框架柱底部?jī)A覆力矩占比計(jì)結(jié)果

1.豎向構(gòu)件傾覆力矩及百分比(抗規(guī)方式)根據(jù)《高規(guī)》8.1.3-2條規(guī)定：抗震設(shè)計(jì)的框架-剪力墻結(jié)構(gòu)，應(yīng)根據(jù)在規(guī)定的水平力作用下結(jié)構(gòu)底層框架部分承受的地震傾覆力矩與結(jié)構(gòu)總地震傾覆力矩的比值，確定相應(yīng)的設(shè)計(jì)方法，結(jié)構(gòu)框架部分承受的地震傾覆力矩大于結(jié)構(gòu)總地震傾覆力矩的10％但不大于50％時(shí)，按框架-剪力墻結(jié)構(gòu)進(jìn)行設(shè)計(jì)。表9-1X向靜震工況下的傾覆力矩及百分比(單位kN.m)層號(hào)框架柱短肢墻普通墻斜撐總彎矩270.0(0.0%)0.0(0.0%)154.4(100.0%)0.0(0.0%)154.426116.7(25.3%)26.9(5.8%)318.0(68.9%)0.0(0.0%)461.725923.5(64.4%)14.3(1.0%)497.3(34.7%)0.0(0.0%)1435.1241496.9(51.4%)44.9(1.5%)1369.1(47.0%)0.0(0.0%)2910.9232158.4(45.6%)105.4(2.2%)2468.5(52.2%)0.0(0.0%)4732.4222867.2(42.1%)193.9(2.8%)3753.6(55.1%)0.0(0.0%)6814.6213621.5(39.6%)310.8(3.4%)5205.5(57.0%)0.0(0.0%)9137.8204425.8(37.8%)451.9(3.9%)6831.7(58.3%)0.0(0.0%)11709.4195273.2(36.3%)620.9(4.3%)8642.7(59.5%)0.0(0.0%)14536.7186174.1(35.1%)816.7(4.6%)10624.3(60.3%)0.0(0.0%)17615.1177112.3(34.0%)1039.3(5.0%)12783.2(61.1%)0.0(0.0%)20934.8168088.4(33.0%)1283.1(5.2%)15108.3(61.7%)0.0(0.0%)24479.8159101.6(32.2%)1556.5(5.5%)17576.3(62.3%)0.0(0.0%)28234.31410143.3(31.5%)1845.5(5.7%)20194.0(62.7%)0.0(0.0%)32182.81311205.3(30.9%)2162.4(6.0%)22949.4(63.2%)0.0(0.0%)36317.11212294.1(30.3%)2503.2(6.2%)25834.9(63.6%)0.0(0.0%)40632.21113396.1(29.7%)2867.2(6.4%)28862.7(64.0%)0.0(0.0%)45126.01014508.1(29.1%)3247.4(6.5%)32035.3(64.3%)0.0(0.0%)49790.9915622.5(28.6%)3662.5(6.7%)35329.8(64.7%)0.0(0.0%)54614.8816731.9(28.1%)4089.7(6.9%)38761.1(65.1%)0.0(0.0%)59582.7717825.5(27.6%)4533.5(7.0%)42328.5(65.4%)0.0(0.0%)64687.6618877.6(27.0%)4975.9(7.1%)46067.9(65.9%)0.0(0.0%)69921.4519911.1(26.4%)5419.6(7.2%)49949.9(66.4%)0.0(0.0%)75280.7420694.7(25.7%)5812.6(7.2%)54168.6(67.1%)0.0(0.0%)80675.9321478.2(23.5%)8146.7(8.9%)61857.1(67.6%)0.0(0.0%)91482.0224160.0(23.9%)9873.9(9.8%)67236.2(66.4%)0.0(0.0%)1.0e+5125475.7(23.1%)11209.0(10.2%)73404.0(66.7%)0.0(0.0%)1.1e+5根據(jù)《高規(guī)》8.1.3-2條規(guī)定：抗震設(shè)計(jì)的框架-剪力墻結(jié)構(gòu)，應(yīng)根據(jù)在規(guī)定的水平力作用下結(jié)構(gòu)底層框架部分承受的地震傾覆力矩與結(jié)構(gòu)總地震傾覆力矩的比值，確定相應(yīng)的設(shè)計(jì)方法，結(jié)構(gòu)框架部分承受的地震傾覆力矩大于結(jié)構(gòu)總地震傾覆力矩的10％但不大于50％時(shí)，按框架-剪力墻結(jié)構(gòu)進(jìn)行設(shè)計(jì)。