电梯井计算书

1、重庆市城投公租房建设有限公司重庆经开区公共租赁房项目施工图设计结构专业计算书CI5DI中冶赛迪二0一三年四月重庆市城投公租房建设有限公司重庆经开区公共租赁房项目施工图设计1组团7#施工图（结构专业）计算书相应图号：11790002DRCB06ST007文 档号：11790002DCCB06ST007专业负责人：赵桥荣审核人：黄桂壑设计师：程振宇修改、复制、提供或泄漏给任何第三方。CLAIM: This work belongs to the property of CISDI. All information and proprietary know-how contained therein

2、 are confidential, and shall not be copied, duplicated, changed or altered, submitted or disclosed to any third party without the prior written permission of CISDI.CI5DI中冶赛迪建筑设计研究院2013年4月10日1组团7#施工图计算书CISDI顾客名称：重庆市城投公租房建设有限公司项目名称：重庆经开区公共租赁房项目施工图设计 TOC o 1-5 h z HYPERLINK l bookmark19 o Current Docum

3、ent 1计算依据12计算参数1 HYPERLINK l bookmark21 o Current Document 3相关依据24小震弹性计算35中震不屈服验算496大震作用下抗倾覆、抗滑移验算 .597楼梯计算698基础计算709电梯底板抗冲切验算1.0410集水井设计 10411空调板挑板计算 10712附图111顾客名称：重庆市城投公租房建设有限公司项目名称：重庆经开区公共租赁房项目施工图设计i组团7#施工图计算书CISDI26kN/m 319 kN/m38kN/m31.8 kN/m 214 kN/m37 kN/m 310 kN/m 32.52.6卫生间恒载:【h（下沉高度）-50】

4、x14: 0.35x14=4.91计算依据工程概况本工程为重庆经开区公共租赁房项目施工图设计1组团7#楼项目，采用现浇钢筋混凝土剪力墙结构。结构施工图设计必须遵循我国的现行规范和标准。相关的我国(含行业和地方)规范、规程和标准主要如下：建筑结构可靠度设计统一标准(GB50068 2001)房屋建筑制图统一标准(GB/T50001 2010)建筑工程抗震设防分类标准(GB50223 2008)建筑结构荷载规范(GB50009-2012 )混凝土结构设计规范(GB50010-2010 )建筑地基基础设计规范(GB50007-2011 )建筑桩基技术规范(JGJ 94-2008)建筑地基处理技术规范

5、(JGJ 79-2002 )高层建筑混凝土结构技术规程(JGJ3-2010)建筑抗震设计规范(GB50011-2010 )各现行施工质量验收规范.场地标高 本工程？ 0.000相当于绝对标高？ 241.900活荷载取值(标准值)屋面活荷不上人屋面：0.50kN/m 2上人屋面：2.0 kN/m2楼面活荷载标准值，施工荷载及使用荷载不得超出以下值：消防楼梯3.5/m2电梯前室3.5/m2走道2.0/m2阳台2.5/m2厨房、客厅、卧室、宅屋面 2.0/m2卫生间 2.5/m2电梯机房7.0/m2(住宅)栏杆水平线载荷1.0 kN/m施工和检修荷载集中荷载1.0 kN (挑檐、悬挑雨棚承载力计算时

6、每隔1m取一个集中荷载；验算倾覆时每隔2.5m取一个集中荷载)设备用房按各专业资料恒载取值(标准值)钢筋混凝土容重：页岩实心砖砌体容重：页岩空心砖砌体容重：楼面面层、天花推荡+花岗石地面:卫生间沉箱回填用 35#陶粒碎：加气碎砌块加气碎砌块湿容重取楼屋面恒载计算(标准值)内隔墙荷载(采用 8.0kN/m3的烧结页岩空心砖或 7.0kN/m3容重加气碎砌块，湿容重取 丫 =10 kN/m3)： (1) 一般部位 200 厚隔墙荷载：2x0.02x20+0.2x10=2.8kN/m 2。厨房、卫生间墙荷载：m 以下按 200 厚实心墙考虑(容重取丫 =19 kN/m 3) : q=19x0.2+2

