完整版土木工程专业完整计算书毕业设计论文.docx

1、完整版土木工程专业完整计算书毕业设计论文优秀论文 审核通过未经允许 切勿外传1 绪论1.1工程概况该工程为某大学实验楼，钢筋混凝土框架结构；建筑层数为8层，总建筑面积11305.82m2，宽度为39.95m,长度为60.56m；底层层高4.2m，其它层层高3.6m，室内外高差0.6m。该工程的梁、柱、板、楼梯、基础均采用现浇，因考虑抗震的要求，需要设置变形缝，宽度为130mm。1.1.1设计资料(1)气象条件该地区年平均气温为20.冻土深度25cm，基本风压0.45kNm2，基本雪压0.4 kNm2，以西北风为主导方向，年降水量1000mm。(2)地质条件该工程场区地势平坦，土层分布比较规律。

2、地基承载力特征值。(3)地震烈度7度。(4)抗震设防7度近震。1.1.2材料梁、柱、基础均采用C30；纵筋采用HRB335，箍筋采用HPB235；单向板和双向板均采用C30，受力筋和分布筋均为HPB235；楼梯采用C20，除平台梁中纵筋采用HRB335外，其余均采用HPB235。1.2工程特点本工程为8层，主体高度为29m左右，为高层建筑。其特点在于：建造高层建筑可以获得更多的建筑面积，缩小城市的平面规模，缩短城市道路和各种管线的长度，从而节省城市建设于管理的投资；其竖向交通一般由电梯来完成，这样就回增加建筑物的造价；从建筑防火的角度来看，高层建筑的防火要求要高于中低层建筑；以结构受力特性来看

3、，侧向荷载（风荷载和地震作用）在高层建筑分析和设计中将起着重要的作用，因此无论从结构分析，还是结构设计来说，其过程都比较复杂。在框架结构体系中，高层建筑的结构平面布置应力求简单，结构的主要抗侧力构件应对称均匀布置，尽量使结构的刚心与质心重合，避免地震时引起结构扭转及局部突变，并尽可能降低建筑物的重心，以利于结构的整体稳定性；合理地设置变形缝，其缝的宽度视建筑物的高度和抗震设防而定。该工程的设计，根据工程地震勘探和所属地区的条件，要求有灵活的空间布置和较大的跨度，故采用钢筋混凝土框架结构体系。1.3本章小结本章主要论述了本次设计的工程概况和工程特点，特别对于高层建筑的优点和框架结构中高层建筑的布

4、置原则作了详细阐述。2 结构设计2.1 框架设计2.1.1 工程概况该实验楼为八层钢筋混凝土框架结构体系，建筑面积11305.82m2，建筑平面为“U”型，受建筑场地限制，宽度40m，长度60m。建筑方案确定，中间部分房间开间3.3m,进深7.5m，走廊宽度2.4m；两侧部分房间开间、进深视具体情况而定。底层层高4.2 m，其它层层高为3.6 m，室内外高差0.45 m。框架平面柱网布置图2-1所示，（仅取中间部分作为设计对象）图2-1 框架平面柱网布置2.1.2 设计资料(1)气象条件基本雪压=0.4kNm2；基本风压=0.45 Nm2(2)抗震设防7度近震。(3)材料混凝土采用C30，纵筋

5、级，箍筋级(4)屋面及楼面做法屋面做法（上人）：30厚细石混凝土保护层二毡三油防水层20厚水泥沙浆找平层150厚柱石保温层 100厚钢筋混凝土板15厚板底纸筋石灰楼面做法： 12mm厚大理石地面30mm厚细石混凝土100mm厚钢筋混凝土现浇板15厚板底纸筋石灰2.1.3设计内容：(1)初估截面尺寸a、框架柱子28层截面尺寸均为b= =116.37 kN八层C柱柱顶及柱底轴力： = =75.29+0=75.29kN =75.29+24.06=99.35kN七层C柱柱顶及柱底轴力： =75.29+114.64+93.03=287.44kN =287.44+24.06=311.5kN其他层梁端剪力及

6、柱轴力计算见表2-14，表2-15。表2-14恒荷载作用下梁端剪力及柱轴力表2-15活荷载作用下梁端剪力及柱轴力2.1.7内力组合(1)框架梁内力组合在恒载和活载作用下，跨间可以近似取跨中的代替：式中：恒载和活载的组合值。梁的计算跨度。、梁左、右端弯矩，见图3-11、3-12括号内数值。跨中若小于应取在竖向荷载与地震力组合时，跨间最大弯矩采用数解法计算，见表2-16。表2-16 跨间最大弯矩 项目位置1.2（恒+0.5活）1.3地震qCE跨865.8292.6335.2623.5028.827127.37141.6072.9653.2543.386125.67141.02103.5885.27

7、5125.67141.02139.21108.454125.67141.02156.17127.143125.67141.02184.52135.692125.67141.02208.62159.271121.32137.00214.03179.35EF跨845.7645.7621.1221.1227.08739.5639.5646.7146.7122.49640.1740.1772.6372.63540.1840.1895.2395.23440.1540.15110.21110.21340.1540.15126.32126.32240.1540.15138.02138.02143.6343.

