土木工程-毕业设计--大连市第二中学-计算书2

可编辑版/,恒载框架计算简图恒载作用下的框架内力图①由以上弯矩经过组合计算的各梁端弯矩为最终弯矩,各柱的最终弯矩为与各柱相连的两层计算弯矩叠加；若节点弯矩不平衡,可将节点不平衡弯矩再进行一次分配。②在内力与位移计算中,所有构件均可采用弹性刚度。在竖向荷载作用下可以考虑梁端塑性变形内力重分布而对梁端负弯矩进行调幅,调幅系数：0.8~0.9。③梁端负弯矩减小之后,应按平衡条件计算调幅后的跨中弯矩。梁的跨中正弯矩至少应取按简支梁计算的跨中弯矩之一半。如为均布荷载,则④竖向荷载产生的梁弯矩应进行调幅,再与风荷载与水平地震作用产生的弯矩进行组合,求出各控制截面的最大最小弯矩值。⑤当楼面活载大于时要考虑活荷载最不利布置,此框架结构均布荷载为,故不需要考虑最不利荷载位置。具体弯矩、剪力、轴力图如下所示。活载内力图计算方法与恒载作用类似,在此不多做敷述,其结果分别如下图。图2-16恒荷载作用下弯矩图图2-17恒荷载作用下剪力图图2-18恒荷载作用下轴力图图2-19活荷载作用下弯矩图图2-20活荷载作用下剪力图、图2-21活荷载作用下轴力图2.4横向水平荷载作用下框架结构荷载、内力和侧移计算横向风荷载作用下框架计算风荷载相关系数基本风压=0.65kN/㎡风阵系数：本设计高度不大于30m,高宽比小于1.5取=1.0风荷载体型系数:=0.8〔迎风面,=0.54〔背风面风压高度变化系数：按C类地区,查表《建筑结构荷载规范》〔GB50009—2001表得下表表2-3风压高度变化系数离地高度5.0010.0015.000.740.740.74计算风荷载据计算如下表表2-4风荷载计算参数层数HiMzβzWzFiF415.30.741.6261.0531.6831.68311.40.741.450.93426.0757.5727.80.741.2810.82623.0480.7914.20.741.0980.70823.04103.83对于一榀框架框架内力进行计算。框架在水平节点荷载作用下,采用D值法分析内力。根据各楼层剪力及柱的抗侧刚度可求得分配至各框架柱的剪力,根据与地震作用下内力分析的相同方法可求得柱得反弯点高度。由求得框架第i层的层间剪力后,i层j柱分配的剪力及该柱上、下端的弯矩和分别按下列各式计算：柱端剪力：下端弯矩：上端弯矩：上式中：计算结果风荷载作用下,一榀框架边柱柱端弯矩和剪力,由柱端剪力根据节点的弯矩平衡条件求得各梁端弯矩及梁端剪力,计算出的风荷载作用下的框架梁的弯矩M、剪力V以及柱的轴力N见下表。由此所绘M、N、V图。表2-5风荷载计算下弯矩、剪力、轴力层数柱编号ViKacDijVij4层A31.682.030.506517.5922455.589.19B31.684.720.709088.0112.82C31.682.250.536849.989.663层A57.751.820.487852.4328347.7816.00B57.754.350.6911290.4623.00C57.752.530.569204.8918.752层A80.791.820.487852.4328347.7822.38B80.794.350.6911290.4632.18C80.792.530.569204.8926.231层A103.832.380.664857.8415890.2731.74B103.834.690.785731.4737.45C103.833.310.725300.9734.64续表2-5层数柱编号yMij〔柱下Mij〔柱上kNmVb/kNN/kN4层A0.4014.3421.52Ma21.52-4.40-4.40B0.4522.5027.50Mb<左11.51-2.68Mb<右15.99-7.08C0.4115.4522.24Mc22.247.083层A0.4525.9231.67Ma46.02-8.45-12.85B0.5041.4041.40Mb<左17.33-8.05Mb<右24.07-13.82C0.4832.4035.10Mc50.5620.902层A0.4939.4841.09Ma67.00-12.17-25.02B0.5057.9257.92Mb<左24.25-16.86Mb<右33.67-20.98C0.5047.2247.22Mc79.6241.881层A0.5582.0567.13Ma106.61-18.64-43.65B0.5596.8179.21Mb<左33.16-29.07Mb<右46.05-30.84C0.5589.5473.26Mc120.4872.72续表2-5层数柱编号Mij〔柱下Mij〔柱上柱的剪力4层A14.3421.52-10.87B22.527.5-15.15C15.4522.24-11.423层A25.9231.67-17.45B41.441.4-25.09C32.435.1-20.452层A39.4841.09-24.42B57.9257.92-35.10C47.2247.22-28.621层A82.0567.13-45.21B96.8179.21-53.34C89.5473.26-49.33根据表中的计算结果,可得出框架结构的弯矩,剪力,轴力图如下：图2-22风荷载弯矩图图2-23风荷载剪力图图2-24风荷载轴力图横向地震作用下框架计算重力荷载代表值计算重力荷载代表值是指结构和构配件自重标准值和各可变荷载组合值之和,是表示地震发生时根据遇合概率确定的"有效重力"。