老年活动中心结构计算书及施工组织设计.docx

长春建筑学院毕业设计1.摘要11中文摘要及中文关键词本设计是老年活动中心设计。总建筑面积为5815，底层占地面积为1228.5，总高为21.30m。根据设计要求，设防烈度为7度，机构抗震等级为三级，设计中要考虑抗震设计。本方案采用钢筋混凝土现浇框架结构。主体结构为双向承重框架，横向框架等跨。在进行荷载计算和构件截面估算后，选取一榀框架进行计算，并对最不利活荷载和最不利内力进行分析，通过底部剪力法求出地震荷载。本方案基础形式采用沉管灌注桩基础.整个方案设计基本符合设计和结构要求，具有一定的创造性和合理性。关键词：钢筋混凝土结构框架结构荷载设计值荷载效应1长春建筑学院毕业设计Abstract1.2EnglishAbstractAndKeywordsAbstract:ItisthattheElderlyActivityCenterdesignstooriginallydesign.Thetotalconstructionareais5815,thefloorspaceofgroundflooris1228.5,thetotalheightis21.30m。Accordingtothedesigningrequirement,theearthquakeintensityis7degreestosetupdefences,thegradeofantidetonationisthreegrade,consideraseismaticdesigninthedesign.Thisschemeadoptsthecast-in-placeframestructureofarmoredconcrete.Theagentstructureisatwo-waybearingframe,horizontalframe,etc.arestepped.Inisitisitcalculateandcomponentsectionafterestimating,chooseonePinframecalculatetoloadtogoon,calculatetheinternalforcebychangingandtakingtheplaceofthelaw,andtheliveloadandthemostunfavorableinternalforcedisadvantageousthatmostareanalysised,cutstrengthlawisithappenthroughbottomearthquakeloadtoask.Thisbasicformofschemeadoptstheindependentfoundationunderthepost.Thewholeconceptualdesignaccordswiththedesignandstructuredemandbasically,havecertaincreativityandrationality.Keyword:Reinforcedconcretestructureframestructuredesignvalueofaloadloadcombination2长春建筑学院毕业设计2结构设计2.1工程概况长春市拟建五层老年活动中心，建筑面积5815m2,拟建房屋所在地的特征周期Tg=0.35s,基本雪压S0=0.35KN/m2,基本风压W0=0.65KN/m2,地面粗糙度为C类，土重度为18KN/m3，地基承载力特征值fak=200KN/m2,土壤最大冻土深度-1.7m，地震设防烈度七度.2.2结构布置及计算简图一层：3.9m二至五层：3.6m电梯机房：3.0m填充外墙190mm厚陶粒空心砌块，木门及窗口尺寸见图1；楼盖采用现浇钢筋混凝土结构，楼板厚120mm,局部130mm,主梁300mmX750mm,次梁300mmX700mm，一层梁柱板混凝土强度等级C35(fc=16.7N/mm2,ft=1.57N/mm2)，一层以上梁柱板混凝土强度等级C30(fc=14.3N/mm2,ft=1.43N/mm2)柱截面尺寸估算:框架结构的抗震等级为三级，其轴压比限制N=0.9,各层的重力荷载代表值取13KN/m2,边柱及中柱的负载面积分别为7.8mX4.2m和7.8mX5.85m。因此第一层柱截面面积为边柱AC=1.37,84.21310350.914.3=215090.9mm2中柱AC=1.257.85.851310350.914.3=288068.2mm2如取柱截面为正方形，则边柱和中柱截面高度分别为470mm和550mm,根据上述计算结构并考虑其他因素，本设计柱截面尺寸取值如下：一层：700mmX700mm;二至五层：600mmX600mm;基础选用桩基础，承台埋深1.8m,承台截面高度取1.0m,框架结构计算简图去顶层柱形心线作为框架柱的轴线，梁轴线取至板底，26层柱高度即为层高，底层柱高度从基础顶面取至一层板底，即h1=3.9+0.4+1.8-1.0=5.10m.2.3重力荷载计算2.3.1屋面及楼面的永久荷载标准值上人屋面40厚C20细石混凝土保护层22X0.04=0.88KN/m24厚APP改性沥青防水层0.40KN/m23长春建筑学院毕业设计20厚水泥砂浆找平层20X0.02=0.40KN/m21：10水泥珍珠岩找坡层15X0.02=0.30KN/m280厚聚苯乙烯保温层0.5X0.08=0.04KN/m210厚1：3水泥砂浆找平层20X0.01=0.20KN/m2130厚现