土木工程毕业设计高层框剪结构设计计算书

'第1章工程概况及结构选型1.1工程概况本工程为位于某高校家属区西侧的住宅楼，该住宅为地下一层，地上十一层，地下一层层高2.2米，地上每层层高为2.8米，总高度为33米，其中地下一层为设备用房，地上十一层均为两单元，一梯两户，每户建筑面积约为150平方米，三室两厅两卫，总建筑面积9500平方米。结构安全等级为二级，设计使用年限为50年，抗震等级为二级，防火等级为二级。常年地下水位低于-12米，水质对混凝土无侵蚀作用，土壤最大冻结深度0.50米。该结构抗震设防烈度为7度，场地类别为Ⅱ类，特征周期0.35s。场地内土层分布及承载力特征值如下表：表1.1土层分布及承载力特征值土层土质厚度/m地基承载力特征值/kpa1素填土1.52粉质粘土2.52003粉质粘土混角砾1.22404粉砂岩强风化带103001.2结构选型与布置1.2.1．结构选型(1)结构体系选型：采用钢筋混凝土现浇框架-剪力墙结构。平面布置如图1.1所示。(2)屋面结构：采用现浇混凝土肋形屋盖，刚柔性屋面，屋面板厚120mm。(3)楼面结构：全部采用现浇混凝土肋形楼盖，板厚120mm。(4)楼梯结构：采用现浇混凝土梁式楼梯。(5)电梯间：采用剪力墙结构，墙厚250mm。1.2.2．结构平面布置74 图1.1结构布置图1.2.3．竖向布置本住宅一共有10层，每层层高为3.6米，屋面有电梯机房和上人楼梯突出4.2米。竖向结构构件柱子的截面1-5层选用800800,柱的强度选用C35；6-10层柱选用600600，柱的强度选用C30。1.2.4．楼盖体系结构布置布置方式:纵横向承重。1.2.5．构件尺寸初估(1)梁的截面尺寸主梁：截面高度h=（1/10~1/15）L=533~800mm，取700mm截面宽度b=（1/2~1/3）L=233~350mm，取300mm次梁：截面高度h=（1/10~1/15）L=533~800mm，取600mm截面宽度b=（1/2~1/3）L=200~300mm，取250mm(2)柱的截面尺寸由于框—剪结构实验楼，按14kN/㎡考虑；负面面积按F=9.2×5.5=50.6考虑，可取1.1。设防烈度7度、小于60m高的框—剪结构抗震等级二级，因此取0.9。1~5层中柱（n取5；C35混凝土，）74 柱截面尺寸近似取800mm×800mm6~10层中柱（n取5；C30混凝土，）柱截面尺寸近似取600mm×600mm预估轴力：N=从属面积×15kN/㎡=3.5×5.0×15=240kN由公式N/Afc<0.9得A=18648mm故柱截面尺寸近似取500mm×500mm。(3)板的截面尺寸本结构中柱距一般为4~6米，除个别板选用单向板，其余均为双向板。双向板厚hl/50(l为区格短边边长)，取h=120mm。框剪结构底层板和顶层屋面板均为双层双向，分别取h=160mm，h=120mm。(4)墙外墙采用200的填充墙，内部隔墙采用200的填充墙。根据抗震规范，剪力墙的厚度不应小于160mm，且不应小于层高的1/20，其底部加强部位的墙厚，不应小于200mm，且不应小于层高的1/16。剪力墙的宽度取250mm，高度同层高。1.2.6．材料梁板柱的混凝土强度都采用C30，板钢筋采用三级钢，箍筋采用一级钢筋1.2.7．确定计算单元和计算简图取整个单元进行计算，按刚接体系进行计算。1.2.8．结构抗侧刚度计算框架梁柱尺寸如图一所示，共有8种梁。与剪力墙相连的柱作为剪力墙的翼缘，共有44根框架柱。计算框架梁刚度时，考虑楼板的影响，乘以1.6的放大系数。（1）梁线刚度计算（编号见图1.1）=1.6×bh/12=1.6×1/12×0.25×=0.0021m=E×0.021/6.3=0.00034E=E×0.021/4.8=0.00044E=E×0.021/4.2=0.00051E=E×0.021/1.5=0.00142E=E×0.021/5.7=0.00037E=E×0.021/3.0=0.00070E=E×0.021/2.4=0.00089E74 =E×0.021/2.5=0.00085E（2）框架柱线刚度1～6层=bh/12=1/12×=0.0108m，=E×0.0108/2.8=0.00386E7～11层=bh/12=1/12×=0.0021m，=E×0.0021/2.8=0.00076E各楼层线刚度见表1.2~表1.4表1.2地下室框架柱抗侧刚度h=2.2m构件名称柱10.0880830.2816380.00593E柱20.113990.2904410.006115E柱30.308290.3501680.007373E柱40.4818650.3956160.00833E柱50.50.40.008422E柱60.3264250.3552340.007479E柱70.1321240.2964760.006242E柱80.0958550.2843020.005986E表1.31～6层框架柱抗侧刚度h=2.8m构件名称柱10.0880830.0421840.000698E柱20.113990.0539220.000892E柱30.308290.1335580.002209E柱40.4818650.1941540.003212E柱50.50.20.003309E柱60.3264250.1403120.002321E柱70.1321240.0619680.001025E柱80.0958550.0457350.000757E表1.47～11层框架柱抗侧刚度h=2.8m构件名称74 柱10.4473680.1827960.000595E柱20.5789470.224490.000731E柱31.5657890.4391140.00143E柱42.4473680.5502960.001792E柱52.5394740.559420.001822E柱61.6578950.4532370.001476E柱70.6710530.2512320.000818E柱80.4868420.1957670.000638E楼层柱平均抗侧刚度：E=0.083845E（3）综合剪力墙等效抗弯刚度结构横向共有两榀墙1，一榀墙2，四榀墙3.墙1如图：有效翼缘6d=6×250=1500，900<1500,取实际长度900mm。求形心：=680mm惯性矩：=0.269m等效抗弯刚度：==0.268E墙2如图：有效翼缘6d=6×250=1500，900<1500,取实际长度900mm。74 惯性矩：=5.967等效抗弯刚度：==5.787E墙3如图：有效翼缘6d=6250=1500，950<1500,1450<1500,分别取实际长度900mm，1450mm。求形心：=1440mm惯性矩:=1.025m等效抗弯刚度：==1.016E综合剪力墙等效抗弯刚度：EI=2×0.268E+5.787E+4×1.016E=10.387E（4）连梁约束刚度连梁1：74 连梁刚性端部约束弯矩=0.0659连梁2：连梁刚性端部约束弯矩=0.0435连梁3：连梁刚性端部约束弯矩74 =0.0713连梁约束刚度：第2章横向结构内力计算2.1横向水平地震作用下结构内力与侧移计算2.1.1结构重力荷载代表值计算2.1.1.1荷载统计1.屋面恒载15mm水泥砂浆找平0.015×20=0.30三毡四油屋面防水层0.4020mm1：3水泥砂浆找平层0.02×20=0.4080mm矿渣水泥保温层0.08×14.5=1.1640mm水泥石灰焦渣找坡0.04×14=0.56120mm现浇混凝土板0.12×25=3.020mm石灰砂浆板底抹灰0.02×17=0.34-----------------------------------------------------------------合计：6.16kN/2.楼面恒载水磨石地面0.65120mm现浇混凝土板0.12×25=3.02.520mm板底抹灰0.02×17=0.34-----------------------------------------------------------------合计：3.99kN/3.地下室顶板恒载水磨石地面0.6574 160mm现浇混凝土板0.16×25=4.0420mm板底抹灰0.02×17=0.34-----------------------------------------------------------------合计：4.99kN/4.梁自重（kN/m）表2.1梁自重自重抹灰合计地下室250×3501.32250×4001.66屋面，标准层250×3501.60250×4001.945.柱自重b×h=600×600自重25×0.6×0.6=9.020mm抹灰4×0.6×0.02×17=0.816--------------------------------------------------------------------合计：9.816kN/mb×h=400×400自重25×0.4×0.4=4.020mm抹灰4×0.4×0.02×17=0.544--------------------------------------------------------------------合计：4.544kN/m6.外墙自重19×0.24×0.375+7.5×0.24×（2.8-0.4-0.375）=5.283抹灰17×0.04×（2.8-0.12）=1.8224--------------------------------------------------------------------合计：7.1054kN/m窗户门洞折减10%7.1054×（1-10%）=6.39kN/m7.内墙自重19×0.2×0.375+7.5×0.2×（2.8-0.4-0.375）=4.46抹灰17×0.04×（2.8-0.12）=1.8224--------------------------------------------------------------------合计：6.2824kN/m窗户门洞折减10%6.2824×（1-10%）=5.65kN/m8.卫生间墙74 自重24×0.2×0.2+19×0.2×1.0+7.5×0.2×（2.8-0.4-1.2）=6.56抹灰17×0.04×（2.8-0.12）=1.8224--------------------------------------------------------------------合计：8.3824kN/m9.女儿墙自重7.5×0.24×1.5=2.7抹灰17×0.04×1.5=1.02--------------------------------------------------------------------合计：3.72kN/m10.剪力墙自重25×0.2×2.8=14抹灰17×0.04×2.8=1.904--------------------------------------------------------------------合计：15.904kN/m2.1.1.2.荷载计算1.恒载标准值计算屋面楼板处结构和构件自重=3.99（57×10.5+4×1.24.5）=2474=1.94（10.5×16+57×4）+1.6×6×4.8=814.32=9.8162.8/244=604.66={6.39×(57+10.5)×2+5.65×(4.8×2+4.2×7+5.7×2+5.4×2)+8.3824×2×[(4.8+2.1)×2+(3+1.8)×2+(2.4+2.4)×2]+15.904×[(2.7+2.4)×2×2+(0.9+1.7)×2+4+2×1.8]}/2+3.72×(57+10.5)×2=1656.54=0.45×170/2=38.5共计：=2474+814.32+604.66+1656.54+38.5=5588kN标准层楼板处结构和构件自重=3.99（57×10.5+4×1.24.5）=2474=1.94（10.5×16+57×4）+1.6×6×4.8=814.32=9.8162.844=1209.33=6.39×(57+10.5)×2+5.65×(4.8×2+4.2×7+5.7×2+5.4×2)+8.3824×2×[(4.8+2.1)×2+(3+1.8)×2+(2.4+2.4)×2]+15.904×[(2.7+2.4)×2×2+(0.9+1.7)×2+4+2×1.8]=2308.67=0.45×170=77共计：=2474+814.32+1209.33+2308.67+77=6883kN地下室顶板处结构和构件自重=4.99（57×10.5+4×1.24.5）=3094=1.66（10.5×16+57×4）+1.32×6×4.8=695.376=9.816（2.2/2+2.8/2）44=108074 =6.39×(57+10.5)×2+5.65×(4.8×2+4.2×7+5.7×2+5.4×2)+8.3824×2×[(4.8+2.1)×2+(3+1.8)×2+(2.4+2.4)×2]+15.904×[(2.7+2.4)×2×2+(0.9+1.7)×2+4+2×1.8]=2308.67=0.45×170=77共计：=3094+695.376+1080+2308.67+77=7255kN2.活载标准值计算上人屋面：2.5kN/㎡=2.5×57×10.5=1496kN楼面：2.0kN/㎡=2.0×57×10.5=1197kN雪荷载：0.4kN/㎡=0.4×57×10.5=239.4kN屋面活荷载和雪荷载不同时考虑，取较大值。3.结构重力荷载代表值计算屋面处重力荷载代表值=结构和构配件自重标准值+0.5屋面活荷载标准值楼面处重力荷载代表值=结构和构配件自重标准值+0.5楼面活荷载标准值屋面处=5588+0.5×1496=6336kN标准层处=6883+0.5×1197=7481.5kN地下室顶板处=7255+0.5×1197=7823.5kN重力荷载代表值如图2.1所示：图2.1重力荷载代表值2.1.2横向水平地震作用计算该建筑物为33米，小于40米，以剪切变形为主，且质量和刚度沿高度均匀分布，故可采用底部剪力法计算地震作用。