土木工程毕业设计论文九江市某小区住宅楼设计12层框架结构全套图纸

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1、第1章 工程概况及结构选型全套CAD图纸，联系1538937061.1工程概况本工程为位于X大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，地上首层层高为3.6米，其余十层层高为2.9米，总高度为37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。土壤最大冻结深度0.30米。该结构抗震设防烈度为7度，场地类别为类，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

2、厚度/m地基承载力特征值/kpa1杂填土1.245002粉质粘土3.61400 1.2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：采用现浇或预制钢筋混凝土空心圆孔板，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120 mm。(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结构平面布置图1.1 结构布置图1.2.3竖向布置本住宅一共有12层，地下一层层高为2.2米，地上首层层高为3.6米，其余十层层高为2.9米，屋面有电梯机房和上人楼梯突出4

3、.3米。竖向结构构件柱子的截面1-7层选用600600；8-12层柱选用400400，柱的强度没有变化。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=（1/101/15）L=360540mm，取400mm 截面宽度b=（1/21/3）L=133200mm， 取250mm次梁：截面高度h=（1/101/15）L=267400mm，取350mm 截面宽度b=（1/21/3）L=117175mm， 取250mm(2)柱的截面尺寸根据轴压比预估柱截面尺寸预估轴力：N=从属面积15kN/=3.55.015=240kN由公式 N/Afc0.9 得

4、A=18648 mm故柱截面尺寸近似取500mm500mm。(3)板的截面尺寸本结构中柱距一般为46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240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

5、.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）=1.6bh/12=1.61/120.25=0.0021m=E0.021/6.3=0.00034E=E0.021/4.8=0.00044E=E0.021/4.2=0.00051E=E0.021/1.5=0.00142E=E0.021/5.7=0.00037E=E0.021/3.0=0.00070E=E0.021/2.4=0.0

6、0089E=E0.021/2.5=0.00085E（2）框架柱线刚度16层=bh/12=1/12 =0.0108 m，=E0.0108/2.8=0.00386E711层=bh/12=1/12 =0.0021 m，=E0.0021/2.8=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

7、.3552340.007479E柱70.1321240.2964760.006242E柱80.0958550.2843020.005986E表1.3 16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

8、表1.4 711层框架柱抗侧刚度 h=2.8m构件名称柱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

9、如图：有效翼缘6d=6250=1500，9001500,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=6250=1500，9001500,取实际长度900mm。惯性矩：=5.967等效抗弯刚度：=5.787E墙3如图：有效翼缘6d=6250=1500，9501500,14501500,分别取实际长度900mm，1450mm。求形心：=1440mm 惯性矩: = 1.025 m等效抗弯刚度：=1.016E综合剪力墙等效抗弯刚度： EI=20.268E+5.787E+41.016E=10.387E（4）连梁约束刚度连梁1：

10、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 =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 0.01520= 0.30三毡四油屋面防水层 0.4020mm1：3水泥砂浆找平层 0.0220=0.4080mm矿渣水泥保温层 0.0814.5=1.1640mm水泥石灰焦渣找坡 0.0414=0.56120mm现浇混凝土板 0.1225=3.020mm石灰砂浆板底抹灰 0.0217=0.34

11、- 合计：6.16 kN/2. 楼面恒载水磨石地面 0.65120mm现浇混凝土板 0.1225=3.0 2.520mm板底抹灰 0.0217=0.34- 合计： 3.99kN/3. 地下室顶板恒载水磨石地面 0.65160mm现浇混凝土板 0.1625=4.04 20mm板底抹灰 0.0217=0.34- 合计：4.99 kN/4. 梁自重（kN/m）表2.1 梁自重 自重 抹灰合计地下室2503501.322504001.66屋面，标准层2503501.602504001.94 5. 柱自重bh = 600600自重 250.60.6=9.0 20mm抹灰 40.60.0217=0.816

12、- 合计：9.816kN/mbh = 400400自重 250.40.4=4.0 20mm抹灰 40.40.0217=0.544- 合计： 4.544 kN/m6.外墙自重 190.240.375+7.50.24（2.8-0.4-0.375）=5.283抹灰 170.04（2.8-0.12）=1.8224- 合计：7.1054 kN/m窗户门洞折减10% 7.1054（1-10%）=6.39kN/m 7.内墙 自重 190.20.375+7.50.2（2.8-0.4-0.375）=4.46抹灰 170.04（2.8-0.12）=1.8224- 合计：6.2824 kN/m窗户门洞折减10% 6

13、.2824（1-10%）=5.65kN/m 8.卫生间墙自重 240.20.2+190.21.0+7.50.2（2.8-0.4-1.2）=6.56抹灰 170.04（2.8-0.12）=1.8224- 合计：8.3824kN/m9.女儿墙自重 7.50.241.5=2.7抹灰 170.041.5=1.02-合计：3.72 kN/m10.剪力墙自重 250.22.9=14抹灰 170.042.8=1.904- 合计：15.904 kN/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（5710.5+41.24.5）=2474=1.94（10.516+574）+1.

