超市设计计算书

学号1402144412毕业设计(论文)题目:岳阳市南湖超市(方案2:5000m2)作者梁敏届别2006届系别土木建筑工程系专业土木工程指导教师肖四喜职称副教授完成时间2006年6月1日岳阳市南湖超市设计作者：梁敏（02级土木4班）指导老师：肖四喜摘要：本建筑为岳阳市某超市，为4层框架结构,首层层高5.7米，其余层层高4.5米，建筑总高21.50米。总建筑面积5080.32平方米。本建筑从平面布局的合理性，到工作人员、购物者和货物的分流，到采光、通风及保温的设计，都充分体现了以人为本的设计理念。本建筑采用框架双向承重，结构计算考虑了风荷载及抗震要求，考虑结构塑性内力重分布的有利影响，对竖向荷载作用下的内力进行调幅，分别考虑恒载和活载由可变荷载效应控制的组合和由永久荷载效应控制的组合。关键词：超市框架结构抗震设计Summary:Thisbuildingissupeimaketofyueyang,andframeof4storeysstructure,Layeruponlayerheight5.7meters,keybedbuildingstoreheight4.5meters,constructionoverallheight21.50meters.Withthewholeconstructionareaof35080.32squaremeters.Thisbuildingisfromtherationalityoftheplanefigure,tothedistributaryofstaffmember,buyerandbooks,getdaylighting,ventilateanddesignthatkeepwarm,fullyreflectthedesignideaofPeopleFirst.Thisbuildingadoptthetwo-waybearingofframe.Thisbuildingofstructurehascalculatedandconsideredthewindloadsandantidetonationisrequired,considerstructureplasticityfavorableinfluencethatinternalforcedistributeagain,loadtoverticalityinternalforceoffunctioncarryonamplitudemodulation,considerpermanentyearandlivebyvariabletoloadtheassociationthattheeffectcontrolsandloadedtheassociationthattheeffectcontrolledforeveryearseparately.Keyword:supermaketFramestructureAntidetonation目录第一部分结构设计计算书设计资料……………（1）结构选型……………（1）框架计算简图及梁柱线刚度………（1）荷载计算……………（3）风荷载作用下的位移验算…………（17）地震作用下的位移验算……………（20）内力计算……………（22）内力组合……………（52）截面设计与配筋计算………………（62）基础设计……………（78）楼梯设计……………（71）结构电算部分………（84）第二部分设计图纸（另见其他资料）参考文献《中南地区通用建筑配件图集》中南地区建筑标准设计协作办公室编武汉湖北科学技术出版社1998《中南地区通用建筑结构图集》中南地区建筑标准设计协作办公室编武汉湖北科学技术出版社2003《混凝土结构施工图平面整体表示方法制图规则和构造详图》（03G101-1）中国建筑标准设计研究所出版2003《建筑结构制图标准》（GB/T50105-2001）（GB/T50104-2001）《民用建筑工程结构施工图设计深度图样》（04G101）中国建筑标准设计研究所出版2004《建筑抗震设计规范》（GB50011-2001）北京中国建筑工业出版社2001《混凝土结构设计规范》（GB50010-2002）北京中国建筑工业出版社2002《建筑结构可靠度设计统一标准》（GB50068-2001）北京中国建筑工业出版社2001《建筑结构荷载规范》（GB50009-2001）中国建筑科学研究院北京中国建筑工业出版社2001《建筑地基基础设计规范》（GB50007-2002）中国建筑科学研究院北京中国建筑工业出版社2002《房屋建筑学》裴刚、沈粤、扈媛编广州华南理工大学出版社2003《建筑结构抗震设计》李国强、李杰、苏小卒编北京中国建筑工业出版社2002《结构力学》湖南大学结构力学教研室编北京高等教育出版社1998《混凝土结构设计原理》沈蒲生主编北京高等教育出版社2002《混凝土结构设计》沈蒲生主编北京高等教育出版社2003《基础工程》华南理工大学、浙江大学、湖南大学编北京中国建筑工业出版社2003《土木工程施工》刘宗仁主编北京高等教育出版社2003《房屋结构毕业设计指南》周果行主编北京中国建筑工业出版社2004结构设计计算书设计资料1工程名称：岳阳市南湖超市框架结构2建设名称：岳阳市南湖地区3工程概况：建筑总高为21.50m,共4层，每层层高4.50m，室内高差0.45m。4温度：最热月平均29.6℃最冷月平均4.2℃夏季极端最高39.8℃冬季极端最低-9.5℃5相对温度：最热月平均73%6主导风向：主导风为西南风，基本风压W0=0.3KN/㎡7地震设计烈度：7度8材料选用混凝土：采用C30钢筋：纵向受力力钢筋采用用热轧钢筋筋HRB4400，其余采采用热轧钢钢筋HPB2235墙体：均采用普普通砖，其其尺寸为240㎜×115㎜×53㎜，重度r=188KN/㎡。门窗：根据具体体情况选用用结构选型1结构体系选型：：采用钢筋筋混凝土现现浇框架结结构体系2屋面结构：采用用现浇钢筋筋混凝土肋肋形屋盖，高高聚物质改改性沥青卷卷材防水屋屋面，屋面面板厚100㎜。3楼面结构：均采采用现浇钢钢筋混凝土土肋形楼盖盖，板厚100㎜4楼面结构：采用用钢筋混凝凝土梁式楼楼梯。5天沟：采用现浇浇天沟。6电梯间：货梯采采用单门的的电梯，选选用F-20000-22S45。采用剪剪力墙结构构。框架计算简图及及梁柱刚度度1确定框架计算简简图取③轴上的一榀框架架计算，底底层柱高从从基础顶面面算至二层层楼面，基基顶标高根根据地质条条件，室内内外高差，定定为-1..2m，二二层楼面标标高为4..5m故底底层柱高为为5.700m,其余各层层柱高从楼楼面算至上上一层楼面面（即层高高）故均为为4.5mm，由此可可绘出框架架计算简图图如图1所示2截面估算梁柱截面尺寸根根据设计经经验直接得得出框架梁的最大跨跨度L=72000mm,,取h=(11/8~11/12))L,初选取h=6000mm,bb=(1//2~1//3)h,,初选取b=3000mm；（2）框架柱的最大大高度H=45000mm,,取b=h==(1/88~1/118)H,,初选取b=h==500mmm.2框架梁柱线刚度度计算。对于中框架梁取取I=2I。