高层框架结构抗震设计.doc

此文档收集于网络，如有侵权，请联系网站删除1.估算构件尺寸 柱的截面选择：600mm600mm 女儿墙高度：0.8m 梁的截面选择：250mm600mm 办公室的面荷载：2.0，走廊的面荷载2.5，约取面荷载为2.1 图1 框架平面计算简图 图2 框架立面计算简图2.荷载计算屋面活荷载的计算：110mm厚现浇板 2.7550%雪荷载 0.15 2.9楼面活荷载的计算：110mm厚现浇板 2.7550%均布活荷载 1.05 3.8女儿墙总重： 0.8（362+10.82）5.24=392.37梁重： 0.25（0.6-0.11）(4.5-0.6)2584+250.25(0.6-0.11) (4.2-0.6)92+(2.4-0.6)(5.1-0.6)22.5=2173.5柱重：首层： 255.136=1652.42-5层: 253.636=1166.4 墙重： 首层： (5.1-0.6)(4.5-0.6)842.5+(4.2-0.6)(5.1-0.6)92 2.5+(2.4-0.6)(5.1-0.6)22.5=2173.52-5层： (3.6-0.6)(4.5-0.6)842.5+(4.2-0.6)(3.6-0.6)92 2.5+(2.4-0.6)(3.6-0.6)22.5=1449=392.37+630.26+0.5(1166.4+1449)+2.93610.8=3457.85=630.26+1166.4+1449+3.83610.8=4723.1=630.26+0.5(1652.4+1166.4+2173.5+1449)+3.83610.8=5328.353.梁、柱线刚度计算3.1 梁的线刚度框架梁截面惯性矩增大系数均采用1.2.边跨梁（AB） 中间梁（BC） 3.2 柱的线刚度底层柱 其它层 3.3柱的侧移刚度 首层D值的计算 表1 D中柱1.670.59117314.187边柱0.6070.42512450.98535773 2-5层D值的计算 表2D中柱1.1790.37130916.667边柱0.4290.17614666.667 8205003.4框架自振周期计算 框架自振周期 表3层位 53457.858205003457.850.0040.094325.03830.55444723.108205008180.950.0100.090425.07938.25734723.1082050012904.050.0160.080377.84830.22824723.1082050017627.150.0210.064302.27819.34615328.3553577322955.50.0430.043229.1199.8521659.362，128.2364.地震作用下框架计算 取,则： 本房屋的高度为19.5m，且质量和刚度沿高度分布比较均匀，故可采用底部剪力法计算多遇水平地震作用标准值。 设本设计的多遇地震的设防烈度为7度，设计地震加速度为0.1g时，查表得，当为类场地，设计地震分组为二组时，查表得特征周期为，由于，则，因为0.1，所以 因为， 所以不必考虑顶部附加水平地震作用，即 结构总水平地震作用标准值 4.1地震作用下楼层剪力及层间位移的计算质点i的水平地震作用标准值、楼层地震剪力及楼层层间位移的计算过程见表4 、和的计算 表4层53457.8519.567428.075268885.05391.4443918205000.04844723.1015.975097.290435.9678278205000.10134723.1012.358094.130337.25711658205000.14224723.108.741090.970238.54814038205000.17115328.355.127174.585157.75815615357730.291首层： 二层： 4.2框架地震内力计算 框架柱剪力和柱端弯矩的计算见表5，梁端剪力及柱轴力见表6，地震作用下框架弯矩图见图3所示，框架层间剪力图见4所示，框架轴力图见图5所示 水平地震作用下框架柱剪力和柱端弯矩标准值 表5柱层H(m)边柱53.6391820500146670.0186.9860.4290.2656.6718.4843.6827820500146670.01814.7830.4290.36519.4233.7933.61165820500146670.01820.8250.4290.4533.7441.2323.61403820500146670.01825.0800.4290.5549.6640.6315.11561535773124510.02336.2770.6070.7129.5155.50中柱53.639182050030916.670.03814.7331.1790.35919.0434.0043.682782050030916.670.03831.1621.1790.4550.4861.7033.6116582050030916.670.03843.8981.1790.579.0279.0223.6140382050030916.670.03852.8651.1790.595.1695.1615.1156153577317314.190.03250.4461.670.617158.7498.54 水平地震作用下梁端剪力和柱轴力标准值 表6层AB跨梁端剪力BC跨梁端剪力柱轴力L(m)L(m)边柱中柱54.217.0812.367.012.413.7113.9111.5122.2332.3844.239.7629.2816.442.431.9732.4226.8372.51111.5834.258.9144.6424.652.4249.33249.33207.78150.06241.8124.273.3159.1431.542.4335.32335.32279.43249.17422.1314.273.6672.9134.902.4369.51369.51307.93374.4604.83 图3 地震作用下框架弯矩图 图4 地震作用下框架剪力图 图5 地震作用下框架轴力图5.