14、664.8=814.32=9.8162.8/244=604.66=6.39(57+10.5)2+5.65(4.82+4.27+5.72+5.42)+ 8.38242(4.8+2.1)2+(3+1.8)2+(2.4+2.4)2+15.904 (2.7+2.4)22+(0.9+1.7)2+4+21.8/2+3.72(57+10.5)2 = 1656.54=0.45170/2=38.5共计：=2474+814.32+604.66+1656.54+38.5= 5588 kN标准层楼板处结构和构件自重=3.99（5710.5+41.24.5）=2474=1.94（10.516+574）+1.664.8=

15、814.32=9.8162.844=1209.33=6.39(57+10.5)2+5.65(4.82+4.27+5.72+5.42)+ 8.38242(4.8+2.1)2+(3+1.8)2+(2.4+2.4)2+15.904(2.7+2.4)22+(0.9+1.7)2+4+21.8=2308.67=0.45170=77共计：=2474+814.32+1209.33+2308.67+77= 6883 kN地下室顶板处结构和构件自重=4.99（5710.5+41.24.5）=3094=1.66（10.516+574）+1.3264.8=695.376=9.816（2.2/2+2.8/2）44=10

16、80=6.39(57+10.5)2+5.65(4.82+4.27+5.72+5.42)+ 8.38242(4.8+2.1)2+(3+1.8)2+(2.4+2.4)2+15.904(2.7+2.4)22+(0.9+1.7)2+4+21.8=2308.67=0.45170=77共计：=3094+695.376+1080+2308.67+77= 7255 kN2. 活载标准值计算上人屋面：2.5 kN/ =2.55710.5=1496 kN楼面： 2.0 kN/ =2.05710.5=1197 kN3. 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

17、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+0.51496=6336 kN标准层处 =6883+0.51197=7481.5 kN地下室顶板处 =7255+0.51197=7823.5 kN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。=0.85=0.85(6336+107481.5+7823.5)=75628.3 kN查得s由于该工程所在地区抗震设防烈度为7度，类场地，设计地震分组为一组，查表得 由于T5,故

18、 其中 -衰减系数，在T1.4=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 =2911.7 kN附加顶部集中力： =0.1332911.7=387.3 kN=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112.934.863362090880.136729.4729.3724.07102.931.97481.52259410.146369.6109

19、911.1692.9297481.52049930.133335.41434.49.18982.926.17481.51840450.119301.11735.57.40772.923.27481.51630970.106266.82002.35.81762.920.37481.51421490.092232.62234.84.41952.917.47481.51212000.079198.32433.13.21242.914.57481.51002520.0651642597.12.19832.911.67481.5793040.051129.72726.91.37522.98.77481.

20、5583560.03895.472822.30.74513.65.87481.5374080.02461.22883.50.30602.22.27823.5172120.01128.162911.70.06234.888974.5169.96将楼层处的集中力按基底弯矩折成倒三角形荷载 kN/m kN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)1134.8100-0.375-1.190

21、.3751.20.970.22-0.971031.90.915-0.075-5.25-0.211-0.670.3731.20.970.22-0.459290.83-0.049-3.43-0.072-0.230.3831.20.990.23-0826.10.745-0.047-3.290.0010.0030.4431.41.150.260.267723.20.661-0.039-2.730.0610.1940.5031.61.30.30.493620.30.576-0.061-4.270.1350.4290.5341.71.380.320.746517.40.491-0.071-4.970.19

22、50.620.5641.81.460.340.955414.50.406-0.08-5.60.2510.7980.5841.91.510.351.145311.60.3210.0211.4690.3481.1070.5491.71.420.331.43328.70.2360.0725.0370.4511.4340.4931.61.280.291.72715.80.1520.1510.490.5581.7740.4191.31.080.252.02302.20.0670.26218.330.7532.3950.2430.80.630.142.539,查表得出； ；=0.8132；=0.1868；

23、=+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110-0.969740.9697410.47893210-5.247-0.449110.9658560.6212269-3.42804-0.001690.9893860.6363618-3.288120.2665091.1463570.7373227-2.728440.4925361.2997110.8359576-4.267560.7462141.3796270.8873585-4.967160.9551341.4585120.9380964-5.59681.1451581.5105070.97153931.4

24、69161.4326541.4192430.91283925.037121.7271121.2752280.820211110.4942.0233621.0836360.696981018.329522.5386240.6272430.360212.1.3 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 1134.810.1510.08450.67231031.90.9151520.149.41220.67239290.8303030.138.73990.6723826.10.7454550.128.06761.00845723.20.6606060.1057.059151

25、.00845620.30.5757580.096.05071.00845517.40.4909090.0755.042251.00845414.50.4060610.064.03381.00845311.60.3212120.0453.025351.0084528.70.2363640.032.01691.0084515.80.1515150.0151.008450.9412202.20.0666670.0010.067230.06723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

26、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.

