土木工程 毕业设计 计算书.doc

设计计算书一、设计依据： 地震设防烈度为7度，近震，场地为类。耐火等级为级。地基承载力：180Kpa。地下水在地表下7m，最大冻土深度为0。基础埋深为0.5 m。二、设计方案：4层学校宿舍楼首层面积为1233.56平方米，标准层面积为1143.14m2，总层数为4层，总建筑面积约为1233.56+1143.14×3=4662.98m2,首层(从基础顶面至顶面)距离：4.5+0.5=5.0m，标准层均采用3.3 m的层高，共为3.3×3+5.0=14.9 m。三、截面尺寸的确定板的厚度确定：双向板：h=l*/50=5400/50=108mm取h=120mm单向板：h=l*/40=2100/40=52.5mm取h=80mm主梁宽约为350mm，梁高为(l/10)L=6900/10=690700mm次梁：250mm，梁高为(l/12)L=7200/12=600mm轴压比：fc=15KN/ m2，q=1015KN/ m2框架：H35 m，抗震烈度为70，抗震等级为三级柱最大轴压比限制：0.9由N/fch20.9，h619.48 mm取h=650 mm取12KN/ m2，N=（5.4÷2+6.9÷2）×7.2×12×9=4782.24KN剪跨比：3.3/0.65=5.076>4（符合要求）柱的计算长度的确定：底层柱：lo=1.0H=1.0×（4.5+0.5）=5.0m其余各层柱：lo=1.25Ho=1.25×3.3=4.125m四、荷载计算： 1、 重力荷载计算： A、窗面积计算：a、一层：2.4×1.8×32=138.24m2138.24×0.4=55.292KNb、二层：2.4×1.8×34=146.88m22.42×3.1416÷4×2=9.05 m2(146.889.05)×0.4=62.37KNc、三层：2.4×1.8×34=146.88m22.42×3.1416÷4×2=9.05 m2(146.889.05)×0.4=62.37KNd、四层：2.4×1.8×34=146.88m22.42×3.1416÷4×2=9.05 m2(146.889.05)×0.4=62.37KN合计：242.41KNB、门面积计算：木门0.1KN/ m2a、一层：1.0×2.4×28=67.2 m2 2×2.4×3=14.4 m2 2.4×2.4×4=17.28 m2(67.214.417.28)×0.1=9.89KNb、二四标准层：1.0×2.4×28=67.2 m2 2×2.4×3=14.4 m2 (67.214.4)×0.1=8.16KN合计：9.8914.4×353.09KNC、卫生间贴瓷砖墙面：0.5KN/ m2a、首层：（3.6-1.5-0.6+3.6+2.4）×2+3.6×3+7.2×2×（4.5-0.7）-3.6×3.3-0.8×2×2.1-1.5×2.1+（2×2+2.4×2）×（4.5-0.7）-0.8×2.1×3=241.2 m2241.2×0.5=120.6KNb、标准层卫生间：（2×2+2.4×2）×（3.3-0.7）-0.8×2.1×27+5941×2×（3.3-0.7）+5.0×2×（3.3-0.7）-0.8×2×2.1-1.0×2.1×1+2.4×4×（3.3-0.7）=650.88 m2650.88×0.5=325.44KN标准层卫生间总计：650.88×8=5206.99 m25206.99×0.5=2603.49KND、外墙（单面水刷石）：0.5KN/ m2单面抹灰：25mm厚，20KN/m3水泥沙浆a、首层：3.6×7×4.5-1.8×3×3+（18×2×3.6-3.6×9）×（4.5-3.3）+117.7×4.5-1.8×3×2=352.8 m2352.8 m2×0.5=176.4KNb、标准层：（18×2×3.6）×（3.3-2.4）+17.7×2×3.3-（1.5×2.4+1.8×3.3）×2=206.17 m2206.17×0.5=103.09KN 206.17×0.025×20=103.085KN标准层总计：206.17×8=1649.36m21646.39×0.5=824.68KN 1646.39×0.025×20=824.68KNE、内墙双面抹灰：a首层：（1.8×8×2+5.0×15×2+2.4×2）+3.6×2×18×（4.5-0.7）-（1.5×5×2.7+1.8×3×2.7+1.0×13×2.7+0.8×5×2.1）×2=1614.54 m21614.54×0.025×20=807.27KNb、标准层：5.4×16×2×2+2.4×16×2×2+（3.6-1.0）×2×16×2×（3.6-0.7）+0.8×29×2.1=1829.2 