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'目录摘要1第一章建筑方案说明41.1工程概况4第二章结构方案说明62.1结构选型62.2结构布置7第三章楼盖设计83.1板的设计83.1.1双向板荷载计算83.1.2板的计算（弹性方法）93.1.3板的配筋143.2次梁的设计173.2.1次梁L1荷载计算173.2.2次梁L1内力计算173.2.3次梁L2荷载计算203.2.4次梁L2内力计算203.2.5次梁L3荷载和内力计算223.2.6次梁的配筋计算23第四章框架设计304.1计算简图304.2线刚度计算304.3传荷计算314.4恒载内力计算394.4.1各层分配系数394.4.2固端弯矩的计算404.4.3恒载弯矩分配及二次分配424.5活载内力计算564.5.1各层分配系数563
4.5.2固端弯矩计算564.5.3活载弯矩分配及二次分配584.6风荷载内力计算724.6.1风荷载水平作用的计算724.6.2横向框架的侧移刚度734.6.3风载内力计算744.6.4风荷载框架侧移验算774.7水平地震作用计算784.7.1重力荷载代表值计算784.7.2水平地震作用框架侧移验算794.7.3水平地震作用内力计算814.8内力组合844.9截面设计（抗震设计）924.9.1柱端弯矩调整924.9.2梁端剪力调整954.9.3柱端剪力调整964.9.4梁，柱截面的剪压比限值974.9.5柱的轴压比限值974.9.6梁柱节点核芯区抗震验算974.9.7梁端柱边994.9.8梁配筋计算1004.9.10柱配筋计算1074.9.11正常使用极限状态验算114第五章楼梯设计1215.1一层楼梯设计1215.1.1梯段板设计1215.1.2平台板设计1225.1.3平台梁的设计1245.2二层楼梯1253
5.2.1梯段板设计1255.2.2平台梁的设计1275.3三~六层楼梯1295.3.1梯段板设计1295.3.2平台梁的设计131第六章桩基础设计1326.1桩的设计1326.1.1确定桩的规格1326.1.2确定单桩竖向承载力标准值1326.1.3确定桩基竖向承载力设计值R1336.1.1确定桩数n、布置及承台的尺寸1336.1.2确定复合基桩竖向承载力设计值1346.2桩基础沉降验算1376.2.1四柱沉降验算1386.2.2五桩沉降验算1406.3桩身结构设计计算1426.3.1吊装点1426.3.2桩身结构设计计算1426.4承台设计1436.4.1四桩承台设计1436.4.2五桩承台设计145结束语147致谢148附录一框架点算输入数据文件及说明149附录二科技文献翻译1663
苏州科技大学新校区（12~17号）学生宿舍设计（方案一）摘要本毕业设计的工作内容包括建筑总平面图布置、建筑方案的选择、建筑布置、施工图设计和绘制。建筑位于苏州科技学院新校区内，苏州科源路以南，环山路以西。拟建建筑由东楼和西楼组成，共6幢宿舍楼。总建筑面积31000平方米，其中主体结构28800平方米，公共服务2200平方米。主体6层，局部2层。层高：标准层层高3米，局部一层层高4.80米，局部二层层高4.20米，檐口高度控制在18米以内。室内地坪±0.000相当于八五高程3.400米。本建筑采用钢筋混凝土框架结构，结构计算以手算完成1-5轴框架一个计算单元的设计计算、以电算复核手算结果。用弹性方法计算了屋面板和三根次梁的内力计算以及配筋计算。对1-5轴框架进行了荷载计算、内力计算、配筋计算。其中用分层法计算了水平风载和地震荷载。对有地震荷载组合的内力进行了荷载调整，并进行了裂缝验算和挠度验算。此外，还进行了楼梯设计计算和桩基础的设计计算。关键词：钢筋混凝土；框架结构；内力计算；桩基础；板式楼梯168
SuzhouUniversityofScienceandTechnologyNewCampus(12~17)studentdormitorydesign(programone)Summary Theworkofthegraduationprojectincludesthelayoutofthebuildinggeneralplan,thechoiceofarchitecturaloptions,buildinglayout,constructiondesignanddrawing.ThebuildingislocatedinthenewcampusofSuzhouInstituteofScienceandTechnology,SuzhouBranchsourcetothesouth,westofthemountainroad.TheproposedbuildingconsistsoftheEastandWestbuildings,atotalofsixdormitory.Atotalconstructionareaof31,000squaremeters,ofwhichthemainstructureof28,800squaremeters,publicservices2200squaremeters.Themain6layers,local2layer.High:thestandardlayerof3metershigh,locallayerof4.80metershigh,thelocallayerof4.20metershigh,corniceheightcontrolin18metersorless.Indoorfloor±0.000equivalenttoeightorfiveelevation3.400meters.Thebuildingusesreinforcedconcreteframestructure,thestructureofthecalculationtocompletethe1-5axisframeacalculationunitdesigncalculation,tocalculatetheresultsofcomputercalculations.Theinternalforcecalculationandreinforcementcalculationofroofandthreesecondarybeamsarecalculatedbyelasticmethod.Theloadcalculation,internalforcecalculationandreinforcementcalculationarecarriedoutonthe1-5axisframe.Whichusesthestratificationmethodtocalculatethehorizontalwindloadandseismicload.Theinternalforceofthecombinationofseismicloadsisadjustedandthecrackcheckinganddeflectioncheckingarecarried168
out.Inaddition,thestairsdesigncalculationandpilefoundationdesigncalculationswerecarriedout.Keywords:reinforcedconcrete;framestructure;internalforcecalculation;pilefoundation;platestaircase168
第一章建筑方案说明1.1工程概况1建设地点位于苏州科技学院新校区内，苏州科源路以南，环山路以西。2．建设规模①建筑面积拟建建筑由东楼和西楼组成，共6幢宿舍楼。总建筑面积31000平方米，其中主体结构28800平方米，公共服务2200平方米。②建筑层数和层高主体6层，局部2层。层高：标准层层高3.10米，局部一层层高4.80米，局部二层层高4.20米，檐口高度控制在18米以内。室内地坪±0.000相当于八五高程3.400米。3．建筑物组成宿舍设计应符合中华人民共和国行业标准《宿舍建筑设计规范》（JGJ36-2005）的有关规定。每间宿舍按4名学生设计，宿舍内除床外，布置书桌、衣柜等，带单独的卫生间、淋浴等。东楼、西楼学生宿舍各为292间，可供最多2336人居住。同时要求设置一定的活动室等。每个组团应设置配电、弱电间、管理室、洗衣房等附属用房。建筑方案（一）采用苏州科技大学设计研究院有限公司投标方案，详见附页。4．建筑装修标准①室内地面铺防滑耐磨地砖，要求不起尘便于清洗；②外墙要求采用白色高级涂料。立面要求符合新校区整体规划要求，风格上与已建成的商科组团相协调。5．其它要求电力、供水、排水均由城市系统引入。6．耐火等级本宿舍楼耐火等级可采二级。168
7．结构类型钢筋混凝土框架结构。8．工程地质根据拟建场地条件和建筑物的类型，并按施工图设计阶段要求，进行了现场踏堪、钻探及坑探，辅以手持螺旋钻勘探，并进行相应的室内测试。岩土工程地质勘察报告（见附录）。9．抗震设防要求抗震设防烈度为七度，抗震分组为第一组，设计基本地震加速度0.1g。168
第二章结构方案说明2.1结构选型主梁：跨度为7300mm的主梁7200/14=5147200/8=900取h=600且取b=300故跨度为7200mm的主梁截面取跨度为4800mm的主梁4800/14=3424800/8=600取h=600且取b=300故跨度为4800mm的主梁截面取次梁：跨度为4800mm的次梁4800/18=2664800/12=400取h=400且取b=200故跨度为4800mm的次梁截面取跨度为3600mm的次梁3600/18=2003600/12=300取h=300且取b=200，h=400故跨度为3600mm的次梁截面取板厚h:民用建筑最小板厚60单向板构造要求双向板构造要求取板厚为100mm168
2.2结构布置采用现浇钢筋混凝土框架结构，一层结构层高取4.5m,标准层层高去3.0m，坡屋面顶标高20.850。图2-1框架计算简图168
第三章楼盖设计3.1板的设计3.1.1双向板荷载计算防水冷胶涂料屋面苏J01-200520厚1：2.5水泥砂浆找平层0.0220聚苯板（保温板）0.1720厚1：3水泥砂浆找平层0.0220100厚现浇钢筋混凝土屋面0.125轻钢龙骨吊顶0.12=3.59坡屋面坡度为=27则坡屋面恒荷载在水平面上的投影=/=3.59/=3.89活荷载不上人屋面0.5KN/雪荷载=其中取0.4查表7.2.1(GB50009-2012)=1-0.15=0.94单跨双坡不均匀分布时=1.175KN/两者取最大值，故=0.5KN/恒载控制时恒载分项系数1.35，活载分项系数1.4，组合系数0.9g=1.35q=1.4板的折减系数168
不上人油毡防水屋面苏J01-2005三毡四油热铺绿豆砂一层0.420厚1：3水泥砂浆找平层0.0220聚苯板（保温板）0.1720厚1：3水泥砂浆找平层0.0220100厚现浇钢筋混凝土屋面0.125=3.87活荷载恒载控制时恒载分项系数1.35，活载分项系数1.4，组合系数0.9g=1.35q=1.4板的折减系数3.1.2板的计算（弹性方法）板与梁整浇，计算跨度取梁中心线到中心线弯矩计算跨中最大弯矩：内支座固定时在作用下，与内支座铰支时在作用下的跨中弯矩之和，混凝土的泊松系数支座负弯矩;内支座固定时在作用下的支座负弯矩区格板四边固定查表得=2.361=1.574168
区格板四边固定查表得=2.540=1.509区格板四边固定查表得=2.540=1.509区格板三边固定，一边简支查表得=0.764=0.235168
区格板四边固定查表得=2.329=0.1.283区格板三边固定，一边简支查表得=1.325=0.865区格板四边固定查表得=2.266168
=1.353区格板邻边固定，邻边简支查表得=0.391=0.261区格板三边固定，一边简支查表得=2.624=1.785区格板三边固定，一边简支查表得=2.538168
=1.880区格板四边固定查表得=11.735=9.116单向板：：：：：168
3.1.3板的配筋支座板-板////实有钢筋面积/814.933178.1C8@200251814.198151.5C8@200251814.933178.1C8@200251815.208188.0C8@200251814.198151.5C8@200251811.06938.6C8@200251813.711134.0C8@200251813.711134.0C8@200251814.666168.4C8@200251跨中811.72262.2C8@200251811.69761.3C8@200251812.41887.3C8@200251812.41887.3C8@200251816.450232.8C8@200251168
跨中板编号边长方向////实有钢筋面积/812.36185.2C8@200251731.57463.0C8@200251812.54091.7C8@200251731.50960.4C8@200251810.56820.5C8@200251730.1706.8C8@200251812.32984.1C8@200251731.28351.4C8@200251811.32547.8C8@200251730.86534.6C8@200251812.26681.8C8@200251731.35354.2C8@200251810.39114.1C8@200251730.26110.5C8@200251812.62494.7C8@200251731.78571.5C8@200251812.53891.6C8@200251731.88075.3C8@2002518111.735423.6C8@110457739.116365.1C8@130387168
验算最小配筋率的要求3.2次梁的设计3.2.1次梁L1荷载计算L1荷载：恒载板传来的恒荷载0.753.78梁自重0.2（0.5-0.1）25梁侧抹灰170.02（0.5-0.1）2=5.107活荷载（由板传来）恒载控制时恒载分项系数1.35，活载分项系数1.4，组合系数0.9g=1.35q=1.4梁的折减系数3.2.2次梁L1内力计算168
荷载图跨内最大弯矩支座弯矩剪力内力①②-③-④--00⑤①+②7.5534.57-9.78-7.2-7.2-9.7810.52-22.413.3-11.9513.26-13.2611.94-13.322.4-10.52168
①+③7.433.364.18-10.09-7.28-7.38-9.7710.43-1613.36-12.4812.59-12.6512.59-13.9315.36-9.88①+④7.093.364.18-9.78-7.36-7.36-9.789.88-15.3613.35-12.0312.62-12.6212.0313.3415.36-9.88①+⑤7.543.254.47-9.7-7.69-7.27-9.89.99-15.2413.54-11.2313.38-13.1411.9213.3316.01-10.51max7.553.364.57-10.09-7.69-7.38-9.810.52-22.413.54-12.4813.38-13.2612.59-13.9322.4-10.52表3.2.2-1五跨连续梁内力计算表①②③④⑤图3.2.2-1五跨连续梁计算简图168
3.2.3次梁L2荷载计算L2荷载：恒载板传来的恒荷载1.83.78梁自重0.3（0.6-0.1）25梁侧抹灰170.02（0.6-0.1）2=12.186活荷载（由板传来）恒载控制时恒载分项系数1.35，活载分项系数1.4，组合系数0.9g=1.35q=1.4梁的折减系数次梁传来的荷载5.1073.6=18.385KN次梁传来的活载0.3753.6=1.35KN梁自重0.3（0.6-0.1）25=3.75KN/m梁侧抹灰170.02（0.6-0.1）2=0.34KN/m3.2.4次梁L2内力计算168
荷载图跨内最大弯矩支座弯矩剪力内力①②③-①+②44.8244.82-80.0350.02-83.3883.38-50.02①+③18.8131.1-67.8952.55-80.8460.43-37.28max44.8244.82-80.0352.55-83.3883.38-50.02168
3.2.5次梁L3荷载和内力计算分别求出梁在均布荷载和梯形荷载单独作用下的弯矩和剪力，最后叠加得出结果梯形荷载下力的计算=3.72恒载控制时恒载分项系数1.35，活载分项系数1.4，组合系数0.9根据静力手册剪力弯矩均布荷载下力的计算梁自重0.2（0.5-0.1）25梁侧抹灰170.02（0.5-0.1）2=3.07剪力弯矩叠加得168
3.2.6次梁的配筋计算混凝土钢筋环境类别一类，假定箍筋直径，单排布置次梁支座截面按矩形截面计算，跨中按倒L形截面计算边跨取中跨取为一类截面由于L1为边次梁，考虑板对边梁产生的扭转影响，次梁箍筋和纵筋增加20%箍筋采用HPB300级，168
截面位置1.0000B2.0000C3.0000DM(KN·M)7.5500-10.09003.3600-7.69004.5700-7.3800截面类别及截面尺寸0.00700.02650.00310.02020.00420.01940.00700.02680.00310.02040.00420.019657.6677.8324.8459.1333.8156.72增加20%配筋69.1993.4029.8170.9540.5768.06最小配筋率选用钢筋2C142C142C142C142C142C14308308308308308308168
截面位置ABC右侧左侧右侧左侧右侧V(KN)10.5222.413.5412.4813.38260.975260.975260.975260.975260.97573.07373.07373.07373.07373.073选用箍筋C8@200C8@200C8@200C8@200C8@200100.6100.6100.6100.6100.6箍筋间距s(mm)2002002002002000.00250.00250.00250.00250.0025L2混凝土钢筋环境类别一类，假定箍筋直径，单排布置次梁支座截面按矩形截面计算，跨中按T形截面计算左跨取168
中跨取为一类截面截面位置1.0000B2.0000CM(KN·M)7.5500-10.09003.3600-7.6900截面类别及截面尺寸0.00240.00740.00100.00560.00240.00740.00100.005624.0132.1710.6824.49增加20%配筋28.8138.6012.8129.39最小配筋率选用钢筋2C142C142C142C14308308308308168
168
截面位置ABC右侧左侧右侧左侧右侧V(KN)52.5583.3883.3850.0232.66605.96605.96605.96605.96605.96169.67169.67169.67169.67169.67选用箍筋C8@200C8@200C8@200C8@200C8@200100.6100.6100.6100.6100.6箍筋间距s(mm)2002002002002000.00170.00170.00170.00170.0017L3混凝土钢筋环境类别一类，假定箍筋直径，单排布置次梁支座截面按矩形截面计算，跨中按倒L形截面计算取168
为一类截面截面位置1BM(KN·M)4.6900-8.4500截面类别及截面尺寸0.00430.02220.00440.022435.7765.04增加20%配筋42.9278.04最小配筋率选用钢筋2C142C14308308168
第四章框架设计4.1计算简图取1-5轴框架柱的中心线作为计算模型，用分层法计算竖向荷载作用，用D值法计算风荷载和地震作用产生的水平荷载作用。其中，风荷载和地震作用产生的竖向荷载作用忽略不算。4.2线刚度计算考虑楼板作为框架梁翼缘的影响，对现浇楼盖，中框架横梁除底层以外其他各层柱的线刚度乘以0.9的折减系数取1-3轴处的框架进行框架计算柱：底层柱中间层柱顶层柱168
