CalcBook_SATWE(20160430-115527)

1、CABR-PKPM18棟基础计算计算书项目编号: 20130011-23项目名称: 益阳恒大绿洲二期18#楼(L23-1sd(HN-yy)G户型)、商铺三计算人:专业负责人:校核人:日期:湖南城市学院规划建筑设计研究院目 录一. 设计依据3二. 计算软件信息3三. 结构模型概况31. 系统总信息32. 楼层信息103. 各层等效尺寸114. 层塔属性13四. 工况和组合131. 工况设定132. 构件内力基本组合系数14五. 质量信息151. 结构质量分布152. 各层刚心、偏心率信息19六. 荷载信息201. 风荷载信息20七. 立面规则性241. 楼层侧向剪切刚度及刚度比242. 楼层剪力

2、/层间位移刚度253. 各楼层抗剪承载力及承载力比值284. 楼层薄弱层调整系数29八. 抗震分析及调整301. 结构周期及振型方向302. 各地震方向参与振型的有效质量系数313. 地震作用下结构剪重比及其调整324. 偶然偏心信息37九. 结构体系指标及二道防线调整371. 竖向构件倾覆力矩及百分比(抗规方式)372. 竖向构件地震剪力及百分比413. 单塔多塔通用的框架0.2Vo(0.25Vo)调整系数44十. 变形验算461. 普通结构楼层位移指标统计46十一. 舒适度验算651. 结构顶点风振加速度65十二. 抗倾覆和稳定验算651. 抗倾覆验算652. 整体稳定刚重比验算65一.

3、设计依据本工程按照如下规范、规程进行设计:1. 混凝土结构设计规范(GB 50010-2010)2. 钢结构设计规范(GB50017-2003)3. 建筑抗震设计规范(GB50011-2010)4. 建筑结构荷载规范(GB50009-2012)5. 人民防空地下室设计规范(GB50038-2005)6. 高层建筑混凝土结构技术规程(JGJ3-2010)7. 高层民用建筑钢结构技术规程(JGJ99-98)8. 钢管混凝土结构技术规范(GB50936-2014)9. 钢管混凝土结构设计与施工规程(CECS 28-2012)10. 矩形钢管混凝土结构技术规程(CECS 159:2004)11. 型钢

4、混凝土组合结构技术规程(JGJ138-2001)12. 混凝土异形柱结构技术规程(JGJ149-2006)二. 计算软件信息本工程计算软件为SATWE 2010 V3.1.1版。计算日期为2016年4月29日12时19分20秒。三. 结构模型概况1. 系统总信息(一)总信息:水平力与整体坐标夹角（度）0混凝土容重（kN/m3）25.00钢材容重（kN/m3）78.00裙房层数3转换层所在层号0嵌固端所在层号2地上部分层数35地下室层数1墙元细分最大控制长度（m）1.00弹性板细分最大控制长度（m）1.00转换层指定为薄弱层是墙梁跨中节点作为刚性楼板从节点是高位转换结构等效侧向刚度比计算传统方法

5、墙倾覆力矩计算方法考虑墙的所有内力贡献考虑梁板顶面对齐否构件偏心方式传统移动节点方式结构材料信息钢筋混凝土结构结构体系剪力墙结构恒活荷载计算信息模拟施工加载 1风荷载计算信息计算水平风荷载地震作用计算信息计算水平地震作用结构所在地区全国规定水平力的确定方式楼层剪力差方法（规范方法）墙梁转框架梁的控制跨高比（0=不转）0.00框架连梁按壳元计算控制跨高比0.00扣除构件重叠质量和重量否刚性楼板假定计算信息不强制采用刚性楼板假定楼梯计算信息不带楼梯进行计算(二)控制信息:计算软件信息32位线性方程组的解法Pardiso地震作用分析方法总刚分析方法位移输出方式简化输出吊车荷载计算否生成传给基础的刚度