浇混凝土屋面板25X0.13=3.25KN/m220厚混合砂浆抹面20X0.02=0.40KN/V型轻钢龙骨吊顶0.25KN/合计6.12KN/m24长春建筑学院毕业设计5长春建筑学院毕业设计6长春建筑学院毕业设计楼面瓷砖地面（包括水泥粗砂打底）0.55KN/m220厚1：3水泥砂浆找平层20X0.02=0.40KN/m2120厚钢筋混凝土楼板25X0.12=3.0KN/m220厚混合砂浆抹面20X0.02=0.40KN/m2V型轻钢龙骨吊顶0.25KN/合计4.6KN/2.3.2屋面及楼面可变荷载标准值上人屋面均布活荷载标准值2.0KN/m2楼面活载标准值2.00KN/m2屋面雪荷载标准值SK=R*S0=1.0X0.35=0.35KN/m22.3.3梁、柱、墙、窗、门重力荷载计算梁柱可根据截面尺寸、材料容重及粉刷等计算单位长度上的重力荷载、对墙、门、窗等可计算单位面积上的重力荷载，计算结构见（表1）7层次构件b/mh/m3（kN/m）g(kN/m)Li/mnGi(kN)Gi（KN）1边横梁0.30.75251.056.8917.8211128.681中横梁0.250.4251.05212.71056.71次梁0.30.7251.055.5138.314640.5533314.3121纵梁0.30.75251.056.8917.2301488.3751柱0.70.7251.1013.4755.1392680.1782680.1782-5边横梁0.30.75251.056.8917.8211128.6842-5中横梁0.250.4251.052.12.71056.73314.3122-5次梁0.307251.055.5138.314640.5532-5纵梁0.30.75251.056.8917.2301488.3752-5柱0.60.6251.109.903.6391389.961389.96长春建筑学院毕业设计表1.梁、柱重力荷载标准值墙体外墙体为190mm厚陶粒空心砌块，外贴100mm厚苯板，贴墙面砖，内墙面20mm厚抹灰，则外墙单位墙重力荷载为：0.5+0.10.50.1960.02172.03KN/内墙为190mm厚陶粒空心砌块，两侧均为20mm厚抹灰，则单位面积重力荷载为：6.0X0.19+17X0.02X2=1.82KN/木门单位面积重力荷载为0.2KN/，铝合金门窗单位面积重力荷载为0.4KN/m2，钢框玻璃门单位面积重力荷载为0.5KN/8长春建筑学院毕业设计2.3.4重力荷载代表值1层：外墙面积：7.8143.15573.15523.53窗户总面积：2.12.1242.42.1142.10.92180.18门总面积：1.82.422.42.4220.16外墙净面积523.53-180.18-2016=323.19内墙总面积8.43.15103.33.157.893.15496.125门面积1.82.440.92.421.52.4539.6窗户面积1.50.91.35内墙净面积496.125-39.6-1.35=455.175外墙重：323.192.03656.076KN内墙重：455.1751.82828.419KN门窗：2.42.420.51.82.420.439.60.20.4180.181.3589.75KN楼板重：54.820.315.88.4-3.78.22-2.42.324.6=5384.21KN电梯间重16.53.90.225=321.75KN楼梯间重23.98.410655.2KN2层：外墙面积：7.8142.858.462.853.33.22475.989长春建筑学院毕业设计窗户总面积：2.11.8282.10.922.41.812161.46外墙净面积475.98-161.46=314.52内墙面积8.4102.857.8122.85=506.16门面积2.41.8100.921.551.12内墙净面积506.16-51.12=455.04外墙净重314.522.03=638.476KN内墙净重455.041.82=828.173KN门窗重161.460.451.120.2=74.81KN楼板重54.820.315.88.4-3.78.22-2.42.324.6=5384.21KN楼梯间重3.98.4210=655.20KN电梯间重16.53.60.225=297.0KN三四层的计算过程及结果同二层五层外墙面积7.8142.858.462.853.33.22=475.98窗户面积2.11.8282.10.922.41.812=161.46外墙净面积475.98-161.46=314.52内墙面积8.4102.857.8122.85=506.16门面积2.41.8110.92=51.84内墙净面积506.16-51.84=454.32外墙净重314.522.03638.476KN内墙净重454.321.82=826.862KN门窗重51.840.2161.460.4=74.95KN屋面板重7.878.423.37.828.4-3.98.42-2.42.326.12=7049.87KN楼梯间重3.98.4210=655.20KN电梯间重16.53.60.225=297.0KN10长春建筑学院毕业设计电梯机房墙重27.52.8-0.92.10.2250.92.10.2=375.93KN楼板重6.40.624.90.626.12=283.72KN楼梯出屋面房间梁重305.96KN柱重237.60KN外墙净面积3.942.258.442.12.