结构设计论文内容 3

每天更新，每天享受注册筑龙结构超爽会员 超爽0币、超爽1币资料海量资料即刻下载超爽0币下载 100套超级好图，鸟巢、国家大剧院图纸免费下！超爽1币下载 图纸、详图、毕业设计、软件应用、经验、表格、讲义、抗震超爽2折下载 全部成套图纸、节点详图、毕业设计、讲义讲稿、软件应用、计算示例.详情咨询：QQ：294365615.4 重力荷载及水平荷载计算5.4.1屋面荷载:40厚细石混凝土保护层内配200 25KN/m0.04m=1.0KN/m三毡四油防水卷材 0.4 KN/m 20厚水泥砂浆找平层 20 KN/m0.02m=0.4KN/m 200厚水泥蛭石保温层（兼1%找坡） 5 KN/m0.2m=1.0KN/mAPP改性沥青隔汽层 0.05 KN/m 20厚水泥砂浆找平层 20 KN/m0.02m=0.4KN/m 100厚钢筋混凝土楼板 25KN/m0.1m=2.5 KN/m20厚天棚抹灰 0.34KN/m屋面永久荷载标准值 S=6.09 KN/m活荷载:（上面屋面） 雪荷载： 5.4.2 楼面荷载:（除卫生间以外的房间）100厚钢筋混凝土楼板 25KN/m0.10m=2.5 KN/m20厚水泥砂浆找平层 20 KN/m0.02m=0.4KN/m20厚花岗岩地面砖 28 KN/m0.02m=0.56KN/m楼面永久荷载 S=3.8 KN/m楼面活荷载: 梁、柱、墙及门、窗重力荷载5.4.3 计算梁重力荷载时应从梁截面高度中减去板厚，梁表面有粉刷层，重力荷载近似取1.1倍梁自重已考虑梁面粉刷层的重力荷载。横梁、纵梁重力荷载计算结果见下表（表1-14）、（表1-15）。表中、分别表示梁截面净高度和净跨长，表示单位长度梁重力荷载。（钢筋混凝土容重取）表1-14 横梁重力荷载计算表类别层次主梁AB跨690.40.777.7510520.031569150.40.777.6510513.32BC跨690.40.773.38177.141226.891252.30150.40.773.158185.20CD跨690.40.777.47510520.03150.40.777.37510513.32次梁AB跨690.30.53.0757.87511109.59554.06551.25150.30.53.0757.91115.90BC跨690.30.53.0757.57512109.59150.30.53.0757.61215.90表1-15 纵梁重力荷载计算表类 别层 次 1112边跨690.40.73.757.8514412.1251569150.40.73.757.7514406.875中跨690.40.73.757.814409.500150.40.73.757.6514401.6251011边跨690.40.73.754.55468.251201.131180.5150.40.73.754.45466.75中跨690.40.73.754.5467.5150.40.73.754.35465.25边跨690.40.73.758.154122.25150.40.73.758.054120.75中跨690.40.73.758.14121.5150.40.73.757.954119.25为了简化计算计算柱重力荷载时近似取1.1倍柱自重已考虑柱面粉刷层的重力荷载，柱净高可取层高。柱重力荷载计算结果见下表（表1-16）（表1-17）。表1-16 重力荷载计算表类 别层 次列柱10.650.6510.564.4241227.002452.17列柱10.750.7514.064.4181225.17表1-17 柱重力荷载计算表类 别层 次列柱690.550.557.563.824758.722569250.650.6510.563.8241059.68列柱690.60.69.003.818615.601374.322021.59250.750.7514.063.818961.91内外墙均采用厚陶粒砌块（容重），内墙两侧采用石灰粗砂粉刷（），外墙面为贴瓷砖墙面（），保温板（），外墙内表面为石灰粗砂粉面。内、外墙及钢筋混凝土墙单位面积上的重力荷载如下：内墙：石灰粗砂粉刷层 厚陶粒空心砌块 合计： 外墙：瓷砖墙面 厚苯板 厚陶粒空心砌块 石灰粗砂粉刷层 合计： 钢筋混凝土剪力墙外墙（12）层厚：瓷砖墙面 厚苯板 厚混凝土墙 粉刷层 合计： 外墙（39）层厚：瓷砖墙面 厚苯板 厚混凝土墙 粉刷层 合计： 窗采用铝合金玻璃窗，房间门用木门，底层入口处门用铝合金玻璃门，其单位面积重力荷载为：铝合金玻璃门窗 木门 结构抗震分析时所采用的计算简图如右图所示：活荷载：（19层）走廊处为，楼梯间为 其它地方均为为简化计算：将建筑平面内满布。顶层（9层）活荷载用雪荷载计算为： 图1-32 重力荷载计算剪图表1-18 楼层间重力荷载计算表24989.723932.823932.823932.823932.823932.823932.823932.822937.93551.35.4.2 横向风荷载作用垂直于建筑物表面上的风荷载标准值，基本风压，对本工程，风荷载体形系数可按下图的规定采用：图1-33 风荷载风向系数 因房屋计算高度（其中），因此应考虑风压脉动的影响。