高層框架結(jié)構(gòu)抗震設(shè)計(jì)

1、1.估算構(gòu)件尺寸 柱的截面選擇：600mm×600mm 女兒墻高度：0.8m 梁的截面選擇：250mm×600mm 辦公室的面荷載：2.0，走廊的面荷載2.5，約取面荷載為2.1 圖1 框架平面計(jì)算簡(jiǎn)圖 圖2 框架立面計(jì)算簡(jiǎn)圖2.荷載計(jì)算屋面活荷載的計(jì)算：110mm厚現(xiàn)澆板 2.7550%雪荷載 0.15 2.9樓面活荷載的計(jì)算：110mm厚現(xiàn)澆板 2.7550%均布活荷載 1.05 3.8女兒墻總重： 0.8×（36×2+10.8×2）×5.24=392.37梁重： 0.25×（0.6-0.11）×(4.5-0.

2、6)×25×8×4+25×0.25×(0.6-0.11)× (4.2-0.6)×9×2+(2.4-0.6)×(5.1-0.6)×2×2.5=2173.5柱重：首層： 25××5.1×36=1652.42-5層: 25××3.6×36=1166.4墻重： 首層： (5.1-0.6)×(4.5-0.6)×8×4×2.5+(4.2-0.6)×(5.1-0.6)×9×

3、;2× 2.5+(2.4-0.6)×(5.1-0.6)×2×2.5=2173.52-5層： (3.6-0.6)×(4.5-0.6)×8×4×2.5+(4.2-0.6)×(3.6-0.6)×9×2× 2.5+(2.4-0.6)×(3.6-0.6)×2×2.5=1449=392.37+630.26+0.5×(1166.4+1449)+2.9×36×10.8=3457.85=630.26+1166.4+1449+3.8&#

4、215;36×10.8=4723.1=630.26+0.5×(1652.4+1166.4+2173.5+1449)+3.8×36×10.8=5328.353.梁、柱線(xiàn)剛度計(jì)算3.1 梁的線(xiàn)剛度框架梁截面慣性矩增大系數(shù)均采用1.2.邊跨梁（AB） 中間梁（BC） 3.2 柱的線(xiàn)剛度底層柱 其它層 3.3柱的側(cè)移剛度 首層D值的計(jì)算 表1 D中柱1.670.59117314.187邊柱0.6070.42512450.98535773 2-5層D值的計(jì)算 表2D中柱1.1790.37130916.667邊柱0.4290.17614666.6678205003.

5、4框架自振周期計(jì)算 框架自振周期 表3層位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.地震作用下框架計(jì)算 取,則： 本房屋的高度為19.5m，且質(zhì)量和剛度沿高度分布比

6、較均勻，故可采用底部剪力法計(jì)算多遇水平地震作用標(biāo)準(zhǔn)值。 設(shè)本設(shè)計(jì)的多遇地震的設(shè)防烈度為7度，設(shè)計(jì)地震加速度為0.1g時(shí)，查表得，當(dāng)為類(lèi)場(chǎng)地，設(shè)計(jì)地震分組為二組時(shí)，查表得特征周期為，由于，則，因?yàn)?.1<，所以 因?yàn)椋?所以不必考慮頂部附加水平地震作用，即 結(jié)構(gòu)總水平地震作用標(biāo)準(zhǔn)值4.1地震作用下樓層剪力及層間位移的計(jì)算質(zhì)點(diǎn)i的水平地震作用標(biāo)準(zhǔn)值、樓層地震剪力及樓層層間位移的計(jì)算過(guò)程見(jiàn)表4、和的計(jì)算 表4層53457.8519.567428.075268885.05391.4443918205000.04844723.1015.975097.290435.9678278205000.101

7、34723.1012.358094.130337.25711658205000.14224723.108.741090.970238.54814038205000.17115328.355.127174.585157.75815615357730.291首層： <二層： <4.2框架地震內(nèi)力計(jì)算 框架柱剪力和柱端彎矩的計(jì)算見(jiàn)表5，梁端剪力及柱軸力見(jiàn)表6，地震作用下框架彎矩圖見(jiàn)圖3所示，框架層間剪力圖見(jiàn)4所示，框架軸力圖見(jiàn)圖5所示 水平地震作用下框架柱剪力和柱端彎矩標(biāo)準(zhǔn)值 表5柱層H(m)邊柱53.6391820500146670.0186.9860.4290.2656.6718.4

8、843.6827820500146670.01814.7830.4290.36519.4233.7933.61165820500146670.01820.8250.4290.4533.7441.2323.61403820500146670.01825.0800.4290.5549.6640.6315.11561535773124510.02336.2770.6070.7129.5155.50中柱53.639182050030916.670.03814.7331.1790.35919.0434.0043.682782050030916.670.03831.1621.1790.4550.4861.

9、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軸力標(biāo)準(zhǔn)值 表6層AB跨梁端剪力BC跨梁端剪力柱軸力L(m)L(m)邊柱中柱54.217.0812.367.012.413.7113.9111.5122.2332.3844.239.7629.2816.442.431.9732.4226.8372.51111.