梁顶层梁其他层梁4.3传荷计算楼面恒荷载下的集中力A点板上恒载传来的力梁自重梁侧抹灰墙重外墙保温内墙粉刷窗B点板上恒载传来的力梁自重168
梁侧抹灰墙重外墙保温内墙粉刷窗C点板上恒载传来的力梁自重梁侧抹灰墙重内墙防水内墙粉刷门D点板上恒载传来的力梁自重梁侧抹灰墙重内墙防水168
E点板上恒载传来的力梁自重梁侧抹灰墙重内墙防水内墙粉刷门F点板上恒载传来的力梁自重梁侧抹灰墙重内墙抹灰窗二层附加力板梁168
三层附加力梁墙屋面恒荷载下的集中力A点板上恒载传来的力梁自重B点板上恒载传来的力梁自重C点板上恒载传来的力梁自重D点板上恒载传来的力梁自重168
屋面活荷载传来的集中力楼面活荷载传来的集中力楼面板传来的线分布荷载屋面板传来的线分布荷载168
楼面均布荷载AB梁自重梁侧抹灰墙重内墙粉刷BC梁自重梁侧抹灰墙重内墙防水CD梁自重梁侧抹灰屋面均布荷载梁自重168
168
168
4.4恒载内力计算4.4.1各层分配系数六层梁的分配系数五层梁的分配系数四、三、二层梁的分配系数168
一层梁的分配系数4.4.2固端弯矩的计算六层恒荷载下的固端弯矩梯形荷载下的固端弯矩均布荷载下的固端弯矩168
三角形荷载下的固端弯矩集中荷载下的固端弯矩其它层恒荷载下的固端弯矩梯形荷载下的固端弯矩均布荷载下的固端弯矩168
集中荷载下的固端弯矩三角形荷载下的固端弯矩4.4.3恒载弯矩分配及二次分配168
节点DABCEF杆端DAADABBABEBCCBCFCGEBFC分配系数0.3610.6390.4280.1720.4000.6720.328传递系数0.3330.3330.50.50.3330.50.50.33300.3330.333固端弯矩-29.7229.72-34.4934.49-51.5放松AC2.9688.91315.7777.88810.19820.3959.9553.315放松B-2.850-5.699-2.290-5.326-2.663-0.763放松AC0.3431.0291.8210.9100.8951.7900.8740.291放松B-0.386-0.773-0.311-0.722-0.361-0.103放松AC0.0460.1390.2470.1230.1210.2430.1180.039放松B-0.052-0.105-0.042-0.098-0.049-0.014放松AC0.1690.0190.0330.0170.0160.0330.0160.005放松B-0.007-0.014-0.006-0.013-0.007-0.002分配后的弯矩3.52610.100-15.13732.068-2.649-29.42053.87110.963-51.500-0.8823.651弯矩二次分配7.383-3.3923.802放松ABC-2.665-4.7181.4520.5831.357-2.555-1.247168
弯矩3.52614.818-19.85533.520-5.457-28.06351.31613.518-51.500-0.8823.651图4.4.3-1恒载顶层弯矩分配及二次分配表168
节点EABCJFIHG杆端EAAEAHABBABFBIBCCBCGCDCJJCFBIBHAGC分配系数0.2510.2510.4980.3420.1230.2150.3200.5070.2200.273传递系数0.3330.3330.3330.5000.5000.3330.3330.5000.5000.3330.3330.3330.3330.3330.3330.333固端弯矩-80.46075.550-28.01024.750-52.470放松AC6.20018.61918.61936.94218.4719.91719.8348.60610.6803.5566.2002.866放松B-12.984-25.967-9.339-16.324-24.297-12.148-3.110-5.436放松AC1.0853.2593.2596.4663.2333.0806.1592.6733.3171.1041.0850.890放松B-1.079-2.159-0.776-1.357-2.020-1.010-0.259-0.452放松AC0.0900.2710.2710.5380.2690.2560.5120.2220.2760.0920.0900.074放松B-0.090-0.179-0.065-0.113-0.168-0.084-0.021-0.038放松AC0.0080.0230.0230.0450.0220.0210.0430.0180.0230.0080.0080.006放松B-0.007-0.015-0.005-0.009-0.014-0.007-0.002-0.003分配后的弯矩7.38322.17222.172-50.63169.224-10.185-17.804-41.23538.04811.520-52.47014.2954.760-3.392-5.9297.3833.836弯矩二次3.5267.2660.882-5.3463.6514.403168
分配放松ABC-2.709-2.709-5.3741.5270.5490.9601.428-4.083-1.772-2.199弯矩7.38322.98926.729-56.00570.751-8.754-22.190-39.80633.96513.399-52.47016.4994.760-3.392-5.9297.3833.836图4.4.3-2恒载六层弯矩分配及二次分配表168
节点EABCJFIHG杆端EAAEAHABBABFBIBCCBCGCDCJJCFBIBHAGC分配系数0.2510.2510.4980.3130.1970.1970.2930.4820.2590.259传递系数0.3330.3330.3330.5000.5000.3330.3330.5000.5000.3330.3330.3330.3330.3330.3330.333固端弯矩-80.46075.550-28.01024.750-52.470放松AC6.20018.61918.61936.94218.4719.42818.85610.13210.1323.3746.2003.374放松B-11.806-23.612-14.861-14.861-22.104-11.052-4.949-4.949放松AC0.9872.9632.9635.8792.9402.6635.3272.8622.8620.9530.9870.953放松B-0.877-1.754-1.104-1.104-1.642-0.821-0.368-0.368放松AC0.0730.2200.2200.4370.2180.1980.3960.2130.2130.0710.0730.071放松B-0.065-0.130-0.082-0.082-0.122-0.061-0.027-0.027放松AC0.0050.0160.0160.0320.0160.0150.0290.0160.0160.0050.0050.005放松B-0.005-0.010-0.006-0.006-0.009-0.005-0.002-0.002分配后的弯矩7.26621.81921.819-49.92371.689-16.053-16.053-39.58237.42013.223-52.47013.2234.403-5.346-5.3467.2664.403弯矩二次7.3887.266-5.929-5.3464.7604.403168
分配放松ABC-3.678-3.678-7.2983.5292.2212.2213.304-4.417-2.373-2.373弯矩7.26625.52925.407-57.22075.218-19.761-19.178-36.27933.00315.610-52.47015.2534.403-5.346-5.3467.2664.403图4.4.3-3恒载五层弯矩分配及二次分配表168
节点EABCJFIHG杆端EAAEAHABBABFBIBCCBCGCDCJJCFBIBHAGC分配系数0.2510.2510.4980.3130.1970.1970.2930.4820.2590.259传递系数0.3330.3330.3330.5000.5000.3330.3330.5000.5000.3330.3330.3330.3330.3330.3330.333固端弯矩-80.46075.550-28.01024.750-52.470放松AC6.20018.61918.61936.94218.4719.42818.85610.13210.1323.3746.2003.374放松B-11.806-23.612-14.861-14.861-22.104-11.052-4.949-4.949放松AC0.9872.9632.9635.8792.9402.6635.3272.8622.8620.9530.9870.953放松B-0.877-1.754-1.104-1.104-1.642-0.821-0.368-0.368放松AC0.0730.2200.2200.4370.2180.1980.3960.2130.2130.0710.0730.071放松B-0.065-0.130-0.082-0.082-0.122-0.061-0.027-0.027放松AC0.0050.0160.0160.0320.0160.0150.0290.0160.0160.0050.0050.005放松B-0.005-0.010-0.006-0.006-0.009-0.005-0.002-0.002分配后的弯矩7.26621.81921.819-49.92371.689-16.053-16.053-39.58237.42013.223-52.47013.2234.403-5.346-5.3467.2664.403弯矩二次7.2667.266-5.346-5.4524.4034.997168
分配放松ABC-3.648-3.648-7.2373.3802.1272.1273.164-4.531-2.435-2.435弯矩7.26625.43725.437-57.16075.069-19.272-19.378-36.41932.88915.191-52.47015.7854.403-5.346-5.3467.2664.403图4.4.3-4恒载四层弯矩分配及二次分配表168
节点EABCJFIHG杆端EAAEAHABBABFBIBCCBCGCDCJJCFBIBHAGC分配系数0.2510.2510.4980.3130.1970.1970.2930.4820.2590.259传递系数0.3330.3330.3330.5000.5000.3330.3330.5000.5000.3330.3330.3330.3330.3330.3330.333固端弯矩-80.46075.550-28.01024.750-59.120放松AC6.16718.51918.51936.74218.37111.03122.06111.85411.8543.9486.1673.948放松B-12.041-24.083-15.158-15.158-22.544-11.272-5.047-5.047放松AC1.0063.0223.0225.9972.9982.7175.4332.9192.9190.9721.0060.972放松B-0.894-1.789-1.126-1.126-1.674-0.837-0.375-0.375放松AC0.0750.2240.2240.4450.2230.2020.4040.2170.2170.0720.0750.072放松B-0.066-0.133-0.084-0.084-0.124-0.062-0.028-0.028放松AC0.0060.0170.0170.0330.0170.0150.0300.0160.0160.0050.0060.005放松B-0.005-0.010-0.006-0.006-0.009-0.005-0.002-0.002分配后的弯矩7.25421.78221.782-50.25071.145-16.373-16.373-38.39840.50215.007-59.12015.0074.997-5.452-5.4527.2544.997弯矩二次7.2667.178-5.346-5.3284.4034.400168
分配放松ABC-3.625-3.625-7.1933.3412.1032.1033.127-4.243-2.280-2.280弯矩7.25425.42325.335-57.44374.485-19.616-19.598-35.27136.25917.130-59.12017.1274.997-5.452-5.4527.2544.997图4.4.3-5恒载三层弯矩分配及二次分配表168
节点EABCJFIHG杆端EAAEAHABBABFBIBCCBCGCDCJJCFBIBHAGC分配系数0.2510.2510.4980.3130.1970.1970.2930.4820.2590.259传递系数0.3330.3330.5000.5000.5000.3330.5000.5000.5000.3330.5000.5000.3330.5000.5000.333固端弯矩-80.46075.550-28.01024.750-52.470放松AC6.11618.36618.36636.43918.2199.42818.85610.13210.1325.0669.1833.374放松B-11.767-23.534-14.812-14.812-22.030-11.015-4.932-7.406放松AC0.9842.9532.9535.8602.9302.6555.3092.8532.8531.4261.4770.950放松B-0.874-1.748-1.100-1.100-1.636-0.818-0.366-0.550放松AC0.0730.2190.2190.4350.2180.1970.3940.2120.2120.1060.1100.071放松B-0.065-0.130-0.082-0.082-0.122-0.061-0.027-0.041放松AC0.0050.0160.0160.0320.0160.0150.0290.0160.0160.0080.0080.005放松B-0.005-0.010-0.006-0.006-0.009-0.005-0.002-0.003分配后的弯矩7.17821.55521.555-50.40471.512-16.000-16.000-39.51237.44013.213-52.47013.2136.606-5.328-8.00010.7774.400弯矩二次7.254-5.4524.997168
分配放松ABC-1.821-1.821-3.6121.7061.0741.0741.597-2.409-1.294-1.294弯矩7.17826.98819.734-54.01773.218-20.378-14.926-37.91535.03216.915-52.47011.9186.606-5.328-8.00010.7774.400图4.4.3-6恒载二层弯矩分配及二次分配表168
168
4.5活载内力计算4.5.1各层分配系数同恒载4.5.2固端弯矩计算可变荷载不考虑最不利布置，而将满布活荷载一次性计算出结构的内力，对梁跨中弯矩应乘以1.1的系数予以增大六层活载下的固端弯矩梯形荷载下的固端弯矩三角形荷载下的固端弯矩集中荷载下的固端弯矩其它层活载下的固端弯矩均布荷载下的固端弯矩168
梯形荷载下的固端弯矩三角形荷载下的固端弯矩集中荷载下的固端弯矩168
4.5.3活载弯矩分配及二次分配168
节点DABCEF杆端DAADABBABEBCCBCFCGEBFC分配系数0.3610.6390.4280.1720.4000.6720.328传递系数0.3330.3330.50.50.3330.50.50.33300.3330.333固端弯矩-3.033.03-3.453.45-4.04放松AC-0.240-0.722-1.278-0.6394.6809.3614.5691.521放松B-0.775-1.550-0.623-1.449-0.724-0.207放松AC0.0930.2800.4950.2480.2430.4870.2380.079放松B-0.105-0.210-0.084-0.196-0.098-0.028放松AC0.0130.0380.0670.0340.0330.0660.0320.011放松B-0.014-0.028-0.011-0.027-0.013-0.004放松AC-0.0040.0050.0090.0050.0040.0090.0040.001放松B-0.002-0.004-0.002-0.004-0.002-0.001分配后的弯矩-0.138-0.399-4.6330.884-0.720-0.16412.5354.843-4.040-0.2401.613弯矩二次分配1.558-0.6871.474放松ABC-0.562-0.9960.2940.1180.275-0.991-0.483168
弯矩-0.1380.596-5.6281.178-1.2890.11111.5445.834-4.040-0.2401.613图4.2.3-1活载顶层弯矩分配及二次分配表168
节点EABCJFIHG杆端EAAEAHABBABFBIBCCBCGCDCJJCFBIBHAGC分配系数0.2510.2510.4980.3420.1230.2150.3200.5070.2200.273传递系数0.3330.3330.3330.5000.5000.3330.3330.5000.5000.3330.3330.3330.3330.3330.3330.333固端弯矩-22.05016.870-9.8409.840-15.880放松AC1.3183.9583.9587.8533.9274.4218.8423.8374.7611.5851.3181.278放松B-2.630-5.259-1.891-3.306-4.921-2.460-0.630-1.101放松AC0.2200.6600.6601.3100.6550.6241.2470.5410.6720.2240.2200.180放松B-0.219-0.437-0.157-0.275-0.409-0.205-0.052-0.092放松AC0.0180.0550.0550.1090.0540.0520.1040.0450.0560.0190.0180.015放松B-0.018-0.036-0.013-0.023-0.034-0.017-0.004-0.008放松AC0.0020.0050.0050.0090.0050.0040.0090.0040.0050.0020.0020.001放松B-0.002-0.003-0.001-0.002-0.003-0.0010.000-0.001分配后的弯矩1.5584.6784.678-15.63715.775-2.063-3.606-10.10617.3584.427-15.8805.4931.829-0.687-1.2011.5581.474弯矩二次-0.1381.532-0.240-1.0741.6131.711168
分配放松ABC-0.350-0.350-0.6940.4490.1620.2830.420-1.685-0.731-0.907弯矩1.5584.1905.860-16.33116.224-2.141-4.397-9.68515.6735.309-15.8806.2971.829-0.687-1.2011.5581.474图4.2.3-2活载六层弯矩分配及二次分配表168
