土木工程本科毕业设计--教学办公楼.doc

1 设计资料 (1)工程名称：山东省某职专教学办公楼。(2)工程概况：建筑总高15.6米，共4层，每层层高3.6米，室内外高差0.30米，具体情况参见图1。(3)基本风压：0.85KN/m2，地面粗造程度为A类。(4)基本雪压：0.55KN/m2(5)抗震设防烈度：7度设防2 结构选型与布置2.1结构选型为了使结构的整体刚度较好，梁柱、楼面、屋面、楼梯等均采用现浇结构，基础为柱下独立基础。2.2结构布置本设计为双向梁柱抗侧力体系，柱距见图1（详见建筑图）。根据结构布置，板厚，本建筑由于楼面活荷载不大，为减轻结构自重，节省材料，楼面板、屋面板的厚度均取为120mm。3 结构计算简图及梁柱线刚度计算3.1 梁、柱截面尺寸估算3.1.1 梁截面尺寸估算框架梁截面高度，次梁截面高度，梁截面宽度，本结构中取：框架梁： h=800mm b=300mm次梁： h=500mm b=250mm连系梁： h=450 b=2003.1.2柱截面尺寸估算柱截面尺寸根据公式估算，仅估算底层柱。该框架结构抗震设防七度，建筑高度15.6m24m，因此为二级抗震，其轴压比限值=0.80。各层重力荷载代表值近似取=18 KN/m2，边柱和中柱负荷面积分别为8.74.05 m2 ，8.75.25m2层数n=4，C30混凝土 ，=14.3Mpa因此 边柱 中柱取柱截面为正方形，则边柱、中柱截面分别为456mm456mm,490 mm490mm，考虑到施工、计算简便以及安全因素，各柱截面尺寸从底层到顶层均取为500 mm 500mm。3.2 确定框架计算简图3.2.1 选取计算单元选取轴线的一榀框架进行计算，其余框架可参照此框架进行配筋。3.2.2 梁柱线刚度计算各跨梁的线刚度计算见表1 。各层柱线刚度计算见表 2。令，则其余各杆件的相对线刚度为：表1 梁线刚度的计算类别ECbhI0LECI0/L1.5ECI0/L2ECI0/L(N/mm2)(mmmm)(mm4)(mm)(Nmm)(Nmm)(Nmm)边横梁AB3.01043008004.500010978002.7510104.57510106.51010边横梁BC3.01042504001.333310924001.5810102.5210103.361010表2 柱线刚度计算的计算层次ECbhI0hECI0/h(N/mm2)(mmmm)(mm4)(mm)(Nmm)13.01045005005.208310948003.051510102-43.01045005005.208310939004.62861010框架结构的相对线刚度如图2所示,作为以下计算的依据。3.2.3 确定结构计算简图（KJ-6）图2 计算简图4 荷载计算4.1 恒载标准值计算4.1.1 屋面20mm水泥砂浆找平层 0.0220=0.4 KN/m2结构层：120厚现浇钢筋混凝土板 0.1225 =3 KN/m2 抹灰层：12厚板地抹灰 0.01220=0.24 KN/m2合计 3.64KN/m24.1.2 各层楼面25mm水泥砂浆面层 0.2520=0.5 KN/m2结构层：120厚现浇钢筋混凝土板 0.1225 =2.75 KN/m2抹灰层：12厚板底抹灰 0.01220=0.24KN/m2合计 3.74 KN/m24.1.3 梁自重bh=800 mm 300 mm梁自重 250.3（0.80-0.12）=5.1 KN/m抹灰层：98ZJ001顶212厚粉刷石膏砂浆 0.122（0.80-0.12+0.3）=0.2352KN/m合计 5.335 KN/mbh=250 mm 500 mm梁自重 250.25（0.50-0.12）=2.375 KN/m抹灰层：98ZJ001顶212厚粉刷石膏砂浆 0.122（0.50-0.12+0.25）=0.1512KN/m合计 2.5262 KN/m4.1.5 柱自重bh=500 mm500 mm柱自重 250.500.50=6.25 KN/m抹灰层：98ZJ001内墙2 0.020. 5417=0.68 KN/m合计 6.93 KN/m4.1.6墙自重标准层200厚灰砖墙 1820厚水泥粉刷墙面 17（3.6-0.65）0.022=2.006 KN/m合计 12.626 KN/m 底层200厚灰砂砖 18（4.5-0.65）0.2=13.68 KN/m20水泥粉刷墙面 17（4.5-0.65）0.022=2.584 KN/m合计 16.264KN/m女儿墙自重（100mm混凝土压顶20厚水泥砂浆外墙面）墙高1100mm 0.21.118+0.20.125+（1.22+0.2）0.0220=5.5 KN/m4.2 活荷载标准值计算4.2.1 屋面和楼面活荷载标准值上人屋面 2.0 KN/m2楼面 教室 2.0 KN/m2走廊 2.5 KN/m24.2.2 风、雪荷载标准值风压：0.85KN/m2雪压：0.55KN/m2屋面活荷载和雪荷载不同时考虑，两者中取大值。