建筑毕业设计计算书

'毕业设计（论文）用纸上海中学教学楼建筑结构设计摘　　要本工程为上海教学楼工程，采用框架结构，主体为五层，本地区抗震设防烈度为7度抗震，场地类别为II类场地。主导风向为西北，基本风压0.55KN/M。楼﹑屋盖均采用现浇钢筋混凝土结构。本设计贯彻“实用、安全、经济、美观”的设计原则。按照建筑设计规范，认真考虑影响设计的各项因素。根据结构与建筑的总体与细部的关系。本设计主要进行了结构方案中横向框架第16轴抗震设计。在确定框架布局之后，先进行了层间荷载代表值的计算,接着利用顶点位移法求出自震周期，进而按底部剪力法计算水平地震荷载作用下大小，进而求出在水平荷载作用下的结构内力（弯矩、剪力、轴力）。接着计算竖向荷载（恒载及活荷载）作用下的结构内力。是找出最不利的一组或几组内力组合。选取最安全的结果计算配筋并绘图。此外还进行了结构方案中的室内楼梯的设计。完成了平台板，梯段板，平台梁等构件的内力和配筋计算及施工图绘制。对楼板进行了配筋计算，本设计采用桩基础，对基础承台和桩进行了受力和配筋计算。整个结构在设计过程中，严格遵循相关的专业规范的要求，参考相关资料和有关最新的国家标准规范，对设计的各个环节进行综合全面的科学性考虑。总之，适用、安全、经济、使用方便是本设计的原则。设计合理可行的建筑结构方案是现场施工的重要依据。关键词：　框架结构，　抗震设计，　荷载计算，　内力计算，　计算配筋69 毕业设计（论文）用纸ShanghaimiddleschoolbuildingstructuredesignAbstractThisworksfortheShangHaiCountyinateachingbuildingworks,aframeworkstructureforafive-storeymain,intheregionearthquakeintensityof7degreesnearLandsiteclassificationasClassIIvenues.LedtotheNorthwestdirection,thebasicPressure0.55KN/M.Floorroofwereusingcast-in-placereinforcedconcretestructure.Thedesignandimplement"practical,security,economic,aesthetic,"thedesignprinciples.Withthearchitecturaldesign,designseriouslyconsidertheinfluenceofthevariousfactors.Accordingtothestructuralandarchitecturaldetailandtheoverallrelationship.Thedesignofthemainstructureoftheprogramhorizontalframework16-axisseismicdesign.Indeterminingthedistributionframework,thefirstlayerofrepresentativevalueoftheload,Thenusevertexfromthedisplacementmethodforearthquakecycle,andthenatthebottomofshearhorizontalseismicloadcalculationundersize,thencalculatedthelevelofloadundertheInternalForces(bendingmoment,shearandaxialforce).Thencalculateverticalload(constantloadandliveload)undertheInternalForces.Identifythemostdisadvantagedgrouporaninternalforceseveralcombinations.SelectthebestsafetyresultsofthereinforcementandMapping.Inaddition,thestructureoftheprogramindoorstaircasedesign.Completionoftheplatformboards,boardsoftheladder,platformbeamcomponentandthereinforcementofinternalforcescalculationandconstructionmapping.Onthefloorreinforcementcalculation,theuseofpilefoundationdesign,foundationandpilecapsfortheforceandreinforcementcalculation.Thewholestructureofthedesignprocess,instrictcompliancewiththerelevantprofessionalstandard,referencetorelevantinformationandthelatestnationalstandardsandspecifications,anddesignofthevariouscomponentsofacomprehensivescientificconsiderations.Inshort,application,security,economicanduser-friendlydesignistheprinciple.Designreasonableandworkablestructureoftheprogramistheconstructionsiteoftheimportantbasisfortheconstruction.KEYWORDS:FrameStructure,SeismicDesign，LoadCalculation，Internalforcecalculation，Calculationreinforcement69 毕业设计（论文）用纸目　录1　建筑设计概述61.1　　设计依据61.2　　设计规模61.3　　各部分工程构造62　结构方案设计72.1　　设计资料72.2　　结构82.3　　初估梁柱截面82.3.1由轴压比限值条件82.3.2　梁截面82.3.3　楼板92.4　　部分荷载计算92.4.1　　层数划分及计算简图92.4.2　　楼层恒.活荷载统计103　　水平荷载作用下的框架内力分析153.1　　梁的线刚度153.2　　框架柱侧移刚度计算153.3　　水平地震作用分析163.4　　验算框架层间弹性位移角183.5　　水平地震作用下框架柱剪力和弯矩计算1969 毕业设计（论文）用纸3.6　　地震作用下框架梁端剪力和柱轴力标准植214　　横向风荷载计算224.1　　自然情况224.2　　荷载计算224.3　　风荷载作用下框架柱剪力和柱弯矩244.4　　荷载作用下梁端弯矩计算255　　框架在竖向荷载作用下的内力分析285.1　　计算方法和荷载传递路线285.2　　竖向荷载计算295.3　　框架计算简图305.4　　梁固端弯矩305.5　　框架节点分配系数315.6　　恒载产生弯矩分配与传递315.7　　梁端剪力365.8　　柱轴力和剪力386　　内力组合和最不利内力确定426.1　　框架梁内力组合426.2　　框架柱内力组合436.3　　框架梁柱内力组合表437　　楼面板设计507.1　　荷载计算507.2　　确定计算跨度5169 毕业设计（论文）用纸7.3　　弯矩计算517.4　　截面设计518　　楼面中跨板设计528.1　　荷载计算528.2　　确定计算跨度538.3　　弯矩计算538.4　　截面设计549　　框架梁配筋计算559.1　　计算方案确定559.2　　梁的抗弯承载力配筋计算559.4　　梁的斜截面配筋计算5610　　柱的配筋计算5710.1验算轴压比5710.2柱正截面承载力计算5810.3柱斜截面承载力计算6111基础设计6411.1确定基础底面尺寸6411.2校核地基承载力6411.3验算基础高度6511.4基础底板配筋66设计参考资料68致谢6969 毕业设计（论文）用纸1　建筑设计概述1.1　　设计依据：（1）.依据建筑工程专业20010届毕业设计任务书。（2）《建筑结构荷载规范》（3）《混凝土结构设计规范》（4）《建筑抗震设计规范》（5）《建筑地基基础设计规范》及有关授课教材、建筑设计资料集、建筑结构构造上资料集等相关资料。（6）遵照国家规定的现行各种设计规范、有关授课教材、建筑设计资料集、建筑结构构造上资料集等相关资料。1.2　　设计规模：（1）本次设计的题目为“上海中学教学楼建筑结构设计”（2）建筑面积：5000m²，结构共五层，首层层高4.43m,其他层层高3.6m.（3）室内外高差0.450m，室外地面标高为-0.450m。1.3　　各部分工程构造（1）屋面：APP改性沥青防水卷材1：3水泥沙浆找平层25mm厚1：10水泥珍珠岩砂浆保温层120㎜厚1：8白灰炉渣找坡度最薄处30mm120mm厚钢筋混凝土板20mm厚板下混合砂浆抹灰（2）楼面:1：2.5水泥白石子12mm　 素水泥浆结合层一道1：3水泥砂浆找平18mm素水泥浆结合层一道120mm厚钢筋混凝土板20mm厚板下抹灰（3）厕所:20mm厚水泥砂浆地面69 毕业设计（论文）用纸50mm厚防水砂浆180mm厚空心砖20mm厚水泥砂浆抹灰（4）墙体：外墙370mm厚水泥空心砖墙，内墙为240mm厚水泥空心砖墙，楼梯间墙为240㎜厚水泥空心砖墙，厕所均为240㎜厚隔墙。（5）门窗：门厅处为铝合金门，其他均为木门。双推拉塑钢窗，单层玻璃全封闭窗。（6）基础：阶型独立扩展基础，阶型联合扩展基础。2　结构方案设计2.1　　设计资料（1）本工程抗震设防烈度为7度，设计地分组为第一组（2）自然条件：基本风压：0.55KN/M².