土木工程毕业设计（论文）-某六层框架结构商住楼结构设计【全套图纸】.doc

第一章 绪论全套图纸，加1538937061.1混凝土结构的一般概念及特点钢筋混凝土结构是混凝土结构中最具代表性的一种结构，是由钢筋和混凝土两种物理力学性能不同的材料组成的。其优点如下：（1） 可模性好，可根据需要浇铸成各种形状和尺寸的结构。（2） 与砌体结构及钢结构比承载力较高。（3） 耐久性，耐火性好。钢筋有混凝土保护层包裹，不易生锈，使用寿命长。遇火灾时，与钢结构相比不会因升温很快软化而破坏。（4） 先交的钢筋户凝土结构整体性好，刚度大，抗震性能好。（5） 混凝土用量最多的砂石等可就地取材。钢筋混凝土结构的主要缺点：自重大，抗裂性差，对于大跨结构、抗渗漏要求高的结构，其使用受到一定限制；钢筋混凝土结构的施工工序多，且受施工环境和气候条件的影响。 钢筋混凝土结构由很多受力构件组成，主要受力构件有楼板及屋面板，梁、柱、墙、基础等，其中板梁氏水平受力构件，柱墙是竖向受力构件。1.2混凝土结构发展概况及应用近年来钢筋混凝土结构在材料、结构和施工、设计理论三个方面有了很大进步。材料发面方面主要向轻质、高强度，耐久的方向发展。结构和施工方面由过去简单结构发展到高层、超高层、大跨度等复杂结构。设计理论方面从最初的估算发展到20世纪初的容许应力方法，40年代的按破损阶段计算法，50年代以来采用极限状态设计法。目前，基于概率论与数理统计的可靠度理论，是钢筋混凝土的极限状态设计方法更趋完善。随着实验和测试技术与计算手段的提高，钢筋混凝土的设计理论会日趋完善，并向更高阶段发展。钢筋混凝土结构可用于土木工程中的各个领域，在房屋建筑中混凝土占有相当大的比例，隧道桥梁等大都采用混凝土结构，混凝土结构还用于建造大坝、拦海桥墩等。相信未来混凝土结构还会更广泛的应用。箱形基础是由底板、顶板、侧墙基一定数量内隔墙构成的整体刚度较好的单层或多层钢筋混凝土基础，能充分发挥地基承载力，基础沉降量较小，调整地基不均匀沉降的能力较强，具有良好的抗震能力，可以充分利用地下空间施工方便。第二章 二层楼板计算2.1荷载计算板厚取120mm,楼面活荷载qk=3.5kN/m2。 面层 25mm厚水磨石面层 0.02525=0.625kN/m2 20mm厚水泥砂浆找平层0.0220=0.4 kN/m2 板 120mm厚混凝土板 0.1225=3 kN/m2 板底 20mm厚石灰砂浆粉刷 0.02017=0.34 kN/m2 小计 4.37 kN/m2 恒荷载设计值 g=1.24.37=5.244 kN/m2 活荷载设计值 q=1.43.5=4.9 kN/m2 g+q=5.244+4.9=10.144 kN/m22.2内力计算1.计算跨度取轴线间距离2.弯矩计算：跨中弯矩及支座弯矩为均布荷载g+q作用下的弯矩值，混凝土波桑比取0.2。 区格项目B1（三边简支一边固定）B2（三边固定一边简支）B3（三边固定一边简支）l01 (m)3.63.63.5l02 (m)6.06.06.0l01 /l020.60.60.58m1 (kNm)（0.0589+0.20.0111）10.1443.62=8.035（0.0386+0.20.0105）10.1443.62=5.351（0.0391+0.20.0100）10.1443.52=5.107m2 (kNm)（0.0111+0.20.0589）10.1443.62=3.008（0.0105+0.20.0386）10.1443.62=2.395（0.0100+0.20.0391）10.1443.52=2.214m1 (kNm)-0.115810.1443.62-15.224-0.081410.1443.62-10.701-0.081910.1443.62-10.177m1 (kNm)0-10.701-10.177m2 (kNm)0-0.057110.1443.62-7.507-0.057110.1443.52-7.095m2(kNm)00-7.095113 区格项目B4（邻边简支邻边固定）B6（邻边固定邻边简支）B7（三边固定一边简支）l01 (m)3.54.03.3l02 (m)6.06.05.54l01 /l020.580.670.6m1 (kNm)（0.0511+0.20.0163）10.1443.52=6.755（0.0452+0.20.0175）10.14442=7.904（0.0386+0.20.0105）10.1443.32=4.496m2 (kNm)（0.0163+0.20.0511）10.1443.52=3.295（0.0175+0.20.0452）10.14442=4.308（0.0105+0.20.0386）10.1443.32=2.013m1 (kNm)-0.111310.1443.52-13.831-0.102410.14442-16.62-0.081410.1443.32-8.992m1 (kNm)00-8.992m2 (kNm)-0.078310.1443.52-9.730-0.077410.14442-12.562-0.057110.1443.32-6.308m2(kNm)000 区格项目B8（三边固定一边简支）B9（四边固定）B10（三边固定一边简支）l01 (m)3.33.54.0l02 (m)5.1856.66.6l01 /l020.640.530.61m1 (kNm)（0.0374+0.20.0114）10.1443.32=4.383（0.0391+0.20.0049）10.1443.52=4.981（0.0164+0.20.0484）10.1444.02=4.233m2 (kNm)（0.0114+0.20.0374）10.1443.32=2.086（0.0049+0.20.0391）10.1443.52=1.581（0.0484+0.20.0164）10.1444.02=8.388m1 (kNm)-0.080010.1443.32-8.837-0.082010.1443.52-10.190-0.077110.1444.02-12.514m1 (kNm)-8.837-10.1900m2 (kNm)-0.057210.1443.32-6.319-0.057110.1443.52-7.095-0.102010.1444.02-16.555m2(kNm)0-7.095-16.555 区格项目B11（邻边固定邻边简支）B12（四边固定）B13（四边固定）l01 (m)3.63.63.5l02 (m)5.45.45.4l01 /l020.670.670.65m1 (kNm)（0.0452+0.20.0188）10.1443.62=6.437（0.0335+0.20.0102）10.1443.62=4.672（0.0345+0.20.0095）10.1443.52=4.523m2 (kNm)（0.0188+0.20.0452）10.1443.62=3.660（0.0102+0.20.0335）10.1443.62=2.222（0.0095+0.20.0345）10.1443.52=2.038m1 (kNm)-0.102410.1443.62-13.462-0.075410.1443.62-9.913-0.076610.1443.52-9.515m1 (kNm)0-9.913-9.515m2 (kNm)-0.077410.1443.62-10.175-0.057010.1443.62-7.494-0.057110.1443.52-7.095m2(kNm)0-7.494-7.095 区格项目B14（三边固定一边简支）B15（一边固定三边简支）B16（三边固定一边简支）l01 (m)3.53.54.0l02 (m)5.45.45.4l01 /l020.650.650.74m1 (kNm)（0.0371+0.20.0116）10.1443.52=4.898（0.0559+0.20.0133）10.1443.52=7.277（0.0211+0.20.0223）10.1444.02=4.148m2 (kNm)（0.0116+0.20.0371）10.1443.52=2.364（0.0133+0.20.0559）10.1443.52=3.042（0.0223+0.20.0211）10.1444.02=4.304m1 (kNm)-0.079610.1443.52-9.891-0.112410.1443.52-13.967-0.073310.1444.02-11.897m1 (kNm)-9.89100m2 (kNm)-0.057210.1443.52-7.1080-0.085010.1444.02-13.796m2(kNm)00-13.796B5 l01=3.0m l02=7.0m l02/l01=2.332 为单向板跨中Mmax=9(g+q)l012/128=910.1443.02/128=6.419kNm支座M=-(g+q)l012/8=-10.1443.02/8=-11.412 kNmB17 B18 跨中Mmax=9(g+q)l012/128=910.1441.952/128=2.712kNm支座M=-(g+q)l012/8=-10.1441.952/8=-4.822 kNm2.3截面配筋设计 项目截面h0(mm)m(kNm)As(mm2)配筋实有As(mm2)跨中1l01方向1018.035389.888130387l02方向933.008155.9481303872l01方向1015.351257.098130387l02方向932.395123.8481303873l01方向1015.107245.158130387l02方向932.214114.4081303874l01方向1016.755326.238130387l02方向933.295171.0281303876l01方向1017.904383.348130387l02方向934.308224.5781303877l01方向1014.496215.358130387l02方向932.013103.9281303878l01方向1014.383209.858130387l02方向932.086107.7381303879l01方向1014.981238.998130387l02方向931.58181.48813038710l01方向1014.233202.568130387l02方向938.38844501方向1016.437310.508130387l02方向933.660190.26813038712l01方向1014.672223.928130387l02方向932.222114.81813038713l01方向1014.523216.668130387l02方向932.038105.23813038714l01方向1014.898234.948130387l02方向932.364122.22813038715l01方向1017.277352.118130387l02方向933.042157.72813038716l01方向1014.148198.438130387l02方向934.304224.358130387项目截面h0(mm)m(kNm)As(mm2)配筋实有As(mm2)支座1-2101-15.224759.74121507542-3101-10.707524.83101505232-7101-8.992437.89101704623-5101-13.967693.47121607073-8101-8.837430.09101704624-5101-9.730475.16101604914-6101-16.6208349101-9.730475.16101604915-8101-11.412560.92101405616-10101-16.555830.69121308737-7101-8.992437.89101804367-8101-6.319304.6781303877-12101-8.992437.89101804368-81018.837430.09101804368-13101-8.837430.09101804368-9101-10.190498.50101604919-10101-