m21829.2×0.025×20=914.6KN标准层总计：1829.2×8=14633.6 m214633.6×0.025×20=7316.8KNF、墙体自重（加气砼墙）：250厚、150厚 7.5KN/m3a、首层：（7.2×9+2.4×1+5.4×10+2.4×2+2.2×2）×0.25×（4.5-0.7）+（7.2×2+5.4×7）×0.15×（4.5-0.7）+（18×2-9）×3.6×（4.5-0.7-3.3）×0.25+9×3.6×（4.8-0.7）×0.25+22×3.6×（4.5-0.7）×0.25-116.4×0.25=264.89 m3264.89×7.5=1986.65KNb、标准层：（7.2×8+5.4×17）×（3.3-0.7）×0.25+18×2×3.6×（3.3-2.4）×0.25+（2.4×2+2.9×2）×（3.3-0.7）-0.8×2.1×0.25×29+3.6×0.25×（3.3-0.7）+（7.2+3.6）×0.25×（3.3-0.7）-（1.0+1.8）×2.4×0.25=308.14 m3334.93×7.5=2511.975 KN标准层总计：308.14×7.5×8=18488.14KNG、顶层（女儿墙）：（3.6×18+17.7）×2×1.2×0.15×7.5+（5.7+4.2）÷2×（3×7.2+7.2）×2×0.25×7.5=751.16KNH、板：顶棚吊顶：0.2KN/ m2板自重：25 KN/ m320mm厚水砂浆抹灰：20KN/ m3水磨石地面：0.65KN/ m2a、首层：3.6×18×17.7-7.2×3.6×2-2.4×2.2×2=1077.45 m2b、标准层：同上c、顶层：同上d、保护层：40mm现浇C20细石混凝土25KN/ m3e、隔离层：平铺一层油毡0.05 KN/ m2f、防水层：三毡四油0.35 KN/ m2g、找平层：20mm水泥砂浆0.02×20KN/ m2h、找坡层：（1:10水泥珍珠找坡层>2）0.21KN/ m2i、板自重：25KN/ m3 3.6×18×17.7=1146.96 m20.04×1146.96×25+0.05×1146.96+0.35×1146.96+0.02×20×1146.96+0.1×25×1146.96+0.21×1146.96=5155.55KNj、底层楼梯：78.46KNk、标准层楼梯：53.94KNl、柱底层：0.65×0.65×5.0×20×2×2=1859KN（20KN/ m3）m、柱标准层：0.65×0.65×3.3×20×44=1226.94KNn、主梁：0.3×0.7×11×17.7×20=817.74KNo、次梁：0.25×0.6×6×18×3.6×20+0.6×0.25×5.4×14×20=1487.9KNp、小梁：0.15×0.3×2.4×60×20=129.6KNq、活载的计算：首层：会议室（2.0KN/ m2）=7.2×3×5.4×2.0=232.50KNr、浴室、厕所（2.0KN/ m2）：（3.6×7.2+5.7×2.4+2.0×2.4×3）×2.0=115KNs、楼梯：（2.0KN/ m2）：7.2×3.6×2×2.0+2.4×2.2×2×2.0=137.8KNt、走道：（2.0KN/ m2）：（2.1+2.4）×18×3.9×2.0=631.8KNu、房间：18×3.9×17.7-7.2×3×5.4+3.6×7.2+5.4×2.4+2.0×2.4×3+7.2×3.6×2+2.4×2.2×2+（2.1×2.4×18×3.6）×1.5=987.58KN合计：2104.68KNI标准层：a、寝室：5.4×7.2×2.0=77.76KNb、浴室、厕所（2.0×2.4×27+2.0×2.4+7.2×3.6）×2.0=327.34KNc、楼梯：7.2×3.6×2×2.0+2.4×2.2×2×2.0=124.8KNd、走道：2.1×18×3.6×2.0=272.16KNe、房间:（18×3.6×17.7-5.4×7.2-2.0×2.4×27-2.0×2.4-7.2×3.6-7.2×3.6×2-2.4×2.2×2-2.1×18×3.6）×1.5=1207.23KN合计：2009.13KNJ屋面：1.5KN/ m2屋顶：18×3.6×17.7×1.5=1714.71KN恒载：首层：12765.63KN二层：13247.21KN三层：13247.21KN顶层:10254.92KN活载：首层：（2004.36+1964.88）÷2×0.5=992.31KN二层：985.67KN三层：985.67KN顶层：（2102.74÷2+1653.87）×0.5=1352.62KN重力荷载代表值：恒载+0.5活载首层:13216.79KN(一层半的重)二三层:13740.05KN顶层:10931.23KNGE=13740.05+2×13216.79+10931.23=51103.86KN梁、柱线刚度计算表:柱的线刚度计算层数柱a(mm)a4(mm4)层高h(mm)E(N/mm2)I=a2/12i=EI/h4层6001.3E+113300300001.08E+109.82E+103层6001.3E+113300300001.08E+109.82E+102层6001.3E+113300300001.08E+109.82E+10首层6001.3E+113300300001.08E+109.82E+10梁 的线刚度计算层数梁a(mm)梁b(mm)梁长L1(mm) 梁长L2(mm)E(N/mm2)I=ab3/12i1=EI/L1i2=EI/L24层30070054006900255008.575E+094.049E+103.169E+103层30070054006900255008.575E+094.049E+103.169E+102层30070054006900255008.575E+094.049E+103.169E+10首层30070054006900255008.575E+094.049E+103.169E+10计算示意图如下所示： 底层柱标号层高i1i2ick=(i1+i2)/ica=(0.5+k)/(2+k)D=a12ic/hi2边框架轴50004.049E+103.169E+108.42E+100.0.14222.1中框架轴50004.049E+103.169E+108.42E+100.0.17086.9二层四层柱标号层高i1i2ick=(i1+i2+i3+i4)/2ica=k/(2+k)D=a12ic/hi2边框架轴33004.049E+103.169E+101.35E+110.0.19405中框架轴33004.049E+103.169E+101.35E+110.0.31392.2计算各层柱的刚度和D:计算各层柱的刚度层数边柱D中柱D边柱根数中柱根数D底层1422217086.8692618.69二层四层1940531392.2272618.25D（将集中在楼面处的重力Gi视为作用在I层楼面的假想水平荷载）层数Gi(KN)层剪力Vi（KN）边柱(Di/Dij)中柱(Di/Dij)边柱Vij中柱Vij4层10931.2312255.230. 0.228.69356.473层13740.0526570.230.0.498.01789.572层13740.0541256.230.0.767.331045.36首层13740.0556542.310.0.1036.651537.23层数DijVi(层间位移)=Vpi/DijjM(m)4层.2512255.230.01180.683层.2526570.230.02570.672层.2541256.230.03950.64首层.2556542.310.05340.60五、地震作用计算：max=0.08(设防烈度为70) Tg=0.3(s)（类场地土，近震）T1=1.70T (2-13) 0=0.6（填充墙较多，由经验知取下限值）T1=1.7×0.60.6829=0.8425(s)经验公式: T1=0.080.1n(n为建筑楼层数 n=4),取T=0.09×4=0.36(s)minT1=0.36(s) 1=(Tg/T1)0.9 max=(0.3/0.36)0.9×0.08=0.0679Geq=0.85×GE=0.85×51103.86=43438.281KNFEK=1Geq=0.0679×43438.281=2949.46KNn=0.08T1+0.01=0.08×0.36+0.01=0.0388Fi=GiHiFEK(1-n)/GjHj=2949.46GiHi/GjHj地震荷载计算表：层数GihiGihiGihi/GihiFi=3468.26*Gihi/Gihi一榀框架地震力4层13740.0514.9.7450.328.30.643层13740.0511.6.580.255.24.052层13740.058.3.4150.183.17.46首层13216.795.066083.950.106.12.82Fn=n FEK=0.0748×2949.46=220.62KN顶层地震力为：F4+Fn=220.62+279.58=500.2KN主体楼层及一榀框架地震力分布示意图：323.4830.64253.2524.05183.0217.46139.4212.82内力计算：恒载计算：（恒载计算简图如下所示）132.319 