（3）地质条件：地质勘探以±0.000为基准面，地质分布具体情况见表1，Ⅱ类场地，7度设防建筑序号岩石分类土层深度（m）厚度范围（m）地基承载力fk（kpa）桩端承载力qk（kpa）桩周摩擦力qk（kpa）1杂填土0.0—0.80.32粉土0.8—1.80.512103中砂1.8—2.80.8200254砾砂2.8—6.53.73002400305圆砾6.5─12.56.0500350060建设地区地层土分布情况一览表表1注：①拟建场地地形平坦，地下稳定水位距地表-6m，表中给定土层深度由自然地坪算起。②建筑场地类别：Ⅱ类场地土。③地震设防基本烈度：7度。2.2　　结构：（1）本工程为钢筋混凝土现浇框架结构。（2）楼板采用现浇钢筋混凝土板。楼梯为现浇板式楼梯69 毕业设计（论文）用纸（3）材料情况：非重承水泥空心砖；砂浆等级为M5；混凝土：C30（基础、梁、板）、C30（柱）。纵向受力钢筋：HRB335级（梁）；HRB335级（柱）；箍筋：HPB235级钢筋，基础：HPB235级钢筋（4）施工：梁、板、柱均现浇。2.3　　初估梁柱截面：2.3.1　由轴压比限值条件N/fcA≤0.9(（三级框架）（框架柱的负荷面积内每平米按15kN/m2初估）N=1.2×（4.35×6.6×15×5）=2583.9kNA≥N/0.9fc=2583.9×1000/0.9/14.3=200769.23mm2∵A=bh∴b=h=347.08mm初估：柱截面：b×h=600mm×600mm.2.3.2　梁截面主梁:h=(1/8─1/12)L=（600mm-900mm）取边跨取h=700mm,取中跨取h=500mm.b=(1/2─1/3)h且b不小于0.5倍柱宽且不小于250mm取b=300mm连系梁:h’=(1/8─1/12)L,取h’=500mm,b’=(1/2─1/3)h,取b’=250mm.2.3.3　　楼板楼板：取h=120mm2.4　　部分荷载计算2.4.1　　层数划分及计算简图层数划分及计算简图如图：69 毕业设计（论文）用纸图2-1层数划分及计算简图2.4.2　　楼层恒.活荷载统计（1）恒载1）屋面荷载：（为不上人屋面）防水层：APP改性沥表防水卷材0.05kN/m²69 毕业设计（论文）用纸找平层：25mm1：3水泥沙浆25×0.02=0.5kN/m²保温层：120mm厚水泥珍珠岩0.12×4=0.48kN/m²找坡层：白灰炉渣最薄处30mm厚0.03×17=0.51kN/m²结构层：120mm厚钢筋砼现浇板0.12×25=3.00kN/m²20mm厚板底抹灰0.02×17=0.34kN/m²5.0kN/m²2）楼面：30mm厚水磨石地面0.65kN/m²120mm厚钢筋砼现浇板0.12×25=3kN/m²20mm厚板底抹灰0.02×17=0.34kN/m²3.99kN/m²3）梁重：（考虑梁上抹灰，取梁自重26kN/m3）主梁：中跨26×0.7×0.3=5.46kN/m边跨26×0.5×0.3=3.9kN/m连系梁：26×0.25×0.5=3.25kN/m4）墙重：（砌体与抹灰之和）抹灰：外墙面外抹灰：20厚水泥砂浆0.4kN/m2外墙面及内墙面抹灰：20厚石灰砂浆0.34kN/m2总墙重：外墙：底层：15×0.37+0.4+0.34=6.29kN/m2内墙：底层：15×0.24+0.34×2=4.28kN/m25）柱：（考虑到柱子抹灰，取柱子自重26kN/m3）各层：26×0.6×0.6=9.36kN/m6）门、窗：门：0.2kN/m2窗：0.3kN/m2（2）活荷载：厕所：2.0kN/m2办公室：2.0kN/m2走廊、楼梯：2.5kN/m2不上人屋面：0.5kN/m269 毕业设计（论文）用纸（3）各层楼层重量(各层重力荷载代表值计算如下)五层上半层女儿墙：0.24×0.8×﹝4.5×20+7.2×3+2.7﹞=219.46kN屋面：﹝4.5×7×(7.2×2+2.7)+4.5×3×9.9﹞×5=3361.5kN主梁：20×7.2×5.46+11×2.7×3.9=902.07kN连系梁：(7×4+9)×4.5×3.25=541.13kN柱子：(8×4+9)×0.5×3.6×9.36=690.768kN外墙：｛〔12×0.6+(1.2-0.3-0.6+0.185)×3+2.4-0.6+2.4-0.3-0.6+0.185+0.9-2×0.12+0.9-0.3-0.6+0.185+0.6〕×1.3+12.61+2×12.61×1.1｝×6.29=285.58kN内墙：｛10×(7.2-0.6+0.12-0.6+0.185)×(0.5×3.6-0.7)+11×(4.5-1.0-1.5-0.6)×1.3+〔(4.5-1.5-1.0-0.3-0.6+0.185)×2+(4.5-1.0-0.6)×2+4.5-0.6+0.185-0.3〕×1.3+0.1×12×1.5+1.0×16×1.0｝×6.29=773.54kN外墙窗：(15×3.3+2×2.1)×(0.5×3.6-0.5)×0.3=20.94kN外墙门：3.6×3×(0.5×3.6-0.5)×0.2=2.81kN内墙窗：12×1.2×1.5×0.3=6.48kN内墙门：16×0.3×1.0×0.2＝0.96kN∑=6805.24kN=+0.5活=6805.24kN+0.5×(17×7.2×4.5+2.7×10×4.5)×0.5=6973.315kN五层下半层柱子：42×0.5×3.6×9.36=707.62kN外墙：｛〔12×0.6+(1.2-0.3-0.6+0.185)×3+0.9-0.3-0.6+0.185+0.6+2.4-0.3-0.3+2.4-0.3-0.6+0.185+4×(7.2-0.6+0.185-0.6+0.12)〕×0.5×3.6+15×3.3×1.0+1.0×1.8｝×6.29=754.55kN69 毕业设计（论文）用纸内墙：〔10×(4.5-0.6+0.185-0.6+0.12)+10×(4.5-1.5-1.0-0.6)+(4.5-1.0-1.5-0.3-0.6+0.185)×2+(0.45-1.0-0.3-0.3)×3+12×1.5〕×0.3×3.6×4.28=609.42kN外墙窗：(15×3.3×0.8+2×2.1×0.5)×0.3=12.51kN外墙门：3.6×3×1.8×0.2=389kN内墙门：16×1.0×1.8×0.2=5.76KN∑=2093.75kN四层上半层楼面:〔4.5×10×(7.2×2+2.7)+13.5×3.6〕×4.49=3681.45kN主梁：(20×7.2+2×3.6+10.8×2)×5.46+11×2.7×3.9=1059.32kN连系梁：10×4×4.5×3.25=585kN柱子：46×0.5×3.6×9.36=775.01kN外墙：〔13×(4.5-3.3-0.6)+(4.5-3.3-0.3-0.6+0.185)×4+1.2-0.185-0.3+2.4-0.6+2.4-0.3-0.6+0.185〕×(0.5×3.6-0.5)×6.29+〔2×(7.2-0.6+0.185-0.6+0.12)+2×(3.6-0.6)+0.9-2×0.12〕×(0.5×3.6-0.7)×6.29=247.32kN内墙：｛12×(7.2-0.6+0.185-0.6+0.12)×(0.5×3.6-0.7)+〔10×(4.5-1.0-1.5-0.6)+2-0.6+0.185-0.3+3.5-0.6+2-0.3-0.6+0.185+2.5-0.3-0.6+0.185+3-0.6+2.5-0.6+3.5-0.6+3.5-0.6+3.5-0.6+3.5-0.3-0.6+0.185〕×(0.5×3.6-0.5)+20×1.0×1.0+13×0.1×1.5｝×4.28=640.12kN外墙窗：〔(18×3.3+4.2)×(0.5×3.6-0.5)+1.8×(0.5×3.6-0.7)〕×0.3=20.06kN内墙窗：13×1.2×1.5×0.3=7.02kN内墙门：20×0.3×1.0×0.2=1.2kN∑=7016.5kN=+0.5活=7016.5+0.5×1786.05+2093.75=10003.28kN四层下半层69 毕业设计（论文）用纸柱子：46×0.5×3.6×9.36=775.01kN外墙：｛〔13×(1.2-0.6)+2×(1.2-0.3-0.6+0.185)+2×(1.2-0.3-0.6+0.185)+1.2-0.3-0.185+2.4-0.6+2.4-0.3-0.6+0.185+0.9-0.24+2×(7.2-0.185-0.6+0.12)+2×(0.36-0.6)〕×0.5×3.6+3.3×18×1.0+1.8×1.0｝×6.29=766.18kN内墙：〔12×(7.2-0.6+0.185-0.6+1.2)×1.8+10×(2-0.6)×1.8+2×(2-0.3-0.6+0.185)×1.8+2×(3.5-0.6)×1.8+(3.5-0.6+0.185-0.3+3-0.6)×1.8+(2.5-0.6+2.5-0.3-0.6+0.12)×1.8+13×1.5×1.8〕×4.28=973.31kN外墙窗：（18×0.8×3.3+2×0.5×4.2+0.8×1.8）×0.3=15.95kN内墙门：20×1.0×1.8×0.2=7.2kN∑=2537.65kN二、三层上半层与四层上半层一样，为：7016.5kN二、三层下半层与四层上半层一样，为：2537.65kN=+0.5活=7016.5+0.5×1713.15=10410.73kN同样，=10410.73kN一层上半层楼面：3681.45kN主梁：1059.32kN连系梁：585kN柱子：46×0.5×4.43×9.36=953.69kN外墙：｛12×(1.2-0.6)×(0.5×4.43-0.5)+〔2×(1.2-0.3-0.6+0.185)+0.3+2.4-0.6+2.4-0.6+0.185-0.3+1.2-0.3-0.185〕×(0.5×4.43-0.5)+(13.5-10.8-1.2-0.3-0.6+0.185)×(4.43×0.5-0.5)+15×3.3×0.1+2.4×1.0｝×6.29=276.43kN内墙:｛〔10×(2-0.6)+2×(2-0.3-0.6+0.185+(3.5-0.6)×3+3.5-0.3-0.6+0.185〕×(4.43×0.5-0.5)+12×(7.2-0.6+0.185-0.6+0.12)×(4.43×0.5-0.7)+16×1.0×1.0+0.515×1.5×12｝×4.28=741.34kN69 毕业设计（论文）用纸外墙门：〔15×3.3×1.715+4.2×1.715+2×3.3×1.715〕×0.3=31.02kN外墙窗：〔0.515×2.4+3.6×3×(0.5×4.43-0.5)〕×0.2=3.95kN雨蓬：约20kN内墙门：0.715×1.0×16×0.2=2.29kN内墙窗：12×1.2×1.5×0.3=6.48kN∑=6775.971kN=+0.5活=6775.971+2537.65+0.5×1713.15=10170.20kN∑G=47968.255kN∑A=4×(10×4.5×17.1+13.5×3.6)+10×4.5×9.9+7×4.5×7.2=3944.7m2∑G/∑A=47968.255/3944.7=12.16kN/m23　　水平荷载作用下的框架内力分析3.1　　梁的线刚度梁的线刚度：在计算梁的线刚度时，考虑楼板对梁刚度有利影响,认为翼缘参加工作,为简化计算，先按矩形截面计算惯性矩，然后乘以一个增大系数。