6、否(三)风荷载信息:地面粗糙度类别B修正后的基本风压（kN/m2）0.40X向结构基本周期（秒）2.99Y向结构基本周期（秒）2.80风荷载作用下结构的阻尼比（%）5.00承载力设计时风荷载效应放大系数1.10用于舒适度验算的风压（kN/m2）0.35用于舒适度验算的结构阻尼比（%）2.00考虑顺风向风振影响是考虑横风向风振影响否考虑扭转风振影响否水平风体型系数：体型分段数1第一段：最高层号36X向体型系数1.30Y向体型系数1.30设缝多塔背风面体型系数0.50(四)地震信息:结构规则性信息不规则设防地震分组第一组设防烈度6（0.05g）场地类别III类砼框架抗震等级3 三级剪力墙抗震等级3

7、 三级钢框架抗震等级0 特级抗震构造措施的抗震等级不改变悬挑梁默认取框梁抗震等级否按主振型确定地震内力符号否按抗规（6.1.3-3）降低嵌固端以下抗震构造措施的抗震等级否部分框支剪力墙结构底部加强区剪力墙抗震等级自动提高一级（高规表3.9.3、表3.9.4）是程序自动考虑最不利水平地震作用否考虑双向地震作用否考虑偶然偏心是X向相对偶然偏心0.05Y向相对偶然偏心0.05重力荷载代表值的活载组合值系数0.50周期折减系数0.90特征周期（秒）0.45水平地震影响系数最大值0.04用于12层以下规则砼框架结构薄弱层验算的地震影响系数最大值0.28结构阻尼比选取方法全楼统一结构的阻尼比（%）5.00

8、特征值分析参数：分析类型子空间迭代法计算振型个数15斜交抗侧力构件方向附加地震数0是否采用自定义地震影响系数曲线否(五)活荷信息:柱、墙设计时活荷载不折减传给基础的活荷载折减梁活荷不利布置的最高层号0柱、墙、基础活荷载折减系数：计算截面以上层数折减系数11.002-30.854-50.706-80.659-200.6020层以上0.55梁楼面活荷载折减设置从属面积超过25m2时，折减系数为0.9考虑结构使用年限的活荷载调整系数1.00(六)调整信息:梁活荷载内力放大系数1.00梁扭矩折减系数0.40托墙梁刚度放大系数1.00支撑临界角（度）20.00梁端负弯矩调幅系数0.85梁端弯矩调幅方法通

9、过竖向构件判断调幅梁支座地震作用下连梁刚度折减系数0.60风荷载作用下的连梁刚度折减系数1.00柱实配钢筋超配系数1.15墙实配钢筋超配系数1.15梁刚度放大系数按2010规范取值是梁刚度放大系数按主梁计算否按抗震抗规(5.2.5)调整各楼层地震内力是弱轴方向动位移比例（0-1）0.00强轴方向动位移比例（0-1）0.00薄弱层调整：按刚度比判断薄弱层的方式按抗规和高规从严判断受剪承载力突变形成的薄弱层自动进行调整是受剪承载力突变形成的薄弱层自动进行调整,其限值为0.80指定的薄弱层个数0薄弱层地震内力放大系数1.25地震作用调整：全楼地震作用放大系数1.00二道防线调整：考虑双向地震时内力调

10、整方式先考虑双向地震再调整0.2V0分段调整方法规范方法调整方式min alpha*V0,beta*Vfmaxalpha0.20beta1.50调整分段数1调整起始层号1调整终止层号32调整系数上限2.00调整与框支柱相连的梁的内力否框支柱调整系数上限5.00指定的加强层个数0(七)设计信息:结构重要性系数1.00钢构件截面净毛面积比0.50梁按压弯计算的最小轴压比0.15考虑P-效应否按高规或高钢规进行构件设计是框架梁端配筋考虑受压钢筋是结构中的框架部分轴压比限值按照纯框架结构的规定采用否剪力墙构造边缘构件的设计执行高规7.2.16-4条的较高配筋要求是当边缘构件轴压比小于抗规6.4.5条规

11、定的限值时一律设置构造边缘构件是按混凝土规范B.0.4条考虑柱二阶效应否梁按高规5.2.3-4条进行简支梁控制主梁、次梁均执行此条主梁进行简支梁控制的处理方法分段计算梁保护层厚度（mm）30.00柱保护层厚度（mm）30.00梁柱重叠部分简化为刚域：梁端简化为刚域是柱端简化为刚域是钢柱计算长度系数：X向：有侧移Y向：有侧移柱配筋计算原则按单偏压计算柱剪跨比计算原则简化方式（H/2h0）过渡层信息：过渡层个数0(八)配筋信息:钢筋级别：梁主筋级别HRB400360梁箍筋级别HPB300270柱主筋级别HRB400360柱箍筋级别HPB300270墙主筋级别HRB400360墙水平分布筋级别HRB

