结构审查补充计算书10-02

1、10#楼超配筋信息-|第 3 层配筋、验算|-|第 11 层配筋、验算|-工况下该墙剪力占本层总剪力百分比超限 34.07%(30%)3 (I=3248 J=3255) B*H*Lwc(m)= 0.20*2.20*2.90|第 2 层配筋、验算|* X 向N-WC=-aa= 200(mm) Nfw= 3 Rcw= 30.0 Fy=360. Fyv=360. Fyw=360. Rwv= 0.25-|第 1 层配筋、验算|* X 向N-WC=工况下该墙剪力占本层总剪力百分比超限 34.13%(30%)6 (I=3263 J=3270) B*H*Lwc(m)= 0.20*2.20*2.90-*柱柱柱

2、柱柱柱柱柱柱柱柱柱柱柱对应上层柱对应上层柱对应上层柱对应上层柱55 对应上层柱64 对应上层柱67 对应上层柱对应上层柱对应上层柱对应上层柱对应上层柱对应上层柱对应上层柱80 对应上层柱的截面不同,无法执行【抗规】6.1.14.的截面不同,无法执行【抗规】6.1.14.的截面不同,无法执行【抗规】6.1.14.的截面不同,无法执行【抗规】6.1.14.9 的截面不同,无法执行【抗规】6.1.14.的截面不同,无法执行【抗规】6.1.14.的截面不同,无法执行【抗规】6.1.14.的截面不同,无法执行【抗规】6.1.14.的截面不同,无法执行【抗规】6.1.14.的截面不同,无法执行【抗规】6.

3、1.14.的截面不同,无法执行【抗规】6.1.14.的截面不同,无法执行【抗规】6.1.14.的截面不同,无法执行【抗规】6.1.14.36 的截面不同,无法执行【抗规】6.1.14.aa= 200(mm) Nfw= 3 Rcw= 30.0 Fy=360. Fyv=360. Fyw=-360. Rwv= 0.25-|第 10 层配筋、验算|-|第 9 层配筋、验算|-|第 8 层配筋、验算|-|第 7 层配筋、验算|-|第 6 层配筋、验算|-|第 5 层配筋、验算|-|第 4 层配筋、验算|-10#楼 SATWE 0.2VD 调整信息/110.00.0*|公司名称:|规定水平力框架柱及短肢墙

4、倾覆力矩(抗规)|*|SATWE 0.2V0 调整信息输出|SATWE2010_V2.2 中文版|层号塔号框架柱短肢墙墙斜撑|(2014 年 9 月 23 日 9 时 52 分)|文件名: WV02Q.OUT|111X Y X Y X Y X Y X Y X Y X Y X Y X YX44.781.744.777.3629.1960.41304.01770.12139.42722.73126.73793.24233.84955.45399.16141.06804.47436.88059.80.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00

5、.00.028.919.429.115.9549.6357.61502.71241.32811.12463.84408.83974.96253.95716.98366.37749.110506.49937.312950.10.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0|工程名称|:设计人 :计算日期:2015/06/13 |112|工程代号:校核人 :计算时间:12:13:11|/101*91各层各塔的规定水平力*81X 向(KN)Y 向(KN)层号塔号71111110987654321211111111125.425.529

6、7.8214.7177.8152.3126.7112.392.370.344.934.932.261312.8206.151166.1140.341111.3108.331Y X YX8597.99340.39661.69236.90.042.3287.542.312414.815559.514914.019998.90.00.00.00.091.868.62149.511Y9328.9287.519473.70.0Y32.07%0.99%66.94%0.00%*规定水平力框架柱及短肢墙倾覆力矩百分比(抗规)规定水平力框架柱及短肢墙倾覆力矩(轴力方式)*层号塔号框架柱短肢墙墙斜撑层号塔号合力点

7、框架柱短肢墙墙斜撑111X Y X Y X Y X Y X Y X Y X Y X Y X YX60.72%80.79%60.63%82.92%53.37%72.87%46.46%58.78%43.22%52.50%41.49%48.83%40.37%46.43%39.22%44.21%39.31%42.80%38.36%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%39.28%19.21%39.37%17.08%46.63%27.13%53.54%4

