框架結(jié)構(gòu)抗震課程設(shè)計

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《抗震設(shè)計》

指導(dǎo)教師：學(xué)生姓名：學(xué)號：班級：

1

抗震設(shè)計

某綜合辦公樓，主體為8層鋼筋混凝土框架結(jié)構(gòu)，空心磚填充墻，局部9

層，梁板柱均為現(xiàn)澆。柱網(wǎng)布置，建筑層高，及剖面簡圖見圖5.22，底層柱尺寸中柱650mm?650mm，邊柱600mm?600mm。柱混凝土1~3層C40，4~9層C30。樓板采用雙向連續(xù)板?？v橫向框架截面400mm?650mm，梁混凝土C30。設(shè)防烈度7度，設(shè)計基本加速度為0.10g,Ⅰ類場地，設(shè)計地震分組為其次組，抗震等級為二級。要求進行橫向框架設(shè)計。

2

抗震設(shè)計

解:

1.重力荷載計算

.恒荷載取全部，活荷載取50%，各層的重力荷載集中于屋蓋標高處。其代表

值為:9層位1800kN，8層11570kN，2~7層9597kN，底層9623kN。

2.梁柱線剛度計算

(1)梁的線剛度如表1。

表1梁的線剛度計算

矩形截面斷面b?h（m)2邊框架梁Ib?1.5I0中框架梁Ib?2I0跨度l（m)慣性矩I0（m)4Kb?EIb/lKb?EIb/l（m)?3?34(kN?m)（m)4(kN?m)0.40?0.650.40?0.65

6.07.59.15?109.15?1013.73?1013.73?10?3?36.87?10418.30?1018.30?10?3?39.15?107.32?10445.49?104(2)柱的側(cè)移剛度D值如表2及表3。

3

抗震設(shè)計

表2柱的側(cè)移剛度計算

層次94~82~3194~82~3194~82~3194~82~3194~82~3194~82~314~82~314~82~31混凝土等級斷面b?h0.45?0.450.45?0.450.45?0.450.60?0.600.45?0.450.45?0.450.45?0.450.60?0.600.45?0.450.45?0.450.45?0.450.65?0.650.55?0.550.55?0.550.55?0.550.65?0.650.45?0.450.45?0.450.45?0.450.65?0.650.55?0.550.55?0.550.55?0.550.65?0.650.45?0.450.45?0.450.60?0.600.45?0.450.45?0.450.60?0.60層高h慣性矩IcKc?EIc/hK?D??Kc12h2A,B軸邊框架邊柱C30C30C40C40C30C30C40C40C30C30C40C40C30C30C40C40C30C30C40C40C30C30C40C40C30C40C40C30C40C404.53.33.35.04.53.33.35.04.53.33.35.04.53.33.35.04.53.33.35.04.53.33.35.03.33.35.03.33.35.0?33.42?10?33.42?10?33.42?1042.28?1043.11?1043.37?102.411.771.630.783.212.362.181.044.823.543.260.572.882.11/1.851.95/1.710.550.470.450.460.620.540.520.510.710.640.620.420.590.51/0.480.49/0.460.57/0.550.730.670.650.670.620.540.520.600.520.500.620.600.580.677431.1116106.8916710.7415500.168376.8918505.7919310.1917184.969592.8921932.7823023.6919494.7217761.1938945.45/36654.5540549.86/38067.2226457.12/25528.89863.1122960.8824137.7431098.7218664.3041236.3643032.5127849.617820.3918567.4920891.5220561.9821538.2922576.321.08?1047.02?10A,B軸中框架邊柱42.28?1043.11?1043.37?1047.02?10?2?33.42?10?33.42?10?33.42?101.08?10?2B軸邊框架中柱3.42?103.42?103.42?101.49?10?2?3?3?32.28?103.11?103.37?1044449.67?10B軸中框架中柱/內(nèi)角柱?3?3?37.63?107.63?107.63?101.49?10?25.08?106.93?107.51?1044441.51/1.329.67?10C軸邊框架中柱①軸/⑨軸?3?3?33.42?103.42?103.42?101.49?10?22.28?103.11?103.37?104445.423.983.672.563.242.382.1949.67?10C軸中框架中柱7.63?107.63?107.63?101.49?10?2?3?3?35.08?106.93?107.51?1044441.709.67?10D軸邊框架中柱①軸/⑨軸?3?33.42?103.42?101.08?10?23.11?103.37?10442.212.041.962.952.722.6147.02?10D軸中框架邊柱3.42?103.42?101.08?10?2?3?33.11?1043.37?107.02?1044電梯井四角柱4