12、400360墙竖向分布筋级别HRB400360边缘构件箍筋级别HPB300270箍筋间距：梁箍筋间距（mm）100.00柱箍筋间距（mm）100.00墙水平分布筋间距（mm）200.00墙分布筋配筋率：墙竖向分布筋配筋率（%）0.30墙最小水平分布筋配筋率（%）0.00梁抗剪配筋采用交叉斜筋方式时，箍筋与对角斜筋的配筋强度比1.00(九)荷载组合:恒荷载分项系数G1.20活荷载分项系数L1.40活荷载组合系数L0.70重力荷载代表值效应的活荷组合值系数EG0.50重力荷载代表值效应的吊车荷载组合值系数0.50风荷载分项系数W1.40风荷载组合值系数W0.60水平地震作用分项系数Eh1.30竖向

13、地震作用分项系数Ev0.50吊车荷载组合值系数0.70温度荷载分项系数1.40吊车荷载分项系数1.40特殊风荷载分项系数1.40温度作用的组合值系数：仅考虑恒、活荷载参与组合0.60考虑风荷载参与组合0.00考虑仅地震作用参与组合0.00砼构件温度效应折减系数0.30采用自定义组合及工况否(十)地下室信息:室外地面与结构最底部的高差（单位m）0.00x向土层水平抗力系数的比例系数（m值）3.00y向土层水平抗力系数的比例系数（m值）3.00x向地面处回填土刚度折减系数0.00y向地面处回填土刚度折减系数0.00外墙分布筋保护层厚度（mm）35.00地下室外墙侧水土压力参数：回填土容重（kN/m

14、3）18.00室外地坪标高（m）-0.35回填土侧压力系数0.50地下水位标高（m）-20.00室外地面附加荷载（kN/m2）0.00人防设计信息：人防地下室总层数0(十一)性能设计:按照高规方法进行性能设计不考虑(十二)其他重要参数:主控自由度总数1148312. 楼层信息表3-1 构件材料层号梁柱(含支撑)墙数量材料数量材料数量材料3628C302C302C303541C304C303481C3018C3026C3033175C30140C3019-32175C30139C309-18175C30139C356-8175C30139C404,5175C30139C453219C3013C3

15、0149C452651C3051C30152C451181C3030C30144C45表3-2 梁柱板钢筋强度层号柱纵筋柱箍筋梁纵筋梁箍筋1-36360270360270表3-3 墙钢筋强度层号墙主筋墙水平分布筋墙竖向分布筋边缘构件箍筋1-36360360360270表3-4 墙分布筋配筋率层号最小水平分布筋配筋率(%)墙竖向分布筋配筋率(%)1-360.00%0.30%图3-1 全楼构件材料简图3. 各层等效尺寸表3-5 各层等效尺寸(单位:m,m2)层号层高累计层高面积形心X,Y等效宽B等效高H最大宽BMAX最小宽BMIN362.800111.85076.476.2,-2.28.149.5

16、210.077.44352.950109.05090.066.6,-1.58.7210.9611.817.52342.950106.100222.186.5,-1.527.2024.6728.2523.47332.950103.150644.846.5,-1.627.7427.6427.7827.60322.950100.200617.316.6,-1.427.9728.0228.0527.95312.95097.250617.316.6,-1.427.9728.0228.0527.95302.95094.300617.316.6,-1.427.9728.0228.0527.95292.950

17、91.350617.316.6,-1.427.9728.0228.0527.95282.95088.400617.316.6,-1.427.9728.0228.0527.95272.95085.450617.316.6,-1.427.9728.0228.0527.95262.95082.500617.316.6,-1.427.9728.0228.0527.95252.95079.550617.316.6,-1.427.9728.0228.0527.95242.95076.600617.316.6,-1.427.9728.0228.0527.95232.95073.650617.316.6,-1