重力荷载作用下框架内力计算框架在重力荷载作用下的内力分析，采用弯矩二次分配法。5.1计算梁、柱转动刚度因为框架结构对称、荷载对称，有数奇数跨，故在对称轴上梁的截面只有竖向位移，没有转角，所以取半边结构进行计算。对称荷载面处可取为滑动端。梁、柱转动刚度及相对转动刚度如表7 梁、柱转动刚度及相对转动刚度 表7构件名称转动刚度S相对转动刚度S框架梁边跨154.281.143中跨1351.000框架柱首层2541.881其它层3602.667 5.2计算分配系数 分配系数 表8左梁右梁上柱下柱63.81-0.3-0.756.477-0.1760.4120.41246.477-0.1760.4120.41236.477-0.1760.4120.41225.691-0.2010.4690.331124.810.2380.208-0.554117.4770.1530.1340.3570.357107.4770.1530.1340.3570.35797.4770.1530.1340.3570.35786.6910.1710.1490.3990.2815.3荷载代表值的计算（1） 作用于屋面处的均布荷载代表值 (2) 作用于楼面处均布重力荷载代表值计算 （3） 由均布荷载代表值在屋面处引起的弯矩边跨梁： 中间跨梁： 其它层： 边跨梁： 中间跨梁： 5.4、弯矩分配与传递 上柱下柱右梁左梁上柱下柱右梁0.70.30.2380.5540.208-16.716.7-3.8911.695.01-3.05-7.1-2.666.43-1.532.51-4.76-3.43-1.470.541.250.4714.69-14.6916.7-10.61-6.080.4120.4120.1760.1530.3570.3570.134-31.2131.21-4.5412.8612.865.49-4.08-9.52-9.52-3.575.856.43-2.042.75-3.55-4.76-4.22-4.22-1.80.851.981.980.7514.4915.07-29.5630.73-11.09-12.3-7.360.4120.4120.1760.1530.3570.3570.134-31.2131.21-4.5412.8612.865.49-4.08-9.52-9.52-3.576.436.43-2.042.75-4.76-4.76-4.46-4.46-1.91.042.422.420.9114.8314.83-29.6630.92-11.86-11.86-7.20.4120.4120.1760.1530.3570.3570.134-31.2131.21-4.5412.8612.865.49-4.08-9.52-9.52-3.576.437.32-2.042.75-4.76-5.32-4.82-4.82-2.061.122.622.620.9814.4715.36-29.8231-11.66-12.22-7.130.4690.3310.2010.1710.3990.2810.149-31.2131.21-4.5414.6410.336.27-4.56-10.64-7.49-3.976.43-2.283.14-4.76-1.95-1.37-0.830.280.650.460.2419.128.96-28.0530.07-14.75-7.03-3.734.48-3.52 图6 弯矩分配图5.5作弯矩图 图7 地震作用下框架弯矩图 6.重力荷载作用下梁的剪力和轴力计算6.1、计算梁端剪力 重力荷载下AB跨梁端剪力计算 表10层ql(m)-511.364.223.860.4823.3824.34421.234.244.580.2844.3044.86321.234.244.580.3044.2844.88221.234.244.580.2844.3044.86121.234.244.580.4844.1045.06 重力荷载下AB跨梁端剪力计算 表11层ql(m)-58.12.49.7209.729.7249.452.411.34011.3411.3439.452.411.34011.3411.3429.452.411.34011.3411.3419.452.411.34011.3411.346.2、计算柱的轴力 重力荷载作用下A柱的轴力计算 表12层截面横梁传剪力纵墙重纵梁重纵梁上板恒载纵梁上板活载柱重柱轴力51123.3818.8614.6313.861.5132.472.2472.242229.25133.89133.8943344.3029.2514.6313.8610.5832.483.37217.2644145.02278.9135544.2829.2514.6313.8610.5832.483.35362.2666145423.9127744.3029.2514.6313.8610.5832.483.37507.2888145.02568.9319944.1043.8814.6313.8610.5845.9127.05695.981010158.32727.25 重力荷载作用下A柱的轴力计算 表13层截面左横梁传剪力右横梁传剪力纵墙重纵梁重纵梁上板恒载纵梁上板活载柱重柱轴力51124.349.7218.8614.6329.453.2132.4100.21100.212229.25161.86161.8643344.8611.3429.2514.6329.4522.4932.477.91239.7744139.56301.4235544.8811.3429.2514.6329.4522.4932.477.91379.3366139.56440.9827744.8611.3429.2514.6329.4522.4932.477.91518.8988139.56580.5419945.0611.3443.8814.6329.4522.4945.9121.79702.331010153.06733.67. 