毕业论文-宁波效实中学第二宿舍楼建筑结构设计.doc

题目：宁波效实中学第二宿舍楼建筑结构设计系 别： 土木与交通工程学院专 业： 土木工程姓 名： xx学 号： xxx指导教师： xxx2019年 5 月 16日摘 要摘 要本设计主要完成水平框架15轴框架抗震设计的结构设计。在确定框架的布置后,首先计算层间荷载的代表值,然后通过顶点位移法获得自震周期,然后根据底部剪力法计算水平地震荷载的大小,然后计算水平地震荷载的大小。得到了水平荷载作用下的结构内力(弯矩、剪力和轴力)。然后计算结构在竖向荷载(静载和活荷载)作用下的内力。最后找出最不利的组或组内力组合。选择最安全的结果来计算钢筋和拉拔。此外,还进行了室内楼梯设计。完成了平台板、梯板、平台梁、斜梁等构件的内力计算和配筋计算和施工图绘制。选择梁、板、柱等构件,计算构件的内力和配筋。整个结构在设计过程中,严格遵循相关专业标准的要求,参考相关信息和最新的国家标准和标准,对各方面进行全面、全面的科学考虑。设计。总之,应用、安全、经济和方便是本设计的原则。关键词：框架；结构设计；抗震设计 IAbstractThis design mainly completes the structural design of the seismic design of the 15-axis frame of the horizontal frame. After determining the layout of the frame, the representative values of the inter-layer loads are first calculated, then the self-seismic period is obtained by the apex displacement method, then the magnitude of the horizontal seismic load is calculated according to the bottom shear force method, and then the magnitude of the horizontal seismic load is calculated. The internal forces of the structure (bending moments, shear forces, and axial forces) were obtained under horizontal loads. Then calculate the internal forces of the structure under vertical loads (static and live loads). Finally, find the most unfavorable group or group of internal force combinations. Choose the safest results to calculate rebars and pulls. In addition, an interior staircase design was also conducted. Completion of internal force calculations, reinforcement calculations, and construction drawing of components such as platform plates, risers, platform beams, and inclined beams. Select components such as beams, plates, and columns to calculate the internal forces and reinforcement of the components.In the design process, the entire structure strictly follows the requirements of the relevant professional standards, refers to relevant information and the latest national standards and standards, and conducts comprehensive and comprehensive scientific considerations in all aspects. design. In short, application, safety, economy, and convenience are the principles of this design.Key words : frames；structural design；anti-seismic design1宁波效实中学第二宿舍楼建筑结构设计目 录结构设计部分11.1 设计原始资料11.1.1 工程概况11.1.2 自然条件11.2 结构方案说明21.2.1 梁、柱截面尺寸及计算简图21.2.2横向框架结构侧向刚度计算31.2.3重力荷载及水平荷载统计71.2.4水平荷载作用下框架结构分析171.2.5竖向荷载作用下框架结构内力分析221.2.6内力组合401.2.7梁柱截面设计661.2.8板式楼梯设计761.2.9独基计算-单柱基础791.2.10独基计算-双柱基础841.2.11楼板计算90参考文献104I结构设计部分1.1 设计原始资料1.1.1 工程概况本建筑为宁波效实中学第二宿舍楼建筑结构设计，建筑面积为6504.96m2，层数6层，位于焦作市高新区。