混凝土框架结构毕业设计

'浙江海洋大学本科毕业设计梦巴黎娱乐城钢筋混凝土建筑结构设计学院名称：浙江海洋大学专业名称：土木工程学生姓名：苗雨凝学号：130307341指导教师：房艳峰二○一七年五月-2- 浙江海洋大学（论文）摘要本设计题目为梦巴黎娱乐城。占地面积约600，建筑面积为3240。本建筑6层，总高度23.6m，室内外高差0.6m，女儿墙高0.7m。建筑采用一字形，总长度为30m，总宽度为18m。本工程结构为现浇钢筋混凝土结构，柱混凝土强度等级为C40，底层截面为550mmm×550mm，其他层截面为500mm×500mm。框架梁混凝土等级C30，截面为300mm×700mm和300mm×350mm。建筑地质条件良好，柱下独立基础混凝土强度C30。本工程抗震设防烈度为7度，设计地震基本加速度值是0.10g。柱网布置整齐，钢筋混凝土结构有良好的抗震能力。计算包含地震作用，风荷载，水平荷载和竖向荷载的计算，内力组合，梁、柱、板配筋，楼梯配筋等。水平荷载作用计算采用的是D值法，竖向荷载作用计算采用了弯矩二次分配法。在梁配筋计算中按单筋梁计算，柱按对称配筋偏压构件计算，板按塑性铰线法计算。结构采用抗震缝，符合抗震要求。关键词:现浇钢筋混凝土框架结构，荷载计算，内力组合，结构配筋 浙江海洋大学（论文）ABSTRACTThedesignisthereinforcedconcretestructuredesignofParisianDreamentertainment.Thisprojectcoverstheareaofabout600v.Theconstructionareasare3240.Thethebuildingusethestructurewithsixfloors.Totalheightis23.6meters,indoorheightdifferenceof0.6meters,parapetare0.7meters.Theshapeofthebuildingplanuse“一”formation.Thetotallengthis30meters,totalwidthis18meters.Thestructuralformofthecivilengineeringistheformofreinforcementconcretecasting.ThecolumnconcretestrengthisC40.thebottomflooris550mm×550mm,theothersectionsis500mm×500mm,.FramebeamconcretegradeC30,crosssectionis300mm×700mmand300mm×350mm.Thegeologicalconditionofthebuildingisgood,andthestrengthoftheindependentfoundationunderthecolumnisC30.Theseismicfortificationintensityoftheprojectis7degrees,andthebasicaccelerationvalueofdesignearthquakeis0.10g.Columnlayoutisneat,thereinforcedconcretestructurehasgoodseismicperformance.Thecalculationincludestheearthquake,windloadcalculation,horizontalloadandverticalloadinternalforcecombination,beam,columnandslabreinforcement,stairsreinforcementetc.TheDmethodisusedtocalculatethehorizontalload,andthetwomethodisusedtocalculatetheverticalload.Accordingtothecalculationofthesinglebeam,thecolumniscalculatedaccordingtothesymmetricalreinforcementeccentricmember.Thestructureoftheuseofseismicjoints,inlinewithseismicrequirements.Keywords:castingthereinforcedconcreteonspot，loadcounting，thecombinationofthepowerinside，structuralreinforcement 浙江海洋大学（论文）摘要2ABSTRACT3第1章方案论述61．1．建筑设计说明61．2．建筑设计概论71．3．结构设计说明81．4．结构设计论述9第2章地震作用102．1．重力荷载代表值102．1．1．截面尺寸102．1．2．恒活荷载102．1．3．重力荷载代表值112．2．框架变形与内力分析152．2．1．框架梁、柱刚度152．2．2．水平地震作用分析（底部剪力法）162．2．3．水平地震作用下框架内力分析（D值法）18第3章风荷载作用233．1．风荷载233．1．1．自然情况：233．1．2．风荷载计算：233．1．3．风荷载作用下框架内力分析（D值法）：24第4章竖向荷载作用内力分析(弯矩二次分配法）274．1．竖向荷载274．1．1．永久荷载计算274．1．2．活荷载计算284．2．竖向荷载作用下框架内力计算284．2．1．竖向荷载作用下框架计算简图284．2．2．梁固端弯矩284．2．3．内力分配系数计算：29 浙江海洋大学（论文）4．2．4．竖向荷载作用下框架内力计算314．2．5．控制截面44第5章内力组合505．1．框架梁内力组合515．2．框架柱的内力组合62第6章框架结构配筋696．1．框架梁配筋计算696．1．1．框架梁正截面配筋696．1．2．框架梁斜截面配筋746．2．框架柱配筋计算766．3．现浇板配筋计算826．3．1．荷载计算826．3．2．配筋计算82第7章楼梯设计847．1．楼梯构件计算847．1．1．平台板内力及配筋计算86第8章雨篷898．1．雨蓬设计89结论90参考文献91谢辞92 浙江海洋大学（论文）梦巴黎娱乐城第1章方案论述1．1．建筑设计说明（1）依据土木工程专业毕业设计任务书。（2）依据现行的国家设计规范、教材、建筑设计资料、建筑结构资料等相关资料。（3）设计题目梦巴黎娱乐城钢筋混凝土框架结构设计。（4）本建筑位于舟山市，新建建筑规划示意图如下：2-1建筑规划示意图（5）设计要求：建筑面积为3000~3500平方米，共6层。框架结构（钢筋混凝土结构）。每层设储藏室。门厅不少于80平方米。餐饮制备间不少于50平方米。至少有两个职工休息室每个包厢30-35平方米。 浙江海洋大学（论文）1．1．建筑设计概论（1）建筑概况本工程占地面积约600平方米，建筑面积3240平方米。建筑共六层，总高度23.6米，室内外高差为0.6米，女儿墙高0.7米。建筑总长度为30米，总宽度18米。抗震设防烈度为7度，设计地震基本加速度值是0.10g。（2）建筑与环境舟山全年多风，光照充足，夏秋多台风。舟山地区受季风影响，风向随季节变化明显，冬季多偏北风，风力较大。夏季多偏南风。（3）建筑与材料钢筋混凝土框架结构，墙体为空心砖，自重较轻利于抗震。塑钢窗质轻、耐腐蚀、密闭好、保温好，经济，有利于沿海气候。正门选用玻璃门，其他门均用实木门，符合经济要求。入口朝向南方，避免了冬天的寒冷的北风。（4）建筑平面设计建筑为“一”型，简洁、安全又经济。设有两部楼梯，满足防火规范。（5）建筑立面设计立面简单、经济有利于计算与施工。（6）本建筑的构造说明采用不上人屋面，平屋顶构造，保温材料选择再生聚苯乙烯板保温。设置垂直防潮层，在水平防潮层之间的垂直墙面上，20厚水泥砂浆。散水采用素混凝现浇土，外抹水泥砂浆，坡度约为5%，宽度为900mm。1．2．结构设计说明（1）钢筋混凝土现浇框架结构。外墙300mm厚空心砖墙，内墙为240mm厚空心砖墙。（2）抗震设防烈度为7度，设计地震分组为第一组，设计基本地震加速度值为0.10g。（3）各部分工程构造1）屋面：为不上人屋面改性沥青 浙江海洋大学（论文）20mm厚1﹕3水泥砂浆找平80mm厚再生聚本乙烯保温板焦渣找坡最薄处30mm100mm厚钢筋混凝土板2）楼面：30mm厚水磨石地面100mm厚钢筋混凝土板20mm厚石灰沙浆抹灰3）厕所：30mm厚水磨石地面50mm厚防水沙浆100mm厚钢筋混凝土板20mm厚水泥沙浆抹灰（4）建筑材料选用外墙：300m×190mm×90mm空心砖内墙：240m×115mm×90mm空心砖窗:采用塑钢窗（5）结构设计方案1）自然条件：雪荷载0.85KN/m2，基本风压：0.55KN/m2.2）地质条件：拟建场地地形平坦，根据《建筑抗震设计规范》该场地为Ⅱ类场地，7度设防。3）材料情况：空心砖；砂浆等级为M5；混凝土：C30（基础）、C30（梁、板）、C40（柱）纵向受力钢筋：HRB400级；箍筋：HPB300级钢筋4）抗震设防要求：设防基本烈度为7度，设计地震分组为第一组，设计基本地震加速度值为0.10g。5）结构体系：现浇钢筋混凝土框架结构。 浙江海洋大学（论文）6）施工：梁、板、柱均现浇。1．1．结构设计论述（1）框架梁纵向框架梁跨度为6m，尺寸为400mm×300mm；横向框架梁跨度为6m，尺寸为700mm×300mm；梁均采用C30混凝土，纵向受力钢筋为HRB400级钢筋；箍筋为HPB300级钢筋。（2）框架柱底层尺寸为550mm×550mm，其他层为500mm×500mm柱采用C40混凝土，受力钢筋为HRB400级钢筋；箍筋为HPB300级钢筋。本设计柱为大偏心受压柱，考虑强柱弱梁和强剪弱弯的要求，需要进行调幅。（3）楼板及屋面板楼板及屋面板均采用现浇C30混凝土。楼板次梁沿横向布置，有利于布置管线，增加房屋的净高。楼板为双向板。（4）墙外墙采用300mm承重空心砖，内墙采用240mm厚非承重空心砖，可以减轻结构自重，楼梯满足防火要求。（5）结点以及构造要求梁板柱相连处结点的钢筋搭接和锚固均满足要求，切结点满足抗震强结点弱构件等要求。第2章地震作用2．1．重力荷载代表值2．1．1．截面尺寸1.框架柱：根据轴压比估定柱截面尺寸： 浙江海洋大学（论文）≤0.9（三级框架）选定柱截面尺寸：底层bc×hc=550×550mm其他层bc×hc=500×500mm2.框架梁：主梁：hb=（1/8～1/12）L=500～750mm，取700mmbb=（1/2～1/3）h=200mm～350mm取300mm次梁：hb=（1/18～1/15）L=333～400mm，取400mm选定横向框架梁截面尺寸为bb×hb=300mm×400mm；纵梁截面尺寸选定为bb×hb=300mm×700mm。1．1．1．恒活荷载1.屋面：（1）恒载：改性沥青0.1kN/m220mm厚1﹕3水泥砂浆找平20×0.02=0.4kN/m280mm厚再生聚本乙烯保温板3.5×0.08=0.28kN/m2焦渣找坡最薄处30mm10×0.15=1.5kN/m2100mm厚钢筋混凝土板25×0.10=2.5kN/m220mm厚板下抹灰17×0.02=0.34kN/m2∑=5.12kN/m2（2）活载（不上人屋面）：0.50kN/m2雪载：0.85kN/m2∑=恒+0.5雪=5.545kN/m22.楼面：（1）恒载：30mm厚水磨石地面0.65kN/M2100mm厚钢筋混凝土板2.5kN/m220mm厚石灰砂浆抹灰0.34kN/m2 浙江海洋大学（论文）∑=3.49kN/m2（2）活载娱乐城3.0kN/m2楼梯3.5kN/m2∑=恒+0.5活=3.49+0.5×3.0=4.99kN/m2（=3.49+0.5×3.5=5.24kN/m2）1．1．1．重力荷载代表值1.简图及层数划分：如图：图3-1计算简图2.各层重力荷载代表值计算：六层上半层屋面：18×24×5.545=2395.44kN纵梁：20×6.0×0.3×0.35×25=315kN主梁：18×6.0×0.7×0.3×25=567kN 浙江海洋大学（论文）柱总：24×1.8×0.5×0.5×25=270kN女儿墙：(18+22.3)×2×0.7×0.24×18=243.73kN内墙190：0.5×[9×3.2×5+（25×3.2×2—9×0.9×2.1）+15×3.2×2]×0.19×18=827.26kN外墙370：[(30×3.2—9×2.4×2.1)+18×3.6]×0.5×2×0.24×18=467.6kN窗：（9×2.4×2.1）×0.5×0.35=7.938kN门：(0.9×2.1×9)×0.5×0.2=1.7kN∑=5095.67kN5095.67+0.5×5.545=5098.44kN下半层柱总：24×1.8×0.5×0.5×25=270kN内墙240：0.5×[9×3.2×5+（25×3.2×2—9×0.9×2.1）+15×3.2×2]×0.19×18=827.26kN外墙300：[(30×3.2—9×2.4×2.1)+18×3.6]×0.5×2×0.24×18=467.6kN窗：（9×2.4×2.1）×0.5×0.35=7.938kN门：(0.9×2.1×9)×0.5×0.2=1.7kN∑=1574.5kN1574.5+0.5×5.545=1576.77kN五层上半层楼面：18×30×5.24=2829.6kN纵梁：20×6.0×0.3×0.35×25=315kN主梁：18×6.0×0.7×0.3×25=567kN柱总：24×1.8×0.5×0.5×25=270kN内墙240：0.5×[9×3.2×5+（25×3.2×2—9×0.9×2.1）+15×3.2×2]×0.19×18=827.26kN外墙300：[(30×3.2—9×2.4×2.1)+18×3.6]×0.5×2×0.24×18=467.6kN窗：（9×2.4×2.1）×0.5×0.35=7.938kN门：(0.9×2.1×9)×0.5×0.2=1.7kN∑=5286.09kN5286.09+4.99×0.3=5287.59kN下半层 浙江海洋大学（论文）柱总：24×1.8×0.5×0.5×25=270kN内墙240：0.5×[9×3.2×5+（25×3.2×2—9×0.9×2.1）+15×3.2×2]×0.19×18=827.26kN外墙300：[(30×3.2—9×2.4×2.1)+18×3.6]×0.5×2×0.24×18=467.6kN窗：（9×2.4×2.1）×0.5×0.35=7.938kN门：(0.9×2.1×9)×0.5×0.2=1.7kN∑=1574.5kN1574.5+0.3×4.99=1576.00kN三～五层下半层1576.00kN三～五层上半层5287.59kN二层上半层楼面：18×30×5.24=2829.6kN纵梁：20×6.0×0.3×0.35×25=315kN主梁：18×6.0×0.7×0.3×25=567kN柱总：24×1.8×0.5×0.5×25=270kN内墙240：0.5×[8×3.2×5+（25×3.2×2—9×0.9×2.1）+15×3.2×2]×0.19×18=792.7kN外墙300：[(30×3.2—9×2.4×2.1)+18×3.6]×0.5×2×0.24×18=467.6kN窗：（9×2.4×2.1）×0.5×0.35=7.938kN门：(0.9×2.1×9)×0.5×0.2=1.7kN∑=5251.53kN5251.53+0.3×4.99=5253.03kN下半层柱总：24×1.8×0.5×0.5×25=270kN内墙240：0.5×[8×3.2×5+（25×3.2×2—9×0.9×2.1）+15×3.2×2]×0.19×18=792.7kN外墙300：[(30×3.2—9×2.4×2.1)+18×3.6]×0.5×2×0.24×18=467.6kN窗：（9×2.4×2.1）×0.5×0.35=7.938kN门：(0.9×2.1×9)×0.5×0.2=1.7kN∑=1428.09kN1428.09+0.3×4.99=1429.59kN 