18、.427.9728.0228.0527.95222.95070.700617.316.6,-1.427.9728.0228.0527.95212.95067.750617.316.6,-1.427.9728.0228.0527.95202.95064.800617.316.6,-1.427.9728.0228.0527.95192.95061.850617.316.6,-1.427.9728.0228.0527.95182.95058.900617.316.6,-1.427.9728.0228.0527.95172.95055.950617.316.6,-1.427.9728.0228.052

19、7.95162.95053.000617.316.6,-1.427.9728.0228.0527.95152.95050.050617.316.6,-1.427.9728.0228.0527.95142.95047.100617.316.6,-1.427.9728.0228.0527.95132.95044.150617.316.6,-1.427.9728.0228.0527.95122.95041.200617.316.6,-1.427.9728.0228.0527.95112.95038.250617.316.6,-1.427.9728.0228.0527.95102.95035.3006

20、17.316.6,-1.427.9728.0228.0527.9592.95032.350617.316.6,-1.427.9728.0228.0527.9582.95029.400617.316.6,-1.427.9728.0228.0527.9572.95026.450617.316.6,-1.427.9728.0228.0527.9562.95023.500617.316.6,-1.427.9728.0228.0527.9552.95020.550617.316.6,-1.427.9728.0228.0527.9542.95017.600617.316.6,-1.427.9728.022

21、8.0527.9534.45014.6501116.350.4, 0.733.1439.7440.7931.8325.70010.2002687.3711.1, 1.847.7557.5458.9446.0114.5004.5001775.318.1,-0.846.5740.1748.6737.604. 层塔属性表3-6 楼层属性表层号约束边缘构件层过渡层底部加强区楼层转换层加强层薄弱层顶部小塔楼6-3651-4四. 工况和组合1. 工况设定表4-1 工况设定工况编号工况简称工况详称工况1DL恒荷载工况2LL活荷载工况3EXPX+5%地震工况4EXMX-5%地震工况5EYPY+5%地震工况6E

22、YMY-5%地震工况7WXX向风荷载工况8WYY向风荷载工况9LXX静震(X方向规定水平力)工况10LYY静震(Y方向规定水平力)工况11PXX静震P(X方向正偏心规定水平力)工况12MXX静震M(X方向负偏心规定水平力)工况13PYY静震P(Y方向正偏心规定水平力)工况14MYY静震M(Y方向负偏心规定水平力)工况15EXX向地震工况16EYY向地震2. 构件内力基本组合系数表4-2 构件内力基本组合系数编号基本组合系数DLLLWXWYEXEY11.350.980.000.000.000.0021.201.400.000.000.000.0031.001.400.000.000.000.00

23、41.200.001.400.000.000.0051.200.00-1.400.000.000.0061.200.000.001.400.000.0071.200.000.00-1.400.000.0081.201.400.840.000.000.0091.201.40-0.840.000.000.00101.201.400.000.840.000.00111.201.400.00-0.840.000.00121.200.981.400.000.000.00131.200.98-1.400.000.000.00141.200.980.001.400.000.00151.200.980.00-

24、1.400.000.00161.000.001.400.000.000.00171.000.00-1.400.000.000.00181.000.000.001.400.000.00191.000.000.00-1.400.000.00201.001.400.840.000.000.00211.001.40-0.840.000.000.00221.001.400.000.840.000.00231.001.400.00-0.840.000.00241.000.981.400.000.000.00251.000.98-1.400.000.000.00261.000.980.001.400.000

25、.00271.000.980.00-1.400.000.00281.200.600.280.001.300.00291.200.60-0.280.00-1.300.00301.200.600.000.280.001.30311.200.600.00-0.280.00-1.30321.200.600.280.00-1.300.00331.200.60-0.280.001.300.00341.200.600.000.280.00-1.30351.200.600.00-0.280.001.30361.000.500.280.001.300.00371.000.50-0.280.00-1.300.00

26、381.000.500.000.280.001.30391.000.500.00-0.280.00-1.30401.000.500.280.00-1.300.00411.000.50-0.280.001.300.00421.000.500.000.280.00-1.30431.000.500.00-0.280.001.30五. 质量信息1. 结构质量分布表5-1 质量分布层号恒载质量(t)活载质量(t)层质量(t)质量比3680.61.982.50.6335128.22.3130.50.2934426.631.1457.70.4233973.5106.51080.01.255-32795.96