拟建建筑占地：东西150m，南北100m。据房屋使用要求，首层层高为3.3 m，标准层层高3.0m。建筑物屋盖和楼盖采用现浇钢筋混凝土肋梁楼盖；结构类型采用框架结构，基础采用柱下独立基础。1.1.2 自然条件1.气象条件地面粗糙度类别:B类；年均降雨量：750mm；日最大降雨量：60mm；时最大降雨量：135mm。年最高温度39.6，最低温度-14。2.工程地质条件（1），。为（2）建筑地点冰冻深度：-0.30m；（3）抗震设防烈度7度（0.10g）、场地类型类、地震分组设计地震分组为第二组，场地特征周期值为0.40S。（4）（5）1.2 结构方案说明1.2.1 梁、柱截面尺寸及计算简图1.材料选择钢筋选择：梁、柱：（）砼强度的选择：C302.构件截面尺寸选择 （1）梁的截面尺寸的确定：h=lo/16lo/8=6900/166900/8=431862，取h=600mm；b=h/3h/2=200300，取b=300mm。且 h/b=24，符合要求。纵向框架梁尺寸：h=lo/16lo/8=4500/164500/8=281562，取h=450mm；b=h/3h/2=150225，取b=200mm，且 h/b=2.254，符合要求。取走道梁为：300mm400mm。梁截面尺寸及各层混凝土强度等级（表1-1）混凝土强度等级横梁(bh)纵梁(bh)AB、CD跨BC跨（2）板的设计按最小高跨比要求：h/lo1/40。取h=120mm，则120/45001/40，符合要求。（3）柱的设计： 4.基础选型与埋置深度，为。5.框架计算简图；底层柱高h1=3.3+1.8+0.3-0.6-0.12 =4.68m，第26层，层高取3m。图1-11.2.2横向框架结构侧向刚度计算1.框架梁、柱线刚度计算，：，：， 见图1-2。梁线刚度(Nmm)（表1-2）楼层梁跨Ecbh计算跨度lb截面惯性矩I0(N/mm2)(mm)(mm)(mm4)(Nmm)(Nmm)16AB、CD310430060069005.4001094.69610103.5221010BC310430040030001.6001093.210102.41010。柱线刚度(Nmm)（表1-3）楼层混凝土 等级Ecbh截面惯性矩I0(N/mm2)(mm)(mm4)(Nmm)26C3031045005005.2081094.34010101C3031046006001.08010106.1481010图1-2 框架梁、柱线刚度2.框架侧向刚度计算 ， ，,一榀横向中框架的侧向刚度(N/mm)（表1-4）楼层ic1010 (Nmm)层高hi(mm)中框架边柱中框架中柱DcDi1cDi263.41730001.3740.407185432.3110.435198197672453.41730001.3740.407185432.3110.435198197672443.41730001.3740.407185432.3110.435198197672433.41730001.3740.407185432.3110.435198197672423.41730001.3740.407185432.3110.435198197672416.92346800.6780.440166891.1410.5221980072978一榀横向边框架的侧向刚度(N/mm)（表1-5）楼层ic1010 (Nmm)层高hi(mm)边框架边柱边框架中柱DcDi1cDi263.41730001.0310.34154901.7330.464211407326053.41730001.0310.34154901.7330.464211407326043.41730001.0310.34154901.7330.464211407326033.41730001.0310.34154901.7330.464211407326023.41730001.0310.34154901.7330.464211407326016.92346800.5090.402152480.8550.47518017665303.横向框架侧向刚度比验算，.即:。其余各层见表1-6。楼层与上部相邻楼层的侧向刚度比验算（表1-6）层次123456Di(N/mm)108117411439321143932114393211439321143932Di/Di+10.9461111可见，。