74 =0.85=0.85(6336+10×7481.5+7823.5)=75628.3kN查得s由于该工程所在地区抗震设防烈度为7度，Ⅱ类场地，设计地震分组为一组，查表得由于1.4=0.49s，故需考虑顶部附加水平地震作用的影响，顶部附加地震作用系数：=0.08T+0.07=0.080.788+0.07=0.133对于多质点体系，结构底部总纵向水平地震作用标准值：==0.038575628.3=2911.7kN附加顶部集中力：=0.1332911.7=387.3kN-=2911.7-387.3=2524.4kN=2911.7×(1-0.133)=2524.4楼层各质点水平地震作用计算见表2.2表2.2楼层各质点水平地震作用计算层次112.83363362090880.136729.4729.3724.07102.830.27481.52259410.146369.6109911.1692.827.47481.52049930.133335.41434.49.18982.824.67481.51840450.119301.11735.57.40772.821.87481.51630970.106266.82002.35.81774 62.8197481.51421490.092232.62234.84.41952.816.27481.51212000.079198.32433.13.21242.813.47481.51002520.0651642597.12.19832.810.67481.5793040.051129.72726.91.37522.87.87481.5583560.03895.472822.30.74512.857481.5374080.02461.22883.50.30602.22.27823.5172120.01128.162911.70.0623388974.5169.96将楼层处的集中力按基底弯矩折成倒三角形荷载kN/mkN当考虑连梁约束刚度影响时，计算结构内力、位移所用的值与计算地震时不同，应考虑连梁塑性调幅，连梁约束刚度乘以0.55折减系数，重新计算值。塑性调幅后连梁约束刚度为：倒三角形荷载作用下结构内力计算见表2.3表2.3倒三角形荷载作用下结构内力计算层次标高x(m)1133100-0.375-1.190.3751.20.970.22-0.971030.20.915-0.075-5.25-0.211-0.670.3731.20.970.22-0.45927.40.83-0.049-3.43-0.072-0.230.3831.20.990.23-0824.60.745-0.047-3.290.0010.0030.4431.41.150.260.267721.80.661-0.039-2.730.0610.1940.5031.61.30.30.4936190.576-0.061-4.270.1350.4290.5341.71.380.320.74674 516.20.491-0.071-4.970.1950.620.5641.81.460.340.955413.40.406-0.08-5.60.2510.7980.5841.91.510.351.145310.60.3210.0211.4690.3481.1070.5491.71.420.331.43327.80.2360.0725.0370.4511.4340.4931.61.280.291.727150.1520.1510.490.5581.7740.4191.31.080.252.02302.20.0670.26218.330.7532.3950.2430.80.630.142.539,查表得出；；=0.8132；=0.1868；=+m结构内力汇总见表2.4表2.4结构总内力计算汇总层次总剪力墙总框架总连梁110-0.969740.9697410.47893210-5.247-0.449110.9658560.6212269-3.42804-0.001690.9893860.6363618-3.288120.2665091.1463570.7373227-2.728440.4925361.2997110.8359576-4.267560.7462141.3796270.8873585-4.967160.9551341.4585120.9380964-5.59681.1451581.5105070.97153931.469161.4326541.4192430.91283925.037121.7271121.2752280.820211110.4942.0233621.0836360.696981018.329522.5386240.6272430.360212.1.3水平地震作用下结构侧移计算位移计算见表2.5表2.5位移计算层次113310.1510.08450.67231030.20.9151520.149.41220.6723927.40.8303030.138.73990.6723824.60.7454550.128.06761.0084574 721.80.6606060.1057.059151.008456190.5757580.096.05071.00845516.20.4909090.0755.042251.00845413.40.4060610.064.03381.00845310.60.3212120.0453.025351.0084527.80.2363640.032.01691.00845150.1515150.0151.008450.9412202.20.0666670.0010.067230.06723查表得出；层间最大相对位移，满足要求。2.1.4水平地震作用下结构内力计算1.单榀剪力墙内力综合剪力墙的弯矩和剪力按各榀墙的等效抗弯刚度进行分配。墙1的分配系数为墙2的分配系数为墙3的分配系数为单榀剪力墙内力见表2.6表2.6单榀剪力墙内力层数综合剪力墙单榀剪力墙弯矩剪力弯矩剪力Q1Q2Q3Q1Q2Q3110-0.97000-0.025-0.54-0.09510-5.247-0.449-0.135-2.923-0.513-0.012-0.25-0.0449-3.428-0.002-0.088-1.91-0.3350.00000.00000.00008-3.2880.2665-0.085-1.832-0.3220.00690.14850.02617-2.7280.4925-0.07-1.52-0.2670.01270.27440.04826-4.2680.7462-0.11-2.377-0.4170.01930.41570.0735-4.9670.9551-0.128-2.767-0.4860.02460.53210.09344-5.5971.1452-0.144-3.118-0.5470.02950.6380.11274 31.46921.43270.03790.81850.14370.0370.79810.140125.03711.72710.132.80620.49260.04460.96220.1689110.4942.02340.27075.84621.02630.05221.12720.1979018.332.53860.472910.2111.79260.06551.41430.24832..单根连梁内力综合连梁的约束弯矩按各约束刚度进行分配。连梁1的分配系数为连梁2的分配系数为连梁3的分配系数为连梁1剪力=0.0973连梁1梁端弯矩0.1216连梁2剪力=0.0876连梁2梁端弯矩0.1314连梁3剪力=0.1141连梁3梁端弯矩0.1368单根连梁内力见表2.7表2.7单根连梁内力连梁层数约束弯矩弯矩剪力LL1LL2LL3LL1LL2LL3110.2591310.0315880.034050.0354490.0252650.02270.029541100.5161860.0629230.0678270.0706140.0503280.0452180.05884590.5287620.0644560.0694790.0723350.0515540.046320.06027980.6126520.0746820.0805020.0838110.0597340.0536680.06984270.694610.0846730.0912720.0950230.0677240.0608480.07918660.7373190.0898790.0968840.1008650.0718890.0645890.08405450.7794780.0950180.1024230.1066330.0759990.0682820.08886174 40.8072660.0984060.1060750.1104340.0787080.0707170.09202830.7584920.092460.0996660.1037620.0739530.0664440.08646820.6815250.0830780.0895520.0932330.0664490.0597020.07769410.5791320.0705960.0760980.0792250.0564650.0507320.06602100.2993040.0364850.0393280.0409450.0291820.0262190.0341213.单榀框架内力（力学求解器）计算单元为⑤轴线的一榀框架，地震力按刚度进行分配地震力下横向框架计算模型如图2.2所示：74 图2.2地震力下横向框架计算模型地震力下横向框架内力如图2.3～2.5所示74 图2.3左侧地震力作用下弯矩图74 图2.4左侧地震力作用下剪力图74 图2.5地震力作用下剪力图2.2横向水平地震作用下结构内力与侧移计算2.1.1风荷载标准值计算作用在屋面梁和楼面梁节点处的集中风荷载标准值：其中：-----基本风压，0.55KN/㎡-----风压高度变化系数------风荷载体型系数，本建筑H/B=33/57=0.58<4,故体型系数取1.3-----风振系数，基本自振周期T=0.88s>0.25s，故应考虑风压脉动对结构发生顺风向风振的影响，且。-----下层柱高----上层柱高，对于顶层为女儿墙高度的2倍。B----计算单元迎风面的宽度，B=10.5m集中风荷载标准值计算见表2.8表2.8集中风荷载标准值计算层次离地高度11331.31.431.0711.3450.5071.512.83256.1784541030.21.31.390.9811.3450.5071.4812.82.8235.677117927.41.31.340.891.3450.5071.4522.82.8222.856106824.61.31.290.7991.3450.5071.4222.82.8210.035167721.81.31.240.7081.3450.5071.3892.82.8197.2142996191.31.180.6171.3450.5071.3562.82.8183.253482516.21.31.110.5261.3450.5071.3232.82.8168.142724413.41.31.030.4351.3450.5071.2882.82.8151.892035310.61.310.3441.3450.5071.2342.82.8141.36149827.81.310.2531.3450.5071.1732.82.8134.27104774 151.310.1621.3450.5071.1112.82.8127.18635.902.21.310.0711.3450.5071.0492.22.8107.22235.942802将楼层处的集中力按基底弯矩折成倒三角形荷载kN/mkN倒三角形荷载作用下结构内力计算见表2.9表2.9倒三角形荷载作用下结构内力计算层次标高x(m)1133100-0.375-0.7290.3750.7290.5930.1362-0.5931030.20.915-0.075-3.21-0.211-0.410.3730.7260.5910.1357-0.275927.40.83-0.049-2.097-0.072-0.140.3830.7440.6050.139-0.001824.60.745-0.047-2.0120.0010.00190.4430.8620.7010.16110.163721.80.661-0.039-1.6690.0610.11860.5030.9780.7950.18260.30136190.576-0.061-2.6110.1350.26260.5341.0380.8440.19380.4564516.20.491-0.071-3.0390.1950.37930.5641.0970.8920.20490.5842413.40.406-0.08-3.4240.2510.48820.5841.1360.9240.21220.7004310.60.3210.0210.89880.3480.67690.5491.0670.8680.19940.876327.80.2360.0723.08170.4510.87720.4930.9590.780.17921.0564150.1520.156.42030.5581.08530.4190.8150.6630.15221.237602.20.0670.26211.2140.7531.46460.2430.4720.3840.08811.5527,查表得出；；=0.8132；=0.1868；=+m结构总内力计算汇总见表2.10表2.10结构总内力计算汇总层次总剪力墙总框架总连梁110-0.593130.5931280.29293274 10-3.21015-0.274690.5907520.3799649-2.0973-0.001030.6051440.3892218-2.011690.1630070.7011520.4509727-1.669280.3012530.7949490.5113016-2.610920.4564110.8438280.542745-3.038940.5841940.8920770.5737734-3.424160.7004190.9238790.59422730.8988420.8762620.8680590.55832423.0817441.0563630.7799740.5016716.42031.2375590.662790.426298011.214121.5527120.3836440.2203172.1.2水平风荷载作用下结构侧移计算位移计算见表2.11表2.11位移计算层次113310.156.16950.41131030.20.9151520.145.75820.4113927.40.8303030.135.34690.4113824.60.7454550.124.93560.61695721.80.6606060.1054.318650.616956190.5757580.093.70170.61695516.20.4909090.0753.084750.61695413.40.4060610.062.46780.61695310.60.3212120.0451.850850.6169527.80.2363640.031.23390.61695150.1515150.0150.616950.5758202.20.0666670.0010.041130.04113查表得出；层间最大相对位移，满足要求。