10.92=101.88门面积2.10.92=3.78外墙净重101.882.03=206.816KN门重3.780.2=0.756KN屋面重3.91.28.41.226.12=599.27Kn女儿墙重55.4229.320.60.225=508.80KnG1k=5384.213314.3120.52680.178656.076828.41989.75321.75655.200.51389.96638.476828.17374.81655.20297.0=13256.019kNQ1K=0.50.254.8020.3015.88.423.98.423.98.42.50.5=1261.54KnG1=13256.0191261.54=14517.559KnQ2k=5384.213314.3120.51389.96638.476828.17374.81655.2297.00.51389.96638.476828.17374.81655.20297.0=12582.141KnQ2k=Q1k=1261.54kNG2=12582.1411261.54=13843.681kNG4=G3=G2=13843.681kNG5k=7049.873314.3120.5638.476826.86274.95655.20297.0508.80.5375.93237.6206.8160.756=12529.777kNQ5k=0.50.3554.820.315.88.4-23.98.423.98.42.511长春建筑学院毕业设计0.5=288.34kNG5=12529.777288.34=12818.117kNG6k=283.72599.27305.960.5375.93237.60206.8160.756=1599.501kNQ6k=0.50.353.91.28.41.26.41.24.91.2=25.25kNG6=1599.50125.25=1624.75kN12类别层次EcbhI0lEcI0/l1.5EcI0/l2EcI0/l边横梁13.01043007501.23101084004.393*10106.590*10108.786*1010边横梁2-53.01043007501.230*101084004.393*10106.590*10108.786*1010中横梁13.01043007501.230*101084004.393*10106.590*10108.786*1010中2-53.03001.230*10184004.393*10106.590*10108.786*1010横梁线刚度ib计算表13长春建筑学院毕业设计各质点重力荷载代表值2.4框架侧移刚度计算2.4.1横向框架侧移刚度计算横梁线刚度ib计算过程见下表横梁1047500走道梁13.01042504001.067*10933009.7*1091.455*10101.94*1010走道梁2-53.01042504001.067*10933009.7*1091.455*10101.94*1010层次边柱中柱DiKacDilKacDil10.7110.477254900.8680.47727220591156250.9300.317277381.1350.36231679678472层次B1E1A6A8E8C1D1C8D8B8DiKacDilKacDil10.5330.408232550.6510.43424749244590250.9300.317277650.8510.29826075279124层次D-3D-1/3D-1/5D-6E-3E-1/3E-1/5E-6DiKacDilKacDil10.6900.442252050.5330.40823266193884250.9030.311272130.6970.25922663199504长春建筑学院毕业设计层次Hc（mm）EC(N/mm2)bxh柱刚度ic计算表(mmxmm)Ic(mm4)EcIc/Hc(Nmm)151003.15X104700X7002.001X10101.236X10112536003.0X104600X6001.08X10109.45X1010中框架柱侧移刚度D值(N/mm)边框架柱侧移刚度D值(N/mm)楼梯、电梯间框架柱侧移刚度D值(N/mm)14层次Gi(KN)Vgi(KN)Di(N/mm)ui(mm)ui(mm)514817.80914817.809115710012.8191.8413843.68128661.49115710024.8179313843.68142505.171115710036.7154.221384.68156348.852115710048.7117.5114517.55970866.411102963068.868.8层次126Di10296301157100结构顶点的假想侧移计算15长春建筑学院毕业设计将以上同层框架柱侧移刚度相加，得框架各层层间侧移刚度Di，如下表所示横向框架层间侧移刚度(N/mm)由上表可见，D1/D2=0.8900.7故：该框架为规则框架2.5横向水平荷载作用下框架结构的内力和侧移计算2.5.1横向水平地震作用下框架结构的内力和侧移计算（1）横向自震周期计算将G6折算到主体结构的顶层，即：Ge=1624,751+=1999.692KN33.0219.50长春建筑学院毕业设计基本周期T1,T=0.1918,取T=0.7，则T1=1.70.70.1918=0.52s(2)、水平地震作用及楼层地震剪力计算该结构高度不超过40m，质量和刚度沿高度分布比较均匀，变形以剪切型为主，故可用底部剪力法计算水平地震作用。