8、63155.72155.72 续表2-17项目位置（m）（kN）（m）（kNm）CE跨87.592.57108.043.213.75118.22105.467137.41171.673.173.96163.45142.886113.14180.162.614.15126.26147.095120.24188.462.774.34179.56147.434115.52193.172.664.45183.46151.573110.51198.192.554.57199.58146.492103.83204.972.394.72206.54152.621100.06207.912.314.79206

9、.52166.30FE跨82.416.4948.50.611.79-19.63-19.717-10.5064.47-0.472.877.337.336-32.0185.99-1.423.8232.5132.515-51.25105.23-2.284.6855.7155.714-63.60117.58-2.835.2370.5170.513-77.07131.05-3.435.8386.6786.672-86.36140.34-3.846.2497.8297.821-100.82154.80-4.486.88111.81111.81注：、重力荷载作用下的梁端的弯矩；、水平地震作用下梁端的弯矩、竖

10、向荷载与地震荷载共同作用下梁端反力=12-1l()=q=12q当l或0时，表示最大弯矩发生在支座处。应取=l或=0，用M=x12q计算梁内力组合见表2-18表2-18 梁内力组合表层次位置内力荷载类别竖向荷载与地震力组合恒载活载地震荷载1.2+1.41.2(+0.5)1.38M-51.36-16.7226.69-81.28-31.65-67.64V75.2922.965.97121.38108.06M-66.79-21.3618.01-105.61-112.74-69.32V80.725.315.97131.87120.92M-29.44-6.0614.78-54.00-25.63-64.31

11、V24.157.9212.3241.2349.55跨中81.2326.37132.77121.34107.21-17.626.94-5.402.38-28.7011.66-19.63-19.717M-100.3-24.355.6-143.62-56.78-200.25V121.7424.2114.25179.21173.29M-103.99-22.3740.16-156.79-192.55-87.31V124.5825.4114.25179.21177.34M-17.22-6.0334.60-44.217.33-84.21V19.628.2129.2134.2566.77跨中121.3722.

12、26171.29165.47144.86续表2-18-17.125.56-1.522.38-22.6710.006M-93.99-18.6679.22-139.81-22.51-227.48V116.9223.4321.25175.22181.17M-103.65-21.0264.06-156.81-222.33-55.79V119.9424.1719.85179.77186.31M-28.46-6.8954.46-45.2034.61-111.03V18.637.9245.3834.2287.21跨中114.0522.93170.95128.23149.31-17.345.56-2.142.

13、38-23.8010.005M-93.94-18.77105.48-141.0315.21-263.27V116.9123.4326.24175.21191.56M-103.69-21.1183.42-153.98-245.54-28.65V119.6524.1726.24177.78192.55M-28.42-6.7972.22-43.6155.71-132.06V18.537.9260.1833.32105.22跨中114.0522.83168.82179.56147.43-17.305.56-2.042.38-23.6210.004M-93.94-18.76118.44-138.9929

14、.99-277.96V116.9123.4329.87173.09193.18M-103.69-21.1096.60-153.97-262.67-11.51V119.9524.1729.87177.78197.27M-28.63-6.8183.62-43.6570.50-146.91V18.537.9269.6833.32117.57跨中114.0522.84168.84183.46151.57-17.315.56-2.062.38-23.6610.003M-93.94-18.76140.4-138.9958.54-306.50V116.9123.4334.91173.09199.73M-10

15、3.69-21.10110.95-153.97281.327.15V119.9524.1734.91177.78203.83M-28.43-6.8196.05-43.6586.66-163.07V18.537.9280.0433.32131.04跨中114.0522.84168.84199.58146.49-17.315.56-2.062.38-23.6610.002M-93.94-18.76158.94-140.2184.64-332.21V116.9123.4338.86175.19206.31M-103.69-21.10120.87-155.21-296.3320.04V119.6524

16、.1738.86177.78208.96M-28.43-6.81104.63-43.6593.73-178.31V18.537.9287.1933.32140.34跨中114.0522.84168.84206.54152.62-17.315.56-2.062.38-23.6610.001M-91.14-18.2162.36-136.9292.21-333.27V116.6323.3841.48174.69209.21M-102.86-20.95136.29-154.76-315.2142.32V120.6924.2441.48179.29201.37M-30.98-7.30117.98-49.