抗震設(shè)計

1~8C30

0.4?0.43.3?32.13?1041.94?101.550.449406.06表3各層D值匯總

A,B軸角柱D軸D軸邊柱A,B軸D軸B軸B軸中柱B軸C軸C軸C軸電梯井柱總和94~82~31(D值×根數(shù))(D值×根數(shù))(D值×根數(shù))(D值×根數(shù))7431.118376.899592.8917761.199863.119863.119863.1172751.4148320.6717820.3917820.39111034.7143933.921932.7877890.936654.55288654.522960.8822960.8837624.24847608.850132.2218567.4918567.49115861.115076823023.6981099.7238067.22301227.624137.7424137.7437624.24883214.346500.4820891.5220891.52103109.8158034.219494.7252914.2425528.8194947.231098.7231098.7237624.24742134.2

3.自振周期計算

按頂點位移法計算，考慮填充墻對框架剛度的影響，取基本周期調(diào)整系數(shù)

?T=0.6。計算公式為T1?1.7?T?T，式中?T為頂點位移(單位為m)，按D值法

計算，見表4。

表4橫向框架頂點位移計算

層次Gi(kN)?Gi(kN)Di?G?i??i?1?Di（m）?i（m)876543211337095979597959795979597959796231337022967325644216151758613557095280575847608.8847608.8847608.8847608.8847608.8883214.3883214.3742134.2T1?1.7?0.6?5

0.01580.02710.03840.04970.06110.06950.08030.10860.45050.43470.40760.36920.31950.25840.18890.10860.4505?0.68s

抗震設(shè)計

4.橫向水平地震作用計算

地震作用按7度設(shè)計，基本地震加速度0.10g，Ⅰ類場地，設(shè)計地震分組按二組，則Tg?0.30s，?max?0.16,采用底部剪力法計算。

由于T1?0.68s>1.4?0.30=0.42s故應(yīng)考慮頂點附加地震作用，取?n?0.08?0.68?0.07?0.125。結(jié)構(gòu)底部剪力：

FEk?(TgT1n)0.9??max?0.85?Gi?(i?10.30.68)0.9?0.16?0.85?80575?5246.75kN

頂點附加地震作用：

?Fn??n?FEk?0.125?5246.75?655.84kN

Fi?GiHinFEk(1??n)

i?GHii計算結(jié)果列于表5。

表5各層地震作用及樓層地震剪力層次hiHiGiGiHiGiHini(m)9876543214.53.33.33.33.33.33.33.35.0(m)32.628.124.821.518.214.911.68.35.0(kN)1800115709597959795979597959795979623586803251172380062063361746651429951113257965548115?GHiiFiVi(kN)192.821078.86789.64684.05578.45472.86367.27266.27160.68578.461271.682061.322745.373323.823796.684163.954430.224590.90.0420.2350.1720.1490.1260.1030.0800.0580.035注:1.?Fn只參與主體的頂層即8層；

2.突出屋面的第9層，V9??F9，其中?=3。

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抗震設(shè)計

5.變形驗算

結(jié)果列于表6。

表6變形驗算層次87654321

層間剪力Vi（kN）1271.682061.322745.373323.823796.684163.954430.224590.9847608.8847608.8847608.8847608.8847608.8883214.3883214.3742134.2層間剛度DiVi/Di層高hi（m）3.33.33.33.33.33.33.35.0層間相對彈性轉(zhuǎn)角?e?[?e]?1550,滿足要求。（m）0.00150.00240.00320.00390.00450.00470.00500.00621/21981/13761/10311/8461/7331/7021/6601/8066.地震作用下框架內(nèi)力分析（以KJ-4為例）