12.514617.75101206549-15101-7.095343.07813038710-16101-16.555830.691213087311-12101-13.462667.051012065411-17101-10.175497.741016049112-13101-9.913484.431016049112-19101-7.494362.90813038713-14101-9.819483.321016049113-19101-7.095343.07813038713-18101-7.095343.07813038714-18101-7.108343.71813038713-13101-9.515464.281017046213-16101-11.897585.871014056113-17101-7.095343.07813038716-17101-13.796654.501012065414-14101-9.891483.3210160491假定选用8钢筋，则l01方向跨中截面的h01=120-15-4=101mm，l01方向跨中截面的h02=101-8=93mm，支座截面h0=101mm。第三章 标准层楼板计算3.1荷载计算板厚取100mm，活荷载标准值取2.0kN/m2. 瓷砖地面 0.6 kN/m2 20mm厚水泥砂浆找平层 0.0220=0.4 kN/m2 100mm厚混凝土板 0.125=2.5 kN/m2 20mm厚板底抹灰 0.0217=0.34 kN/m2 小计 3.84 kN/m2 恒荷载设计值 g= 1.23.84=4.61 kN/m2 活荷载设计值 q=1.42.0=2.8 kN/m2 总荷载设计值 g+q=4.61+2.8=7.41 kN/m23.2内力计算1.计算跨度取轴线间距离2.弯矩计算：跨中弯矩及支座弯矩为均布荷载g+q作用下的弯矩值，混凝土波桑比取0.2。区格项目B1（三边固定一边简支）B2(四边固定)B3(四边固定)l01 (m)3.63.31.44l02 (m)5.43.62.1l01 /l020.670.920.69m1 (kNm)（0.0189+0.20.0428）7.413.62=2.637（0.0234+0.20.0226）7.413.32=2.253（0.0326+0.20.0109）7.411.442=0.534m2 (kNm)（0.0428+0.20.0189）7.413.62=4.473（0.0226+0.20.0234）7.413.32=2.201（0.0109+0.20.0326）7.411.442=0.268m1 (kNm)-0.07567.413.62-7.260-0.06457.413.32-5.205-0.07417.411.442-1.139m1 (kNm)0-5.205-1.139m2 (kNm)-0.09437.413.62-9.056-0.06317.413.32=-5.092-0.05697.411.442-0.874m2(kNm)-9.056-5.092-0.874区格项目B4(四边固定)B5（三边固定一边简支）B6(四边固定)l01 (m)2.14.03.0l02 (m)2.165.45.4l01 /l020.970.740.56m1 (kNm)（0.0189+0.20.0174）10.512.12=1.037（0.0339+0.20.0135）7.414.02=4.339（0.0381+0.20.006）7.413.02=2.621m2 (kNm)（0.0174+0.20.0189）10.512.12=0.982（0.0135+0.20.0339）7.414.02=2.404（0.006+0.20.0381）7.413.02=0.908m1 (kNm)-0.05410.512.12-2.503-0.07557.414.02-8.951-0.08107.413.02-5.402m1 (kNm)-2.503-8.951-5.402m2 (kNm)-0.052210.512.12-2.419-0.05727.414.02=-6.782-0.05717.413.02-3.808m2(kNm)-2.4190-3.808 区格项目B7（三边固定一边简支）B8（三边固定一边简支）B10（邻边固定邻边简支）l01 (m)4.23.33.0l02 (m)5.45.43.3l01 /l020.780.610.91m1 (kNm)（0.0322+0.20.0341）7.414.22=5.100（0.0164+0.20.0484）7.413.32=2.105（0.0291+0.20.0239）7.413.02=2.259m2 (kNm)（0.0341+0.20.0322）7.414.22=5.299（0.0484+0.20.0164）7.413.32=4.170（0.0239+0.20.0291）7.413.02=1.982m1 (kNm)-0.07337.414.22-9.581-0.07717.413.32-6.222-0.07667.413.02-5.108m1 (kNm)-9.58100m2 (kNm)-0.05717.414.22-7.464-0.10207.413.32=-8.231-0.07127.413.02-4.748m2(kNm)0-8.2310 区格项目B11（三边固定一边简支）B12(四边固定)B13（邻边固定邻边简支）l01 (m)1.81.22.1l02 (m)1.81.83.0l01 /l021.00.670.7m1 (kNm)（0.0231+0.20.0180）10.511.82=0.909（0.0335+0.20.0102）7.411.22=0.379（0.0432+0.20.0195）7.412.12=1.539m2 (kNm)（0.1080+0.20.0231）10.511.82=0.770（0.0102+0.20.0335）7.411.22=0.180（0.0195+0.20.0432）7.412.12=0.920m1 (kNm)-0.0610.511.82-2.043-0.07547.411.22-0.805-0.09927.412.12-3.242m1 (kNm)0-0.8050m2 (kNm)-0.05510.511.82-1.873-0.05707.411.22=-0.608-0.0777.412.12-2.516m2(kNm)0-0.6080 区格项目B15（三边固定一边简支）B17(四边固定)B18（三边固定一边简支）l01 (m)2.41.52.1l02 (m)3.92.43.0l01 /l020.620.630.7m1 (kNm)（0.038+0.20.0109）7.412.42=1.715（0.0354+0.20.0087）10.511.52=0.878（0.0200+0.20.0400）7.412.12=0.915m2 (kNm)（0.0109+0.20.038）7.412.42=0.790（0.0087+0.20.0354）10.511.52=0.373（0.0400+0.20.0200）7.412.12=1.438m1 (kNm)-0.08077.412.42-3.444-0.077710.511.52-1.837-0.07487.412.12-2.444m1 (kNm)-3.444-1.8370m2 (kNm)-0.05717.412.42-2.437-0.057110.511.52=-1.350-0.09037.412.12-2.951m2(kNm)0-1.350-2.951 区格项目B19（三边固定一边简支）B20（三边固定一边简支）B21（邻边固定邻边简支）l01 (m)2.43.63.0l02 (m)3.04.54.5l01 /l020.80.80.67m1 (kNm)（0.0314+0.20.0147）7.412.42=1.466（0.0314+0.20.0147）7.413.62=3.298（0.0452+0.20.0188）7.413.02=3.265m2 (kNm)（0.0147+0.20.0314）7.412.42=0.895（0.0147+0.20.0314）7.413.62=2.015（0.0188+0.20.0452）7.413.02=1.857m1 (kNm)-0.07227.412.422-3.082-0.07227.413.62-6.934-0.10247.413.02-6.829m1 (kNm)-3.082-6.9340m2 (kNm)-0.05707.412.42-2.433-0.05707.413.62=-5.474-0.07747.413.02-5.162m2(kNm)000 区格项目B22（四边固定）B23（三边固定一边简支）B24（一边固定三边简支）l01 (m)1.141.861.2l02 (m)2.12.12.1l01 /l020.540.890.57m1 (kNm)（0.0388+0.20.0052）7.411.142=0.384（0.0233+0.20.0245）10.511.862=1.025（0.0606+0.20.0097）7.411.22=0.667m2 (kNm)（0.0052+0.20.0388）7.411.142=0.125（0.0245+0.20.0233）10.511.862=1.060（0.0097+0.20.0606）7.411.22=0.233m1 (kNm)-0.08127.411.142-0.782-0.066110.511.862-2.403-0.11757.411.22-1.254m1 (kNm)-0.78200m2 (kNm)-0.05717.411.142-0.550-0.064110.511.862=-2.3310m2(kNm)-0.550-2.3310 区格项目B25（邻边固定邻边简支）B26（邻边固定邻边简支）B27（邻边固定邻边简支）l01 (m)1.81.80.95l02 (m)3.02.651.8l01 /l020.60.680.53m1 (kNm)（0.0498+0.20.0169）7.411.82=1.277（0.0445+0.20.0190）7.411.82=1.160（0.0543+0.20.0146）7.410.952=0.383m2 (kNm)（0.0169+0.20.0498）7.411.82=0.645（0.0190+0.20.0445）7.411.82=0.670（0.0146+0.20.0543）7.410.952=0.170m1 (kNm)-0.10957.411.842-2.629-0.10137.411.82-2.475-0.115657.410.952-0.773m1 (kNm)000m2 (kNm)-0.07827.411.82-1.877-0.07737.411.82=-1.856-0.07857.410.952=0.525m2(kNm)0003.3截面配筋设计 项目截面h0(mm)m(kNm)As(mm2)配筋实有As(mm2)1l01方向812.637157.278160314l02方向734.473300.8881603142l01方向812.253134.088160314l02方向732.201145.7181603143l01方向810.53431.488160314l02方向730.26817.5181603144l01方向811.03743.238160314l02方向730.98245.4581603145l01方向814.339261.278160314l02方向732.404159.3781603146l01方向812.621157.438160314l02方向730.90859.7781603147l01方向815.1313.068160314l02方向735.299365.7081303878l01方向812.105125.898160314l02方向734.170284.118160314截面 