顶层重力荷载代表值：屋面恒载,纵、横梁自重,半层柱自重,半层墙自重,女儿墙自重,50%屋面均布活荷载。其它层重力荷载代表值：楼面恒载,50%楼面均布活荷载,纵、横梁自重,楼面上下各半层柱自重及纵横墙体自重。计算得各层的重力荷载代表值为：〔1底层：=8400kN〔22层：kN〔33层：7300kN〔44层：7800kN建筑物总重力荷载代表值：kN图2-25结构重力荷载代表值本设计抗震设防烈度为8度,设计地震分组为第一组,场地类别为II类场地,依次查得：水平地震影响系数最大值,特征周期值,取阻尼比。结构总得重力荷载代表值：结构等效重力荷载代表值：则其中：即因,故应考虑顶点附加地震作用：地震作用沿高度分布具有一定的规律性。假定加速度沿高度的分布为底部为零的倒三角形。对一般层,这种分布基本符合实际,但对结构上部,水平作用小于按时程分析法和振型分解法求得的结果,特别对周期较长的结构相差更大,地震的宏观震害也表明,结构上部往往震害严重。因此引入,即顶部附加的影响,且使修正后的剪力分布与实际更加吻合。由于本设计中有突出屋面的小塔楼,因此由于考虑鞭梢效应,通常将按顶部剪力法计算分配给小塔楼质点上的等效地震力加大,抗震规范规定放大系数取了增大的地震作用离用于设计其自身以及与其相连接的结构构件,附加应力加到主体结构顶部。质点的水平地震作用:式中：为质点的水平地震作用标准值；系数用于反映结构高振型的影响。主体结构顶层附加水平地震作用标准值由上可得,各层横向地震作用及楼层地震剪力计算见下表表2-6各层横向地震作用及楼层地震剪力Gih〔mHi<m>GiHi〔kN.m>Fi<kN>Vi4层8400.0003.90015.800132720.0000.416449.024449.0243层7500.0003.60011.90089250.0000.280301.955750.9792层7300.0003.6008.30060590.0000.190204.991955.9701层7800.0004.7004.70036660.0000.115124.0301080.00319220.000由上表能得出一榀框架各质点水平地震作用及楼层地震剪力沿房屋高度的分布图图2-26水平地震作用分布<单位：kN>图2-27层间剪力分布<单位：kN>水平地震作用下的位移验算水平地震作用下框架结构得层间位移和顶点位移计算得出结果其详细计算过程详见表2-7,表中还计算了各层的层间弹性位移角:。由表2-7知,最大层间弹性位移角发生在第一层,其值为<满足要求>其中,为钢筋混凝土框架弹性层间位移角限制.表给出横向水层平地震作用下的位移验算过程,其中为各层的层间弹性位移角。表2-7水平地震作用下的位移层ViDiUihi4层449.02449.89222455.582.69416.3223900.0001/15683层750.97983.44228347.783.02413.6283600.0001/11592层955.970106.21928347.783.2610.6043600.0001/11441层1080.000120.00015890.277.3447.3444700.0001/870由表可见,最大层间弹性位移角发生在第1层,其值为1/870＜1/550满足要求。横向框架侧移刚度D值计算地震作用是根据各个受力构件得抗侧刚度来分配的,同时,若用顶点位移法求构件的自重周期时也要用到结构的抗侧刚度,为此先计算各楼层的抗侧刚度。〔1框架柱侧移刚度计算①中间层1边柱A2中柱B3边柱C②首层1边柱A2中柱B3边柱C水平地震作用下框架内力计算水平地震作用下的内力采用D值法。梁端弯矩剪力及柱轴力发别按下式计算：梁端弯矩：梁端剪力：柱轴力：具体计算结果如下表表2-8水平地震作用下框架内力层数柱编号ViKacDijVijy4层A56.12.030.506517.5922455.5816.280.40B56.14.720.709088.0122.700.45C56.12.250.536849.9817.110.413层A93.91.820.487852.4328347.7826.010.45B93.94.350.6911290.4637.400.50C93.92.530.569204.8930.490.482层A119.51.820.487852.4328347.7833.100.49B119.54.350.6911290.4647.590.50C119.52.530.569204.8938.800.501层A1352.380.664857.8415890.2741.270.55B1354.690.785731.4748.690.55C1353.310.725300