17、40113.91-195.92V18.537.9298.3234.22156.81跨中121.8724.12173.62209.51168.21-19.865.56-2.552.38-27.4010.00注：表中弯矩的单位为 kNm,剪力单位为kN。 表中跨中组合弯矩未填处均为跨间最大弯矩发生在支座处 ，其值与支座正弯矩组合值相同(2)柱内力组合框架柱取每层柱顶和柱底两个控制截面组合结果见表2-20、表2-21。表中：系数是考虑计算截面以上各层活载不总是同时满布而对楼面均布活载的一个折减系数，称为活载按楼层的折减系数，取值见表2-19。表2-19 活荷载按楼层的折减系数墙,柱,基础计算截面以上

18、的层数123456892020计算截面以上各楼层活荷载的折减系数1.00(0.90)0.850.700.650.600.55注：第8层、第7层的活荷载采用折减系数1.00；第6层、第5层的活荷载采用折减系数0.85；第4层、第3层的活荷载采用折减系数0.70；第2层、第1层的活荷载采用折减系数0.65。表2-20 C柱内力组合表层次位置内力荷载类别竖向荷载与地震力组合恒载活载地震荷载1.2+1.41.2(+0.5)1.38柱顶M64.2420.296.6996.7147.25115.23N75.2922.965.97118.9692.59108.06柱底M-64.41-12.7713.86-1

19、11.90-80.45-98.47N96.1822.965.95147.56121.46136.937柱顶M45.217.7241.0465.065.53112.24N297.5946.4819.13400.58338.53388.27柱底M-70.46-13.7327.36-103.77-57.22-128.36N303.6546.4819.13429.45367.40417.146柱顶M47.039.651.4867.86-4.73129.12N486.9569.9138.98667.53575.61676.96柱底M-70.36-14.0642.12-101.16-38.11-147.6

20、2N511.0169.9138.98696.40604.48705.835柱顶M47.069.463.3667.66-20.26144.48N694.394.3465.22945.42804.98974.55柱底M-70.36-14.0551.84-101.15-9.99-144.78N716.3694.3465.22971.90831.451001.024柱顶M47.069.466.665.68-24.47148.69N901.65118.7195.091198.371029.631276.86柱底M-70.36-14.0566.6-84.13-6.28-179.44N925.71118.7

21、795.091227.251058.501305.733柱顶M47.069.473.865.68-33.83158.05N1109143.2130.01471.141247.721585.72柱底M-70.36-14.0573.8-84.133.08-188.80N1133.06143.2130.01500.011276.591614.592柱顶M47.06 9.485.1467.21-49352174.77N1316.35167.63168.861735.241462.711921.72柱底M-76.6-15.2869.66-107.83-19.70200.82N1340.41167.631

22、68.661775.241521.551943.591柱顶M37.727.4792.751.58-71.24170.23N1532.42191.01210.342011.731671.342231.22柱底M-18.66-3.74164.8-25.80189.60-238.88N1547.48191.01210.342090.711721.242265.03 表2-21 E柱内力组合表层次位置内力荷载类别竖向荷载与地震力组合恒载活载地震荷载1.2+1.41.2(+0.5)1.38柱顶M-40.17-12.7131.86 -66.00-97.25-14.41N100.832.686.37166.

23、71132.29148.85柱底M57.3812.6122.1486.52105.2247.65N124.8632.686.37195.86161.16177.727柱顶M-37.3-6.2552.42-53.51-116.6619.64N329.5764.6722.02486.02405.66462.91柱底M56.3210.3948.3882.13136.7110.92N353.6364.6722.02514.89434.53491.786柱顶M-37.67-7.2771.14-53.86-142.0542.92N558.4896.7647.55785.32666.42790.05柱底M5

24、4.4610.7765.6678.17157.17-13.54N582.5496.7647.55814.19695.29818.925柱顶M-37.62-7.1389.98-53.63-166.4067.55N787.4128.8581.491098.21916.251128.13柱底M56.4410.7181.2280.47179.74-31.43N811.46128.8581.491127.08945.131157.004柱顶M-37.63-7.1599.0-52.16-178.1579.25N1016.32160.94121.31377.311158.461473.84柱底M56.4410.7199.078.22202.85-54.55N1040.38160.94121.31406.181187.851502.713柱顶M-37.63-7.15108.0-52.16-189.8590.95N1245.24193.03166.431683.461393.751