现浇钢筋砼梁：边框架梁=1.5I0中框架梁=2I0柱、梁均采用Ｃ30混凝土，ＥC3.0×107kN/m²I0=1/12×bh3(m4)KB单位：KNm框架梁线刚度计算部位截面（m²）高度（m）截面惯性矩I0(m4)边框架中框架I=1.5I0(m4)KB=EI/l(kn.m)I=1.5I0m4)KB=EI/l(kn.m)边框架0.3×0.77.28.57×10-312.86×10-3535831.71×10-2712500中框架0.3×0.52.73.13×10-34.69×10-3469000.63×10-263000边框架0.3×0.77.28.57×10-312.86×10-3535831.71×10-27125069 毕业设计（论文）用纸3.2　　框架柱侧移刚度计算（1）柱线刚度：柱采用C30混凝土，，首层高度4.43m,2-5层3.6m；柱截面：各层600mm×600mm则I0=1/12×bh3=10.8×10-3m4;KC=EI/h（2）柱的侧移刚度D：一般层：=D=首层：=D=部位截面(m²)层高(m)惯性矩(m4)Ic=EI/h(104)边框架边柱C1边框架中柱C2Kα1Dc1Kα2Dc25层0.6²3.610.8×10-390.60.23191671.120.36300004层0.6²3.610.8×10-390.60.23191671.120.36300003层0.6²3.610.8×10-390.60.23191671.120.36300002层0.6²3.610.8×10-390.60.23191671.120.36300001层0.6²4.4310.8×10-37.31380.730.45201251.370.5530000部位中框架边柱C1中框架中柱C2各层各柱刚度层间刚度Kα3Dc3Kα4Dc4ΣDc1ΣDc2ΣDc3ΣDc45层0.80.28233331.490.433583319167×430000×423333×1635833×1812149904层0.80.28233331.490.433583319167×430000×523333×1835833×1913274893层0.80.28233331.490.433583319167×430000×523333×1835833×1913274892层0.80.28233331.490.433583319167×430000×523333×1835833×1913274891层10.49219141.840.612728019167×424597×521914×1827280×191139440层间侧移刚度的验算∑D1/∑D2=1139440/1327489=0.86﹥0.7满足要求3.3　　水平地震作用分析（底部剪力法）本框架结构符合底部剪力法的适用范围，故采用底部剪力法计算水平地震作用。69 毕业设计（论文）用纸（1）框架自振周期计算:用能量法计算。用能量法计算的数据过程及其结果见表表5用能量法计算的数据层次（KN）(KN)（KN/m）(m)56973.326973.3212149900.0060.110767.184.38410003.2816976.613274890.0130.1041040.3108.20310410.7327387.3313274890.0210.091947.486.21210410.7337798.0613274890.0280.07728.751.01110170.2047968.2611394400.0420.042427.117.94（2）考虑七度设防：аmax=0.08考虑I组类别Ⅱ类场地土Tg=0.35S因为T1=0.39<1.4Tg=0.49S所以考虑顶部附加水平地震作用底部剪力为：а1=(Tg/T1)0.9×аmax=(0.35/0.39)0.9×0.08=0.073FEk=а1×Geq=0.073×0.85×47968.26=2976.43kN由公式Fi=(GiHi/ΣGjHj)×FEk×(1-δn)横向框架顶点位移计算层数HiGiGiHiGiHi/ΣGjHjFiVi518.86973.3213107.620.25744.1744.1415.210003.28152349.950.29863.21607.3311.610410.73121076.790.23684.62291.969 毕业设计（论文）用纸28.0310410.7383598.160.17501.02797.914.4310170.2045053.990.08238.13036.0图3-1剪力分布图3.4　　验算框架层间弹性位移角（1）层数层间剪力ＶI(kN)层间度Ｄi层间侧移ui=Vi/Di层hi(m)Ui/hi[θe]5744.112159900.61×10-318.830.32×10-441607.313274891.21×10-315.230.79×10-4<1/55032291.913274891.73×10-311.631.49×10-4=0.001869 毕业设计（论文）用纸22797.913274892.10×10-38.032.62×10-413036.011394402.66×10-34.436.00×10-4对于钢筋砼框架结构[Δθe]=1/550,Δθe<[Δθe]所以满足规范规定的层间弹性位移的要求。（2）地震剪力的验算《抗震规范》要求：因基本周期小于3.5s，查《抗震规范》表得验算过程及其结果见表7。表7楼层地震剪力验算层次（KN）(KN)(KN)结论56973.326973.320.016111.57744.1满足410003.2816976.60.016271.631607.3满足310410.7327387.330.016438.202291.9满足210410.7337798.060.016604.772797.9满足110170.2047968.260.016767.493036.0满足3.5　　水平地震作用下框架柱剪力和弯矩计算（D值法：取横向中框架计算）(1)剪力Vik=D/ΣD×Vi，柱弯矩M下=Vik×Yi，M上=Vik×（1-Yi）×hi（2）反弯点高度h’=(y0+y1+y2+y3)×hy=y0+y1+y2+y3h’——反弯点到柱下端质点的距离，即反弯点高度y0——标准反弯点高度比y1——为上、下层梁线刚度比变化修正值y2——为上层层高变化修正值y3——为下层层高修正值69 毕业设计（论文）用纸根据框架总层数m,该柱所在层数n和梁柱线刚度比值K确定，并由内插法根据K值确定。边柱（中框）层h(m)y0y1y2y3Y53.60.790.30000.343.60.790.40000.433.60.790.450000.4523.60.790.050000.0514.431.790.650000.65中柱（中框）层h(m)y0Y1y2Y3y53.61.490.3750000.37543.61.490.4250000.42533.61.490.4750000.47523.61.490.50000.514.61.840.5660000.566（3）边柱弯矩计算层HΣDDD/ΣDViVikKYM下M上53.61214990233330.019744.114.140.790.315.2735.6343.61327489233330.0181607.328.930.790.441.6662.4933.61327489233330.0182291.941.250.790.4566.8381.6823.61327489233330.0182797.950.360.790.590.6590.6514.431139440219140.0193036.057.680.970.65166.0989.43（4）中柱弯矩计算：层HΣDDD/ΣDViVikkYM下M上53.61214990358330.029744.121.581.490.37529.1348.5643.61327489358330.0271607.343.401.490.42566.4089.8433.61327489358330.0272291.961.881.490.475105.81116.9523.61327489358330.0272797.975.541.490.5135.97135.9714.431139440272800.0243036.072.861.840.566182.69140.08计算过程（1）69 毕业设计（论文）用纸（2）;（3）3.6　　地震作用下框架梁端剪力和柱轴力标准植计算过程：根据节点平衡由柱端弯矩求得梁轴线处弯矩ΣMc=M右+M左=M上+M下；M右(左梁)=μ1McM左(右梁)=μ2Mc求得边跨μ1=1μ2=1中跨μ1=0.531μ2=0.469楼层AB跨梁端剪力BC跨梁端剪力柱轴力LM左M右VELM左M右VE边柱中柱57.235.6325.798.532.722.7722.7716.878.538.3447.277.7663.1719.572.755.8055.8041.3328.130.169 毕业设计（论文）用纸37.2123.3497.3630.652.785.9985.9963.7058.7563.1527.2157.48128.3939.702.7113.39113.3983.9998.45107.4417.2180.08146.5845.372.7129.47129.4795.90143.82157.97图3-2地震作用下框架梁端弯矩轴力图4　　横向风荷载计算4.1　　自然情况基本风压为0.40kN/m²,即Ｗ0=0.40kN/m²,c类粗糙度。