节点EABCJFIHG杆端EAAEAHABBABFBIBCCBCGCDCJJCFBIBHAGC分配系数0.2510.2510.4980.3130.1970.1970.2930.4820.2590.259传递系数0.3330.3330.3330.5000.5000.3330.3330.5000.5000.3330.3330.3330.3330.3330.3330.333固端弯矩-22.05016.870-9.8409.840-15.880放松AC1.3183.9583.9587.8533.9274.2038.4064.5174.5171.5041.3181.504放松B-2.373-4.745-2.986-2.986-4.442-2.221-0.994-0.994放松AC0.1980.5950.5951.1820.5910.5351.0700.5750.5750.1920.1980.192放松B-0.176-0.352-0.222-0.222-0.330-0.165-0.074-0.074放松AC0.0150.0440.0440.0880.0440.0400.0800.0430.0430.0140.0150.014放松B-0.013-0.026-0.016-0.016-0.025-0.012-0.005-0.005放松AC0.0010.0030.0030.0070.0030.0030.0060.0030.0030.0010.0010.001放松B-0.001-0.002-0.001-0.001-0.002-0.0010.0000.000分配后的弯矩1.5324.6014.601-15.48416.309-3.226-3.226-9.85717.0035.138-15.8805.1381.711-1.074-1.0741.5321.711弯矩二次1.5581.532-1.201-1.0741.8291.711168
分配放松ABC-0.776-0.776-1.5390.7120.4480.4480.667-1.706-0.917-0.917弯矩1.5325.3845.358-17.02217.021-3.979-3.852-9.19015.2976.050-15.8805.9321.711-1.074-1.0741.5321.711图4.2.3-3活载五层弯矩分配及二次分配表168
节点EABCJFIHG杆端EAAEAHABBABFBIBCCBCGCDCJJCFBIBHAGC分配系数0.2510.2510.4980.3130.1970.1970.2930.4820.2590.259传递系数0.3330.3330.3330.5000.5000.3330.3330.5000.5000.3330.3330.3330.3330.3330.3330.333固端弯矩-22.05016.870-9.8409.840-15.880放松AC1.3183.9583.9587.8533.9274.2038.4064.5174.5171.5041.3181.504放松B-2.373-4.745-2.986-2.986-4.442-2.221-0.994-0.994放松AC0.1980.5950.5951.1820.5910.5351.0700.5750.5750.1920.1980.192放松B-0.176-0.352-0.222-0.222-0.330-0.165-0.074-0.074放松AC0.0150.0440.0440.0880.0440.0400.0800.0430.0430.0140.0150.014放松B-0.013-0.026-0.016-0.016-0.025-0.012-0.005-0.005放松AC0.0010.0030.0030.0070.0030.0030.0060.0030.0030.0010.0010.001放松B-0.001-0.002-0.001-0.001-0.002-0.0010.0000.000分配后的弯矩1.5324.6014.601-15.48416.309-3.226-3.226-9.85717.0035.138-15.8805.1381.711-1.074-1.0741.5321.711弯矩二次1.5581.532-1.201-1.0741.8291.711168
分配放松ABC-0.776-0.776-1.5390.7120.4480.4480.667-1.706-0.917-0.917弯矩1.5325.3845.358-17.02217.021-3.979-3.852-9.19015.2976.050-15.8805.9321.711-1.074-1.0741.5321.711图4.2.3-4活载四层弯矩分配及二次分配表168
节点EABCJFIHG杆端EAAEAHABBABFBIBCCBCGCDCJJCFBIBHAGC分配系数0.2510.2510.4980.3130.1970.1970.2930.4820.2590.259传递系数0.3330.3330.3330.5000.5000.3330.3330.5000.5000.3330.3330.3330.3330.3330.3330.333固端弯矩-22.05016.870-9.8409.840-15.880放松AC1.2853.8583.8587.6543.8274.2038.4064.5174.5171.5041.2851.504放松B-2.357-4.714-2.967-2.967-4.413-2.206-0.988-0.988放松AC0.1970.5920.5921.1740.5870.5321.0630.5710.5710.1900.1970.190放松B-0.175-0.350-0.220-0.220-0.328-0.164-0.073-0.073放松AC0.0150.0440.0440.0870.0440.0390.0790.0420.0420.0140.0150.014放松B-0.013-0.026-0.016-0.016-0.024-0.012-0.005-0.005放松AC0.0010.0030.0030.0060.0030.0030.0060.0030.0030.0010.0010.001放松B-0.001-0.002-0.001-0.001-0.002-0.0010.0000.000分配后的弯矩1.4974.4974.497-15.67416.239-3.205-3.205-9.82917.0115.134-15.8805.1341.710-1.067-1.0671.4971.710弯矩二次1.5581.532-1.201-1.0741.8291.711168
分配放松ABC-0.776-0.776-1.5390.7120.4480.4480.667-1.706-0.917-0.917弯矩1.4975.2795.253-17.21316.951-3.958-3.831-9.16315.3056.046-15.8805.9281.710-1.067-1.0671.4971.710图4.2.3-5活载三层弯矩分配及二次分配表168
节点EABCJFIHG杆端EAAEAHABBABFBIBCCBCGCDCJJCFBIBHAGC分配系数0.2510.2510.4980.3130.1970.1970.2930.4820.2590.259传递系数0.3330.3330.5000.5000.5000.3330.5000.5000.5000.3330.5000.5000.3330.5000.5000.333固端弯矩-22.05016.870-9.8409.840-15.880放松AC1.2343.7053.7057.3503.6754.2038.4064.5174.5172.2581.8521.504放松B-2.333-4.666-2.937-2.937-4.368-2.184-0.978-1.468放松AC0.1950.5860.5861.1620.5810.5261.0530.5660.5660.2830.2930.188放松B-0.173-0.347-0.218-0.218-0.324-0.162-0.073-0.109放松AC0.0140.0430.0430.0860.0430.0390.0780.0420.0420.0210.0220.014放松B-0.013-0.026-0.016-0.016-0.024-0.012-0.005-0.008放松AC0.0010.0030.0030.0060.0030.0030.0060.0030.0030.0020.0020.001放松B-0.001-0.002-0.001-0.001-0.002-0.0010.000-0.001分配后的弯矩1.4444.3374.337-15.96516.132-3.172-3.172-9.78717.0245.128-15.8805.1282.564-1.056-1.5862.1691.708弯矩二次1.5581.532-1.201-1.0741.8291.711168
分配放松ABC-0.776-0.776-1.5390.7120.4480.4480.667-1.706-0.917-0.917弯矩1.4445.1205.094-17.50416.844-3.925-3.798-9.12015.3176.040-15.8805.9222.564-1.056-1.5862.1691.708图4.2.3-6活载二层弯矩分配及二次分配表168
168
4.6风荷载内力计算4.6.1风荷载水平作用的计算室内外高差为-0.15m对六层屋面风荷载单独计算有坡屋面的部分由表8.3.1（2）求得只考虑水平风荷载则层次z(m)61.001.316.651.1630.687.21.507.3451.001.315.150.130.667.23.0014.2641.001.312.151.060.627.23.0013.3931.001.39.151.000.597.23.0012.7421.001.36.151.000.597.23.0012.7411.001.33.151.000.597.23.0813.08表4.6.1-1风载水平作用力168
4.6.2横向框架的侧移刚度顶层标准层底层168
4.6.3风载内力计算楼层柱/梁号楼层刚度612.6312.63310.8481.8975.6460.3855.26120.2991.9910.453.76530.7504.9930.45514.2626.89310.8743.6276.4800.439321.3449.9640.45331.40910.4460.5413.3940.28310.8743.6279.7060.45321.34414.9260.488331.40915.6480.5312.7453.02310.8743.62712.7760.489321.34419.6470.5331.40920.5970.5212.7465.76310.8743.62715.8460.5321.34424.3680.5331.40925.5460.5113.0878.843.1510.3731.36821.4970.5713.1520.51829.8530.553.1530.47727.4900.55168
楼层柱端弯矩/（kM·m）梁剪力/kN柱轴力/kN635.6460.38510.4176.52110.4172.21210.4172.9764.882-2.743-2.7435.2611.9910.455.7604.7135.7602.0692.7842.7085.219-1.0521.6913.7654.9930.4510.3408.46010.3405.8327.6321.852-4.121-3.069536.4800.43910.9058.53417.4262.48317.42610.9314.350-6.519-9.26239.9640.4516.44113.45221.1542.32210.2236.3194.650-3.5574.653310.4460.515.66915.66924.1296.54517.8111.650-10.794-10.306439.7060.4516.01513.10324.5492.48324.54918.7984.350-9.965-19.227314.9260.48822.92621.85236.3782.32217.57910.2504.650-5.9858.633315.6480.523.47223.47239.1416.54528.8911.650-17.510-21.8313312.7760.48919.58618.74332.6892.48332.68926.5214.350-13.612-32.839319.6470.529.47029.47051.3222.32224.80114.2374.650-8.39513.849320.5970.530.89530.89554.3676.54540.1301.650-24.321-37.757168
2315.8460.523.76923.76942.5122.48342.51234.1174.350-17.616-50.455324.3680.536.55136.55166.0222.32231.90518.1254.650-10.75920.706325.5460.538.31938.31969.2156.54551.0891.650-30.963-57.96113.0821.4970.57128.40437.80652.1732.48352.17340.2704.350-21.251-71.7063.0829.8530.5541.37650.57177.9282.32237.65820.0124.650-12.40229.5553.0827.4900.5538.10246.56976.4216.54556.4081.650-34.187-79.746表4.6.3-1风载内力计算表168
4.6.4风荷载框架侧移验算楼层612.6312.63483602.612514.2626.89924902.907413.3940.28924904.355312.7453.02924905.733212.7465.76924907.110113.0878.845235015.060表4.6.4侧移验算表满足要求168
4.7水平地震作用计算4.7.1重力荷载代表值计算重力荷载代表值取结构和构件配件自重标准值和各可变荷载组合值之和。屋面活荷载不计入，按实际情况计算的楼面活荷载组合值系数取1.0顶点位移法取168
第一组Ⅱ类场4.7.2水平地震作用框架侧移验算楼层6538.074538.074483600.01110.20605787.6361325.71924900.01430.19484787.6362113.346924900.02280.18053787.6362900.982924900.03140.15772795.6963696.678924900.04000.1263168
1822.0914518.769523500.08630.0863表4.7.2侧移计算168
楼层层间相对弹性转角6538.07419.510492.4452058.8349.2780.47483600.00170.00060.00185787.63616.512995.9961.02141.49924900.00150.00050.00184787.63613.510633.0949.93191.42924900.00210.00070.00183787.63610.58270.1838.83230.25924900.00250.00080.00182795.6967.55967.7228.02258.27924900.00280.00090.0018168
1822.0914.53699.4117.37275.64523500.00530.00120.0018表4.7.2侧移验算168
4.7.3水平地震作用内力计算楼层柱/梁号楼层刚度649.2780.47310.8481.89735.9710.3855.26120.29912.6830.453.76530.75031.8140.45561.02141.49310.8743.62734.0950.439321.34452.4300.45331.40954.9650.5449.93191.42310.8743.62746.1260.45321.34470.9300.488331.40974.3610.5338.83230.25310.8743.62755.4830.489321.34485.3200.5331.40989.4460.5168
228.02258.27310.8743.62762.2350.5321.34495.7030.5331.409100.3310.5117.37275.644.510.3731.36875.1560.5714.520.518104.3720.554.530.47796.1110.55表4.7.3柱剪力计算168
楼层柱端弯矩/（kM·m）梁剪力/kN柱轴力/kN6335.9710.38566.36741.54766.3672.21266.36718.9634.882-17.478-17.4785.26112.6830.4536.70030.02736.7002.06917.73717.2525.219-6.70410.7743.76531.8140.4565.87953.90165.8795.83248.6281.852-26.257-19.5535334.0950.43957.38244.90398.9292.48398.92960.2204.350-36.586-54.064352.4300.4586.50970.780116.5362.32256.31635.7064.650-19.79027.571354.9650.582.44882.448136.3496.545100.6441.650-60.996-60.7594346.1260.4576.10862.270121.0112.483121.01192.8764.350-49.169-103.234370.9300.488108.949103.842179.7292.32286.85450.8004.650-29.60347.137374.3610.5111.541111.541193.9896.545143.1891.650-86.781-117.9383355.4830.48985.05681.394147.3262.483147.326119.7954.350-61.407-164.641385.3200.5127.980127.980231.8222.322112.02764.3444.650-37.92970.615389.4460.5134.169134.169245.7106.545181.3661.650-109.919-189.928168