1.2.3重力荷载及水平荷载统计1.重力荷载计算（1）： kN/m2 5mm厚掺有纤维的石灰砂浆 0.00517=0.085kN/m2 120mm钢筋混凝土板 0.1225=3kN/m212mm水泥砂浆顶棚 0.55kN/m2 （2） Sk=urSo= （3）轴纵梁：In=4.5-0.6-0.075=3.825m轴纵梁：In=4.5-0.6=3.9m轴纵梁：In=4.2-0.6=3.6m柱：4.68m：In=6.9-0.45=6.45m走道梁：In=3.0-0.45=2.55m轴纵梁：In=4.5-0.45=4.15m轴纵梁：In=4.2-0.45=3.85m 框架梁、柱重力荷载标准值（表1-7）楼层构件b(m)hn(m)(kN/m3)gl(kN/m)ln(m)g0(kN/m)1边横梁0.30.48253.9266.2324.442走道梁0.30.28252.2902.405.497轴纵梁0.30.33251.8743.837.170轴纵梁0.30.33251.8743.907.310轴纵梁0.30.33251.8743.606.748柱0.60.6259.8164.6845.93926边横梁0.30.48253.9266.4525.325走道梁0.30.28252.2902.555.841轴纵梁0.30.33251.8744.157.779轴纵梁0.30.33251.8743.857.216柱0.450.45255.6753.0017.0232.重力荷载代表值层（1）： (62.8517.25-1.52.52520-4.27.152-4.57.15)3.79+(2.2525201.5+4.27.152+4.57.15)4.24=4168.10kN首层走道架边横梁自重：24.44230=733.26kN首层走道梁自重：5.49715=82.46kN首层纵梁自重：7.178+7.318+6.74840=385.76kN首层框架柱：45.93960=2756.34kN首层外墙和门窗重：62.852-300.6-(4.2-0.6)4-(6-0.6)2-(4.5-0.6)-(4.5-0.6-0.075)1.22.08+(4.2-0.6)4+(6-0.6)2+(4.5-0.6-0.075)(3.3-0.45)2.08+(17.25-40.6 -2.4)2(3.3-0.6)2.08+2.42(3.3-0.4)2.08-1.5(0.62+1.83+1.25)(2.08-0.4)-2.1(1.52+3)(2.08-0.4) =497.69kN首层内墙和门窗重： 62.852-300.6-(4.2-0.6)2-(9-7.2)2+(3-0.3+0.1)2(3.3-0.45)2.08+(4.2-0.2)2=(4.5+0.025-0.1)3+(4.5-0.2)183.32.08+(6.9-0.6-0.025)24(3.3-0.6)2.08+(6.9-1.2-0.1+0.025)2+(6.9+0.1+0.025)23.32.08-1.5(1.81.8+1.52)(2.08-0.4)-2.1(0.928+1.53+1.519)(2.08-0.4) =1933.33kN二层框架柱自重：17.02360=1021.38kN二层外墙和门窗重： 62.85-150.6-(4.2-0.45)2-(4.5-0.45)221.22.08+(4.2-0.45)2+(4.5-0.45)222.08(3-0.6)+(6.9-0.45)4(3-0.45)2.08+(3-0.45)(3-0.4)22.08-1.5(1.52+1.25)+1.84+0.62)(2.08-0.4)=467.27kN二层内墙和门窗重：62.852-(4.2-0.45)2-(4.5-0.45)2+(3-0.22+0.1)(3-0.45)2.08+(4.2-0.2)2+(4.5+0.025-0.1)4+(4.5-0.2)1932.08+(6.9-0.45)25(3-0.6)2.08+(6.9-1.2- 0.1+0.025)232.08-1.5(1.820)(2.08-0.4)-2.1(0.927+1.54+1.521)(2.08-0.4)=1835.83kN活载：楼面活载：(5.74.5-2.51.5)20+(362.4)+(1.24.2)2+(1.26)+(35.7)+(4.26.94)2+(1.24.5）20+(2.51.5)20+(5.74.2)22.5+5.763=2230.8kNG1=4168.1+733.26+82.46+385.76+(2756.34+497.69+1933.33+1021.38+467.27+1835.83)1/2+2230.81/2=10740.90kN（2）二层重力荷载代表值G2恒载：二层板重：(62.8517.25-1.52.52520-4.27.152-4.57.15)3.79+(2.2525201.5+4.27.152+4.57.15)4.24=4168.10kN二层框架边横梁自重：25.32530=759.75kN二层走道梁自重:5.84115=87.615kN二层纵梁自重:7.77948+7.2168=431.12kN2、 