2.1.3水平风荷载作用下结构内力计算74 1.单榀剪力墙内力综合剪力墙的弯矩和剪力按各榀墙的等效抗弯刚度进行分配。墙1的分配系数为墙2的分配系数为墙3的分配系数为单榀剪力墙内力见表2.12表2.12单榀剪力墙内力层数综合剪力墙单榀剪力墙弯矩剪力弯矩剪力Q1Q2Q3Q1Q2Q3110-0.59313000-0.0153-0.33043-0.0580110-3.21015-0.27469-0.08282-1.78837-0.31395-0.00709-0.15303-0.026879-2.0973-0.00103-0.05411-1.1684-0.20512-2.7E-05-0.00058-0.00018-2.011690.163007-0.0519-1.12071-0.196740.0042060.0908110.0159427-1.669280.301253-0.04307-0.92995-0.163260.0077720.1678280.0294626-2.610920.456411-0.06736-1.45454-0.255350.0117750.2542660.0446375-3.038940.584194-0.0784-1.69299-0.297210.0150720.3254540.0571344-3.424160.700419-0.08834-1.9076-0.334880.0180710.3902030.06850130.8988420.8762620.023190.5007450.0879070.0226080.4881650.08569823.0817441.0563630.0795091.716840.3013950.0272540.58850.10331216.42031.2375590.1656443.5767490.6279050.0319290.6894440.121033011.214121.5527120.2893246.2473881.0967410.040060.8650160.1518552..单根连梁内力综合连梁的约束弯矩按各约束刚度进行分配。连梁1的分配系数为连梁2的分配系数为连梁3的分配系数为连梁1剪力=0.097374 连梁1梁端弯矩0.1216连梁2剪力=0.0876连梁2梁端弯矩0.1314连梁3剪力=0.1141连梁3梁端弯矩0.1368单根连梁内力见表2.13表2.13单根连梁内力连梁层数约束弯矩弯矩剪力LL1LL2LL3LL1LL2LL31132.467053.9577344.2661714.4414933.1655382.8441143.7012441064.673977.8837578.498168.84746.3057135.665447.372833966.249578.0758228.7051939.0629416.4593335.8034627.55245876.760349.35708610.0863110.500827.4841346.7242068.750679787.0289610.6088311.4356111.905568.4853237.6237379.921301692.3801511.2611412.1387512.63769.0070648.09250110.53134597.6623311.9050412.8328313.360219.5220778.5552211.133514101.143912.3294413.2903113.836499.8615338.86020811.53041395.0328511.584512.4873213.000499.2657038.32487710.83374285.389610.4089911.2201911.68138.3254867.4801299.734415172.560528.8451279.5344529.9262797.074656.3563018.271899037.500314.5712874.927545.1300423.656283.2850274.2750353.单榀框架内力（力学求解器）计算单元为⑤轴线的一榀框架，地震力按刚度进行分配水平风荷载下横向框架内力如图2.6～2.8所示74 图2.6左侧风荷载作用下弯矩图74 图2.7左侧风荷载作用下剪力图74 图2.8左侧风荷载作用下轴力图74 2.3竖向荷载作用下结构内力2.3.1确定计算单元与计算简图本结构楼面荷载传递示意图2.9：（⑤轴）图2.9楼面荷载传递示意图2.3.2竖向荷载标准值计算（1）屋面上⑤轴主梁受到的荷载梁所受荷载为板传来的自重和活载及梁的自重74 梁1板传来恒载：板传来活载：梁自重：1.94恒载:1.94+6.74+9.19=17.6活载:2.63+3.73=6.36梁2恒载；1.94活载:0梁3板传来恒载：板传来活载:梁自重：1.94恒载:1.94+8.09+7.64=17.67活载:3.29+3.1=6.39（2）楼面上⑤轴主梁受到的荷载梁1板传来恒载：板传来活载：梁自重：1.94恒载1.94+4.19+5.95=12.08活载2.1+2.98=5.08梁2恒载1.94活载0梁3板传来恒载：74 板传来活载梁自重：1.94恒载1.94+5.24+4.95=12.13活载2.63+2.48=5.11（3）屋面上⑤轴柱受到的荷载与主梁相连的柱除了承受横向荷载外，还有与之相连的纵向梁传来的荷载，在此简化为集中荷载（力学求解器）。柱1梁一板传来恒载：板传来活载：梁自重：1.94集中力：恒载：23.85活载：7.9梁二板传来恒载：板传来活载：梁自重：1.60集中力：恒载：38.98活载：14.26梁三板传来恒载：板传来活载：梁自重：1.94梁二传来的集中力恒载：38.98活载：14.2674 集中力：恒载：36.55活载：11.66柱1荷载值恒载：23.85+36.55=60.4活载：7.9+11.66=19.56柱2梁四板传来恒载：板传来活载：梁自重：1.94集中力：恒载：34.25活载：12.08梁五板传来恒载：板传来活载：梁二传来的集中力恒载：38.98活载：14.26梁自重：1.94集中力：恒载：49.03活载：16.73柱2荷载值恒载：34.25+49.03=83.28活载：12.08+16.73=28.81柱3梁六板传来恒载：74 板传来活载：梁自重：1.94集中力：恒载：34.13活载：12.08梁七板传来恒载：板传来活载：梁自重：1.60集中力：恒载：38.98活载：14.26梁八板传来恒载：板传来活载：梁七传来的集中力恒载：38.98活载：14.26梁自重1.94集中力：恒载：46.67活载：16.17柱3荷载值恒载：34.13+46.67=80.80活载：12.08+16.17=28.25柱4梁九板传来恒载：板传来活载：梁自重：1.94梁七传来的集中力恒载：38.9874 活载：14.26集中力：恒载：34.20活载：11.10梁十板传来恒载：板传来活载：梁自重：1.94集中力：恒载：23.74活载：7.85柱4荷载值恒载：34.20+23.74=57.94活载：11.10+7.85=18.95（4）楼面上⑤轴柱受到的荷载计算方法同屋面上柱相同，板的均布荷载发生变化。恒载改为3.99，活载改为2.0。计算结果如表2.14：表2.14楼面柱承受的荷载恒载活载柱143.4015.65柱258.1523.08柱355.9422.57柱441.1415.152.3.3竖向荷载作用下结构内力计算恒荷载作用下内力图见图2.10～2.12活荷载作用下内力图见图2.13～2.1574 图2.1074 恒荷载作用下弯矩图图2.1174 恒荷载作用下剪力图图2.1274 恒荷载作用下轴力图图2.1374 活荷载作用下弯矩图图2.1474 活荷载作用下剪力图图2.1574 活荷载作用下轴力图2.4横向框架内力组合2.4.1梁的内力组合（1）非抗震作用框架内力组合见表2.15～2.17层次截面内力恒载活载左风右风11①②③④组合项目值组合项目值组合项目值左M-27.51-9.934.089-4.091.2①+1.4*1.0(②+④)-52.61.4④+1.0（①+②）-43.2V43.9515.86-2.312.3178.1863.04中M19.0576.851-0.620.6251.2①+1.4②+0.84④32.98右M-20.54-7.51-5.345.3381.2①+1.4*1.0(②+③)-42.61.4③+1.0（①+②）-35.5V-40.53-14.7-2.312.31-72.4-58.47左M-18.92-7.8525.73-25.71.2①+1.4*1.0(②+④)-69.71.0①+1.4③17.1V29.4812.35-14.214.2172.569.586中M11.6544.913-3.273.2681.2①+1.4②+0.84④23.61右M-16.92-7.21-32.332.271.2①+1.4*1.0(②+③)-75.61.0①+1.4④28.25V-28.5-12-14.214.21-70.9-8.612左M-19.64-8.2528.78-28.81.2①+1.4*1.0(②+④)-75.41.0①+1.4③20.66V2912.19-14.214.2471.89.064中M9.95354.191-0.270.2681.2①+1.4+0.84④18.04右M-19.58-8.25-29.329.321.2①+1.4*1.0(②+③)-76.11.0①+1.4④21.46V-28.98-12.2-14.214.24-71.8-9.041左M-19.59-8.2421.39-21.41.2①+1.4*1.0(②+④)-651.0①+1.4③10.35V2912.19-10.610.666.7114.16中M10.0054.208-0.230.231.2①+1.4②+0.84④18.09右M-19.54-8.23-21.821.851.2①+1.4*1.0(②+③)-65.61.0①+1.4④11.04V-28.98-12.2-10.610.6-66.7-14.1表2.15梁1非抗震内力组合74 表2.16梁2非抗震内力组合层次截面内力恒载活载左风右风①②③④组合项目值组合项目值组合项目值11左M-8.87-2.928.81-8.811.2①+1.4*1.0(②+④)-27.071.0①+1.4③3.4544V-1.5-1.11-1211.8313.212-18.07中M-10.50-0.10.0641.35①+②-14.13右M-13-4.57-8.98.9341.2①+1.4*1.0(②+③)-34.481.4+1.0（①+②）-30.06V-3.98-1.11-1211.83-22.89-21.657左M-3.86-2.0259.9-59.91.2①+1.4*1.0(②+④)-91.371.0①+1.4③80.048V0.111-0.09-8080.4112.58-112.5中M-4.240-0.40.3661.35①+②-5.725右M-5.55-2.14-6160.661.2①+1.4*1.0(②+③)-94.591.0①+1.4④79.38V-2.36-0.09-8080.4-115.5110.22左M-0.55-0.1490.3-90.31.2①+1.4*1.0(②+④)-127.21.0①+1.4③125.83V1.1730-120120.4169.98-167.4中M-0.140-00.0381.35①+②-0.183右M-0.65-0.14-9090.351.2①+1.4*1.0(②+③)-127.51.0①+1.4④125.84V-1.30-120120.4-170.1167.261左M-0.6-0.1966.8-66.81.2①+1.4*1.0(②+④)-94.571.0①+1.4③92.978V1.088-0.01-8989.17126.12-123.7中M-0.250-00.0341.35①+②-0.338右M-0.82-0.2-6766.911.2①+1.4*1.0(②+③)-94.941.0①+1.4④92.852V-1.39-0.01-8989.17-126.5123.4574 