181.39 181.39 132.31917.589 17.589 4.2KN/m 4.2KN/m 4.2KN/m100.55 100.55 顶层 顶层140.71 180 180 140.7114.625 14.6254.2KN/m 4.2KN/m 4.2KN/m113.86 113.86二三层 二三层174.85 205.46 205.46 174.85146.25 146.254.2KN/m 4.2KN/m 4.2KN/m163.3 163.3底层 底层将梯形荷载简化成等效均布荷载：q1=(1-2a2+a3)q=1-2(3.6/2)2+(3.6/2)3×17.589(14.625)=13.68(10.98)KN/m计算线刚度及分配系数: 梁线刚度：i1=4.049×1010N.mm i2=3.169×1010N.mm 相对线刚度i2=1，i1=1.28底层柱线刚度：ic=8.42×1010N.mm ic底=2.59标准层线刚度：ic=13.5×1010N.mm ic标=4.19框架由于结构和荷载对称,故可取半刚架计算,中跨梁的相对线刚度仅为原结构的一半。分配系数计算表：节点相对线刚度i相对线刚度总和 i分配系数i/i左梁上柱下柱右梁左梁上柱下柱右梁A40.9*4.261.285.110.770.23A30.9*4.260.9*4.261.288.950.450.450.1A20.9*4.270.9*4.271.288.950.440.440.12A10.9*40262.661.287.770.50.320.19B41.280.9*4.260.55.610.230.660.09B31.280.9*4.260.9*4.290.59.440.140.420.390.04B22.280.9*4.260.9*4.290.59.440.140.420.420.03B11.280.9*4.262.660.58.270.150.480.30.07由结构力学可知：q LABMAB=-ql2/12 MBA=ql2/12 所以（14.24×5.42）/12=34.6 （11.84×5.42）/12=28.77 a=2.4 b=1.05 A BMAB=-Pl (2l-a)/2l MBA=-pa2/2l 两端为固定端其上作用均布荷载时的弯矩为：MAB=-ql2/12,MBA=ql2/12。一端为固定端，一端为滑动支座，其上作用一集中力时的弯矩为：MAB=-Pa(2l-a)/2l,MBA=-Pa2/2l。故可依此计算各梁端的弯矩。恒载由梯形均布荷载与集中力的组合+均布荷载的叠加。在梯形均布荷载下梁柱的弯矩值（如下表）：上柱下柱右梁左梁上柱下柱右梁四层0.770.230.250.660.09-34.634.6-157-83.9426.6427.9586.47333.979-4.984-1.48927.324280.7810.69-10.69228.131-28.1365.903280.78-147-94.632二三层0.430.430.140.140.410.410.04-28.7728.77-178-95.0512.37112.3714.02782.01396.32947.1925-5.814-5.814-1.89320.641160.44960.455.897-5.897412.88613.749-26.6451.42560.44960.45-172-100.95底层0.50.320.190.150.480.30.07-28.7728.77-256-136.0714.3859.20645.46632.733156.18560-3.093-1.979-1.17533.6145107.5767.2315.69-15.68717.4787.227-24.4865.1177107.5767.23-240-151.763.613533.61由结构力学可知：A4 B4 q A3 B3 A B L MAB=-ql2/12 MBA=ql2/12 所以（14.24×5.42）/12=34.6A1 B1 （11.84×5.42）/12=28.77 a=2.4 b=1.05 A B0.23 0.25 0.09 80.550.770.66 -83.94-10.660.440.4225.950.13 0.0310.220.120.440.42四 层三二 层 -28.77 28.77 -255.60.48 0.500.15 0.070.320.3首 层 均布荷载作用下的内力计算表：上柱下柱右梁左梁上柱下柱右梁四层0.770.230.250.660.09-10.2110.21-16.66-8.337.86172.34832.297251.1742-1.7689-0.52841.21343.587580.47483-0.8.39007-8.390112.5983.58758-16.185-8.