7、x0.02x20=4.6 kN/m 2m以上按普通内隔墙荷载：2.8kN/m 2一般部位 100 厚隔墙荷载：2x0.02x20+0.1x10=1.8kN/m 2厨房、卫生间部位 100厚实心砖墙线荷载 7.3 kN/m。电梯间隔墙荷载：按200厚实心墙考虑：4.6 kN/m 22.4外墙荷载(按200厚计算)：普通外墙：0.04x20+0.3 (外墙保温荷载)+0.2x10=3.1kN/m厨房、卫生间外墙：2m 以下：0.04x20+0.3 (外墙保温荷载)+0.2x19=4.9kN/m2m 以上：0.04x20+0.3 (外墙保温荷载)+0.2x10=3.1kN/m外墙门窗洞口较大时应扣除

8、洞口范围的墙重但应计入门窗重，门窗一般取 0.5kN/m2。3.0m高屋面女儿墙线荷载取16.0kN/m。阳台栏板线荷载取 3.0kN/m (边梁上挑耳宽度超过 200时另计挑耳荷载)。面层(考虑二次装修)荷载： 0.055x20=1.1 kN/m 2中间填料(按炉渣或陶粒混凝土等轻质填料考虑)荷载:板底抹灰荷载：0.02x20=0.4kN/m 2,中冶赛迪工程技术股份有限公司顾客名称：重庆市城投公租房建设有限公司项目名称：重庆经开区公共租赁房项目施工图设计i组团7#施工图计算书CISDI合计：6.4kN/m2楼面构造层（含板面装饰及板底抹灰）荷载：面层（考虑二次装修）荷载： 0.02x20+

9、0.012x25（地/）+0.035x20 （砂浆）=1.4 kN/m 2板底抹灰荷载：0.02x20=0.4kN/m 2合计：1.8kN/m2平屋面荷载：建筑找坡单坡长度大于5m小于10m时屋面构造层 6.0kN/m2,小于5m时取5.0kN/m ,超过10m按实际的建筑找坡长度计算屋面构造荷载。楼梯荷载：踏步高度取166.7mm宽度取260mm楼板厚度取 160mm 角度33度（1/cos33=1.19236约1.2）面载荷取1.9kN/m2恒载自重=0.16*25*1.2+0.4*1.2+（0.1667*0.26*25/2/0.26+0.1667*1.9/0.26+1.9）= 10.48

10、2 kN/m2活载等效恒载=3.5*1.2*0.98/1.35=3.05 kN/m2=3.5*1.2*1.4/1.2=4.9 kN/m2总计楼梯板等效面恒载 15.382 kN/m2楼梯跨度 4.42m:梯梁线载荷15.382*2.21=34 kN/m3相关依据结构计算所采用的软件中国建筑科学院提供的PKPM系列软件，SATWE版本号为2010版（2012年6月）。设计基准期按建筑结构可靠度设计统一标准GB50068-2001第1.0.4条规定“结构可靠度设计采用的设计基准期T可取50年“。计算（电算部分）主要参数取值地震设防烈度6度、地震分组为一组、地震加速度0.05g,特征周期：按抗规表

11、5.1.4-2选用。振型数：18个梁端弯矩调幅系数：0.85 （悬臂梁不调整）梁跨中弯矩增大系数：1 （考虑活荷载不利分布时，此系数不起作用）梁扭矩折减系数：0.4连梁刚度折减系数：0.7配筋信息：梁箍筋间距 100,柱箍筋间距100。中梁刚度增大系数：按 2010规范取值。重庆市高层建筑工程结构抗震基本参数表（2010年版）工程名称经开区公共 租凭房楼栋号1组团（7#）设计阶段施工图设计填表时间2013.4.10场地类别I 0建筑抗震设防烈度6抗震设防类别标准设防嵌固层所在楼层 号基础地卜室层数0主楼层数33裙楼层数2屋峡塔楼层数2地下室高度（m）0主楼结构高度（m）99.30裙楼结构高度（

12、m）8.85屋顶塔楼高度（m：4.5主楼结构体系剪力墙主体结构高度限值（m）140裙楼结构形式框架裙楼结构高度限 值（m）60大空间结构 屋盖跨度（m）悬挑长度（m）单向最大长度（m）1A楼层竖向构件最大水平位移和层间位移与该楼层平 均值的比值1.25限值A 1.50限值B 1.20B相邻层偏心率0.06限值A无限制B 0.15C相邻层质心相差与边长的比值,0r限值A :无限制B 0.152结构扭转为主的第一自振周期Tt与平动为主的第一自振周期T1的比值0.84限值A0.9限值B无3A结构平面凹进或凸出的一侧尺寸与相应投影方向总 尺寸的百分比0.29限值A 0.40限值B 0.35B结构平面中