2362.2350.593.35393.353174.7472.483174.747140.3164.350-72.428-237.069395.7030.5143.554143.554271.5342.322131.21874.5454.650-44.25098.7933100.3310.5150.497150.497284.6666.545210.1211.650-127.346-273.02314.575.1560.571145.089193.114238.4422.483238.442183.4004.350-96.975-334.0444.5104.3720.55211.354258.322354.9092.322171.50890.3774.650-56.319139.4494.596.1110.55194.625237.876345.1236.545254.7451.650-154.391-371.095表4.7.3-2弯矩和轴力计算4.8内力组合梁号截面内力永久荷载标准值调幅后永久荷载标准值可变荷载标准值调幅后可变荷载标准值比较跨中弯矩地震(左)地震(右)风载1.2永久+1.4可变1.35永久+1.4*0.7可变1.2(永久+可变)+1.3地震（左）1.2(永久+可变)+1.3地震（右）六层ABM左-19.86-16.88-5.63-4.78-4.7866.37-66.3710.42-26.95-27.4760.28-112.27V左27.9527.953.183.183.18-17.4817.48-2.7437.9940.8514.6360.08M中13.0316.96-1.09-0.58-0.580.000.000.0019.5422.3319.6619.66M右-32.52-27.64-1.18-1.00-1.00-18.9618.96-2.98-34.57-38.30-59.02-9.72168
V右-32.97-32.97-1.41-1.41-1.41-17.4817.48-2.74-41.54-45.89-63.98-18.54六层BCM左-28.06-23.85-0.11-0.09-0.0917.74-17.742.78-28.76-32.29-5.68-51.80V左30.3230.320.300.300.30-6.706.70-1.0536.8041.2228.0245.45M中6.835.48-2.91-2.03-2.030.000.000.003.745.414.144.14M右-51.32-43.62-11.54-9.81-9.81-17.2517.25-2.71-66.08-68.50-86.54-41.69V右-39.52-39.52-4.83-4.83-4.83-6.706.70-1.05-54.19-58.09-61.94-44.51六层CDM左-51.50-43.78-4.04-3.43-3.4348.65-48.657.63-57.34-62.466.59-119.89V左27.4227.422.732.732.73-26.2626.26-4.1236.7339.692.0470.31五层ABM左-56.01-47.60-16.33-13.88-13.8898.93-98.9317.43-76.56-77.8754.82-202.39V左76.7476.7419.7719.7719.77-36.5936.59-6.52119.77122.9868.25163.38M中56.9166.4213.6016.0416.040.000.000.00102.16105.3898.9598.95M右-70.75-60.14-16.22-13.79-13.79-60.2260.22-10.93-91.47-94.70-167.00-10.43168
V右-83.52-83.52-19.73-19.73-19.73-36.5936.59-6.52-127.84-132.08-171.45-76.33五层BCM左-39.81-33.84-9.69-8.23-8.2356.32-56.3210.23-52.13-53.7422.73-123.69V左33.7533.759.079.079.07-19.7919.79-3.5653.2054.4525.6677.11M中0.466.00-1.000.910.910.000.000.008.478.998.298.29M右-33.97-28.87-15.67-13.32-13.32-35.7135.71-6.32-53.30-52.03-97.05-4.21V右-31.43-31.43-11.45-11.45-11.45-19.7919.79-3.56-53.74-53.65-77.18-25.73五层CDM左-52.47-44.60-15.88-13.50-13.50100.64-100.6417.81-72.42-73.4461.12-200.55V左33.7233.7211.7711.7711.77-61.0061.00-10.7956.9457.05-24.71133.88四层ABM左-57.22-48.64-17.02-14.47-14.47121.01-121.0124.55-78.62-79.8481.59-233.04V左75.9975.9919.7519.7519.75-49.1749.17-9.97118.84121.9450.97178.81M中54.0764.0012.8515.4115.410.000.000.0098.38101.5095.2995.29M右-75.22-63.94-17.02-14.47-14.47-92.8892.88-18.80-96.98-100.49-214.8226.66168
V右-84.27-84.27-19.75-19.75-19.75-49.1749.17-9.97-128.77-133.11-188.74-60.90四层BCM左-36.28-30.84-9.19-7.81-7.8186.85-86.8517.58-47.94-49.2966.53-159.29V左33.2433.249.059.059.05-29.6029.60-5.9952.5653.7412.2689.23M中2.717.91-0.561.281.280.000.000.0011.2711.9211.0211.02M右-33.00-28.05-15.30-13.00-13.00-50.8050.80-10.25-51.87-50.61-115.3116.77V右-31.94-31.94-11.47-11.47-11.47-29.6029.60-5.99-54.39-54.36-90.58-13.61四层CDM左-52.47-44.60-15.88-13.50-13.50143.19-143.1928.89-72.42-73.44116.43-255.86V左33.7233.7211.7711.7711.77-86.7886.78-17.5156.9457.05-58.23167.40三层ABM左-57.16-48.59-17.02-14.47-14.47147.33-147.3332.69-78.56-79.77115.86-267.19V左76.0176.0119.7519.7519.75-61.4161.41-13.61118.86121.9735.09194.74M中54.1864.0912.8515.4115.410.000.000.0098.48101.6295.4095.40M右-75.07-63.81-17.02-14.47-14.47-119.80119.80-26.52-96.83-100.32-249.6761.80168
V右-84.25-84.25-19.75-19.75-19.75-61.4161.41-13.61-128.74-133.09-204.62-44.97三层BCM左-36.42-30.96-9.19-7.81-7.81112.03-112.0324.80-48.08-49.4599.11-192.16V左33.2933.299.059.059.05-37.9337.93-8.4052.6253.811.50100.12M中2.707.89-0.561.281.280.000.000.0011.2611.9111.0111.01M右-32.89-27.96-15.30-13.00-13.00-64.3464.34-14.24-51.75-50.48-132.8034.50V右-31.89-31.89-11.47-11.47-11.47-37.9337.93-8.40-54.33-54.29-101.34-2.72三层CDM左-52.47-44.60-15.88-13.50-13.50-181.37181.3740.13-72.42-73.44-305.49166.06V左33.7233.7211.7711.7711.77-109.92109.92-24.3256.9457.05-88.31197.48二层ABM左-57.44-48.83-17.21-14.63-14.63174.75-174.7542.51-79.08-80.25151.02-303.32V左76.2176.2119.8119.8119.81-72.4372.43-17.62119.19122.3021.07209.38M中54.3364.2212.7915.3615.360.000.000.0098.56101.7595.4995.49M右-74.49-63.31-16.95-14.41-14.41140.32-140.32-34.12-96.15-99.5989.15-275.68168
V右-84.05-84.05-19.69-19.69-19.69-72.4372.43-17.62-128.42-132.76-218.64-30.33二层BCM左-35.27-29.98-9.16-7.79-7.79131.22-131.2231.91-46.88-48.11125.26-215.91V左32.3932.399.049.049.04-44.2544.25-10.7651.5352.60-7.80107.25M中1.596.95-0.551.291.290.000.000.0010.1410.649.889.88M右-36.26-30.82-15.31-13.01-13.01-74.5574.55-18.13-55.20-54.36-149.5044.31V右-32.79-32.79-11.48-11.48-11.48-44.2544.25-10.76-55.41-55.51-110.644.41二层CDM左-59.12-50.25-15.88-13.50-13.50210.12-210.1251.09-79.20-81.07196.66-349.66V左37.7537.7511.7711.7711.77-127.35127.35-30.9661.7762.49-106.13224.97一层ABM左-54.02-45.91-17.50-14.88-14.88238.44-238.4452.17-75.93-76.57237.02-382.93V左75.7175.7119.8919.8919.89-96.9896.98-21.25118.71121.71-11.34240.80M中56.6766.2212.6815.2615.260.000.000.00100.82104.3597.7797.77M右-73.22-62.24-16.88-14.35-14.35-183.40183.40-40.27-94.77-98.08-330.32146.52168
V右-84.54-84.54-19.61-19.61-19.61-96.9896.98-21.25-128.90-133.35-251.051.09一层BCM左-37.92-32.23-9.12-7.75-7.75171.51-171.5137.66-49.53-51.10174.98-270.94V左33.1633.169.039.039.0349.49-49.49-12.4052.4453.62114.96-13.70M中0.886.35-0.531.301.300.000.000.009.439.849.179.17M右-35.03-29.78-15.32-13.02-13.02-90.3890.38-20.01-53.96-52.96-168.8566.13V右-32.02-32.02-11.49-11.49-11.49-56.3256.32-12.40-54.50-54.48-125.4221.01一层CDM左-52.47-44.60-15.88-13.50-13.50-254.75254.7556.41-72.42-73.44-400.89261.45V左33.7233.7211.7711.7711.77-154.39154.39-34.1956.9457.05-146.13255.29表4.8内力组合表168
4.9截面设计（抗震设计）4.9.1柱端弯矩调整要求同一节点上、下柱端截面极限受弯承载力之和应大于同一平面内节点左右梁端截面的极限受弯承载力之和。三级框架的梁柱节点处，除顶层柱和轴压比小于0.15者及框架梁于框架支柱的节点外，右地震作用组合的柱端弯矩应符合下式要求式中：轴压比为0.15时三级框架底层，柱下端截面组合的弯矩设计值应乘以1.3增大系数。底层柱纵向钢筋应按上下端的不利情况配置。168
节点左梁右梁上柱下柱梁柱对应弯矩求和梁弯矩增大上柱下柱M顺M逆M逆M顺M逆M顺M顺M逆M逆M顺M顺M逆B-167.0022.73-123.69-52.1125.96-144.3780.56123.69132.67189.73170.33160.80246.65-63.1637.59-209.0597.64C-97.0561.12-200.55-47.6292.52-79.83134.54200.55182.16158.17172.35260.72205.62-68.16110.38-95.24192.56A81.59-233.04-21.3995.58-62.02135.86233.04157.2581.59157.61302.95106.06-41.2195.58-62.02261.74B26.66-214.8266.53-159.29-120.5063.53-169.27114.00185.94234.50281.35232.80241.73365.76-124.2299.81-265.95117.51C16.77-115.31116.43-255.86-81.19133.17-119.58170.42272.64251.61231.73252.75354.43301.26-114.37158.73-142.53240.06A115.86-267.19-43.97117.94-73.62147.53267.19191.50115.86191.56347.35150.62-79.75117.94-73.62267.60B61.80-249.6799.11-192.16-162.90107.09-194.25138.50253.96301.39348.78301.34330.15453.41-178.44161.14-292.28151.71168
C34.50-132.80166.06-305.49-119.51170.49-148.36200.48339.99319.99298.86318.85441.99388.51-165.08207.74-180.77276.91A151.02-303.32-68.96142.65-84.65158.06303.32227.03151.02227.30394.32196.33-119.78142.65-84.65274.53B89.15-275.68125.26-215.91-194.66138.09-214.73158.50305.05353.16400.94352.82396.57521.22-218.59203.99-317.22177.98C44.31-149.50196.66-349.66-146.61202.23-167.98223.32393.97369.93346.16370.22512.16450.01-202.98245.82-204.19309.18A237.02-382.93-82.83159.88-158.82218.41382.93301.24237.02318.71497.80308.13-136.87159.88-158.82360.93B146.52-330.32174.98-270.94-215.78157.45-297.22252.29417.45468.06505.31454.68542.69656.90-250.18227.48-429.42292.51C66.13-168.85261.45-400.89-168.10223.20-231.61274.43467.02442.53430.30454.81607.13559.39-230.63274.52-284.87376.50表4.9.1柱端弯矩调整168
4.9.2梁端剪力调整式中：层号梁号M左顺M右逆6AB-112.27-59.024.3527.95-32.9771.27-76.28BC-51.80-86.544.6530.32-39.5263.04-72.25CD-119.891.6527.42107.345AB-202.39-167.004.3582.46-103.24175.87-196.65BC-123.69-97.054.6542.82-42.8895.04-95.10CD-200.551.6545.49179.194AB-233.04-214.824.3579.41-104.02192.66-217.27BC-159.29-115.314.6542.29-43.41107.25-108.37CD-255.861.6545.49216.063AB-267.19-249.674.3579.50-104.00210.20-234.69BC-192.16-132.804.6542.34-43.36119.21-120.23CD-305.491.6545.49249.152AB-303.32-275.684.3579.58-103.74225.99-250.15BC-215.91-149.504.6541.44-44.26127.88-130.70CD-349.661.6549.52282.621AB-382.93-330.324.3581.48-104.15261.84-284.51BC-270.94-168.854.6542.19-43.51146.23-147.54CD-400.891.6545.49312.74168
4.9.3柱端剪力调整式中：层号柱号上柱下柱M逆M顺M顺M逆61-67.78104.77-21.4086.633.0076.562-42.7152.71-52.1125.965.2621.633-62.42108.87-47.6292.523.7764.1951-35.49113.70-21.3995.583.0083.712-144.3780.56-120.5063.533.00105.953-47.6292.52-81.19133.173.0090.2841-21.3995.58-43.97117.943.0085.412-120.5063.53-162.90107.093.00113.363-79.83134.54-119.51170.493.00122.0131-62.02135.86-68.96142.653.00111.402-169.27114.00-194.66138.093.00145.573-119.58170.42-146.61202.233.00149.0621-73.62147.53-82.83159.883.00122.972-194.25138.50-215.78157.453.00164.013-148.36200.48-168.10223.203.00169.4711-84.65158.06-235.51266.584.50113.242-214.73158.50-347.32324.314.50149.88168
3-167.98223.32-293.39325.104.50146.244.9.4梁，柱截面的剪压比限值4.9.5柱的轴压比限值4.9.6梁柱节点核芯区抗震验算三级框架梁柱节点核芯区组合的剪力设计值，按下式计算：式中：节点核芯区截面尺寸及混凝土强度等级应符合下列公式节点核芯区组合剪力设计值应符合下列公式168