.9745.040.55续表2-8层数柱编号Mij〔柱下Mij〔柱上kNmVb/kNN/kN4层A25.4038.10Ma38.10-7.80-7.80B39.8548.70Mb<左20.39-4.74Mb<右28.31-12.54C27.3639.38Mc39.3812.543层A42.1451.50Ma76.90-14.01-21.81B67.3267.32Mb<左28.18-13.61Mb<右39.14-22.89C52.6957.08Mc84.4435.422层A58.3960.78Ma102.91-18.50-40.31B85.6785.67Mb<左35.86-27.02Mb<右49.81-31.92C69.8569.85Mc122.5367.341层A106.6987.29Ma145.68-25.17-65.48B125.87102.99Mb<左43.11-43.51Mb<右59.88-41.66C116.4295.25Mc165.10109.00续表2-8层数柱编号Mij〔柱下Mij〔柱上柱的剪力4层A88.02132.03-66.68B138.08168.76-92.98C94.82136.45-70.083层A146.11178.58-98.39B233.43233.43-141.47C182.7197.92-115.342层A202.49210.75-125.22B297.09297.09-180.05C242.21242.21-146.791层A370.55303.18-204.16B437.2357.71-240.88C404.36330.84-222.79得地震作用下的框架弯矩、剪力、轴力图如下：图2-28地震作用弯矩图图2-29地震作用剪力图图2-30地震作用轴力图2.6内力组合内力组合要求控制截面梁：左右支座处和跨中最大弯矩处截面。柱：柱上、下端截面。截面承载力设计要求高层混凝土高层建筑结构构件承载力应按下列公式计算：非抗震设计：;抗震设计：其中,——结构重要性系数,按荷载规范取＝1.0——荷载效应组合设计值——结构构件承载力设计值——承载力抗震调整系数梁受弯时＝0.75,受剪时＝0.85;柱受弯时当轴压比不小于0.15取＝0.8,当轴压比小于0.15取＝0.75,受剪时＝0.85.内力组合,即组合一：1.2恒载+1.4活载组合二：1.2恒载+0.9×〔1.4活载+1.4风载,组合三：1.35恒+1.4×〔0.7活载+0.6风载,组合四：1.2×〔恒载+0.5活载+1.3地震。式中,两列中的梁端弯矩M为经过调幅后的弯矩〔调整系数为0.8,跨中弯矩有调幅后的梁端弯矩根据内力平衡求得。柱端组合要考虑以下几种情况：及其相应N、V；及其相应M、V；及其相应M、V.框架梁内力组合表2-9框架梁内力组合计算表层数跨粱截面内力荷载类别恒载活载左风荷载右风荷载左地震荷载右地震荷载4层AB跨AM-42.200-4.20021.520-21.52038.100-38.100V90.6005.900-4.4004.400-7.8007.800跨中M113.8005.8005.005-5.0058.855-8.855B左M117.1007.40011.510-11.51020.390-20.390V-115.700-7.000-4.4004.400-7.8007.800BC跨B右M-102.200-5.80015.990-15.99028.310-28.310V10.2005.300-7.0807.080-12.54012.540跨中M43.2002.300-3.2153.215-5.5355.535CM9.3000.80022.420-22.42039.380-39.380V-51.800-3.000-7.0807.080-12.54012.5403层AB跨AM-62.200-17.30046.020-46.02076.900-76.900V87.40026.400-8.4508.450-14.01014.010跨中M95.00029.70014.345-14.34524.360-24.360B左M97.80031.10017.330-17.33028.180-28.180V99.300-31.000-8.4508.450-14.01014.010BC跨B右M-68.200-24.20024.070-24.07039.140-39.140V57.60023.100-13.82013.820-22.89022.890跨中M20.80010.800-13.24513.245-22.65022.650CM8.2004.10050.560-50.56084.440-84.440V-29.800-13.800-13.82013.820-22.89022.8901层AB跨AM-55.400-16.600106.610-106.610145.680-145.680V86.50026.300-18.64018.640-25.17025.170跨中M99.20030.10036.725-36.72551.285-51.285B左M96