浙江海洋大学（论文）一层上半层楼面：18×30×5.24=2829.6kN纵梁：20×6.0×0.3×0.35×25=315kN主梁：18×6.0×0.7×0.3×25=567kN柱总：24×2.45×0.5×0.5×25=270kN内墙240：0.5×[8×3.2×4+（25×3.2×2—9×0.9×2.1）+15×3.2×2]×0.19×18=737.4kN外墙300：[(30×3.2—9×2.4×2.1)+18×3.6]×0.5×2×0.24×18=467.6kN窗：（7×2.4×2.1）×0.5×0.35=6.174kN门：(0.9×2.1×7)×0.5×0.2+(2.67×2+4.154×2.5)×0.4×0.5=4.068kN雨棚：0.1×1.5×6.824×25=25.59kN∑=5222.432kN5222.432+0.3×4.99=5223.82kN下半层柱总：24×2.45×0.5×0.5×25=270kN内墙240：0.5×[8×3.2×4+（25×3.2×2—9×0.9×2.1）+15×3.2×2]×0.19×18=737.4kN外墙300：[(30×3.2—9×2.4×2.1)+18×3.6]×0.5×2×0.24×18=467.6kN窗：（7×2.4×2.1）×0.5×0.35=6.174kN门：(0.9×2.1×7)×0.5×0.2+(2.67×2+4.154×2.5)×0.4×0.5=4.068kN∑=1485.242kN1485.242+0.3×4.99=1486.74kNG6=5098.44kNG5=1576.77+5287.59=6864.36kNG4=1576+5287.59=6863.59kNG3=1576+5287.59=6863.59kNG2=1576+5287.59=6863.59kNG1=1486.74+5223.82=6710.56kN∑A=3240m2 浙江海洋大学（论文）∑G/∑A=39064.734/3240=12.06kN/m21．1．框架变形与内力分析1．1．1．框架梁、柱刚度1.框架梁的线刚度：考虑楼板对梁刚度的有利影响，即板作为翼缘工作。梁均先按矩形截面计算惯性矩I0，然后乘以增大系数。中框架梁I=2.0I0边框架梁I=1.5I0梁采用C30混凝土，EC=3×104N/mm2横向框架：边跨梁300×700mm中跨梁300×350mm（1）中框架（2）边框架：中跨=边跨：Kb中=Kb边=6.431×104kNm2.框架柱的刚度：（1）框架柱的线刚度柱采用C40混凝土Ec=3.25×104N/，首层高度7m,2-6层3.6m，柱截面：底层550mm×550mm、2～6层500mm×500mmKc首）===5.508×104kNmKc（2-6）===4.702×104kNm（2）框架柱的侧移刚度一般层：=D=首层：=D= 浙江海洋大学（论文）表3－1侧移刚度计算楼层(m)(×104kNm)(×104kNm)(×104)(×104)2~6层中框架中柱(8根)3.634.34.7023.6470.6462.81356.26边柱(8根)3.617.154.7021.8240.4772.077边框架中柱(4根)3.625.7244.7022.7350.5782.517边柱(4根)3.612.8624.7021.3680.4061.768底层中框架中柱(8根)4.917.155.5083.1140.7071.94641.3边柱(8根)4.98.5755.5081.5570.5781.591边框架中柱(4根)4.912.8625.5082.3350.6541.8边柱(4根)4.96.4315.5081.1680.5271.451求∑D：∑D首/D2=41.3/56.26=0.73﹥0.7满足要求1．1．1．水平地震作用分析（底部剪力法）1.水平地震剪力计算：T1=0.22+0.035=0.22+0.035=0.52S场地Ⅱ类，Tg=0.35S,,T1﹥1.4Tg=0.49s=0.08×0.52+0.07=0.1116=0.056 浙江海洋大学（论文）=0.85×39064.734=33205.024kN0.056×33205.024=1859.48kN0.116×1859.48=215.7kN3-1>3-2H1=7mH2=7+3.6=10.6mH3=10.6+3.6=13.6mH4=13.6+3.6=17mH5=17+3.6=20.6mH6=20.6+3.6=24.2mkN表3－2水平地震作用下剪力计算质点（m）（kN）（kN）(kN)（kN）（kN）(kN)624.25095.671859.480.116215.781.87297.5733.53520.66860.59110.226407.796143.34176860.59110.226518.022253.07313.66860.59110.226628.248362.84210.66679.62107.318735.566469.71176707.67146.685882.251577.032.层间位移和顶点位移表3－3水平地震作用下的层间位移和顶点位移计算层Vi(kN)Hi(m)ΣDi(kN/m)Δuei=Vi/ΣDi(M)Δuei/hi6297.573.65626000.000530.0001475407.7963.65626000.000720.0002004518.0223.65626000.000920.0002563628.2483.65626000.001120.0003112735.5663.65626000.001310.0008691882.25174130000.001570.000320 浙江海洋大学（论文）﹤满足规范规定的弹性位移要求。图3-2楼层剪力分布图1．1．1．水平地震作用下框架内力分析（D值法）1.水平地震作用下框架柱剪力和柱弯矩计算3-3 浙江海洋大学（论文）表3－4边柱反弯点高度的确定层h(m)y0y1y2y3y63.61.8240.4680.0000.0000.0000.46853.61.8240.5030.0000.0000.0000.51843.61.8240.4500.0000.0000.0000.45033.61.8240.5420.0000.0000.0000.56823.61.8240.5000.0000.0000.0000.50014.91.5570.7130.0000.0000.0000.491表3－5中柱反弯点高度的确定层h(m)y0y1y2y3y63.60.3650.1650.0000.0000.0000.16553.60.3650.2630.0000.0000.0000.26343.60.3650.3500.0000.0000.0000.35033.60.3650.4080.0000.0000.0000.40823.60.3650.5440.0000.0000.0000.54414.90.3110.8490.0000.0000.0000.849 浙江海洋大学（论文）表3－6水平地震作用下边柱的剪力和弯矩层H(m)∑Di(KN/m)D(KN/m)D/∑DiVi(KN)Vik(KN)M下(KNm)M上(KNm)63.6562600207700.037297.5711.0100.46818.55021.08753.6562600207700.037407.79615.0880.50327.32126.99543.6562600207700.037518.02219.1670.45031.05137.95133.6562600207700.037628.24823.2450.54245.35638.32723.6562600207700.037735.56627.2160.50048.98948.98914.9413000159100.039882.25134.4080.713120.21148.388表3－7水平地震作用下中柱的剪力和弯矩层H(m)∑DiD(kN/m)D/∑DiVI(kN)Vik(kN)M下（kNm）M上(kNm)63.6562600281300.050297.5714.8790.46825.06828.49653.6562600281300.050407.79620.3900.50336.92236.48243.6562600281300.050518.02225.9010.45041.96051.28433.6562600281300.050628.24831.4120.54261.29151.79223.6562600281300.050735.56636.7780.50066.20066.20014.9413000194600.047882.25141.4660.713144.87058.314注：（1）;（2）;（3）2.水平地震作用下梁端弯矩、剪力和柱轴力标准值计算：1）水平地震作用下框架梁的弯矩和剪力计算µB1=KB1/(KB1+KB2)3-4MB1=(MC+MC)×µB13-5 浙江海洋大学（论文）µB2=KB2/(KB1+KB2)3-6MB2=(MC+MC)×µB23-7表3－8水平地震作用下的梁端弯矩层A轴B轴MC上MC下µB1MABMC上MC下µB1µB2MBAMBC621.08718.550121.08728.49625.0680.580.4216.52811.968526.99527.321145.54536.48236.9220.580.4221.16015.322437.95131.051165.27251.28441.9600.580.4229.74521.539338.32745.356169.37851.79261.2910.580.4230.03921.753248.98948.989194.34566.20066.2000.580.4238.39627.804148.388120.211197.37758.314144.870.580.4233.82224.4923-8表3－9水平地震作用下的梁端剪力和柱轴力标准值层AB跨梁端剪力BC跨梁端剪力柱轴力L(m)L(m)边柱（kN）中柱(kN)6621.08716.5286.269611.96811.9683.9896.2693.9895645.54521.16011.117615.32215.3225.10717.3869.0964665.27229.74515.836621.53921.5397.17933.22216.2753669.37830.03916.569621.75321.7537.25149.79123.5262694.34538.39622.790627.80427.8049.26872.58132.7941697.37733.82221.866624.49224.4928.16494.447127.2413.水平地震作用下的框架内力图： 浙江海洋大学（论文）图3-3水平地震作用下框架内力图 浙江海洋大学（论文）第1章风荷载作用1．1．风荷载1．1．1．自然情况：基本风压W0=0.85kN/m2，地面粗糙程度A类。1．1．2．风荷载计算：注：风振系数βZ=1.0FWki=Wki×A4-1表4－1水平风荷载作用下的剪力层βμsμzWoWkiFwki（kN）Vi（kN）6110.680.850.57837.45437.4545110.650.850.552535.80273.2564110.650.850.552535.802109.0583110.650.850.552535.802144.862110.650.850.552535.802180.6621110.650.850.552535.802216.464图4-1楼层剪力分布图1．1．3．风荷载作用下框架内力分析（D值法）：1.框架柱剪力和柱弯矩计算 浙江海洋大学（论文）反弯点高度修正：4-2柱端弯矩剪力表4－2风荷载作用下边柱的剪力和弯矩层H（m）∑DiDD/∑DiVi（kN）Vik（kN）yM下（kN）M上（kN）63.681300207700.25537.4549.5500.46816.08918.29053.681300207700.25573.25618.6800.50333.82533.42243.681300207700.255109.05827.8090.45045.05055.06133.681300207700.255144.8636.9390.54272.07560.90523.681300207700.255180.66246.0680.50082.92282.92214.959320159100.268216.46458.0120.713202.67681.582表4－3风荷载作用下中柱的剪力和弯矩层H（m）∑DiDD/∑DiVi（kN）Vik（kN）yM下（kNm）M上（kNm）63.681300281300.34637.45412.9590.46821.83324.81953.681300281300.34673.25625.3460.50345.89645.34943.681300281300.346109.05837.7340.45061.12974.71333.681300281300.346144.8650.1210.54297.79682.63923.681300281300.346180.66262.5090.500112.516112.51614.959320194600.328216.46471.0000.713248.05299.8472.梁端弯矩计算：根据节点平衡由柱端弯矩求得梁轴线处弯矩µB1=KB1/(KB1+KB2)MB1=(MC上+MC下)×µB1µB2=KB2/(KB1+KB2)MB2=(MC上+MC下)×µB2表4－4风荷载作用下梁端弯矩层A轴B轴 浙江海洋大学（论文）MC上kNmMC下kNmµB1MAB(kNm)MC下kNmMC上kNmµB1µB2MBAkNmMBCkNm618.29016.089118.2921.83324.8190.580.4214.3957.427533.42233.825149.51145.89645.3490.580.4238.96528.217455.06145.050188.88661.12974.7130.580.4269.95350.656360.90572.0751105.95597.79682.6390.580.4283.38560.383282.92282.9221154.997112.52112.510.580.42121.98088.332181.582202.671164.504248.0599.8470.580.42123.17089.1933．