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1、总信息文件工程名称:JKCXX03工程代号：设计人：校核人：软件名称:盈建科建筑结构设计软件 版本：计算日期 2022/04/07 15:04:14*拿拿手*设计参数输出，*，*，*，*结构总体信息结构体系：结构材料信息：结构所在地区：框架结构 钢筋混凝土 全国地下室层数：嵌固端所在层号（层顶嵌固）： 与基础相连构件最大底标高（m）: 裙房层数：000.0000转换层所在层号：0加强层所在层号： 竖向荷载计第信息： 风荷载计算信息.：0施工模拟三一般计算方式地震力计算信息：是否计算吊车荷载：是否计算人防荷载：是否考虑预应力等效荷我工况：计算水平地震作用 否否否是否生成绘等值线用数据：是否计算温
2、度荷载：否否竖向荷载碎墙轴向刚度考虑徐变收缩影响：是否生成传给基础的刚度：凝聚局部楼层刚度时考虑的底部层数（0表示全部楼层）： 上部结构计算考虑基础结构：否 是5否施工模拟加栽层步长：考虑填充墙刚度:采用通用规范：计算控制信息水平力与整体坐标夹角：连梁按墙元计算控制跨高比：连梁材料强度默认同培：墙元细分最大控制长度(m):板元细分最大控制长度(m):短墙肢自动加密：弹性板荷载计算方式：膜单元类型：考虑梁端刚域：考虑柱端刚域：是否输出节点位移：墙梁跨中节点作为刚性楼板从节点：结构计算时考虑楼梯刚度：梁与弹性板变形协调：弹性板与梁协调时考虑梁向下相对偏移：梁墙自重扣除与柱重我部分：楼板自重扣除与梁
3、墙重段部分：刚性楼板假定：地下室楼板强制采用刚性楼板假定：是否自动划分多塔：地震内力按全楼弹性板6计第：计算现浇空心板：现浇空心板计算方法：增加计算连梁刚度不折减模型下的地震位移：门式刚架按平面框架方式计算：自动计算现浇板自申.：刚度系数竖向荷载作用下：梁刚度放大系数按2010混凝土规范524条取值:梁刚度放大系数上限：边梁刚度放大系数上限：地震作用下：连梁刚度折减系数：风荷载作用下：0.004.00 是1.001.00 是 有限元计算 经典膜元(QA4) 否否 否 是 否 是 否 否 否不采用强制刚性楼板假定 否否否是有限元法否 否 是是2.001.500.701.00连梁刚度折减系数：Fl
4、oorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)51-428.8893.95-1030.82411010.25121.84-5939.4531461.30-87.72129.16211355.23-205.16303.341 11416.77-191.25-77.36振型5的地震力FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)5113.69-83.8392.1441-30.92-158.79410.243115.7293.22-12.532142.86232.00-21.871 136.36223.76-15.29振型6的地震力Floo
5、rTowerF-x-xF-x-yF-x-t化N)(kN)(kN-m)51-19.31-8.69944.9941-37.2041.954596.133127.06-3.30-95.712157.0034.69-204.811 114.45-46.63-104.32振型7的地震力FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)S1-6.523.37-234.1741-8.63-22.20-1338.19318.698.06-31.602115.3921.89-26.351 17.47-2.40109.69振型8的地震力FloorTowerF-x-xF-x-yF-x-t
6、(kN)(kN)(kN-m)51-3.882.44-10.6241-3.2016.19287.7331-1.28-15.2829.87218.96-20.1926.74(kN)(kN)(kN-m)1振型9 11为地震力20.1319.04100.39FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)51171.19-105.90373.344164.1016.57491.8931-424.84210.99-109.4121-68.67-6.63-38.6711SS9.33-291.97-232.04振型10的地震力FloorTowerF-x-xF-x-yF-x-t(
7、kN)(kN)(kN-m)5141.4183.49297.904111.80-19.01652.7131-98.17-165.81-49.9221-12.4418.63-37.4011124.64213.93-34.61振型11的地震力FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)512.357.8135.0341-0.19-2.9853.8131-5.41-12.700.71211.041.58-0.48116.3116.127.02振型12的地震力FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)514.99-3.71-15.97
8、410.251.09-21.2631-11.28S.66-1.8321-0.150.33-4.091115.29-6.728.09振型13的地震力FloorTowerF-x-xF-x-yF-x-t513.7916.28168.87各振型作用下X方向的基底剪力41-0.10-2.46402.5031-8.20-25.47-2.75210.61-5.02-3.91119.7336.713.67振型14的地震力FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)517.502.7368.8241-1.09-3.9279.9831-15.660.14-8.27211.951.