4.3 竖向荷载下框架受荷总图AB梁上所承担的板的2，按双向板设计，BC梁上的板的，按双向板设计。本结构楼面荷载的传递示意图见图3。4.3.1B-C轴间框架梁屋面板传荷载：图3 板传荷载示意图恒载 3.641.3525/8=6.1425 KN/m 活载 2.01.3525/8=3.375KN/m 雪载 0.551.3525/8=0.928KN/m 楼面板传给荷载：恒载 3.741.3525/8=6.311 KN/m 活载 2.51.3525/8=4.2188 KN/m梁自重标准值： 4.6386 KN/mBC轴间框架梁均布荷载为：屋面梁 恒载=梁自重+板传荷载=4.6386+6.1425=10.781 KN/m 活载=板传荷载=3.375 KN/m 雪载=板传荷载=0.928 KN/m楼面梁 恒载=梁自重+板传荷载=4.639+6.311=10.95KN/m 活载=板传荷载=4.2188 KN/m4.3.2 AB轴间框架梁屋面板传荷载：恒载 3.642.1752（1-2）=13.8503 KN/m活载 2.02.1752（1-2）=7.61 KN/m雪载 0.552.1752（1-2）=2.093 KN/m楼面板传荷载：恒载 3.742.1752（1-2）=14.23 KN/m活载 2.02.1752（1-2）=7.61 KN/m梁自重： 4.639 KN/m轴间框架梁均布荷载为：屋面梁 恒载=梁自重+板传荷载=4.639+13.8503=18.489 KN/m 活载=板传荷载=7.61KN/m 活载=板传荷载=2.093KN/m楼面梁 恒载=梁自重+板传荷载=4.639+14.23=18.869KN/m 活载=板传荷载=7.61 KN/m4.3.3A轴柱纵向集中荷载的计算 顶层柱顶层柱恒载=女儿墙自重+梁自重+板传荷载5.59+4.639（9-0.55）+3.642.1754.3525/8+3.62.175 （1-2）7.8+2.98057.8/42 = 289.365KN 顶层柱活载=板传荷载=0.53.695/8+0.71747.8 =16.56 KN雪载时顶层柱活载=板传荷载=0.7179 =6.453 KN标准层柱恒载=墙自重+梁自重+板传荷载 =278.385 KN 标准层柱活载=板传荷载=5.7399.0 =51.651 KN基础顶面恒载=基础梁自重+底层墙自重 =2.5（9.0-0.55）+16.264（9.0-0.55） =100.93 KN4.3.4 B轴柱纵向集中荷载的计算顶层柱恒载=梁自重+板传荷载 =4.639（9.0-0.55）+3.392.1754.3525/8+3.391.350.96469.0+2.986/2 =129.42KN 顶层柱活载=板传活载=2.02.1754.3525/8+2.01.350.96469.0 =46.312 KN雪载时顶层柱活载=板传活载=0.552.1754.3525/8+0.21.350.96468.7 =12.735 KN标准层柱恒载=梁自重+板传荷载+墙自重 =4.639（8.7-0.55）+2.98056/2+3.491.350.96468.7+3.492.1754.3525/8+13.696（8.7-0.55）+13.6966/4 =259.729KN 标准层柱活载=板传活载=2.02.1754.3525/8+2.01.350.96468.7 =46.312 KN基础顶面恒载=墙自重+基础梁自重 =2.5（8.7-0.55）+16.264（8.7-0.55）+16.2646/4 =177.32 KN4.3.5 C轴柱纵向集中荷载的计算顶层柱荷载=女儿墙自重+梁自重+板传荷载=5.58.7+4.639（8.7-0.55）+3.391.350.96468.7=124.064 KN顶层柱活载=板传荷载=2.01.350.96468.7=22.685KN雪荷载顶层柱荷载=板传活载=0.22658标准层恒载=墙自重+梁自重+板传荷载=13.696（8.7-0.55）+3.305（8.7-0.55）+3.491.350.96468.7=178.097KN标准层活载=板传活载=2.51.350.96468.7=28.323KN基础顶面恒载=墙自重+基础梁自重16.264（8.7-0.55）+2.5（8.7-0.55）=152.926KN4.4风荷载计算风压标准值计算公式为因结构高度，可取；对于矩形平面；可查建筑结构荷载规范。将风荷载换算成作用于框架每层节点上的集中荷载，计算过程如表2.1所示。表中为框架节点至室外地面的高度，为一品框架各层节点的受风面积，计算结果如图2.5所示。