.20031.00033.160-33.16043.110-43.110V-100.200-31.100-18.64018.640-25.17025.170BC跨B右M-70.200-24.40040.050-40.05059.880-59.880V58.50023.200-30.84030.840-41.66041.660跨中M20.80010.700-40.21540.215-52.61052.610CM6.2004.000120.480-120.480165.100-165.100V-28.900-13.700-30.84030.840-41.66041.660续表2-9内力组合①左②右②左③右③左④右④-56.520-28.817-83.047-43.009-79.163-3.630-102.690116.980110.610121.698124.396131.788102.120122.400144.680150.174137.562163.518155.110151.552128.529150.880164.347135.341175.005155.669171.467118.453-148.640-153.204-142.116-166.751-159.359-153.180-132.900-130.760-109.801-150.095-130.222-157.086-89.317-162.92319.6609.99727.83913.01724.911-0.88231.72255.06050.68758.78957.87363.27546.02560.41612.28040.417-16.08132.172-5.49462.834-39.554-66.360-74.861-57.019-78.817-66.923-80.262-47.658-98.860-38.453-154.423-62.267-139.58114.950-184.990141.840127.497148.791136.764150.960102.507138.933155.580169.497133.347169.406145.306163.488100.152160.900178.382134.710177.065147.951172.65499.38675.76069.45390.74796.577110.77382.347118.773-115.720-82.004-142.660-95.567-136.005-45.478-147.242101.46080.813115.63988.789112.00753.223112.73740.08021.87955.25727.53849.7901.99560.88515.58078.712-48.70057.558-27.382122.072-97.472-55.080-70.561-35.735-65.363-42.145-73.797-14.283-89.72046.933-221.725-1.506-180.610112.944-265.824140.620113.452160.424126.891158.20786.859152.301161.180203.240110.693194.267132.569203.77170.430158.840196.282112.718188.104132.396190.08377.997-163.780-182.912-135.940-181.406-150.090-171.621-106.179-118.400-64.521-165.447-85.040-152.324-21.036-176.724102.68060.574138.29075.805127.61729.962138.27839.940-12.22989.1134.78572.347-37.01399.77313.040164.285-139.325113.493-88.913224.470-204.790-53.860-90.800-13.084-78.347-26.535-97.05811.258框架柱内力组合一层框架柱表2-10一层框架柱内力组合计算表一层柱内力组合层内荷载类别数力恒荷载活荷载左风右风左地震荷载右地震荷载荷载荷载AM上26.7008.000-67.13067.130-87.29087.290M下14.6004.400-82.05082.050-106.690106.690N上1117.000204.240-43.65043.650-65.48065.480N下1117.000204.240-43.65043.650-65.48065.480V8.8002.60045.210-38.251204.160-204.160BM上-12.800-3.100-79.21079.210-102.990102.990M下-6.800-1.700-96.81096.810-125.870125.870N上1591.800407.33029.070-29.07043