表2.17梁3非抗震内力组合层次截面内力恒载活载左风右风①②③④组合项目值组合项目值组合项目值11左M-16.13-5.985.85-5.851.2①+1.4*1.0(②+④)-35.921.4④+1.0（①+②）-30.3V36.113.1-2.92.8965.70653.24中M15.195.423-0.70.6891.2①+1.4②+0.84④26.4右M-19.73-7.12-4.54.4711.2①+1.4*1.0(②+③)-39.911.4③+1.0（①+②）-33.11V-38.12-13.7-2.92.89-69.03-55.917左M-13.24-6.8835.6-35.61.2①+1.4*1.0(②+④)-75.431.0①+1.4③36.66V25.2913.26-1817.9474.0280.174中M9.1634.82-3.63.6251.2①+1.4②+0.84④20.79右M-13.91-7.44-2828.41.2①+1.4*1.0(②+③)-66.861.0①+1.4④25.85V-25.66-13.6-1817.94-74.92-0.542左M-15.09-7.9433.4-33.41.2①+1.4*1.0(②+④)-76.011.0①+1.4③31.70V25.4813.42-1918.5575.334-0.49中M7.6674.038-0.30.3021.2①+1.4②+0.84④15.11右M-15.05-7.93-3332.821.2①+1.4*1.0(②+③)-75.11.0①+1.4④30.90V-25.46-13.4-1918.55-75.310.511左M-15.04-7.9124.9-24.91.2①+1.4*1.0(②+④)-63.981.0①+1.4③19.82V25.4813.42-1413.868.6846.16中M7.70954.0636.01-6.011.2①+1.4②+0.84③19.98右M-15.02-7.92-3736.911.2①+1.4*1.0(②+③)-80.781.0①+1.4④36.65V-25.47-13.4-1413.8-68.67-6.15（2）抗震作用框架内力组合见表2.18～2.2074 层次截面内力重力荷载代表值左震右震①②③组合项目值组合项目值组合项目值11左M-27.519.886-9.891.2①+1.3③-45.91.0①+1.3③-40.4V43.95-5.625.6260.0551.26中M19.057-1.581.5771.2①+1.3③24.92右M-20.54-1313.041.2①+1.3②-41.61.0①+1.3②-37.5V-40.53-5.625.62-55.9-47.87左M-18.9240-401.2①+1.3③-74.71.0①+1.3②33.08V29.48-22.122.0964.090.763中M11.654-5.065.0581.2①+1.3③20.56右M-16.92-50.150.121.2①+1.3②-85.51.0①+1.3③48.23V-28.5-22.122.09-62.90.2172左M-19.6437.63-37.61.2①+1.3③-72.51.0①+1.3②29.28V29-18.618.6259.014.794中M9.9535-0.340.3441.2①+1.3③12.39右M-19.58-38.338.321.2①+1.3②-73.31.0①+1.3③30.23V-28.98-18.618.62-59-4.771左M-19.5927.34-27.31.2①+1.3③-59.11.0①+1.3②15.96V29-13.613.5552.4211.39中M10.005-0.290.2931.2①+1.3③12.39右M-19.54-27.927.931.2①+1.3②-59.81.0①+1.3③16.77V-28.98-13.613.55-52.4-11.4表2.18梁1抗震内力组合74 表2.19梁2抗震内力组合层次截面内力重力荷载代表值左震右震①②③组合项目值组合项目值组合项目值11左M-8.8720.89-20.891.2①+1.3③-37.811.0①+1.3②18.287V-1.5-3333.0241.121-44.43中M-10.5-0.160.15731.2①+1.3②-12.76右M-13-21.221.2081.2①+1.3②-43.151.0①+1.3③14.59V-3.98-3333.02-47.738.9487左M-3.8693.36-93.361.2①+1.3③-1261.0①+1.3②117.5V0.111-147147.33191.66-191.4中M-4.24-0.570.56951.2①+1.3②-5.83右M-5.55-94.594.4951.2①+1.3②-129.51.0①+1.3③117.29V-2.36-147147.33-194.4189.172左M-0.55118-1181.2①+1.3③-154.11.0①+1.3②152.87V1.173-185185.19242.15-239.6中M-0.14-0.050.04681.2①+1.3②-0.223右M-0.65-118118.111.2①+1.3②-154.31.0①+1.3③152.89V-1.3-185185.19-242.3239.451左M-0.685.49-85.491.2①+1.3③-111.91.0①+1.3②110.54V1.088-134134.17175.73-173.3中M-0.25-0.040.04251.2①+1.3②-0.356右M-0.82-85.685.5781.2①+1.3②-112.21.0①+1.3③110.43V-1.39-134134.17-176.1173.0474 表2.20梁3抗震内力组合层次截面内力重力荷载代表值左震右震①②③组合项目值组合项目值组合项目值11左M-16.1314.25-14.31.2①+1.3③-37.891.0①+1.3②2.398V36.1-7.027.0252.44626.97中M15.191.726-1.731.2①+1.3②20.47右M-19.73-10.810.81.2①+1.3②-37.721.0①+1.3②-33.8V-38.12-7.027.02-54.87-47.27左M-13.2455.39-55.41.2①+1.3③-87.891.0①+1.3②58.76V25.29-27.927.8866.592-11中M9.1635.614-5.611.2①+1.3②18.29右M-13.91-44.244.161.2①+1.3②-74.091.0①+1.3③43.5V-25.66-27.927.88-67.0410.582左M-15.0943.69-43.71.2①+1.3③-74.91.0①+1.3②41.71V25.48-24.324.2562.101-6.05中M7.6670.395-0.41.2①+1.3②9.714右M-15.05-42.942.91.2①+1.3②-73.821.0①+1.3③40.72V-25.46-24.324.25-62.086.0651左M-15.0431.83-31.81.2①+1.3③-59.431.0①+1.3②26.35V25.48-17.717.6553.5212.535中M7.70950.332-0.331.2①+1.3②9.682右M-15.02-31.231.171.2①+1.3②-58.541.0①+1.3③25.5V-25.47-17.717.65-53.51-2.532.4.2柱的内力组合（1）非抗震作用框架内力组合见表2.21～2.2474 表2.21柱1非抗震内力组合层次截面内力恒载活载左风右风①②③④组合项目值组合项目值组合项目值11上M14.475.681.68-1.681.2①+1.4*1.0（②+③）27.6681.2①+1.4④15.0121.2①+1.4*1.0（②+③）27.668N-100.9-34.2-2.312.31-172.3-117.9-172.3下M-24.17-8.84-6.286.281.2①+1.4*1.0（②+③）-50.171.2①+1.4④-20.211.2①+1.4*1.0（②+③）-50.17N-100.9-34.2-2.312.31-172.3-117.9-172.3V13.85.192.84-2.8427.80212.58427.80210上M7.363.4611.83-11.81.2①+1.4*1.0（②+③）30.2381.2①+1.4④-7.731.2①+1.4*1.0（②+③）30.238N-173.2-62.1-7.447.44-305.2-197.4-305.2下M-9.35-4.09-6.196.191.2①+1.4*1.0（②+③）-25.611.2①+1.4④-2.5541.2①+1.4*1.0（②+③）-25.61N-173.2-62.1-7.447.44-305.2-197.4-305.2V5.972.76.44-6.4419.96-1.85219.969上M10.734.515.65-15.71.2①+1.4*1.0（②+③）41.0861.2①+1.4④-9.0341.2①+1.4*1.0（②+③）41.086N-245.1-89.8-15.715.71-441.8-272.2-441.8下M-10.17-4.31-10.710.671.2①+1.4*1.0（②+③）-33.181.2①+1.4④2.7341.2①+1.4*1.0（②+③）-33.18N-245.1-89.8-15.715.71-441.8-272.2-441.8V7.473.159.4-9.426.534-4.19626.5348上M10.434.4618.77-18.81.2①+1.4*1.0（②+③）45.0381.2①+1.4④-13.761.2①+1.4*1.0（②+③）45.038N-317.2-117-26.926.9-582.8-342.9-582.8下M-11.25-4.81-12.512.521.2①+1.4*1.0（②+③）-37.761.2①+1.4④4.0281.2①+1.4*1.0（②+③）-37.76N-317.2-117-26.926.9-582.8-342.9-582.8V7.743.3111.17-11.229.56-6.3529.567上M8.653.6625.43-25.41.2①+1.4*1.0（②+③）51.1061.2①+1.4④-25.221.2①+1.4*1.0（②+③）51.106N-389.1-145-41.141.11-727.7-409.3-727.7下M-4.96-2.15-29.729.651.2①+1.4*1.0（②+③）-50.471.2①+1.4④35.5581.2①+1.4*1.0（②+③）-50.47N-389.1-145-41.141.11-727.7-409.3-727.7V4.862.0719.67-19.736.268-21.7136.2686上M17.857.477.03-7.031.2①+1.4④11.5781.2①+1.4*1.0（②+③）41.721.2①+1.4*1.0（②+③）41.72N461.43-173-56.156.08632.23232.99232.99下M-13.15-5.56-5.345.341.2①+1.4④-8.3041.2①+1.4*1.0（②+③）-31.041.2①+1.4*1.0（②+③）-31.04N461.43-173-56.156.08632.23232.99232.99V11.074.654.42-4.427.09625.98225.9825上M9.874.1432.46-32.51.2①+1.4*1.0（②+③）-82.751.2①+1.4④-33.61.2①+1.4③-88.55N-533.8-201-71.771.71-1022-540.2-662.8下M-10.92-4.61-15.915.871.2①+1.4*-41.781.2①+9.1141.2①-41.7874 1.0（②+③）1.4④+1.4*1.0（②+③）N-533.8-201-71.771.71-1022-540.2-1022V7.433.1217.26-17.337.448-15.2537.4484上M12.065.0723.73-23.71.2①+1.4*1.0（②+③）54.7921.2①+1.4④-18.751.2①+1.4*1.0（②+③）54.792N-606.2-229-8888.02-1171-604.2-1171下M-11.97-5.05-25.625.611.2①+1.4*1.0（②+③）-57.291.2①+1.4④21.491.2①+1.4*1.0（②+③）-57.29N-606.2-229-8888.02-1171-604.2-1171V8.583.6117.62-17.640.018-14.3740.0183上M11.014.6313.76-13.81.2①+1.4*1.0（②+③）38.9581.2①+1.4④-6.0521.2①+1.4*1.0（②+③）38.958N-678.6-257-104104.3-1319-668.3-1319下M-9.98-4.21-55.155.071.2①+1.4*1.0（②+③）-94.971.2①+1.4④65.1221.2①+1.4*1.0（②+③）-94.97N-678.6-257-104104.3-1319-668.3-1319V7.53.1624.58-24.647.836-25.4147.8362上M13.055.49-20.620.591.2①+1.4*1.0（②+③）-5.481.2①+1.4④44.4861.2①+1.4*1.0（②+④）52.172N-750.9-284-118118.5-1465-735.2-1133下M-14.51-6.12-70.370.311.2①+1.4*1.0（②+③）-124.41.2①+1.4④81.0221.2①+1.4*1.0（②+③）-124.4N-750.9-284-118118.5-1465-735.2-1465V12.535.2822.6-22.654.068-16.654.0681上M4.131.77166.6-1671.2①+1.4*1.0（②+③）240.651.2①+1.4④-228.31.2①+1.4*1.0（②+③）240.65N-823.3-312-129129.1-1606-807.2-1606下M-8.49-3.5544.61-44.61.2①+1.4*1.0（②+③）47.2961.2①+1.4④-72.641.2①+1.4*1.0（②+④）-77.61N-823.3-312-129129.1-1606-807.2-1244V4.511.943.56-43.669.056-55.57-52.9174 