69 毕业设计（论文）用纸4.2　　荷载计算：（1）风荷载标准值Ｗk=βzμsμzWoβz-高度z处的风振系数（2）风压高度变化系数（μz）：μ5=0.84μ4=μ3=μ2=μ1=0.74（3）风荷载体型系数:μs=1.4（4）Z高度处的风振系数在实际工程中，对于高度不大于30m，高宽比小于1.5的高层建筑，取风振系数βZ=1.0层数βZμSμZiW0WkiFWkiVi51.01.40.840.400.475.635.6340.740.416.6412.2730.740.416.6418.9120.740.416.6425.5510.740.417.4132.96（5）Fwk5=0.47×（0.8+1.8）×4.5=5.63kNFwk4=0.41×3.6×4.5=6.642kNFwk3=0.41×3.6×4.5=6.642kNFwk2=0.41×3.6×4.5=6.642knFwk1=0.41×(1.8+2.215)×4.5=7.41kN（6）层间剪力V5=5.63kNV4=12.276kNV3=18.91kNV2=25.55kNV1=32.96kN（7）荷载作用分布图：69 毕业设计（论文）用纸图4-1荷载作用分布图4.3　　风荷载作用下框架柱剪力和柱弯矩（D值法，取横向中框架计算）（1）柱剪力Vik=D/ΣD×Vi，柱弯矩M下=Vik×Yi，M上=Vik×（1-Yi）×hi（2）反弯点高度h’=(y0+y1+y2+y3)×hy0——标准反弯点高度比y1——为上、下层梁线刚度变化修正值y2——为上层层高变化修正值y3——为下层层高修正值根据框架总层数m,该柱所在层数n和梁柱线刚度比值K确定，对于地震作用，y69 毕业设计（论文）用纸值由按荷载表查得，并由内插法根据K值确定，并考虑层高的因素进行修正。（3）边柱弯矩计算：层HΣDDD/ΣDViVikkYM下M上53.6118332233330.1975.631.1090.790.301.1982.79543.6118332233330.19712.272.4170.790.403.4805.22133.6118332233330.19718.913.7250.790.456.0357.38623.6118332233330.19725.555.0330.790.509.0599.05914.4398388219140.22332.967.3500.970.6521.16411.396（4）中柱弯矩计算：层HΣDDD/ΣDViVikkYM下M上53.6118332233330.3035.631.7061.490.382.3033.83943.6118332233330.30312.273.7181.490.435.6897.69633.6118332233330.30318.915.7301.490.489.79810.83023.6118332233330.30325.557.7421.490.513.93613.93614.4398388219140.27732.969.1301.840.5722.89217.554计算过程（1）（2）;（3）4.4　　荷载作用下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69 毕业设计（论文）用纸ΣMc=M右+M左=M上+M下；M右(左梁)=μ1McM左(右梁)=μ2Mc求得边跨μ1=1μ2=1中跨μ1=0.531μ2=0.469风荷载作用下框架梁端剪力和柱轴力标准植楼层AB跨梁端剪力BC跨梁端剪力柱轴力LM左M右VELM左M右VE边柱中柱57.22.7952.0390.6712.71.8001.8001.3330.6710.66247.26.7195.3091.6712.74.6904.6903.4742.3422.46537.210.8568.7722.7262.77.7477.7475.7395.0685.47827.215.09412.6033.8472.711.13111.1318.2458.9159.87617.220.45516.7215.1632.714.76914.76910.9414.07815.653风荷载作用下的框架内力图如下：69 毕业设计（论文）用纸图4-2风荷载作用下的框架内力图69 毕业设计（论文）用纸5　　框架在竖向荷载作用下的内力分析（采用弯矩二次分配法）5.1　　计算方法和荷载传递路线（1）计算方法框架结构在竖向荷载作用下的内力计算采用力矩分配法，因为框架结构对称，荷载对称；又属于奇数跨，故在对称轴上梁的截面只有竖向位移（沿对称轴方向）没有转角。对称截面可取为滑动端。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。(取一榀横向框架)（2）荷载传递路线图5-1荷载传递路线图69 毕业设计（论文）用纸对于边跨板，为7.2m×4.5m,由于7.2/4.5<3.0所以按双向板计算对于中跨板，为4.5m×2.7m,由于4.5/2.7〈3.0所以按双向板计算5.2　　竖向荷载计算5.2.1A-B(C-D)轴间框架梁板传至梁上的三角形或梯形荷载等效为均布荷载。（1）屋面板传载恒载：5.0×4.5/2×(1-2×0.312+0.313)×2=18.85kN/m活载：0.5×4.5/2×(1-2×0.312+0.313)×2=1.89kN/m（2）楼面板传荷载恒载：3.99×4.5/2×(1-2×0.312+0.313)×2=15.08kN/m活载：2.0×4.5/2×(1-2×0.312+0.313)×2=7.56kN/m（3）梁自重：5.46kN/mA-B(C-D)轴间框架梁均布荷载为：屋面梁：恒载=梁自重+板传荷载=5.46kN/m+18.85kN/m=24.31kN/m活载=板传荷载=1.89kN/m楼面梁：恒载=梁自重+板传荷载=5.46kN/m+15.08kN/m=20.54kN/m活载=板传荷载=7.56kN/m5.2.2B-C轴间框架梁（1）屋面板传载恒载：5.0×2.4/2×5/8×2=8.44kN/m活载：0.5×2.7/2×5/8×2=0.84kN/m（2）楼面板传荷载恒载：3.99×2.7/2×5/8×2=6.73kN/m活载：2.0×2.7/2×5/8×2=4.22kN/m(3)梁自重：3.9kN/mB-C轴间框架梁均布荷载为：屋面梁：恒载=梁自重+板传荷载=3.9kN/m+8.44kN/m=12.34kN/m活载=板传荷载=0.84kN/m楼面梁：恒载=梁自重+板传荷载=3.9kN/m+6.73kN/m=10.63kN/m活载=板传荷载=4.22kN/m69 毕业设计（论文）用纸5.3　　框架计算简图图5-2框架计算简图5.4　　梁固端弯矩梁端弯矩以绕杆端顺时针为正，反之为负。固端弯矩=（均布荷载×跨度²）/12=ql2/12荷载部位边跨中跨69 毕业设计（论文）用纸跨度均布荷载固端弯矩跨度均布荷载固端弯矩左右左右恒荷载顶层7.224.31-105.02105.022.712.34-7.50-7.50其它层7.220.54-88.7388.732.710.63-6.46-6.46活荷载顶层7.21.89-8.168.162.70.84-0.51-0.51其它层7.27.56-32.6632.662.74.22-2.56-2.56竖向荷载作用下框架梁的固端弯矩5.5　　框架节点分配系数如下表边柱节点中柱节点顶层μb右=ib右/（ib右+iz下）=0.442μc下=iz下/（ib右+ib下）=0.558μb左=ib左/（ib左+iz下+ib右）=0.318μb右=ib右/（ib左+iz下+ib右）=0.281μc下=ic下/（ib右+ib下+ib右）=0.401标准层μb右=ib右/（ib右+iz下+iz上）=0.284μc上下=iz上/（ib右+iz下+iz上）=0.358μb左=ib左/（ib左+iz下+iz上+ib右）=0.227μb右=ib右/（ib左+iz下+iz上+ib右）=0.201μc上=iz上/（ib左+iz下+iz上+ib右）=0.286μc下=iz下/（ib左+iz下+iz上+ib）=0.28669 毕业设计（论文）用纸底层μb右=ib右/（ib右+iz下+iz上）=0.304μc上=iz上/（iz下+iz上+ib右）=0.384μc下=iz下/（iz下+iz上+ib右）=0.312μb左=ib左/（ib左+iz下+iz上+ib右）=0.240μb右=ib右/（ib左+iz下+iz上+ib右）=0.212μc上=iz上/（ib左+iz下+iz上+ib右）=0.303μc下=iz下/（ib左+iz下+iz上+ib右）=0.2465.6　　恒载产生弯矩分配与传递方法：首先将各点的分配系数填在相应方框内，将梁的固端弯矩填写在框架横梁相应位置上，然后将节点放松，把各节点不平衡弯矩同时进行分配。假定远端固定进行传递（不向滑动端传递），右（左）梁分配弯矩向左（右）梁传递，上（下）分配弯矩向下（上）柱传递（传递系数均为0.5）。第一次分配弯矩传递后，再进行第二次弯矩分配。69 毕业设计（论文）用纸图5-3恒载作用下弯矩分配与传递图69 毕业设计（论文）用纸图5-4竖向恒载作用下框架弯矩图69 毕业设计（论文）用纸图5-5活载作用下弯矩传递与分配图69 毕业设计（论文）用纸图5-6竖向活载作用下框架弯矩图梁弯矩的调幅（由于钢筋混凝土结构具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,调幅系数为0.8;对跨中弯矩进行调幅,调幅系数1.2.）