.510-43.510N下1591.800407.33029.070-29.07043.510-43.510V-4.200-1.00053.340-45.133240.880-240.880CM上-3.000-1.900-73.29073.290-95.25095.250M下-1.600-1.000-89.54089.540-116.420116.420N上790.800158.70072.720-72.720109.000-109.000N下790.800158.70072.720-72.720109.000-109.000V-1.000-0.60049.330-41.751222.790-222.790续表2-10内力组合①左②右②左③右③左④右④43.240-42.464126.704-12.504100.274-76.637150.31723.680-80.319126.447-44.90092.944-118.537158.8571626.3361542.7431652.7411671.4391744.7711377.8201548.0681626.3361542.7431652.7411671.4391744.7711377.8201548.06814.20070.801-34.36152.404-17.703277.528-253.288-19.700-119.07180.539-86.85446.218-151.107116.667-10.540-132.283111.679-92.16670.474-172.811154.4512480.4222460.0242386.7682572.5322523.6952211.1212097.9952480.4222460.0242386.7682572.5322523.6952211.1212097.995-6.44060.908-63.16838.156-44.562307.504-318.784-6.260-98.33986.351-67.47655.652-128.565119.085-3.320-116.000109.640-78.35472.074-153.866148.8261171.1401240.5491057.2951284.1911162.0211185.880902.4801171.1401240.5491057.2951284.1911162.0211185.880902.480-2.04060.200-54.56339.499-37.009288.067-291.187三层柱内力组合表2-11三层柱内力组合计算表三层柱内力组合层内荷载类别数力恒荷载活荷载左风右风左地震荷载右地震荷载荷载荷载AM上37.30012.100-31.64031.640-51.50051.500M下38.30011.500-25.92025.920-42.14042.140N上564.50078.080-12.85012.850-21.81021.810N下564.50078.080-12.85012.850-21.81021.810V-8.800-6.6007.450-7.45098.390-98.390BM上-19.100-5.100-41.40041.400-67.32067.320M下-18.900-4.700-41.40041.400-67.32067.320N上855.600154.8908.050-8.05013.670-13.670N下855.600154.8908.050-8.05013.670-13.670V10.6002.70025.090-25.090141.470-141.470CM上-4.100-2.900-35.10035.100-57.08057.080M下-4.500-2.800-32.40032.400-52.69052.690N上406.50059.82020.900-20.90035.420-35.420N下406.50059.82020.900-20.90035.420-35.420V2.4001.60020.450-20.450115.340-115.340续表2-11内力组合①左②右②左③右③左④右④61.70020.14099.87235.63588.791-14.930118.97062.06027.79193.10941.20284.748-1.922107.642786.712759.590791.972827.799849.387695.895752.601786.712759.590791.972827.799849.387695.895752.601-19.800-9.489-28.263-12.090-24.606113.387-142.427-30.060-81.51022.818-65.5593.993-113.49661.536-29.260-80.76623.562-64.8974.655-113.01662.0161243.561232.0241211.7381313.6141300.0901137