左边跨梁：中跨梁：右边跨梁：底层柱：同理:其余各层柱：令，则其余各杆件件的相对线线刚度为框架梁柱的相对对线刚度如如图一所示示，作为计计算各节点点杆端弯矩矩分配系数数的依据图一：计算简简图荷载计算恒载标准值计算算：（1）、屋面高聚物改性沥青青卷材防水水屋面（屋屋面）：2.2KN//m2结构层：1000厚现浇钢钢筋混凝土土板：25×0.1＝2.5KN//m2轻钢龙骨石膏装装饰板吊顶顶：0.15KNN/m2合计：4.85KN//m2（2）、楼面陶瓷地砖楼面：：0.7KN/mm2结构层：1000厚现浇钢钢筋混凝土土板：25×0.1＝2.5KN//m2轻钢龙骨石膏装装饰板吊顶顶：0.15KNN/m2合计：3.35KN//m2（3）、梁自重b×h=3000mm×600mmm梁自重：25×0.3××(0.66－0.1))＝3.75KNN/m抹灰层：10厚厚混合砂浆浆0.01×[22×(0..6－0.1)＋0.3]]×17＝0.22KNN/m合计：3.97KN//m次梁：b×h==250mmm×500mmm梁自重：25×0.255×(0..5－0.1))＝2.5KN//m抹灰层：10厚厚混合砂浆浆0.01×[22×(0..5－0.1)＋0.255]×177＝0.18KNN/m合计：2.68KN//m基础梁：b×hh=2500mm×450mmm梁自重：25×0.255×0.44＝2.5KN//m合计：2.5KN/mm（4）、柱自重b×h=5000mm×500mmm柱自重：25×0.5××0.5＝6.25KNN/m抹灰层：10厚厚混合砂浆浆0.01×4××0.5××17＝0.34KNN/m合计：6.59KN//meq\o\aac(○,B)轴墙墙体：eqq\o\\ac(○○,1)~eq\\o\acc(○,3)轴间墙体自重：（5.7－2.11－0.6－0.4）×0.224×188×1.88＋5.7××0.244×18××(3.66－1.8－0.255×2)＝52.23KKN铝合金窗：0.35×1..8×2..1×2＝2.64KNN外墙：陶瓷锦砖砖外墙面（4.5×3.66－1.8××2.1）×0.55＝6.21KN水泥粉刷内墙面面：[4.5×(33.6－0.5)－1.8××2.1]×0.336＝3.66KN合计：63.42KNN折算成均布荷载载：63.42/33.6＝17.62KNN/meq\o\aac(○,3)~eq\\o\acc(○,4)轴间间墙体自重：0KN铝合金窗：0.35×6..7×4..5/2＝5.726KKN外墙8：陶瓷锦砖外墙墙面0KN水泥粉刷内墙面面：0KN合计：5.726KKN折算成均布荷载载：5.726/33.6＝1.466KNN/meq\o\aac(○,E)轴墙墙体：eqq\o\\ac(○○,1)~eq\\o\acc(○,3)轴间墙体自重：（5.7－2.00－0.6－0.4）×0.224×188×1.88＋5.7××0.244×18××(7.22－1.8－0.255×2)＝141.66KN门：1.8×2.00×0.55＝1.8KN外墙：陶瓷锦砖砖外墙面（4.5×7.22－1.8××2）×0.55＝14.4KNN水泥粉刷内墙面面[4.5×(77.2－0.5)－1.8××2]×0.336＝9.56KN合计：167.42KKN折算成均布荷载载：167.42//7.2＝23.25KNN/meq\o\aac(○,E)轴墙墙体：eqq\o\\ac(○○,3)~eq\\o\acc(○,4)轴间墙体自重：0.9×0.224×188×3.66+[(44.5-00.9)××3.6--2.7××0.9]]×0..24×118×3..6＝170.75884KNN外墙：陶瓷锦砖砖外墙面4.5×7.22×0.55＝16.2KN水泥粉刷内墙面面：4.5×(7..2－0.5))×0.336＝10.85KNN合计：182.06994KN折算成均布荷载载：182.06994/3..6＝50.575KKN/m（6）、内墙自重底层：内墙自重：（5.7－0.66－0.4）×0.224×188＝20.30KKN/m水泥粉刷内墙面面4.5×2××0.366＝3.24KN//m合计：23.54KNN/m二、三、四层：：内墙自重：（4.5－0.66）×0.224×188＝16.85KKN/m水泥粉刷内墙面面4.5×2××0.366＝3.24KN//m合计：20.09KNN/m活荷载标准值计计算：（1）、屋面及楼面面活荷载标标准值：根据《荷载规范范》查得：：不上人屋面：0.5KKN/m22楼面：营业厅：3.5KKN/m22值班室：2.0KKN/m22仓库：5.0KKN/m22其他：2.5KKN/m22（2）、雪荷载：SK=1.0×0..30＝0.300KN/mm2屋面活荷载与雪雪荷载不同同时考虑，两两者中取大大值。竖向荷载下框架架受荷总图图：（1）、B~C轴间框架架梁：屋面板传荷载：：板传至梁上的三三角形或梯梯形荷载等等效为均布布荷载：恒载：活载：二、三楼板传荷荷载：eq\o\aac(○,B)~11/C轴：恒载：活载：二、三楼梁传荷荷载：恒载：活载：一楼板传荷载：：eq\o\aac(○,B)~11/C轴：恒载：活载：一楼梁传荷载：：恒载：活载：一楼墙体荷载：：200.09KKN/m梁自重：3.997KN//meq\o\aac(○,B)~eq\\o\acc(○,C)轴间间框架梁均均布荷载：：屋面梁：恒载=梁自重+板传荷荷载=3.997+166.37==20.334KNN/m活载=板传荷载=1..69KNN/m二、三楼楼面梁梁：eq\o\aac(○,B)~11/C轴间：恒恒载=梁自重+板传荷载=3.997+100.31==14.228KNN/m活载=板传荷载=6..16KNN/m1/C~eq\o\aac(○,C)轴间间：恒载=梁自重=3.997KN//m活载=0KN/m一楼楼面梁：eq\o\aac(○,B)~11/C轴间：恒恒载=梁自重+板传荷载+墙体荷载=3.997+100.31++20.009=344.37KKN/m活载=板传荷载=6..16KNN/m1/C~eq\o\aac(○,C)轴间间：恒载=梁自重=3.997KN//m活载=0KN/meq\o\aac(○,B)~eq\\o\acc(○,C)轴间间框架梁集集中荷载：：屋面梁：恒载=梁传荷载=355.72KN活载=梁传荷载=144.85KN楼面梁：恒载=梁传荷载=355.72KN活载=梁传荷载=144.85KN（2）、C~D轴间框架架梁：屋面板传荷载：：恒载：活载：三楼楼面板传荷荷载：恒载：活载：标准层楼面板传传荷载：恒载：活载：梁自重：3.997KN//meq\o\aac(○,C)~eq\\o\acc(○,D)轴间间框架梁均均布荷载：：屋面梁：恒载=梁自重+板传荷载=3.997+166.37==20.334KNN/m活载=板传荷载=1..69KKN/m三楼楼面梁：恒载=梁自重+板传荷荷载=3.997+111.31==15.228KNN/m活载=板传荷载=166.88KN/mm二、一楼楼面梁梁：恒载=梁自重+板传荷荷载=3.997+111.31==15.228KNN/m活载=板传荷载=111.82KKN/m（3）、D~E轴间框架架梁：屋面板传荷载：：eq\o\aac(○,D)~11/D轴：恒载：活载：1/D~eq\o\aac(○,E)轴：：恒载：活载：屋面梁传荷载：：恒载：活载：梁自重：3.997KN//m楼面板传荷载：：eq\o\aac(○,D)~11/D轴：恒载：活载(顶层)：标准层:1/D~eq\o\aac(○,E)轴：：恒载：活载(顶层)：标准层:楼面梁传荷载：：恒载：活载：梁自重：3.997KN//meq\o\aac(○,D)~eq\\o\acc(○,E)轴间间框架梁均均布荷载：：屋面梁：eq\o\aac(○,D)~11/D轴间：恒恒载=梁自重+板传荷载=3.997+277.28==31.225KNN/m活载=板传荷载=2..81KNN/m1/D~eq\o\aac(○,E)轴间间：恒载=梁自重+板传荷载=3.997+244.55==28.552KNN/m活载=板传荷载=2..53KNN/m楼面梁：eq\o\aac(○,D)~11/D轴间：恒恒载=梁自重+板传荷载=3.997+188.84==22.881KNN/m顶层:活载=板传荷载=288.10KKN/m标准层:活载==板传荷载=19..67KNN/m1/D~eq\o\aac(○,E)轴间间：恒载=梁自重+板传荷载=3.997+188.79==22.776KN//m三层:活载=板传荷载=288.05KKN/m标准层:活载==板传荷载=19..63KNN/meq\o\aac(○,D)~eq\\o\acc(○,E)轴间间框架梁集集中荷载：：屋面梁：恒载=梁传荷载=999.51KN活载=梁传荷载=155.44KN楼面梁：恒载=梁传荷载=855.86KN活载=梁传荷载=488.94KN（5）、eq\oo\ac((○,C)轴柱柱纵向集中中荷载的计计算：顶层柱恒载=梁梁自重+板传荷载+梁传荷载载顶层柱活载=板板传活载三、二层柱恒载载=墙体自重+梁自重+板传荷载+梁传荷载载三、二层柱活载载=板传活载+梁传活载载一层柱恒载=墙墙体自重+梁自重+板传荷载+梁传荷载载一层柱活载=板板传活载+梁传活载载基础顶面恒载==墙体自重+基础梁自自重（6）、eq\oo\ac((○,D)轴柱柱纵向集中中荷载的计计算：顶层柱恒载=梁梁自重+板传荷载+梁传荷载载顶层柱活载=板板传活载楼层柱恒载=梁梁自重+板传荷载+梁传荷载载楼层柱活载=板板传活载+梁传活载载基础顶面恒载==墙体自重+基础梁自自重+梁传荷载载（4）、eq\oo\ac((○,E)轴柱柱纵向集中中荷载的计计算：顶层柱恒载=女女儿墙自重重+梁自重+板传荷载+梁传荷载+墙体自重重顶层柱活载=板板传活载+梁传活载载楼层柱恒载=梁梁自重+板传荷载+梁传荷载+墙体自重重楼层柱活载=板板传活载+梁传活载载基础顶面恒载==墙体自重+基础梁自自重+梁传荷载载框架在竖向荷载载作用下的的受荷总图图如图2所示：风荷载计算：作用在屋面梁和和楼面梁节节点处的集集中风荷载载标准值：：式中：基本风压压w0=0.33KN/mm2＿风压高度变化化系数，因因建设地点点位于某城城市市区，所所以地面粗粗糙度为C类。＿风荷载体型系系数，根据据建筑物体体型查得==1.1。＿风振系数，，因总层层高小于330m，故故均取。＿下层柱高。＿上上层柱高，对对顶层柱为为女儿墙高高度的2倍。B＿迎风面的宽度度，B=7.22m。计算过程见表11：离地高度Z/m18.450.741.01.10.34.51.04.8413.950.741.01.10.34.54.57.919.450.741.01.10.34.54.57.914.950.741.01.10.34.954.58.31水平地震作用计计算：重力荷载代表值值（恒载+0.5活载）（1）、恒载：屋面重力值G面面：楼面重力值G板板：顶层梁重力值GG顶梁：楼层梁重力值GG楼梁：柱重力值：G上柱：G底柱：墙重力值：女儿墙：G女儿儿墙：四层墙体G楼墙墙4：三层墙体G楼墙墙3：二层墙体G楼墙墙2：一层墙体G楼墙墙1：（2）、活荷载：（3）、重力荷载代代表值：G4=G面+G顶顶梁+G上柱/2+GG女儿墙+G楼墙4/2=6663.922+2411.27++118..62/22+46..62+4464.778/2=12444KN（不包括括屋面活荷荷载）GG3=G板+G楼梁+G上柱+G楼墙3/2++G楼楼墙3/2+FF活/2=6333.111+2533.73++118..62+4464.778/2++631..53/22+5400.75//2=18244KNG2=G板+G楼楼梁+G上柱+G楼墙3/2++G楼楼墙2/2+FF活/2=633..11+2253.772+1118.622+6311.53//2+7998.288/2+5540.775/2=19990.774KNG1=G板+G楼楼梁+G上柱/2++G底柱/2+G楼墙2/2++G楼楼墙1/2+FF活/2=6633.111+2553.733+1188.62//2+1550.255+7988.28//2+12280.997/2++540..75/22=22406..31KNN质点重力荷载代代表值见图图3：图3：质点重力荷载载代表值风荷载作用下的的位移验算算：侧移刚度D：见表2和表3：风荷载作用下框框架位移验验算：水平荷载作用下下框架的层层间位移可可按下式计计算：式中：表2：横向2、3、4层D值的计算算构件名称KN/mB轴柱0.398089C轴柱0.5611615D轴柱0.5611615E轴柱0.398089表3：横向底层D值值的计算构件名称KN/mB轴柱0.595884C轴柱0.727180D轴柱0.727180E轴柱0.595884第一层的层间侧侧移值求出出以后，就就可以计算算各楼板标标高处的侧侧移值的顶顶点侧移值值，各楼板板标高处的的侧移值是是该层以下下各层层间间侧移之和和。顶点侧侧移是所有有各层层间间侧移之和和。jj层侧移顶点侧移框架在风荷载作作用下侧移移的计算见见表4：表4：风荷载作用下框框架侧移计计算B层次44.844.84394080.00011/450037.9112.75394080.00031/150027.9112.75394080.00031/150018.3121.06261280.00081/713侧移验算：层间间侧移最大大值1/7713<11/5000（满足要要求）六、水平地震作作用下的位位移验算：：横梁线刚度：柱的线刚度：底柱：上柱：框架柱的侧移刚刚度D值：D值的计算同风荷荷载的D值计算。计算框架自振周周期：各层D值汇总见表5：：表表5：各层D值汇总DD值/层次柱类型2、3、4层（D值根数）底层（D值根数）边柱B轴、E轴80892=1161788KN/mm58842=1117688KN/mm中柱C轴、D轴116152==232330KN//m71802=1143600KN/mm∑D（KN/m）3940826128按顶点位移法计计算，考虑虑非承重墙墙对框架刚刚度的影响响，取基本本周期调整整系数，计算公式为，式式中为顶点点位移，按按D值法计算算，见表6：表6：横向框架架顶点位移移计算层次412441244394080.0320.313318243068394080.0780.281218243068394080.0780.281122485316261280.2030.203T1=1.70.88=0.888s水平地震作用标标准值和位位移的计算算：设防烈度为7度度，查表αmax=00.08..查得Tg=0.355s,Tgg＜T1＜5Tg∴6、水平地震作用用计算因因为T1=0.446s＞1.4Tgg=1.440.355=0.449s.尚需考虑虑顶部附加加水平地震震作用。δδn=0..08T11+0.007=0..080..76s++0.077=0.1131结结构总水平平地震作用用标准值：：Fek=α1Geq==0.0440.85553166=1800.74KKN顶部附加的集中中水平地震震作用为：：ΔFn=δn·Fekk=0.11311880.744=23..68KNN已知H1=5.7m,HH2=10.22m,HH3=14.77m,=22485..7+18824100.2+11244114.7==497005KNFi,Vi和△uee的计算（见见表7）表7：Fi,Vi和△uee的计算层次4321Fi(KN)81595940Vi(KN)81140140180∑D(KN/m))39408394083940826128△ue(m)0.00210.00360.00360.0069横向框架各层水水平地震作作用和地震震剪力如图图4：七、内力计算：：1、恒荷载作用下框框架的内力力分析恒荷载作用下框框架的受荷荷简图如图图2所示：（1）、横荷载作用用下框架的的弯矩计算算（1.1）、梁梁的固端弯弯矩可按下下面方法求求得：三层BC跨：四层DE跨：所以：三、二层BC跨跨：所以：其余各跨参照以以上方法求求得。