表9-2Y向靜震工況下的傾覆力矩及百分比(單位kN.m)層號(hào)框架柱短肢墻普通墻斜撐總彎矩270.0(0.0%)0.0(0.0%)252.0(100.0%)0.0(0.0%)252.026142.8(21.7%)10.2(1.5%)505.1(76.8%)0.0(0.0%)658.1251183.5(79.2%)19.1(1.3%)291.2(19.5%)0.0(0.0%)1493.7242020.2(72.7%)37.6(1.4%)720.9(25.9%)0.0(0.0%)2778.7232940.2(67.1%)55.6(1.3%)1383.1(31.6%)0.0(0.0%)4378.8223909.5(62.7%)75.3(1.2%)2248.5(36.1%)0.0(0.0%)6233.3214945.0(59.2%)96.8(1.2%)3309.2(39.6%)0.0(0.0%)8351.0206048.2(56.3%)119.8(1.1%)4580.7(42.6%)0.0(0.0%)10748.7197223.3(53.8%)144.6(1.1%)6055.4(45.1%)0.0(0.0%)13423.3188461.3(51.7%)170.7(1.0%)7731.6(47.2%)0.0(0.0%)16363.6179767.0(49.9%)199.1(1.0%)9590.4(49.0%)0.0(0.0%)19556.51611119.2(48.4%)228.5(1.0%)11637.4(50.6%)0.0(0.0%)22985.01512529.2(47.0%)259.1(1.0%)13847.0(52.0%)0.0(0.0%)26635.31413972.9(45.8%)290.6(1.0%)16238.8(53.2%)0.0(0.0%)30502.31315465.0(44.7%)323.8(0.9%)18790.1(54.3%)0.0(0.0%)34578.81216970.0(43.7%)357.3(0.9%)21523.8(55.4%)0.0(0.0%)38851.11118508.0(42.7%)391.7(0.9%)24407.0(56.4%)0.0(0.0%)43306.71020038.0(41.8%)426.2(0.9%)27473.4(57.3%)0.0(0.0%)47937.6921574.9(40.9%)461.4(0.9%)30697.9(58.2%)0.0(0.0%)52734.1823076.1(40.0%)496.4(0.9%)34110.5(59.1%)0.0(0.0%)57683.0724562.4(39.1%)531.0(0.8%)37682.2(60.0%)0.0(0.0%)62775.6625979.3(38.2%)566.1(0.8%)41462.6(61.0%)0.0(0.0%)68008.0527398.3(37.3%)598.7(0.8%)45375.9(61.8%)0.0(0.0%)73372.9428544.8(36.3%)654.6(0.8%)49383.5(62.8%)0.0(0.0%)78582.9329228.2(32.5%)815.9(0.9%)59890.4(66.6%)0.0(0.0%)89934.5232904.1(32.8%)1289.6(1.3%)66050.4(65.9%)0.0(0.0%)1.0e+5134411.3(31.4%)1625.0(1.5%)73524.4(67.1%)0.0(0.0%)1.1e+5圖9-1X向靜震下傾覆力矩簡(jiǎn)圖圖9-2Y向靜震下傾覆力矩簡(jiǎn)圖2.豎向構(gòu)件地震剪力及百分比表9-3X向地震工況下的剪力及百分比(單位kN)層號(hào)框架柱墻及支撐總剪力270.0(0.0%)50.3(100.0%)50.32628.8(29.0%)82.4(82.8%)99.525209.0(67.2%)189.9(61.1%)311.024157.3(33.6%)336.8(72.0%)467.923186.1(32.5%)406.3(71.0%)572.222204.5(31.5%)457.6(70.6%)648.421221.1(30.8%)506.7(70.6%)717.920237.8(30.1%)560.3(70.9%)790.019251.8(29.1%)620.0(71.7%)864.218268.6(28.7%)675.8(72.1%)937.217280.8(27.9%)732.3(72.7%)1006.616293.2(27.4%)783.6(73.2%)1071.015305.0(27.0%)830.2(73.5%)1129.914314.3(26.5%)874.3(73.9%)1183.813320.8(26.0%)918.1(74.4%)1234.812329.1(25.6%)959.2(74.7%)1284.511333.3(25.0%)1003.6(75.3%)1333.010336.7(24.4%)1046.4(75.8%)1379.69337.8(23.8%)1087.2(76.5%)1421.78336.8(23.1%)1125.6(77.1%)1459.47332.3(22.2%)1164.6(77.9%)1494.16320.5(21.0%)1208.9(79.2%)1526.95312.3(20.0%)1248.1(80.1%)1558.04245.7(15.6%)1333.6(84.5%)1577.93109.7(6.7%)1532.5(93.4%)1641.72484.6(25.8%)1410.7(75.2%)1876.31282.5(14.5%)1661.9(85.6%)1942.6表9-4Y向地震工況下的剪力及百分比(單位kN)層號(hào)框架柱墻及支撐總剪力270.0(0.0%)81.7(100.0%)81.72645.4(35.0%)85.0(65.5%)129.725230.1(91.1%)162.8(64.4%)252.724196.8(51.5%)228.7(59.9%)381.823220