凤振系数按式计算，为此，应先确定房屋的基本周期， 因本工程为钢筋混凝土框架剪力墙结构，即：查表的脉动增大系数脉动系数根据查表确定，为迎风面宽度，则：, 查表得：振型系数按下式确定：上图所示风向为左右风向，在风荷载作用下，沿房屋高度的分布风荷载标准值（19层）为：总风荷载为：（9层）为：总风荷载为：左、右总风荷相同：表1-19 横向风荷载作用计算表层 次1040.51.1301.56963.822153.1736203.507935.711.0741.569123.026281.58610052.62831.80.8911.0231.532114.421445.87114178.698727.90.7820.9661.495105.436410.72511459.2286240.6720.9041.45495.963374.2378981.688520.10.5630.8401.41086.471339.0246814.382416.20.4540.8021.34678.812305.684952.016312.30.3450.7401.28569.423275.1113383.86528.40.2350.7401.19464.507251.6302113.69214.50.1260.7401.10459.645252.8791137.962089.91669277.652和按下式确定， 图1-34 风荷载作用下计算简图 5.4.3 横向水平地震作用5.4.3.1 结构基本自振周期屋面带有突出的房屋，其折算到主体结构的顶层处，即：结构顶层点假想侧移应按下式计算，其中为：将、以及和分别代入下面两式：得： 则：取，得： 5.4.3.2 .水平地震作用该房屋主体结构高度不超过，且质量和刚度沿高度分布比较均匀，故可用底部剪力法计算水平地震作用，结构等效总重力荷载为：根据场地类别为II类，设计地震分组为第三组，查表的特征周期 ，因一般建筑的阻尼比取，故应按下式确定地震影响系数，并计算总水平地震标准值，即： 因为，所以考虑顶部附加水平地震作用。质点的水平地震作用按下式计算：表1-20 横向水平地震作用计算表层次1040.53551.29143627.250.032311.552935.722937.92818838.740.1842102.97563953.8831.823932.84761064.4401711664.85552942.389727.923932.84667726.350.151460.404074584574388.260.1291255.9430142.632520.123932.84481050.160.1081051.4921134.889416.223932.84387712.070.087847.0313721.902312.323932.84294373.980.066642.587903.68528.423932.84201035.890.045438.123680.20814.524989.70112453.640.025243.41095.3合计219008.54442515.7810018.334235322.937框架剪力墙结构协同工作分析时，可将各质点的水平地震作用折算为倒三角分布荷载和顶点集中荷载。其中和可按下式计算：式中： 将上数据代入下式得： 5.5 水平荷载作用下框架剪力墙结构内力与位移计算5.5.1 位移计算与验算由于本工程中风荷载值远小于水平地震作用，故只需进行水平地震作用下的位移验算。计算水平地震作用下的侧移中，应取倒三角分布荷载与顶地集中荷载产生的侧移之和，相应的侧移应分别按下面两式计算： 计算侧移时，水平地震作用取标准值，框架和剪力墙的刚度均取弹性刚度。计算结果见下表。表1-21 横向水平地震作用下结构侧移计算表层次935.713.910.3333.05813.3923.853831.80.8913.99.2772.61211.8894.051727.90.7823.98.1382.17110.3104.3576240.6723.96.8731.7378.6105.541520.10.5633.95.5141.3266.8394.621416.20.4543.94.0960.9415.0374.463312.30.3453.92.7000.5963.2964.00128.40.2353.91.4310.3051.7373.00114.50.1264.50.4690.0970.5671.259式中，、分别表示倒三角形荷载和顶点集中荷载作用下各层的侧移，+，由上表可以看出，各层层间位移角均小于，满足要求：。5.5.2总框架、总剪力墙和总连梁内力计算5.5.21 横向风荷载作用下计算风荷载作用下框架剪力墙结构内力时，结构刚度特征值应取由前图4.22可见应分别计算倒三角分布荷载（）和均布荷载（）作用下的内力。总框架的剪力和总连梁的约束弯矩可按式 计算，其中总框架的名义剪力应按式 和计算；总剪力墙弯矩按式和计算；总剪力墙剪力按式和计算；第四式中的，并与总连梁的约束弯矩相加，计算结果见下表（表1-22），均布荷载和倒三角形分布荷载共同作用下框架剪力墙结构的内力见下表（表1-23）。表 1-22 横向风荷载作用下总框架、总剪力墙和总连梁内力层 次935.70-1100.700539.144-561.555561.555831.83437.748-546.497571.25424.758594.000727.94847.789-135.166643.166508.000669.9016244695.340196.681725.923922.604756.098520.13227.989491.827794.1081285.935827.118416.2499.603797.061827.1731624.234861.556312.3-3626.3531157.351803.0901960.441836.47328.4-9556.1811630.768694.3972325.165723.26214.5-17787.1832278.343468.9602747.304488.4540-41925.8523894.84003894.84005.5.2.2 横向水平地震作用下内力计算：计算水平地震荷载作用下框架剪力墙结构时，结构刚度特征值。