（1.2）根据梁梁柱相对线线刚度，算算出各节点点的弯矩分分配系数：：如B3点：用弯矩分配法计计算框架内内力，传递递系数为1/2，各节点点分配两次次即可。其其计算步骤骤和结果参参见图5。（1.3）梁的跨跨内最大弯弯矩的求法法：以顶层BC梁为为例：简支梁BC：故BC梁恒载作用下的弯弯矩图如图图6所示：（2）、恒载作用下下框架的剪剪力计算：：（以三层层DE跨为例。）所以：；其计算结果参见见图7。（3）、恒载作用下下框架的轴轴力计算：：（见图8）活荷载作用下框框架的内力力计算：（1）、楼面活荷载载作用下框框架的内力力计算：（1.1）、楼面面活荷载作作用下框架架的弯矩计计算：（计算方法与恒恒载基本相相同。）顶层：BC、CCD跨：DE跨:计算结果如图99所示。根据前面算出的的各节点的的弯矩分配配系数，用用弯矩分配配法计算框框架内力，传传递系数为为1/2，各节点点分配两次次即可。其其计算步骤骤和结果参参见图9。并进行计算，画画出：活载作用下的弯弯矩图（图图10）；活载作用用下的剪力力图（图11）；活载作用用下的轴力力图（图12）。框架在风荷载下下的内力用用D值法进行行计算，其其步骤为：：（1）、求各柱反弯弯点处的剪剪力值；（2）、求各柱反弯弯点高度；；（3）、求各柱的杆杆端弯矩及及梁端弯矩矩；（4）、求各柱的轴轴力和梁剪剪力。第i层第m柱所分配的剪力力为：，，框架柱柱反弯点位位置，，计算结果如下下面两个表表格所示：：表8：B轴、E轴框架柱反弯点点位置层号h/my0y1y2y3yyh/m44.51.290.3650000.3651.6434.51.290.450000.452.0324.51.290.450000.452.0315.71.670.5670-0.00100.5663.23表9：C轴、D轴框架柱反弯点点位置层号h/my0y1y2y3yyh/m44.52.570.4290000.4291.9334.52.570.4790000.4792.1624.52.570.4790000.4792.1615.73.330.550000.553.14框架各柱的杆端端弯矩、梁梁端弯矩按按下列公式式计算，计计算过程如如表10及表11两表所示示：中柱：边柱：表10：风荷载载作用下B、E轴框架柱柱剪力和梁梁柱端弯矩矩的计算层Vi/KN44.843940880890.2050.991.642.831.622.83312.753940880890.2052.612.035.035.306.65212.753940880890.2052.612.035.035.306.65121.062612858840.2254.743.2311.7115.3117.01表11：风荷载作用下下C、D轴框架柱柱剪力和梁梁柱端弯矩矩的计算层Vi/KN44.8439408116150.2951.431.933.682.761.841.84312.7539408116150.2953.762.168.808.125.785.78212.7539408116150.2953.762.168.808.125.785.78121.062612871800.2755.793.1414.8818.1811.5011.50框架柱轴力和梁梁端剪力的的计算结果果见表12：表12：风荷载作用下下框架柱轴轴力和梁端端剪力层梁端剪力/KNN柱轴力/KNBC跨VbBCCD跨VbCDDE跨VbDEB轴NcBC轴D轴E轴NcEVbBC-VbCDNcCVbCD-VbDENcD40.650.510.65-0.650.140.14-0.14-0.140.6531.731.611.73-1.730.120.26-0.12-0.262.3821.731.611.73-1.730.120.26-0.12-0.262.3813.963.193.96-3.960.771.03-0.77-1.036.34注：轴力压力为为正，拉力力为负。根据以上数据，分分别画出：：风荷载作用下的的弯矩图。（图13）风荷载作用下的的剪力图。（图14）风荷载作用下的的轴力图。（图15）框架在地震作用用下的内力力用D值法进行行计算：表16：地震作用下BB、E轴框架柱柱剪力和梁梁柱端弯矩矩的计算层Vi/KN4813940880890.20516.611.6447.5027.2447.531403940880890.20528.702.0371.1858.2698.4221993940880890.20540.802.03100.7882.82158.9812392612858840.22553.783.23133.84173.71288.6表17：地震作用下CC、D轴框架柱柱剪力和梁梁柱端弯矩矩的计算层Vi/KN48139408116150.29523.901.9361.4246.1330.7130.71314039408116150.29541.302.1696.6489.2171.3971.3921193940811615029558.712.16137.39126.81113.3113.312392612871800.27565.733.14162.26206.4147.54147.54框架柱轴力和梁梁端剪力的的计算结果果见表18：表18：地震作用下框框架柱轴力力和梁端剪剪力层梁端剪力/KNN柱轴力/KNBC跨VbBCCD跨VbCDDE跨VbDEB轴NcBC轴D轴E轴NcEVbBC-VbCDNcCVbCD-VbDENcD410.868.5310.86-10.862.332.33-2.33-2.3310.86323.5819.8323.58-34.443.756.08-3.75-6.0834.44237.8231.4737.83-61.46.3512.43-6.35-12.4361.4160.5840.9860.58-98.4119.632.03-19.6-32.0398.41注：轴力压力为为正，拉力力为负。根据以上数据，分分别画出：：地震作用下的弯弯矩图。（图16）地震作用下的剪剪力图。（图17）地震作用下的轴轴力图。（图18）八、内力组合结构抗震等级：：结构的抗震等级级可根据结结构类型、地地震烈度、房房屋高度等等因素，查查表可知，本本工程的框框架为三级级抗震等级级。框架梁内力组合合：本工程考虑了四四种内力组组合，即：：1.2SSGK+1..4SQKK；1.355SGKK+SQKK；1.2SGK+1..26（SGK+SSWK）；rRE[1..2(SGGK+0..5SQQK)+11.3SSEK]。此外，1.2SSGK+1..4SWKK这种内力力组合与考考虑地震作作用的组合合相比一般般较小，对对结构设计计不起控制制作用，故故不与考虑虑。各层梁梁的内力组组合结果见见表16~表18，表中SGK、SQK两列中中的梁端弯弯矩M为经过调调幅后的弯弯矩，（调调幅系数取取0.8）。下面以顶层BCC跨梁考虑虑地震作用用的组合为为例，根据据梁端弯矩矩组合值及及梁上荷载载设计值，由由平衡条件件确定其跨跨间最大正正弯矩。若：，说明，其其中x为最大正正弯矩截面面至B支座的距距离，x可由下式式求解：所以：若：，说明，则则：所以：若：，则：框架柱内力组合合：各层柱柱的内力组组合结果见见表19~表24。