梁端剪力和柱轴力标准值：表4－5风荷载作用下梁端剪力和轴力标准值层AB跨梁端剪力BC跨梁端剪力柱轴力L(m)L(m)边柱（kN）中柱(kN)6618.2914.3955.44767.4277.4272.4755.4472.4755649.51138.96514.746628.21728.2179.40520.19311.884688.88669.95326.473650.65650.65616.88546.66628.76536105.9583.38531.556660.38360.38320.12778.22248.89226154.99121.9846.162688.33288.33229.444124.3878.33616164.50123.1747.945689.19389.19329.731172.32108.064.风荷载作用下框架内力图： 浙江海洋大学（论文）图3-2风荷载作用下框架内力图第1章竖向荷载作用内力分析(弯矩二次分配法） 浙江海洋大学（论文）弯矩二次分配法是一种近似计算方法，即将各节点的不平衡弯矩同时作分配和传递，并以两次分配为限。1．1．竖向荷载1．1．1．永久荷载计算1.屋面梁上线荷载标准值：ⅰ梁重：边跨梁0.3×0.02×17=0.102kN/m+0.3×0.6×25=4.5kN/m+（0.7-0.10）×2×0.02×17=0.408kN/m=5.01kN/m中跨梁0.3×0.02×17=0.102kN/m+0.3×0.25×25=1.875kN/m+（0.35-0.10）×2×0.02×17=0.17kN/m=1.994kN/mⅱ屋面板荷载：屋面板边跨为6×6m，属于双向板，为梯形荷载：折减系数：α=3/6=0.51-2×α2+α3=0.625边跨为6×6m，属于双向板，为三角形荷载：折减系数：5/8=0.625∴屋面梁上线荷载标准值为：边跨：g1=（5.12+0.2）×6×0.625+5.01=24.96kN/m中跨：g2=（5.12+0.2）×6×0.625+1.994=21.944kN/m2.楼面梁上线荷载标准值：（吊顶0.2kN/m2）边跨：g3=（3.49+0.2）×6×0.625+5.01+(6-0.65)×18× 浙江海洋大学（论文）0.24=36.9495kN/m中跨：g4=（3.49+0.2）×6×0.625+1.994=15.8315kN/m（三角形荷载）1．1．1．活荷载计算（1）屋面边跨q1=0.5×6×0.625=1.857kN/m中跨q2=0.5×6×0.625=1.857kN/m（2）楼面边跨q3=2.0×6×0.625=7.5kN/m中跨q4=2.5×6×0.625=7.5kN/m1．2．竖向荷载作用下框架内力计算1．2．1．竖向荷载作用下框架计算简图1．2．2．梁固端弯矩1）恒载：边跨：kNmkNm中跨：kNmkNm2）活载：边跨：kNmkNm中跨：kNmkNm 浙江海洋大学（论文）图5-1竖向荷载作用下框架计算简图1．1．1．内力分配系数计算：1）转动刚度S及相对转动刚度计算表5－1转动刚度及相对转动刚度构件名称转动刚度S（KNm）相对转动刚度框架梁边跨1.824中跨1.368框架柱2—6层1 浙江海洋大学（论文）1层1.0762）分配系数计算：5-1各杆件分配系数见下表：表5－2杆件分配系数位置层节点编号()()边节点六7(28)1.824+1=2.824—0.646—0.354五6(27)1.824+1+1=3.824—0.480.2620.262四5(26)1.824+1+1=3.824—0.480.2620.262三4(25)1.824+1+1=3.824—0.480.2620.262二3(24)1.824+1+1=3.824—0.480.2620.262一2(23）1.824+1+1.076=3.9—0.4680.2560.256中间节点六15(22）1.824+1.368+1=4.1920.4350.326—0.238五14(21)1.824+1.368+1×2=5.1920.3510.2630.1930.193四13(20)1.824+1.368+1×2=5.1920.3510.2630.1930.193三12(19)1.824+1.368+1×2=5.1920.3510.2630.1930.193二11(18)1.824+1.368+1×2=5.1920.3510.2630.1930.193一10(17)1.824+1.368+1+1.076=5.2680.3460.2600.1900.1901．1．1．竖向荷载作用下框架内力计算1.恒载作用下弯矩二次分配 浙江海洋大学（论文）2.活载作用下弯矩二次分配 浙江海洋大学（论文）恒载作用下弯矩图图5-2恒载作用下弯矩图 浙江海洋大学（论文）活载作用下弯矩图图5-3活载作用下弯矩图 浙江海洋大学（论文）3.竖向荷载作用下框架梁的弯距和剪力计算：1)恒载作用下的弯距：表5－3恒载作用下的弯距层AB跨BC跨左端中间右端-左端=右端中间MM’MM’’MM’’MM’MM’’6-28.96-24.61670.10084.12087.97074.77576.06064.651-70.100-84.120045-33.38-40.83469.42183.305173.9149.74222.22014.629-69.421-83.3054-33.38-40.83469.42183.305173.9149.74222.22014.629-69.421-83.3053-33.38-40.83469.42183.305173.9149.74222.22014.629-69.421-83.3052-33.38-40.83469.42183.305173.9149.74222.22014.629-69.421-83.3051-33.38-40.83469.42183.305173.9149.74222.22014.629-69.421-83.305注:1、M’=0.85(1.2)M为调幅后的弯距。2、弯矩符号逆时针为正2）活载作用下的弯距：表5－4活载作用下的弯距层AB跨BC跨左端中间右端左端=右端中间MM’MM’MM’MM’MM’6-2.085-1.7724.1985.0386.6805.6785.5844.746-4.198-5.0385-12.191-10.36218.76622.51926.15722.23324.01920.416-18.766-22.5194-12.191-10.36218.76622.51926.15722.23324.01920.416-18.766-22.5193-12.191-10.36218.76622.51926.15722.23324.01920.416-18.766-22.5192-12.191-10.36218.76622.51926.15722.23324.01920.416-18.766-22.5191-12.191-10.36218.76622.51926.15722.23324.01920.416-18.766-22.519注:1、M’=0.85(1.2)M为调幅后的弯距。2、弯矩符号逆时针为正均布荷载下: 浙江海洋大学（论文）2）载作用下梁端剪力:表5－5恒载作用下梁端剪力位置层g(KN/m)L(m)∑M(KNm)(kN)(kN)ＡＢ跨624.96659.01139.925159.595133.685153.355536.9506140.53198.278245.122189.041235.885436.9506140.53198.278245.122189.041235.885336.9506140.53198.278245.122189.041235.885236.9506140.53198.278245.122189.041235.885136.9506140.53198.278245.122188.117234.961ＢＣ跨621.9446098.74898.74893.26293.262515.8326047.49647.49643.53843.538415.8326047.49647.49643.53843.538315.8326047.49647.49643.53843.538215.8326047.49647.49643.53843.538115.8326047.49647.49643.14243.142 浙江海洋大学（论文）4）活载梁端剪力表5－6活载梁端剪力ＡＢ跨层g(kN/m)L(m)∑M(kNm)(kN)(kN)61.85764.5954.8056.3374.3415.87357.5613.96620.17224.82818.29722.95347.5613.96620.17224.82818.29722.95337.5613.96620.17224.82818.29722.95327.5613.96620.17224.82818.29722.95317.5613.96620.17224.82818.11022.766ＢＣ跨61.857604.924.924.4565.75857.56020.52220.52218.64722.47947.56020.52220.52218.64722.47937.56020.52220.52218.64722.47927.56020.52220.52218.64722.47917.56020.52220.52218.46022.417 浙江海洋大学（论文）4.柱轴力和剪力：1)恒载作用下的柱轴力剪力：表5－7恒载作用下边柱产生的轴力和剪力层截面横梁剪力（kN）纵向荷载（kN）柱重（kN）（kN）边柱轴力（kN）边柱剪力（kN）61—1139.925145.7224.3824.3869.3924.712—2267.4575.6453—3198.278213.3424.38244.95279.6423.654—4267.45290.8345—5198.278213.3424.38336.7596.326.66—6359.2620.1537—7198.278213.3424.38336.571019.3825.138—8359.071060.1629—9198.278213.3424.38336.581549.2429.5610—10359.081611.21111—11198.278213.3437.06336.382184.419.2412—12373.442271.79说明：a.假定外纵墙受力荷载完全由纵梁承受。b.为本层荷载产生的轴力。c.柱重：首层：0.552×4.9×25=37.06kN其他层：0.502×3.9×25=24.38kNd.纵向荷载六层[0.3+(0.7-0.1)×2]×0.02×17+0.3×0.6×25=5.01kN/m（0.3+0.35×2）×0.02×17+0.3×0.35×25＝2.965kN/m①5.01×6=30.06kN②5.32×3.6×0.625×6/2＝35.91kN③(5.32×3.6×0.871+2.965)×6×0.5=58.94kN④6×0.9×(0.12×25+0.4×2)+0.12×6×0.4=20.81kN∑=145.72kN 浙江海洋大学（论文）一至五层①5.01×6=30.06kN②3.69×3.6×0.625×6/2＝24.91kN③[(3.69×3.6×0.871+2.965)×6+(3.6-0.6)×6×(0.18×14+0.68)]×0.5=72.41kN④(3.6-0.7)×6×(0.3×14+0.4+0.34)=85.96kN∑=213.34kN表5－8恒载作用下中柱产生的轴力和剪力层截面横梁剪力（kN）横梁剪力（kN）纵向荷载（kN）柱重（kN）（kN）中柱轴力（kN）中柱剪力（kN）61—198.74898.748207.324.38275.65136.472.632—2298.15141.9353—347.49647.496282.2324.38275.65331.340.634—4298.15344.6045—547.49647.496282.2324.38361.53623.090.956—6384.03648.0137—747.49647.496282.2324.38361.661011.720.798—8384.161052.1929—947.49647.496282.2324.38361.641497.071.1110—10384.141556.95111—1147.49647.496282.2337.06361.842079.770.4512—12398.92162.96.纵向荷载：α=1.05/3.6=0.292　　1-2×α2+α3=0.855六层①5.01×6=30.06kN②5.32×3.6×0.625×6/2+5.32×6/2×0.855×6=49.56kN③(5.32×3.6×0.871+2.965)×6×0.5+(5.32×6×0.625+2.965)×6×0.5=127.68kN∑=207.3kN 浙江海洋大学（论文）一至四层①5.01×6=30.06kN②3.69×3.6×0.625×6/2+3.69×6/2×0.855×6＝81.7kN③[(3.69×3.6×0.871+2.965)×6+(3.6-0.6)×6×(0.18×14+0.68)+(3.69×6×0.625+2.965)×6×0.5]×0.5=99.13kN④(3.6-0.7)×6×(0.24×14+0.4+0.34)=71.34kN∑=282.23kN2)活载作用下的柱轴力：表5－9活载作用下柱的轴力和剪力层截面（kN）纵向荷载（kN）A柱轴力(kN)A柱剪力(kN)(kN)(kN)纵向荷载(kN)B柱轴力（kN）B柱剪力(kN)61—14.8058.085.211.866.3374.9216.411.556.042—253—320.17232.3147.894.824.82820.52273.91103.80.34—445—520.17232.31112.175.424.82820.52273.91242.030.456—637—720.17232.31198.055.124.82820.52273.91426.160.3758—829—920.17232.31305.6624.82820.52273.91656.110.5310—10111—1120.17232.31434.531.824.82820.52273.91932.190.2312—12 浙江海洋大学（论文）纵向荷载a.六层0.5×1.8×0.625×6+0.5×3.6×0.871×6×0.5=8.08kN一至五层2.0×1.8×0.625×6+2.0×3.6×0.871×6×0.5=32.31kNb.