应分别计算倒三角形分布荷载（）和顶点集中荷载（）作用下的内力。计算公式如前所述，计算方法同风荷载作用下，计算结果见表1-24 和表1-25。- 86 -层次均布荷载作用倒三角形分布荷载作用935.70-175.965175.96589.77486.191-89.7740-924.735924.735471.782452.953-471.782831.8582.788-101.541186.84295.32391.519-10.0222854.960-444.956979.413499.677479.73634.780727.9884.398-42.076212.677108.504104.17462.0973963.391-93.0901100.390561.398538.993445.903624948.81611.675245.101124.999120.011131.6853746.525185.0071237.011631.099605.912790.919520.1784.34666.641275.344140.475134.869201.5102443.552425.1861345.882686.643659.2401084.425416.2368.392131.424295.861150.943144.919276.343131.212665.6371392.868710.614682.2541347.891312.3-360.325215.569297.017151.532145.485361.054-3266.028941.7821342.545684.940657.6051599.38728.4-1522.107332.728265.941135.678130.263462.991-8034.0741298.0401151.718587.584564.1341862.17414.5-3266.727498.007185.96294.87491.088589.095-14520.4551780.336771.452393.580377.8722158.209000902.970000902.970-33454.2762991.8700002991.870表1-23 横向风荷载作用内力计算表表 1-24 横向水平地震荷载作用内力计算表层次倒三角形分布荷载作用顶点集中荷载作用935.70-3287.526 3287.526 2151.361 1136.165 -2151.361 0.000 127.841 1293.948 846.761 447.187 575.028 831.810162.135-1574.711 3440.262 2251.312 1188.951 -385.760 -553.855 135.209 1286.580 841.939 444.640 579.850 727.913950.913-260.529 3776.566 2471.389 1305.177 1044.648 -1171.551 158.163 1263.626 826.919 436.708 594.870 62412694.405815.544 4148.085 2714.512 1433.573 2249.118 -1932.072 199.822 1221.967 799.657 422.310 622.132 520.17200.9011757.795 4424.214 2895.211 1529.003 3286.798 -2909.123 264.224 1157.565 757.512 400.053 664.277 416.2-2229.8892685.540 4499.782 2944.663 1555.119 4240.660 -4221.499 359.083 1062.706 695.436 367.270 726.353 312.3-15792.0443705.719 4267.851 2792.887 1474.964 5180.683 -6020.475 495.332 926.457 606.274 320.182 815.515 28.4-34255.1434948.598 3602.416 2357.426 1244.991 6193.588 -8540.311 690.778 731.011 478.374 252.637 943.415 14.5-58478.4456534.627 2372.528 1552.585 819.943 7354.570 -12025.216 964.362 457.427 299.341 158.086 1122.448 00128354.28710443.285 0.000 0.000 0.000 10443.285 -20555.272 1421.789 0.000 0.000 0.000 1421.789 表1-25 横向水平地震荷载作用下总框架、总剪力墙和总连梁内力层 次935.70.000 -3159.684 1583.352 -1576.332 2998.121 831.89608.280 -1439.502 1633.591 194.089 3093.251 727.912779.362 -102.366 1741.884 1639.518 3298.308 62410762.333 