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1、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+1143.143=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3.33+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
2、.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=（5.42+6.92）7.2129=4782.24KN剪跨比：3.3/0.65=5.0764（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=1.253
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：2.41.832=138.24m2138.240.4=55.292KNb、二层：2.41.834=146.88m22.423.141642=9.05 m2(146.889.05)0.4=62.37KNc、三层：2.41.834=146.88m22.423.141642=9.05 m2(146.889.05)0.4=62.37KNd、四层：2.41.834=146.88m22.423.141642=9.05 m2(146.889.05)0.4=62.37KN合计：242.41KNB、门面积计算：木门0.1KN/ m
4、2a、一层：1.02.428=67.2 m2 22.43=14.4 m2 2.42.44=17.28 m2(67.214.417.28)0.1=9.89KNb、二四标准层：1.02.428=67.2 m2 22.43=14.4 m2 (67.214.4)0.1=8.16KN合计：9.8914.4353.09KNC、卫生间贴瓷砖墙面：0.5KN/ m2a、首层：（3.6-1.5-0.6+3.6+2.4）2+3.63+7.22（4.5-0.7）-3.63.3-0.822.1-1.52.1+（22+2.42）（4.5-0.7）-0.82.13=241.2 m2241.20.5=120.6KNb、标准
5、层卫生间：（22+2.42）（3.3-0.7）-0.82.127+59412（3.3-0.7）+5.02（3.3-0.7）-0.822.1-1.02.11+2.44（3.3-0.7）=650.88 m2650.880.5=325.44KN标准层卫生间总计：650.888=5206.99 m25206.990.5=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：3.674.5-1.833+（1823.6-3.69）（4.5-3.3）+117.74.5-1.832=352.8 m2352.8 m20.5=176.4KNb、标准层：（
6、1823.6）（3.3-2.4）+17.723.3-（1.52.4+1.83.3）2=206.17 m2206.170.5=103.09KN 206.170.02520=103.085KN标准层总计：206.178=1649.36m21646.390.5=824.68KN 1646.390.02520=824.68KNE、内墙双面抹灰：a首层：（1.882+5.0152+2.42）+3.6218（4.5-0.7）-（1.552.7+1.832.7+1.0132.7+0.852.1）2=1614.54 m21614.540.02520=807.27KNb、标准层：5.41622+2.41622+
7、（3.6-1.0）2162（3.6-0.7）+0.8292.1=1829.2 m21829.20.02520=914.6KN标准层总计：1829.28=14633.6 m214633.60.02520=7316.8KNF、墙体自重（加气砼墙）：250厚、150厚 7.5KN/m3a、首层：（7.29+2.41+5.410+2.42+2.22）0.25（4.5-0.7）+（7.22+5.47）0.15（4.5-0.7）+（182-9）3.6（4.5-0.7-3.3）0.25+93.6（4.8-0.7）0.25+223.6（4.5-0.7）0.25-116.40.25=264.89 m3264.8
8、97.5=1986.65KNb、标准层：（7.28+5.417）（3.3-0.7）0.25+1823.6（3.3-2.4）0.25+（2.42+2.92）（3.3-0.7）-0.82.10.2529+3.60.25（3.3-0.7）+（7.2+3.6）0.25（3.3-0.7）-（1.0+1.8）2.40.25=308.14 m3334.937.5=2511.975 KN标准层总计：308.147.58=18488.14KNG、顶层（女儿墙）：（3.618+17.7）21.20.157.5+（5.7+4.2）2（37.2+7.2）20.257.5=751.16KNH、板：顶棚吊顶：0.2KN/
9、 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：3.61817.7-7.23.62-2.42.22=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0.0220KN/ m2h、找坡层：（1:10水泥珍珠找坡层2）0.21KN/ m2i、板自重：25KN/ m3 3.61817.7=1146.96 m20.041146.9625+0.051146.96+0.35
10、1146.96+0.02201146.96+0.1251146.96+0.211146.96=5155.55KNj、底层楼梯：78.46KNk、标准层楼梯：53.94KNl、柱底层：0.650.655.02022=1859KN（20KN/ m3）m、柱标准层：0.650.653.32044=1226.94KNn、主梁：0.30.71117.720=817.74KNo、次梁：0.250.66183.620+0.60.255.41420=1487.9KNp、小梁：0.150.32.46020=129.6KNq、活载的计算：首层：会议室（2.0KN/ m2）=7.235.42.0=232.50KNr
11、、浴室、厕所（2.0KN/ m2）：（3.67.2+5.72.4+2.02.43）2.0=115KNs、楼梯：（2.0KN/ m2）：7.23.622.0+2.42.222.0=137.8KNt、走道：（2.0KN/ m2）：（2.1+2.4）183.92.0=631.8KNu、房间：183.917.7-7.235.4+3.67.2+5.42.4+2.02.43+7.23.62+2.42.22+（2.12.4183.6）1.5=987.58KN合计：2104.68KNI标准层：a、寝室：5.47.22.0=77.76KNb、浴室、厕所（2.02.427+2.02.4+7.23.6）2.0=32
12、7.34KNc、楼梯：7.23.622.0+2.42.222.0=124.8KNd、走道：2.1183.62.0=272.16KNe、房间:（183.617.7-5.47.2-2.02.427-2.02.4-7.23.6-7.23.62-2.42.22-2.1183.6）1.5=1207.23KN合计：2009.13KNJ屋面：1.5KN/ m2屋顶：183.617.71.5=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）20.5=992.31KN二层：985.67K
13、N三层：985.67KN顶层：（2102.742+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+213216.79+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+113300