8、1.22%56.78%47.50%58.51%51.17%59.63%53.57%60.78%55.79%60.69%57.20%61.64%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%111X12.9053.50.020.10.0112Y-8.5189.30.011.80.0101112X41.2653.70.020.10.0Y-8.6186.10.07.1910.0101X27.03394.70.0650.5810.0Y-11.041457.50

9、.0143.9710.091X27.11560.20.01918.30.061Y-10.672431.90.01052.90.05181X27.12611.30.03724.60.041Y-10.213471.10.02371.40.071X27.12606.00.05935.8310.0Y X YX40.92%37.45%38.86%31.55%0.00%0.17%1.16%0.14%59.08%62.38%59.98%68.31%0.00%0.00%0.00%0.00%Y-9.634526.90.04054.8210.061X27.11519.80.08512.2110.0Y-9.4658

10、76.40.05815.9Y X Y X Y X Y X Y X Y XY91.01%22.60%69.79%14.10%59.41%9.26%52.75%5.76%50.26%2.81%49.08%2.16%48.95%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%8.99%77.40%30.21%85.90%40.59%90.74%47.25%94.24%49.74%97.19%50.92%97.84%51.05%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.

11、00%0.00%0.00%0.00%0.09151X27.12331.30.011454.50.081Y-9.567446.50.07727.00.07141X27.11318.30.014447.20.0Y-9.889290.30.09688.9610.031X27.0870.60.017826.5510.0Y-10.3311104.60.011931.90.04121X26.94981.0488.321021.20.031X Y X Y XY0.39%48.20%4.36%44.87%-0.15%36.34%0.00%0.00%2.17%9.56%0.00%0.00%99.61%51.80

12、%93.47%45.57%100.15%63.66%0.00%0.00%0.00%0.00%0.00%0.00%Y-10.7311846.22523.012032.60.02111X24.16-44.90.029296.20.011Y-11.0010573.00.018519.50.0*规定水平力框架柱及短肢墙倾覆力矩百分比(轴力方式)内力 CQC 的框架柱及短肢墙倾覆力矩*层号塔号框架柱短肢墙墙斜撑层号塔号框架柱短肢墙墙斜撑111X Y X YX72.65%88.29%72.80%92.35%37.76%0.00%0.00%0.00%0.00%0.00%27.35%11.71%27.20%7

13、.65%62.24%0.00%0.00%111X61.20.041.90.0Y X YX78.761.375.7738.50.00.00.00.052.541.148.01288.60.00.00.00.01120.00%0.00%1121010.00%101Y X Y X Y X Y X Y X Y XY943.21470.01743.92375.62691.03442.13764.74636.24940.35893.06155.97386.27500.10.00.00.00.00.00.00.00.00.00.00.00.00.0998.22315.12039.83679.63408.75

14、323.75074.37201.16965.39344.49160.311511.911512.00.00.00.00.00.00.00.00.00.00.00.00.00.0Y X Y X Y X Y X Y X Y XY48.58%38.84%46.09%39.23%44.12%39.27%42.59%39.17%41.50%38.67%40.19%39.08%39.45%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%51.42%61.16%53.91%60.77%55.88%60.73%57.41%60.

15、83%58.50%61.33%59.81%60.92%60.55%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%91918181717161615151414131X Y X Y XY8715.58713.310087.39826.110496.210500.50.00.078.8355.078.8355.013996.614192.116608.216870.828079.630408.00.00.00.00.00.00.031X Y X Y XY38.37%38.04%37.68%36.32%27.15%2

16、5.45%0.00%0.00%0.29%1.31%0.20%0.86%61.63%61.96%62.03%62.36%72.64%73.69%0.00%0.00%0.00%0.00%0.00%0.00%21211111*内力 CQC 的框架柱及短肢墙倾覆力矩百分比框架柱剪力百分比*层号塔号框架柱短肢墙墙斜撑层号柱剪力/V0塔号柱剪力总剪力柱剪力百分比分段后底部剪力V0111X59.38%0.00%40.62%0.00%111X Y XY16.624.416.723.225.434.925.532.265.51%69.88%65.65%72.07%Y X YX59.98%59.90%61.20%