(1)恒载作用下的弯距楼层AB跨BC跨左端中间右端左端中间右端MM’MM’MM’MM’MM’MM’5-74.28-59.42-73.60-88.3293.5874.86-38.11-30.49-26.87-32.2438.1130.494-85.73-68.58-48.78-58.5486.91369.53-19.24-15.39-9.55-11.4619.2415.393-81.94-65.55-49.56-59.4785.1468.11-20.80-16.64-11.11-13.3320.8016.642-82.25-65.80-49.33-59.2085.3068.24-20.66-16.53-10.97-13.1620.6616.531-73.46-58.77-55.34-66.4182.0665.65-24.18-19.34-14.49-17.3924.1819.34注:1）M’为调幅后的弯距。2）弯矩符号逆时针为正69 毕业设计（论文）用纸(2)活载作用下的弯距楼层AB跨BC跨左端中间右端左端中间右端MM’MM’MM’MM’MM’MM’5-7.82-6.26-7.40-8.888.346.67-1.96-1.57-1.19-1.431.961.574-28.14-22.51-19.55-23.4630.7424.59-8.37-6.70-4.52-5.428.376.703-29.16-23.33-18.73-22.4831.3725.10-7.81-6.25-3.96-4.757.816.252-29.28-23.42-17.14-20.5734．4327.54-7.76-6.21-3.91-4.697.766.211-27.02-21.62-20.36-24.4330.2524.20-9.05-7.24-5.2-6.249.057.24注:1）M’为调幅后的弯距。2）弯矩符号逆时针为正5.7　　梁端剪力：均布荷载下:V’=V—q×b/2(1)恒载作用下梁端剪力楼层q(kn/m)L(m)ql/2ΣM/LV左V右V左’V右’AB跨梁端剪力524.317.287.522.9384.8490.2077.5582.91420.547.273.940.5773.7874.1067.6267.94320.547.273.940.8673.5074.3867.3468.22220.547.273.940.8473.5274.3667.3668.20120.547.273.941.2772.7575.1366.5968.97BC跨梁端剪力512.342.716.660.0016.6616.6612.9612.96410.632.714.350.0014.3514.3511.1611.16310.632.714.350.0014.3514.3511.1611.16210.632.714.350.0014.3514.3511.1611.16110.632.714.350.0014.3514.3511.1611.16注：Ｍ就采用调幅前的值(2)活载作用下梁端剪力层次Q(kn/m)L(m)Ql/2ΣM/LV左V右V左’V右’AB跨51.897.26.8040.0726.7326.8766.176.3147.567.227.220.36126.85927.58124.5925.3137.567.227.220.30726.91327.52724.6525.2627.567.227.220.71526.50527.93524.2425.6717.567.227.220.44926.77127.66924.5025.40ＢＣ50.842.71.130.0001.131.130.880.8869 毕业设计（论文）用纸跨44.222.75.700.0005.705.704.434.4334.222.75.700.0005.705.704.434.4324.222.75.700.0005.705.704.434.4314.222.75.700.0005.705.704.434.43注：Ｍ就采用调幅前的值图5-7恒载作用下梁的剪力图69 毕业设计（论文）用纸图5-8活载作用下梁的剪力图5.8　　柱轴力和剪力(1)恒载作用下的柱轴力剪力1)边柱层截面横梁剪力（kN）纵向荷载（kN）柱重（kN）（kN）边柱轴力（kN）边柱剪力（kN）51—184.8454.3333.70139.17139.1734.402—2172.87172.8743—373.7869.1333.70142.91315.7821.434—4176.61349.4835—573.5069.1333.70142.63492.1122.6469 毕业设计（论文）用纸6—6176.33525.8127—773.5269.1333.70142.65668.4624.828—8176.35702.1619—972.7569.1341.46141.88844.048.7410—10183.34885.50说明：①假定外纵墙受力荷载完全由纵梁承受。②为本层荷载产生的轴力。③柱重：首层：0.6×0.6×26×4.43=41.46kN顶层：0.6×0.6×26×3.6=33.7kN其他层：0.6×0.6×26×3.6=33.7kN④a顶层荷载：女儿墙：0.8×0.24×10×4.5=8.06kN连系梁：3.25×4.5=14.625kN屋面荷载：5.0×0.5×4.5×5/8×0.5×4.5×2=31.64kNΣ=54.33kNb标准层荷载楼面荷载：3.99×0.5×4.5×5/8×0.5×4.5×2=25.25kN连系梁：3.25×4.5=14.625kN墙重：6.29×3.6×（4.5-3.3）=27.17kN窗：3.3×0.3×2.1=2.07kNΣ=69.13kN2)中柱：层截面横梁剪力横梁剪力纵向荷载柱重（kN）中柱轴力中柱剪力（kN）（kN）（kN）（kN）（kN）（kN）51—190.2016.6671.99533.70178.86178.8625.892—2212.56213.70543—374.1014.3560.40533.70148.86361.4217.254—4182.56395.1235—574.3814.3560.40533.70149.14544.2617.826—6182.84577.9669 毕业设计（论文）用纸27—774.3614.3560.40533.70147.61725.5719.418—8181.31759.2719—975.1314.3560.40541.46149.89909.167.0010—10191.35950.62①.顶层荷载屋面荷载：α=1－2×(2.7/2/4.5)2+(2.7/2/4.5)3=0.8475.0×0.5×4.5×5/8×0.5×4.5×2+5.0×2.7/2×0.847×0.5×4.5×2=57.37kN连系梁：3.25×4.5=14.625kNΣ=71.995kN②.标准层荷载楼面荷载3.99×0.5×4.5×5/8×0.5×4.5×2+3.99×2.7/2×0.847×0.5×4.5×2=45.78kN连系梁：3.25×4.5=14.625kNΣ=60.405kN(2)活载作用下的柱轴力剪力边柱中柱层截面VA(kN)A柱轴力(kN)A柱剪力(kN)VB左(kN)VB右(kN)（kN）B柱轴力（kN）B柱剪力(kN)51—16.7326.7326.586.8761.138.0068.0064.492—243—326.8633.597.4627.585.7023.2831.2876.764—435—526.9160.508.127.535.7032.2364.5146.536—627—726.5187.016.6427.945.7033.6498.1497.118—819—926.77113.785.0327.675.7033.37131.522.5610—1069 毕业设计（论文）用纸图5-9恒载作用下梁的轴力图69 毕业设计（论文）用纸图5-10活载作用下梁的轴力图6　　内力组合和最不利内力确定6.1　　框架梁内力组合：基本组合公式：1）梁端负弯矩组合公式:①-1.0[1.2恒+1.4×0.9(活+风)]②-1.0[1.35恒+1.4×(0.7活+0.6风)]③-0.75[1.2(恒+0.5活)+1.3地]2）梁端正弯矩组合公式:69 毕业设计（论文）用纸④0.75[1.3地-1.0(恒+0.5活)]3）梁跨中正弯矩组合公式:⑤1.0[1.2恒+1.4×0.9(活+风)]⑥1.0[1.35恒+1.4(0.7活+0.6风)]⑦0.75[1.2(恒+0.5活)+1.3地]4)梁端剪力组合公式:⑧1.0[1.2恒+0.9×1.4(风+活)]⑨1.0[1.35恒+1.4(0.7活+0.6风)]⑩0.85[1.2(恒+0.5活)+1.3地]6.2　　框架柱内力组合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：②γ0(1.35×恒+0.7×1.4×活)③γ0[1.2×恒+1.4×0.9（风+活)]6.3　　框架梁柱内力组合表如下69 