表2.22柱2非抗震内力组合层次截面内力恒载活载左风右风①②③④组合项目值组合项目值组合项目值11上M-17.09-6.2915.32-15.321.2①+1.4*1.0（②+③）-7.8661.2①+1.4④-41.961.2①+1.4*1.0（②+③）-7.866N-131.9-45.96-11.611.61-238.9-142-238.9下M11.754.67-12.212.241.2①+1.4*1.0（②+③）3.5021.2①+1.4④31.2361.2①+1.4*1.0（②+③）3.502N-131.9-45.96-11.611.61-238.9-142-238.9V-10.3-3.929.84-9.84-4.072-26.14-4.07210上M-6.8-3.0526.66-26.661.2①+1.4*1.0（②+③）24.8941.2①+1.4④-45.481.2①+1.4*1.0（②+③）24.894N-221-80.98-43.343.3-439.2-204.6-439.2下M7.783.35-23.823.761.2①+1.4*1.0（②+③）-19.241.2①+1.4④42.61.2①+1.4*1.0（②+③）-19.24N-221-80.98-43.343.3-439.2-204.6-439.2V-5.21-2.2918.01-18.0115.756-31.4715.7569上M-8.55-3.5938.02-38.021.2①+1.4*1.0（②+③）37.9421.2①+1.4④-63.491.2①+1.4*1.0（②+③）37.942N-311.2-116.51-93.393.28-667.1-242.8-667.1下M8.313.51-35.135.081.2①+1.4*1.0（②+③）-34.231.2①+1.4④59.0841.2①+1.4*1.0（②+③）-34.23N-311.2-116.51-93.393.28-667.1-242.8-667.1V-6.02-2.5426.11-26.1125.774-43.7825.7748上M-8.52-3.6249.48-49.481.2①+1.4*1.0（②+③）53.981.2①+1.4④-79.51.2①+1.4*1.0（②+③）53.98N-401.1-151.93-162162.12-921-254.4-921下M8.993.82-47.547.491.2①+1.4*1.0（②+③）-50.351.2①+1.4④77.2741.2①+1.4*1.0（②+③）-50.35N-401.1-151.93-162162.12-921-254.4-921V-6.25-2.6534.63-34.6337.272-55.9837.2727上M-6.73-2.8954.15-54.151.2①+1.4*1.0（②+③）63.6881.2①+1.4④-83.891.2①+1.4*1.0（②+③）63.688N-491.5-187.46-243242.5-1192-250.3-1192下M4.291.79-47.947.871.2①+1.4*1.0（②+③）-59.361.2①+1.4④72.1661.2①+1.4*1.0（②+③）-59.36N-491.5-187.46-243242.5-1192-250.3-1192V-3.93-1.6736.43-36.4343.948-55.7243.9486上M-17.33-7.4394.8-94.81.2①+1.4*1.0（②+③）101.521.2①+1.4④-153.51.2①+1.4*1.0（②+③）101.52N-580.3-222.74-371370.72-1527-177.4-152774 下M135.51-71.271.241.2①+1.4*1.0（②+③）-76.421.2①+1.4④115.341.2①+1.4*1.0（②+③）-76.42N-580.3-222.74-371370.72-1527-177.4-1527V-10.83-4.6259.3-59.363.556-96.0263.5565上M-9.45-4.0482.96-82.961.2①+1.4*1.0（②+③）99.1481.2①+1.4④-127.51.2①+1.4③99.148N-668.9-258.01-511511.04-1879-87.27-1879下M10.614.51-72.872.841.2①+1.4*1.0（②+③）-82.931.2①+1.4④114.711.2①+1.4*1.0（②+③）-82.93N-668.9-258.01-511511.04-1879-87.27-1879V-7.16-3.0555.65-55.6565.048-86.565.0484上M-11.59-4.9686.86-86.861.2①+1.4*1.0（②+③）100.751.2①+1.4④-135.51.2①+1.4*1.0（②+③）100.75N-757.6-293.29-656655.96-22389.188-2238下M11.594.94-88.488.431.2①+1.4*1.0（②+③）-1031.2①+1.4④137.711.2①+1.4*1.0（②+③）-103N-757.6-293.29-656655.96-22389.188-2238V-8.28-3.5362.61-62.6172.776-97.5972.7763上M-10.59-4.5370.45-70.451.2①+1.4*1.0（②+③）79.581.2①+1.4④-111.31.2①+1.4*1.0（②+③）79.58N-846.4-328.57-800800.14-2596104.58-2596下M9.744.15-106105.961.2①+1.4*1.0（②+③）-130.81.2①+1.4④160.031.2①+1.4*1.0（②+③）-130.8N-846.4-328.57-800800.14-2596104.58-2596V-7.26-3.163-6375.148-96.9175.1482上M-12.59-5.3934.2-34.21.2①+1.4*1.0（②+③）25.2261.2①+1.4④-62.991.2①+1.4*1.0（②+④）25.226N-935-363.84-928927.56-2930176.54-2930下M14.076-123122.511.2①+1.4*1.0（②+③）-146.21.2①+1.4④188.41.2①+1.4*1.0（②+③）-146.2N-935-363.84-928927.56-2930176.54-2930V-12.12-5.1871.23-71.2377.926-114.377.9261上M-8.02-3.45-18.618.631.2①+1.4*1.0（②+③）-40.541.2①+1.4④16.4581.2①+1.4*1.0（②+③）-40.54N-1024-399.13-10221021.9-3218202.03-3218下M4.121.73-180179.571.2①+1.4*1.0（②+③）-2441.2①+1.4④256.341.2①+1.4*1.0（②+④）-244N-1024-399.13-10221021.9-3218202.03-3218V-4.33-1.8557.48-57.4872.686-85.6772.68674 表2.23柱3非抗震内力组合层次截面内力恒载活载左风右风①②③④组合项目值组合项目值组合项目值11上M12.784.9415.63-15.631.2+1.4*1.0（②+④）0.371.2①+1.4③37.2181.2①+1.4*1.0（②+③）44.134N-117.1-40.6911.03-11.03-212.98-125.1-182.09下M-8.19-3.74-12.6312.631.2①+1.4*1.0（②+④）2.6181.2①+1.4③-27.511.2①+1.4*1.0（②+③）-32.746N-117.1-40.6911.03-11.03-212.98-125.1-182.09V7.493.110.09-10.09-0.79823.11427.45410上M4.993.0527.21-27.211.2①+1.4*1.0（②+④）-27.8361.2①+1.4③44.0821.2①+1.4*1.0（②+③）48.352N-199.4-76.9741.33-41.33-404.89-181.4-289.16下M-5.78-3.26-24.4124.411.2①+1.4*1.0（②+④）22.6741.2①+1.4③-41.111.2①+1.4*1.0（②+③）-45.674N-199.4-76.9741.33-41.33-404.89-181.4-289.16V3.852.2518.44-18.44-18.04630.43633.5869上M6.333.3838.85-38.851.2①+1.4*1.0（②+④）-42.0621.2①+1.4③61.9861.2①+1.4*1.0（②+③）66.718N-281.3-11389.1-89.1-620.47-212.8-370.99下M-6.12-3.31-36361.2①+1.4*1.0（②+④）38.4221.2①+1.4③-57.741.2①+1.4*1.0（②+③）-62.378N-281.3-11389.1-89.1-620.47-212.8-370.99V4.442.3926.73-26.73-28.74842.7546.0968上M6.283.4350.6-50.61.2①+1.4*1.0（②+④）-58.5021.2①+1.4③78.3761.2①+1.4*1.0（②+③）83.178N-363.2-149154.92-154.92-861.37-219-427.59下M-6.66-3.61-48.7448.741.2①+1.4*1.0（②+④）55.191.2①+1.4③-76.231.2①+1.4*1.0（②+③）-81.282N-363.2-149154.92-154.92-861.37-219-427.59V4.622.5135.48-35.48-40.61455.21658.737上M5.162.7555.18-55.181.2①+1.4*1.0（②+④）-67.211.2①+1.4③83.4441.2①+1.4*1.0（②+③）87.294N-445-185.1231.57-231.57-1117.2-209.7-468.83下M-3.02-1.68-48.5548.551.2①+1.4*1.0（②+④）61.9941.2①+1.4③-71.591.2①+1.4*1.0（②+③）-73.946N-445-185.1231.57-231.57-1117.2-209.7-468.83V2.921.5837.05-37.05-46.15455.37457.5866上M13.387.1798.7-98.71.2①+1.4*1.0（②+④）-112.091.2①+1.4③154.241.2①+1.4*1.0（②+③）164.274N-527.6-221355.32-355.32-1440-135.7-445.15下M-9.74-5.29-74.1574.151.2①+1.4*1.0（②+④）84.7161.2①+1.4③-115.51.2①+1.4*1.0（②+③）-122.9N-527.6-221355.32-355.32-1440-135.7-445.15V8.264.4561.73-61.73-70.2896.334102.5645上M7.243.8985.18-85.181.2①+1.4*1.0（②+④）-105.121.2①+1.4③127.941.2①+1.4③133.386N-610.5-257490.9-490.9-1779.7-45.32-405.1674 