三二层0.440.440.120.130.420.420.03-10.2110.21-16.66-8.334.49244.49241.22520.61262.29732.19515-1.977-1.9767-0.53910.75892.45172.451710.17512-0.4.8134.71089-9.523911.5812.45172.45171-16.485-8.首层0.50.320.190.150.480.30.07-10.2110.21-16.66-8.335.1053.26721.93990.972.19520-1.098-0.7024-0.41710.8222.63041.644020.3836-0.6.20262.56475-8.687212.0022.63041.64402-16.276-8.1.282380.82201活载分布弯矩作用简图：上柱下柱右梁左梁上柱下柱右梁四层0.770.230.250.660.09-23.0423.04-41.21-21.8917.7415.29925.1842.6496-3.992-1.1923.569710.5541.3968-1.396818.933-18.9329.25910.554-39.81-23.287三二层0.450.450.10.150.420.390.04-23.0423.04-54.94-29.310.3710.3682.3048.875.06881.152-6.27-6.273-1.3944.612212.9111.9921.2299-1.229912.979.1642-22.1328.80412.9111.992-53.71-30.53首层0.440.440.120.130.420.420.03-23.0423.04-54.94-29.310.1410.1382.76481.38245.1844.9536-4.46-4.461-1.2173.967312.8212.8170.9155-0.915510.8610.631-21.4928.3912.8212.817-54.02-30.2162.89384.4567Y值计算表：层数边柱中柱4n=9j=4k=0.235n=9j=4k=0.535y0=0.4675a=0y1=0y0=0.4675y=0.4675h=1.54y=0.4675h=1.543n=9j=3k=0.235n=9j=3k=0.535y0=0.50a=0y1=0y0=0.50y=0.50h=1.65y=0.50h=1.652n=9j=2k=0.235n=9j=2k=0.535y0=0.65a3=4.8/3.3=1.45a3=4.8/3.3=1.45y3=-0.05y3=-0.05y0=0.55y=0.6h=1.98y=0.5h=1.65 1n=9j=1k=0.376n=9j=1k=0.857y0=1.0a2=3.3/4.2=0.69a2=3.3/4.2=0.69y2=-0.05y2=-0.05h=4.56y0=0.7285h=3.2568y=0.95h1=5.035y=0.6785h1=3.596计算柱端弯矩 柱上端弯矩：M上=Vh(1-y) 柱下端弯矩：M下=Vhy4V1.3.806243.806241.Vh6.12.560612.56066.M上5.9.200639.200635.M下0.3.359963.359960.3V3.625467.27357.27353.62546Vh11.9640224.002624.002611.96402M上9.15.181615.18169.M下2.8.820948.820942.2V5.10.856510.85655.Vh17.8576635.826535.826517.85766M上12.1878520.86920.86912.18785M下5.14.957614.95765.1V6.13.925313.92536.Vh22.9053645.953445.953422.90536M上14.4876425.274425.274414.48764M下8.4177220.67920.6798.41772重力荷载内力计算表：8111.2814.19k 边=0.2387k 边=0.5442D=2*(0.448+0.899)=2.69D边=0.4467D边=0.8962V 边=PD边/D=13.431V 边=PD边