14、300001.08E+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
15、+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+100.480909090.39538314222.1中框架轴50004.049E+103.169E+108.42E+100.857272720.47502417086.9二层四层柱标号层高i1i2ick=(i1+i2+i3+i4)/2ica=k/(2+k)D=a12ic/hi2边框架轴33004.049E+103.169E+101.35E+110.299433960
16、.13022119405中框架轴33004.049E+103.169E+101.35E+110.533773580.21066331392.2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1422217086.8692618632328.69二层四层1940531392.22726181038472.25D（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10931.2312255.230.017652 0.029562228.69356.473层13740
17、.0526570.230.0176520.029562498.01789.572层13740.0541256.230.0176520.029562767.331045.36首层13740.0556542.310.0176520.0295621036.651537.23层数DijVi(层间位移)=Vpi/DijjM(m)4层1038472.2512255.230.01180.683层1038472.2526570.230.02570.672层1038472.2541256.230.03950.64首层1038472.2556542.310.05340.60五、地震作用计算：max=0.08(设防
18、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=1.70.60.6829=0.8425(s)经验公式: T1=0.080.1n(n为建筑楼层数 n=4),取T=0.094=0.36(s)minT1=0.36(s) 1=(Tg/T1)0.9 max=(0.3/0.36)0.90.08=0.0679Geq=0.85GE=0.8551103.86=43438.281KNFEK=1Geq=0.067943438.281=2949.46KNn=0.08T1+0.01=0.080.36+0.01=0.0388Fi=GiHiF
19、EK(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13740.0514.9204726.7450.0947894328.754189530.643层13740.0511.6159384.580.0737958255.942858924.052层13740.058.3114042.4150.0528021183.131528417.46首层13216.795.066083.950.0305972106.118892412.82Fn=n FEK=0.07482949.46=220
20、.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 2
21、05.46 174.85146.25 146.254.2KN/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)317.589(14.625)=13.68(10.98)KN/m计算线刚度及分配系数: 梁线刚度：i1=4.0491010N.mm i2=3.1691010N.mm 相对线刚度i2=1，i1=1.28底层柱线刚度：ic=8.421010N.mm ic底=2.59标准层线刚度：ic=13.51010N.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
22、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
23、.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（14.245.42）/12=34.6 （11.845.42）/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
24、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.
25、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
26、MBA=ql2/12 所以（14.245.42）/12=34.6A1 B1 （11.845.42）/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0.770.230.250.660.09-10.2110.21-16.66-8.337.86172.34832.297
27、251.1742-1.7689-0.52841.21343.587580.47483-0.4748278.39007-8.390112.5983.58758-16.185-8.804827三二层0.440.440.120.130.420.420.03-10.2110.21-16.66-8.334.49244.49241.22520.61262.29732.19515-1.977-1.9767-0.53910.75892.45172.451710.17512-0.1751224.8134.71089-9.523911.5812.45172.45171-16.485-8.505122首层0.50.
28、320.190.150.480.30.07-10.2110.21-16.66-8.335.1053.26721.93990.972.19520-1.098-0.7024-0.41710.8222.63041.644020.3836-0.3836046.20262.56475-8.687212.0022.63041.64402-16.276-8.7136041.282380.82201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.
29、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
30、.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=
31、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=Vhy4V1.8972113.806243.806241.89721
32、1Vh6.26079512.560612.56066.260795M上5.9321039.200639.200635.932103M下0.3286923.359963.359960.3286923V3.625467.27357.27353.62546Vh11.9640224.002624.002611.96402M上9.15247315.181615.18169.152473M下2.8115448.820948.820942.8115442V5.41141110.856510.85655.411411Vh17.8576635.826535.826517.85766M上12.1878520.86920.86912.18785M下5.66980614.957614.95765.6698