.7(47.4%)275.1(59.0%)466.222238.5(45.0%)310.9(58.7%)529.921258.2(43.3%)351.9(59.0%)596.820276.9(41.4%)403.5(60.3%)669.219296.8(40.1%)453.0(61.2%)740.418313.4(38.8%)503.9(62.4%)808.117331.9(38.1%)547.3(62.8%)871.316344.6(37.1%)591.2(63.6%)928.915359.8(36.6%)628.2(64.0%)981.914368.7(35.7%)669.8(64.8%)1033.113381.0(35.2%)706.0(65.2%)1082.112384.1(34.1%)747.1(66.3%)1126.611392.0(33.6%)778.8(66.7%)1167.010389.9(32.4%)818.4(67.9%)1204.89390.4(31.5%)852.4(68.8%)1239.48381.1(30.0%)891.7(70.2%)1269.87375.7(29.0%)924.5(71.3%)1297.46357.3(27.0%)969.2(73.2%)1324.05355.3(26.4%)995.5(73.8%)1348.34292.2(22.4%)1015.1(77.7%)1306.7380.6(5.7%)1336.8(94.5%)1415.02551.4(33.7%)1125.2(68.8%)1635.01264.5(15.6%)1432.1(84.5%)1694.2圖9-3X向地震下剪力簡(jiǎn)圖圖9-4Y向地震下剪力簡(jiǎn)圖3.單塔多塔通用的框架0.2Vo(0.25Vo)調(diào)整系數(shù)根據(jù)《高規(guī)》8.1.4條規(guī)定：框架‐剪力墻結(jié)構(gòu)各層框架所承擔(dān)的地震剪力不應(yīng)小于結(jié)構(gòu)底部總剪力20%和框架部分地震剪力最大值的1.5倍二者較小值。結(jié)構(gòu)各樓層的調(diào)整情況具體如下表所示：0.2Vo調(diào)整中Vo的系數(shù):alpha=0.200.2Vo調(diào)整中Vmax的系數(shù):beta=1.500.2Vo調(diào)整方式:alpha*Vo和beta*Vmax兩者取小0.2Vo調(diào)整上限:KQ_L=2.000.2Vo調(diào)整分段數(shù):VSEG=1第1段位置:1-24層符號(hào)說(shuō)明:Vc_p：調(diào)整前的本層框架剪力Vc_f：調(diào)整后的本層框架剪力Coef1：用戶定義的0.2Vo調(diào)整系數(shù)Coef2：本層柱的0.2Vo調(diào)整系數(shù)計(jì)算值C02v_c：本層柱的0.2Vo調(diào)整系數(shù)最終采用值(如果用戶定義采用用戶定義值)C02v_w：本層墻的剪力調(diào)整系數(shù)表9-5X向地震工況下的各層塔的框架剪力(kN)層號(hào)Vc_palpha*Vobeta*VmaxVc_f25-2724163.6439.6819.1327.1723194.9439.6819.1389.9022215.7439.6819.1431.3721234.7439.6819.1434.1820253.6439.6819.1434.1819269.6439.6819.1434.1818288.5439.6819.1434.1817302.6439.6819.1434.1816316.9439.6819.1434.1815330.6439.6819.1434.1814341.7439.6819.1434.1813349.8439.6819.1434.1812359.9439.6819.1434.1811365.5439.6819.1434.1810370.1439.6819.1434.188,9372.4439.6819.1434.187368.5439.6819.1434.186356.4439.6819.1434.185348.3439.6819.1434.184275.0439.6819.1434.183123.1439.6819.1246.152546.0439.6819.1546.041319.7439.6819.1434.18表9-6X向地震工況下的各層塔的框架剪力調(diào)整系數(shù)層號(hào)Coef1Coef2C02v_cC02v_w25-2722-242.002.001.00211.851.851.00201.711.711.00191.611.611.00181.501.501.00171.441.441.00161.371.371.00151.311.311.00141.271.271.00131.241.241.00121.211.211.00111.191.191.008-101.171.171.0071.181.181.0061.221.221.0051.251.251.0041.581.581.0032.002.001.0021.001.001.0011.361.361.00表9-7Y向地震工況下的各層塔的框架剪力(kN)層號(hào)Vc_palpha*Vobeta*VmaxVc_f25-2724215.7439.61064.4430.5923246.1439.61064.4430.5922270.1439.61064.4430.5921295.8439.610