表16：框架梁内力组组合表层次截面位置内力SGKSQKSWKSEK1.2SGKK+1.26（SGGK+SSWK）rRE[1.2((SGK+0..5SQKK)+1.3SEEK]1.35SGKK+SQK1.2SGK++1.4SQK→←→←一层BM-80.78-12.5817.01288.6-214.600-182.877202.46-360.311-121.633-114.655165.30V125.9823.493.9660.58339.54280.3165.94180.04193.56184.06C左M-118.588-36.5011.50147.54-337.7-245.722-268.644-19.06-196.588-193.400V111.6113.293.9660.58291.31257.82166.0947.96163.96152.54C右M-72.30-44.1511.50147.54-233.499-122.23356.93-230.722-141.766-148.577121.77V55.0160.773.1940.98211.8958.7539.63119.55135.03151.09D左M-77.26-89.3011.50147.54-302.588-77.54-257.599-30.11-193.600-217.722V55.0160.773.1940.98211.8958.75119.6639.64135.03151.09D右M-134.955-133.62211.50147.54-500.344-163.622-43.75-331.455-315.800-349.011226.18V125.01125.633.9660.58465.82149.23115.63233.45294.39325.89EM-97.91-91.3817.01288.6-355.999-125.722-414.744148.03-223.566-245.422V124.89125.473.9660.58564.32149.14133.57115.44294.07325.53跨间MBC76.9762.88156.1856.4274.8470.15MCD58.0259.8021.1111.5966.4059.76MDE84.3998.287.78105.4992.7293.40注：表中MBCC、MCD和MDE分别为BC跨、CD跨和DE跨的跨间间最大正弯弯矩，M以下部受受拉为正，V以向上为为正。表17：框架梁内力组组合表层次截面位置内力SGKSQKSWKSEK1.2SGKK+1.26（SGGK+SSWK）rRE[1.2((SGK+0..5SQKK)+1.3SEEK]1.35SGKK+SQK1.2SGK++1.4SQK→←→←二层BM-48.95-13.786.55158.98-112.166-128.677104.13-205.888-79.86-78.03100.70V54.8223.491.7337.82132.68137.0424.0997.8497.5098.67C左M-71.30-36.205.78113.3-177.399-173.411-192.566-23.3855-132.466-136.244V68.2513.291.7337.82170.07165.7231.13104.88105.43100.51C右M-49.29-44.665.78113.3-113.977-128.54444.00-176.944-111.200-121.677114.26V55.0160.771.6131.47133.30137.3548.91110.27135.03151.09D左M76.61-86.565.78113.3-181.188-195.744-84.37-136.577-189.988-213.122V55.0160.771.6131.47137.35133.348.91110.27135.03151.09D右M-142.000-134.2225.78113.3-342.044-356.600-304.711-83.77-325.922-358.311233.53V125.01125.631.7337.83305.34309.70137.81211.58294.39325.89EM-87.12-92.426.65158.94-222.699-205.944-279.122-30.81-210.033-233.933V124.89125.471.7337.82309.41305.05211.38137.63294.07325.53跨间MBC2.230.7069.1249.130.881.95MCD16.2317.1119.498.5518.7517.11MDE82.2284.4424.9777.6584.386.49注：表中MBCC、MCD和MDE分别为BC跨、CD跨和DE跨的跨间间最大正弯弯矩，M以下部受受拉为正，V以向上为为正表18：框架梁内力组组合表层次截面位置内力SGKSQKSWKSEK1.2SGKK+1.26（SGGK+SSWK）rRE[1.2((SGK+0..5SQKK)+1.3SEEK]1.35SGKK+SQK1.2SGK++1.4SQK→←→←三层BM-48.95-13.786.5598.42-67.72-84.4845.70-149.222-79.86-78.03100.70V54.8223.491.7323.5893.2097.5636.9282.9097.5098.67C左M-71.30-36.205.7871.39-138.466-123.899-150.077-10.85-132.466-136.244V68.2513.291.7323.58100.8396.4790.4044.42105.43100.51C右M-49.29-44.66537871.39-108.144-122.7005.15-134.066-111.200-121.677114.26V55.0160.771.6119.83140.55144.6157.6296.19135.03151.09D左M76.61-86.565.7871.39-208.288-193.722-177.511-38.30-189.988-213.122V55.0160.771.6119.83144.61140.5596.1957.52135.03151.09D右M-142.000-134.2225.7871.39-332.233-346.800-118.599-257.800-325.922-358.311233.53V125.01125.631.7323.58306.13310.49146.05192.03294.39325.89EM-87.12-92.426.6598.42-119.377-212.611-215.966-24.04-210.033-233.933V124.89125.471.7323.58610.14305.78191.85145.87294.07325.53跨间MBC2.230.7069.1249.130.881.95MCD16.2317.1119.498.5518.7517.11MDE82.2284.4424.9777.6584.386.49注：表中MBCC、MCD和MDE分别为BC跨、CD跨和DE跨的跨间间最大正弯弯矩，M以下部受受拉为正，V以向上为为正。