风荷载标准值计算风压标准值计算公式为：w=B卩卩3本地区基本风压为：w=0.36ZSZ00楼高H〉30m；地面粗糙类别为C类；风振系数：B”=1+H/HX2丫/»表1层次123456Hi（第i层距离室外地面的高度）4.657.6510.6513.6516.6519.65H总=32.25m B55m H/A2查表：脉动影响系数Y=0.59表2离地面咼度（m）z4.657.6510.6513.6516.6519.65风压咼度系数卩”0.500.630.730.810.870.93结构基本周期：T=（0.08〜0.1）n.取T=0.9,3=0.36kN/m203°T2=0.36X0.92=0.29 查表得：脉动增大系数2=1.2725表3z4.657.6510.6513.6516.6519.65B71.221.281.341.391.451.49B=1+H/HXEy/卩一 一 一 一 一 _查表得：风载体型系数：迎风面为1.0；背风面为-0.5表4z4.657.6510.6513.6516.6519.653k0.330.440.53查表得：风载体型系数：迎风面为1.0；背风面为-0.5表4z4.657.6510.6513.6516.6519.653k0.330.440.530.610.680.75c...U=1.5 3二B卩卩3SkZSZ0•・•结构高度H=26.75〈30m,故取B”=1.0,H=1.3转化为集中荷载（受荷面与计算单元同）6层5层4层3层2层1层：F=3.6X3.0XW6KF=3.6X3.0XW5KFW4K=3.6X3.0XFW3K=3.6X3.0XFW2K=3.6X3.0X0.82+0.75)0.75+0.68)0.68+0.61)0.61+0.53)0.53+0.44)十2=8.47KN十2=7.71KN十2=6.96KN十2=6.14KN十2=5.21KNFWk=3.6X0.44X3.0/2+3.6X0.33X4.65=7.86KN(如图6所示W1K图6框架受风荷载作用图（标准值）2.4水平地震作用计算2.4.1重力荷载代表值（恒载+0.5活载）2.4.1.1恒载屋面重力值：G=6.21X(14.94X8.94+1.2X4.44)=863KN面楼板重力值：G=(14.94X8.94+1.2X4.44)X3.55+10X(0.06x25+0.4)=512KN板梁重力值：G=(8.7X4+1.2+9.9)X2.81+14.7X3X2.5+2.5X0.2X0.4X25=244KN梁柱重力值：G=15.19X10+18.75X5=244.7KN上柱G=28.45X10+35.13X5=460KN底柱墙重力值：G=(8.94+14.94+10.14X2+1.2)X3=136KN女儿墙G=8.94X5.1+(8.4+6)X4.08+10.14X5.1+14.94X2X5.2+13.2+6)X4.16标墙

=413KnG=14.94X2X7.6+10.14X2X7.5=379KN底墙2.4.1.2活荷载Q=1.5X(14.94+8.94+1.2X4.44)=208KN2.4.1.3重力荷载代表值G=G+G+G/2+G+G_/26 板梁上柱 女儿墙标墙=863+244+244.7/2+136+413/2=1572KN(不包括屋面活荷载)G5=G+G+G+G+F/25板梁上柱标墙活=512+244+244.7+413+208/2=1518KNG2=G3=G4=G5=G6=G7=G8=1518KN2 3 4 5 6 7 8G,=G+G+G/2+G /2+G /2+G /2+F/21 板梁上柱 底柱 标墙 底墙 活=512+244+244/2+460/2+413/2+379/2+208/2=1608KN质点重力荷载代表值见图72.4.2水平地震力作用下框架的侧移验算2.4.2.1横梁线刚度&9=1572K1T“Gs=l&9=1572K1T“Gs=l51SKW”&t=151EMIT”&t=l51EKffts=l51SKITtd=l51EMIT&3=1515KIT图T质点重力荷载代表值AC跨：kb=iA,=9.04X105X3X104=27.12X109N・mmb^6U6CE‘跨：kb=iC，E，=8.438X105X3X104=25.31X109N・mm2.4.2.2柱的线刚度 66D k=Ekb/2kc边柱A边柱Ez1.4871.338a=k+0.5/(2+k)0.57D=12akc/h239501.8850.5570.61438606488边柱：底层：kc=6.08X105X3X104=18.24X109N・mm其它层：kc=11.39X105X3X104=34.17X109N・mm中柱：底层：kc=9.27X105x3X104=27.81X109N•mm其它层：kc=17.37D k=Ekb/2kc边柱A边柱Ez1.4871.338a=k+0.5/(2+k)0.57D=12akc/h239501.8850.5570.614386064882〜6层D值的计算 表5Dk=工kb/2kca=k/(2+k)D=12akc/h2边柱A0.7940.28412939边柱E'0.7410.2712301中柱C1.0060.33523272底层D值的计算表62.4.2.4计算框架自振周期各层D值汇总（见表7）各层D值汇总 表7

