建筑抗震课程设计..doc

目录一、工程概况11.结构方案12.结构布置及梁柱截面及板厚确定1二、重力荷载代表值的计算21.楼面荷载标准值22.屋面荷载标准值：3三、结构自震周期计算31.横梁线刚度的计算：32.柱线刚度的计算：4四、水平地震作用计算51.计算水平地震影响系数52.结构总的水平地震作用标准值5五、多遇水平地震作用下的位移验算5六、水平地震作用下框架内力计算61.框架柱端剪力及弯矩62.梁端弯矩、剪力及柱轴力6七、竖向荷载作用框架内力分析91.梁的相对转动刚度92.连续梁荷载和弯矩计算93.采用弯矩二次分配法104.框架梁、柱的弯、剪、轴计算：12八、内力组合15九、设计体会及今后的改进意见19十、参考文献20I一、工程概况1.结构方案 设计五层办公楼，混凝土的重度为，墙体面荷载为楼面活荷载为。走廊、楼梯活荷载均为，屋面雪荷载为；设防烈度为8度，地面加速度为0.20g,场地类别为类，地震分组为一组。2.结构布置及梁柱截面及板厚确定2.1结构布置见图12.2各梁柱截面尺寸：（1）梁的尺寸（2）板的尺寸（3）柱的尺寸采用底层柱轴力估算：假设结构每平方米的总荷载设计值为12KN，则底层中柱的轴力设计值约为：采用C30混凝土捣实，假定柱的截面尺寸为bh=600mm600mm,则柱的轴比为： 故取柱子的尺寸为bh=500mm500mm。柱子均为通长设置。二、重力荷载代表值的计算按恒载取全部，活载取50%，各层的墙体均取本层的一半和上一层的一半，顶层只取下层的一半计算。1.楼面荷载标准值(1) 底层 恒载 梁： 板： 墙体：柱子： 活载 共计： 5988.85 kN(2) 24层 恒载 梁板：墙体：柱子： 活载 共计 5381.62kN2.屋面荷载标准值：（1）顶层 恒载梁板： 墙体柱子： 活载：共计 3780.08 kN三、结构自震周期计算1.横梁线刚度的计算：（1）梁柱的刚度均采用D值法计算表1 梁的抗侧移刚度部位截面跨度矩形截面惯性矩边框架梁中框架梁走道梁2.42.603.94.885.206.50楼层梁4.22.603.92.795.203.71混凝土C30 2.柱线刚度的计算：柱抗侧移刚度： 一般层： ；对于底层： 表2 框架柱值及楼层抗侧移刚度楼层层高柱号根数截面253.6145.2084.340.860.312081169134587928145.2084.342.350.542174530443045.2084.341.770.47189267570445.2084.340.640.2496653866015.1145.2083.061.210.537460104440316986145.2083.063.330.721055714779845.2083.062.500.6794313772445.2083.060.910.48675627024(3)楼层抗侧移刚度如表2所示（4）结构自振周期计算采用假想顶点位移计算见表3表3 假想顶点位移计算楼层重力代表值（kN）楼层剪力楼层抗侧移度层间位移楼层位移53780.083780.085879280.00640.162245381.629161.75879280.01550.155835381.6214543.325879280.02470.140325381.6219924.945879280.03380.115615988.8525913.793169860.08180.081825913.79取，结构的自振周期为：四、水平地震作用计算1.计算水平地震影响系数多遇地震设防烈度8度，地面加速度为0.20g，查表得场地类别为类，地震分组为第一组，查表得故地震影响系数为：2.结构总的水平地震作用标准值楼层水平剪力求解采用底部剪力法，结构等效总重力取重力荷载代表的85%计算 ，则结构底部剪力标准值为：由于，不需修正顶层附加地震作用。各层水平地震作用计算公式为：，计算结果如表4。（3）楼层地震位移计算地震作用下各楼层水平地震层间剪力为：，计算结果如表4所示。五、多遇水平地震作用下的位移验算多遇地震作用标准值产生的楼层内最大的弹性层间位移弹性层间位移角为： 其中h为计算楼层层高，计算结果如表4所示表4 、的计算楼层层高53.63780.0819.573711436864505.5505.55879280.8643.65381.6215.985568586.81092.35879281.8633.65381.6212.366194453.91546.25879282.6323.65381.628.746820321.11867.35879283.1815.15988.855.130543208.12075.43169866.55显然弹性层角位移均小于弹性层间角限制故梁柱截面尺寸均满足要求。六、水平地震作用下框架内力计算1.