9、47-2.991119.823.2332.73振型15的地震力FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)511.43-1.34-9.1541-0.040.31-18.6731-3.001.83-1.8321-0.020.31-1.72113.97-1.773.36层号：1 塔号：1振型号剪力(kN)17246.36280.95323.8341794.16550.34642.00716.40820.739301.111067.25114.11129.11135.831412.52152.34各层X方向的作用力（CQQFloor :层号Tower:塔号Fx:X向
10、地震作用下结构的地震反应力Vx:X向地震作用下结构的楼层剪力Mx :X向地震作用下结构的弯矩 Static Fx:静力法X向的地震力FloorTowerFxVx （分塔剪重比）MxStatic Fx(kN)(kN)(kN-m)(kN)51830.36830.36( 7.877%)2491.08777.09412862.383660.01( 6.596%)16699.962787.46312079.535385.88( 5.621%)37297.081887.28211940.156625.72( 4.867%)62100.711273.91111810.767597.00( 4.073%)92
11、250.18825.61抗震规范（5.2.5）条要求的X向楼层最小剪中.比=1.60%*拿拿*拿拿*拿拿*拿拿*拿拿*拿拿*仅考虑Y向地震作用时的地震力Floor:层号Tower:塔号F-y-x:Y方向的耦联地震力在X方向的分量F-y-y:Y方向的耦联地凝力在Y方向的分量F-y-t: Y方向的耦联地震力的扭矩振型1的地震力FloorTowerF-y-xF-y-yF-y-t伙N)(kN)(kN-m)51-61.817.85-68.8541-246.0222.22-636.4231-179.7516.29-10.4021-121.2710.77-6.7511-68.006.09-2.17振型2的地
12、熊力FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)5168.74704.45-1555.7741277.002567.68-14066.7631204.321857.17-229.9421139.751232.93-152.141 164.70670.50-80.96振型3的地震力FloorTowerF-y-xF-y-yF-y-t化N)(kN)(kN-m)51-6.55-26.111829.5541-31.21118.8116598.1831-24.6380.06276.8321-18.2154.53185.101 13.4722.3798.67振型4的地震力F
13、loorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)5164.15-14.05154.1841151.10-18.22888.3431-68.9913.12-19.3221-202.7030.69-45.371 1-211.9028.6111.57振型5的地震力FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)51-83.33-510.24560.7941-188.16-966.432496.883195.69567.39-76.2521260.851412.00-133.111 1221.311361.86-93.05振型6的地震力Floo
14、rTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)5123.6110.621155.414145.48-51.29-5619.5531-33.084.03117.0221-69.7042.41250.411 1-17.6757.02127.55振型7的地熊力FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)51-3.471.79-124.46414.58-11.80-711.24314.624.29-16.79218.1811.63-14.00113.97-1.2858.30振型8的地震力振型12的地震力FloorTowerF-y-xF-y-yF
15、-y-t(kN)(kN)(kN-m)51-0.410.26-1.1241-0.341.7130.4231-0.141.623.16210.9S-2.142.83112.132.0110.61振型9的地震力FloorTowerF-y-xf-y-yF-y-t(kN)(kN)(kN-m)51-100.6062.23-219.3841-37.66-9.74-289.0531249.65-123.9864.292140.353.9022.7211-328.68171.57136.36振型10的地震力FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)5180.81162.915
16、81.304123.03-37.091273.6731-191.56-323.55-97.4121-24.2836.35-72.9811243.22417.46-67.54振型11的地震力FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)515.6218.6783.7441-0.45-7.13128.6531-12.93-30.361.70212.503.79-1.151115.0938.5316.79FloorTowerF-y-xF-y-yF-y-t化N)(kN)(kN-m)51-1.831.365.8641-0.09-0.407.81314.14-2.080.6