13、部两侧收进的总尺寸占平面宽度的百分 比0.47限值A0.20限值B0.255结构平面突出部分长度与连接宽度的比值0.31限制A无限值B0.40限值B0.50B楼板开洞面积占该层楼面面积的百分比 10%限值A 0.35限值B 5m限值A无限值B5.00D错层高度与梁高的比值0限制A 1无限值B 2mP限值A 12.00限值B无8A楼层侧向刚度与相邻上层的比值1.01限值A0.50限值B0.90B楼层侧向刚度与其上三层平均值的比值一限值A0.70限值B0.80C底层侧向刚度与相邻上部楼层的比值1.61限值A无限值B1.5D上部楼层收进部位的高度，与房屋总高度之比大于 0.2时，上部楼层收进后的水平

14、尺寸与小于下部楼层 水平尺寸之比1限值A无限值B0.75E竖向构件位置缩进与相应方向抗侧力结构总尺寸的 比值0限值A无限值B 0.25F竖向构件水平外挑与相应方向抗侧力结构总尺寸的 比值0限值A无限值B 0.10G竖向构件水平外挑尺寸（m）0P限值A无限值B4H上部塔楼数量1限值A无限值B19塔楼与大底盘的质心偏心距占底盘相应边长的百分 比0.04限值A0.65限值B0.8011等效剪切刚度（或等效抗侧刚度）与相邻上层的比 值限值AC5限值B无12短肢剪力墙承受的倾覆力矩与结构底部（或楼层）0.20限值A 0.60限值B无中冶赛迪工程技术股份有限公司一2一顾客名称：重庆市城投公租房建设有限公司

15、项目名称：重庆经开区公共租赁房项目施工图设计i组团7#施工图计算书CISDI总地震倾覆力矩的比值13屋顶塔楼结构面积小于屋顶层结构面积的1/3,塔楼高度与结构高度限值的比值0.045限值A 0.20限值B无14结构具有转换层、加强层、错层、连体和多塔的类 型数0限值A3限值B215框支转换层楼层数限值A C6限值B无16连体两端塔楼沿大底盘某个主轴方向的振动周期相 差一限值A1.5)351-4.27417.297101.00055.011.10.0341-0.97721.99999.5001283.668.00.0331-1.16922.04896.5001118.469.50.0321-1.

16、16922.04893.5001118.469.50.0311-1.16922.04890.5001118.469.50.0301-1.16922.04887.5001118.469.50.0291-1.16922.04884.5001118.469.50.0281-1.16922.04881.5001118.469.50.0271-1.16922.04878.5001118.469.50.0261-1.16922.04875.5001118.469.50.0251-1.16922.04872.5001118.469.50.0241-1.16922.04869.5001118.469.50.0

17、231-1.16922.04866.5001118.469.50.0221-1.16922.04863.5001118.469.50.0211-1.16922.04860.5001118.469.50.0201-1.16922.04857.5001118.469.50.0191-1.16922.04854.5001118.469.50.0181-1.16922.04851.5001118.469.50.0171-1.16922.04848.5001118.469.50.0161-1.16922.04845.5001118.469.50.0151-1.16922.04842.5001118.46

18、9.50.0141-1.16922.04839.5001118.469.50.0131-1.16922.04836.5001118.469.50.0121-1.16922.04833.5001118.469.50.0111-1.16922.04830.5001118.469.50.0101-1.16922.04827.5001118.469.50.091-1.16922.04824.5001118.469.50.081-1.16922.04821.5001118.469.50.071-1.16922.04818.5001118.469.50.061-1.16922.04815.5001118.

19、469.50.051-1.17022.04712.5001117.869.50.041-2.00824.0609.5001535.289.72.49(1.5)31-1.44918.8446.500613.038.60.021-2.82827.4325.300782.6109.70.011-0.47520.5103.500840.332.50.0活载产生的总质量(t):2368.156恒载产生的总质量(t):37680.938附加总质量(t)：0.000结构的总质量(t)：40049.094恒载产生的总质量包括结构 S和外加恒载结构的总质量包括恒载产生的质量和活载产生的质量和附力口质量各层的质量

20、、质心坐标信息*附加用t*各层构件数量、构件材料和层高*(标准层号) 塔号梁元数柱元数墙元数层(Wj0.0度0.05(混凝土 /主筋)(混凝土/主筋)(混凝土 /主筋)(m)1.141(1)1150(30/ 360)23(30/ 360)136(55/ 360)3.5001.002(2)1133(30/ 360)23(30/ 360)136(55/ 360)1.8001.003(3)1175(30/ 360)23(30/ 360)140(55/ 360)1.2001.004(4)1348(30/ 360)23(30/ 360)158(55/ 360)3.0001.005(5)1317(30/