表19：框架梁内力组组合表层次截面位置内力SGKSQKSWKSEK1.2SGKK+1.26（SGGK+SSWK）rRE[1.2((SGK+0..5SQKK)+1.3SEEK]1.35SGKK+SQK1.2SGK++1.4SQK→←→←四层BM-35.46-4.572.8347.50-44.74-51.8812.34-80.28-52.44-48.9587.09V73.226.080.6510.8694.7196.3458.0579.22104.9396.38C左M-76.72-4.761.8430.71-100.388-95.74-101.133-41.25-108.333-98.73V73.226.080.6510.8696.3494.7179.2258.05104.9396.38C右M-64.50-5.921.8430.71-82.55-87.19-30.78-90.67-93.01-85.7096.99V73.226.080.518.5394.8896.1760.3276.95104.9396.38D左M-122.744-10.271.8430.71-162.555-157.911-145.033-85.15-175.977-161.677V73.226.080.518.5396.1794.8876.9560.32104.9396.38D右M-173.100-21.781.8430.71-232.844-237.488-135.655-195.533-255.477-238.211192.45V160.4217.650.6510.86213.92215.56141.73162.91234.22217.21EM-96.20-21.782.8347.50-145.822-138.699-142.477-49.84-151.155-145.233V154.2717.030.6510.86207.4205.76157.10135.92225.30208.97跨间MBC51.9248.9965.0926.4956.0350.71MCD35.1735.7016.3022.9938.6435.89MDE82.0084.6045.0777.8194.8183.56注：表中MBCC、MCD和MDE分别为BC跨、CD跨和DE跨的跨间间最大正弯弯矩，M以下部受受拉为正，V以向上为为正。表20：横向框架架柱B柱弯矩和和轴力组合合层次截面内力SGKSQKSWKSEK1.2SGKK+1.26（SGGK+SSWK）rRE[1.2((SGK+0..5SQQK)+1.3SEEK]1.35SGKK+SQK1.2SGK++1.4SQK|Mmax|NNminMNmaxM→←→←4柱顶MN44.32251.605.7118.232.830.6547.5010.8656.81324.0763.94325.71-4.11238.9994.69261.5865.54357.8961.18327.4494.69261.58-4.11238.9965.54357.89柱底MN-27.76281.26-7.018.231.620.6527.2410.86-40.09359.66-44.17361.30-1.68267.47-58.34290.05-44.48397.93-43.11363.03-58.34290.05-1.68267.47-44.48397.933柱顶MN33.53529.7810.2290.335.032.3871.1834.4446.78746.5559.45752.55-36.93516.13111.12587.7655.49805.5354.54762.20111.12587.76-36.93516.1355.49805.53柱底MN-61.61559.44-10.8390.335.302.3858.2634.44-80.90782.15-94.26788.14-3.75544.60-124.933616.24-94.00845.57-89.09797.79-124.933616.24-3.75544.60-94.00845.572柱顶MN33.53529.7810.2290.335.032.38100.7861.489.171300.26675.811306.266-73.14461.65123.38581.3855.49805.5354.54762.20123.38581.38-73.14461.6555.49805.53柱底MN-61.61559.44-10.8390.335.302.3882.8261.4-144.8881368.233-158.2441384.277-141.566488.34-19.94608.07-94.00845.57-89.09797.79-19.94608.07-141.566488.34-94.00845.571柱顶MN39.37982.904.90158.1311.716.34132.8498.4182.102409.955111.602425.922-91.66866.93167.381058.83358.051485.05554.101400.866167.381058.833-91.66866.9358.051485.055柱底MN-19.691020.466-2.45158.1315.316.34132.8498.41-29.152502.344-67.732518.322110.59900.74-148.4551082.644-29.031535.755-27.061445.933-148.4551082.644110.59900.74-29.031535.755注：表中M以左左侧受拉为为正，单位位为KN.m，N以受压为为正，单位位为KN。表21：横向框架柱CC柱弯矩和和轴力组合合层次截面内力SGKSQKSWKSEK1.2SGKK+1.26（SGGK+SSWK）rRE[1.2((SGK+0..5SQQK)+1.3SEEK]1.35SGKK+SQK1.2SGK++1.4SQK|Mmax|NNminMNmaxM→←→←4柱顶MN-15.26108.271.4524.303.680.1461.422.33-21.12160.72-11.85160.37-77.83118.0349.92113.18-19.15170.46-16.28163.94-77.83118.0349.92113.18-19.15170.46柱底MN8.55137.93-3.1324.302.760.1446.132.339.79196.312.84195.9654.68146.50-41.27141.658.41210.515.88199.5454.68146.50-41.27141.658.41210.513柱顶MN-18.97443.237.45234.448.800.2696.646.08-24.47827.60-2.29826.94-115.144544.3685.87531.71-18.16832.80-12.33860.09-115.144544.3685.87531.71-12.33860.09柱底MN33.75472.89-7.19234.448.120.2689.216.0841.67863.1921.21862.53121.73572.83-63.83560.1838.37872.8430.43895.68121.73572.83-63.83560.1830.43895.682柱顶MN-18.97443.237.45234.448.800.26137.3912.43-57.751090.677-35.581090.022-147.344527.07120.57502.84-18.16832.80-12.33860.09-147.344527.07120.57502.84-18.16832.80柱底MN33.75472.89-7.19234.448.120.26126.8112.4393.261163.64472.791162.988150.46553.77-96.82529.9338.37872.8430.43895.68150.46553.77-96.82529.9338.37872.841柱顶MN-24.10805.232.37444.5814.881.03168.2632.03-78.031982.166-40.541979.577-184.577967.00143.54913.54-30.171531.644-25.601588.699-184.577967.00143.54913.54-30.171531.644柱底MN12.05842.79-1.19444.5818.181.03206.432.0352.552074.566-6.742071.977211.501009.811-190.988947.3515.091582.35512.791633.766211.501009.811-190.988947.3515.091582.355注：表中M以左左侧受拉为为正，单位位为KN.m，N以受压为为正，单位位为KN。