六层（0.5×1.8×0.625＋0.5×1.05×0.855）×6＋0.5×3.6×0.871×6×0.5＋0.5×6×0.625×6×0.5＝16.4kN一至五层（2.0×1.8×0.625＋2.5×1.05×0.855）×6＋2.0×3.6×0.871×6×0.5＋2.5×6×0.625×6×0.5＝73.91kN5.内力调幅：1）梁端弯距调幅由于钢筋混凝土结构有塑性内力重分布性质，因此在重力荷载作用下对梁端弯矩进行调幅。表5－10梁左端弯矩调幅位置层数梁左端MGK(kN)M"GK(kN)MQK(kN)M"QK(kN)M1(kN)MGB(kN)边跨6-28.96-23.168-2.085-1.668-30.0025-24.0025-33.38-26.704-12.191-9.7528-39.4755-31.58044-33.38-26.704-12.191-9.7528-39.4755-31.58043-33.38-26.704-12.191-9.7528-39.4755-31.58042-33.38-26.704-12.191-9.7528-39.4755-31.58041-33.38-26.704-12.191-9.7528-39.4755-31.5804中跨676.06060.8485.5844.467278.85263.0816522.22017.77624.01919.215234.229527.3836422.22017.77624.01919.215234.229527.3836322.22017.77624.01919.215234.229527.3836222.22017.77624.01919.215234.229527.3836122.22017.77624.01919.215234.229527.3836 浙江海洋大学（论文）表5－11梁跨中弯矩调幅位置层数梁跨中MGK(kN)M"GK(kN)MQK(kN)M"QK(kN)M2(kN)MGE(kN)边跨670.10076.0014.1984.657572.19978.32975569.42183.47418.76620.162678.80493.5553469.42183.47418.76620.162678.80493.5553369.42183.47418.76620.162678.80493.5553269.42183.47418.76620.162678.80493.5553169.42183.47418.76620.162678.80493.5553中跨6-70.100-54.8885.5846.7008-67.308-51.53765-69.421-64.97724.01928.8228-57.4115-50.56564-69.421-64.97724.01928.8228-57.4115-50.56563-69.421-64.97724.01928.8228-57.4115-50.56562-69.421-64.97724.01928.8228-57.4115-50.56561-69.421-64.97724.01928.8228-57.4115-50.5656 浙江海洋大学（论文）表5－12梁右端弯矩调幅位置层数梁右端MGK(kN)M"GK(kN)MQK(kN)M"QK(kN)M3(kN)MGE(kN)边跨687.97070.3766.6805.34491.3173.0485173.91139.12826.15720.9256186.9885149.59084173.91139.12826.15720.9256186.9885149.59083173.91139.12826.15720.9256186.9885149.59082173.91139.12826.15720.9256186.9885149.59081173.91139.12826.15720.9256186.9885149.5908中跨676.06060.8485.5844.467278.85263.0816522.22017.77624.01919.215234.229527.3836422.22017.77624.01919.215234.229527.3836322.22017.77624.01919.215234.229527.3836222.22017.77624.01919.215234.229527.3836122.22017.77624.01919.215234.229527.3836注：①；②③；； 浙江海洋大学（论文）1．1．1．控制截面(1)控制截面：梁：梁端及跨中柱：上下柱端截面(2)梁柱边缘处M`V`的计算（重力荷载和地震荷载作用下）表5－13竖向荷载作用下梁左端控制截面处剪力位置层gqb梁左端VGK(kN)V"GK(kN)VQK(kN)V"QK(kN)V"(kN)MGE(kN)M"GE(kN)边跨621.2821.5680.5159.595134.6054.8054.413136.811-24.002-25.105521.2821.5680.5245.122192.95820.17219.780202.848-31.580-36.525425.6116.2710.5245.122191.87520.17218.604201.177-31.580-36.231325.6116.2710.5245.122191.87520.17218.604201.177-31.580-36.231225.6116.2710.5245.122191.87520.17218.604201.177-31.580-36.231125.6116.2710.55245.122191.23520.17218.447200.459-31.580-36.653中跨69.5390.6560.598.74896.3634.9204.75698.74163.08261.89359.5390.6560.547.49642.17620.52220.13052.24127.38422.35147.3993.2810.547.49645.64620.52219.70255.49727.38422.45837.3993.2810.547.49645.64620.52219.70255.49727.38422.45827.3993.2810.547.49645.64620.52219.70255.49727.38422.45817.3993.2810.5547.49645.46120.52219.62055.27127.38421.988 浙江海洋大学（论文）表5－14竖向荷载作用下梁右端控制截面处剪力位置层gqb梁右端VGK(kN)V"GK(kN)VQK(kN)V"QK(kN)V"(kN)MGE(kN)M"GE(kN)边跨624.961.8570.5159.595154.2746.3375.945157.24773.04871.561536.957.50.5245.122239.80124.82824.436252.019149.590143.481436.957.50.5245.122238.71924.82823.260250.349149.59143.775336.957.50.5245.122238.71924.82823.260250.349149.590143.775236.957.50.5245.122238.71924.82823.260250.349149.590143.775136.957.50.55245.122238.07824.82823.103249.630149.590143.237中跨621.941.8570.598.74896.36324.924.75698.74163.08161.892515.837.50.547.49642.17520.52220.1352.24027.38322.351415.837.50.547.49645.64620.52219.70155.49727.38322.458315.837.50.547.49645.64620.52219.70155.49727.38322.458215.837.50.547.49645.64620.52219.70155.49727.38322.458115.837.50.5547.49645.46220.52219.61955.27127.38321.988注：①②； 浙江海洋大学（论文）表5－15竖向荷载作用下梁左端控制截面处弯矩位置层b梁左端M"GK(kN)V"GK(kN)M"GK(kN)M"QK(kN)V"QK(kN)M"QK(kN)V"(kN)MGE(kN)M"GE(kN)边跨60.5-24.616133.68536.436-1.7724.341-2.857136.811-24.002-58.20550.5-40.834189.041-88.094-10.36218.297-14.936202.848-31.580-82.29240.5-40.834189.041-88.094-10.36218.297-14.936201.177-31.580-81.87530.5-40.834189.041-88.094-10.36218.297-14.936201.177-31.580-81.87520.5-40.834189.041-88.094-10.36218.297-14.936201.177-31.580-81.87510.55-40.834188.117-92.566-10.36218.110-15.342200.459-31.580-86.707中跨60.564.65193.26241.3364.7464.4563.63298.74163.08238.39650.514.62943.5383.74520.41618.64715.75452.24127.38414.32340.514.62943.5383.74520.41618.64715.75455.49727.38413.50930.514.62943.5383.74520.41618.64715.75455.49727.38413.50920.514.62943.5383.74520.41618.64715.75455.49727.38413.50910.5514.62943.1422.76520.41618.46015.34055.27127.38412.184 浙江海洋大学（论文）表5－16竖向荷载作用下梁右端控制截面处弯矩位置层b梁右端M"GK(kN)V"GK(kN)M"GK(kN)M"QK(kN)V"QK(kN)M"QK(kN)V"(kN)MGE(kN)M"GE(kN)边跨60.574.775153.35536.4365.6785.8734.210157.24773.04833.73650.549.742235.885-9.22922.23322.95316.495252.019149.59186.58640.549.742235.885-9.22922.23322.95316.495250.349149.59187.00430.549.742235.885-9.22922.23322.95316.495250.349149.59187.00420.549.742235.885-9.22922.23322.95316.495250.349149.59187.00410.5549.742234.961-14.87222.23322.76615.972249.630149.59180.943中跨60.564.65193.26241.3364.7464.4563.63298.74163.08238.39650.514.62943.5383.74520.41618.64715.75452.24127.38414.32340.514.62943.5383.74520.41618.64715.75455.49727.38413.50930.514.62943.5383.74520.41618.64715.75455.49727.38413.50920.514.62943.5383.74520.41618.64715.75455.49727.38413.50910.5514.62943.1422.76520.41618.46015.34055.27127.38412.184注：① 浙江海洋大学（论文）表5-17水平地震作用下梁控制截面处的内力位置层Vb梁左端梁右端梁跨中MEK(kN)M"EK(kN)MEK(kN)M"EK(kN)MEK(kN)边跨66.2690.521.08719.52016.52814.9612.280511.1170.545.54542.76621.16018.38112.193415.8360.565.27261.31329.74525.78617.764316.5690.569.37865.23630.03925.89719.670222.790.594.34588.64838.39632.69927.975121.8660.5597.37791.36433.82227.80931.778中跨63.9890.511.96810.97111.96810.9710.00055.1070.515.32214.04515.32214.0450.00047.1790.521.53919.74421.53919.7440.00037.2510.521.75319.94021.75319.9400.00029.2680.527.80425.48727.80425.4870.00018.1640.5524.49222.24724.49222.2470.000 浙江海洋大学（论文）表5－18风荷载作用下梁控制截面处的内力位置层Vb梁左端梁右端梁跨中MEK(kN)M"EK(kN)MEK(kN)M"EK(kN)MEK(kN)边跨65.4470.518.2916.92814.39513.0331.948514.7460.549.51145.82538.96535.2795.273426.4730.588.88682.26869.95363.3359.467331.5560.5105.95598.06683.38575.49611.285246.1620.5154.997143.457121.980110.44016.509147.9450.55164.504151.319123.170109.98520.667中跨62.4750.57.4276.8087.4276.8080.00059.4050.528.21725.86628.21725.8660.000416.8850.550.65646.43550.65646.4350.000320.1270.560.38355.35160.38355.3510.000229.4440.588.33280.97188.33280.9710.000129.7310.5589.19381.01789.19381.0170.000 浙江海洋大学（论文）第1章内力组合1、梁端负弯矩组合公式：1).2).3).4).2、梁端正弯矩组合公式：5)3、梁跨中正弯矩组合公式:6)7).8)9).4、梁端剪力组合公式:10).11)12).13）.2、框架柱的内力采取以下组合方式：考虑地震作用时：①1.3×地+1.2×(恒+0.5×活)不考虑地震作用时：②1.35×恒+0.7×1.4×活+0.6×1.4×风③1.2×恒+1.4×活.