.4251101.8831243.561232.0241211.7381313.6141300.0901137.4251101.88316.50047.735-15.49138.032-4.120198.251-169.571-8.980-52.80035.652-37.86121.107-80.86467.544-9.320-49.75231.896-36.03518.397-75.57761.417571.548589.507536.839624.955589.843569.738477.646571.548589.507536.839624.955589.843569.738477.6465.12030.663-20.87121.986-12.370153.782-146.102注：加下划线的为内力控制值2.8截面设计板的设计各个区隔板弯矩布置：板区格分类图图2-31板区格分类图荷载计算活载教室板走廊板洗手间恒载教室板走廊板洗手间合计：教室板7.3kN/走廊板8kN/洗手间8.6kN/2、B1板计算区格板B1:三边连续一边简支。图2-32、B1板计算简图标准层楼面12厚人造XX石板面层0.012×28=0.336kN/20厚1：2水泥找平层20×0.02=0.4KN/100厚砼板：0.10×25=2.5kN/20厚板底抹灰：17×0.02=0.34kN/10厚混合砂浆刮大白17×0.01=0.17KN/mkN/m活载：2.0KN/㎡P=g+q=1.4×2+1.2×3.75=7.3KN/n=lx/ly=3750/7500=0.5α=7,β=2采用弯起式配筋,跨中钢筋在距支座lox/4处弯起一半,故得跨内及支座塑性铰线上的总弯矩为：Mx=〔loy-1/4lox>mx×0.25>mx=6.56mxKN·mMy=3/4αloxmx=0.75×7×3.75mx=19.7mxKN·mMx'=Mx''=βloymx=2×7.50×mx=15mxKN·mMy'=My''=βloxmx=2×3.75×mx=7.5mxKN·m带入基本公式计算得到mx=1.65my＝αmx＝11.55KN·mmx’＝mx’’＝βloym=24.75KN·mmy’=βloxm=12.37KN·mmy’’＝0求所有弯矩和配筋<1>跨中:[水平][竖向]弯矩<kN.m>:3.4080.852配筋<mm2>:215215配筋率<%>:0.2150.215选筋:8@2008@200实配<mm2>:251251<2>四边:[上][下][左][右]弯矩<kN.m>:1.7040.0006.8166.816配筋<mm2>:2150267267配筋率<%>:0.2150.0000.2670.267选筋：8@2008@2008@1808@180实配<mm2>:2512512792793、B2板计算同理,B2的支座条件相同,参数如下恒载：3.75KN/㎡活载：2.5KN/㎡图2-33、B2板计算简图P=g+q=1.4×2.5+1.2×3.75=8KN/㎡n=lx/ly=4000/5400=0.74α=0.7,β=2计算得到mx＝0.7KN·mmy＝αmx＝0.49KN·mmx’＝mx’’＝βmx＝1.4KN·mmy’＝my’’＝βmy＝0.96KN·m求所有弯矩和配筋<1>跨中:[水平][竖向]弯矩<kN.m>:3.2501.788配筋<mm2>:215215配筋率<%>:0.2150.215选筋:8@2008@200实配<mm2>:251251<2>四边:[上][下][左][右]弯矩<kN.m>:0.0003.5756.5016.501配筋<mm2>:0215255255配筋率<%>:0.0000.2150.2550.255选筋:8@2008@2008@1808@180实配<mm2>：2512512792794、B3板计算同理,B3的支座条件相同,参数如下恒载：4.25㎡活载：2.5KN/㎡图2-34、B3板计算简图P=g+q=1.4×2.5+1.2×3.75=8.6KN·mn=lx/ly=3300/6300=0.52α=0.7,β=2计算得到mx＝0.7KN·mmy＝αmx＝0.49KN·mmx’＝mx’’＝βmx＝1.4KN·mmy’＝my’’＝βmy＝0.96KN·m求所有弯矩和配筋<1>跨中:[水平][竖向]弯矩<kN.m>:4.5341.319配筋<mm2>:215215配筋率<%>:0.2150.215选筋:8@2008@200实配<mm2>:251251<2>四边:[上][下][左][右]弯矩<kN.m>:2.6380.0000.0009.068配筋<mm2>:21500356配筋率<%>:0.2150.0000.0000.356选筋:8@2008@2008@2008@150实配<mm2>:2512512513595、B4板计算同理,B4按单向板设计,设计参数如下：恒载：3.75KN/㎡活载：2.5KN/㎡图2-35、B4板计算简图P=g+q=1.4×2.5+1.2×3.75=8KN/㎡m=跨中支座弯矩<kN.m>:2.434.86配筋<mm2>:1082