表 2.1 风荷载计算层次41.0 1.3 14.7 1.066 0.8519.89 13.7931.0 1.3 11.1 1.015 0.85 23.87 15.747 21.0 1.3 7.5 1.00 0.85 23.87 15.51 11.0 1.3 3.91.00 0.85 24.87 16.16 风荷载计算简图4.4.2 框架柱抗侧刚度D 4.4.2.1 横向D值计算各层柱的D值及总D值见表3表4。表 3 横向24层中框架D值计算构件名称A轴柱0.46116352B轴柱0.58718173C轴柱0.659687=16352+18173+9687=44212表5 横向底层框架D值计算构件名称A轴柱0.3925878B轴柱0.3516112C轴柱0.1662589=5878+6112+2589=145795 内力计算5.1 恒荷载作用下框架的内力图5 恒载示意图（kNm）5.1.1 固端弯矩计算 将框架梁视为两端固定梁计算固端弯矩，计算结果如下屋面：KNm KNm KNm MBC=-3.66 KNm楼面：KNm MBA =97.98KNm =-5.01 KNm MCB=5.01 KNm 顶层上柱顶上柱底下柱顶下柱底右梁左梁上柱顶上柱底下柱顶下柱底右梁左梁上柱顶上柱底下柱顶下柱底分配系数0.460.460.450.30.440.560.44弯矩值-193178.1-5.555.55分配65.26105-106-65.86-64.711.657.15传递38.89-5451.84-34.96.83-33.354.775再分配18.235.3-8.65-8.293-6.03传递10.55-4.219.15-3.5-2.517再分配1.632.781.40971.708传递0.851.4971.0050.854再分配-0.89-0.646-0.32传递-0.42最终结果109.6754.83-109.2156.3-85.36-43.68-69.78-12.3412.36.156标准层分配系数0.2840.2840.430.350.230.230.190.2860.3570.357弯矩值-128128.2-4.254.25分配36.4136.4155.4-53.1-34.9-34.88-28.82.90533.6263.626传递18.2118.21-2727.7-17.4-17.41.453-14.411.8131.813再分配7.5387.53811.5-0.51-0.33-0.334-0.28传递3.7693.7695.733-0.17-0.17再分配-2.01-1.32-1.319-1.09传递-1-0.66-0.66最终结果23.9844.9547.9527.98-87107.1-18.3-38.5-38.54-19.3-43-10.2532.8133.9264.6262.813底层分配系数0.3060.2290.470.3730.2460.1840.1970.3140.3920.294弯矩值-138138.2-5.254.25分配39.2429.3659.6-57.4-37.8-28.3-30.33.42184.2723.204传递19.6214.68-2929.81-18.9-14.11.711-15.152.1361.602再分配8.7766.56813.3传递4.3883.2846.668再分配-3.13-2.06-1.542-1.65传递-1.6-1.03-0.77再分配0.4780.3580.73传递0.2390.179最后弯矩26.2446.4938.2919.14-97104.2-27.9-42.2-32.74-16.9-34.5-7.4763.1364.2523.2341.422 图7 恒载作用下力矩分配法计算 （KNm）图8 恒载作用下产生的M图（KNm）表12 恒载标准值作用下AB跨梁端剪力计算层q (kN/m) (m) (kN) (kN)（KN） (KN)434.237.8132.546.24128.33-137.98326.437.8100.233.0898.665-102.34226.437.8100.233.0298.543-102.32126.437.8100.232.9897.452-103.95表13 恒载标准值作用下BC跨梁端剪力计算层q (kN/m) (m) (kN) (kN)（KN） (KN)411.582.413.897-32.6646.33418.42338.992.410.675-22.4532.56411.34228.992.410.675-23.4430.33210.44918.992.410.675-17.3429.043 8.776表14 恒载标准值作用下A柱剪力计算层 (m) (kN) (KN)43.637.438-37.43833.627.584-27.58423.627.413-27.41314.810.381-10.381表15 恒载标准值作用下B柱剪力计算层 (m) (kN) (KN)43.6-30.63730.63733.6-23.58623.58623.6-20.32320.32314.8-8.2928.292表16 恒载标准值作用下C柱剪力计算层 (m) (kN) (KN)43.66.352-6.35233.63.476-3.47623.63.728-3.72814.85.096-5.096图9 恒载作用下产生的N图（kN）5.2 活荷载作用下框架的内力框架活载：屋面处 qAB=7.61kN/m , qBC= 3.375 kN/m楼面处 qAB=7.61 kN/m , qBC =4.219kN/m5.2.1 固端弯矩计算将框架梁视为两端固定梁计算固端弯矩，计算结果如下屋面： KNm MBA=46.61 KNm KNmMCB=18.45 KNm 楼面： KNm MBA=41.61 KNm KNm MCB=5.23 KNm 图11 活载作用下力矩分配法计算（KNm）图10 活载作用下产生的M图（kNm）表17 活载标准值作用下AB跨梁端剪力计算层q (kN/m) (m) (kN) (kN)（KN）(KN)42.85347.810.4380.5512.378-12.058312.11367.843.0218.2434.513-55.795212.11367.843.0217.9034.753-55.653112.11367.843.0211.0450.963-46.943表18 活载标准值作用下BC跨梁端剪力计算层q (kN/m)(m)(kN)(kN)（KN）(KN)41.2752.41.578-3.744.0982.98734.2252.44.35-9.1512.214.09824.2252.44.35-9.2515.314.67214.2252.44.35-10.6317.695.570表20 活载标准值作用下B柱剪力计算层 (m) (kN) (KN)43.6-7.1367.13633.6-9.9689.96823.6-9.8909.89014.8-4.5624.562表21 活载标准值作用下C柱剪力计算层 (m) (kN) (KN)43.60.967-0.96733.61.233-1.23323.61.736-1.73614.80.971-0.971图11 活载作用下产生的V图（kN）表22 活载作用下柱轴力计算层A柱B柱C柱429.3427.6112.973173.492.6466.52252.47189.22123.691331.12234.56134.65图12 活载作用下产生的轴力图（kN）5.3 活荷载(屋面取雪载时)作用下框架的内力框架活载：屋面处 qAB=0.761kN/m , qBC= 0.338 kN/m楼面处 qAB=7.61 kN/m , qBC =4.219kN/m6 内力组合各种荷载情况下的框架内力求得后，根据最不利又是可能的原则进行内力组合。当考虑结构塑性内力重分布的有利影响时，应在内力组合之前对竖向荷载作用下的内力进行调幅。分别考虑恒载和活载由可变荷载效应控制的组合和由永久荷载效应控制的组合，并比较两种组合的内力，取最不利者。由于构件控制截面的内力值应取自支座边缘处，为此，在进行组合前，应先计算各控制截面的（支座边缘处）内力值。梁支座边缘处的内力值为：式中：支座边缘截面的弯矩标准值支座边缘截面的剪力标准值M梁柱中线交点处的弯矩标准值V与M相应的梁柱中线处的剪力标准值q梁单位长度的均布荷载标准值b梁端支座宽度（即柱截面高度）柱上端控制截面在上层的梁底，柱下端控制截面在下层的梁端，按轴线计算简图算得的柱段内力值宜换算到控制截面处的值，但为了简化起见，也可采用轴线处内力值，这样算得的钢筋用量比需要的钢筋用量略多一点。6.1 内力组合各种荷载确定以后，根据最不利又好似最可能的原则进行内力组合，本设计中考虑了六中组合。各层梁柱的内力组合见附表。6.1.1 梁的内力组合： 截面内力恒活风恒+活恒+活恒+风恒+0.9(活+风)1.2+1.41.35+0.981.2+1.41.2+1.41.2+1.26（+）1.2+1.26（+）四1M-84.349-9.6636.322 -6.322 -114.747 -123.341 -92.368 -110.070 -105.428 -121.360 V127.15510.378-1.428 1.428 167.115 181.830 150.587 154.585 163.863 167.462 2M151.8649.870.760 -0.760 196.055 214.689 183.301 181.173 195.631 193.715 V-6.03-0.36-1.428 1.428 -7.740 -8.493 -9.235 -5.237 -9.489 -5.890 3M131.34512.4774.813 -4.813 175.082 189.543 