④1.2恒+1.4×0.9（风+活）. 浙江海洋大学（论文）1．1．框架梁内力组合表6－1六层边跨梁内力组合位置楼层内力及组合梁左端梁跨中梁右端MK(kN)VK(kN)MK(kN)VK(kN)MK(kN)VK(kN)边跨梁6永久荷载-36.436133.68544.928-9.83536.436-153.355可变荷载-2.8574.3413.343-0.7664.210-5.873重力荷载代表值-58.205136.81123.912-31.88233.736-73.048地震作用左来19.52-6.2692.280-6.26914.961-6.269右来-19.526.29-2.2806.29-14.9616.29风荷载左来16.928-5.447-1.984-5.447-13.033-5.447右来-16.9285.4471.9845.44713.0335.447-MMAX(梁端)1）-39.723166.49949.617-192.2482）-60.608180.15342.367-217.3603）-12.475128.40320.100-134.5304）-61.453159.02832.606-198.289+MMAX(梁端)5）45.28895.779-43.493-123.331+MMAX(跨中)6）44.163-15.3087）58.594-12.8748）62.262-18.6039）55.626-19.630VMAX(梁端)10）-57.277131.64555.844-166.34511）-39.723166.49949.617-192.24812）-60.608180.15342.367-217.36013）-61.453159.02832.606-198.289 浙江海洋大学（论文）表6－2五层边跨梁内力组合位置楼层内力及组合梁左端梁跨中梁右端MK(kN)VK(kN)MK(kN)VK(kN)MK(kN)VK(kN)边跨梁5永久荷载-88.0944189.04159.12-23.4229.229-235.885可变荷载-14.93618.29712-2.32816.495-22.953重力荷载代表值-82.292202.84853.265-24.58686.586-252.019地震作用左来42.766-11.11712.193-11.11718.381-11.117右来-42.76611.117-12.19311.117-18.38111.117风荷载左来45.825-14.7465.273-14.74635.279-14.746右来-5.23514.746-5.27314.746-35.27914.746-MMAX(梁端)1）-126.624252.46534.168-315.1962）-95.072260.75058.259-353.3253）-127.703189.21052.193-211.7864）-66.793231.32376.310-330.563+MMAX(梁端)5）-29.975137.80331.029-196.360+MMAX(跨中)6）70.496-32.9667）87.744-31.3668）96.001-46.2889）92.708-49.620VMAX(梁端)10）-50.217189.86938.137-264.59311）-126.624252.46534.168-315.19612）-95.072260.75058.259-353.32513）-66.793231.32376.310-330.563 浙江海洋大学（论文）表6－3四层边跨梁内力组合位置楼层内力及组合梁左端梁跨中梁右端MK(kN)VK(kN)MK(kN)VK(kN)MK(kN)VK(kN)边跨梁4永久荷载-88.094189.04160.598-23.4229.299-235.885可变荷载-14.93618.29712.3-2.32816.495-22.953重力荷载代表值-81.875201.17754.452-24.58687.004-250.349地震作用左来61.313-15.83617.764-15.83687.047-15.836右来-61.31315.836-17.76415.836-87.04715.836风荷载左来82.268-26.4739.467-26.47363.335-26.473右来-13.05326.473-9.46726.473-63.33526.473-MMAX(梁端)1）-126.623252.46534.252-315.1962）-64.459250.89981.920-363.1763）-145.786193.81169.079-207.1854）-20.874216.547111.745-345.339+MMAX(梁端)5）-11.891133.20298.031-200.961+MMAX(跨中)6）77.393-37.5687）89.938-31.3668）101.814-56.1389）100.144-64.396VMAX(梁端)10）-29.722184.655114.084-269.80811）-126.623252.46534.252-315.19612）-64.459250.89981.920-363.17613）-20.874216.547111.745-345.339 浙江海洋大学（论文）表6－4三层边跨梁内力组合位置楼层内力及组合梁左端梁跨中梁右端MK(kN)VK(kN)MK(kN)VK(kN)MK(kN)VK(kN)边跨梁3永久荷载-88.094189.04160.589-23.4229.299-235.885可变荷载-14.93618.29712.3-2.32816.495-22.953重力荷载代表值-81.875201.17754.452-24.58687.004-250.349地震作用左来56.236-16.56919.670-16.56925.897-16.569右来-157.46216.569-19.67016.569-25.89716.569风荷载左来98.066-31.55611.285-31.55675.496-31.556右来-98.06631.556-11.28531.556-75.49631.556-MMAX(梁端)1）-126.623252.46534.252-315.1962）-51.189246.62992.135-367.4463）-239.531194.525-9.458-206.4714）-0.969210.143127.067-351.743+MMAX(梁端)5）-16.841132.48738.409-201.676+MMAX(跨中)6）79.243-38.2827）89.927-31.3668）103.329-60.4089）102.424-70.800VMAX(梁端)10）-35.332183.8446.514-270.61711）-126.623252.46534.252-315.19612）-51.189246.62992.135-367.44613）-0.969210.143127.067-351.743 浙江海洋大学（论文）位置楼层内力及组合梁左端梁跨中梁右端MK(kN)VK(kN)MK(kN)VK(kN)MK(kN)VK(kN)边跨梁2永久荷载-88.094189.04159.859-23.4229.299-235.885可变荷载-14.93618.29712.15-2.32816.495-22.953重力荷载代表值-81.875201.17754.004-24.58687.004-250.349地震作用左来88.648-27.97527.975-27.97532.699-27.975右来-88.64827.975-27.97527.975-32.69927.975风荷载左来143.45716.50911.28516.50975.49616.509右来-143.457-16.509-11.285-16.509-75.496-16.509-MMAX(梁端)1）-126.623252.46534.252-315.1962）-13.060287.00492.135-327.0713）-172.438205.646-16.090-195.3504）-56.224270.705127.067-291.181+MMAX(梁端)5）-14.760121.36745.041-212.797+MMAX(跨中)6）86.616-49.4037）88.841-31.3668）102.196-20.0349）101.359-10.238VMAX(梁端)10）-0.483171.24154.030-283.22111）-126.623252.46534.252-315.19612）-13.060287.00492.135-327.07113）-56.224270.705127.067-291.181表6－5二层边跨梁内力组合 浙江海洋大学（论文）表6－6一层边跨梁内力组合位置楼层内力及组合梁左端梁跨中梁右端MK(kN)VK(kN)MK(kN)VK(kN)MK(kN)VK(kN)边跨梁1永久荷载-92.566188.11762.446-23.42214.872-234.961可变荷载-15.34218.11012.675-2.32815.972-22.766重力荷载代表值-86.707200.45956.210-24.94580.943-250.349地震作用左来91.364-21.86627.809-21.86631.778-21.866右来-91.36421.866-27.80921.866-31.77821.866风荷载左来151.31947.94520.66747.945109.98547.945右来-151.319-47.945-20.667-47.945-109.985-47.945-MMAX(梁端)1）-132.558251.09440.207-313.8262）-12.891311.980128.117-299.2343）-179.293198.774-10.411-200.3904）60.252308.970176.552-250.228+MMAX(梁端)5）13.902126.56048.127-206.077+MMAX(跨中)6）89.019-43.4477）92.680-31.3668）114.0846.3739）116.94629.371VMAX(梁端)10）-1.285176.95458.430-275.43311）-132.558251.09440.207-313.82612）-12.891311.980128.117-299.23413）60.252308.970176.552-250.228 浙江海洋大学（论文）位置楼层内力及组合梁左(右)端梁跨中MK(kN)VK(kN)MK(kN)VK(kN)中跨梁6永久荷载-41.33693.262-31.1550.000可变荷载-3.6324.456-2.6370.000重力荷载代表值-38.39698.741-7.840.000地震作用左来10.971-3.9890.000-3.989右来-10.9713.9890.0003.989风荷载左来6.808-2.4750.000-2.475右来-6.8082.4750.0002.475-MMAX(梁端)1）-54.688118.1532）-53.644128.1923）-49.53489.8304）-45.601114.410+MMAX(梁端)5）-21.66767.728+MMAX(跨中)6）-29.226-3.8897）-41.0780.0008）-44.644-2.0799）-40.709-3.119VMAX(梁端)10）-31.89292.99211）-54.688118.15312）-53.644128.19213）-45.601114.410表6－7六层中跨梁内力组合位置内力及组合梁左(右)端梁跨中 浙江海洋大学（论文）楼层MK(kN)VK(kN)MK(kN)VK(kN)中跨梁5永久荷载-3.47543.538-23.7450.000可变荷载-15.74518.647-11.250.000重力荷载代表值-14.32352.241-12.8610.000地震作用左来14.045-5.1070.000-5.107右来-14.0455.1070.0005.107风荷载左来25.866-9.4050.000-9.405右来-25.8669.4050.0009.405-MMAX(梁端)1）-26.21378.3512）1.60669.1503）-23.90752.5554）8.58263.891+MMAX(梁端)5）5.18334.667+MMAX(跨中)6）-26.433-4.9797）-44.2440.0008）-43.081-7.9009）-42.669-11.850VMAX(梁端)10）3.94548.27511）-26.21378.35112）1.60669.15013）8.58263.891表6－8五层中跨梁内力组合表6－9四层中跨梁内力组合 浙江海洋大学（论文）位置楼层内力及组合梁左(右)端梁跨中MK(kN)VK(kN)MK(kN)VK(kN)中跨梁4永久荷载-3.47543.538-23.4280.000可变荷载-15.74518.647-11.10.000重力荷载代表值-13.50955.497-12.5440.000地震作用左来19.744-7.17970.000-7.1797右来-19.7447.1790.0007.179风荷载左来46.435-16.8850.000-16.885右来-46.43516.8850.00016.885-MMAX(梁端)1）-26.21378.3512）18.88462.8673）-29.46354.5754）34.49954.466+MMAX(梁端)5）10.74032.646+MMAX(跨中)6）-26.080-7.0007）-43.6540.0008）-42.506-14.1839）-42.100-21.275VMAX(梁端)10）10.24345.98511）-26.21378.35112）18.88462.86713）34.49954.466位置内力及组合梁左(右)端梁跨中 浙江海洋大学（论文）楼层MK(kN)VK(kN)MK(kN)VK(kN)中跨梁3永久荷载-3.47543.538-23.4280.000可变荷载-15.74518.647-11.10.000重力荷载代表值-13.50955.497-12.5440.000地震作用左来19.940-7.2510.000-7.251右来-19.9407.2510.0007.251风荷载左来55.351-20.1270.000-20.127右来-55.35120.1270.00020.127-MMAX(梁端)1）-26.21378.3512）26.37360.1443）-29.65454.6454）45.73450.381+MMAX(梁端)5）10.93132.576+MMAX(跨中)6）-26.080-7.0707）-43.6540.0008）-42.506-16.9079）-42.100-25.360VMAX(梁端)10）10.45945.90611）-26.21378.35112）26.37360.14413）45.73450.381表6－10三层中跨梁内力组合表6－11二层中跨梁内力组合 