21、360)12(30/ 360)161(55/ 360)3.0001.006(5)1317(30/ 360)12(30/ 360)161(55/ 360)3.0001.007(5)1317(30/ 360)12(30/ 360)161(50/ 360)3.0001.008(5)1317(30/ 360)12(30/ 360)161(50/ 360)3.0001.009(5)1317(30/ 360)12(30/ 360)161(50/ 360)3.0001.0010(5)1317(30/ 360)12(30/ 360)161(50/ 360)3.0001.0011(5)1317(30/ 360)

22、12(30/ 360)161(45/ 360)3.0001.0012(5)1317(30/ 360)12(30/ 360)161(45/ 360)3.0001.0013(5)1317(30/ 360)12(30/ 360)161(45/ 360)3.0001.0014(5)1317(30/ 360)12(30/ 360)161(45/ 360)3.0001.0015(5)1317(30/ 360)12(30/ 360)161(40/ 360)3.0001.0016(5)1317(30/ 360)12(30/ 360)161(40/ 360)3.0001.0017(5)1317(30/ 360)

23、12(30/ 360)161(40/ 360)3.0001.0018(5)1317(30/ 360)12(30/ 360)161(40/ 360)3.0001.0019(5)1317(30/ 360)12(30/ 360)161(35/ 360)3.0001.0020(5)1317(30/ 360)12(30/ 360)161(35/ 360)3.0001.0021(5)1317(30/ 360)12(30/ 360)161(35/ 360)3.0001.0022(5)1317(30/ 360)12(30/ 360)161(35/ 360)3.0001.0023(5)1317(30/ 360)

24、12(30/ 360)161(30/ 360)3.0001.0024(5)1317(30/ 360)12(30/ 360)161(30/ 360)3.0001.0025(5)1317(30/ 360)12(30/ 360)161(30/ 360)3.0001.0026(5)1317(30/ 360)12(30/ 360)161(30/ 360)3.0001.0027(5)1317(30/ 360)12(30/ 360)161(30/ 360)3.0001.0028(5)1317(30/ 360)12(30/ 360)161(30/ 360)3.0001.0029(5)1317(30/ 360)

25、12(30/ 360)161(30/ 360)3.0000.7330(5)1317(30/ 360)12(30/ 360)161(30/ 360)3.0000.031(5)1317(30/ 360)12(30/ 360)161(30/ 360)3.0000.7332(5)1317(30/ 360)12(30/ 360)161(30/ 360)3.00033(5)1317(30/ 360)12(30/ 360)161(30/ 360)3.0001.0234(6)1303(30/ 360)12(30/ 360)159(30/ 360)3.0001.0035(7)113(30/ 360)2(30/

26、360)17(30/ 360)1.50036(8)131(30/ 360)2(30/ 360)15(30/ 360)3.000*风荷载信息*塔号风荷载X剪力X倾覆弯矩X 风荷载Y剪力Y倾覆弯矩Y*累计高(m)3.5005.3006.5009.50012.50015.50018.50021.50024.50027.50030.50033.50036.50039.50042.50045.50048.50051.50054.50057.50060.50063.50066.50069.50072.50075.50078.50081.50084.50087.50090.50093.50096.50099

27、.500101.000104.000中冶赛迪工程技术股份有限公司顾客名称：重庆市城投公租房建设有限公司CISDI:重庆经开区公共租赁房项目施工图设计1组团7#施工图计算书1110.050.0536148.4148.4145.249.0949.1147.31210.050.0535123.7872.2253.524.1273.2257.11310.050.05341105.72177.9787.3205.18278.41092.21410.050.05331104.89282.81635.7202.65481.02535.31510.050.05321103.04385.92793.3199.1

28、4680.24575.91610.050.05311101.20487.14254.4195.64875.87203.31710.050.0530199.37586.46013.7192.161068.010407.21810.050.0529197.54684.08065.6188.681256.714177.21910.050.0528195.72779.710404.7185.211441.918502.82010.050.0527193.89873.613025.4181.731623.623373.52110.050.0526192.06965.615922.3178.241801.