7一、一殳值/层次柱类型2〜6层（D值X根数）1层（D值X根数）边柱A'轴12939x5=646953950X5=19750E'轴12301X5=615053860x5=19300中柱C轴23272x5=6488X5=32440ED(KN/m)71490按顶点位移法计算，考虑轻质砌块墙对框架刚度的影响，取基本周期调整系数a0=0.8，计算公式为T1=1.7a^/'AT，式中AT为顶点位移。按D值法计算。见表8横向框架顶点位移计算 表8层次Gi(kN)£GiDiA.—A._,=EG./D1 1—1 1Ai(m)615721=5720.0070.425151830900.0130.4134151846080.0190.43151861260.0250.3812151876440.0320.3551151891620.0380.324T=1.7x0.8J0.42=0.88s12.4.2.5水平地震作用标准值和位移的计算多遇地震作用下，设防烈度为7度，查表a=0.08•深圳市反应谱特征周期查表maxTg=0.35s,TgVT]V5Tg.・.a=(Tg)0.9-a =(0.35)o.9x0.08=0.0341T/max0.882.4.2.6水平地震作用计算因为Ti=0.88s>1.4XTg=1.4X0.35=0.49s.尚需考虑顶部附加水平地震作用。8n=0.08T+0.07=0.08X0.88+0.07=0.1401结构总水平地震作用标准值：F=aGeq=0.034x0.85x13176=396KNek1顶部附加的集中水平地震作用为：AFn=8n・F=0.1404X396=55.6KNek厂 GH —、F=i i—F(1—5、i 9 EK n£GHiii=1£9GH=1608X5.62+1518X3X7+1572X3=45631KNiii=1GH 1——GH 1——1—£9GHiii=1F(1—5、=EKn1590.71x5.6245631x396x(1—0.1404)=41KN同理：F=63KNF=81KNF=103KNF=126KNF=142KN2 3 4 5 6F=201KNF=247KNF+AFn=247+55.6=302KN5 6 6 6F,V和Aue的计算(见表9)ii

Aue

底层: h0.00725.621781＜盘（满足）2层：也h0.004931732横向框架各层水平地震作用和地震剪力如图8302KN201KN.167KN 甸142KN..|L126KN ■Aue

底层: h0.00725.621781＜盘（满足）2层：也h0.004931732横向框架各层水平地震作用和地震剪力如图8302KN201KN.167KN 甸142KN..|L126KN ■「103KN u和81KN卄63KN 竹41KN十302KN503KN670KN812KN938KN1041KN1122KN1185KNa水平地震作用图8横向框架各层水平地震作用和地震剪力1226KN[b]地震剪力荷载作用下框架的内力分析3.1恒荷载作用下框架的内力分析恒荷载作用下框架的受荷简图如图4所示3.1.1横荷载作用下框架的弯矩计算3.1.1.1梁的固端弯矩可按下面方法求得：AC跨:Mc6,a6,66MA，c，=-22.3384.22/12=—32.83KN66=32.83KN层次654321Fi(KN)302301167142126103Vi(KN)3025036708129381041工D(KN/m)Aue(m)0.00080.0010.00160.00210.00250.0032

MA7C，=—19.111x4.22/12=—28.09KN5 5 C‘E‘跨：第6层：MC/A/=28.09KNl?.3(BEirAii㈡E,'9.占5EH7mZT.91ST13.MA7C，=—19.111x4.22/12=—28.09KN5 5 C‘E‘跨：第6层：MC/A/=28.09KNl?.3(BEirAii㈡E,'9.占5EH7mZT.91ST13.KSEff/C1'(4Ctfgo.為nr日.255KH/mZr.5LKIIL3.