三层框架柱自重:17.02360=10.21.38kN3、 三层外墙和门窗重:467.27kN2、 三层外墙和门窗重:1835.83kN楼面活载:2230.8kNG2=4168.10+759.75+87.615+431.12+(1021.38+467.27+1835.83)21/2+2230.81/2=9896.47kNG2=G3=G4=G5=9896.47kN（3）顶层重力荷载代表值G6恒载：顶层板重：62.8517.256.4=6938.64kN顶层内墙和门窗重：1835.83kN女儿墙重:5.241.2(62.85+17.25)2=1007.3376kN屋顶楼梯间墙重: (4.2+0.2)(3-1.2)5.24+232.086.9+1.52.1(2.08-0.4)+3(4.2-0.2) 2.08 =157.86kN活载：屋面雪载:62.8517.250.4=433.665kNG6=6938.64+759.75+87.615+431.12+1/2(1021.38+467.27+1835.83)+1007.3376+157.86+433.665=11472.23kN各层重力荷载代表值(kN)（表1-8）楼层楼板边横梁走道梁纵梁柱活载墙体重力荷载代表值66634.75673.5858.31744.311157.57412.102641.9011472.2354233.85673.5858.31744.311157.572230.112641.909896.4744233.85673.5858.31744.311157.572230.112641.909896.4734233.85673.5858.31744.311157.572230.112641.909896.4724233.85673.5858.31744.311157.572230.112641.909896.4714233.85800.1155.63732.022483.042230.112779.6410740.903.水平地震作用计算及剪重比验算(1)自振周期，并计，由表1-8可得：其余各层计算过程及结果见表1-9。（2）： ，。，。结构顶点位移计算（表1-9）楼层Gi(kN)Gi(kN)D(Nmm) (m)ui(m)611472.2311472.2311439320.010030.1937859896.4721368.7011439320.018680.1837549896.4731265.1711439320.027330.1650739896.4741161.6411439320.035980.1377429896.4751058.1111439320.044630.10176110740.9061799.0110817740.057130.05713即:查规范剪力系数=0.016，楼层地震剪力标准值应符合，各楼层楼盖标高处的水平地震作用为：，计算结果见表1-10。框架各层横向地震作用及楼层地震剪力（表1-10）楼层Hi(m)Gi(kN)HiGi(kN/m)Fi(kN)Vi(kN)619.6811472.23225773.490.29781125.581125.58183.56516.689896.47165073.120.2177822.831948.41341.90413.689896.47135383.710.1786675.052623.46500.24310.689896.47105694.300.1394526.883150.34658.5927.689896.4776004.890.1002378.723529.06816.9314.6810740.9050267.410.0663250.593779.65988.78图1-3 水平地震作用下框架结构计算简图4.风荷载计算。且。：F5=(1.886+1.179)31/2+1.983-1.886)+(1.239-1.179)31/21/3+(1.776+1.11)31/2+(1.886-1.776)+(1.179-1.11)31/22/3=9.184kNF4=(1.776+1.11)+(1.649+1.031)31/2+(1.886-1.776)+(1.179-1.11)31/21/3+(1.776-1.649)+(1.11-1.031)31/22/3=8.645kNF3=(1.649+1.031)+(1.62+1.013)31/2+(1.776-1.649)+(1.11-1.031)31/21/3+(1.649-1.62)+(1.031-1.013)1/232/3=8.12kNF2=(1.62+1.013)+(1.62+1.013)31/2+(1.649-1.62)+(1.031-1.013)1/23 1/3 =7.923kNF1=(1.62+1.013)(3+4.68)1/2=10.111kN沿房屋高度风荷载标准值(kN/m)（表1-11）楼层z(m)z/Hiq1(z)q2(z)女儿墙20.881.0001.2242.0131.260619.680.9451.2241.9831.239516.680.7991.1641.8861.179413.680.6551.0961.7761.110310.680.5111.0181.6491.03127.680.3681.0001.6201.01314.680.2241.0001.6201.013图1-4 风荷载作用下框架结构计算简图1.2.4水平荷载作用下框架结构分析1.