29、828779.02210.050.0525190.221055.919089.9174.741976.634708.72310.050.0524188.371144.222522.6171.222147.841152.12410.050.0523186.521230.726214.8167.682315.548098.52510.050.0522184.641315.430161.0164.102479.655537.22610.050.0521182.751398.134355.4160.482640.163457.42710.050.0520180.841479.038792.3156.8

30、32796.971848.02810.050.0519178.901557.943465.9153.112950.080698.02910.050.0518176.921634.848370.3149.343099.389996.03010.050.0517174.911709.753499.5145.493244.899730.43110.050.0516172.861782.658847.2141.563386.4109889.53210.050.0515170.761853.364407.2137.533523.9120461.23310.050.0514168.601921.97017

31、3.0133.383657.3131433.03410.050.0513166.371988.376138.0129.103786.4142792.23510.050.0512164.072052.482295.1124.673911.1154525.33610.050.0511161.672114.188637.3120.064031.1166618.710159.162173.295156.9115.224146.3179057.79156.512229.7101846.1110.134256.5191827.1各楼层等效尺寸 (单位:im,m*2)8153.702283.4108696.

32、4104.714361.2204910.67150.682334.1115698.798.884460.1218290.76147.402381.5122843.392.534552.6231948.5塔号面积形心X形心Y等效宽B 等效高H 最大宽BMAX最小宽BMIN5143.742425.3130119.085.464638.0245862.611329.89-0.0818.0737.069.4537.079.414143.412468.7137525.092.624730.7260054.521518.47-3.0228.1046.6311.1646.6311.143117.162485

33、.8140508.035.814766.5265774.331367.92-1.2217.7237.049.9437.049.932124.722510.5145026.952.924819.4274449.241877.45-2.2023.9143.1620.3843.2020.281146.582557.1153976.9100.344919.7291668.251700.65-0.9922.0137.1818.4137.1818.4161700.65-0.9922.0137.1818.4137.1818.4171700.65-0.9922.0137.1818.4137.1818.4181

34、700.65-0.9922.0137.1818.4137.1818.41各楼层偶然偏心信息91700.65-0.9922.0137.1818.4137.1818.41101700.65-0.9922.0137.1818.4137.1818.41111700.65-0.9922.0137.1818.4137.1818.41塔号X向偏心丫向偏心121700.65-0.9922.0137.1818.4137.1818.41110.050.05131700.65-0.9922.0137.1818.4137.1818.41210.050.05141700.65-0.9922.0137.1818.4137

35、.1818.41310.050.05151700.65-0.9922.0137.1818.4137.1818.41410.050.05161700.65-0.9922.0137.1818.4137.1818.41510.050.05171700.65-0.9922.0137.1818.4137.1818.41610.050.05181700.65-0.9922.0137.1818.4137.1818.41710.050.05191700.65-0.9922.0137.1818.4137.1818.41810.050.05201700.65-0.9922.0137.1818.4137.1818.

36、41910.050.05211700.65-0.9922.0137.1818.4137.1818.411010.050.05221700.65-0.9922.0137.1818.4137.1818.41中冶赛迪工程技术股份有限公司6顾客名称：重庆市城投公租房建设有限公司项目名称：重庆经开区公共租赁房项目施工图设计i组团7#施工图计算书CISDI231700.65-0.9922.0137.1818.4137.1818.41241700.65-0.9922.0137.1818.4137.1818.41251700.65-0.9922.0137.1818.4137.1818.41261700.65-

37、0.9922.0137.1818.4137.1818.41271700.65-0.9922.0137.1818.4137.1818.41281700.65-0.9922.0137.1818.4137.1818.41291700.65-0.9922.0137.1818.4137.1818.41301700.65-0.9922.0137.1818.4137.1818.41311700.65-0.9922.0137.1818.4137.1818.41321700.65-0.9922.0137.1818.4137.1818.41331700.65-0.9922.0137.1818.4137.1818.