27、9.7865.61.004795.969.7865.60.5531508.378.41586.70.1926213.32041.48254.7*2.83*12478.6433.92912.51.00*代表该楼层质量比不满足高规3.5.6条的限值1.50恒载产生的总质量 (t): 34889.177活载产生的总质量 (t): 4717.455结构的总质量 (t): 39606.632恒载产生的总质量包括结构自重和外加恒载结构总质量包括恒载、活载产生的质量和附加质量活载产生的总质量和结构的总质量是活载折减后的结果 (1t = 1000kg)下表中质量比的计算方法为“本层单位面积质量与上层单位面积质

28、量比值”和“本层单位面积质量与下层单位面积质量比值”的大值表5-2 各楼层的单位面积质量分布层号单位面积质量(kg/m2)单位面积质量比361079.01.00351449.11.34342060.11.42331674.91.194-321402.21.0031421.31.0123071.7*2.16*11640.61.00*代表该楼层单位面积质量比不满足高规3.5.6条的限值1.5图5-1 恒载,活载,层质量分布曲线图5-2 质量比分布曲线图5-3 单位面积质量分布曲线图5-4 单位面积质量比分布曲线2. 各层刚心、偏心率信息Xstif、Ystif(m): 刚心的 X，Y 坐标值Alf(

29、Degree): 层刚性主轴的方向Eex、Eey: X，Y 方向的偏心率表5-4 各层刚心、偏心率信息层号XstifYstifAlfEexEey365.81-2.8329.004.98%14.55%358.201.4428.8022.90%65.12%347.500.6428.7513.99%41.18%3310.165.6030.6928.78%59.78%3210.386.0832.6430.30%63.31%3110.416.0931.9630.40%63.34%3010.416.0731.8530.45%63.21%2910.416.0931.9630.40%63.34%2810.41

30、6.0731.8530.45%63.21%2710.416.0931.9630.40%63.34%2610.416.0731.8530.45%63.21%2510.416.0931.9630.40%63.34%2410.416.0731.8530.45%63.21%2310.416.0931.9630.40%63.34%2210.416.0731.8530.45%63.21%2110.416.0931.9630.40%63.34%2010.416.0731.8530.45%63.21%1910.416.0931.9630.40%63.34%1810.416.0731.8530.45%63.21

31、%1710.416.0931.9630.40%63.34%1610.416.0731.8530.45%63.21%1510.416.0931.9630.40%63.34%1410.416.0731.8530.45%63.21%1310.416.0931.9630.40%63.34%1210.416.0731.8530.45%63.21%1110.416.0931.9630.40%63.34%1010.416.0731.8530.45%63.21%910.416.0931.9630.40%63.34%810.416.0731.8530.45%63.21%710.416.0931.9630.40%

32、63.34%610.416.0731.8530.45%63.21%510.416.0931.9630.40%63.34%410.336.0931.7229.67%63.22%310.795.7927.0966.30%45.23%211.025.7228.9135.37%37.60%110.534.8635.5728.73%49.23%六. 荷载信息1. 风荷载信息风压单位: kN/m2迎风面积单位: m2本层风荷、楼层剪力单位:kN楼层弯矩单位: kN.m表6-1 X向顺风向风荷载信息层号本层风荷楼层剪力楼层弯矩3655.755.7156.03565.9121.7514.934175.9297

33、.61392.833174.3471.92785.032171.4643.34682.831168.5811.97077.830165.7977.59961.629162.81140.313325.628159.91300.317161.527157.11457.421460.726154.21611.526214.725151.31762.831415.124148.41911.337053.323145.52056.743120.722142.52199.349608.521139.62338.856508.120136.62475.463810.519133.52608.971506.8

34、18130.42739.379587.917127.32866.688044.416124.12990.796866.915120.83111.51.1e+514117.43228.91.2e+513114.03342.91.3e+512110.43453.31.4e+511106.73560.01.5e+510102.93662.81.6e+5998.83761.71.7e+5894.63856.31.8e+5790.13946.41.9e+5685.34031.72.0e+5580.14111.82.2e+5474.34186.02.3e+53121.34307.32.5e+52208.5