&38W50.23KD-Mc/6Me/E6Mc/61Me/E6ME6‘E6ZC6‘E6ZC6‘E6‘C6‘=—27.91X1.5X32/4.52=—18.61KN・m=27.91X1.52x3/4.52=9.3KN•m=—13.628x4.52/12=—23KN・m=23KN・m=-册(464"-363)=—5.681KN・m=56畧(66452-884-553+3332)=8.52KN・mMC/E/=—18.61—23—5.68=—47.29KN•mC6<Me67C67标准层：'/‘6=9.3+23+8.52=40.82KN・mMC/5Me'E5MC/5Me'E5E5‘C5‘E5‘C5‘E5‘=—30.23X1.5X32/4.52=—20.15KN・m=30.23X1.52x3/4.52=10.08KN•m=—9.235x4.52/12=—15.58KN・m=15.58KN・m=-晋(464"-363)=—8.14KN・mME5‘C5‘=8.143633(664.52-864.563+3632)1264.52=12.21KN・m••・MC7E7=—20.15—15.58—8.14=—43.87KN・mM7C57=10.08+15.58+12.21=37.87KN・m3.1.1.2根据梁、柱相对线刚度，算出各节点的弯矩分配系数卩，如图所示。ij如：A67点：149口A6'C6'= =0.443A6C61.49+1.87口 = 1,87 =0557A6'A5'1.49+1.87用弯矩分配法计算框架内力，传递系数为2，各节点分配二次即可。其计算步骤和结果参见下图表。0.000.35810.069.14-5.5613.640.3583~410.065.03-4.0910.990.35810.065.03-4.4510.630.42912.055.03-2.8514.23Af19.47 -19.470.3580.284-28.0910.06 7.985.03 1.36-5.56 -4.419.52 -23.160.3580.284-28.0910.06 7.985.03 1.36-4.09 -3.2411.00 -21.990.3580.284-28.0910.06 7.986.03 1.36-4.45 -3.5311.64 -22.280.2290.342-28.096.43 9.611.62-1.52 -2.274.91 -19.147.123.1.1.3梁的跨内最大弯矩的求法。C6'43.55 0.000.17328.090.3332.73 5.253.99 3.60-0.88 -1.7033.93 7.150.1730.33328.092.73 5.253.99 2.63-0.72 -1.3834.09 6.500.17328.090.3332.73 5.253.99 2.63-0.80 -1.5434.01 6.340.20528.090.3943.23 6.224.80 2.63-0.26 -0.5035.87 8.359.23 -52.780.3330.161-43.875.25 2.542.63 -5.11-1.70 -0.826.18 -47.260.3330.161-43.875.25 2.542.63 -5.11-1.38 -0.676.51 -47.110.3330.161-43.875.25 2.543.11 -5.11-1.54 -0.746.83 -47.180.2090.192-43.873.30 3.03-6.17-0.26 -0.243.03 -47.254.18e6‘段弯矩的求法:27.38 -27.380.2737.870.365-10.22-13.821.27 -6.914.69 6.3433.60 -14.400.2737.870.365-13.82-11.726.34-19.200.3650.365-10.22-13.821.27 -6.913.39 4.5832.30 -16.150.2737.870.365-10.22-13.821.27 -4.452.72 3.6831.64 -14.590.3260.43937.87-12.35 -16.621.521.76 2.3728.80 -14.26-7.27-13.82-6.914.58-16.150.365-13.82-6.913.68-17.050.235-8.90-6.911.27-14.54E,'L3-RSSIIpniZT.913713.KSElT/rE,'=27.91x32x(4.5+2x1.5)4517.23KNQe6‘Qc6‘Qe6'Qc6‘C6‘E,'C6‘E,'=-27・91x心x(4・5+2x3)=—6.03KN4.53=O.5X13.628x4.5=30.663KN=-30.663KN=24^-224-5X32+33)=—11.9KN••・QC6,E6,=17.23+30.66+5.05=52.94KN<IS.6SENC5ZEJ段弯矩：*d*由1i4 4k44 |IIJLi.23EEi璋_I +F.■Ly.S5ED"/mL —t 1—-4——1c.'i円.3(BnrAiiQc5,QC5,Q5'Qc<IS.6SENC5ZEJ段弯矩：*d*由1i4 4k44 |IIJLi.23EEi璋_I +F.