38、41341735.57-1.0222.0838.3318.7838.3318.7835131.59-4.7817.604.457.107.104.4536170.42-2.8617.078.448.529.087.843512089.251.143611992.111.00计算信息第一步：数据预处理第二步：计算每层刚度中心、自由度、质量等信息第三步：地震作用分析第四步：风及竖向荷载分析第五步：计算杆件内力出塔号单位面积质量gi质量比 max(gi/gi-1,gi/gi+1)112645.481.54211721.020.97311770.871.03411851.901.09511694.57

39、1.00611695.481.00711695.481.00811695.481.00911695.481.001011695.481.001111695.481.001211695.481.001311695.481.001411695.481.001511695.481.001611695.481.001711695.481.001811695.481.001911695.481.002011695.481.002111695.481.002211695.481.002311695.481.002411695.481.002511695.481.002611695.481.00271169

40、5.481.002811695.481.002911695.481.003011695.481.003111695.481.003211695.481.003311695.481.003411837.501.08各楼层的单位面积质量分布（单位:kg/m*2）各层刚心、偏心率、相邻层侧移刚度比等计算信息Floor No:层号Tower No:塔号Xstif, YstifAlfXmass, Ymass Gmass Eex, Eey Ratx, Raty刚心的X, Y坐标值:层刚性主轴的方向:质心的X , Y坐标值: 总质量:X, Y方向的偏心率:X, Y方向本层塔侧移刚度与下一层相应塔侧移刚度的比

41、值（剪切刚度）Ratx1, Raty1 : 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%的比值中之较小者Ratx2, Raty2 : X, Y方向本层塔侧移刚度与上一层相应塔侧移刚度90%、110%或者150%比值110%指当本层层高大于相邻上层层高1.5倍时，150%指嵌固层RJX1 , RJY1, RJZ1:结构总体坐标系中塔的侧移刚度和扭转刚度（剪切刚度）RJX3, RJY3, RJZ3:结构总体坐标系中塔的侧移刚度和扭转刚度（地震剪力与地震层间位移的比）Xstif=-1.0326(m)Ystif=23.1867(m)Xmass=-0.4748

42、(m)Ymass= 20.5101(m)Eex =0.0318Eey =:0.1972Ratx =1.0000Raty =1.0000Ratx1 =1.1822Raty1 =1.4066Ratx2=1.0727Raty2=1.2970薄弱层地震剪力放大系数RJX1 = 6.8288E+07（kN/m）=1.25RJY1 =1.1017E+08(kN/m)Floor No.1AlfRJY3 = 1.3995E+07(kN/m)RJX3 = 9.6269E+06(kN/m)RJX3/H = 2.7505E+06(kN/m)=0.0000(Degree)Gmass(活荷折减)=905.1871(To

43、wer No. 1RJZ1 = 0.0000E+00(kN/m)RJZ3 = 0.0000E+00(kN/m)RJY3/H = 3.9986E+06(kN/m) RJZ3/H = 0.0000E+00(kN/m)Floor No.2Tower No. 1Xstif=-1.1983(m)Ystif=22.9617(m)Xmass=-2.8285(m)Ymass=27.4317(m)Eex =0.0996Eey =0.3414Ratx =1.9450Raty =1.9577Ratx1 =1.2114Raty1 =1.1387Alf =0.0000(Degree)Gmass(活荷折减产 1002.0

44、497(中冶赛迪工程技术股份有限公司872.7310)(t)892.3010)(t)顾客名称：重庆市城投公租房建设有限公司项目名称：重庆经开区公共租赁房项目施工图设计i组团7#施工图计算书CISDIRatx2=1.4133Raty2=1.3285薄弱层地震剪力放大系数=1.25RJX1 = 1.3282E+08(kN/m) RJY1 = 2.1567E+08(kN/m) RJZ1 = 0.0000E+00(kN/m)Floor No. 7Tower No. 1Xstif=-0.2616(m)Ystif=21.3779(m)Alf =0.0000(Degree)RJX3 = 1.1633E+07

45、(kN/m) RJY3 = 1.3988E+07(kN/m) RJZ3 = 0.0000E+00(kN/m)RJX3/H = 6.4628E+06(kN/m) RJY3/H = 7.7709E+06(kN/m) RJZ3/H = 0.0000E+00(kN/m)Floor No. 3Tower No. 1Xstif=-2.3820(m)Ystif=24.4097(m)Alf =0.0000(Degree)Xmass= -1.4494(m)Ymass=18.8435(m)Gmass(活荷折减 产 690.1164(Eex =0.0450Eey =0.3982Ratx =1.5000Raty =1

46、.5016Ratx1=4.1379Raty1=4.3404Ratx2=1.2874Raty2=1.3503薄弱层地震剪力放大系数=1.25RJX1 = 1.9923E+08(kN/m) RJY1 = 3.2386E+08(kN/m) RJZ1 = 0.0000E+00(kN/m)651.5334)(t)Xmass= -1.1695(m)Ymass= 22.0477(m)Gmass(活荷折减 产 1257.4840(Eex =0.0531Eey =0.0506Ratx =0.9727Raty =0.9724Ratx1=1.3464Raty1=1.4132Ratx2=1.1611Raty2=1.1