10、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 圖3 地震作用下框架彎矩圖 圖4 地震作用下框架剪力圖 圖5 地震作用下框架軸力圖5.重力荷載作用下框架內(nèi)力計(jì)算框架在重力荷載作用下的內(nèi)力分析，采用彎矩二次分配法。5.1計(jì)算梁、柱轉(zhuǎn)動(dòng)剛度因?yàn)榭蚣芙Y(jié)構(gòu)對(duì)稱(chēng)、荷載對(duì)稱(chēng)，有數(shù)奇數(shù)跨，故在對(duì)稱(chēng)軸上梁的截面只有豎向位移，沒(méi)有轉(zhuǎn)角，所以取半邊結(jié)

11、構(gòu)進(jìn)行計(jì)算。對(duì)稱(chēng)荷載面處可取為滑動(dòng)端。梁、柱轉(zhuǎn)動(dòng)剛度及相對(duì)轉(zhuǎn)動(dòng)剛度如表7 梁、柱轉(zhuǎn)動(dòng)剛度及相對(duì)轉(zhuǎn)動(dòng)剛度 表7構(gòu)件名稱(chēng)轉(zhuǎn)動(dòng)剛度S相對(duì)轉(zhuǎn)動(dòng)剛度S'框架梁邊跨154.28×1.143中跨135×1.000框架柱首層254×1.881其它層360×2.667 5.2計(jì)算分配系數(shù) 分配系數(shù) 表8左梁右梁上柱下柱63.81-0.3-0.756.477-0.1760.4120.41246.477-0.1760.4120.41236.477-0.1760.4120.41225.691-0.2010.4690.331124.810.2380.208-0.55411

12、7.4770.1530.1340.3570.357107.4770.1530.1340.3570.35797.4770.1530.1340.3570.35786.6910.1710.1490.3990.2815.3荷載代表值的計(jì)算（1） 作用于屋面處的均布荷載代表值 (2)作用于樓面處均布重力荷載代表值計(jì)算（3） 由均布荷載代表值在屋面處引起的彎矩邊跨梁： 中間跨梁： 其它層： 邊跨梁： 中間跨梁： 5.4、彎矩分配與傳遞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

13、.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

14、-9.52-9.52-3.576.436.43-2.042.75-4.76-4.76-4.46-4.46-1.91.042.422.420.9114.8314.83-29.6630.92-11.86-11.86-7.20.4120.4120.1760.1530.3570.3570.134-31.2131.21-4.5412.8612.865.49-4.08-9.52-9.52-3.576.437.32-2.042.75-4.76-5.32-4.82-4.82-2.061.122.622.620.9814.4715.36-29.8231-11.66-12.22-7.130.4690.3310.2

15、010.1710.3990.2810.149-31.2131.21-4.5414.6410.336.27-4.56-10.64-7.49-3.976.43-2.283.14-4.76-1.95-1.37-0.830.280.650.460.2419.128.96-28.0530.07-14.75-7.03-3.734.48-3.52 圖6 彎矩分配圖5.5作彎矩圖 圖7 地震作用下框架彎矩圖 6.重力荷載作用下梁的剪力和軸力計(jì)算6.1、計(jì)算梁端剪力 重力荷載下AB跨梁端剪力計(jì)算 表10層ql(m)-511.364.223.860.4823.3824.34421.234.244.580.2844

16、.3044.86321.234.244.580.3044.2844.88221.234.244.580.2844.3044.86121.234.244.580.4844.1045.06 重力荷載下AB跨梁端剪力計(jì)算 表11層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、計(jì)算柱的軸力 重力荷載作用下A柱的軸力計(jì)算 表12層截面橫梁傳剪力縱墻重縱梁重縱梁上板恒載縱梁上板活載柱重柱軸力51123.

17、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 重力荷載作用下A柱的軸力計(jì)算 表1

18、3層截面左橫梁傳剪力右橫梁傳剪力縱墻重縱梁重縱梁上板恒載縱梁上板活載柱重柱軸力51124.349.7218.8614.6329.453.2132.4100.21100.212229.25161.86161.8643344.8611.3429.2514.6329.4522.4932.477.91239.7744139.56301.4235544.8811.3429.2514.6329.4522.4932.477.91379.3366139.56440.9827744.8611.3429.2514.6329.4522.4932.477.91518.8988139.56580.5419945.061

19、1.3443.8814.6329.4522.4945.9121.79702.331010153.06733.67. 內(nèi)力組合 對(duì)框架進(jìn)行內(nèi)力組合可得如下表13所示的梁內(nèi)力組合，表14所示的A柱內(nèi)力組合，表15所示的B柱內(nèi)力組合 梁內(nèi)力組合 表14層截面位置內(nèi)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-6.08-7.365.5585.2277.92-92.52V

20、9.7211.6655.4672.183.76-60.44跨間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跨間

21、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跨間MAB16.5219.8240.775372.82-3

22、3.18MBC-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跨間MAB16.419.6833.0342.9462.62-23.26MBC-0.33-0.4000-0.4一AM-2

23、8.05-33.66314.82409.27375.61-442.93V44.152.92125.23162.8215.72-109.88B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跨間MAB17.3520.82103.68134.78155.6-113.96MBC3.073.68003.680 A柱內(nèi)力組合 表15層截面內(nèi)力11.211.3左

24、震右震五柱頂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頂M15.0718.084-102.14-132.782-114.7150.87N217.26260.71272.5194.263354.98166.45柱底M-14.83-17.79658.7176.32358.53-94.12N278.91334.69272.5194.263428.9624

25、0.43三柱頂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頂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頂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