浙江海洋大学（论文）位置楼层内力及组合梁左(右)端梁跨中MK(kN)VK(kN)MK(kN)VK(kN)中跨梁2永久荷载-3.47543.538-23.5870.000可变荷载-15.74518.647-11.1750.000重力荷载代表值-13.50955.497-12.7030.000地震作用左来25.487-9.2680.000-9.268右来-25.4879.2680.0009.268风荷载左来80.971-29.4440.000-29.444右来-80.97129.4440.00029.444-MMAX(梁端)1）-26.21378.3512）47.89452.3173）-35.06356.6124）78.01538.641+MMAX(梁端)5）16.33930.610+MMAX(跨中)6）-26.257-9.0367）-43.9490.0008）-42.794-24.7339）-42.385-37.099VMAX(梁端)10）16.58943.67811）-26.21378.35112）47.89452.31713）78.01538.641 浙江海洋大学（论文）表6－12一层中跨梁内力组合位置楼层内力及组合梁左(右)端梁跨中MK(kN)VK(kN)MK(kN)VK(kN)中跨梁1永久荷载-12.76243.142-23.1120.000可变荷载-15.34018.460-10.950.000重力荷载代表值-12.18455.271-12.3270.000地震作用左来22.247-8.1640.000-8.164右来-22.2478.1640.0008.164风荷载左来81.017-29.7310.000-29.731右来-81.01729.7310.00029.731-MMAX(梁端)1）-36.79077.6142）35.79251.3583）-40.08055.0954）67.43937.569+MMAX(梁端)5）6.36731.319+MMAX(跨中)6）-25.728-7.9607）-43.0640.0008）-41.932-24.9749）-41.531-37.461VMAX(梁端)10）3.74244.39811）-36.79077.61412）35.79251.35813）67.43937.5691．1．框架柱的内力组合 浙江海洋大学（论文）表6－13六层框架柱内力组合楼层截面位置内力种类内力值组合结果恒载活载地震作用风荷载①②③④|Mmax|NminNmax左来右来左来右来6边柱上端M51.173.809-21.08721.087-18.2918.2936.27658.24966.73743.15866.73736.27658.249N69.395.21-6.2696.269-5.445.4478.24495.30790.56282.97890.56278.24495.307V-24.71-1.8611.01-11.019.55-9.55-16.455-27.550-32.256-19.963-32.256-16.455-27.550下端M37.9393.072-18.5518.55-16.08916.08923.25541.35949.82829.12549.82823.25541.359N75.645.21-6.2696.269-5.445.4485.744103.74498.06290.47898.06285.744103.744V-24.71-1.8611.01-11.019.55-9.55-16.455-27.550-32.256-19.963-32.256-16.455-27.550中柱上端M-5.924-0.501-28.49628.496-24.81924.819-44.454-29.442-7.810-39.012-7.810-44.454-29.442N136.4711.55-3.9893.989-2.4752.475165.508195.900179.934175.199179.934165.508195.900V2.636.0414.879-14.87912.959-12.95926.12321.62411.61227.09511.61226.12321.624下端M-3.072-0.260-25.06825.068-21.83321.833-36.431-22.796-4.050-31.524-4.050-36.431-22.796N141.9311.55-3.9893.989-2.4752.475172.060203.271186.486181.751186.486172.060203.271V2.636.0414.879-14.87912.959-12.95926.12321.62411.61227.09511.61226.12321.624 浙江海洋大学（论文）表6－14五层框架柱内力组合楼层截面位置内力种类内力值组合结果恒载活载地震作用风荷载①②③④|Mmax|NminNmax左来右来左来右来5边柱上端M40.2768.175-26.99526.995-33.42233.42218.14336.02659.77616.52059.77636.02618.143N279.6447.89-17.38617.786-20.19320.193341.700417.541402.614370.466402.614417.541341.700V23.65-4.815.088-15.08818.680-18.68045.11441.90721.66045.86921.66041.90745.114下端M44.349-27.32127.321-20.19320.19323.09153.60765.80839.10565.80853.60723.091N29.8347.89-17.38617.78618.680-18.68041.928112.951102.842119.674102.842112.95141.928V23.65-4.815.088-15.0882.453-2.45345.11428.27621.66025.42321.66028.27645.114中柱上端M-0.793-0.375-36.48236.482-45.34945.349-48.603-39.610-1.477-58.564-1.477-39.610-48.603N331.34103.8-9.0969.096-11.88011.880448.063560.852542.928513.427542.928560.852448.063V0.630.320.390-20.39025.346-25.34627.44322.4981.17633.0701.17622.49827.443下端M-1.266-0.6-36.92236.922-45.89645.896-49.878-40.976-2.359-60.104-2.359-40.976-49.878N344.6103.8-9.0969.096-11.88011.880463.975578.753558.840529.339558.840578.753463.975V0.630.320.390-20.39025.346-25.34627.44322.4981.17633.0701.17622.49827.443 浙江海洋大学（论文）表6－15四层框架柱内力组合楼层截面位置内力种类内力值组合结果恒载活载地震作用风荷载①②③④|Mmax|NminNmax左来右来左来右来4边柱上端M48.0359.75-37.95137.951-55.06155.06114.15630.19971.2920.55071.29230.19914.156N596.3112.17-33.22233.222-46.66646.666739.673899.288872.598798.095872.598899.288739.673V-26.6-5.419.167-19.16736.939-36.939-10.243-11.307-39.4807.819-39.480-11.307-10.243下端M47.2969.6-31.05131.051-45.05045.05022.14937.43270.19512.08870.19537.43222.149N620.15112.17-33.22233.222-46.66646.666768.293931.485901.218826.715901.218931.485768.293V-26.6-5.419.167-19.16736.939-36.939-10.243-11.307-39.4807.819-39.480-11.307-10.243中柱上端M-1.741-0.825-51.28451.284-74.71374.713-69.253-66.091-3.244-97.267-3.244-66.091-69.253N623.09242.03-16.27516.275-28.76528.765871.7691105.0251086.5501016.4221086.5501105.025871.769V0.950.4525.901-25.90150.121-50.12135.08143.9201.77064.8591.77043.92035.081下端M-1.583-0.75-41.96041.960-61.12961.129-56.898-54.378-2.950-79.867-2.950-54.378-56.898N648.01242.03-16.27516.275-28.76528.765901.6731138.6671116.4541046.3261116.4541138.667901.673V0.950.4525.901-25.90150.121-50.12135.08143.9201.77064.8591.77043.92035.081 浙江海洋大学（论文）表6－16三层框架柱内力组合楼层截面位置内力种类内力值组合结果恒载活载地震作用风荷载①②③④|Mmax|NminNmax左来右来左来右来3边柱上端M45.4499.225-38.32738.327-60.90560.90510.24921.17467.454-10.57867.45421.17410.249N1019.38198.05-49.79149.791-78.22278.2221277.3581546.1361500.5261374.2391500.5261546.1361277.358V-25.13-5.123.345-23.2452.453-2.453-2.868-37.934-37.296-33.491-37.296-37.934-2.868下端M44.349-45.35645.356-72.07572.075-0.35510.02665.808-26.26765.80810.026-0.355N1060.16198.05-49.79149.791-78.22278.2221326.2941601.1891549.4621423.1751549.4621601.1891326.294V-25.13-5.123.345-23.2452.453-2.453-2.868-37.934-37.296-33.491-37.296-37.934-2.868中柱上端M-1.425-0.675-51.79251.792-82.63982.639-69.445-72.144-2.655-106.686-2.655-72.144-69.445N1011.72426.16-23.52623.526-48.89248.8921439.1761831.8831810.6881689.4221810.6881831.8831439.176V0.790.37531.412-31.4123.289-3.28942.0094.2761.4735.5651.4734.27642.009下端M-1.266-0.6-61.29161.296-97.79697.796-81.558-84.572-2.359-125.498-2.359-84.572-81.558N1052.19426.16-23.52623.526-48.89248.8921487.7401886.5181859.2521737.9861859.2521886.5181487.740V0.790.37531.412-31.4123.289-3.28942.0094.2761.4735.5651.4734.27642.009 浙江海洋大学（论文）表6－17二层框架柱内力组合楼层截面位置内力种类内力值组合结果恒载活载地震作用风荷载①②③④|Mmax|NminNmax左来右来左来右来2边柱上端M49.88310.125-48.98948.989-82.92282.9222.2499.73674.035-31.86574.0359.7362.249N1549.24305.6-72.58172.581-124.38124.381948.0932350.6592286.9282087.4252286.9282350.6591948.093V-29.56-627.216-27.21646.068-46.068-3.691-8.349-43.87215.014-43.872-8.349-3.691下端M56.16411.4-48.98948.989-82.92282.92210.55119.73383.357-22.72183.35719.73310.551N1611.21305.6-72.58172.581-124.38124.382022.4572434.3182361.2922161.7892361.2922434.3182022.457V-29.56-627.216-27.21646.068-46.068-3.691-8.349-43.87215.014-43.872-8.349-3.691 浙江海洋大学（论文）中柱上端M-1.741-0.11-66.20066.200-112.516112.516-88.215-96.995-2.243-143.998-2.243-96.995-88.215N1497.07656.11-32.79432.794-78.33678.3362147.5182736.0132715.0382524.4792715.0382736.0132147.518V1.110.5339.778-39.77862.509-62.50953.36154.6372.07480.7612.07454.63753.361下端M-3.072-1.05-66.20066.200-112.516112.516-90.376-99.910-5.156-146.780-5.156-99.910-90.376N1556.95656.11-32.79432.794-78.33678.3362219.3742816.8512786.8942596.3352786.8942816.8512219.374V1.110.5339.778-39.77862.509-62.50953.36154.6372.07480.7612.07454.63753.361 