47、936薄弱层地震男力放大系数=1.00RJX1 = 5.9966E+07(kN/m)RJY1 = 1.0001E+08(kN/m)RJZ1= 0.0000E+00(kN/m)RJX3 = 3.2942E+06(kN/m)RJY3 = 3.6567E+06(kN/m)RJZ3= 0.0000E+00(kN/m)RJX3/H = 1.0981E+06(kN/m) RJY3/H = 1.2189E+06(kN/m) RJZ3/H = 0.0000E+00(kN/m)Floor No. 8Tower No. 1Xstif=-0.2714(m)Ystif=21.3854(m)Alf =0.0000(De

48、gree)1187.9413)(t)RJX3 = 1.3718E+07(kN/m) RJY3 = 1.7548E+07(kN/m) RJZ3 = 0.0000E+00(kN/m)RJX3/H = 1.1432E+07(kN/m) RJY3/H = 1.4623E+07(kN/m) RJZ3/H = 0.0000E+00(kN/m)Floor No. 4Tower No. 1Xstif=-1.0317(m)Ystif=22.7493(m)Alf =0.0000(Degree)Xmass= -2.0078(m)Ymass= 24.0604(m)Gmass(活荷折减产 1714.6787(Eex =

49、0.0565Eey =0.0976Ratx =0.3970Raty =0.3952Ratx1=1.6579Raty1=1.7524Ratx2=1.3497Raty2=1.3754薄弱层地震剪力放大系数=1.25RJX1 = 7.9086E+07(kN/m) RJY1 = 1.2798E+08(kN/m) RJZ1 = 0.0000E+00(kN/m)1624.9517)(t)Xmass= -1.1695(m)Ymass= 22.0477(m)Gmass(活荷折减 产 1257.4840(Eex =0.0525Eey =0.0501Ratx =1.0000Raty =1.0000Ratx1=1.

50、3249Raty1=1.3792Ratx2=1.1480Raty2=1.1740薄弱层地震男力放大系数=1.00RJX1 = 5.9966E+07(kN/m)RJY1 = 1.0001E+08(kN/m)RJZ1 = 0.0000E+00(kN/m)RJX3 = 3.1523E+06(kN/m)RJY3 = 3.4038E+06(kN/m)RJZ3 = 0.0000E+00(kN/m)RJX3/H = 1.0508E+06(kN/m) RJY3/H = 1.1346E+06(kN/m) RJZ3/H = 0.0000E+00(kN/m)Floor No. 9Tower No. 1Xstif=-

51、0.2616(m)Ystif=21.3779(m)Alf =0.0000(Degree)1187.9413)(t)RJX3 = 4.7361E+06(kN/m) RJY3 = 5.7757E+06(kN/m) RJZ3 = 0.0000E+00(kN/m)RJX3/H = 1.5787E+06(kN/m) RJY3/H = 1.9252E+06(kN/m) RJZ3/H = 0.0000E+00(kN/m)Floor No. 5Tower No. 1Xstif=-0.2598(m)Ystif=21.3833(m)Alf =-0.0102(Degree)Xmass= -1.1697(m)Ymas

52、s= 22.0471(m)Gmass(活荷折减 产 1256.8456(Eex =0.0533Eey =0.0501Ratx =0.7795Raty =0.7998Ratx1=1.4670Raty1=1.5767Ratx2=1.2308Raty2=1.2841薄弱层地震男力放大系数=1.00RJX1 = 6.1648E+07(kN/m) RJY1 = 1.0237E+08(kN/m) RJZ1 = 0.0000E+00(kN/m)1187.3029)(t)Xmass= -1.1695(m)Ymass= 22.0477(m)Gmass(活荷折减 产 1257.4840(Eex =0.0531Ee

53、y =0.0506Ratx =1.0000Raty =1.0000Ratx1=1.3127Raty1=1.3596Ratx2=1.1409Raty2=1.1628薄弱层地震剪力放大系数=1.00RJX1 = 5.9966E+07(kN/m)RJY1 = 1.0001E+08(kN/m)RJZ1= 0.0000E+00(kN/m)RJX3 = 3.0510E+06(kN/m)RJY3 = 3.2214E+06(kN/m)RJZ3= 0.0000E+00(kN/m)RJX3/H = 1.0170E+06(kN/m) RJY3/H = 1.0738E+06(kN/m) RJZ3/H = 0.0000