1015.366 1855.884 2871.250 3514.169 520.14291.778 2022.019 1929.056 3951.075 3652.723 416.2-6451.388 3044.623 1922.389 4967.013 3640.099 312.3-21782.519 4201.052 1795.146 5996.198 3399.161 28.4-42765.454 5639.376 1497.627 7137.003 2835.800 14.5-70503.671 7498.989 978.029 8477.018 1851.926 0-148909.559 11865.074 0.000 11865.074 0.000 5.5.3 风荷载作用下杆件内力分析：5.5.3.1 框架梁、柱内力分析-D值法求柱剪力的公式为：，其中为i层j根柱的抗侧刚度，为i层所有柱的总抗侧刚度。在确定柱反弯点高度比时，应分别按均布荷载和倒三角形分布荷载计算，但由前面可见倒三角形分布荷载产生的层间剪力约占总层间剪力的85%，为简化计算，标准反弯点高度比近似按倒三角形分布荷载的情况确定（）；柱端弯矩公式为：；梁端弯矩由节点静力平衡条件确定；梁端剪力由梁自身平衡条件计算；柱轴力由节点两侧梁端剪力计算。计算过程从略，计算结果见表1-26 至表 1-28。层次轴柱轴柱yy93.9561.555144131823388.0009.1121.8500.44015.63719.90146316.00018.0454.1220.45031.66938.70783.9594.000144131823388.0009.6551.8500.45016.94420.71046316.00019.1204.1220.50037.28437.28473.9669.901144131823388.00010.8701.8500.49020.77321.62146316.00021.5274.1220.50041.97841.97863.9756.098144131823388.00012.2691.8500.50023.92523.92546316.00024.2974.1220.50047.37947.37953.9827.118221253430531.00011.4130.9490.47020.92123.59276962.00028.7711.6880.50056.10356.10343.9861.556221253430531.00011.8890.9490.50023.18323.18376962.00029.9691.6880.50058.43958.43933.9836.473221253430531.00011.5430.9490.50022.50822.50876962.00029.0961.6880.50056.73856.73823.9723.262221253430531.0009.9800.9490.50019.46219.46276962.00025.1581.6880.50049.05949.05914.5488.454208195831788.0007.4581.0940.65021.81411.74667820.00015.9111.9480.61043.67727.925表 1-26 风荷载作用下轴线横向框架柱端弯矩、剪力计算表层次轴柱轴柱yy93.9561.555144131846523.00018.1264.170.45031.81138.88023825.0009.2831.9180.45016.29119.91183.9594.000144131846523.00019.2054.170.50037.45137.45123825.0009.8351.9180.45017.26121.09773.9669.901144131846523.00021.6234.170.50042.16542.16523825.00011.0731.9180.50021.59321.59363.9756.098144131846523.00024.4054.170.50047.59147.59123825.00012.4981.9180.50024.37224.37253.9827.118221253477466.00028.9591.7080.50056.47156.47131289.00011.6970.9840.50022.80922.80943.9861.556221253477466.00030.1651.7080.50058.82258.82231289.00012.1840.9840.50023.75923.75933.9836.473221253477466.00029.2871.7080.50057.10957.10931289.00011.8290.9840.50023.06723.06723.9723.262221253477466.00025.3231.7080.50049.38049.38031289.00010.2280.9840.50019.94519.94514.5488.454208195868039.00015.9631.970.60043.10028.73332220.0007.5591.1350.64021.77112.246表 1-27 风荷载作用下轴线横向框架柱端弯矩、剪力计算表表1-28 风荷载作用下框架梁端弯矩、剪力及柱轴力计算表（轴线）层次、跨梁、跨梁、跨梁柱轴力/KN轴柱轴柱轴柱轴柱919.901 12.273 