水平地震作用下框架结构侧移验算， 。水平地震作用下的位移验算（表1-12）楼层Vi（kN）hi（mm）61125.5811439320.98430001/304951948.4111439321.70330001/176242623.4611439322.29330001/130833150.3411439322.75430001/108923529.0611439323.08530001/97213779.6510817743.49446801/1339。2.水平地震作用下框架结构内力计算（D值法）。水平地震作用下的框架柱端弯矩计算（表1-13）楼层层高（m）边柱中柱yy63.001125.5811439321854318.251.3740.36920.234.551981919.52.3110.4162.43434.1653.001948.4111439321854331.581.3740.4542.6352.111981933.762.3110.46647.254.0843.002623.4611439321854342.531.3740.46959.8467.751981945.452.3110.568.1868.1833.003150.3411439321854351.071.3740.576.6176.611981954.582.3110.581.8781.8723.003529.0611439321854357.211.3740.585.8285.821981961.142.3110.591.7191.7114.683779.6510817741668958.310.6780.6692.7892.781980069.181.1410.633204.94118.82。水平地震作用下的框架梁端弯矩、剪力及柱轴力计算（表1-14）楼层边梁走道梁柱轴力l(m)l(m)边柱（kN）中柱（kN）634.5520.326.9-7.9513.8413.843-9.23-7.95-1.28572.3146.646.9-17.2431.7831.783-21.87-25.19-5.914110.3868.626.9-25.9446.7646.763-31.17-51.13-11.143136.4589.246.9-32.7160.8160.813-40.54-83.84-18.972162.43103.236.9-38.570.3570.353-46.9-122.34-27.371178.6125.216.9-44.0385.3285.323-56.88-166.37-40.22（a）框架柱弯矩图 （b）框架梁弯矩图（c）框架梁端剪力及柱轴力图图1-5 水平地震作用下框架内力图3.风荷载作用下框架结构侧移验算,柱的轴向变形引起的侧向位移是不需要考虑的。数据通过侧移检查,检查结果也显示在表1-15中。结果表明,各层的侧向滑移。层间剪力及风荷载作用下框架结构侧移计算(表1-15）楼层Fi（kN)Vi（kN)68.6538.6537672430001/2654959.18417.8377672430001/1293148.64526.4827672430001/869638.1234.6027672430001/665227.92342.5257672430001/5415110.11152.6367297846801/64914.风荷载作用下框架结构内力计算。1至6层的柱和侧柱的校正值为零,柱的后弯曲点的高度未被校正。计算了梁端的弯矩，然后从平衡条件得到梁端的剪切力和轴向力。计算过程如表1-17所示。在图1-4(b)所示的风荷载作用下，侧柱和框架左侧的轴向力均为拉力，风荷载作用下的框架柱端弯矩计算（表1-16）楼层层高（m）边柱中柱yy63.008.65376724185432.091.3740.3692.313.96198192.242.3110.4162.83.9253.0017.83776724185434.311.3740.4195.427.51198194.612.3110.4666.227.6143.0026.48276724185436.401.3740.458.6410.56198196.842.3110.59.5610.9633.0034.60276724185438.361.3740.46911.7613.32198198.942.3110.513.4113.4123.0042.525767241854310.281.3740.515.4215.421981910.982