内力组合 对框架进行内力组合可得如下表13所示的梁内力组合，表14所示的A柱内力组合，表15所示的B柱内力组合 梁内力组合 表14层截面位置内力11.21.3左震右震五AM-14.69-17.6355.9372.7155.08-90.34V23.3828.0622.2328.956.96-0.84B左M116.7140.04-37.45-48.69188.730V24.3429.2122.2328.958.110B右M-6.08-7.365.5585.2277.92-92.52V9.7211.6655.4672.183.76-60.44跨间MAB9.3611.239.2412.0123.24-0.78MBC-0.25-0.3000-0.3四AM-29.56-35.47122.31159123.53-194.47V-44.3-53.1650.2865.3612.2-118.52B左M-30.73-36.88-88.88-115.5478.66-152.42V44.8653.8350.2865.36119.19-11.53B右M-7.36-8.83155.38201.99193.16-210.82V11.3413.61129.48168.32181.93-154.71跨间MAB16.672016.7221.7441.74-1.74MBC-0.56-0.67000-0.67三AM-29.66-35.59183.24238.21202.62-273.8V44.2853.1477.55100.82153.96-47.68B左M-30.92-37.1-142.47-185.21148.11-222.31V44.8853.8677.55100.82154.68-46.96B右M-7.2-8.64249.33324.13315.49-332.77V11.3413.61207.78270.11283.72-256.5跨间MAB16.5219.8240.775372.82-33.18MBC-0.45-0.54000-0.54二AM-29.82-35.78224.64292.03256.25-327.81V44.353.1699.11128.84182-75.68B左M-31-37.2-191.61-249.09211.89-286.29V44.8653.8399.11128.84182.67-75.01B右M-7.13-8.56335.32435.92427.36-444.48V11.3413.61279.43363.26376.87-349.65跨间MAB16.419.6833.0342.9462.62-23.26MBC-0.33-0.4000-0.4一AM-28.05-33.66314.82409.27375.61-442.93V44.152.92125.23162.8215.72-109.88B左M-30.07-36.08-211.14-274.48238.4-310.56V45.0654.07125.23162.8216.87-108.73B右M-3.73-4.48369.51480.36475.88-484.84V11.3413.61307.93400.31413.92-386.7跨间MAB17.3520.82103.68134.78155.6-113.96MBC3.073.68003.680 A柱内力组合 表15层截面内力11.211.3左震右震五柱顶M14.6917.628-55.93-72.709-55.0890.34N72.2486.68822.2328.899115.5957.79柱底M-14.49-17.38820.1726.2218.83-43.61N133.89160.66822.2328.899189.57131.77四柱顶M15.0718.084-102.14-132.782-114.7150.87N217.26260.71272.5194.263354.98166.45柱底M-14.83-17.79658.7176.32358.53-94.12N278.91334.69272.5194.263428.96240.43三柱顶M14.8317.796-124.53-161.889-144.09179.69N362.26434.712150.06195.078629.79239.63柱底M-14.47-17.364101.89132.457115.09-149.82N423.91508.692150.06195.078703.77313.61二柱顶M15.3618.432-122.75-159.575-141.14178.01N507.28608.736249.17323.921932.66284.82柱底M-19.12-22.944150.03195.039172.1-217.98N568.93682.716249.17323.9211006.64358.8一柱顶M8.9610.752-164.79-214.227-203.48224.98N695.98835.176374.4486.721321.9348.46柱底M-4.48-5.376384.51499.863494.49-505.24N727.25872.7374.4486.721359.42385.98 B柱内力组合 表16层截面内力1