27、2680.7462-0.11-2.377-0.4170.01930.41570.0735-4.9670.9551-0.128-2.767-0.4860.02460.53210.09344-5.5971.1452-0.144-3.118-0.5470.02950.6380.11231.46921.43270.03790.81850.14370.0370.79810.140125.03711.72710.132.80620.49260.04460.96220.1689110.4942.02340.27075.84621.02630.05221.12720.1979018.332.53860.472

28、910.2111.79260.06551.41430.24832.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LL1LL2LL3LL1LL2LL3110.2591310.0315880.034050.0354490.0252650.02270.029541100.5161860.0629230.067

29、8270.0706140.0503280.0452180.05884590.5287620.0644560.0694790.0723350.0515540.046320.06027980.6126520.0746820.0805020.0838110.0597340.0536680.06984270.694610.0846730.0912720.0950230.0677240.0608480.07918660.7373190.0898790.0968840.1008650.0718890.0645890.08405450.7794780.0950180.1024230.1066330.0759

30、990.0682820.08886140.8072660.0984060.1060750.1104340.0787080.0707170.09202830.7584920.092460.0996660.1037620.0739530.0664440.08646820.6815250.0830780.0895520.0932330.0664490.0597020.07769410.5791320.0705960.0760980.0792250.0564650.0507320.06602100.2993040.0364850.0393280.0409450.0291820.0262190.0341

31、213.单榀框架内力（力学求解器）计算单元为轴线的一榀框架，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： 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2.32.5所示图2.3 左侧地震力作用下弯矩图 图2.4 左侧地震力作用下剪力图图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，0.55 KN/-风压高度变化系数-风荷载体型系数，本建筑H/B=33/57=0.580.25s，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

32、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1134.81.31.431.0711.3450.5071.512.83256.1784541031.91.31.390.9811.3450.5071.4812.82.8235.6771179291.31.340.891.3450.5071.4522.82.8222.856106826.11.31.290.7991.3450.5071.4222.82.8210.035167723.21.31.240.7081.3450.5071.3892.82.8197.2142

33、99620.31.31.180.6171.3450.5071.3562.82.8183.253482517.41.31.110.5261.3450.5071.3232.82.8168.142724414.51.31.030.4351.3450.5071.2882.82.8151.892035311.61.310.3441.3450.5071.2342.82.8141.36149828.71.310.2531.3450.5071.1732.82.8134.27104715.81.310.1621.3450.5071.1112.82.8127.18635.902.21.310.0711.3450.

34、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/m kN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)1134.8100-0.375-0.7290.3750.7290.5930.1362-0.5931031.90.915-0.075-3.21-0.211-0.410.3730.7260.5910.1357-0.2759290.83-0.049-2.097-0.072-0.140.3830.7440.6050.139-0.001826.10.745-0.047-2.0120.0010.

35、00190.4430.8620.7010.16110.163723.20.661-0.039-1.6690.0610.11860.5030.9780.7950.18260.3013620.30.576-0.061-2.6110.1350.26260.5341.0380.8440.19380.4564517.40.491-0.071-3.0390.1950.37930.5641.0970.8920.20490.5842414.50.406-0.08-3.4240.2510.48820.5841.1360.9240.21220.7004311.60.3210.0210.89880.3480.676

36、90.5491.0670.8680.19940.876328.70.2360.0723.08170.4510.87720.4930.9590.780.17921.056415.80.1520.156.42030.5581.08530.4190.8150.6630.15221.237602.20.0670.26211.2140.7531.46460.2430.4720.3840.08811.5527,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110-0.593130.5931280.29293210-

37、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

38、.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1134.810.156.16950.41131031.90.9151520.145.75820.41139290.8303030.135.34690.4113826.10.7454550.124.93560.61695723.20.6606060.1054.318650.61695620.30.5757580.093.70170.61695517.40.4909090.0753.084750.6169

39、5414.50.4060610.062.46780.61695311.60.3212120.0451.850850.6169528.70.2363640.031.23390.6169515.80.1515150.0150.616950.5758202.20.0666670.0010.041130.04113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Q

40、1Q2Q3Q1Q2Q3110-0.59313000-0.0153-0.33043-0.0580110-3.21015-0.27469-0.08282-1.78837-0.31395-0.00709-0.15303-0.026879-2.0973-0.00103-0.05411-1.1684-0.20512-2.7E-05-0.00058-0.00018-2.011690.163007-0.0519-1.12071-0.196740.0042060.0908110.0159427-1.669280.301253-0.04307-0.92995-0.163260.0077720.1678280.0

41、294626-2.610920.456411-0.06736-1.45454-0.255350.0117750.2542660.0446375-3.038940.584194-0.0784-1.69299-0.297210.0150720.3254540.0571344-3.424160.700419-0.08834-1.9076-0.334880.0180710.3902030.06850130.8988420.8762620.023190.5007450.0879070.0226080.4881650.08569823.0817441.0563630.0795091.716840.3013

42、950.0272540.58850.10331216.42031.2375590.1656443.5767490.6279050.0319290.6894440.121033011.214121.5527120.2893246.2473881.0967410.040060.8650160.1518552.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 =0.0973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2.13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.