表22：横向框框架柱D柱弯矩和和轴力组合合层次截面内力SGKSQKSWKSEK1.2SGKK+1.26（SGGK+SSWK）rRE[1.2((SGK+0..5SQKK)+1.3SEEK]1.35SGKK+SQK1.2SGK++1.4SQK|Mmax|NNminMNmaxM→←→←4柱顶MN62.95547.0414.3953.463.680.1461.422.3389.03723.6398.31723.983.46548.4131.22553.2499.37791.9695.69731.29131.22553.243.46548.499.37791.96柱底MN-43.87576.70-25.7653.462.760.1446.132.33-81.62759.22-88.58759.58-6.50576.87-102.466581.72-84.98831.01-88.71766.88-102.466581.72-6.50576.87-84.98831.013柱顶MN37.87998.8333.81481.618.800.2696.646.0876.961805.10099.131805.755-47.921183.733153.091196.37784.931830.03392.781872.855153.091196.377-47.921183.73392.781872.855柱底MN-46.051028.499-35.74481.618.120.2689.216.08-90.061840.699-110.5221841.34431.421212.2-154.1441224.855-97.911870.077-105.3001908.444-154.1441224.85531.421212.2-105.3001908.4442柱顶MN37.87998.8333.81481.618.800.2696.646.0882.072456.799104.252457.455-212.855518.79181.171149.46684.931830.03392.781872.855181.171149.466-212.855518.7984.931830.033柱底MN-46.051028.499-35.74481.618.120.2689.216.08-103.0552529.766-123.5112530.411190.78545.49-182.7881392.344-97.911870.077-105.3001908.444-182.7881392.344190.78545.49-97.911870.0771柱顶MN26.071450.62219.65917.7314.881.03127.2213.0445.383567.23382.883569.822-186.2814.75197.841790.95554.842876.07758.793025.577197.841790.955-186.2814.7554.842876.077柱底MN-13.041488.188-9.83917.7318.181.03155.4313.04-9.173659.633-54.993662.222172.71845.05-212.8441824.877-27.432926.777-29.413070.644-212.8441824.877172.71845.05-27.432926.777注：表中M以左左侧受拉为为正，单位位为KN.m，N以受压为为正，单位位为KN。表23：横向框框架柱E柱弯矩和和轴力组合合层次截面内力SGKSQKSWKSEK1.2SGKK+1.26（SGGK+SSWK）rRE[1.2((SGK+0..5SQKK)+1.3SEEK]1.35SGKK+SQK1.2SGK++1.4SQK|Mmax|NNminMNmaxM→←→←4柱顶MN-120.255208.77-26.6019.872.830.6547.5010.86-181.388276.38-174.255274.74-177.611221.25-78.81198.66-188.944301.71-181.544278.34-188.944301.71-78.81198.66-188.944301.71柱底MN16.40238.4354.2319.871.620.6527.2410.8690.05311.9785.97310.3370.10249.7213.44227.1476.37341.7595.60313.9395.60313.9313.44227.1476.37341.753柱顶MN-92.50458.45-61.2993.585.032.3871.1834.44-194.566671.05-181.899665.05-192.244520.85-44.19449.21-186.177712.49-196.811681.15-196.811681.15-44.19449.21-186.177712.49柱底MN80.74488.1175.4593.585.302.3858.2634.44198.63706.64185.28700.64174.32549.3253.14477.69184.45752.53202.52716.74202.52716.7453.14477.69184.45752.532柱顶MN-92.50458.45-61.2993.585.032.38100.7861.4-233.8991130.799-221.2111124.799-86.741125.233-15.33399.06-186.177712.49-196.811681.15-196.811681.15-15.33399.06-186.177712.49柱底MN80.74488.1175.4593.585.302.3882.8261.4205.301203.755191.841197.75564.501368.86629.28425.76184.45752.53202.52716.74202.52716.7429.28425.76184.45752.531柱顶MN-41.65708.13-38.78164.6211.716.34132.8498.41-117.2551749.999-87.701734.011-130.8661728.49972.83622.85-95.011120.600-104.2771080.222-104.2771080.22272.83622.85-95.011120.600柱底MN20.83745.6919.39164.6215.316.34132.8498.4170.531842.39931.951826.411184.641762.411-86.32660.1747.511171.30052.141125.30052.141125.300-86.32660.1747.511171.300注：表中M以左左侧受拉为为正，单位位为KN.m，N以受压为为正，单位位为KN。