35、4515.82.7e+510.04515.82.9e+5表6-2 Y向顺风向风荷载信息层号本层风荷楼层剪力楼层弯矩3652.852.8147.93558.4111.2476.034175.8287.11322.933174.0461.12683.332171.2632.34548.631168.3800.66910.430165.5966.19760.429162.61128.713089.928159.71288.416890.827156.91445.321154.526154.01599.325872.525151.21750.531036.524148.31898.836637.923

36、145.42044.142668.122142.42186.649118.521139.52326.055980.320136.52462.563244.719133.42596.070902.818130.42726.378945.417127.22853.587363.416124.02977.696147.315120.83098.31.1e+514117.43215.71.1e+513114.03329.71.2e+512110.43440.11.3e+511106.73546.81.5e+510102.93649.71.6e+5998.93748.61.7e+5894.63843.3

37、1.8e+5790.23933.41.9e+5685.34018.82.0e+5580.14098.92.1e+5474.34173.22.3e+53111.54284.72.5e+52157.94442.72.7e+510.04442.72.9e+5图6-1 顺风向楼层剪力简图图6-2 顺风向楼层弯矩简图七. 立面规则性1. 楼层侧向剪切刚度及刚度比Ratx，Raty(刚度比): X，Y 方向本层塔剪切刚度与下一层相应塔剪切刚度的比值表7-1 楼层侧向剪切刚度比层号RatxRaty360.600.85350.190.34340.150.1720-331.001.00190.950.9510-

38、181.001.0090.970.977,81.001.0060.970.9751.001.0041.211.2231.231.2320.790.7911.001.00图7-1 多方向刚度比简图2. 楼层剪力/层间位移刚度Ratx1，Raty1(刚度比1):X、Y 方向本层塔侧移刚度与上一层相应塔侧移刚度70%的比值或上三层平均侧移刚度80%的比值中之较小值(按抗规3.4.3;高规3.5.2-1)Ratx2，Raty2(刚度比2):X、Y 方向本层塔侧移刚度与本层层高的乘积与上一层相应塔侧移刚度与上层层高的乘积的比值(高规3.5.2-2)表7-2 楼层刚度比层号Ratx1Raty1Ratx2R

39、aty2Rat2_min361.001.001.001.001.00353.503.272.582.410.90345.534.203.872.940.90334.853.413.402.390.90321.931.861.351.300.90311.721.661.211.160.90301.611.551.131.090.90291.551.451.091.050.90281.451.351.061.020.90271.391.311.041.020.90261.351.291.031.020.90251.331.301.031.020.90241.321.311.021.030.9020

40、-231.311.321.021.030.90191.311.311.021.020.90181.311.311.031.020.9016,171.321.311.031.020.90151.331.311.031.030.90141.341.321.041.030.90131.341.331.041.030.9011,121.351.341.041.040.90101.361.351.041.040.9091.371.361.051.050.9081.381.381.061.060.9071.401.411.061.070.9061.431.451.081.090.9051.461.491.

41、091.110.9041.501.561.111.140.9031.091.151.201.241.1021.341.581.551.780.9013.434.432.072.450.90图7-2 多方向刚度比1简图图7-3 多方向刚度比2简图3. 各楼层抗剪承载力及承载力比值Vx(kN)、Vy(kN): 楼层抗剪承载力(X、Y方向)Vx/Vxp、Vy/Vyp: 本层与上层楼层承载力的比值(X,Y方向)表7-3 各楼层抗剪承载力及承载力比值层号Vx(kN)Vy(kN)Vx/VxpVy/Vyp比值判断36703.431127.611.001.00满足35786.291243.681.121.10

42、满足344929.605786.886.274.65满足3324452.8726051.334.964.50满足3224791.6626494.871.011.02满足3125113.1926767.051.011.01满足3025569.4627232.941.021.02满足2925884.1127641.631.011.02满足2826212.0527970.621.011.01满足2726561.3228340.761.011.01满足2626925.4428741.831.011.01满足2527251.7029086.101.011.01满足2427577.2729447.921.011.01满足2327904.8229805.121.011.01满足2228228.2430155.481.011.01满足2128604.7030514.311.011.01满足2028772.9230716.821.011.01满足1928971.9230899.821.011.01满足1831379.8933525.641.081.08满足1731595.7733702.791.011.01满足1631775.3633854.021.011.00满足1531922.4633969.951.001.00满足143199