结构总水平地震作用标准值计算，即Geq=0.85Gi=0.85(14517.559+13843.6813+12818.117+1624.75)=0.8570491.47=59916.01kNamax=0.16设计地震分组为第一组场地类别为类场地特征周期Tg=0.35ST1=0.52Sa1=max=0.35TgT10.90.520.90.08=0.056Fek=1Geq=0.056X59916.01=3355.30KN1.4Tg=1.4X0.35=0.49sT1=0.52s需要考虑顶部附加水平地震作用dn=0.080.52+0.07=0.11166=0.116X3355.30=374.50KNFi=2980.8GiHinGiHij=1具体过程见下表各质点横向水平地震作用及楼层地震剪力计算表GiHi层次Hi/mGi/KNGiHi/KN*mGiHiFi/KNVi/KN22.51624.7536556.880.042125.2125.2519.512818.117249953.280.2871230.01355.216长春建筑学院毕业设计415.913843.681220114.530.253754.12109.3312.313843.681170277.280.195581.32690.628.713843.681120440.020.138411.43102.015.114517.55974039.550.085253.43355.4各质点水平地震作用及楼层地震剪力沿房屋高度的分布见下图水平地震作用分布层间剪力分布（3）、水平地震作用下的位移验算水平地震作用下框架结构的层间位移和定点位移ui分别按式Vui=k=1(Vu)k计算，计算结果如下表:(Vu)i=vi5j=1Dij和n层次Vi/KNDi横向水平地震作用下的位移验算(N/mm)ui/mmui/mmhi/mmqe=Duihi636001/3077210.0936001/197851355.211571001.1711.42109.311571001.32690.611571002.338.2736001/154523102.011571002.685.9436001/134313355.410296303.263.2651001/1564由上表可见，最大层间弹性位移角发生在第二层，其值为1/13431/550，故满足要求17长春建筑学院毕业设计（4）水平地震作用下框架内力计算取轴一榀横向框架计算各层柱端弯矩及剪力计算（边柱）Ky层次Hi/mVi/KNDij(N/mm)Di1Vi1-1Mib1Miu1575.54106.453.61355.2115710043.62109.31157100277382773832.4950.560.9300.9300.3540.9476.030.4833.62690.6115710023.63102.0115710015.13355.4102963027738277382549064.5074.3683.070.9300.9300.7110.450.460.67104.49123.14283.85127.71144.56139.81各层柱端弯矩及剪力计算（中柱）Ky层次Hi/mVi/KNDij(N/mm)Di1Vi1-1Mib1Miu53.61355.211571003167937.101.1350.3648.0885.4843.62109.311571316757.71.130.493.56114.318长春建筑学院毕业设计009555533.62690.611710023.63102.0115710015.13355.4102963031679316792722073.6684.9388.711.1351.1350.8680.460.500.64121.98152.87289.55143.20152.87162.87注：表中M量纲为KNm，V量纲为KN。M上=V(1-y)hM下=Vyh层梁端弯矩剪力及柱轴力计算边横梁走道梁柱轴力次lMbrMbLVblMbrMbLVb边柱N中柱N576.0370.028.417.3915.4615.463.39.37-17.39-8.024147.42133.038.433.3929.4029.403.317.82-50.78-23.593203.25193.918.447.2842.8542.853.325.97-98.06-44.902249.05225.108.456.4549.7549.753.330.15-154.51-71.201262.95258.198.462.0957.1557.153.334.64-216.60-98.65水平地震作用下框架的弯矩图、梁端剪力图及柱轴力图如下：19长春建筑学院毕业设计左震作用下框架弯矩图（kNm）左震作用下梁端剪力及柱轴力图20长春建筑学院毕业设计2.5.2横向风荷载作用下框架结构内力和侧移计算（1）.风荷载标准值风荷载标准值按式k=zzswo基本风压0=0.65kN/,根据荷载规范，s=0.8(迎风面)和s=-0.5（背风面）。