17、7210.05-0.121.501 1-5.622.47-2.97振型13的地震力FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)5113.0456.02580.9241-0.35-8.461384.6531-28.21-87.63-9.47212.09-17.26-13.451 133.48126.3012.63振型14的地震力FloorTowerF-y-xF-y-yF-y-t伙N)(kN)(kN-m)512.190.8020.1041-0.32-1.1423.36314.570.042.41210.570.43-0.871 15.790.949.56振型15的
18、地震力FloorTowerF-y-xF-y-yF-y-t化N)(kN)(kN-m)51-0.400.372.55410.01-0.095.21310.84-0.510.51210.01-0.090.481 1-1.110.49-0.94各振型作用F Y方向的基底剪力层号：1 塔号：1振型号剪力(kN)163.2227032.733249.66440.14561864.5862.7974.6380.239103.9710256.081123.51121.231368.98141.07150.18各层Y方向的作用力(CQC)Floor :层号Tower:塔号Fy:Y向地震作用下结构的地震反应力Vy
19、:Y向地震作用下结构的楼层剪力My :Y向地菠作用卜.结构的弯矩 Static Fy:静力法Y向的地震力FloorTowerFyVy (分塔剪币.比)MyStatic Fy(kN)(kN)(kN-m)伙N)51907.01907.01( 8.604%)2721.03784.84412841.043682.51( 6.636%)169S6.302815.25312075.045365.87( 5.600%)37402.071906.10211948.096580.69( 4.834%)61944.201286.62111760.787525.25( 4.034%)91738.24833.84抗震
20、规范(525)条要求的Y向楼层最小剪重比=1.60%=各楼层地震剪力系数调整情况抗震规范(525)验算=层号塔号X向调整系数丫向调整系数调整后X向剪力调整后丫向剪力111.0001.0007597.007525.25211.0001.0006625.726580.69311.0001.0005385.885365.87411.0001.0003660.013682.51511.0001.000830.36907.01*拿*拿*拿*位移输出文件A*，*单位 ：mmFloor :层号Tower :塔号Jmax :最大位移对应的节点号JmaxD :最大层间位移对应的节点号Max-(Z): Z方向的节
21、点最大位移h :层高Max-(X), Max-(Y) : X,丫方向的节点最大位移Ave-(X), Ave-(Y): X,丫方向的层平均位移Max-Dx , Max-Dy : X,丫方向的最大层间位移Ave-Dx , Ave-Dy: X,丫方向的平均层间位移Ratio-(X),Ratio-(Y):最大位移与层平均位移的比值Ratio-Dx,Ratio-Dy :最大层间位移与平均层间位移的比值Max-Dx/h, Max-Dy/h : X,Y方向的最大层间位移角DxR/Dx,DyR/Dy : X,Y方向的有害位移角占总位移角的百分比例Ratio_AX,Ratio_AY :本层位移角与上层位移角的1
22、.3倍及上三层平均位移角的1.2倍的比值的大者X-Disp, Y-Disp, Z-Disp:节点X*Z方向的位移=工况17=X方向地震作用下的楼层最大位移FloorTowerJmaxJmaxDMax-(X)Max-DxAve-(X)Ave-DxhMax-Dx/hDxR/DxRatio_AXS150000026.846.48300050000110.540.441/554794.52%1.004140001486.376.08390040000011.341.231/291936.58%1.503130000055.154.91390030000031.731.631/225514.06%1.5
23、02120001383.473.31390020001381.951.851/200123.61%1.351110002611.581.49420010002611.581.491/2653100.00%0.76X向最大层间位移角：1/2001 (2层1塔)=工况18=X双向地震作用下的楼层最大位移Floor Tower Jmax Max-(X) Ave-(X) hJmaxDMax-DxAve-DxMax-Dx/hDxR/DxRatio_AXs150000026.926.57300050000110.550.441/549494.54%1.00414(XXXX)96.446.163900400
24、00011.361.241/287336.39%1.503130000055.204.98390030000041.751.651/222814.03%1.S02120000053.503.36390020000011.971.871/198223.64%1.3S1110002611.581.50420010002611.581.501/2652100.00%0.76X向最大层间位移角：1/1982 (2 层 1 塔)=工况12 =X+偶然偏心地震作用下的楼层最大位移Flooir TowerJmaxMax-(X)Ave-(X)hJmaxDMax-DxAve-DxMax-Dx/hDxR/DxRa
25、tio_AX5150000697.156.50300050000690.580.461/520095.17%1.004140001216.626.07390040001321.381.241/282435.87%1.503130001415.364.90390030001281.751.621/222314.18%1.502120001413.653.31390020001412.041.861/190923.69%1.351110003321.671.48420010003321.671.481/2509100.00%0.76X向最大层间位移角：1/1909 (2 层塔)=工况13 =X-偶