17、36.43%0.00%0.00%0.00%0.00%40.02%40.10%38.80%63.57%0.00%0.00%0.00%0.00%112112101101X Y X Y X Y X Y X Y X YX184.6254.4234.3265.5290.5314.5343.2355.3385.4388.1405.8397.9490.3348.7379.9563.4586.0741.2752.1893.5892.51020.11003.71132.41112.11224.752.95%66.97%41.60%45.31%39.20%41.81%38.41%39.81%37.78%38.66

18、%35.84%35.78%40.03%10#楼筏板模型参数信息*采用 PKPM 系列 JCCAD桩筏筏板有限元方法计算的模型参数*91计算模型:弹性地基梁板模型 (桩和土按 WINKLER 模型)81地础形式及参照规范:天然地基规范)、常规桩基(桩基规范)71上部结构影响（共同作用计算）:网格划分依据:所有底层网格线6151有限元网格控制边长(m):采用新方法加密网格凹角预先处理1.041有时按梁单元计算Y X Y X Y XY437.1457.1407.9430.3344.831.395.91203.81295.11272.41340.01321.91376.11423.136.31%35.

19、30%32.06%32.11%26.09%2.28%6.74%31筏板(梁)上保护层厚度(mm):筏板(梁)下保护层厚度(mm):筏板(梁)混凝土级别:筏板(梁)受拉压钢筋级别:级别:构造配筋率(0 为自动计算) :板上剪力墙考虑高度(m)（0 为不考虑）:混凝土模量折减系数(0.71.0) :如设后浇带，浇后浇带前的加荷比例(01):加荷比例只对恒载起作用20.050.030.03.03.00.210.01.00.52111*二道防线调整系数桩混凝土级别:桩钢筋级别:桩顶的嵌固系数(铰接 01 刚接):30.02.00.0以下为程序自动计算的系数，如用户自己定义了系数，则以自定义系数为准*自

20、动计算 Mindlin 应力公式中的桩端阻力比各工况自动计算水浮力 自动计算水浮力的水头标高(m):底板抗浮验算(抗浮验算不考虑活载) 底板抗浮验算的水头标高(m):水浮力的荷载组合分项系数 Cw-2.3-1.31.4抗浮标准组合中水浮力系数 Dw人防荷载 1.010#楼筏板模型荷载信息荷载及桩反力信息荷载序号 荷载值(KN)考虑筏板自重 采用 Pardiso 高速求解器 64 位版本求解器 组合公式1108293.109SATWE 准组合:1.00*恒+0.50*活支座反力=0.000(kN)自动处理土不受拉沉降计算考虑回弹再压缩天然地基承载力特征值(kPa):整体平面转动角度(度，逆时针为

21、正)考虑墙上洞口220.00.0*荷载序号 荷载值(KN)组合公式2117005.969SATWE 标准组合:1.00*恒+1.00*活支座反力=0.000(kN)*荷载序号 荷载值(KN)组合公式399610.500SATWE 标准组合:1.00*恒+1.00*风 x支座反力=0.000(kN)*荷载序号 荷载值(KN)组合公式499720.984SATWE 标准组合:1.00*恒+1.00*风 y支座反力=0.000(kN)*荷载序号 荷载值(KN)组合公式599550.984SATWE 标准组合:1.00*恒-1.00*风 x支座反力=0.000(kN)*荷载序号 荷载值(KN)组合公式

22、699440.359SATWE 标准组合:1.00*恒-1.00*风 y支座反力=0.000(kN)*荷载序号 荷载值(KN)组合公式7117023.812SATWE 标准组合:1.00*恒+1.00*活+0.60*1.00*风 x支座反力=0.000(kN)*荷载序号 荷载值(KN)组合公式荷载序号 荷载值(KN)组合公式15108213.242SATWE 标准组合:1.00*(恒+0.50*活)+1.00*地 x+0.38*竖地8116988.211SATWE 标准组合:1.00*恒+1.00*活-0.60*1.00*风 x支座反力=0.000(kN)支座反力=0.000(kN)*荷载序号

23、 荷载值(KN)组合公式荷载序号 荷载值(KN)组合公式16108373.320SATWE 标准组合:1.00*(恒+0.50*活)-1.00*地 x+0.38*竖地9117089.977SATWE 标准组合:1.00*恒+1.00*活+0.60*1.00*风 y支座反力=0.000(kN)支座反力=0.000(kN)*荷载序号 荷载值(KN)组合公式荷载序号 荷载值(KN)组合公式17108502.297SATWE 标准组合:1.00*(恒+0.50*活)+1.00*地 y+0.38*竖地10116921.492SATWE 标准组合:1.00*恒+1.00*活-0.60*1.00*风 y支座