■Ly.S5ED"/mL —t 1—-4——1c.'i円.3(BnrAiiQc5,QC5,Q5'Qc5,••・Qc5,E5‘C5‘E5‘C5‘E5‘C5‘E5‘C5‘=3023<32x(4.5+2x1.5)=22.39KN4.53=-3023<1.52x(4.5+2x3)=-7.84KN4.53=0.5X9.24X4.5=20.78KN=—20.78KN=里竺3x(2x4.5-3)=7.24KN2x4.53814x33=- x(2x4.53-2x4.5x32+33)=-17.19KN2x4.53=22.39+20.78+7.24=50.41KN=-7.84-20.78T7.19=-45.81KN集中力作用M处弯矩：M=50.48X1.5+0.5X17.38X32+33647.26-0.5XJ30.Z5ETWnlkk£LIX9.24X1.52—45.81X3=—7.67KN•m跨中K点弯矩：5o.nEir■15.9LEHM=50.41X2.25+0.5X17.38X2.252+33.6-47.26-k-0.5X9.24X2.252-0.5X8.14X0.752-30.23X0.75-—45.81X2.25=—7.67KN・m距c5z2米P点处弯矩：M=50.41X2+17.38X0.5X2.52+33.6-47.26-0.5X9.24X22-8.14X0.53-30.23X0.5p-45.81X2.5=-7.67KN・m” 3O.23EH<17.llKUtViI<9.2dEH/m___50.dlEffdS.SlKN3〜6层：跨中K点：M=50.41X2.25+0.5X17.38X2.252+32.31-47.11k-0.5X9.24X2.252-0.5X8.14X0.752—30.23X0.75——45.81X2.25=—8.81KN・m7「1;澤込J 尹.枫丽31M=—9.55KN・mkQE，C'=-6.03-30.66-11.99=-48.68KN66集中力作用点M1点弯矩：M=52.94x1.5+0.5X19.31X32+27.38-52.78-0.5XmX13.63X1.52-48.68X3=-20.47KN•m跨中K点弯矩：M=52.94x2.25+0.5x19.31X2.252+27.38-52.78-0.5XkX5.68X0.752-27.91X0.75-48.68X2.25=-23.96KN•m距C6Z2米P点处弯矩：M=52.94X2+19.31X0.5X2.52+27.38-52.78-0.5X13.62X22-5.68X0.53-27.91x0.5p-48.68x2.5=-22.8KN・mM=-23.96KN・mk・•・可得：C6Ze6‘M=-23.96KN・mk5i：i.-iinr■15.81HT亡” 30.23KH聽甌1__1T.託EHfm51.1,:-ntkitikJIL匕1550-J1HT<15.S1HTlSEU'inM=-12.46KN・mk恒载作用下的弯矩图如图919.4723.169.52 -21.9911-19.47 43.55/IK.. ,.-Z IVl7」」丄-丄讥嶋17.75 33.93”]-LjLJ—l-"6；T813.6 34.0921.9911-21.9911-21.9911-21.9911-22.2711.64-19.144.91笔，"13.64 L-细，.「117」71、 13.6» 71■--L-111右11；0.64f-1-丄LL-」—-1-"6.83刍 14.0 35.；4.23‘II丨丨II3.14.6452.7827.3827.3823.967.678.81.16泌7.1147.26「19.213.6346.51——14.4‘32.31——16.15丄」*6.51、34.09/6.5113・6 34.098.816%17」」丄丄丄」.31-16.1532.31——16.158.8113.613.66.5134.09J.--6.5134.09.-■-f.517.11.517.11rr8.816.557.268.818.812.4604匕8.358.81!.31.52图9恒荷载作用下的弯矩图（单位KN/m）3.1.2恒载作用下框架的剪力计算由简图和推导公式进行计算梁AC段:EM=0AM-M-A2qi2-qb•i=ocM-MQ二——A BBEM=0B-丄qll2M-M-ql2-Q•AB2 AE‘段前已算出.l=0cM-MQ二——A BA+-ql2柱：工M=0C-MDQdh=0M=0D-M—DQdh=0M+M C D

hM+M C D

hbl'16.1516.6414.59.31-16.15.8-21.1732.31-16.157.13'^E梁：A6＇C6＇：QA66C6＇=19.47-43.55+丄x22.34x4.2=41.18KN24.2A5＇C5＇：3〜4层:2层：1层：QAQaQa＇4＇/、2/441.1811.036.84—7.337.337.337.337.21QC66QA5QC5C4C2‘Ci'37.2537.2537.25+汀37.258.621.312537.34