层号节点N剪力限值6A94.741.845118.231514.12127.19745.17B76.572.894126.881514.12283.82758.99C162.122.071224.571514.12286.39759.225A158.682.838261.021514.12379.53767.44B218.894.017397.681514.12659.88792.17C230.063.194394.171514.12620.97788.744A185.132.967309.561514.12647.31791.06B294.112.886486.871514.121036.27825.38C291.093.000488.611514.12978.02820.243A214.902.883355.611514.12931.03816.10B354.472.964592.501514.121419.95859.24C346.973.000582.421514.121354.26853.442A247.082.967413.141514.121234.22842.85B398.203.000668.401514.121812.47893.87C396.863.000666.151514.121750.85888.431A317.723.431555.761514.121576.07873.01B494.703.525871.611514.122222.62930.06C455.693.525802.881514.122161.17924.641514.12kN>924.64kN满足要求168
4.9.7梁端柱边框架梁正截面承载力混凝土强度C30,纵筋选用HRB400钢筋，箍筋选用HRB400钢筋。框架梁正截面承载力考虑到梁段的控制截面应在梁端柱边，而不是在结构计算简图中的柱轴线处。故两端控制截面的内力按下式取值：式中：层号梁号柱轴线处柱轴线处梁端柱边梁端柱边M左V左M右V右V左M左V右M右6AB-112.2771.27-59.02-76.2870.1194.7475.1240.24BC-51.8063.04-86.54-72.2561.8836.3371.0968.77CD-119.89107.34106.1893.355AB-202.39175.87-167.00-196.65174.84158.68194.32118.42BC-123.6995.04-97.05-95.1092.88100.4792.9373.81CD-200.55179.19177.25156.244AB-233.04192.66-214.82-217.27191.64185.13214.94161.09BC-159.29107.25-115.31-108.37105.08133.02106.2188.75CD-255.86216.06214.12202.333AB-267.19210.20-249.67-234.69209.17214.90232.36191.57BC-192.16119.21-132.80-120.23117.05162.89118.07103.28CD-305.49249.15247.20243.692AB-303.32225.99-275.68-250.15224.96247.08247.82213.72BC-215.91127.88-149.50-130.70125.72184.48128.54117.37CD-349.66282.62280.68279.49168
1AB-382.93261.84-330.32-284.51260.81317.72282.18259.78BC-270.94146.23-168.85-147.54144.07234.92145.38132.50CD-400.89312.74310.80323.194.9.8梁配筋计算环境类别一类，最小保护层厚度c=20mm。假定箍筋钢筋直径d=10mm,纵向钢筋直径d=20mm.故框架梁的有效截面高度正截面受弯承载力计算时，跨中截面按T形截面计算，梁边柱端截面按矩形截面计算。故T形截面翼缘宽度取为一类T形截面各梁端柱边截面相对受压区高度各跨中截面相对受压区高度故配筋满足要求168
层号梁号内力b配筋6ABM左94.743005600.0700.073487.80.292Ф14+1Ф20622.00.450.09M中22.3314505600.0030.003111.00.072Ф14308.00.220.05M右40.243005600.0300.030202.70.122Ф14308.00.220.05BCM左36.333005600.0270.027182.70.112Ф14308.00.220.05M中5.4114505600.0010.00126.90.022Ф14308.00.220.05M右68.773005600.0510.052350.30.212Ф14+1Ф20622.00.450.09CDM左93.353005600.0690.072480.30.292Ф14+1Ф20622.00.450.095ABM左158.683005600.1180.126840.00.503Ф20628.00.460.09M中105.3814505600.0160.016527.00.312Ф20628.00.460.09M右118.423005600.0880.092615.80.372Ф20628.00.460.09BCM左100.473005600.0750.078518.50.312Ф20628.00.460.09M中8.9914505600.0010.00144.60.032Ф20628.00.460.09M右73.813005600.0550.056376.80.222Ф20628.00.460.09CDM左156.243005600.1160.124826.20.493Ф20628.00.460.09168
4ABM左185.133005600.1380.149992.10.593Ф14+2Ф201089.00.790.16M中101.5014505600.0160.016507.50.303Ф14+1Ф20775.00.560.12M右88.753005600.0660.068455.80.273Ф14+1Ф20775.00.560.12BCM左133.023005600.0990.104696.10.413Ф14+1Ф20775.00.560.12M中11.9214505600.0020.00259.20.042Ф14308.00.220.05M右88.753005600.0660.068455.80.274Ф14+2Ф201243.00.900.19CDM左202.333005600.1500.1641093.20.654Ф14+2Ф201243.00.900.193ABM左214.903005600.1600.1751168.20.704Ф201256.00.910.19M中101.6214505600.0160.016508.10.302Ф20628.00.460.09M右191.573005600.1420.1541029.70.614Ф201256.00.910.19BCM左162.893005600.1210.129863.90.514Ф201256.00.910.19M中11.9114505600.0020.00259.10.042Ф20628.00.460.09M右103.283005600.0770.080533.60.323Ф14+3Ф201403.01.020.21CDM左243.693005600.1810.2011344.20.803Ф14+3Ф201403.01.020.21168
2ABM左247.083005600.1840.2051365.20.813Ф14+3Ф201403.01.020.21M中101.7514505600.0160.016508.70.302Ф20628.00.460.09M右213.723005600.1590.1741161.10.694Ф201256.00.910.19BCM左184.483005600.1370.148988.20.594Ф201256.00.910.19M中10.6414505600.0020.00252.80.032Ф20628.00.460.09M右117.373005600.0870.091610.10.365Ф201570.01.140.24CDM左279.493005600.2080.2351571.30.945Ф201570.01.140.241ABM左317.723005600.2360.2741825.81.096Ф201884.01.370.28M中104.3514505600.0160.016521.80.312Ф20628.00.460.09M右259.783005600.1930.2171445.00.865Ф201570.01.140.24BCM左234.923005600.1750.1931289.90.775Ф201570.01.140.24M中9.8414505600.0020.00248.90.032Ф20628.00.460.09M右132.503005600.0980.104693.30.416Ф201884.01.370.28CDM左323.193005600.2400.2791863.21.116Ф201884.01.370.28168
表4.9.8-1梁正截面配筋168
配筋率要求框架梁斜截面承载力计算截面的腹板高度，对于矩形截面取有效高度故框架梁截面尺寸按下式验算：满足受剪承载力要求当仅配箍筋时，斜截面配箍按下式计算式中：故配筋满足最小配箍率要求168
层号梁号内力b配筋6ABM左94.743005600.0700.073487.80.292C14+1C20622.00.450.09M中22.3314505600.0030.003111.00.072C14308.00.220.05M右40.243005600.0300.030202.70.122C14308.00.220.05BCM左36.333005600.0270.027182.70.112C14308.00.220.05M中5.4114505600.0010.00126.90.022C14308.00.220.05M右68.773005600.0510.052350.30.212C14+1C20622.00.450.09CDM左93.353005600.0690.072480.30.292C14+1C20622.00.450.095ABM左158.683005600.1180.126840.00.503C20628.00.460.09M中105.3814505600.0160.016527.00.312C20628.00.460.09M右118.423005600.0880.092615.80.372C20628.00.460.09BCM左100.473005600.0750.078518.50.312C20628.00.460.09M中8.9914505600.0010.00144.60.032C20628.00.460.09M右73.813005600.0550.056376.80.222C20628.00.460.09CDM左156.243005600.1160.124826.20.493C20628.00.460.09168
4ABM左185.133005600.1380.149992.10.593C14+2C201089.00.790.16M中101.5014505600.0160.016507.50.303C14+1C20775.00.560.12M右88.753005600.0660.068455.80.273C14+1C20775.00.560.12BCM左133.023005600.0990.104696.10.413C14+1C20775.00.560.12M中11.9214505600.0020.00259.20.042C14308.00.220.05M右88.753005600.0660.068455.80.274C14+2C201243.00.900.19CDM左202.333005600.1500.1641093.20.654C14+2C201243.00.900.193ABM左214.903005600.1600.1751168.20.704C201256.00.910.19M中101.6214505600.0160.016508.10.302C20628.00.460.09M右191.573005600.1420.1541029.70.614C201256.00.910.19BCM左162.893005600.1210.129863.90.514C201256.00.910.19M中11.9114505600.0020.00259.10.042C20628.00.460.09M右103.283005600.0770.080533.60.323C14+3C201403.01.020.21CDM左243.693005600.1810.2011344.20.803C14+3C201403.01.020.21168
2ABM左247.083005600.1840.2051365.20.813C14+3C201403.01.020.21M中101.7514505600.0160.016508.70.302C20628.00.460.09M右213.723005600.1590.1741161.10.694C201256.00.910.19BCM左184.483005600.1370.148988.20.594C201256.00.910.19M中10.6414505600.0020.00252.80.032C20628.00.460.09M右117.373005600.0870.091610.10.365C201570.01.140.24CDM左279.493005600.2080.2351571.30.945C201570.01.140.241ABM左317.723005600.2360.2741825.81.096C201884.01.370.28M中104.3514505600.0160.016521.80.312C20628.00.460.09M右259.783005600.1930.2171445.00.865C201570.01.140.24BCM左234.923005600.1750.1931289.90.775C201570.01.140.24M中9.8414505600.0020.00248.90.032C20628.00.460.09M右132.503005600.0980.104693.30.416C201884.01.370.28CDM左323.193005600.2400.2791863.21.116C201884.01.370.28168
4.9.10柱配筋计算框架柱的正截面承载力计算环境类别一类，最小保护层厚度c=20mm。假定箍筋钢筋直径d=10mm,纵向钢筋直径d=20mm.故框架柱的有效截面高度弯矩作用于平面内截面对称的偏心受压柱，当柱不满足下列三条件之一时，应该考虑轴向压力在柱正产生的二阶效应：式中：考虑轴向压力在柱正产生的二阶效应后控制截面的弯矩设计值，按下式计算式中168
柱号N1-21.40-67.7881.7530.320.0320.7830.2186.63104.77127.1930.830.0420.7824.082-42.71-52.11242.665.2610.820.0736.4524.1625.9652.71283.825.2610.490.0836.4528.093-47.62-62.42234.483.7650.760.0826.0824.8492.52108.87286.393.7650.850.1026.0823.801-21.39-35.49238.9830.600.0820.7826.7795.58113.70379.5330.840.1320.7823.912-120.50-144.37577.7830.830.1620.7823.9863.5380.56659.8830.790.1820.7824.543-79.83-81.19462.9930.980.1620.7822.20133.17134.54620.9730.990.2220.7822.121-43.97-62.02378.9130.710.1320.7825.49117.94135.86647.3130.870.2320.7823.582-162.90-169.27909.5930.960.2520.7822.45107.09114.001036.2730.940.2920.7822.733-119.51-119.58671.3731.000.2320.7822.01170.42170.49978.0231.000.3420.7822.001-68.96-73.62502.9630.940.1820.7822.76142.65147.53931.0330.970.3320.7822.402-194.25-194.661236.3631.000.3520.7822.03168
138.09138.501419.9531.000.4020.7822.043-146.61-148.36860.4430.990.3020.7822.14200.48202.231354.2630.990.4720.7822.101-82.83-84.65617.8330.980.2220.7822.26158.06159.881234.2230.990.4320.7822.142-214.73-215.781555.6231.000.4420.7822.06157.45158.501812.4730.990.5120.7822.083-167.98-168.101041.0031.000.3620.7822.01223.20223.321750.8531.000.6120.7822.011-158.82-235.51707.574.50.670.2531.1825.91218.41266.581576.074.50.820.5531.1824.172-297.22-347.321860.054.50.860.5231.1823.73252.29324.312222.624.50.780.6231.1824.673-231.61-293.391196.344.50.790.4231.1824.53274.43325.102161.174.50.840.7631.1823.87表4.9.10-1柱二阶效应的判断框架柱的计算长度，底层取1.0H，其余层取1.25H，其中H为柱高本框架柱选用对称配筋168
满足最小配筋率的要求168