表7橫向框架KJ-4柱端彎矩計算層次987654321層高hi(m)4.53.33.33.33.33.33.33.35.0

彎矩圖，剪力圖，軸力圖如下所示：

層間剪力Vi(kN)578.461271.682061.322745.373323.823796.684163.954430.224590.972751.41847608.8847608.8847608.8847608.8847608.8883214.3883214.3742134.2B軸柱(邊柱）層間剛度DiDimC軸柱（中柱）M上M下DimD軸柱（邊柱）M上M下DimVim—Ky(m)0.450.470.500.500.500.500.500.500.65Vim—Ky(m)0.450.470.500.500.500.500.500.500.65Vim—Ky(m)0.450.500.500.500.500.500.500.57M上M下8376.8918505.7918505.7918505.7918505.7918505.7919310.1919310.1917184.9666.6127.7645.0059.9472.5782.8991.0496.86106.313.212.362.362.362.362.362.182.181.04164.8648.5574.2598.90119.74136.77150.22159.82186.04134.8943.0674.2598.90119.74136.77150.22159.82345.5118664.3041236.3641236.3641236.3641236.3641236.3643032.5143032.5127849.6148.4061.87100.28133.56161.70184.71202.88215.85172.283.242.382.382.382.382.382.192.191.70367.29108.21165.46220.37266.81304.77334.75356.15301.49300.5195.96165.46220.37266.81304.77334.75356.15559.9120561.9820561.9820561.9820561.9820561.9821538.2921538.2922576.3230.8550.0166.6080.6392.10101.54108.04139.6655.9982.52109.89133.04151.97167.54178.27300.2745.8182.52109.89133.04151.97167.54178.27398.032.952.952.952.952.952.722.722.617

抗震設(shè)計

8

抗震設(shè)計

7.豎向荷載下框架內(nèi)力計算——分層法恒載：

第九層

第八層

第四-七層

第三層

其次層

第一層

9

抗震設(shè)計

活載：

第九層

第八層

第四-七層

第三層

其次層

第一層

10

抗震設(shè)計

11

抗震設(shè)計

·恒載引起的剪力層次987654321

KJ-4中柱軸力計算層截次面987654321頂?shù)醉數(shù)醉數(shù)醉數(shù)醉數(shù)醉數(shù)醉數(shù)醉數(shù)醉數(shù)讟俏萆w恒載173.5317.79230.18230.18230.18230.18230.18230.18230.18樓屋蓋活載17.3274.2574.2574.2574.2574.2574.2574.2574.25層間填充墻重93.0576.1476.1476.1476.1476.1476.1476.1476.14粱自重柱自重恒載軸力335.61376.11863.48893.181292.931322.631722.381752.082151.842181.542581.292610.993010.743040.443440.203469.903869.653899.35活載軸力17.3291.57165.82240.07314.32388.57462.82537.07611.32BC跨VB活載引起的剪力BC跨VB彎矩引起的剪力BC跨VBCD跨LCD跨LCD跨(活）VC(活）L剪力設(shè)計值R?VCVCR?VD?VCVCR?VD(恒）VCL(恒）V0.009.575.245.645.645.655.657.475.36BVD(恒）VC(恒）0.0023.1312.4712.9413.0013.0012.7612.9711.500.00-23.13-12.47-12.94-13.00-13.00-12.76-12.97-11.50RVC(活)VD(活）0.00-3.97-3.32-3.34-3.34-3.35-3.30-3.45-2.99VBVCLVCRVD68.68167.0385.0185.0185.0185.0185.0185.0185.0165.0654.9854.9854.9854.9854.9854.9854.989.4921.3821.3821.3821.3821.3821.3821.3821.3814.3815.0015.0015.0015.0015.0015.0015.000.00-9.57-5.24-5.64-5.64-5.65-5.65-7.47-5.36-0.15-1.77-1.43-1.44-1.44-1.45-1.45-1.85-1.350.151.771.431.441.441.451.451.851.350.003.973.323.343.343.353.303.452.9995.4995.91216.40244.34131.5164.89123.66140.23106.5967.37123.16140.73107.1866.77123.16140.73107.2566.70123.13140.76107.2666.69123.14140.74106.9067.05120.40143.49107.3766.58123.63140.26104.9668.9969.0640.5093.4429.7093.4429.7093.4429.7093.4429.7093.4429.7093.4429.7093.4429.7093.4429.7012