164.352 150.876 179.399 167.271 V-139.22-11.1-1.428 1.428 -182.595 -198.816 -169.057 -165.059 -182.841 -179.242 4M-62.07-6.1542.533 -2.533 -83.100 -89.825 -70.938 -78.030 -79.046 -85.430 V46.1844.093-2.856 2.856 61.151 66.360 51.422 59.419 56.979 64.177 5M-14.977-1.848-0.894 0.894 -20.560 -22.030 -19.224 -16.721 -21.427 -19.174 V32.33.08-2.856 2.856 43.072 46.623 34.762 42.758 39.042 46.239 6M-15.457-1.244.321 -4.321 -20.284 -22.082 -12.499 -24.598 -14.666 -25.555 V18.4162.067-2.856 2.856 24.993 26.887 18.101 26.098 21.105 28.302 三1M-97.882-38.1115.735 -15.735 -170.815 -169.490 -95.429 -139.487 -145.653 -185.306 V96.67135.113-3.672 3.672 165.163 164.917 110.864 121.146 155.621 164.874 2M82.88841.6111.416 -1.416 157.721 152.678 101.448 97.483 153.680 150.111 V-2.46-7.84-3.672 3.672 -13.928 -11.004 -8.093 2.189 -17.457 -8.204 3M121.00241.18212.904 -12.904 202.857 203.711 163.268 127.137 213.351 180.833 V-101.59-50.79-3.672 3.672 -193.019 -186.925 -127.050 -116.768 -190.535 -181.282 4M-38.968-14.576.792 -6.792 -67.153 -66.881 -37.253 -56.270 -56.556 -73.671 V32.89211.59-7.125 7.125 55.696 55.762 29.495 49.445 45.096 63.051 5M-5.874-3.084-1.758 1.758 -11.366 -10.952 -9.510 -4.588 -13.150 -8.720 V22.267.54-7.125 7.125 37.268 37.440 16.737 36.687 27.235 45.190 6M-14.462-3.53810.307 -10.307 -22.308 -22.991 -2.925 -31.784 -8.825 -34.799 V11.6283.49-7.125 7.125 18.840 19.118 3.979 23.929 9.374 27.329 二1M-93.942-40.0727.144 -27.144 -168.823 -166.086 -74.729 -150.732 -129.012 -197.415 V95.77135.253-6.813 6.813 164.279 163.839 105.387 124.463 150.760 167.928 2M87.25239.772.618 -2.618 160.380 156.765 108.368 101.037 158.111 151.514 V-2.86-7.7-6.813 6.813 -14.212 -11.407 -12.970 6.106 -21.718 -4.550 3M116.21456.6821.908 -21.908 218.809 212.435 170.128 108.786 238.478 183.270 V-101.49-7.7-6.813 6.813 -132.569 -144.559 -131.327 -112.251 -140.076 -122.907 4M-37.78515.4211.530 -11.530 -23.394 -35.493 -28.840 -61.124 -11.025 -40.081 V31.75212-11.884 11.884 54.902 54.625 21.465 54.740 38.249 68.196 5M-5.759-3.451-2.731 2.731 -11.742 -11.157 -10.734 -3.087 -14.700 -7.818 V21.127.95-11.884 11.884 36.474 34.303 8.706 41.982 20.387 50.335 6M-13.21-3.65816.991 -16.991 -20.973 -21.418 7.935 -39.639 0.948 -41.870 V10.4883.9-11.884 11.884 18.046 17.981 -4.042 29.223 2.526 32.473 一1M-83.942-42.9829.646 -29.646 -160.901 -155.441 -59.226 -112.235 -117.530 -192.238 V96.03141.963-7.973 7.973 173.985 170.766 104.075 126.399 158.065 178.157 2M98.25236.9292.618 -2.618 169.603 168.831 121.568 114.237 167.732 164.134 V-3.1-0.89-7.973 7.973 -5.106 -5.155 -14.882 7.442 -15.013 5.079 3M104.21450.6832.546 -32.546 196.009 190.355 170.621 79.492 229.922 147.906 V-102.23-43.94-7.873 7.973 -188.197 -181.076 -133.839 -111.515 -188.091 -167.999 4M-34.485-16.617.130 -17.130 -64.622 -62.823 -17.400 -65.364 -40.714 -83.882 V28.35212.65-13.834 13.834 51.732 52.672 14.655 53.390 32.531 67.392 5M-6.8433.8560.530 -0.530 -2.813 -5.459 -7.470 -8.954 -2.685 -4.021 V17.728.6-13.834 13.834 33.304 32.350 1.896 40.632 14.669 49.531 6M-8.042-4.02916.071 -16.071 -15.291 -14.805 12.849 -32.150 5.523 -34.976 V7.0884.55-13.834 13.834 14.876 14.028 -10.862 27.873 -3.192 31.669 6.1.2 柱内力组合：柱号截面内力恒活左风右风Nmax相应的MNmin相应的MMmax相应的N组合项目值组合项目值组合项目值A柱4M884.3499.663-6.3226.3221.35+0.98123.34 1.2+1.492.37 1.2+1.26(+)121.36 M748.26619.056-3.7993.79983.83 52.60 86.72 N-303.905-17.42.856-2.856-427.32 -360.69 -390.21 V-36.838-7.9782.814-2.814-57.55 -40.27 -57.80 3M648.26619.056-11.93611.9361.35+0.9883.83 1.2+1.441.21 1.2+1.26(+)96.97 M547.43520.033-9.7659.76583.67 43.25 94.47 N568.179-107.79.981-9.981661.50 695.79 533.54 V-26.584-10.8586.028-6.028-46.53 -23.46 -53.18 2M447.43520.033-17.37917.3791.35+0.9883.67 1.2+1.432.59 1.2+1.26(+)104.06 M348.01124.122-12.75312.75388.45 39.76 104.08 N-832.454-19821.865-21.865-1317.85 -968.33 -1275.97 V-26.513-12.2658.37-8.37-47.81 -20.10 -57.82 1M235.93118.857-16.89316.8931.35+0.9866.99 1.2+1.419.47 1.2+1.26(+)88.16 M111.9775.219-31.37331.37321.28 -29.55 60.48 N-1096.69-288.335.699-35.699-1763.07 -1266.05 -1724.27 V-9.981-5.01612.376-12.376-18.39 5.35 -33.89 B柱4M8-69.275-6.313-7.3467.3461.3