+汀.15A6＇C5＇A5＇1947-4355 1= - -—x32.34x4.2=—52.64KN24.2=^33'93+2x19.11x4.2=37.57KN4.2=23.16-33.93-1x19.11x4.2=-42.7KN2=37.25=37.34=36.15KNKNKN4.2QC4qC2，Qc；41.18A4AA=—43.01KN=—42.93KN=-44.12KN其计算结果参见图105.46 —4.23一一4.34c4.344.344.344.29-X>.5.06宀0.81制1・8.84427沁.41山8943.01 …““二5.0.4111.8943.01 ——■.....50.41 11.8943.01 89.•50.41 11.8943.01 Z>50.4111.894霊14「11「8942.93、一■-寻0.4111.8944.1211.89C图10恒荷载作用下的剪力图（单位：KN）3.1.3恒荷载作用下框架的轴力计算48.6845.8145.8145.8145.81O45.8145.81—45.81Q45.8115.53+10.1810.7710.7710.7710.77+■ 10.2512.743.24图11恒荷载作用下的轴力图（单位：KN）3.2活荷载作用下框架的内力计算3.2.1楼面活载作用下框架的内力计算由于楼面活载V4.0KN/m2，故按活载满布的情况计算。为减小误差，将最终结果中，梁的跨中弯矩扩大1.2倍，支座弯矩不变。3.2.1.1楼面活载作用下框架的弯矩计算MA'c'=5.62KN•mA'C'MA'c'=5.62KN•mA'C'跨：MA'c12Mc'E‘=-彳236出632=—2.82KN・mCE，跨:Me'MMc'E‘=-彳236出632=—2.82KN・mCE，跨:Me'Me'Mc'Me'Mc'£.iriJMJ1m■i.2i FIISET .-42.O&Wmq a i i. j r中 1 尸i+1.1.—t 1LJLLkIc'E‘C'c'4.52=-组236出63=1.41KN・m4.52=12x2.0664.52=—3-48KN・m=3.48KN・m=1.15633=_1.264.52X(4x4.5—3x3)=—1.15KN・m=_1.15632=_1.264.52=1.73KN・mx(6x4.52—8x4.5x3+3x32)…=—2.82—3.48—1.15=—7.45KN・mcEMe'c'=1.41+3.48+1.73=6.62KN・mEc上柱下柱左梁右梁上柱下柱左梁右梁下柱上柱0.5570.4430.260.4980.2420.4260.574-5.625.62-7.456.623.132.490.480.910.44-2.82-3.801.010.241.250.31-1.410.22-1.21-0.70-0.55-0.04-0.07-0.040.420.573.44-3.447.311.15-8.454.44-4.440.3580.3580.2840.1730.3330.3330.1610.270.3650.365-5.625.62-7.456.622.012.011.600.320.610.610.29-1.79-2.42-2.421.571.010.160.800.460.31-0.900.15-1.21-1.90-0.98-0.98-0.78-0.11-0.22-0.22-0.110.801.081.082.602.04-4.646.620.840.70-8.165.78-2.55-3.240.3580.3580.2840.1730.3330.3330.1610.270.3650.365-5.625.62-7.456.622.012.011.600.320.610.610.29-1.79-2.42-2.421.011.010.160.800.300.31-0.900.15-1.21-1.21-0.78-0.78-0.62-0.09-0.17-0.17-0.080.610.830.832.242.24-4.486.650.740.75-8.145.60-2.80-2.800.3580.3580.2840.1730.3330.3330.1610.270.3650.365-5.625.62-7.456.622.012.011.600.320.610.610.29-1.79-2.42-2.421.01-1.210.160.800.300.36-0.900.15-0.78-1.210.010.020.01-0.10-0.19-0.19-0.090.500.670.673.030.82-3.856.640.730.78-8.155.48-2.52-2.950.4290.2290.3420.2050.3940.2090.1920.3260.4390.235-5.625.62-7.456.622.411.291.920.380.720.380.35-2.16-2.91-1.561.010.19-0.960.30-1.080.18-1.21-0.51-0.27-0.410.360.680.360.330.340.450.242.901.01-3.925.391.710.75-7.854.98-2.46-2.530.51A0.47E'-1.238.463.443.444.642.04匚4.48"2.24L7.31It 