24、反力=0.000(kN)支座反力=0.000(kN)*荷载序号 荷载值(KN)组合公式荷载序号 荷载值(KN)组合公式18108084.125SATWE 标准组合:1.00*(恒+0.50*活)-1.00*地 y+0.38*竖地11111807.969SATWE 标准组合:1.00*恒+1.00*风 x+0.70*1.00*活支座反力=0.000(kN)支座反力=0.000(kN)*荷载序号 荷载值(KN)组合公式荷载序号 荷载值(KN)组合公式19108219.156SATWE 标准组合:1.00*(恒+0.50*活)+0.20*1.00*风 x+1.00*地 x+0.38*竖地121117

25、48.578SATWE 标准组合:1.00*恒-1.00*风 x+0.70*1.00*活支座反力=0.000(kN)支座反力=0.000(kN)*荷载序号 荷载值(KN)组合公式荷载序号 荷载值(KN)组合公式20108530.227SATWE 标准组合:1.00*(恒+0.50*活)+0.20*1.00*风 y+1.00*地 y+0.38*竖地13111918.602SATWE 标准组合:1.00*恒+1.00*风 y+0.70*1.00*活支座反力=0.000(kN)支座反力=0.000(kN)*荷载序号 荷载值(KN)组合公式荷载序号 荷载值(KN)组合公式21108367.477SAT

26、WE 标准组合:1.00*(恒+0.50*活)-0.20*1.00*风 x-1.00*地 x+0.38*竖地14111637.695SATWE 标准组合:1.00*恒-1.00*风 y+0.70*1.00*活支座反力=0.000(kN)支座反力=0.000(kN)*荷载序号 荷载值(KN)组合公式22108056.188SATWE 标准组合:1.00*(恒+0.50*活)-0.20*1.00*风 y-1.00*地 y+0.38*竖地支座反力=0.000(kN)*支座反力=0.000(kN)荷载序号 荷载值(KN)组合公式*荷载序号 荷载值(KN)30139320.406SATWE 基本组合:1

27、.20*恒+1.40*活-0.60*1.40*风 x组合公式23139345.375SATWE 基本组合:1.20*恒+1.40*活支座反力=0.000(kN)*支座反力=0.000(kN)荷载序号 荷载值(KN)组合公式*荷载序号 荷载值(KN)31139463.422SATWE 基本组合:1.20*恒+1.40*活+0.60*1.40*风 y组合公式24147820.906SATWE 基本组合:1.35*恒+0.70*1.40*活支座反力=0.000(kN)*支座反力=0.000(kN)荷载序号 荷载值(KN)组合公式*荷载序号 荷载值(KN)32139227.641SATWE 基本组合:

28、1.20*恒+1.40*活-0.60*1.40*风 y组合公式25114992.508SATWE 基本组合:1.20*恒+1.40*风 x支座反力=0.000(kN)*支座反力=0.000(kN)荷载序号 荷载值(KN)组合公式*荷载序号 荷载值(KN)33132068.719SATWE 基本组合:1.20*恒+1.40*风 x+0.70*1.40*活组合公式26115146.828SATWE 基本组合:1.20*恒+1.40*风 y支座反力=0.000(kN)*支座反力=0.000(kN)荷载序号 荷载值(KN)组合公式*荷载序号 荷载值(KN)34131985.141SATWE 基本组合:

29、1.20*恒-1.40*风 x+0.70*1.40*活组合公式27114909.141SATWE 基本组合:1.20*恒-1.40*风 x支座反力=0.000(kN)*支座反力=0.000(kN)荷载序号 荷载值(KN)组合公式*荷载序号 荷载值(KN)组合公式35132223.516SATWE 基本组合:1.20*恒+1.40*风 y+0.70*1.40*活28114754.414SATWE 基本组合:1.20*恒-1.40*风 y支座反力=0.000(kN)支座反力=0.000(kN)*荷载序号 荷载值(KN)组合公式*荷载序号 荷载值(KN)组合公式36131830.219SATWE 基本组合:1.2