下M-8.02-4.33-75.3475.341.2①+1.4*1.0（②+④）89.791.2①+1.4③-115.11.2①+1.4*1.0（②+③）-121.16N-610.5-257490.9-490.9-1779.7-45.32-405.16V5.452.9457.33-57.33-69.60686.80290.9184上M8.884.7789.63-89.631.2①+1.4*1.0（②+④）-108.151.2①+1.4③136.141.2①+1.4*1.0（②+③）142.816N-693.3-293630.89-630.89-2125.451.346-358.88下M-8.8-4.75-91.1991.191.2①+1.4*1.0（②+④）110.4561.2①+1.4③-138.21.2①+1.4*1.0（②+③）-144.88N-693.3-293630.89-630.89-2125.451.346-358.88V6.313.464.58-64.58-78.0897.984102.7443上M8.134.3672.95-72.951.2①+1.4*1.0（②+④）-86.271.2①+1.4③111.891.2①+1.4*1.0（②+③）117.99N-776-329770.17-770.17-2470147.04-313.56下M-7.38-3.99-108.2108.21.2①+1.4*1.0（②+④）137.0381.2①+1.4③-160.31.2①+1.4*1.0（②+③）-165.92N-776-329770.17-770.17-2005.3147.04151.21V5.542.9864.69-64.69-79.74697.214101.3862上M9.675.1936.61-36.611.2①+1.4*1.0（②+④）-32.3841.2①+1.4③62.8581.2①+1.4*1.0（②+④）70.124N-858.8-365893.27-893.27-2792.1220.04-290.93下M-10.7-5.77-124.8124.81.2①+1.4*1.0（②+④）153.8021.2①+1.4③-187.61.2①+1.4*1.0（②+③）-195.64N-858.8-365893.27-893.27-2792.1220.04-290.93V9.264.9873.37-73.37-84.634113.83120.8021上M6.263.33-17.4917.491.2①+1.4*1.0（②+④）36.661.2①+1.4③-16.971.2①+1.4*1.0（②+③）-12.312N-941.5-401984.38-984.38-3069.3248.36-312.99下M-3.02-1.66-180.1180.141.2①+1.4*1.0（②+④）246.2481.2①+1.4③-255.81.2①+1.4*1.0（②+④）-258.14N-941.5-401984.38-984.38-3069.3248.36-312.99V3.321.7858.09-58.09-74.8585.3187.80274 表2.24柱4非抗震内力组合层次截面内力恒载活载左风右风①②③④组合项目值组合项目值组合项目值11上M-18.98-7.046.88-6.881.2①+1.4*1.0（②+④）-42.261.2①+1.4③-13.141.2①+1.4*1.0（②+④）-42.26N-94.04-32.052.89-2.89-161.8-108.8-161.8下M11.795.2-2.322.321.2①+1.4*1.0（②+④）24.6761.2①+1.4③10.91.2①+1.4*1.0（②+④）24.676N-94.04-32.052.89-2.89-161.8-108.8-161.8V-10.99-4.373.28-3.28-23.9-8.596-23.910上M-5.63-3.512.7-12.71.2①+1.4*1.0（②+④）-29.441.2①+1.4③11.0241.2①+1.4*1.0（②+④）-29.44N-160.9-60.69.41-9.41-291.1-179.9-291.1下M7.273.96-7.257.251.2①+1.4*1.0（②+④）24.4181.2①+1.4③-1.4261.2①+1.4*1.0（②+④）24.418N-160.9-60.69.41-9.41-291.1-179.9-291.1V-4.61-2.667.13-7.13-19.244.45-19.249上M-8.48-4.2716.99-16.991.2①+1.4*1.0（②+④）-39.941.2①+1.4③13.611.2①+1.4*1.0（②+④）-39.94N-186.2-73.8919.9-19.9-354.7-195.6-354.7下M8.014.11-12.112.11.2①+1.4*1.0（②+④）32.3061.2①+1.4③-7.3281.2①+1.4*1.0（②+④）32.306N-186.2-73.8919.9-19.9-354.7-195.6-354.7V-5.89-310.39-10.39-25.817.478-25.818上M-8.22-4.2820.63-20.631.2①+1.4*1.0（②+④）-44.741.2①+1.4③19.0181.2①+1.4*1.0（②+④）-44.74N-252.8-102.434.1-34.1-494.4-255.6-494.4下M8.894.6-14.7114.711.2①+1.4*1.0（②+④）37.7021.2①+1.4③-9.9261.2①+1.4*1.0（②+④）37.702N-252.8-102.434.1-34.1-494.4-255.6-494.4V-6.11-3.1712.62-12.62-29.4410.336-29.447上M-6.69-3.4827.23-27.231.2①+1.4*1.0（②+④）-51.021.2①+1.4③30.0941.2①+1.4*1.0（②+④）-51.02N-319.2-130.852.03-52.03-639-310.2-639下M4.092.08-30.7230.721.2①+1.4*1.0（②+④）50.8281.2①+1.4③-38.11.2①+1.4*1.0（②+④）50.828N-319.2-130.852.03-52.03-639-310.2-639V-3.85-1.9920.7-20.7-36.3924.36-36.396上M-13.54-7.1810.98-10.981.2①+1.4*1.0（②+④）-41.671.2①+1.4③-0.8761.2①+1.4*1.0（②+④）-41.67N-385.8-159.471.48-71.48-786.2-362.9-786.2下M10.255.36-8.328.321.2①+1.4*1.0（②+④）31.4521.2①+1.4③0.6521.2①+1.4*1.0（②+④）31.452N-385.8-159.471.48-71.48-786.2-362.9-786.2V-8.49-4.486.89-6.89-26.11-0.542-26.115上M-7.53-3.9834.79-34.791.2①+1.4*1.0（②+④）-63.311.2①+1.4③39.671.2①+1.4*1.0（②+④）-63.31N-411.3-172.891.85-91.85-864.1-365-864.1下M8.474.44-18.4918.491.2①+1.4*1.0（②+④）42.2661.2①+1.4③-15.721.2①+1.4*1.0（②+④）42.266N-411.3-172.891.85-91.85-864.1-365-864.1V-5.71-3.0119.03-19.03-37.7119.79-37.714上M-9.26-4.8826.63-26.631.2①+1.4*1.0（②+④）-55.231.2①+1.4③26.171.2①+1.4*1.0（②+④）-55.23N-478-201.3113.09-113.1-1014-415.2-1014下M9.274.87-28.528.51.2①+1.4*1.0（②+④）57.8421.2①+1.4③-28.781.2①+1.4*1.0（②+④）57.842N-478-201.3113.09-113.1-1014-415.3-101474 V-6.62-3.4819.69-19.69-40.3819.622-40.383上M-8.44-4.4516.37-16.371.2①+1.4*1.0（②+④）-39.281.2①+1.4③12.791.2①+1.4*1.0（②+④）-39.28N-544.6-229.9134.23-134.2-1163-465.6-1163下M7.744.06-57.457.41.2①+1.4*1.0（②+④）95.3321.2①+1.4③-71.071.2①+1.4*1.0（②+④）95.332N-544.6-229.9134.23-134.2-1163-465.6-1163V-5.78-3.0426.34-26.34-48.0729.94-48.072上M-10.01-5.28-18.0818.081.2①+1.4*1.0（②+④）5.9081.2①+1.4③-37.321.2①+1.4*1.0（②+④）5.908N-611.2-258.5152.78-152.8-1309-519.6-1309下M11.265.9-72.772.71.2①+1.4*1.0（②+④）123.551.2①+1.4③-88.271.2①+1.4*1.0（②+④）123.55N-611.2-258.5152.78-152.8-1309-519.6-1309V-9.67-5.0824.83-24.83-53.4823.158-53.481上M-6.43-3.41-43.4243.421.2①+1.4*1.0（②+④）48.2981.2①+1.4③-68.51.2①+1.4*1.0（②+④）48.298N-677.8-287.1166.58-166.6-1448-580.2-1448下M3.33-1.83-167.2167.181.2①+1.4*1.0（②+④）235.491.2①+1.4③-230.11.2①+1.4*1.0（②+④）235.49N-677.8-287.1166.58-166.6-1448-580.2-1448V-3.48-1.8344.2-44.2-68.6257.704-68.62（2）抗震作用框架内力组合见表2.25～2.28表2.25柱1抗震内力组合层次截面内力重力荷载代表值左震右震组合项目①②③1.2①+1.3②1.2①+1.3③11上M14.477.16-7.1626.6728.056N-101-5.625.62-128.42-113.81下M-24.2-15.3415.34-48.946-9.062N-101-5.625.62-128.42-113.81V13.88.04-8.0427.0126.10810上M7.3621.29-21.2936.509-18.845N-173-16.4216.42-229.21-186.52下M-9.35-13.813.8-29.166.72N-173-16.4216.42-229.21-186.52V5.9712.53-12.5323.453-9.1259上M10.7325.72-25.7246.312-20.56N-245-31.3831.38-334.95-253.36下M-10.2-19.6619.66-37.76213.354N-245-31.3831.38-334.95-253.36V7.4716.21-16.2130.037-12.1098上M10.4329.13-29.1350.385-25.353N-317-49.9149.91-445.49-315.72下M-11.3-21.5221.52-41.47614.476N-317-49.9149.91-445.49-315.72V7.7418.09-18.0932.805-14.22974 7上M8.6537.44-37.4459.052-38.292N-389-7272-560.48-373.28下M-4.96-46.2946.29-66.12954.225N-389-7272-560.48-373.28V4.8629.9-29.944.702-33.0386上M17.856.78-6.7830.23412.606N461.4-93.6693.66431.958675.474下M-13.2-13.5113.51-33.3431.783N461.4-93.6693.66431.958675.474V11.077.25-7.2522.7093.8595上M9.8740.03-40.0363.883-40.195N-534-115.79115.79-791.09-490.03下M-10.9-28.4228.42-50.0523.842N-534-115.79115.79-791.09-490.03V7.4324.45-24.4540.701-22.8694上M12.0626.22-26.2248.558-19.614N-606-138.3138.3-907.19-547.61下M-12-40.7740.77-67.36538.637N-606-138.3138.3-907.19-547.61V8.5823.93-23.9341.405-20.8133上M11.0112.11-12.1128.955-2.531N-679-160.1160.1-1022.4-606.13下M-9.98-77.6677.66-112.9388.982N-679-160.1160.1-1022.4-606.13V7.532.06-32.0650.678-32.6782上M13.05-32.5732.57-26.68158.001N-751-178.71178.71-1133.4-668.79下M-14.5-94.0194.01-139.63104.801N-751-178.71178.71-1133.4-668.79V12.5327.93-27.9351.345-21.2731上M4.13208.84-208.84276.448-266.54N-823-192.26192.26-1237.9-738.03下M-8.4961.15-61.1569.307-89.683N-823-192.26192.26-1237.9-738.03V4.5152.75-52.7573.987-63.16374 