7-111丄」"i. 3.05 6.1冷7丄］L丄”0.7V< 2.79 6.4.482.24-4.482.24-4.482.24-4.482.24l3.85'0.81l2.24‘7•丄止L」」”0.75二XJ：「6%f2.24”」」Ll-丄」0.7‘5$》 2.866.65”.f丁A•丄丄Hi」」％；其* 2.866.65””f2.866652.24“7、」」口-」-」"0.75匸丄 2.86 63.03。丄-」3.921.02口0.77壬3.18 5.39 3.774.5.78—2.3.242.83-75.595.'2.831A上0.51 C出0.47图9活荷载作用下的弯矩图（单位KN/m）321.3活荷载作用下框架的轴力计算06zII'2.83dZ5.59=v5--/‘5.595.5.595..83‘5.485.595.2.1.23445559595959595346图11活荷载作用下的轴力图（单位：KN）2.010.677.511.430.487.511.490.5-7.511.490.57.511.490.57.511.490.57.361.760.497.1-8.791.247.67

Q0.83 —0.270.228.94 1.098.79+849渗79 1.098.54 ''8.79 1.098.17O8.17_Q_8.17~O+ 2.56+1.791.89富「098.54f—一•：§.791.098.17O8.17-1.891.898.8579 !.098.69 —迅79 1.098.3779 1.09c•图10活荷载作用下的剪力图（单位：KN）8.17-8.17-8.178.171.890.66322风荷载作用下内力分析。采用D值法，其计算结果如下:10.25KNa=0.284D=12939V6=10.25knVA'=D•Vc/ED=2.73ED=48512a=0.335D=23272V6=10.25knVcz=4.92kna=0.27D=12301V6=10.25knV=2.6kn9.9KNa=0.284a=0.335a=0.27D=12939D=23272D=12301V5=20.15knV5=20.15knV5=20.15knVA‘=5.37knVcz=9.67knV=5.11kn9.2KNa=0.284a=0.335a=0.27D=12939D=23272D=12301V4=29.35knV4=29.35knV4=29.35knVaz=7.83knV=14.08knV=7.44kn8.47KNa=0.284a=0.335a=0.27D=12939D=23272D=12301V3=37.82knV3=37.82knV3=37.82knVaz=10.09knVcz=18.14knVz=9.59E7.71KNa=0.284a=0.335a=0.27D=12939D=23272D=12301V2=45.53knV2=45.53knV2=45.53knVaz=12.14knV=21.84knV=11-55kn6.96KNa=0.284a=0.335a=0.27D=12939D=23272D=12301V]=52.49knV]=52.49knV]=52.49knVaz=14.00knVcz=25.18knV=13.31kn6.14KNa=0.284a=0.335a=0.27D=12939D=23272D=12301V3=58.63knV3=58.63knV3=58.63knVaz=15.64knVcz=28.13knV=14.87kn5.2KNa=0.284a=0.335a=0.27D=12939D=23272D=12301V2=63.83knV2=63.83knV2=63.83knVaz=17.03knVcz=30.62knV=16.19kn7.86KNa=0.57ED=14298a=0.614a=0.557D=3950D=6488D=3860V]=71.7KNV]=71.7kNV]=71.7kNVaz=19.81knVj=32.53knV=19.36knACE，风荷载作用下：框架的内力值：柱上端弯矩：M上二V-h(1-y)柱下端弯矩：Mf=V-h-yk=°・794（2〜9）k=1.487（底）k=1.006k=1.885k=0.741yo=0.30丫1=丫2=丫3=°yo=0.35丫1=丫2=丫3=°yo=0.30y=0.30l-y=0.70y=0.351-y=0.65y=0.30M=5.74M=2.46M=9.59M=5.16M=5.46上y=0.40Jo丫戸2=丫3=°yo=