h0(mm)m(kNm)As(mm2)配筋实As(mm2)跨中10l01方向812.259135.288160314l02方向731.982131.90816031411l01方向8110.90937.888160314l02方向7310.77102.08816031412l01方向810.37922.358160314l02方向730.18011.76816031413l01方向811.53991.618160314l02方向730.9260.56816031415l01方向811.715102.238160314l02方向730.7951.94816031417l01方向810.87936.578160314l02方向730.37317.20816031418l01方向810.91554.198160314l02方向731.43895.16816031419l01方向811.46687.218160314l02方向730.89558.90816031420l01方向813.298199.258160314l02方向732.01513401方向813.265197.208160314l02方向731.857123.42816031422l01方向810.38422.648160314l02方向730.1258.16816031423l01方向811.02542.758160314l02方向731.06049.16816031424l01方向810.66739.358160314l02方向730.23313.72816031425l01方向811.27775.598160314l02方向730.64542.25816031426l01方向811.16068.628160314l02方向730.6743.90816031427l01方向810.38322.568160314l02方向730.1711.10816031428l01方向811.01860.188160314l02方向730.69045.2281603149814.0240.39816031414812.3136.918160314 项目截面h0(mm)m(kNm)As(mm2)配筋实有As(mm2)支座1-281-7.260444.74101704621-381-7.260444.74101704621-981-9.056560.91101405611-2681-9.056560.91101405611-2781-9.056560.91101405612-381-5.205314.9981503352-481-5.205314.9981503352-581-8.951554.05101405613-481-2.419142.3981603143-981-8.00492.28101604914-581-8.951554.05101705614-981-8.00492.28101404915-681-8.951554.05101605615-1481-6.782414.26101404366-681-5.402327.2981503356-1781-3.808228.6181603147-881-9.581595.39101306045-781-9.581595.39101306047-2081-7.464457.80101704618-2881-8.231507.21101505236-2581-3.808228.6181603148-2781-8.231507.21101505238-2281-8.231507.21101505238-2381-8.231507.21101505239-1081-8.00492.28101604919-1281-8.05495.51101604919-1381-8.00492.281016049110-1181-4.748286.57816031410-1281-4.748286.57816031411-1381-3.242194.01816031412-1381-3.242194.01816031414-1581-4.08245.31816031414-1681-4.08245.31816031414-1781-4.08245.31816031415-1681-2.437145.188160314 项目截面h0(mm)m(kNm)As(mm2)配筋实有As(mm2)支座16-1781-1.837109.07816031417-1781-1.3579.94816031418-1981-3.082184.27816031418-2081-6.934423.931018043618-2481-2.95176.24816031419-2081-6.934423.931018043619-2181-6.829417.251018043620-2181-6.829417.251018043620-2281-5.474331.79815033521-2281-5.162312.31816031421-2381-5.162312.31816031422-2381-2.4031432481-2.516149.95816031414-2481-1.25474.22816031426-2781-1.856110.21816031425-2581-1.877111.47816031427-2881-1.813107.638160314截面有效高度：假定选用8钢筋，则l01方向跨中截面的h01=100-15-4=81mm，l01方向跨中截面的h02=81-8=73mm，支座截面h0=81mm。B28 邻边固定邻边简支l01=1.8m l02=2.35m l01/l02=0.77m1=（0.0382+0.20.0211）7.411.82=1.018m2=（0.0211+0.20.0382）7.411.82=0.690m1=-0.09167.411.82-2.199m1 =0m2=-0.07557.411.82-1.813m2 =0第四章 楼梯计算层高：一层3.6m，而层3.17m，踏步尺寸150mm280mm，采用C20混凝土，板采用HPB235钢筋，梁纵筋采用HRB335钢筋楼梯上均布活荷载标准值qk=3.5kN/m2.4.1梯段板的设计TB1：板厚h=（1/