层号柱号配筋613.750.7917.491.1240.8967.78829.16849.161059.16-639.160.0310.0003C144610.253.750.9511.241.1241.07111.69878.10898.101108.10-688.100.0480.0003C144610.2526.580.957.371.9451.8495.85394.97414.97624.97-204.970.0920.0003C144610.206.580.856.302.0161.7190.07317.36337.36547.36-127.360.1080.0003C144610.2034.710.936.101.4301.3382.93353.68373.68583.68-163.680.0890.0003C144610.254.710.954.991.3461.29139.92488.55508.55718.55-298.550.1090.0003C144610.25513.750.885.981.3661.2042.69178.62198.62408.6211.380.09117.9833C144610.253.750.953.771.2551.19135.87358.00378.00588.00-168.000.1440.0003C144610.2523.750.953.091.2831.22176.06304.71324.71534.71-114.710.22087.3033C144610.203.750.942.711.3961.31105.29159.56179.56389.5630.440.2510.0003C144610.2033.750.993.091.3391.33108.20233.69253.69463.69-43.690.176135.2253C144610.253.751.002.301.3061.30175.14282.04302.04512.04-92.040.236436.6383C144610.25413.750.913.771.3501.2376.43201.71221.71431.71-11.710.1440.0003C144610.253.750.962.211.3111.26171.03264.22284.22494.22-74.220.246388.7483C144610.25168
23.750.991.971.3301.31222.57244.70264.70474.70-54.700.3460.0003C144610.203.750.981.721.4111.39157.92152.39172.39382.3937.610.3940.0003C144610.2033.751.002.131.3371.34159.84238.08258.08468.08-48.080.255296.4553C14+1C228410.463.751.001.461.3401.34228.48233.62253.62463.62-43.620.372576.3973C14+1C228410.46313.750.982.841.3681.3498.79196.41216.41426.41-6.410.19134.5203C144610.253.750.991.541.3551.34197.97212.64232.64442.64-22.640.354394.2353C144610.2523.751.001.451.3561.36263.87213.42233.42443.42-23.420.47028.7373C144610.203.751.001.261.4281.43197.62139.17159.17369.1750.830.5400.5390.0003C144610.2033.751.001.661.3421.34198.40230.58250.58460.58-40.580.327431.3273C14+1C228410.463.751.001.061.3651.36275.26203.26223.26433.26-13.260.515820.7453C14+1C228410.46213.750.992.311.3781.37115.89187.58207.58417.582.420.23547.3333C144610.253.751.001.161.3871.38220.93179.00199.00409.0011.000.469464.3793C144610.2523.751.001.151.3761.37296.50190.60210.60420.60-0.600.5910.569252.6283C144610.203.751.000.991.4371.43227.32125.42145.42355.4264.580.6890.6400.0003C144610.20168
33.751.001.371.3521.35227.29218.34238.34448.34-28.340.396546.2413C14+2C2212210.663.751.000.821.3181.32294.20168.03188.03398.0321.970.6650.6121208.7803C14+2C2212210.66114.500.902.021.5381.39326.81461.88481.88691.88-271.880.2691374.5393C14+5C2223611.284.500.950.911.7041.61429.75272.67292.67502.67-82.670.5990.5612007.6553C14+5C2223611.2824.500.960.961.7121.64568.96305.88325.88535.88-115.880.7070.5932419.1793C14+6C2227421.194.500.930.801.6661.56504.42226.95246.95456.95-36.950.8450.6442347.3153C14+6C2227421.1934.500.941.201.6441.54451.79377.64397.64607.64-187.640.4551995.6283C14+7C2231221.704.500.950.661.5411.47477.61221.00241.00451.00-31.000.8210.6412958.3793C14+7C2231221.70表4.9.10柱配筋计算168
框架柱斜截面承载力计算截面的腹板高度，对于矩形截面取有效高度故框架梁截面尺寸按下式验算：满足受剪承载力要求当仅配箍筋时，斜截面配箍按下式计算式中：箍筋选配C8@200满足受剪承载力要求故配筋满足最小配箍率要求168
4.9.11正常使用极限状态验算1.裂缝控制验算在矩形截面的钢筋混凝土受拉、受弯和偏心受压构件，按荷载标准组合并考虑长期作用影响的最大裂缝宽度可按下式计算式中：168
层号梁号内力6ABM左94.74622.0900000.010021412016.50094.740.31280.680.19M中22.33308.0900000.010021414.00022.330.15280.220.03M右40.24308.0900000.010021414.00040.240.27280.610.13BCM左36.33461.0900000.010021414.00036.330.16280.290.04M中5.41308.0900000.010021414.0005.410.04280.200.01M右68.77622.0900000.010021412016.50068.770.23280.520.10CDM左93.35622.0900000.010021412016.50093.350.31280.680.185ABM左158.68942.0900000.010532020.000158.680.35280.740.25M中105.38628.0900000.010022020.000105.380.34280.720.25M右118.42628.0900000.010022020.000118.420.39280.760.30BCM左100.47628.0900000.010022020.000100.470.33280.700.23M中8.99628.0900000.010022020.0008.990.03280.200.01M右73.81628.0900000.010022020.00073.810.24280.560.14CDM左156.24942.0900000.010532020.000156.240.34280.730.24168
4ABM左185.131089.0900000.012131422016.927185.130.35280.790.22M中101.50775.0900000.010031412015.935101.500.27280.610.14M右88.75775.0900000.010031412015.93588.750.24280.540.11BCM左133.02775.0900000.010031412015.935133.020.35280.730.22M中11.92398.0900000.010021414.00011.920.06280.200.01M右88.751243.0900000.013841414.00088.750.15280.450.04CDM左202.331243.0900000.013841414.000202.330.33280.820.173ABM左214.901256.0900000.014042020.000214.900.35280.830.23M中101.62628.0900000.010022020.000101.620.33280.710.24M右191.571256.0900000.014042020.000191.570.31280.800.20BCM左162.891256.0900000.014042020.000162.890.27280.750.16M中11.91628.0900000.010022020.00011.910.04280.200.01M右103.281403.0900000.015631432017.529103.280.15280.550.06CDM左243.691403.0900000.015631432017.529243.690.36280.860.21168
2ABM左247.081403.0900000.015631432017.529247.080.36280.870.21M中101.75628.0900000.010022020.000101.750.33280.710.24M右213.721256.0900000.014042020.000213.720.35280.830.23BCM左184.481256.0900000.014042020.000184.480.30280.790.19M中10.64628.0900000.010022020.00010.640.03280.200.01M右117.371570.0900000.017452020.000117.370.15280.610.06CDM左279.491570.0900000.017452020.000279.490.37280.900.231ABM左317.721884.0900000.020962020.000317.720.35280.920.20M中104.35628.0900000.010022020.000104.350.34280.720.25M右259.781570.0900000.017452020.000259.780.34280.880.21BCM左234.921570.0900000.017452020.000234.920.31280.860.18M中9.84628.0900000.010022020.0009.840.03280.200.01M右132.501884.0900000.020962020.000132.500.14280.670.06CDM左323.191884.0900000.020962020.000323.190.35280.920.20168
2.挠度验算168
层号柱号6167.781.804611000000.010031414.00067.780.18280.390.06111.691.914611000000.010031414.000111.690.30280.670.16295.850.864611250000.010031414.00095.850.26280.600.1290.070.694611250000.010031414.00090.070.24280.560.11382.930.774611000000.010031414.00082.930.22280.520.09139.921.064611000000.010031414.000139.920.38280.760.2251135.870.784611000000.010031414.000135.870.37280.750.222175.140.614611250000.010031414.000175.140.47280.820.2741171.030.574611000000.010031414.000171.030.46280.820.2611326.811.0023611000000.023631452219.789326.810.17280.780.08429.750.5923611000000.023631452219.789429.750.23280.860.112568.960.6627421250000.021931462220.069568.960.26280.870.143451.790.8231221000000.031231472220.286451.790.18280.870.08168
第四章楼梯设计5.1一层楼梯设计5.1.1梯段板设计对斜板TB1取1m宽作为其计算单元确定斜板厚度t斜板的水平投影净长为斜板的斜向净长为斜板厚度取荷载计算防滑砖栏杆0.5三角形踏板混凝土斜板10厚防滑地砖8厚水泥砂浆结合层20厚水泥砂浆找平层20厚板底抹灰恒载控制时恒载分项系数1.35，活载分项系数1.4，组合系数0.7活载控制时恒载分项系数1.2，活载分项系数1.4168
由活载控制取内力计算斜板水平投影净长配筋计算一类环境，C30混凝土，,受力筋采用HRB400级钢筋，选用下部受力筋，C10@200，下部分部筋，分部钢筋直径不宜小于6mm，间距不宜大于250mm选用C8@200，上部支座负筋，钢筋直径不宜小于8mm，间距不宜大于200mm，且单位宽度内的配筋面积不宜小于跨中相应方向板底钢筋截面面积的1/3选用C8@200,上部分部筋同下部分部筋的配置方法。168
5.1.2平台板设计平台板取1m板宽作为计算单元。平台板长短边比值>2,可近似按简支单向板计算。确定斜板厚度t荷载计算平台板自重10厚防滑地砖8厚水泥砂浆结合层20厚水泥砂浆找平层20厚板底抹灰恒载控制时恒载分项系数1.35，活载分项系数1.4，组合系数0.7活载控制时恒载分项系数1.2，活载分项系数1.4由活载控制取内力计算配筋计算一类环境，C30混凝土，,受力筋采用HRB400级钢筋，168
选用C8@200,5.1.3平台梁的设计设平台梁截面尺寸h=400mm,b=300mm荷载计算梯段板传来平台板传来平台梁自重20厚梁厚粉刷恒载控制时恒载分项系数1.35，活载分项系数1.4，组合系数0.7活载控制时恒载分项系数1.2，活载分项系数1.4由活载控制取内力计算截面设计168
正截面受弯承载力计算。一类环境，C30混凝土，假定箍筋直径，受力钢筋单排布置截面按倒L形计算属于一类截面考虑到平台梁两边受力不均，有扭矩存在，纵向受力钢筋配筋量增大10%。梁底部受力钢筋选配3C14，斜截面受剪承载力计算构造配箍，选配双肢C8@2005.2二层楼梯5.2.1梯段板设计对斜板TB2取1m宽作为其计算单元168
确定斜板厚度t斜板的水平投影净长为斜板的斜向净长为斜板厚度取荷载计算防滑砖栏杆0.5三角形踏板混凝土斜板10厚防滑地砖8厚水泥砂浆结合层20厚水泥砂浆找平层20厚板底抹灰恒载控制时恒载分项系数1.35，活载分项系数1.4，组合系数0.7活载控制时恒载分项系数1.2，活载分项系数1.4由活载控制取内力计算斜板水平投影净长168
配筋计算一类环境，C30混凝土，,受力筋采用HRB400级钢筋，选用下部受力筋，C10@190，下部分部筋，分部钢筋直径不宜小于6mm，间距不宜大于250mm选用C8@200，上部支座负筋，钢筋直径不宜小于8mm，间距不宜大于200mm，且单位宽度内的配筋面积不宜小于跨中相应方向板底钢筋截面面积的1/3选用C8@200,上部分部筋同下部分部筋的配置方法。5.2.2平台梁的设计设平台梁截面尺寸h=400mm,b=300mm荷载计算梯段板传来平台板传来平台梁自重20厚梁厚粉刷168
恒载控制时恒载分项系数1.35，活载分项系数1.4，组合系数0.7活载控制时恒载分项系数1.2，活载分项系数1.4由活载控制取内力计算截面设计正截面受弯承载力计算。一类环境，C30混凝土，假定箍筋直径，受力钢筋单排布置截面按倒L形计算属于一类截面168
梁底部受力钢筋选配3C14，斜截面受剪承载力计算构造配箍，选配双肢C8@2005.3三~六层楼梯5.3.1梯段板设计对斜板TB3取1m宽作为其计算单元确定斜板厚度t斜板的水平投影净长为斜板的斜向净长为斜板厚度取荷载计算防滑砖栏杆0.5三角形踏板混凝土斜板10厚防滑地砖8厚水泥砂浆结合层20厚水泥砂浆找平层20厚板底抹灰168
恒载控制时恒载分项系数1.35，活载分项系数1.4，组合系数0.7活载控制时恒载分项系数1.2，活载分项系数1.4由活载控制取内力计算斜板水平投影净长配筋计算一类环境，C30混凝土，,受力筋采用HRB400级钢筋，选用下部受力筋，C8@170，下部分部筋，分部钢筋直径不宜小于6mm，间距不宜大于250mm选用C8@200，168
上部支座负筋，钢筋直径不宜小于8mm，间距不宜大于200mm，且单位宽度内的配筋面积不宜小于跨中相应方向板底钢筋截面面积的1/3选用C8@200,上部分部筋同下部分部筋的配置方法。5.3.2平台梁的设计设平台梁截面尺寸h=400mm,b=300mm荷载计算梯段板传来平台板传来平台梁自重20厚梁厚粉刷恒载控制时恒载分项系数1.35，活载分项系数1.4，组合系数0.7活载控制时恒载分项系数1.2，活载分项系数1.4由活载控制取内力计算截面设计正截面受弯承载力计算。一类环境，C30混凝土，假定箍筋直径，受力钢筋单排布置，侧截面按倒L形计算168
属于一类截面梁底部受力钢筋选配3C14，斜截面受剪承载力计算构造配箍，选配双肢C8@200第四章桩基础设计6.1桩的设计6.1.1确定桩的规格根据地质勘察资料，确定第7层粉质粘土夹粉土为桩端持力层。采用钢筋混凝土预制桩，桩截面为方桩，为400mm×400mm，桩长为22米。桩顶嵌入承台0.1米，则桩端进持力层3.6米。168
6.1.2确定单桩竖向承载力标准值1.确定单桩竖向承载力标准值Q根据静力触探法公式：查表内插求值得层序深度（m）qsik（kPa）qpk（kPa）③粉质粘土1.150.8538④粘土4.050.4354⑤粉质粘土2.250.7548⑥粉质粘土12.950.9342⑦粉质粘土夹粉土3.60.97421200按静力触探法确定单桩竖向极限承载力标准值：＝4×0.4(54×3.1+48×2.25+42×12.95+42×3.6)+1200×0.4×0.4＝1756.3kN取1756.3kN6.1.3确定桩基竖向承载力设计值R估算基桩竖向承载力设计值R为：查表得＝＝1.65＝1064.4kN按静载荷实验确定单桩竖向承载力设计值R查表得＝1.60kN则可以知：R＝min()＝kN6.1.1确定桩数n、布置及承台的尺寸1桩数n168
先不考虑承台质量，因偏心荷载，桩数初定为：取桩数2桩的中心距通常桩的中心距为3～4d＝1.2～1.6m取3桩承台设计根据桩的外缘每边外伸净距为0.5d＝200mm则承台1长度l为2200mm承台宽度b为2200mm，承台2长度l为2800mm承台宽度b为2800mm，承台埋深设计2.0m取承台及上覆土的平均重度kN/,则承台及上覆土重kNkN6.1.2确定复合基桩竖向承载力设计值该桩基属于端承桩，并n>3,承台底面下并非欠固结土，新填土等，故承台底面不会于土脱离，所以宜考虑桩群、土、承台的相互作用效应，按复合基桩计算竖向承载力设计值。目前，考虑桩基的群桩效应的有两种方法。《地基规范》采用等代实体法，《桩基规范》采用群桩效应系数法。下面用群桩效应系数法计算复合基桩的竖向承载力设计值1四桩承台承载力计算承台净面积：。承台底地基土极限阻力标准值：168