毕业设计（论文）用纸横梁内力组合表：左风右风左风右风左震右震杆件截面内力类型恒载活载左风右风左震右震1.2恒＋1.4活1.35恒＋0.7活1.2恒载＋1.4风载1.2恒＋1.4*0.9（活＋风）1.2*（恒＋0.5*活）＋1.3*震A5B5M-59.42-6.262.795-2.79535.63-35.63-80.068-86.477-67.391-75.217-75.6699-82.7133-28.741-121.379V-77.55-6.17-0.6710.671-8.538.53-101.698-110.863-93.9994-92.1206-101.68-99.9887-107.85-85.673跨中M-88.32-8.88-0.3780.378-4.924.92-118.416-128.112-106.513-105.455-117.649-116.697-117.71-104.916M74.866.672.039-2.03925.79-25.7999.17107.73192.686686.9774100.805395.66706127.36160.307V-82.91-6.310.671-0.6718.53-8.53-108.326-118.239-98.5526-100.431-106.597-108.288-92.189-114.367B5C5M-30.49-1.577.8-7.822.77-22.77-38.786-42.7315-25.668-47.508-28.7382-48.3942-7.929-67.131V-12.96-0.88-1.3331.333-16.8716.87-16.784-18.376-17.4182-13.6858-18.3404-14.9812-38.0115.851跨中M-32.24-1.430000-40.69-44.954-38.688-38.688-40.4898-40.4898-39.546-39.546M30.491.571.8-1.822.77-22.7738.78642.731539.10834.06840.834236.298267.1317.929V-12.96-0.881.333-1.33316.87-16.87-16.784-18.376-13.6858-17.4182-14.9812-18.34045.851-38.011C5D5M-59.42-6.262.795-2.79535.63-35.63-80.068-86.477-67.391-75.217-75.6699-82.7133-28.741-121.379V-77.55-6.17-0.6710.671-8.538.53-101.698-110.863-93.9994-92.1206-101.68-99.9887-107.85-85.673跨中M-88.32-8.88-0.3780.378-4.924.92-118.416-128.112-106.513-105.455-117.649-116.697-117.71-104.916M74.866.672.039-2.03925.79-25.7999.17107.73192.686686.9774100.805395.66706127.36160.307V-82.91-6.310.671-0.6718.53-8.53-108.326-118.239-98.5526-100.431-106.597-108.288-92.189-114.367A4B4M-68.59-22.516.719-6.71977.76-77.76-113.822-115.107-72.9014-91.7146-102.205-119.1375.274-196.902V-67.62-24.59-1.6711.671-19.5719.57-115.57-115.877-83.4834-78.8046-114.233-110.022-121.34-70.457跨中M-58.54-23.46-0.7050.705-7.2957.295-103.092-102.489-71.235-69.261-100.696-98.9193-93.808-74.840569 毕业设计（论文）用纸M69.5324.595.039-5.03963.17-63.17117.862118.455590.490676.3814120.7685108.0703180.31116.069V-67.94-25.311.671-1.67119.57-19.57-116.962-117.029-79.1886-83.8674-111.313-115.524-71.273-122.155B4C4M-15.39-6.74.69-4.6955.8-55.8-27.848-27.4765-11.902-25.034-21.0006-32.819450.052-95.028V-11.16-4.43-3.4743.474-41.3341.33-19.594-19.496-18.2556-8.5284-23.351-14.5966-69.77937.679跨中M-11.46-5.420000-21.34-20.891-13.752-13.752-20.5812-20.5812-17.004-17.004M15.396.74.69-4.6955.8-55.827.84827.476525.03411.90232.819421.000695.028-50.052V-11.16-4.433.474-3.47441.33-41.33-19.594-19.496-8.5284-18.2556-14.5966-23.35137.679-69.779C4D4M-68.58-22.516.719-6.71977.76-77.76-113.81-115.093-72.8894-91.7026-102.193-119.1255.286-196.89V-67.62-24.59-1.6711.671-19.5719.57-115.57-115.877-83.4834-78.8046-114.233-110.022-121.34-70.457跨中M-58.54-23.46-0.7050.705-7.2957.295-103.092-102.489-71.235-69.261-100.696-98.9193-93.808-74.8405M69.5324.595.309-5.30963.17-63.17117.862118.455590.868676.0034121.1087107.7301180.31116.069V-67.94-25.311.671-1.67119.57-19.57-116.962-117.029-79.1886-83.8674-111.313-115.524-71.273-122.155A3B3M-65.55-23.3310.856-10.86123.34-123.3-111.322-111.823-63.4616-93.8584-94.3772-121.73467.684-253V-67.34-24.65-2.7262.726-30.6530.65-115.318-115.559-84.6244-76.9916-115.302-108.432-135.44-55.753跨中M-59.47-22.48-1.0421.042-1313-102.836-102.765-72.8228-69.9052-101.002-98.3759-101.75-67.952M68.1125.18.772-8.77297.36-97.36116.872117.048594.012869.4512124.4107102.3053223.36-29.776V-68.22-25.262.726-2.72630.65-30.65-117.228-117.357-78.0476-85.6804-110.257-117.126-57.175-136.865B3C3M-16.64-6.257.747-7.74785.99-85.99-28.718-28.714-9.1222-30.8138-18.0818-37.604288.069-135.505V-11.16-4.43-5.7395.739-63.763.7-19.594-19.496-21.4266-5.3574-26.2049-11.7427-98.8666.76跨中M-13.33-4.750000-22.646-22.7455-15.996-15.996-21.981-21.981-18.846-18.846M16.646.257.747-7.74785.99-85.9928.71828.71430.81389.122237.6042218.08178135.505-88.069V63.766.7669 毕业设计（论文）用纸-11.16-4.435.739-5.739-63.7-19.594-19.496-5.3574-21.4266-11.7427-26.2049-98.86C3D3M-65.55-23.3310.856-10.86123.34-123.3-111.322-111.823-63.4616-93.8584-94.3772-121.73467.684-253V-67.34-24.65-2.7262.726-30.6530.65-115.318-115.559-84.6244-76.9916-115.302-108.432-135.44-55.753跨中M-59.47-22.48-1.0421.042-1313-102.836-102.765-72.8228-69.9052-101.002-98.3759-101.75-67.952M68.1125.18.772-8.77297.36-97.36116.872117.048594.012869.4512124.4107102.3053223.36-29.776V-68.22-25.262.726-2.72630.65-30.65-117.228-117.357-78.0476-85.6804-110.257-117.126-57.175-136.865A2B2M-65.8-23.4215.094-15.09157.48-157.5-111.748-112.25-57.8284-100.092-89.4508-127.488111.712-297.736V-67.36-24.24-3.8473.847-39.739.7-114.768-115.176-86.2178-75.4462-116.222-106.527-146.99-43.766跨中M-59.2-20.57-1.2461.246-14.5514.545-99.838-100.49-72.7844-69.2956-98.5282-95.3882-102.29-64.4735M68.2427.5412.603-12.6128.39-128.4120.444119.66499.532