26、然偏心地震作用下的楼层最大位移Flooir TowerJmaxMax-(X)Ave-(X)hJmaxDMax-DxAve-DxMax-Dx/hDxR/DxRatio_AX5150000027.766.51300050000110.690.491/436593.91%1.004140001487.216.10390040001491.521.201/256737.28%1.493130000095.824.92390030001511.961.641/199113.94%1.512120001513.913.32390020000012.201.851/177323.53%1.351 11000
27、3231.761.48420010003231.761.481/2393100.00%0.76X向最大层间位移角：1/1773 (2 层 1 塔)=工况19 =Y方向地震作用下的楼层地大位移Floor TowerJmaxMax-(Y)Ave-(Y)hJmaxDMax-DyAve-DyMax-Dy/hDyR/DyRatio_AY5150000706.896.45300050000710.980.711/306846.51%1.004140001476.285.94390040000011.371.251/283830.41%1.133130000485.024.75390030000011.73
28、1.621/225911.76%1.292120000823.353.16390020000421.901.781/205S28.36%1.221 110003021.511.39420010003021.511.391/2775100.00%0.69Y向最大层间位移角：1/2055 (2 层 1 塔)=工况20 =Y双向地震作用下的楼层最大位移Floor TowerJmaxMax-(Y)Ave-(Y)hJmaxDMax-DyAve-DyMax-Dy/hDyR/DyRatio_AY5150000706.896.46300050000710.990.721/302446.27%1.0041400
29、01476.285.95390040000011.381.251/283230.39%1.133130000485.024.75390030000011.731.621/225711.75%1.292120001443.353.17390020000421.901.781/205328.36%1.221 110003021.511.39420010003021.511.391/2774100.00%0.69Y向最大层间位移角：1/2053 （2层1塔）=工况14=Y+偶然偏心地震作用下的楼层最大位移FloorTowerJmaxJmaxDMax-(Y)Max-DyAve-(Y)Ave-DyhMa
30、x-Dy/hDyR/DyRatio_AY5150000277.146.40300050000700.990.701/304245.03%1.004140001476.595.93390040001471.441.231/271829.23%1.123130000485.274.74390030000011.811.621/215211.69%1.272120000823.523.16390020000012.001.791/195328.21%1.211110002771.551.37420010002771.551.371/2711100.00%0.69Y向最大层间位移角：1/1953 （2
31、层1塔）=工况15= Y-偶然偏心地凝作用下的楼层增大位移FloorTowerJmaxJmaxDMax-(Y)Max-DyAve-(Y)Ave-DyhMax-Dy/hDyR/DyRatio_AY5150000446.786.57300050000710.980.721/306548.01%1.004140000015.975.94390040000011.311.251/296831.60%1.143130000174.804.7539003000(X)11.641.611/237711.83%1.312120001003.253.18390020000951.851.791/210628.5
32、1%1.23111(X)03021.511.41420010(X)3021.511.411/2774100.00%0.69Y向最大层间位移角：1/2106 （2层1塔）=工况21=最不利地震方向175.884卜的楼层最大位移Floor Tower JmaxMax-(X) Ave-(X)JmaxDMax-DxAve-DxMax-Dx/hDxR/DxRatio_AX5150000016.906.49300050000110.540.441/552594.02%1.004140000016.436.08390040000011.361.231/287436.51%1.493130000045.184
33、.90390030000011.751.631/223414.03%1.502120000053.493.31390020000011.961.851/198823.59%1.351 110002401.581.48420010002401.581.481/2654100.00%0.76X向最大层间位移角：1/1988 （2层1塔）=1况22=最不利地震方向265.884下的楼层最大位移FloorTowerJmaxJmaxDMax-(Y)Max-DyAve-(Y)Ave-DyhMax-Dy/hDyR/DyRatio_AY5150000706.936.49300050000710.980.711
34、/305846.73%1.004140001216.315.95390040001211.371.251/285730.43%1.133130000905.034.75390030001211.731.621/225511.79%1.292120000903.363.17390020001111.901.791/205128.36%1.221110003021.521.39420010003021.521.391/2759100.00%0.69Y向最大层间位移角：1/2051 （2层1塔）=工况2=+X方向风荷载作用下的楼层最大位移FloorTowerJmaxJmaxDMax-(X)Max-DxA