分项系数群桩效应系数查表得：承台底土阻力群桩效应系数:承台外区净面积承台内区净面积承台内区净面积查表那么，经验计算复合桩基竖向承载力设计值R由静载荷实验复合桩基竖向承载力设计值R查得2五桩承台承载力计算承台净面积：。承台底地基土极限阻力标准值：168
分项系数群桩效应系数查表得：承台底土阻力群桩效应系数:承台外区净面积承台内区净面积承台内区净面积查表那么，经验计算复合桩基竖向承载力设计值R由静载荷实验复合桩基竖向承载力设计值R查得4.11.5桩顶作用验算1.四桩承台验算（1）荷载取K柱的组合：F＝1576kN，M＝429kN*m，V＝113.24kN承台高度设为1.5m等厚，荷载作用于承台顶面。桩基设计安全等级为乙级，建筑物的重要性系数＝1.0.作用在承台底形心处的竖向力有F,G,但是G的分项系数取为1.2.轴心竖向力作用下单桩竖向力满足要求作用在承台底形心处的弯矩 168
桩顶受力计算如下：满足要求2.五桩承台验算（1）荷载取K柱的组合：F＝2222.6kN，M＝347.3kN*m，V＝143.2kN承台高度设为1.5m等厚，荷载作用于承台顶面。桩基设计安全等级为乙级，建筑物的重要性系数＝1.0.作用在承台底形心处的竖向力有F,G,但是G的分项系数取为1.2.轴心竖向力作用下单桩竖向力满足要求作用在承台底形心处的弯矩 桩顶受力计算如下：满足要求6.2桩基础沉降验算6.2.1四柱沉降验算采用长期效应组合的荷载标准值进行桩基础的沉降计算。由于桩基础的桩中心距168
小于6d，所以可以采用分层总和法计算最终沉降量。竖向荷载标准值基底处压力基底自重压力基底处的附加应力桩端平面下的土的自重应力和附加应力（）计算如下：①．在z=0时：＝217.9②．在时：③．在时：④．在时在z=2.5m处，，所以本基础取计算沉降量。的计算结果Z(m)0217.9100.25337.6168
1.5231.411.360.163142.072235.911.820.091479.662．5240.412.270.052545.76计算如下表：计算沉降量Z(mm)0100.250150011.360.1690253.5253.51100031200011.820.0914182.8250012.270.0525131.25＝31mm桩基础持力层性能良好，取沉降经验系数。短边方向桩数，等效距径比，长径比，承台的长宽比，查表：所以，桩基础最终沉降量=满足要求6.2.2五桩沉降验算采用长期效应组合的荷载标准值进行桩基础的沉降计算。由于桩基础的桩中心距168
小于6d，所以可以采用分层总和法计算最终沉降量。竖向荷载标准值基底处压力基底自重压力基底处的附加应力桩端平面下的土的自重应力和附加应力（）计算如下：①．在z=0时：＝217.9②．在时：③．在时：④．在时⑤．在时⑥．在时168
在z=2.5m处，，所以本基础取计算沉降量。的计算结果Z(m)0217.9100.25295.51.5231.411.070.167145.62235.911.430.128111.62．5240.411.790.09885.263244.912.140.07767.13.5249.412.50.06052.3计算如下表：计算沉降量Z(mm)0100.250150011.070.167250.5250.51100027200011.430.1282565.5110000.6250011.790.098245300012.140.077231168
350012.50.060210＝28mm桩基础持力层性能良好，取沉降经验系数。短边方向桩数，等效距径比，长径比，承台的长宽比，查表：所以，桩基础最终沉降量=满足要求6.3桩身结构设计计算6.3.1吊装点桩的截面尺寸为400㎜×400㎜，桩长22米，桩的吊装及吊立时的吊立布置，采用同一个位置。吊装点为0.56L和0.207L。12320mm，4554mm6.3.2桩身结构设计计算起吊时桩身最大正负弯矩，其中动力系数K=1.3;。即为每延米桩的自重（1.2为恒载分项系数）。桩身长采用混凝土强度C30,保护层厚度为.三级钢筋，所以：桩身截面有效高度168
桩身受拉主筋选用322，因此整个截面的主筋为622，配筋率为％>％。A.桩身强度：＝562.5故满足要求B.桩的箍筋计算：＝565/400＝1.41<4满足＝0.25×1×14.3×400×565＝807.95kNV＝ql＝(0.4×0.4×25)×22＝88kN<807.95kN满足＝0.7×1.43×400×565＝2262.26kN>V可以按构造配筋8@120As＝50.3＝0.24×1.43/210＝0.16％＝（2×50.3）/（400×120）＝0.19％>满足6.4承台设计6.4.1四桩承台设计承台底钢筋混泥土保护层成厚度取100mm，混凝土强度等级为C30，受力钢筋采用HRB400级钢筋，非受力钢筋取HPB400。，，初步拟定承台厚1.5m,其下做100mm厚C10素混凝土垫层。1承台计算承台混凝土强度等级采用C30,承台是条形，双向配筋相同。各桩净反力计算如下：168
A桩：＝B桩：＝考虑承台效应I－I截面：钢筋抗拉强度设计值360kN/mm，承台有效高度1500-100＝1400mmI－I截面配筋,沿承台方向每米长所需配筋914（）2承台冲切计算：承台厚度H＝1.5m,计算截面处的有效高度，承台底保护层厚度取100mm.当，满足0.2～1.0＝250mm>0.2＝260mm取＝250mm＝300mm<＝1300mm取＝300mm冲垮比＝＝0.2；＝＝0.23冲切系数＝1.8；＝1.671.43N/㎜＝2×[1.8×(500+250)+1.67×(400+300)]×1.43×1300＝9365.4KN＝1576-240.79-547.21＝788KN故满足要求3桩对承台的冲切（角桩冲切）600mm1300mm168
＝1＝0.4＝[0.4×(600+650)+0.4×(600+650)]×1.43×1300＝1846KN>665.96KN故满足要求4斜截面抗剪验算计算截面为I-I，截面有效高度，截面的计算宽度,柱下等厚度承台斜截面受剪承载力按下式计算I－I截面：V=2×547.21=1094.4KN300/1300＝0.23＝0.12/（0.23+0.3）＝0.25＝0.25×14.3××2.8×1.3＝13013kN>V＝1094.4KN满足要求6.4.2五桩承台设计承台底钢筋混泥土保护层成厚度取100mm，混凝土强度等级为C30，受力钢筋采用HRB400级钢筋，非受力钢筋取HPB400。，，初步拟定承台厚1.5m,其下做100mm厚C10素混凝土垫层。1承台计算承台混凝土强度等级采用C30,承台是条形，双向配筋相同。各桩净反力计算如下：A桩：＝B桩：＝C桩：＝168
考虑承台效应I－I截面：钢筋抗拉强度设计值360kN/mm，承台有效高度1500-100＝1400mmI－I截面配筋,沿承台方向每米长所需配筋1014（）2承台冲切计算：承台厚度H＝1.5m,计算截面处的有效高度，承台底保护层厚度取100mm.当，满足0.2～1.0＝550mm>0.2＝260mm取＝550mm＝550mm<＝1300mm取＝550mm冲垮比＝＝0.42；＝＝0.42冲切系数＝1.16；＝1.161.43N/㎜＝2×[1.16×(500+550)+1.16×(500+550)]×1.43×1300＝9057KN＝2223-444.6-535.85＝1242.55KN故满足要求3桩对承台的冲切（角桩冲切）600mm1300mm＝1＝0.4168
＝[0.4×(600+650)+0.4×(600+650)]×1.43×1300＝1846KN>670.8KN故满足要求4斜截面抗剪验算计算截面为I-I，截面有效高度，截面的计算宽度,柱下等厚度承台斜截面受剪承载力按下式计算I－I截面：V=2×535.85＝1071.7KN550/1300＝0.42＝0.12/（0.42+0.3）＝0.17＝0.17×14.3××2.2×1.3＝6952.66kN>V＝1071.72KN满足要求结束语这几个月的毕业设计让我受益匪浅，在我即将踏入社会的时候很好的帮助我梳理清楚我大学四年的所知所学。我也应次明白了我大学四年得到了什么，又欠缺168
了什么。毕业设计看起来就像把大学四年里做过的课程设计整体重做一边，貌似简单，实则不然。在我看来毕业设计对我最大的影响就是让我有了一个大局观，不在只考虑单个构件的计算，而是考虑它在整体中的作用，在做好结构后又该怎么对他进行装饰让最后呈现出来的建筑美观大方。在上手做的时候，我的感受最深的就是查找规范。一开始，我们对规范都很陌生，书上往往都是一段一段的摘录也足够我们学习时使用。但在做设计时就不能看书上的规范了一是不全，二也是最重要的一点就是书上的规范太旧了已经不适合我们查阅了。我相信一次的毕业设计将会成为我今后工作生活中珍贵的经验，也让我明白了以后学习和前进的方向。168
致谢时光如梭，四年时间匆匆而过，大学即将结束，我也准备好踏向新的未来。本次的毕业设计首先要感谢我的毕设导师唐兴荣老师。唐老师平时的工作地点在石湖校区，有时候为了我们都会约在晚上在毕设教室给我们指导下一步的方向，为我们的建筑结构设计提供了宝贵的修改建议。在我茫然不知的时候，为我指明了方向。老师还给我们提供了一些参考书籍和图集让我们从中受益。老师的讲解细致简明，把一些复杂的专业内容剖析的清楚，给我们前进的道路上设置的指路的明灯。还要感谢我的学校和老师，感谢她为我提供的良好的学习环境，专业基础知识丰富的课程。当然我也要感谢我的同学，感谢他们和我相互启发相互思考共同进步。让我有了向上攀登的勇气和信心。在此，我我再次向他们表示我崇高的敬意和由衷的感谢。168
附录一框架点算输入数据文件及说明KUANJIA.SJ******PK1-5.EXE******DATA:6/1/2017-------总信息--------节点总数=28柱子总数=18梁数=19是否规则框架=20600支座约束数=3标准截面总数=3活载计算信息=1风活载计算信息=1抗震等级=3柱砼等级=0梁砼等级=0梁柱主筋级别=3梁柱箍筋级别=3柱保护层=30梁保护层=25柱梁自重计算信息=0基础计算信息=0输出方式=1梁支座负弯矩调幅系数=0.85梁惯性矩增大系数=1.50结构重要性系数=1.00柱计算长度考虑GB50010-2002第7.3.11-3条规定=0--------------节点坐标-----------------节点号x坐标y坐标节点号x坐标y坐标节点号x坐标y坐标(1)0.004.50(2)4.354.50(3)9.004.50(4)10.654.50(5)0.007.50(6)4.35168
7.50(7)9.007.50(8)10.657.50(9)0.0010.50(10)4.3510.50(11)9.0010.50(12)10.6510.50(13)0.0013.50(14)4.3513.50(15)9.0013.50(16)10.6513.50(17)0.0016.50(18)4.3516.50(19)9.0016.50(20)10.6516.50(21)0.0019.50(22)10.6519.50(23)9.0020.39(24)4.3521.83(25)5.3222.35(26)0.000.00(27)4.350.00(28)9.000.00--柱杆件关联号(左为上部节点号,右为下部节点号)--(1)261(2)272(3)283(4)15(5)26(6)37(7)59(8)610(9)711(10)913(11)1014(12)1115(13)1317(14)1418(15)1519(16)1721(17)1923(18)1824--梁杆件关联号(左为左边节点号,右为右边节点号)--(1)12(2)23(3)34(4)56(5)67(6)78(7)910(8)1011(9)1112(10)168
1314(11)1415(12)1516(13)1718(14)1819(15)1920(16)2124(17)2322(18)2425(19)2523--------------支座约束信息----------------(1)26111(2)27111(3)28111------------柱平面内计算长度--------------(1)4.50(2)4.50(3)4.50(4)3.75(5)3.75(6)3.75(7)3.75(8)3.75(9)3.75(10)3.60(11)3.75(12)3.75(13)3.75(14)3.75(15)3.75(16)3.75(17)4.86(18)6.66------------柱平面外计算长度--------------(1)4.50(2)4.50(3)4.50(4)3.75(5)3.75(6)3.75(7)3.75(8)3.75(9)3.75(10)3.60(11)3.75(12)3.75(13)3.75(14)3.75(15)3.75(16)3.75(17)4.86(18)6.66--------------节点偏心值----------------(1)0.00(2)0.00(3)0.00(4)0.00(5)0.00(6)0.00(7)0.00(8)0.00(9)0.00(10)0.00(11)0.00(12)0.00(13)0.00(14)0.00(15)0.00(16)0.00(17)0.00(18)0.00(19)0.00(20)0.00(21)0.00(22)0.00(23)0.00(24)0.00(25)0.00(26)0.00(27)0.00(28)0.00--------------标准截面数据----------------(1)1.000.400.50(2)1.000.500.50168
(3)1.000.300.60--------------柱截面类型号----------------(1)1(2)2(3)1(4)1(5)2(6)1(7)1(8)2(9)1(10)1(11)2(12)1(13)1(14)2(15)1(16)1(17)1(18)2--------------梁柱截面类型号----------------(1)3(2)3(3)3(4)3(5)3(6)3(7)3(8)3(9)3(10)3(11)3(12)3(13)3(14)3(15)3(16)3(17)3(18)3(19)3------恒载计算------节点荷载:节点弯矩垂直力水平力1-7.3072.900.0020.00111.200.00311.40114.000.0040.0017.700.005-6.7066.800.0060.00111.200.00711.40114.000.0080.0021.700.009-6.3062.800.00100.00111.200.001111.40114.000.00120.0017.700.0013-6.3062.800.00140.00111.200.00168
1511.40114.000.00160.0017.700.0017-6.3062.800.00180.00111.200.001911.40114.000.00200.0017.700.0021-5.0050.300.00220.0021.800.002313.30133.400.00240.00137.300.000柱间荷载柱信息荷载类型荷载值荷载参数1荷载参数20梁间荷载:连续数荷载个数类型荷载值参数类型荷载值参数1723.71.6538.822.70486.41.65439.163.05105.20.000.000.82103.801.60.000.70103.53.050.000.6512610.81.8017.400.001217.40.00104.650.00.000.82168
1723.71.6538.822.70486.41.65439.163.05105.20.000.000.82103.801.60.000.70103.53.050.000.6512610.81.8017.400.001217.40.00104.650.00.000.821723.71.6538.822.70486.41.65439.163.05105.20.000.000.82103.801.60.000.70103.53.050.000.6512610.81.8017.400.001217.40.00104.650.00.000.821723.71.6538.822.70486.41.65439.163.05105.20.000.000.82103.601.60.000.70168
103.53.050.000.651217.40.00610.801.801217.40.00104.650.00.000.821723.71.6538.822.70486.41.65439.163.05105.20.000.000.82103.801.60.000.70103.53.050.000.6512610.81.8017.400.001217.40.00104.650.00.000.821214.20.00614.501.801214.20.00106.770.00.000.821114.20.001214.20.00614.501.80------活载计算------节点荷载:节点弯矩垂直力水平力1-1.1011.300.0020.0040.200.00168
33.3032.700.0040.007.500.005-1.1011.300.0060.0040.200.0073.3032.700.0080.007.500.009-1.1011.300.00100.0040.200.00113.3032.700.00120.007.500.0013-1.1011.300.00140.0040.200.00153.3032.700.00160.007.500.0017-1.1011.300.00180.0040.200.00193.3032.700.00200.007.500.0021-0.605.700.00220.002.100.00230.908.600.00240.0011.600.000柱间荷载柱信息荷载类型荷载值荷载参数1荷载参数20梁间荷载:连续数荷载个数类型荷载值参数168
类型荷载值参数15427.31.6544.663.05103.60.000.000.82103.501.60.000.70103.23.050.000.651167.21.8011105.20.000.000.8215427.31.6544.663.05103.60.000.000.82103.501.60.000.70103.23.050.000.651167.21.8011105.20.000.000.8215427.31.6544.663.05103.60.000.000.82103.501.60.000.70103.23.050.000.651167.21.8011105.20.000.000.8215427.31.6544.663.05168
103.60.000.000.82103.501.60.000.70103.23.050.000.651167.21.8011105.20.000.000.8215427.31.6544.663.05103.60.000.000.82103.501.60.000.70103.23.050.000.651167.21.8011105.20.000.000.821161.81.8011100.70.000.000.8211110.00.000.980.9813110.90.001.800.82111.800.81.801.35111.82.170.001.80-----------风荷载计算--------------------左风荷载----------节点荷载:节点水平力垂直力113.100.00168