0.40丫戸2=丫3=0y=0.371Joy=0.40l-y=0.60y=0.40l-y=0.60y=0.371M=9.67M=6.45M=17.4M=11.6M=9.64上y=0.45Jo丫戸2=丫3=°yo=0.45丫戸2=丫3=0y=0.421J0y=0.45l-y=0.55y=0.45l-y=0.55y=0.421M=12.92M=10.57M=23.23M=19.01M=12.93上y=0.45J0y=0.45J0丫戸2=丫3=°yo=0.45丫戸2=丫3=0y=0.45l-y=0.55y=0.45l-y=0.55y=0.45M=16.65M=13.62M=29.94M=24.49M=15.82yo=0.45丫1=丫2=丫3=°yo=0.45丫1=丫2=丫3=°yo=0.45y=0.45l-y=0.55y=0.45l-y=0.55y=0.45M=20.04M=16.39M=36.04M=29.49M=19.05y=0.45J0丫戸2=丫3=°yo=0.45丫戸2=丫3=0y=0.45J0y=0.45l-y=0.55y=0.45l-y=0.55y=0.45M=23.1M=18.9M=41.55M=33.99M=21.96y=0.45J0丫戸2=丫3=°yo=0.50丫戸2=丫3=0y=0.45J0y=0.45l-y=0.55y=0.50l-y=0.55y=0.45M=25.8M=21.11M=42.19M=42.19M=24.53上yo=0.50y1=y3=0y2=-0.05yo=0.50y1=y3=0y2=-0.017yo=0.50y=0.45l-y=0.55y=0.483l-y=0.517y=0.45M=28.09M=22.99M=47.5M=44.37M=26.71上y=0.601J0丫戸2=丫3=°yo=0.562丫戸2=丫3=0y=0.611J0y=0.601l-y=0.399y=0.562l-y=0.438y=0.611M=44.42上M=66.9下M=80.08上M=102.75下M=42.32上Ak-1..388y1=y2=y3=01-y=0.70M=2.34下y1=y2=y3=01-y=0.629M=5.69下y1=y2=y3=01-y=0.579M=9.4下y1=y2=y3=01-y=0.55M=12.95下y1=y2=y3=01-y=0.55M=15.59下y1=y2=y3=01-y=0.55M=17.97下y1=y2=y3=01-y=0.55M=20.07下yi=y3=°y2=-°.°51-y=0.55M=21.85下y1=y2=y3=01-y=0.389M=66.47下3.221风荷载作用下框架的弯矩计算图15风荷载作用下框架的弯矩图（单位KN.m）3.2.2.2风荷载作用下框架的剪力计算1.021.092.274.92已1.042.153.569.67 叮:：3.134.044.865.66.256.817.92心2.047.87已2.9818.14亠3.921.844.6225.185.3228.135.9520.016.4727.61■：,：=+32.537.7413.60严:500 14.086197.268.019.1012.55 30.6215.96A C图11风荷载作用下框架的剪力图（单位：KN）3.223风荷载作用下框架的轴力计算图11风荷载作用下框架的轴力图（单位：KN）图11地震作用下框架的轴力图（单位：KN）322地震作用下内力分析。采用D值法。其计算步骤和结果如下:302KNa=0.284D=12939V6=302knVA'=D•Vc/ED=6.13ED=a=0.335D=23272V6=302knVCz=11.2KNa=0.27D=12301V6=302knVz=5.83KNE503KNa=0.284a=0.335a=0.27D=12939D=23272D=12301V5=503knV5=503knV5=503knVz=10.71KNAVCz=19.17KNV'=10.15KNE670KNa=0.284a=0.335a=0.27D=12939D=23272D=12301V4=670knV4=670knV4=670knVz=14.78KNAVCz=26.59KNV7=14.06KNE812KNa=0.284a=0.335a=0.27D=12939D=23272D=12301V3=812knV3=812knV3=812knVz=18.33KNAVCz=33.00KNV7=17.43KNE938KNa=0.284a=0.335a=0.27D=12939D=23272D=12301V2=938knV2=938knV2=938knVz=21.37KNAVCz=38.43KNV7=20.31KNE1041KNa=0.284a=0.335a=0.27D=12939D=23272D=12301V]=1041KNV]=1041KNV]=1041KNVz=23.88KNAVCz=4