C类地区，H/B=19.5/54.6=0.357，脉动影响系数=0.40.T1=0.52s,0T12=0.620.650.522=0.11kNS2/m2,=1.24,则Z=1+Z/Z=1+(1.240.40)/zHi/H任取轴线横向框架，其负载宽度为7.8m，则沿房屋高度的分布风荷载标准值q(z)=7.80.65zzs=5.07zzs根据各楼层标高处的高度Hi,查得z，代入上式可得各楼层标高处的q(z)次Hi/mHi/Hzzq1(z)/(k/m层沿房屋高度分布风荷载标准值)q2(z)/(kN/m)519.51.0000.831.5985.3803.362415.90.8150.761.5324.7222.952312.30.6310.741.4234.2712.66928.70.4460.741.2993.8992.43715.10.2620.741.1763.5302.206根据荷载规范，该建筑高度H=19.5m30m,H/B=19.5/20.1,=0.971.5,故不考虑风压脉动的影响。按静力等效原理将分布风荷载转化为节点集中荷载，Fwi=zzswoB(H下/2+H上/2)F5=（5.051+5.380）3.60.50.5+(3.157+3.362)3.60.50.5=15.26kNF4=(5.051+4.722)3.60.50.5+(4.497+4.722)3.60.50.5+(3.157+2.95203.60.50.5+（2.952+2.811）3.60.50.521长春建筑学院毕业设计=27.78kNF3=(4.271+4.497)3.60.50.5+(4.085+4.271)3.60.50.5+(2.669+2.811)3.60.50.5+(2.553+2.669)3.60.50.5=25.04kNF2=(3.899+4.085)3.60.50.5+(3.715+3.899)3.60.50.5+(2.437+2.553)3.60.50.5+(2.322+2.437)3.60.50.5=22.81kNF1=(3.530+3.715)3.60.50.5+3.5305.10.5+(2.206+2.322)3.60.50.5+2.2065.10.5=25.22kN层次Fi/KNVi/KNDij（2）风荷载作用下的水平位移验算风荷载作用下框架层间剪力及侧移计算(N/mm)ui/mmui/mmqe=Duihi125.22116.111054201.101.101/4636222.8190.891188340.761.861/4737325.0468.081188340.572.431/6316427.7843.041188340.362.791/10000515.2615.261188340.132.921/27692由上表可见，最大层间弹性位移角发生在第一层，其值为1/46361/550，故满足要求（3）风荷载作用下框架内力计算22长春建筑学院毕业设计取轴一榀横向框架计算各层柱端弯矩及剪力计算（边柱）Ky层次Hi/mVi/KNDij(N/mm)Di1Vi1-1Mib1Miu83.560.9353.615.26118834277300.354.498.3343.643.0411883433.668.0811883423.690.8911883415.1116.111054202773827738277382549010.0515.8921.2228.070.9300.9300.9300.7110.4014.4721.710.4525.7431.460.4635.1441.250.6795.9247.24各层柱端弯矩及剪力计算（中柱）Ky层次Hi/mVi/KNDij(N/mm)Di1Vi1-1Mib1Miu94.071.1353.615.26118834316750.365.279.3843.643.0411883433.668.0811883423.690.8911883415.1116.111054203167931679316792722011.4718.1524.2329.981.1351.1351.1350.8680.4116.9324.360.4630.0635.280.5043.6143.610.6396.3356.57注：表中M量纲为KNm，V量纲为KN。M上=V(1-y)h23M下=Vyh层长春建筑学院毕业设计梁端弯矩剪力及柱轴力计算边横梁走道梁柱轴力次lMbrMbLVblMbrMbLVb边柱N中柱N58.337.698.41.911691.693.31.02-1.91-0.89426.2324.308.46.025.335.333.33.23-7.93-3.68345.9342.818.410.569.409.403.35.70-18.49-8.54266.9960.418.415.1713.2613.263.38.04-33.66-15.67182.3882.158.419.5918.0318.033.310.93-53.25-24.3324长春建筑学院毕业设计左风作用下框架弯矩图（kNm）25长春建筑学院毕业设计左风作用下梁端剪力及柱轴力图（kN）26长春建筑学院毕业设计2.6竖向荷载作用下框架结构的内力计算2.6.1计算单元取2轴线横向框架进行计算，计算单元宽度为7.8m，如下图所示。直接传给该框架的楼面荷载如图中水平阴影部分，计算单元范围内的其余楼面荷载则通过次梁和纵梁以集中力的形式传给横向框架，作用于各节点上，由于纵向框架梁的中线与柱的中心线不重合，因此在该框架上还作用有集中力矩。横向框架计算单元2.6.2荷载计算(1）恒载计算在下图中，q1、q1分别代表横梁和中横梁自重，为均为均布荷载形式，对于五层：q1=6.891KN/m，q1=2.1KN/mq2和q2为屋面传给横梁的梯形荷载和三角形荷载，由几何关系