抗震設(shè)計

8.框架柱梁內(nèi)力組合

柱的內(nèi)力組合以KJ-4中柱為例，.梁的內(nèi)力組以KJ-4底層和8層的橫梁為例，見下表。KJ-4中柱內(nèi)力組合層截內(nèi)恒載61.03335.6144.76376.1142.80863.4822.89893.1812.26荷載種類地震作用活載8.414.46向左向右1.2恒+1.4活85.01426.9859.96475.5856.651164.3733.221200.0120.441783.6623.351783.6623.352402.9523.352438.5923.353021.8423.423057.4823.143537.1822.246788.5725.374260.8427.904296.4827.584880.1425.154915.7822.855408.0613

γRE*[1.2（恒+0.5活）+1.3地震作用]向左-74.99303.96-67.49342.84-52.01842.06-60.22870.57-109.161294.32-106.831294.32-135.761748.39-135.761776.90-160.252203.52-160.202232.03-180.442624.13-181.093755.19-194.773117.06-193.313145.57-204.683574.89-206.143603.41-238.323963.43向右200.24357.04157.71395.92137.81903.73108.11932.24136.631347.30138.961347.30167.901789.05167.901817.56192.382229.48192.422257.99212.282633.41211.643764.46229.743107.87231.203136.38242.193545.88240.733574.39269.863906.98±Mmax及相應(yīng)的N200.24157.71次面力柱頂柱底柱8頂柱底柱頂柱底柱頂柱底柱5頂柱底柱頂柱底柱頂柱底柱頂柱底柱頂MNMNMNMNMNmax及相應(yīng)的M85.0159.96-132.32132.32-108.27108.27917.32-25.5225.5217.32-25.5225.523.78-91.2691.2691.57-29.6529.654.11-80.9380.9391.57-29.6529.654.09-118.17118.17357.04426.98395.92475.58137.8156.65903.731164.37108.1133.22932.241200.01136.6320.441347.301783.66138.9623.251347.301783.66167.90167.90192.38192.4223.3523.3523.3523.421789.052402.951817.562438.592229.483021.842257.993057.48212.2823.142633.413537.18211.64229.74231.2022.2425.3727.903764.466788.573107.874260.843136.384296.48242.1927.583545.884880.14240.7325.153574.394915.78269.8622.853906.985408.067N1292.93165.82-25.4725.47M14.694.09-118.17118.17N1292.93165.82-25.4725.47MMMM14.6914.6914.6914.734.094.094.094.10-145.99145.99-145.99145.99-169.53169.53-169.53169.53N1722.38240.07-19.5519.55N1752.08240.07-19.5519.55N2151.84314.02-12.4812.48N2181.54314.02-12.4812.48M14.564.05-188.81188.81N2581.29314.02-4.464.46MMM13.9416.0117.103.944.405.27-188.81188.814.46-4.42-204.09204.094.42-204.09204.09N2610.992610.99-4.46N3010.74462.82643N3040.44462.824.42-4.42M16.955.17-214.84214.84N3440.20537.0713.95-13.95M15.814.41-214.84214.84N3469.90537.0713.95-13.95M14.463.93-244.32244.32N3793.51611.3227.14-27.1421抗震設(shè)計

柱底M7.402.15-298.61298.6111.895443.70-302.423991.94318.693935.49318.6911.89N3823.21611.3227.14-27.143935.495443.7014

抗震設(shè)計

橫梁內(nèi)力組合桿件截面左B-C7.5m第八層C-D6.0m中右左中右左B-C中7.5m第一層C-D6.0m右左中右內(nèi)力MVMMVMVMMVMVMMVMVMMV地震作用向左-165.92-23.24167.03150.00237.73167.0365.06120.2311.4265.06-93.6285.0123.61133.8021.3822.3436