表2.26柱2抗震内力组合层次截面内力重力荷载代表值左震右震组合项目①②③1.2①+1.3②1.2①+1.3③11上M-17.0936.57-36.5727.033-68.049N-131.9-27.427.4-193.912-122.672下M11.75-30.6730.67-25.77153.971N-131.9-27.427.4-193.912-122.672V-10.324.01-24.0118.853-43.57310上M-6.850.74-50.7457.802-74.122N-221-93.5593.55-386.815-143.585下M7.78-46.946.9-51.63470.306N-221-93.5593.55-386.815-143.585V-5.2134.87-34.8739.079-51.5839上M-8.5564.9-64.974.11-94.63N-311.2-184.1184.1-612.758-134.098下M8.31-61.2761.27-69.67989.623N-311.2-184.1184.1-612.758-134.098V-6.0245.06-45.0651.354-65.8028上M-8.5278.71-78.7192.099-112.547N-401.1-297.9297.87-868.587-94.125下M8.99-76.6476.64-88.844110.42N-401.1-297.9297.87-868.587-94.125V-6.2555.48-55.4864.624-79.6247上M-6.7381.58-81.5897.978-114.13N-491.5423.12-423.1-39.792-1139.9下M4.29-73.973.9-90.922101.218N-491.5423.12-423.1-39.792-1139.9V-3.9355.53-55.5367.473-76.9056上M-17.33132.58-132.6151.558-193.15N-580.3-608.7608.7-1487.7194.914下M13-107.6107.57-124.241155.441N-580.3-608.7608.7-1487.7194.914V-10.8385.77-85.7798.505-124.4975上M-9.45110.84-110.8132.752-155.432N-668.9-807.5807.45-1852.41246.957下M10.61-107.7107.7-127.278152.742N-668.9-807.5807.45-1852.41246.957V-7.1678.05-78.0592.873-110.0574上M-11.59112.64-112.6132.524-160.34N-757.6-10071007.4-2218.74400.425下M11.59-125.8125.84-149.684177.5N-757.6-10071007.4-2218.74400.42574 V-8.2885.17-85.17100.785-120.6573上M-10.5987.55-87.55101.107-126.523N-846.4-12011201-2576.96545.719下M9.74-144.8144.82-176.578199.954N-846.4-12011201-2576.96545.719V-7.2682.99-82.9999.175-116.5992上M-12.5938.4-38.434.812-65.028N-935-13681367.6-2899.94655.845下M14.07-161161-192.416226.184N-935-13681367.6-2899.94655.845V-12.1290.64-90.64103.288-132.3761上M-8.02-28.1528.15-46.21926.971N-1024-14881488.2-3163.3706.128下M4.12-225.4225.35-288.011297.899N-1024-14881488.2-3163.3706.128V-4.3370.43-70.4386.363-96.755表2.27柱3抗震内力组合层次截面内力重力荷载代表值左震右震组合项目①②③1.2①+1.3②1.2①+1.3③11上M12.7837.29-37.2963.813-33.141N-117.126-26-106.768-174.368下M-8.19-31.5231.52-50.80431.148N-117.126-26-106.768-174.368V7.4924.57-24.5740.929-22.95310上M4.9951.84-51.8473.38-61.404N-199.489.24-89.24-123.256-355.28下M-5.78-48.1248.12-69.49255.62N-199.489.24-89.24-123.256-355.28V3.8535.7-35.751.03-41.799上M6.3366.35-66.3593.851-78.659N-281.3175.69-175.7-109.163-565.957下M-6.12-62.8262.82-89.0174.322N-281.3175.69-175.7-109.163-565.957V4.4446.13-46.1365.297-54.6418上M6.2880.52-80.52112.212-97.14N-363.2284.55-284.6-65.949-805.779下M-6.66-78.6278.62-110.19894.214N-363.2284.55-284.6-65.949-805.779V4.6256.84-56.8479.436-68.3487上M5.1683.17-83.17114.313-101.929N-445404-404-8.74-1059.1474 下M-3.02-74.9474.94-101.04693.798N-445404-404-8.74-1059.14V2.9256.47-56.4776.915-69.9076上M13.38138.17-138.2195.677-163.565N-527.6583.12-583.1124.912-1391.2下M-9.74-111.7111.73-156.937133.561N-527.6583.12-583.1124.912-1391.2V8.2689.25-89.25125.937-106.1135上M7.24113.94-113.9156.81-139.434N-610.5775.15-775.2275.119-1740.271下M-8.02-111.2111.18-154.158134.91N-610.5775.15-775.2275.119-1740.271V5.4580.4-80.4111.06-97.984上M8.88116.43-116.4162.015-140.703N-693.3968.27-968.3426.851-2090.651下M-8.8-129.6129.58-179.014157.894N-693.3968.27-968.3426.851-2090.651V6.3187.86-87.86121.79-106.6463上M8.1390.87-90.87127.887-108.375N-7761155.3-1155570.742-2433.142下M-7.38-147.8147.78-200.97183.258N-7761155.3-1155570.742-2433.142V5.5485.23-85.23117.447-104.1512上M9.6741.53-41.5365.593-42.385N-858.81316.3-1316680.628-2741.7下M-10.7-164163.95-225.975200.295N-858.81316.3-1316680.628-2741.7V9.2693.4-93.4132.532-110.3081上M6.26-26.726.7-27.19842.222N-941.51432.8-1433732.877-2992.429下M-3.02-226.1226.07-297.515290.267N-941.51432.8-1433732.877-2992.429V3.3271.2-71.296.544-88.57674 表2.28柱4抗震内力组合层次截面内力重力荷载代表值左震右震组合项目①②③1.2①+1.3②1.2①+1.3③11上M-18.9816.77-16.77-0.975-44.577N-94.047.02-7.02-103.72-121.974下M11.79-8.618.612.95525.341N-94.047.02-7.02-103.72-121.974V-10.999.06-9.06-1.41-24.96610上M-5.6323.02-23.0223.17-36.682N-160.920.72-20.72-166.13-220.004下M7.27-15.7815.78-11.7929.238N-160.920.72-20.72-166.13-220.004V-4.6113.86-13.8612.486-23.559上M-8.4828.07-28.0726.315-46.667N-186.239.7-39.7-171.83-275.05下M8.01-22.1122.11-19.13138.355N-186.239.7-39.7-171.83-275.05V-5.8917.92-17.9216.228-30.3648上M-8.2232.13-32.1331.905-51.633N-252.863.23-63.23-221.13-385.523下M8.89-24.9624.96-21.7843.116N-252.863.23-63.23-221.13-385.523V-6.1120.39-20.3919.175-33.8397上M-6.6940.2-40.244.232-60.288N-319.291.11-91.11-264.6-501.483下M4.09-47.9147.91-57.37567.191N-319.291.11-91.11-264.6-501.483V-3.8531.47-31.4736.291-45.5316上M-13.5412.4-12.4-0.128-32.368N-385.8119.24-119.2-308-618.02下M10.25-17.7617.76-10.78835.388N-385.8119.24-119.2-308-618.02V-8.4910.77-10.773.813-24.1895上M-7.5343.3-43.347.254-65.326N-411.3148.09-148.1-301.09-686.125下M8.47-32.0632.06-31.51451.842N-411.3148.09-148.1-301.08-686.113V-5.7126.91-26.9128.131-41.8354上M-9.2630.19-30.1928.135-50.359N-478177.4-177.4-342.94-804.184下M9.27-44.6944.69-46.97369.221N-478177.4-177.4-342.96-804.19674 V-6.6226.74-26.7426.818-42.7063上M-8.4415.57-15.5710.113-30.369N-544.6205.78-205.8-385.99-921.022下M7.74-80.7380.73-95.661114.237N-544.6205.78-205.8-385.99-921.022V-5.7834.39-34.3937.771-51.6432上M-10.01-29.3329.33-50.14126.117N-611.2230.04-230-434.41-1032.52下M11.26-97.0897.08-112.69139.716N-611.2230.04-230-434.41-1032.52V-9.6730.8-30.828.436-51.6441上M-6.43-59.6359.63-85.23569.803N-677.8247.68-247.7-491.41-1135.38下M3.33-209.6209.6-268.48276.476N-677.8247.68-247.7-491.41-1135.38V-3.4853.56-53.5665.452-73.80474 第3章截面设计3.1梁截面设计3.1.1.梁正截面受压承载力计算以一层梁1为例：(1)支座处正截面承载力计算对于支座处，不考虑现浇混凝土板的作用，按矩形截面进行设计。经过内力组合，由表2.18得知，梁1左截面顶部最大弯矩为-65kN·m，环境类别为一类，C30混凝土梁的最小保护层厚度为25mm，故=35mm,则。梁内纵向钢筋选HRB335级钢筋。由混凝土和钢筋等级，查表得，，，，，。求截面抵抗矩系数:<=0.55,可以。故，选用414，。>同时，可以。同理所得：梁一左截面底部，选用210梁一右截面顶部，选用414梁一左截面底部，选用210(2)跨中正截面承载力计算于梁中截面，考虑混凝土现浇板翼缘受压，按T形梁计算。翼缘计算宽度属于第一种类型的T形截面。74 <=0.55,可以。故，选用210，。3.1.2.梁斜截面受压承载力计算取剪力设计值V=66.7kN验算截面尺寸，属厚腹梁。截面符合要求。按构造配筋。选用。其余梁的计算见表3.1～3.2。