浙江海洋大学（论文）表6－18一层框架柱内力组合楼层截面位置内力种类内力值组合结果恒载活载地震作用风荷载①②③④|Mmax|NminNmax左来右来左来右来1边柱上端M30.6696.225-48.38848.388-81.58281.582-22.367-19.71845.518-58.14745.518-19.718-22.367N2184.41434.53-94.44794.447-172.32172.322759.2293321.2953229.6342951.6773229.6343321.2952759.229V-9.24-1.834.408-34.40858.012-58.01232.56234.114-13.60859.739-13.60834.11432.562下端M15.5193.15-120.211120.211-202.676202.676-135.762-145.54923.033-232.78023.033-145.549-135.762N2271.79434.53-94.44794.447-172.32172.322864.0853439.2583334.4903056.5333334.4903439.2582864.085V-9.24-1.834.408-34.40858.012-58.01232.56234.114-13.60859.739-13.60834.11432.562中柱上端M-1.425-0.675-58.31458.314-99.84799.847-77.923-86.598-2.655-128.368-2.655-86.598-77.923N2079.77932.19-127.241127.241-108.06108.062889.6253826.2253800.7903534.1283800.7903826.2252889.625V0.450.2341.466-41.46671.000-71.00054.58460.5210.86290.2900.86260.52154.584下端M-0.633-0.3-144.87144.87-248.052248.052-189.271-209.575-1.180-313.683-1.180-209.575-189.271N2162.96932.19-127.241127.241-108.06108.062989.4533938.5323900.6183633.9563900.6183938.5322989.453V0.450.2341.466-41.46671.000-71.00054.58460.5210.86290.2900.86260.52154.584 浙江海洋大学（论文）第1章框架结构配筋1．1．框架梁配筋计算1．1．1．框架梁正截面配筋（1）T形截面尺寸：边跨：梁端=300mm×640mm（=h-60）跨中=2000mm×640mm（=h-60）中跨：梁端=300mm×340mm（=h-60）跨中=2000mm×640mm（=h-60）（2）材料强度：混凝土等级C30=14.3N/mm2=1.43N/mm2钢筋等级纵向受力筋HRB400=360N/mm2箍筋HPB300=270N/mm2（3）配筋率：纵向受力筋：支座截面：ρmin=0.25%（>55×=0.218%）ρmax=2.5%（>55×=0.218%）跨中截面：ρmin=0.2%（>45×=0.179%）箍筋：沿梁全长：ρsv=0.26×=0.00138加密区：满足规范要求。（4）计算公式： 浙江海洋大学（论文）7-17-27-37-4具体计算如下： 浙江海洋大学（论文）（5）承载力计算：表7－1六层框架梁配筋计算计算公式六层边跨中跨左端跨中右端左（右）端跨中负弯矩正弯矩负弯矩正弯矩负弯矩正弯矩M(kN.M61.45345.28862.26249.61743.49354.68821.66744.6440.03500.02580.03540.02820.02480.11030.0437—0.03560.02610.03600.02860.02530.11710.0447—As(mm2)271.5199.05274.56218.12192.9474.45181.10—实配942942942942942763763763面积320320320320320318318318表7－1五层框架梁配筋计算计算公式五层边跨中跨左端跨中右端左（右）端跨中负弯矩正弯矩负弯矩正弯矩负弯矩正弯矩M(kN.M127.70329.97596.00176.31031.02926.2135.18344.2440.07270.01710.05460.04340.01770.05290.0105—0.07560.01720.05810.04700.01780.05440.0111—As(mm2)576.57131.17443.10358.45135.75220.41440.97—实配942942942942942763763763面积320320320320320318318318表7－2四层框架梁配筋计算 浙江海洋大学（论文）计算公式四层边跨中跨左端跨中右端左（右）端跨中负弯矩正弯矩负弯矩正弯矩负弯矩正弯矩M(kN.M)145.78611.891101.814111.74598.03134.49910.7443.6540.08300.00680.05790.06360.05580.06960.0217—0.08680.00680.05970.06570.05740.07220.0219—As(mm2)661.9951.86455.31501.07437.77292.5388.73—实配942942942942942763763763面积320320320320320318318318表7－3三层框架梁配筋计算计算公式三层边跨中跨左端跨中右端左（右）端跨中负弯矩正弯矩负弯矩正弯矩负弯矩正弯矩M(kN.M239.53116.841103.329127.06738.40945.73410.93143.6540.13630.00960.05880.07230.02190.09220.0220—0.14740.00960.06060.07510.02210.09580.0224—As(mm2)1124.1773.21462.17572.76168.54388.1490.75—实配1473942942942942763763763面积325320320320320318318318表7－4二层框架梁配筋计算 浙江海洋大学（论文）计算公式二层边跨中跨左端跨中右端左（右）端跨中负弯矩正弯矩负弯矩正弯矩负弯矩正弯矩M(kN.M172.43814.760102.196127.06745.04178.01516.33943.949αS0.09810.00840.05820.07230.02560.15730.0329—ξ0.10340.00840.0560.07510.02590.1720.0335—As(mm2)788.6064.06427.09572.76197.53696.89135.73—实配942942942942942763763763面积320320320320320318318318表7－5一层框架梁配筋计算计算公式一层边跨中跨左端跨中右端左（右）端跨中负弯矩正弯矩负弯矩正弯矩负弯矩正弯矩M(kN.M179.29213.902116.946176.55248.12767.4396.36743.064αS0.10200.00790.06660.10050.02740.13600.0128—ξ0.10780.00790.06890.10610.02780.14680.0129—As(mm2)822.1560.25525.48809.19212.02594.7852.27—实配942942942942942763763763面积3203203203203203183183181．1．1．框架梁斜截面配筋框架梁抗剪计算中，设计剪力取组合和调整剪力，计算如下： 浙江海洋大学（论文）7-5为考虑地震作用组合时框架梁左、右弯矩设计值。为考虑地震作用组合的重力荷载代表值产生的剪力设计值。=0.85=1.1=1.2表7－6六层、五层框架梁配箍计算六层五层边跨中跨边跨中跨左端右端左（右）端左端右端左（右）端组合180.153217.360124.192260.750353.32569.150调整93.07393.07389.383125.416125.41664.807549.120549.12291.720549.120549.12291.720直接按表取=250实配箍筋双肢Φ8@200双肢Φ8@200双肢Φ8@200双肢Φ8@200双肢Φ8@200双肢Φ8@200表7－7四层、三层框架梁配箍计算四层三层边跨中跨边跨中跨 浙江海洋大学（论文）左端右端左（右）端左端右端左（右）端组合252.465363.17678.351252.465367.44678.351调整133.039133.03963.262124.519124.51963.322549.120549.12291.720549.120549.12291.720直接按表取=250实配箍筋双肢Φ8@200双肢Φ8@200双肢Φ8@200双肢Φ8@200双肢Φ8@200双肢Φ8@200表7－8二层、一层框架梁配箍计算二层一层边跨中跨边跨中跨左端右端左（右）端左端右端左（右）端组合287.004327.07178.351311.980313.82677.614调整125.233125.23365.007125.576125.57661.899549.120549.12291.720549.120549.12291.720直接按表取=250实配箍筋双肢Φ8@200双肢Φ8@200双肢Φ8@200双肢Φ8@200双肢Φ8@200双肢Φ8@200框架梁跨中按边跨配箍：双肢Φ8@2001．1．框架柱配筋计算（1）框架柱端弯矩和剪力调整：7—6 浙江海洋大学（论文）=1.1=1.1（以下调整均未乘以）、按柱端组合弯矩比值确定。说明：梁端组合弯矩取未进行修正的数值。表7－9边柱柱端弯距计算节点左梁右梁上柱下柱6—90.576120.4480.0000.0001.000120.4485—59.95225.9970.39288.5910.608137.4064—23.782290.1310.431125.0460.569165.0843—33.682326.2810.464151.3940.536174.8872—29.52354.6130.504178.7250.496175.8881————346.091——表7－10中柱柱端弯距计算节点左梁右梁上柱下柱1243.33443.334158.6920.0000.0001.000158.6921110.36610.366284.3280.392111.4570.608172.8711021.4821.48352.3590.431151.8670.569200.492921.8221.82414.7130.464192.4270.536222.286832.67832.678424.6210.504214.0090.496210.6127————396.004——层边柱62.9120.44888.5911.10079.291 浙江海洋大学（论文）52.9120.44888.5911.10079.29142.9137.406125.0461.10099.55132.9165.084151.3941.100120.04322.9174.887178.7251.100134.12914.2175.888346.0911.100136.709表7－11边柱剪力计算表7－12中柱剪力计算层边柱62.9158.692111.4571.100102.47052.9172.871151.8671.100123.17642.9200.492192.4271.100149.03832.9222.286214.0091.100165.49122.9158.692111.4571.100102.47014.2210.612396.0041.100158.876（2）框架柱配筋计算：①、偏压计算公式：大偏压构件（ 浙江海洋大学（论文）受拉破坏，大偏心受压破坏。否则受压破坏，小偏心受压破坏）7-7小偏心构件（）计算如下：.7-8的大值7-97-10最小配筋率：全截面每侧抗震折减系数：顶层=0.75其他层=0.8最不利内力选取原则：大偏压柱弯矩尽可能大（取组合弯矩和调整弯矩的大值），轴力尽可能小小偏压柱弯矩尽可能大，轴力尽可能大 浙江海洋大学（论文）表7－13框架柱配筋计算层柱位内力(m)(mm)(mm)(mm)(mm)ξ(mm2)实配M(kN.m)N(kN)6边柱66.73790.5621.820736.92756.921.00757.140.073646.2342249.82898.0621.820508.13528.131.00528.340.085-33.48422中柱-7.810179.9341.820-43.40-23.401.00-23.190.082684.70422-4.050186.4861.820-21.72-1.721.00-1.500.095-135.924225边柱59.776402.6141.820148.47168.471.00168.680.073646.2342265.808102.8421.820639.89659.891.00660.110.085-33.48422中柱-1.477542.9281.820-2.7217.281.0017.490.082684.70422-2.359558.8401.820-4.2215.781.0015.990.095-135.924224边柱71.292872.5981.82081.70101.701.00101.920.185191.6942270.195901.2181.82077.8997.891.0098.100.204-580.62422中柱-3.2441086.551.820-2.9917.011.0017.230.204334.89422-2.9501116.451.820736.92756.921.0017.570.228-689.27422 浙江海洋大学（论文）(续表7-13)3边柱67.4541500.521.82044.9564.951.0065.170.29640.1642265.8081549.461.82042.4762.471.0062.690.315-855.44422中柱-2.6551810.681.820-1.4718.531.0018.750.321207.09422-2.3591859.251.820-1.2718.731.0018.950.346-917.134222边柱74.0352286.921.82032.3752.371.0052.590.414-15.3442283.3572361.291.82035.3055.301.0055.520.426-898.78422中柱-2.2432715.031.820-0.8319.171.0019.390.447302.61422-5.1562786.891.820-1.8518.151.0018.360.456-910.374221边柱45.5183229.632.52014.0934.091.0034.330.437230.1642223.0333334.492.5206.9126.911.0027.150.541-2352.1422中柱-2.6553800.792.520-0.7019.301.0019.540.571-410.09422-1.1803900.612.520-0.3019.701.0019.540.588-2302.4422 浙江海洋大学（论文）由计算可知，框架柱均为构造配筋。