表24：横向框框架柱的剪剪力组合截面位置层次内力SGKSQKSWKSEK1.2SGKK+1.26（SGGK+SSWK）rRE[1.2((SGK+0..5SQQK)+11.3SSEK]1.35SGKK+SQK1.2SGK++1.4SQK→←→←B柱4V-16.02-2.820.9916.61-21.53-24.020.54-34.01-24.45-23.1734.533V-21.14-4.682.6128.70-27.98-34.557.31-52.39-33.22-31.9253.262V-21.14-4.682.6140.80-56.10-62.6715.95-63.61-33.22-31.9253.261V-10.36-1.294.7453.78-19.51-31.4642.53-62.34-15.28-14.2456.23C柱4V5.29-1.021.4323.906.863.2629.44-20.276.124.9229.903V11.72-3.253.7641.3014.715.2352.64-33.2612.579.5153.452V11.72-3.253.7658.7133.5724.0966.33-48.1612.579.5153.451V6.34-0.625.7965.7322.898.3069.51-58.667.946.7461.22D柱4V-23.74-8.921.4323.90-37.93-41.53-2.22-51.93-40.97-40.9852.733V-18.65-15.463.7641.30-37.12-46.6017.63-68.28-40.64-44.0269.322V-18.65-15.463.7658.71-41.14-50.6233.50-80.98-40.64-44.0269.321V-6.86-5.175.7665.73-9.60-24.1355.59-72.59-14.43-15.4764.72E柱4V30.3717.960.9916.6160.3257.8355.0520.5058.9661.5964.203V38.5030.372.6128.7087.7581.1881.3921.6982.3588.7290.112V38.5030.372.6140.8098.0091.4288.098.5482.3588.7290.111V10.9610.214.7465.7332.9320.9878.54-49.6325.0127.4561.41九、截面设计与与配筋计算算：混凝土强度C330，fc=14..3N/mmm2,ft=1.443N//mm2,fftk=2..01NN/mm22。钢筋强度：HHPB2335fy=2100N/mmm2,fykk=2355N/mmm2。HRB4400fyy=3600N/mmm2,fykk=4000N/mmm2。（一）、框架柱柱截面设计计一层C柱：截面的配筋计算算：查得：rRE==0.8因左震、右震时时的轴压力力均小于Nb，故均按按大偏心受受压计算。（1）、最不利荷载载组合：（2）、内力调整：：（3）、截面配筋计计算：得：得每侧配筋率：故应按构造配筋筋，采用对对称配筋：：选3根直径为22mmm的三级级钢筋（As=11400mm2）>0..25bhh=5000mm2。（4）、斜截面承载载力计算：：验算截面尺寸：：跨高比查得：rRE==0.8，>V=966KN,,满足要求。取得：故按构造配筋。（5）、构造要求：：eq\o\aac(○,1)箍筋筋加密区范范围：按最大值值取eeq\oo\ac((○,2)箍筋筋直径：取取箍筋肢距距取两者中较小值值，即不宜宜大于2000mm，故故采用三肢肢箍。箍筋间距：加密密区取1000mm。中中取最小值值，即eq\o\aac(○,3)体积积配箍率：：对对三级抗震震等级，轴轴压比<0.3时，普通通箍的最小小体积配箍箍率特征值值。最小体积配箍率率对于三级框架柱柱的故取n1=n2=3，As1=As2=78.55mm2。满足要求。柱根处：S=1100mmm满足要求。二、三、四层：：纵筋选每每侧3根的三级钢钢筋。箍筋间距距，加密区区采用按最大值值取一层E柱：截面的配筋计算算：查得：rRE==0.8因左震、右震时时的轴压力力均小于Nb，故均按按大偏心受受压计算。（1）、最不利荷载载组合：（2）、内力调整：：（3）、截面配筋计计算：得：得每侧配筋率：故应按构造配筋筋，采用对对称配筋：：选3根直径为22mmm的三级级钢筋（As=18533mm2）>0..25bhh=5000mm2。（4）、斜截面承载载力计算：：同一层柱：按构造配筋。综上所述，B、C、D、E采用相同同的配筋：：eq\o\aac(○,1)一层层：纵向受受力钢筋每每侧配3根的三级钢钢筋，箍筋筋采用三肢肢箍，，加加密区采用用，eq\o\aac(○,2)二、三三层：纵向向受力钢筋筋每侧配3根的三级钢钢筋，箍筋筋采用三肢肢箍，，加加密区采用用，（二）、框架梁梁截面设计计：正截面受弯承载载力计算：：梁BC一层：跨中截面面M=1556.188KN.mm下部实配4根的的三级钢筋筋；上部按按构造要求求配筋。梁BC、梁CD和梁DE各截面的正截面面受弯承载载力配筋计计算见表24。斜截面受剪承载载力计算：：梁BC（一层）：满足要求。按构造要求配筋筋，取双肢肢箍梁BCC、梁CD和梁DE各截面的的斜截面受受剪承载力力配筋计算算见表25。裂缝宽度验算：：梁BC：一层的跨中截面面：取框架梁的裂缝宽宽度验算见见表26~表28。表24：框架梁梁正截面配配筋计算层计算公式梁BC梁CD梁DE支座左截面跨中截面支座右截面支座左截面跨中截面支座右截面支座左截面跨中截面支座右截面480.2865.09108.3393.0138.64175.97255.4794.81151.150.0590.0480.0790.0680.0280.1280.1860.0690.1100.0610.0490.0820.0700.0280.1370.2080.0720.1174113305524721899231401485788360360360360360360360360360实配钢筋/mm2316(603)316(603)416(804)222+216(1162)318(763)522(1900)522(1900)318(763)322(1140)3146.2269.12150.07134.0619.49213.12257.8086.49233.930.1070.0500.1100.0980.0140.1560.1880.0630.1710.1130.0510.1170.1030.0140.1710.2100.0650.18976134478869495115214144381273360360360360360360360360360实配钢筋/mm2418(1017)316(603)418(1017)222+218(1269)318(763)522(1900)522(1900)320(942)522(1900)2205.8869.12192.56176.9419.49231.12358.3186.49279.120.1500.0500.1400.1290.0400.1700.3100.0650.0200.1640.0520.1520.1390.0140.1710.2100.0650.020112034410229359511452084438360360360360360360360360360360实配钢筋/mm2322(1140)318(763)322(1140)322(1140)318(763)322(1140)428(2463)318(763)328(1076)