512.700.00912.700.001313.400.001714.300.002112.600.000-----------地震力计算------------计算振型数=6地震烈度=7.00场地土分类=1.00附加重量的质点数=0地震设计分组=1周期折减系数=0.80地震力计算方式=1阻尼系数=0.05**左地震方向计算**振动质点号:159131721振动质点质量:717.887715.761707.787707.621707.761492.683***组合与配筋***柱1(B=0.400,H=0.500,Lx=4.50,Ly=4.50Rc=30)NO56As=1070.M=241.57N=484.54NO56As=634.M=178.56N=-484.54Asmin(全截面最小配筋)=1200.No56Vc=118.10N=484.54ASV=76.ASV0=3.168
No53N=1437.89轴压比=0.502柱2(B=0.500,H=0.500,Lx=4.50,Ly=4.50Rc=30)NO50As=1125.M=341.72N=1602.18NO50As=844.M=304.38N=-1435.46Asmin(全截面最小配筋)=1500.No49Vc=183.94N=1919.17ASV=87.ASV0=6.No53N=2018.13轴压比=0.563柱3(B=0.400,H=0.500,Lx=4.50,Ly=4.50Rc=30)NO56As=797.M=-237.78N=873.26NO56As=452.M=-189.89N=-873.26Asmin(全截面最小配筋)=1200.No51Vc=122.89N=1182.01ASV=76.ASV0=0.No53N=1975.90轴压比=0.689柱4(B=0.400,H=0.500,Lx=3.75,Ly=3.75Rc=30)NO1As=0.M=1.65N=675.21NO52As=103.M=-135.55N=-854.31Asmin(全截面最小配筋)=1200.No51Vc=104.00N=1022.57ASV=76.ASV0=0.168
No53N=1107.16轴压比=0.386柱5(B=0.500,H=0.500,Lx=3.75,Ly=3.75Rc=30)NO50As=299.M=215.53N=1307.80NO50As=427.M=228.58N=-1177.51Asmin(全截面最小配筋)=1500.No49Vc=186.85N=1411.77ASV=87.ASV0=8.No53N=1655.09轴压比=0.462柱6(B=0.400,H=0.500,Lx=3.75,Ly=3.75Rc=30)NO1As=0.M=20.91N=1211.60NO1As=0.M=28.93N=-1211.60Asmin(全截面最小配筋)=1200.No51Vc=83.49N=1201.37ASV=76.ASV0=0.No53N=1587.41轴压比=0.554柱7(B=0.400,H=0.500,Lx=3.75,Ly=3.75Rc=30)NO1As=0.M=3.45N=535.11NO52As=39.M=-103.76N=-640.34Asmin(全截面最小配筋)=1200.No51Vc=83.42N=752.24ASV=76.ASV0=0.168
No53N=824.74轴压比=0.288柱8(B=0.500,H=0.500,Lx=3.75,Ly=3.75Rc=30)NO50As=21.M=148.26N=1034.84NO50As=167.M=162.93N=-925.42Asmin(全截面最小配筋)=1500.No49Vc=132.72N=1110.47ASV=87.ASV0=0.No53N=1301.34轴压比=0.363柱9(B=0.400,H=0.500,Lx=3.75,Ly=3.75Rc=30)NO1As=0.M=19.24N=957.61NO1As=0.M=24.06N=-957.61Asmin(全截面最小配筋)=1200.No51Vc=65.33N=983.68ASV=76.ASV0=0.No53N=1228.44轴压比=0.429柱10(B=0.400,H=0.500,Lx=3.60,Ly=3.60Rc=30)NO52As=8.M=-68.27N=432.04NO52As=72.M=-79.29N=-433.03Asmin(全截面最小配筋)=1200.No51Vc=65.06N=511.60ASV=76.ASV0=0.168
No53N=570.96轴压比=0.199柱11(B=0.500,H=0.500,Lx=3.75,Ly=3.75Rc=30)NO56As=15.M=97.49N=617.57NO50As=94.M=118.62N=-667.54Asmin(全截面最小配筋)=1500.No49Vc=99.31N=801.67ASV=87.ASV0=0.No53N=953.75轴压比=0.266柱12(B=0.400,H=0.500,Lx=3.75,Ly=3.75Rc=30)NO1As=0.M=13.97N=715.81NO1As=0.M=17.91N=-715.81Asmin(全截面最小配筋)=1200.No51Vc=46.20N=752.34ASV=76.ASV0=0.No53N=897.43轴压比=0.313柱13(B=0.400,H=0.500,Lx=3.75,Ly=3.75Rc=30)NO52As=63.M=-52.03N=264.12NO51As=117.M=-69.54N=-314.29Asmin(全截面最小配筋)=1200.No51Vc=51.82N=314.29ASV=76.ASV0=0.168
No53N=335.30轴压比=0.117柱14(B=0.500,H=0.500,Lx=3.75,Ly=3.75Rc=30)NO50As=67.M=83.09N=461.19NO50As=154.M=94.66N=-433.85Asmin(全截面最小配筋)=1500.No49Vc=79.57N=521.49ASV=87.ASV0=0.No53N=602.58轴压比=0.168柱15(B=0.400,H=0.500,Lx=3.75,Ly=3.75Rc=30)NO5As=0.M=9.02N=500.20NO5As=0.M=6.88N=-501.37Asmin(全截面最小配筋)=1200.No51Vc=32.41N=505.10ASV=76.ASV0=0.No53N=581.10轴压比=0.203柱16(B=0.400,H=0.500,Lx=3.75,Ly=3.75Rc=30)NO51As=133.M=-40.20N=105.24NO52As=84.M=-28.74N=-87.78Asmin(全截面最小配筋)=1200.No51Vc=28.73N=105.24ASV=76.ASV0=0.168
No53N=113.83轴压比=0.040柱17(B=0.400,H=0.500,Lx=4.86,Ly=4.86Rc=30)NO1As=0.M=1.76N=249.70NO52As=3.M=-30.00N=-207.20Asmin(全截面最小配筋)=1200.No51Vc=19.20N=249.79ASV=76.ASV0=0.No53N=276.63轴压比=0.097柱18(B=0.500,H=0.500,Lx=6.66,Ly=6.66Rc=30)NO49As=142.M=49.96N=206.71NO49As=157.M=52.39N=-204.04Asmin(全截面最小配筋)=1500.No49Vc=23.22N=204.04ASV=87.ASV0=0.No53N=244.02轴压比=0.068168
InfluenceofMasonryStrengthOpeningsonInfilledFrames179附录二科技文献翻译179
InfluenceofMasonryStrengthOpeningsonInfilledFrames1795.框架填充墙侧向抗力分析评估从上述对图1和图2所示的故障模式的表现。如图4-6所示，已经确定了由于框架与开洞的填充墙的相互作用可能引起的破环机制，并且总结在图1中。填充墙的作用以压力作用的砖块区域为主。因此，如图1所示，在框架内形成压力支柱系统。12和联合中的应力转移区[Karayannis等人，1998]在梁柱接头处被重新定位，并在码头砌体区域作用的点处进入梁本身。基于其他研究者的结果可以获得对这种行为的类似验证[Fioratoetal。，1970;汉堡和查克拉多，1993年;Mehrabi等人，1996]。5.1单个砌体区失效机理根据图1所示的观察到的主要损伤模式，选择由对角开口的开口侧壁的壁段形成的单个砖石区的破坏机理。取决于填充开口的几何构型和填充物的强度。由上述机制提供的最终阻力可以得出如下：由于每个壁段的剪切滑动破坏引起的极限载荷由床接头的剪切强度取决于每个壁段Li/Hi的长度与高度比，并且由图1中所示的砌体破坏包络确定。2。根据FEMA306[1999]采用等效对角支柱的压缩失效（对角支撑能力的水平分量）造成的极限载荷;其中基于Mainstone[1971]和Mainstone和Weeks[19701]的工作以及使用由Hamburger提出的建议的开口侧面的墙段，在FEMA356[2000]中给出的建议中，使用FEMA356[2000]中给出的建议来确定固体填充物的等效支柱宽度和Chakradeo[1993]。Paulay和Priestley[1992]给出了可以在摇摆阶段从墙段传递的极限剪切力;其中由于面板的高度的缩短导致的填充物上的轴向载荷（根据FEMA306，[19991]）根据它们的长度分布在码头之间，并且基于实验数据等于13％。5.2。填充框架失效机理通过应用常用的工程强度评估技术，已经推导出分析公式来评估具有开口的填充框架的确定的失效机理的横向阻力Vu，并且呈现如下：5.2.1。弱固体框架的失效机理“1”。在这种机制中，如图1所示。11b，塑料铰链假定在立柱的两端形成，并且假设砖石达到内部破碎。在梁和填充物之间不存在显着的剪切传递。在AB列中考虑A的时刻，得出结论179
InfluenceofMasonryStrengthOpeningsonInfilledFrames179INTERNALSTRUTIW02D02ID02179
InfluenceofMasonryStrengthOpeningsonInfilledFrames179图11主要损伤模式：（a）和失效机制(b),(c),(d),(e).L3=L4图12对角开口的壁段的形成以及辅助支柱的相应机构(1)Pc其中Fc是每列中的剪切力，Mpc是考虑到轴向力的影响的柱的塑性力矩。因此，考虑到水平方向的框架地板的平衡结果(2)pc其中vw是来自FEMA306[1999]的对角支柱容量的水平分量。5.2.2。强固体框架的失效机理“2”。在该机构中，如图1所示。在图1c中，框架和填充物被认为是在压缩角处具有位移兼容性的两个平行系统。因此，该机构的横向阻力被认为是框架的抗弯曲性和壁的抗剪切滑动阻力之和(3)其中vw可以从图1获得。2.在列AB的端部处，使用塑料铰链的光纤框架Ff的阻抗可以用AB列中的A时刻表示，并考虑水平方向上的平衡在计算M时，考虑轴向载荷的影响。5.2.3。失效机理“3”用于框架与弱填充和开窗。在这种机制中，如图1所示。如图1d所示，塑料铰链假设在柱的两端形成。砌体码头WI和w2之间左右列，在海湾的中间，分别达到内部的破碎。窗户上方和下方的砖瓦区w3和w4在剪切滑动时失败。假设砌体区域w4的横向阻力将支柱与开口的底部相连接到高度水平，并且在框架和填充物之间不发生其他显着的剪切传递。在AB列中考虑A的时刻，得出结论其中Fc是每列中的剪切力，Mpc是考虑轴向力的影响的柱的塑性力矩，vw4是来自图1的壁段的剪切阻力。因此，考虑到水平方向框架地板的平衡结果179
InfluenceofMasonryStrengthOpeningsonInfilledFrames179(6)其中vWI，vw2是来自FEMA306[1999]的砌体码头WI和w2的对角支撑能力的水平分量，Vw3，vw4是砌体段的剪切阻力和图4的w4。2。5.2.4。失效机理“4”用于强力填充和开窗框架。这种机制与以前的“3”机制相同，不同之处在于分别在左侧和右侧的砌体码头和w2在海湾中间的窗口在剪切滑动中失败。因此，考虑到水平方向上的框架楼层的平衡（图1D）(7)其中砌体段vWI，vw2，Vw3，vw4的剪切阻力来自5.2.5。失效机理“5”，框架与弱填料和开门。如图所示。我认为，塑料铰链假定在柱的两端形成。拉伸柱和门之间的砖石墩WI摇摆，因角/脚趾破碎而失效。柱和门之间的其他砖石码头到达内部破碎。门上方的砖石区w3在剪切滑动时失败。假设梁和填充之间没有发生明显的剪切传递，并且在AB列中产生A相的力矩，则得到其中Fc是每列中的剪切力，Mpc是考虑到轴向力的影响的柱的塑性力矩。因此，从水平方向的框架平台得出其中vWI是由Paulay和Priestley[1992]计算的摇摆阶段的WI的最大剪切，vw2是来自FEMA306[1999]的砌体码头w2的对角支撑能力的水平分量，Vw3是剪切阻力的砖石段w3。2。5.2.6。失效机理“6”用于强力填充和开门的框架。这种机制与以前的机构“5”相同，不同之处在于压缩柱和门之间的砖石墩w2（不摇摆）在剪切滑动中失效。因此，考虑到框架地板在水平方向上的平衡（图I）其中vWI是来自Paulay和Priestley的摇摆阶段的码头WI的最大剪切[1992]和Vw2，vw3是砌体段w2和w3的剪切阻力179
InfluenceofMasonryStrengthOpeningsonInfilledFrames179ofinthefailureW02-24.04windowIW02Stronginfill-window"4"66.85D02Weakinfilldoorla/"5"66.97-8.79ID02Stronginfilldoorla/"6"62.8259.06-6.37试样的载荷和实际失效机理。实验结果与分析结果的比较表明，除了具有开窗和弱填充的试样，即样品“W02”之外，分析破坏载荷与实际的横向阻力良好一致。所有开口病例的差异在-8.79％和+1.88％之间。特别是对于样品“W02”，在实验和分析结果之间观察到等于-24.04％的差异。这可能是由于如图1所示的膨胀物的过早向下位移。5B。一般来说，确定的失效机理令人满意地反映了砖石强度的影响和开口的影响。6。结论实验结果从对多种填充WC框架试样循环荷载行为的研究提出：参考框架试样（裸框，弱固体框架，强固体填充框架），同心窗开口框架试样门开口薄弱，填充力强。 179
InfluenceofMasonryStrengthOpeningsonInfilledFrames179实验结果表明，即使在具有开口的情况下，填充物的存在，行为和失效可以显着提高WC框架的性能。排除了WC柱的剪切破坏，并且填充物将梁束弯曲，从而排除了梁中塑料铰链的发展。只要填充框架设计为实心填充抗裂性小于柱的可用剪切阻力，则使用带门或窗口的填充物不会导致框架失效。此外，具有强填充性的样品在观察到的耐负荷性，刚度，延展性和能量耗散能力方面表现出比填充弱的那些。使用具有改进的抗压强度但几乎相同的剪切强度的填料减少了开口在电阻，刚度，延展性和能量耗散能力方面的影响。强填充物表现出比弱填充物更好的开裂分布，从而形成更有效的能量消散机理。填充开口在早期阶段开裂并与周围框架分离，然后在柱钢筋处产生屈服。对于低侧向位移，与裸框架样本相比，具有开口的样本的能量耗散更高。对于高侧向位移，具有开口的样品的能量消耗减小，并且对于裸框架样本保持恒定。对于在具有开口的填充框架的情况下的高侧向位移，能量连续被钢筋混凝土构件吸收，而填充物中断吸收能量。基于实验结果和观察到的损伤模式，已经确定了具有开放性的单层单层填充框架的最可能的失效机理。已经推导出分析公式，以基于可能在填充内发展的可能的应力场来评估填充框架的横向阻力。采用通过斜面加载的开口侧壁的壁段在框架内形成的压缩支柱或支架的概念。该方法已经成功地用于本研究中测试的样品的分析。最后，考虑到所有涉及到的不确定性和规模效应，必须强调的是，所提出的工作和上述结果的实验结果主要局限于研究案例，必须慎重谨慎地使用和推断。和致谢作者要感谢Serres技术教育机构研究委员会资助本研究项目。参考文献Benjamin,J.R.andWilliams,H.A.[1958]"Thebehaviorofone-storyshearwalls,"ProceedingsofASCEST.4,Paper1723,1-30.Bertero,V.V.andBrokken,S.T.[1983]"Infillsinseismicresistantbuilding,"ProceedingsofASCE109(6).ComiteEuro—InternationalduBeton[1996]"RCFramesunderEarthquakeLoading—Stateoftheartreport.Chapter5:ReinforcedConcreteInfilledframes,"ThomasTelford,London,pp.231—284.Dawe,J.L.andYoung,T.C.[1985]"Aninvestigationoffactorsinfluencingthebehaviorofmasonryinfillinsteelframessubjectedtoin-planeshear,"Proceedingsof7th179
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InfluenceofMasonryStrengthOpeningsonInfilledFrames179附录A.符号L.一般符号F=每列中的剪切力=框架的抗弯曲性，Ff=4MJhH=砖石填充高度 =每个壁段的高度h=H1其中I=塑性铰链长度等于列深度的0.5倍K=刚度，K=V/ök=归一化到裸框的初始刚度的填充框架的初始刚度，k=Ko，，=每个墙段的长度I=砖石填充长度-开口宽度M=考虑到轴向力的影响的列的塑性力矩t=砌体填充的厚度=横向载荷 =破坏机构的横向阻力vwi=壁段的剪切力（压缩或摇摆或剪切滑移中的对角支撑能力的水平分量）v=裸砖石计算的横向强度vwfvtl -填充框架的极限剪切阻力归一化为裸框架的极限抗剪强度，v=V/V -线性阶段结束时的剪切力与极限抗剪强度之间的比率W=每周期的能量耗散W=每周期的弹性输入能量x=填充框架的填充剩余电阻的开口中心边缘之间的距离=40％归一化为裸框的残余电阻=Vres/Vb=横向在与底部距离为900mm的距离处测量的梁的位移=故事高度的百分比漂移，=ö/hcol=漂移在Vy，=öy/hcol=vu时漂移，-yu=bu/hco等效粘滞阻尼比W/（47TWe）=对应于最大横向荷载0.85的延性系数EW=累积能量耗散A.框架模型的命名 B：裸框：具有坚实弱填充的填充框架和：充足的框架，坚固的强力填充W02：含有同心窗的填充框在弱填充D02：填充框架同心门在弱填充179
InfluenceofMasonryStrengthOpeningsonInfilledFrames179IW02•。带强心填充同心窗的灌装框架ID02：具有强填充同心门的带框架A.3。材料属性的符号fm砂浆的抗压强度。砖单位抗压强度E：砌体孔弹性模量Ef：框架材料的预期弹性模量cE90：弹性模量G：砌体的剪切模量袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈179'
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