264.2438132.4682100.7086265.319-68.495V-68.2-25.673.847-3.84739.7-39.7-117.778-117.74-76.4542-87.2258-109.337-119.031-45.632-148.852B2C2M-16.53-6.2111.131-11.13113.39-113.4-28.53-28.5255-4.2526-35.4194-13.6355-41.6857123.845-170.969V-11.16-4.438.245-8.245-83.9983.99-19.594-19.496-1.849-24.935-8.5851-29.3625-125.2493.137跨中M-13.16-4.6915.094-15.0900-22.358-22.4565.3396-36.9236-2.68296-40.7198-18.606-18.606M16.536.21-3.8473.847113.39-113.428.5328.525514.450225.221822.8133832.50782170.969-123.845V-11.16-4.43-1.2461.24683.99-83.99-19.594-19.496-15.1364-11.6476-20.5438-17.403893.137-125.237C2D2M-65.8-23.4215.094-15.09157.48-157.5-111.748-112.25-57.8284-100.092-89.4508-127.488111.712-297.736V-67.36-24.24-3.8473.847-39.739.7-114.768-115.176-86.2178-75.4462-116.222-106.527-146.99-43.766跨中M-59.2-20.57-1.2461.246-14.5514.545-99.838-100.49-72.7844-69.2956-98.5282-95.3882-102.29-64.4735M68.2427.5412.063-12.06128.39-128.4120.444119.66498.776264.9998131.7878101.389265.319-68.495V-68.2-25.673.847-3.84739.7-39.7-117.778-117.74-76.4542-87.2258-109.337-119.031-45.632-148.852A1B1M-58.77-21.6220.455-20.46180.08-180.1-100.792-100.96-41.887-99.161-71.9919-123.539150.608-317.669 毕业设计（论文）用纸V-66.59-24.5-5.1635.163-45.3745.37-114.208-114.397-87.1362-72.6798-117.283-104.273-153.59-35.627跨中M-66.41-24.43-1.8671.867-16.7516.75-113.894-114.084-82.3058-77.0782-112.826-108.121-116.13-72.575M65.6524.216.721-16.72146.58-146.6112.66112.8275102.189455.3706130.340588.20354283.854-97.254V-68.97-25.45.163-5.16345.37-45.37-118.324-118.51-75.5358-89.9922-108.263-121.273-39.023-156.985B1C1M-19.34-7.2414.769-14.77129.47-129.5-33.344-33.349-2.5314-43.8846-13.7215-50.9393140.759-195.863V-11.16-4.43-10.9410.94-95.995.9-19.594-19.496-28.7081.924-32.7582-5.1894-140.72108.62跨中M-17.39-6.240000-29.604-29.7165-20.868-20.868-28.7304-28.7304-24.612-24.612M19.347.2414.769-14.77129.47-129.533.34433.34943.88462.531450.9393413.72146195.863-140.759V-11.16-4.4310.94-10.9495.9-95.9-19.594-19.4961.924-28.708-5.1894-32.7582108.62-140.72C1D1M-57.77-21.6220.455-20.46180.08-180.1-99.592-99.6095-40.687-97.961-70.7919-122.339151.808-316.4V-66.59-24.5-5.1635.163-45.3745.37-114.208-114.397-87.1362-72.6798-117.283-104.273-153.59-35.627跨中M-66.41-24.43-1.8671.867-16.7516.75-113.894-114.084-82.3058-77.0782-112.826-108.121-116.13-72.575M65.6524.216.721-16.72146.58-146.6112.66112.8275102.189455.3706130.340588.20354283.854-97.254V-68.79-24.55.163-5.16345.37-45.37-116.848-117.367-75.3198-89.7762-106.913-119.923-38.267-156.229柱的内力组合表：风载地震荷载内力组合左风右风左风右风左震右震柱号截面内力类型恒载活载左风右风左震右震1.2恒+1.4活1.35恒+0.7活1.2恒+1.4风1.2恒+1.4*0.9*（活+风）1.2（恒+0.5活）+1.3震A5A4上端M74.287.82-2.7952.795-35.6335.63100.084105.75285.22393.04995.4675102.510947.509140.147N139.26.7320.6710.6718.538.53176.4288192.5919167.94167.9434176.3318176.3318182.1322182.132下端M49.5715.86-1.1981.198-15.2715.2781.68878.021557.806861.161277.9581280.9770849.14988.851N8.5369 毕业设计（论文）用纸172.96.7320.6710.6718.53216.8688238.0869208.383208.3834216.7718216.7718222.5722222.572V34.46.58-1.1091.109-14.1414.1450.49251.04639.727442.832648.1734650.9681426.84663.61A4A3上端M36.1612.28-5.2215.221-62.4962.4960.58457.41236.082650.701452.2863465.44326-30.477131.997N315.833.592.3422.34228.128.1425.9634449.8167382.215382.2148424.2116424.2116435.6206435.621下端M40.9714.58-3.483.48-41.6641.6669.57665.515544.29254.03663.1571.91963.754112.07N349.533.592.3422.34228.128.1466.4034495.3117422.655422.6548464.6516464.6516476.0606476.061V21.437.46-2.4172.417-28.9328.9336.1634.152522.332229.099832.0701838.16102-7.41767.801A3A2上端M40.9714.58-7.3767.376-81.6881.6869.57665.515538.837659.490458.2410476.82856-48.272164.096N492.160.55.0685.06858.7558.75675.2376706.7013597.627597.6272673.1527673.1527703.2094703.209下端M40.5514.85-6.0356.035-66.8366.8369.4565.137540.21157.10959.766974.9751-29.309144.449N525.860.55.0685.06858.7558.75715.6776752.1963638.067638.0672713.5927713.5927743.6494743.649V22.648.1-3.7253.725-41.2541.2538.50836.23421.95332.38332.680542.0675-21.59785.653A2A1上端M41.714.43-9.0599.059-90.6590.6570.24266.39637.357462.722656.8074679.63614-59.147176.543N668.587.018.9158.91598.4598.45923.9646963.3273814.633814.633923.0162923.0162982.3424982.342下端M47.669.49-9.0599.059-90.6590.6570.47870.98444.509469.874657.7350680.56374-54.959180.731N702.287.018.9158.91598.4598.45964.40461008.822855.073855.073963.4562963.45621022.7821022.78V24.826.64-5.0335.033-50.3650.3639.0838.15522.737836.830231.8088244.49198-31.799.236A1A0上端M25.817.53-11.411.4-89.4389.4355.50247.10115.005646.914438.6888467.40676-74.781157.737N844113.814.07814.08143.82143.81172.141219.11032.561032.5571173.9491173.9491268.0821268.08下端M12.94.75-21.1621.16-166.1166.122.1320.74-14.1545.1096-5.2016448.13164-197.587234.247N885.5113.814.07814.08143.82143.81221.8921275.0711082.311082.3091223.7011223.7011317.8341317.83V8.745.03-7.357.35-57.6857.6817.5315.320.19820.7787.564826.0868-61.47888.4969 