表3.1梁1的配筋层次实配钢筋11左截面顶部-52.60.11040.11680.9416510.2218左截面底部-43.20.09070.09560.9522414.3314跨中截面32.980.0120.01250.9938303.08314右截面顶部-42.60.08940.09340.9533408.1218右截面底部-35.50.07450.0780.961337.43147左截面顶部-74.70.15680.17170.9142746.3318左截面底部33.080.06950.07210.964313.4314跨中截面23.610.0090.00890.9956216.58314右截面顶部-85.50.17950.20.9867.6320右截面底部48.230.10130.1070.9465465.43142左截面顶部-75.40.15830.1730.9135753.8318左截面底部29.280.06150.06350.9683276.2314跨中截面18.040.0070.00680.9966165.3131474 右截面顶部-76.10.15980.17540.9123761.8318右截面底部30.230.06350.06560.9672285.43141左截面顶部-650.13650.14680.9266640.6318左截面底部15.960.03350.03410.983148.3212跨中截面18.090.0070.00680.9966165.77212右截面顶部-65.60.13770.14910.9255647.3318右截面底部16.770.03520.03580.9821155.9212表3.2梁2的配筋层次实配钢筋11左截面顶部-37.810.09060.09560.9522413.8314左截面底部18.2870.03060.03110.9845135.3212跨中截面-14.130.010.01010.995129.7212右截面顶部-43.150.24670.28820.85591254420右截面底部14.590.0190.01920.9904130.32127左截面顶部-1260.27190.32480.83761412422左截面底部117.50.24630.28770.85621251420跨中截面-5.830.010.01010.99553.51212右截面顶部-129.50.3210.40170.79921747522右截面底部117.290.1230.13170.9342572122左截面顶部-154.10.3240.40670.79671769522左截面底部152.870.3210.40170.79921747522跨中截面-0.2230012.037212右截面顶部-154.30.23210.2680.8661166420右截面底部152.890.160.17540.91232.2322121左截面顶部-111.90.23560.27340.86331187420左截面底部110.540.23190.26770.86621164420跨中截面-0.3560013.251212右截面顶部-112.20.03060.03110.9845135.3212右截面底部110.430.26460.02690.98661166420表3.3梁3的配筋层次实配钢筋11左截面顶部-37.890.07960.08350.9583361.1314左截面底部2.3980.0050.0050.997521.95212跨中截面26.40.0090.0090.9955242.19314右截面顶部-39.910.08380.08790.9561381.2314右截面底部-33.110.06950.07260.9637313.83147左截面顶部-87.890.18450.20630.896989532074 左截面底部58.760.12340.13210.934574.6320跨中截面20.790.0070.0070.9965190.53212右截面顶部-74.090.15560.17050.9148739.7320右截面底部43.50.09130.09590.9521417.33142左截面顶部-76.010.15960.17540.9123760.9320左截面底部41.710.08760.09180.9541399.2314跨中截面15.110.0050.0050.9975138.34212右截面顶部-75.10.15770.1730.9135750.8320右截面底部40.720.08550.08950.9553389.33141左截面顶部-63.980.13430.14440.9278629.8320左截面底部26.350.05530.05690.9716247.7314跨中截面19.980.0070.0070.9965183.11212右截面顶部-80.780.16960.11560.9422783320右截面底部36.650.0770.08020.9599348.73143.2柱截面设计3.2.1.剪跨比及轴压比验算。柱的剪跨比按确定，其中取柱子上.下端截面弯矩设计值的较大值。计算柱的轴压比时，N取考虑地震作用效应组合的轴力设计值，下表为柱的剪跨比和轴压比的轴压比的验算结果，在二级抗震等级下，柱的剪跨比宜大于2，轴压比不宜大于0.8，由表3.4可见，本工程的各柱剪跨比和轴压比均满足要求。表3.4柱的剪跨比和轴压比柱号层次b/mmho/mm1柱1140036014.350.1727.802128.425.010.062740036014.354.22544.702560.483.370.272260056014.3139.6351.3451133.44.860.236160056014.3276.44873.9871237.96.670.2582柱1140036014.368.04943.573193.914.340.094740036014.3114.1376.9051139.94.120.554260056014.3226.184132.382899.93.050.604160056014.3297.89996.7551488.25.50.313柱1140036014.363.81340.929174.374.330.085740036014.3114.31376.9151059.14.130.514260056014.3225.975132.532741.73.040.571160056014.3297.51596.5442992.45.50.62341140036014.344.57724.966121.974.960.05974 柱740036014.367.19145.531501.484.10.244260056014.3139.71653.481032.54.670.215160056014.3276.47673.80414486.690.3013.2.2.柱正截面受压承载力计算以二层柱1为例：柱的正截面承载力计算纵向钢筋选用HRB335级钢筋（），1柱上,下截面共5组内力，先取M最大的一组（M=139.6kN·m，N=1133.4kN）取20mm和偏心方向截面尺寸1/30两者中的较大值，即600/30=20mm，故取=20mm。偏心矩增大系数计算如下：,取因此组内力中水平地震作用产生的弯矩设计值超过总弯矩设计值的75%，故应按以下公式计算柱的计算长度。取两个结果的较小值，所以先按大偏心受压计算。74 选用216再取轴力最大的一组（M=124.4Kn·m，N=1465kN）计算。因此组内力为无水平荷载效应组合，故取,取先按大偏心受压计算。选用825，，满足要求。3.2.3.柱斜截面受剪承载力计算。由内力组合得V=74kNN=1238kN剪力设计值应满足：，满足要求。柱箍筋按确定，74 ;仅需按构造配筋。选箍筋8@1503.2.4.梁柱节点受剪承载力计算以第二层柱2为例，节点左右梁端顺时针方向组合的弯矩设计值之和为节点核心区的剪力设计值按下式计算，其中，节点剪力增大系数取1.2。因验算方向的梁截面宽度为250mm<600/2mm,故核心区截面有效验算宽度取520mm。节点核心区的剪力设计值按下式计算满足要求。核心区截面所需配置的箍筋数量N取第2层柱下端轴力1237.9kN和二者中的较小值，即取1237.9KN,柱端加密区的箍筋选用10/12@100上述计算取最大，柱截面较小且混凝土强度等级较低的节点计算计算结果表明，采用柱端加密区的箍筋数量可满足节点核心区截面的受剪承载力。其他节点不必验算，节点核心区截面的箍筋采用柱端加密区的箍筋数量即可3.3剪力墙截面设计取一层Q1为例就：剪力墙的抗震等级为二级，Q1各层受力状态均为偏心受压。底部加强部位取墙肢高度的1/8(4.12m)和底部两层（5.6m）中较大者，基底部加强区为5.6m。混凝土强度等级为C30，；水平及竖向分布筋网片选用HPB235级钢筋，，端部受力筋选用HPB335级钢筋，。74 水平及竖向分布筋选用双网8@150，分布筋配筋率：箍筋选用8@100在转角处和端部配角柱和暗柱。由于尺寸比较小，可以按边缘构件进行处理，按构造配筋：纵筋面积配筋率，选用622。箍筋体积配箍率，选取1米高的墙进行计算。选用12@100。74 第4章楼梯与楼板设计4.1梯段板设计4.1.1.荷载计算取板厚h=120mm,板倾斜角为，取1m板宽计算。楼梯段荷载见表4.1：表4.1梯段板的荷载荷载种类荷载标准值()恒荷载水磨石面层三角形踏步混凝土斜板板底抹灰小计6.81活荷载3.5总荷载设计值楼梯平面图见图4.1：图4.1楼梯平面图4.1.2.截面设计74 板水平计算跨度，弯矩设计值，板的有效高度<=0.55,可以。故，选10@100分布筋每级踏步1根。梯段板配筋见图4.2。4.2平台板设计4.2.1.荷载计算取平台板厚h=120mm,取1m宽板带计算。平台板荷载见表4.2：表4.2平台板的荷载荷载种类荷载标准值()恒荷载水磨石面层0.5580mm厚混凝土板板底抹灰小计3.99活荷载3.5总荷载设计值4.2.2.截面设计平台板的计算跨度，板的有效高度<=0.55,可以。故，74 选10@100。平台板配筋图见图4.2:图4.2梯段板及平台板配筋图4.3平台梁的设计4.3.1.荷载计算平台梁的截面尺寸为。平台梁的荷载见表4.3：表4.3平台梁的荷载荷载种类荷载标准值()恒荷载梁自重梁侧粉刷平台板传来梯段板传来小计12.9活荷载3.5总荷载设计值4.3.2.截面设计计算跨度弯矩设计值剪力设计值截面按倒L形梁计算，，经判别属于第一类T形截面74 <=0.55,可以。故，选320配置，则斜截面受剪承载力=满足要求。平台梁的剖面配筋图见图4.3图4.3平台梁的剖面配筋图致谢74 四年的读书生活在这个季节即将划上一个句号，而于我的人生却只是一个逗号，我将面对又一次征程的开始。四年的求学生涯在师长、亲友的大力支持下，走得辛苦却也收获满囊，在毕业设计即将付梓之际，思绪万千，心情久久不能平静。历时近三个月的毕业设计即将结束，回想这些紧张的日子，虽然忙碌，却过得很充实。这次设计是在于玲玲.樊海涛.国静三位老师的精心指导下完成的，三位老师非常的专业，非常的尽职尽责。从开始的方案设计到最后的计算书定稿每一步都离不开老师的细心指点。国老师主要负责建筑设计部分，于老师主要负责PKPM部分，樊老师主要负责计算书的手算部分。三位老师的分工配合，使我们的毕业设计圆满的画上了个句号。再次向老师们致以深深的感谢和崇高的敬意。这次毕业设计涉及到了我们所学的各门专业课知识，本次设计帮助我们在有限的时间里对大学四年所学的知识进行了一次全面系统的复习与总结，弥补了以前学习过程中存留的缺憾与不足。除了弥补专业知识的欠缺与不足之外，通过本次毕业设计，我学会了天正软件的应用，又进一步熟悉与熟练了AutoCAD绘图，同时对Office办公系统也有了更进一步的认识与了解，锻炼了实际应用能力，无论是今后的学习或工作，它所发挥的作用都是显而易见的。感谢我的爸爸妈妈，他们抚养我长大，他们给了我温暖的家，让我无后顾之忧，快快乐乐的度过了大学四年。你们永远健康快乐是我最大的心愿。感谢我的室友们，从遥远的家来到这个陌生的城市里，是你们和我共同维系着彼此之间姐妹般的感情，维系着寝室那份家的融洽。四年了，仿佛就在昨天，我们见证了彼此的成长。感谢一起做设计的同学们，大家相互讨论争辩的场景时有浮现，最后的会心一笑，是那么的美好。同时也感谢学院为我提供良好的做毕业设计的环境。参考文献74 1.房屋建筑制图统一标准（GB/T50001-2001）2.住宅设计规范（GB50096-1999）3.建筑抗震设计规范（GB50011-2001）4.建筑地基基础设计规范（GB50007-2002）5.建筑结构荷载规范（GB50009-2001）6.混凝土结建筑结构制图标准（GB/T50105-2007.构设计规范（GB50010-2002）8.铝合金门窗（02J603-1）9.PVC塑料门窗（DBJT14-2）10.建筑做法说明（L96J002）11.木门（DBJT14-2）12.混凝土结构施工图平面整体表示方法制图规则和构造详图（03G101-1）13.高层结构混凝土结构技术规程（JGJ3-2002）14.（加气混凝土砌块墙构造L96J125）15.（预应力混凝土管桩03SG409）16.（简明钢筋混凝土结构构造手册，国振喜编，机械工业出版社）17.（地下工程防水技术规范GB50108-2001）18.（建筑桩基技术规范JGJ94-94）19.建筑地基处理技术规范JGJ79-200220.《建筑结构抗震设计》，东南大学编著、清华大学主审。北京：中国建筑工业出版社，199821.《混凝土结构》上册、中册，第二版，天津大学、同济大学、东南大学主编，清华大学主审。北京：中国建筑工业出版社，199822.《房屋建筑学》，第三版，同济大学、西安建筑科技大学、东南大学、重庆建筑大学编，北京：中国建筑工业出版社，199723.《建筑工程制图》，第三版，同济大学建筑制图教研室，陈文斌、章金良主编，上海：同济大学出版社，199624.《建筑结构设计》，南京：东南大学出版社，2002.274'