框架柱端剪力及弯矩选用轴为计算单元，见下表：框架柱剪力和柱端弯矩标准值柱j层数y53.6505.45587928120810.02110.610.860.3312.6025.5943.61092.2587928120810.02122.940.860.4033.0349.5533.61546.1587928120810.02132.470.860.4552.6064.2923.61867.2587928120810.02139.210.860.5070.5870.5815.12075.331698674600.02449.811.210.63160.0493.9953.6505.45587928217450.03718.72.350.4227.9439.3843.61092.2587928217450.03740.412.350.4565.4680.0133.61546.1587928217450.03757.212.350.50102.98102.9823.61867.2587928217450.03769.082.350.50124.34124.3415.12075.3316986105570.03364.483.330.67234115.252.梁端弯矩、剪力及柱轴力见下表：水平地震作用下框架梁端弯矩、剪力及柱轴力楼层AB跨BC跨跨度跨度54.225.5914.319.52.425.0725.0720.899.511.3944.262.1539.2324.142.468.7268.7257.2733.6444.5234.297.3261.2137.752.4107.23107.2389.3671.3996.1324.2123.1882.6149.02.4144.71144.71120.6120.39167.714.2164.5787.0759.912.4152.52152.52127.1180.3234.9 水平地震荷载作用下框架轴力图水平地震荷载作用下框架剪力图水平地震荷载作用下框架弯矩图七、竖向荷载作用框架内力分析1.梁柱转动相对刚度 节点布置图 梁柱转动刚度计算杆件名称转动刚度S相对转动刚度S梁边跨1.000中跨0.875 柱底层0.824其余层1.166各节点分配系数节点6-0.462-0.5383-5-0.3000.3500.3502-0.3340.3900.276120.2880.329-0.3839-110.2070.2390.2770.27780.2260.2590.3020.213 2.连续梁荷载和弯矩计算（1）连续梁恒载 顶层AB跨的线荷载：BC跨的线荷载：则弯矩、剪力计算如表 其它层AB跨的线荷载：BC跨的线荷载：（2）连续梁活荷载 顶层AB跨的线荷载：BC跨的线荷载：则弯矩、剪力计算如表 其它层AB跨的线荷载：BC跨的线荷载：（3） 弯矩计算 AB跨的弯矩： BC跨的弯矩：考虑塑性内力重分布的影响，梁端弯矩调幅系数取0.8，跨中弯矩无增大计算，梁端弯矩取支座的外边缘弯矩计算：其中为支座轴向的弯矩，为支座轴向剪力，为支座的宽度。则梁弯矩、剪力为：梁左：，梁右：， 跨中：3.采用弯矩二次分配法4.框架梁、柱的弯、剪、轴计算：竖向荷载作用下的梁端剪力计算：楼层ABBCABBCABBCABBCABBCABBC59.69 0.846.88 0.484.22.420.351.768.260.581.88020.238.8423.998.84418.334.26.88 4.24.22.438.498.828.265.040.97046.3413.3048.2813.3318.334.26.88 4.24.22.438.498.828.265.040.94046.3713.3048.2513.3218.334.26.88 4.24.22.438.498.828.265.040.95046.3613.3048.2613.3118.334.26.88 4.24.22.438.498.828.265.041.08046.2313.3048.3913.3由于除底层外其他的柱均为弹性支撑，线刚度按0.9折算，传力系数取，底层柱不作此修正。框架梁剪力、弯矩楼层梁AB梁BC跨度跨度54.2-11.9421.846.3320.23-23.992.4-8.688.68-3.388.80-8.8444.2-28.3533.4618.7746.34-48.282.4-14.2914.29-6.2913.30-13.3034.2-28.3433.7818.3746.37-48.252.4-13.9113.91-5.9113.30-13.3024.2-28.733.6718.5046.36-48.262.4-14.0414.04-6.0413.30-13.3014.2-28.2133.8718.6446.23-48.392.4-14.6914.69-6.6913.30-13.30框架柱的弯矩、剪力、轴力楼层柱柱层高层高53.611.94020.23-3.323.6-9.32029.072.5943.615.0113.3466.57-7.883.6-10.39-8.888.715.3333.614.4214.42112.94-8.013.6-9.95-9.95148.385.5323.615.1913.49159.3-7.873.6-10.45-9.2208.845.4615.112.6915.52205.53-5.535.1-8.6-10.6267.573.76竖向荷载作用下剪力图竖向荷载作用下轴力图竖向荷载作用下弯矩图八、内力组合横向水平地震作用与重力荷载代表值组合效应（AB）楼层部位左地震右地震重力荷载代表值最大值MVMVMVMV5梁左-25.599.525.59-9.5-11.9420.23-47.6036.63梁右-14.319.514.31-9.521.84-22.9943.61-39.94跨中-5.649.55.64-9.56.33014.9304梁左-62.1524.1462.15