②、框架柱抗剪计算：计算公式7-11或7-12框架柱最小体积配箍率：7-13表7－14五层、六层框架柱配箍计算五层六层边柱中柱边柱中柱上端下端上端下端上端下端上端下端402.61102.842542.928558.84090.56298.062179.93186.4821.66021.6601.1761.176-32.25-32.25611.61211.612>3,取3>3,取3>3,取3>3,取3>3,取3>3,取3>3,取3>3,取31432.51432.51432.51432.51432.51432.51432.51432.5<0<0<0<0<0<0<0<0 浙江海洋大学（论文）表7－15三层、四层框架柱配箍计算三层四层边柱中柱边柱中柱上端下端上端下端上端下端上端下端1500.521549.4611.61211.612872.59901.211086.551116.4-37.296-37.2961.4731.473-39.48-39.481.7701.770>3,取3>3,取3>3,取3>3,取3>3,取3>3,取3>3,取3>3,取31432.51432.51432.51432.51432.51432.51432.51432.5<0<0<0<0<0<0<0<0表7－16二层、一层框架柱配箍计算二层一层边柱中柱边柱中柱上端下端上端下端上端下端上端下端1500.521549.411.61211.612872.59901.211086.51116.4-37.296-37.2961.4731.473-39.48-39.481.7701.770>3,取3>3,取3>3,取3>3,取3>3,取3>3,取3>3,取3>3,取31432.51432.51432.51432.517733177331773317733<0<0<0<0<0<0<0<0A由计算可知，框架柱截面抗剪均为构造配筋柱加密区实配普通复合箍筋四肢ф10@100；柱端加密区高度，2—5层为600mm、底层柱根自基础顶面至刚性地面以上500，底层柱上端为700mm。柱非加密区实配普通复合箍筋四肢ф10@200。6~2层1层 浙江海洋大学（论文）1．1．现浇板配筋计算1．1．1．荷载计算屋面：P=1.2×5.12+1.4×0.5=6.844kN/m2P=1.35×5.12+0.7×1.4×0.5=7.402kN/m2楼面：P=1.2×3.49+1.4×2=6.988kN/m2P=1.35×3.49+0.7×1.4×2=6.72kN/m2走廊：P=1.2×3.49+1.4×2.5=7.688kN/m2P=1.35×3.49+0.7×1.4×2=7.162kN/m2偏于安全，简化计算统一取P=7.688kN/m21．1．2．配筋计算A板（四边固定板）跨中截面：支座截面：采用分离式配筋，取内力系数由内弯矩平衡得： 浙江海洋大学（论文）B板（四边固定板）B板计算过程与A板一样 浙江海洋大学（论文）楼梯设计楼梯使用活荷载2.5kN/m2首层层高4.9m，标准层层高3.6m，楼梯间墙190mm，中距l＝4760mm踏步水磨石0.65kN/m2，抹灰20厚采用C30砼HPB300HRB335钢筋ft=1.27N/mm2,fc=11.9N/mm21．1．楼梯构件计算踏步板的内力及配筋计算⑴板厚踏步尺寸a1×b1=280×160mmtanα=160/280=0.57α=29.7̊cosα=0.87l’=sqrt(1.82+3.32)=3.76m取板厚h=(1/35～1/40)l=166.6~190.4mm取h=190mm图8-1楼梯布置图⑵荷载 浙江海洋大学（论文）永久荷载设计值取1m宽板带计算梯段板自重1.35×（0.19/0.87+0.19）/2×0.3×25×1/0.3=6.89kN/m2踏步水磨石重1.35×（0.3+0.19）×0.65×1/0.3=1.43kN/m2板底抹灰重1.35×17×0.02×1/0.87=0.528kN/m2栏杆重1.35×0.1＝0.135kN/m2g=8.98kN/m2使用活荷载设计值q=1.4×2.5＝3.5kN/m2p=g+q=8.98+3.5=12.48kN/m2⑶截面设计图8-2楼梯计算简图一层板计算水平跨度ln=lc+lb=4.9+0.25=5.15m跨中最大弯矩h0=h-c=190-20=170mm则γs==0.947选用φ12mm@150（As=754mm2）间距为150mm<200mm满足标准层 浙江海洋大学（论文）板计算水平跨度ln=lc+lb=3.6+0.25=4.15m跨中最大弯矩M=1/10(g+q)ln2=1/10×13.66×4.152=23.53kNmh0=h-c=190-20=170mm则αs=M/a1bh02fc=17.2×106/(1000×1702×11.9×1)＝0.05γs==0.974As=M/γsh0fy=17.2×106/(0.974×170×300)＝346.26mm2选用φ10mm@150（As=429mm2）间距为150mm<200mm满足1．1．1．平台板内力及配筋计算取板厚100mm⑴荷载计算永久荷载设计值平台板自重0.1×25＝2.5kN/m2板面水磨石重1×0.65＝0.65kN/m2板底抹灰重0.02×17＝0.34kN/m2g=3.49kN/m2可变荷载设计值q=3.5kN/m2p=1.35×3.49+1.4×3.5=9.61kN/m2⑵内力计算l=lc1=210000mM=pl2/10=9.61×2.12/10＝2.02kNm⑶截面承载力计算h0=h-a=100-20=80mmαs=M/bh02fcm=2.02×106/(1000×802×11.9)＝0.029γs==0.985As=M/γsh0fy=2.02×106/(0.985×80×210)＝122.07mm2选用φ8mm@200（As=252mm2）平台梁的内力及配筋计算一层 浙江海洋大学（论文）取平台梁截面尺寸250×400mm平台板尺寸2.1×5m,由平台板传来的荷载q1=9.61×2.1×0.5=10.09kN/m由梯斜板传来的荷载q2=12.48×5.15/2=32.14kN/mq=q1+q2=10.09+32.14=42.23kN/ml0=5mM=ql02/8=42.23×52/8=131.97kNmV=ql/2=42.23×5/2=105.58kNh0=400-35=365mmαs=M/bh02fc=131.97×106/(300×3652×11.9)＝0.279γs==0.832As=M/γsh0fy=131.97×106/(0.832×365×300)＝1448.56mm2选用618mm（As=1562mm2）斜截面承载力验算取φ6@2000.7fcbh0+1.25fyvnAsv/Sh0=0.7×1.27×300×365+1.25×210×131.97×365=127.42kN>62.1kN满足要求标准层取平台梁截面尺寸250×400mm平台板尺寸2.1×5m,由平台板传来的荷载q1==9.61×2.1×0.5=10.09kN/m由梯斜板传来的荷载q2=12.48×4.15/2=25.9kN/mq=q1+q2=10.09+25.9=35.99kN/ml0=5mM=ql02/8=35.99×52/8=112.47kNmV=ql/2=35.99×5/2=89.98kN=400-35=365mm 浙江海洋大学（论文）αs=M/bh02fc=112.47×106/(300×3652×11.9)＝0.237γs==0.863As=M/γsh0fy=112.47×106/(0.863×365×300)＝1190.18mm2选用518mm（As=1272mm2）斜截面承载力验算取φ6@2000.7fcbh0+1.25fyvnAsv/Sh0=0.7×1.27×300×365+1.25×210×112.47×365=124.46kN>54.74kN满足要求靠近墙平台梁荷载q=6.16kN/mM＝ql2/8=6.16×3.62/8=9.98kNmV=ql/2=6.16×3.6/2=11.09kNαs=M/bh02fc=9.98×106/(300×3652×11.9)＝0.02γs==0.99As=M/γsh0fy=9.98×106/(0.99×365×300)＝92.06mm2选用218mm（As=509mm2）配筋偏高以防扭矩作用斜截面承载力验算取φ8@2000.7fcbh0+1.25fyvnAsv/Sh0=0.7×1.27×300×365+1.25×210×56.6×365/200=124.46kN>11.09kN满足要求 浙江海洋大学（论文）第1章雨篷1．1．雨蓬设计雨篷采用挑板式，悬挑板1.5米，根部150mm，端部100mm。因此只计算板1荷载：恒载：悬挑板：（0.15/2+0.10/2）×6.824×25=21.325kN/m20mm后砂浆抹灰：0.02×17×6.824×2=4.640kN/m改性沥青防水层：0.1×26.824=0.682kN/mgk=21.325+4.640+0.682=26.647kN/m活载：雪载：0.85kN/m2qk=0.5×6.824=3.412kN/m2荷载组合设计值：1.35×26.647+0.7×1.4×1.2=37.149kN/m1.2×26.647+1.4×1.2=33.656KN/m3内力计算M1=1/2qL2=1/2×13.828×1.52=15.557kNm取每米板带需要钢筋为As/m=248mm2实配:φ8@150As=351mm2 浙江海洋大学（论文）结论大学四年的学习与积累都呈现在这厚厚一叠设计中。毕业设计是我们大学四年所学知识的总和，就像是一次精心准备的节目的汇报演出。我设计的题目是梦巴黎娱乐城，占地面积约600平方米左右，建筑面积为3240平方米，建筑为六层。考虑到一楼有门厅，本建筑底层层高为4.9米。其他层层高均为3.6米，满足使用要求。纵梁高700mm，横梁高350mm。外墙为300mm厚实心砖，内墙为240mm厚空心砖。基础为柱下独立基础，埋深为2.1米。梁板柱均为混凝土现浇。梁板采用C30混凝土，柱采用C40混凝土。验算构件截面尺寸及配筋，结点和其他构造也满足规范要求。设计采用板式楼梯，设计踏步宽280mm，高160mm。屋顶设计为平屋顶，屋面为不上人屋面，排水采用构造找坡排水。设计时严格遵守我够现行规范，计算中包括荷载计算、内力组合、框架设计等。计算水平地震作用时采用底部剪力法。同时考虑了结点转动对侧移刚度的影响和反弯点变化，计算地震产生的弯矩采用了D值法。在内里组合时充分考虑了地震作用和风荷载的影响。在内力组合时对竖向荷载作用进行调幅计算，满足强柱弱梁的原则。配筋计算时，对梁柱结点处才用全加密区，满足强剪弱弯的原则。在进行楼梯板和休息平台板计算时，均按简支计算，从结构概念设计上讲楼梯不宜放置在建筑物的两端，这样使建筑物整体性差，而楼梯做为建筑无的垂直通道，是不如许发生使用功能中断的毕业设计让我有一次巩固了设计的顺序和原理，将之前零散的知识有机的融会贯通。不过毕业设计中仍然有很多问题存在，对荷载和内力的计算还有疑问，而配筋的设计也有缺陷。望在今后的学习工作中能继续充实自己。参考文献[1]同济大学，东南大学，重庆大学等.房屋建筑学.北中国建筑工业社，2006 浙江海洋大学（论文）[2]李爱群，高振世.工程结构抗震设计.中国建筑工业社，2010[3]中华人民共和国国家标准.建筑结构荷载规范（GB50009-2012）.中国建筑工业出版社，2012.9[4]中华人民共和国国家标准.混凝土结构设计规范（GB50010-2010）.机械工业出版社，2012.5[5]中华人民共和国国家标准.建筑抗震设计规范GB50011-2010.中国建筑工业出版社，2016.11[6]中华人民共和国国家标准.地基基础设计规范（GB50007-2011）.中国建筑工业出版社，2012.3[7]中华人民共和国国家标准.砌体结构设计规范（GB50003-2011）.中国建筑工业出版社，2012.1[8]中华人民共和国国家标准.房屋建筑制图统一标准(GB50001-2010).中国计划出版社，2011.2[9]中华人民共和国国家标准.建筑结构制图标准,(GB/T50105-2010).中国建筑工业出版社，2010.3[10]中华人民共和国国家标准.建筑设计防火规范(GB50016-2014).中国计划出版社，2015.4[11]沈蒲生，梁兴文.混凝土建筑结构设计原理[M].第4版.高等教育出版社2012.2[12]徐苏怡.高层建筑框架结构设计中应注意的几个问题.科技与生活，2010，（15）：45-45.[13]朱慈勉，张伟平.结构力学：上，下册[M].2版.北京：高等教育出版社，2009.[14]MarkG.alexander；ManuSanthanam；YunusBallim．Durabilitydesignandspecificationforconcretestructures—thewayforward[J]．InternationalJournalofAdvancesinEngineeringSciencesandAppliedMathmatics，2010（No.3）：Vol.2谢辞看似漫长的学生生涯已经在不知不觉中进入尾声， 浙江海洋大学（论文）这却不是结束，因为学习是一份终身使命。只是对于我未来的人生，再也无法有这样美好的时光，可以全心全意地去投入知识的海洋，可以有如此多的师友、学友，不求回报的指导我，陪伴我。四年的时光，一所大学的培养，一群“道友”的陪伴，每一位老师的精心教导，每一个欢笑和泪水的瞬间，都历历在目。而在我的十几年求学过程中，最要感谢的是父母，是他们无私的付出和爱，才有今天已经整整十六年专心学习的我，感激他们一直以来对我的抚养与培育。  最后，我要特别感谢房艳峰老师。是他们在我毕业的要紧时刻给了我指导和帮助,不断地督促我，在网络上的及时回答和课堂上的认真讲解。房老师认真负责的教学态度，严谨的治学精神和深厚的理论水平都使我收益匪浅。最终我能够顺利完成毕业设计，在此表示衷心的感激。'