8.43.830 26.434 26.244 3.913.507 12.636 19.911 8.14.018 -3.830 -9.677 9.489 4.018 836.349 21.863 8.46.930 47.090 46.752 3.924.062 22.510 37.388 8.17.395 -10.760 -26.809 26.156 11.413 738.565 25.132 8.47.583 54.130 53.741 3.927.659 25.875 38.854 8.17.991 -18.343 -46.886 45.825 19.404 644.698 28.333 8.48.694 61.024 60.586 3.931.182 29.170 45.965 8.19.276 -27.037 -69.374 67.731 28.680 547.517 32.811 8.49.563 70.671 70.242 3.936.132 33.820 47.181 8.110.000 -36.600 -95.942 93.862 38.680 444.104 36.318 8.49.574 78.224 77.823 3.940.012 37.470 46.568 8.110.375 -46.174 -126.380 123.499 49.055 345.691 36.519 8.49.787 78.658 78.254 3.940.234 37.677 46.826 8.110.432 -55.961 -156.827 153.301 59.488 241.970 33.545 8.48.990 72.252 71.881 3.936.957 34.608 43.012 8.19.583 -64.951 -184.794 180.675 69.070 131.208 24.409 8.46.621 52.575 52.727 3.927.000 25.386 32.191 8.17.108 -71.572 -205.173 200.567 76.179 :表中：柱轴力中负号表示拉力。5.5.3.2连梁内力分析：剪力墙形心处一端连梁端弯矩的计算（连梁一端与剪力墙相连另一端与框架柱相连）：其中为有剪力墙一端的弯矩，为有柱一端的弯矩，为连梁刚域端的弯矩。 表1-29 横向风荷载作用下连梁内力及剪力墙内力计算(轴线 AB跨)层次93.900 539.1442102.6620.070 0.639 147.18694.05294.11432.45932.49583.900 571.2542227.8910.070 0.639 155.95299.65399.71934.39266.85173.900 643.1662508.3470.070 0.639 175.584112.198112.27238.722105.5363.900 725.9232831.1000.070 0.639 198.177126.635126.71843.705149.27853.900 794.1083097.0210.075 0.633 232.277146.933146.93350.710199.98843.900 827.1733225.9750.075 0.633 241.948153.050153.05052.821252.80933.900 803.0903132.0510.075 0.633 234.904148.594148.59451.283304.09223.900 694.3972708.1480.068 0.646 184.154118.984118.98441.017345.10914.500 468.9602110.3200.068 0.646 143.50292.71892.71831.963377.07212层：a=0.215m L=7.39m ； 35层：a=0.225m L=7.48m ；69层：a=0.22m L=7.432m表1-30 横向风荷载作用下连梁内力及剪力墙内力计算(轴线 BC跨)层次93.900 539.1442102.6620.430 0.284 904.145256.777256.350136.853136.85383.900 571.2542227.8910.430 0.284 957.996272.070271.618145.003281.85673.900 643.1662508.3470.430 0.284 1078.589306.319305.810163.257445.11363.900 725.9232831.1000.430 0.284 1217.373345.734345.159184.263629.37653.900 794.1083097.0210.425 0.294 1316.234386.973387.786208.089837.46543.900 827.1733225.9750.425 0.294 1371.039403.085404.141216.7531054.21833.900 803.0903132.0510.425 0.294 1331.122391.350392.375210.4431264.66123.900 694.3972708.1480.432 0.281 1169.920328.748329.167176.7301441.39114.500 468.9602110.3200.432 0.281 911.658256.176256.503137.7001579.09112层：a=0.561m L=8.4