-24.14-28.3546.34-114.8286.99梁右-39.2324.1439.23-24.1433.46-48.2891.25-89.32跨中-11.4124.1411.41-24.1418.77037.3603梁左-97.3237.7597.32-37.75-28.8446.37-161.12104.72梁右-61.2137.7561.21-37.7533.78-48.25120.11-106.98跨中-18.0637.7518.06-37.7518.50045.6802梁左-123.1849.0123.18-49.0-28.741.24-194.57113.19梁右-82.6149.082.61-49.033.67-48.26147.8-121.61跨中-20.2949.020.29-49.018.50048.5801梁左-164.5759.91164.57-59.91-28.2146.23-247.79133.36梁右-87.0759.9187.07-59.9133.87-48.39153.84-135.95跨中-38.7559.9138.75-59.9118.64072.740横向水平地震作用与重力荷载代表值组合效应（BC）楼层部位左地震右地震重力荷载代表值最大值MVMVMVMV5梁左-25.0720.8925.07-20.89-8.688.84-43.0137.77梁右-25.0720.8925.07-20.898.68-8.8443.01-37.77跨中020.890-20.89-3.380-4.06-27.164梁左-68.7257.2768.72-57.27-14.2913.30-106.4890.41梁右-68.7257.2768.72-57.2714.29-13.30106.48-90.41跨中057.270-57.27-6.290-7.55-74.453梁左-107.2389.36107.23-89.36-13.9113.30-156.09132.13梁右-107.2389.36107.23-89.3613.91-13.30156.09-132.13跨中089.360-89.36-5.910-7.68-107.232梁左-144.71120.6144.71-120.6-14.0413.30-204.97172.74梁右-144.71120.6144.71-120.614.04-13.30204.97-172.74跨中0120.60-120.6-6.040-7.85-144.721梁左-152.52127.1152.52-127.1-14.6913.30-215.9181.19梁右-152.52127.1152.52-127.114.69-13.30215.9-181.19跨中0127.10-127.1-6.690-8.7-152.5217柱的横向水平地震作用与重力荷载代表值组合效应（）楼层部位左地震右地震重力荷载代表值最大值MVNMVNMVNMVN5柱上25.59-10.619.5-25.5910.619.50-3.3220.2333.27-17.7852.27柱下12.6-10.619.5-12.610.619.511.94-3.3220.2330.71-17.7852.274柱上49.55-22.9433.64-49.5522.9433.6413.34-7.8866.5780.42-39.28123.62柱下33.03-22.9433.64-33.0322.9433.6415.01-7.8866.5760.95-39.28123.623柱上64.29-32.4771.39-64.2932.4771.3914.42-8.01112.94100.88-51.82228.34柱下52.60-32.4771.39-52.6032.4771.3914.42-8.01112.9485.68-51.82 228.342柱上70.58-39.21120.39-70.5839.21120.3913.49-7.97159.3107.94-60.54347.67柱下70.58-39.21120.39-70.5839.21120.3915.19-7.97159.3110.0-60.54347.671柱上93.99-49.81180.3-93.9949.81180.315.52-5.53205.53140.84-71.39481.03柱下160.04-49.81180.3-160.0449.81180.312.69-5.53205.53223.28-71.39481.03柱的横向水平地震作用与重力荷载代表值组合效应（）楼层部位左地震右地震重力荷载代表值最大值MVNMVNMVNMVN5柱上39.38-18.711.39-39.3818.711.390-2.5929.0751.19-27.4249.69柱下27.94-18.711.39-27.9418.711.39-9.32-2.5929.0727.00-27.4249.694柱上80.01-40.4144.52-80.0140.4144.52-8.8-5.5388.7195.21-58.93164.33柱下65.46-40.4144.52-65.4640.4144.52-10.4-5.3388.7174.71-58.93164.333柱上102.98-57.2196.13-102.9857.2196.13-9.95-