54、E+00(kN/m)Floor No. 10Tower No. 1Xstif=-0.2714(m)Ystif=21.3854(m)Alf =0.0000(Degree)1187.9413)(t)RJX3 = 3.8988E+06(kN/m) RJY3 = 4.6660E+06(kN/m) RJZ3 = 0.0000E+00(kN/m)RJX3/H = 1.2996E+06(kN/m) RJY3/H = 1.5553E+06(kN/m) RJZ3/H = 0.0000E+00(kN/m)Floor No. 6Tower No. 1Xstif=-0.2701(m)Ystif=21.3881(m)A

55、lf =0.0000(Degree)Xmass= -1.1695(m)Ymass= 22.0477(m)Gmass(活荷折减 产 1257.4840(Eex =0.0526Eey =0.0499Ratx =1.0000Raty =1.0047Ratx1=1.3897Raty1=1.4725Ratx2=1.1871Raty2=1.2268薄弱层地震男力放大系数=1.00RJX1 = 6.1646E+07(kN/m) RJY1 = 1.0285E+08(kN/m) RJZ1 = 0.0000E+00(kN/m)1187.9413)(t)Xmass= -1.1695(m)Ymass= 22.0477

56、(m)Gmass(活荷折减 产 1257.4840(Eex =0.0525Eey =0.0501Ratx =1.0000Raty =1.0000Ratx1=1.3048Raty1=1.3474Ratx2=1.1385Raty2=1.1573薄弱层地震男力放大系数=1.00RJX1 = 5.9966E+07(kN/m)RJY1 = 1.0001E+08(kN/m)RJZ1 = 0.0000E+00(kN/m)RJX3 = 2.9715E+06(kN/m)RJY3 = 3.0782E+06(kN/m)RJZ3 = 0.0000E+00(kN/m)RJX3/H = 9.9049E+05(kN/m)

57、RJY3/H = 1.0261E+06(kN/m) RJZ3/H = 0.0000E+00(kN/m)Floor No. 11Tower No. 1Xstif=-0.2630(m)Ystif=21.3751(m)Alf =0.0000(Degree)1187.9413)(t)RJX3 = 3.5196E+06(kN/m) RJY3 = 4.0373E+06(kN/m) RJZ3 = 0.0000E+00(kN/m)RJX3/H = 1.1732E+06(kN/m) RJY3/H = 1.3458E+06(kN/m) RJZ3/H = 0.0000E+00(kN/m)Xmass= -1.1695

58、(m)Ymass= 22.0477(m)Gmass(活荷折减 产 1257.4840(Eex =0.0530Eey =0.05081187.9413)(t)中冶赛迪工程技术股份有限公司8顾客名称：重庆市城投公租房建设有限公司项目名称：重庆经开区公共租赁房项目施工图设计1组团7#施工图计算书CISDIRatx =0.9720Raty =0.9716RJX3 = 2.7040E+06(kN/m) RJY3 = 2.6007E+06(kN/m) RJZ3 = 0.0000E+00(kN/m)Ratx1=1.2960Raty1=1.3368RJX3/H = 9.0132E+05(kN/m) RJY3/

59、H = 8.6691E+05(kN/m) RJZ3/H = 0.0000E+00(kN/m)Ratx2=1.1329Raty2=1.1515溥弱层地震男力放大系数=1.00Floor No. 16Tower No. 1RJX1 = 5.8285E+07(kN/m) RJY1 = 9.7167E+07(kN/m) RJZ1 = 0.0000E+00(kN/m)Xstif=-0.2743(m)Ystif=21.3797(m)Alf =0.0000(Degree)RJX3 = 2.9001E+06(kN/m) RJY3 = 2.9552E+06(kN/m) RJZ3 = 0.0000E+00(kN/

60、m)Xmass= -1.1695(m)Ymass= 22.0477(m)Gmass(活荷折减 产 1257.4840(RJX3/H = 9.6668E+05(kN/m) RJY3/H = 9.8508E+05(kN/m) RJZ3/H = 0.0000E+00(kN/m)Eex =0.0523Eey =0.0505Ratx =1.0000Raty =1.0000Floor No. 12Tower No. 1Ratx1=1.2868Raty1=1.3205Xstif=-0.2728(m)Ystif=21.3826(m)Alf =0.0000(Degree)Ratx2=1.1269Raty2=1.