.3110.516.4716.4714.6852.636729781668912.040.6780.6637.1919.161980013.721.1410.63340.6423.56风荷载作用下的框架梁端弯矩、剪力及柱轴力计算（表1-17）楼层边梁走道梁柱轴力l（m）l（m）边柱（kN）中柱（kN）63.602.366.90-0.921.601.603.00-1.07-0.92-0.1559.825.846.90-2.273.983.983.00-2.65-3.19-0.53415.989.506.90-3.696.486.483.00-4.32-6.88-1.16321.9613.066.90-5.088.908.903.00-5.93-11.96-2.01227.1816.166.90-6.2811.0211.023.00-7.35-18.24-3.08134.5820.576.90-7.9914.0114.013.00-9.34-26.23-4.43。（a）框架柱弯矩图 （b）框架梁弯矩图1-6 风荷载作用下框架弯矩图图1-7 风荷载作用下框架梁端剪力及轴力图1.2.5竖向荷载作用下框架结构内力分析1.计算单元及计算简图因为梁和板是整体浇铸的，并且每个区域被该区域 图1-8 竖向荷载作用下框架结构的计算单元（a）恒载作用下计算简图 （b）活载作用下计算简图1-9 竖向荷载作用下框架结构计算简图2.竖向荷载计算（1）1）：，：，：自：1-10 某层恒载作用示意图2），；：首层：25层： （2）1）2）25层：首层： 。各层梁上的竖向荷载标准值（表1-18）楼层恒载活载63.932.2928.8019.2068.4854.588.566.829.005.4010.2314.631.281.8358.922.2917.0511.3737.0753.804.636.739.005.4010.2314.631.281.8348.922.2917.0511.3737.0753.804.636.739.005.4010.2314.631.281.8338.922.2917.0511.3737.0753.804.636.739.005.4010.2314.631.281.8328.922.2917.0511.3737.0753.804.636.739.005.4010.2314.631.281.8319.542.2917.0511.3736.2354.977.2510.999.005.4010.2314.632.052.93本例中轴线不重合在首层边柱变截面处，柱。P1。（梁端弯矩和梁端剪力均以绕杆件顺时针方向旋转为正）1） 恒载作用下：第1层A节点外力矩为：2）：框架梁上荷载引起的剪力（表1-19）楼层恒载作用活载作用AB跨BC跨AB跨BC跨AB跨BC跨AB跨BC跨63.9328.802.2919.2080.5217.849.005.4020.934.0558.9217.052.2911.3770.4211.969.005.4020.934.0548.9217.052.2911.3770.4211.969.005.4020.934.0538.9217.052.2911.3770.4211.969.005.4020.934.0528.9217.052.2911.3770.4211.969.005.4020.934.0519.5417.052.2911.3772.5511.969.005.4020.934.05 3.内力计算。（1）。：，25层：，：，。 图1-11横载作用下框架弯矩的二次分配过程 图1-12活载作用下框架弯矩的二次分配过程（2）： ： ： ：2）：（3）。（a） 恒载作用下框架弯矩图 （b）活载作用下框架弯矩图图1-13 竖向荷载作用下框架弯矩图 （4）柱。1）：AB跨：VA=-VB=1/23.9266.9+1/228.82.4+1/228.8(6.9-2.4)=80.52kNBC跨：VB=-VC=1/22.293+1/21/219.23=17.835kN总剪力：AB跨：VA=80.52-1.968=78.522kN VB=-80.52-1.968=-82.488kNBC跨：VB=VC=17.835kNAB跨：VA=VB=-(22.06-18.04)/6.9=-0.583kNBC跨：VB=VC=-(-5.74+5.74)/3=0kNAB跨：VA=-：VB=-：20.925-0.583=20.342kN,VB=-20.925-0.583=-21.508kN：VB=VC=4.050kN第五层： AB跨：VA=VB=-(82.35-77.9)/6.9=-0.645kNBC跨：VB=VC=-(11.27-11.27)/3=0kNAB跨：VA=-VB=1/28.926.96.9+1/217.052.4+1/217.05(6.9-2.4) =70.42kNBC跨：VB=-VC=1/22.293+1/21/211.373=11.96kN总剪力：AB跨：VA=70.42-0.645=69.775kN,VB=-70.42-0.64