毕业设计（论文）用纸B5B4上端M-54.5-6.38-3.8393.839-48.5648.56-74.296-78.0005-70.739-59.9894-78.2399-68.5657-132.32-6.064N178.98.0060.6620.6628.348.34225.8404247.0652215.559215.5588225.5537225.5537230.2776230.278下端M-37.7-9.8-2.3032.303-29.1329.13-58.996-57.7955-48.5-42.0518-60.5258-54.7222-89.025-13.287N212.68.0060.6620.6628.348.34266.2804292.5602255.999255.9988265.9937265.9937270.7176270.718V-25.9-4.49-1.7061.706-21.5821.58-37.354-38.0945-33.456-28.6796-38.875-34.5758-61.816-5.708B4B3上端M-29.9-12.6-7.6967.696-89.8489.84-53.526-49.218-46.702-25.1536-61.4632-42.0692-160.26273.322N361.431.292.4652.46530.130.1477.5058509.8179437.155437.155476.2315476.2315491.6062491.606下端M-32.2-11.8-5.6895.689-66.466.4-55.096-51.6755-46.569-30.6394-60.6149-46.2787-131.99240.648N395.131.292.4652.46530.130.1517.9458555.3129477.595477.595516.6715516.6715532.0462532.046V-17.3-6.76-3.7183.718-43.443.4-30.164-28.0195-25.905-15.4948-33.9023-24.5329-81.17631.664B3B2上端M-32.2-11.8-10.8310.83-167167-55.096-51.6755-53.766-23.442-67.0926-39.801-262.707171.363N544.364.515.4785.47863.1563.15743.4316779.9108660.781660.7812741.3019741.3019773.9154773.915下端M-32-11.7-9.7989.798-105.8105.8-54.758-51.3565-52.081-24.6468-65.4641-40.7731-182.94392.163N57864.515.4785.47863.1563.15783.8716825.4058701.221701.2212781.7419781.7419814.3554814.355V-17.8-6.53-5.735.73-61.8861.88-30.526-28.628-29.406-13.362-36.8316-22.392-105.74655.142B2B1上端M-32.7-12-13.9413.94-136136-55.948-52.4765-58.72-19.688-71.838-36.7092-223.141130.381N725.698.159.8769.876107.44107.41008.0931048.224884.51884.51041006.7961006.7961069.2451069.25下端M-37.2-13.6-13.9413.94-136136-63.746-59.788-64.18-25.148-79.4022-44.2734-229.603123.919N759.398.159.8769.876107.44107.41048.5331093.719924.95924.95041047.2361047.2361109.6851109.69V-19.4-7.11-7.7427.742-75.5475.54-33.246-31.1805-34.131-12.4532-42.0055-22.4957-125.7670.644B1B0上端M-20.7-7.56-17.5517.55-140.1140.1-35.376-33.183-49.368-0.2164-56.4356-12.1996-211.432152.776N157.9715869 毕业设计（论文）用纸909.2131.515.65315.651275.1171319.4291112.911112.9061276.4271276.4271375.2641375.26下端M-10.3-3.78-22.8922.89-182.7182.7-17.688-16.5915-44.44519.6528-46.002711.68512-252.161222.833N950.6131.515.65315.65157.971581324.8691375.41162.661162.6581326.1791326.1791425.0161425.02V-7-2.56-9.139.13-72.8672.86-11.984-11.242-21.1824.382-23.1294-0.1218-104.65484.7827　　楼面板设计7.1　　荷载计算取第二层楼面板为例图7-1结构双向板设计计算简图结构平面布置图如图7-1所示楼面活荷载楼面恒荷载采用C30混凝土，板中钢筋采用HPB235级钢筋，则有按塑性铰线法计算69 毕业设计（论文）用纸7.2　　确定计算跨度此结构为框架结构，板与梁整体现浇，所以（为梁宽）：7.3　　弯矩计算假定边缘板带跨中配筋率与中间板带相同，支座截面配筋率不随板带而变，取同一数值；跨中钢筋在离支座处间隔弯起，取，对所有区格，均取，整体现浇，均按连续板计算由此==7.4　　截面设计短跨，长跨，板宽，C30混凝土：，，HPB235钢筋：，板的配筋见下表：69 毕业设计（论文）用纸双向板配筋计算表截面设计值/0.0270.0070.0530.0170.0270.0070.0540.017/165.4847.67330.9495．33/240240240240实际配筋/8　　楼面中跨板设计8.1　　荷载计算取第二层楼面板为例图8-1结构双向板设计计算简图69 毕业设计（论文）用纸结构平面布置图如图8-1所示楼面活荷载楼面恒荷载采用C30混凝土，板中钢筋采用HPB235级钢筋，则有按塑性铰线法计算8.2　　确定计算跨度此结构为框架结构，板与梁整体现浇，所以（为梁宽）：8.3　　弯矩计算假定边缘板带跨中配筋率与中间板带相同，支座截面配筋率不随板带而变，取同一数值；跨中钢筋在离支座处间隔弯起，取，对所有区格，均取，整体现浇，均按连续板计算由此=69 毕业设计（论文）用纸=8.4　　截面设计短跨，长跨，板宽，C30混凝土：，，HPB235钢筋：，板的配筋见下表：双向板配筋计算表截面设计值/0.0340.0080.0660.0190.0350.0080.0680.019/214.5154.48416.74106.55/240240240240实际配筋/69 毕业设计（论文）用纸9　　框架梁配筋计算9.1　　计算方案确定按梁跨度考虑：按梁净距考虑：按翼缘高度考虑：=700-35=665mm，>0.1故翼缘不受限制，取＝C30混凝土：；梁内纵向钢筋选用选用HRB335级钢筋；==300；箍筋采用HPB235级钢筋：==210中跨：由此可判断所有梁截面属第一类T型截面支座按矩形截面，跨中按Ｔ型截面计算。配筋率要求：纵向受力筋：ρmin=45×ft/fy=45×1.43/300=0.215%（0.215%）取较大值0.215%纵向受拉钢筋最小配筋率：0.215%×300×700=452mm29.2　　梁的抗弯承载力配筋计算：所有截面均采用表格法计算，计算表格及结果如下：层次截面实配钢筋5支座A95.583006650.05040.05174924ф16（804）0.38B左99.73006650.05250.0545144ф16（804）0.38AB跨间128.1124006650.00840.00846394ф16（804）0.38支座B右65.383004650.07050.07324874ф16（804）0.54BC跨间44.959004650.01620.01633254ф16（804）0.544支座A175.763006650.09260.09738804ф18（1017）0.48B左158.933006650.08380.08768334ф18（1017）0.4869 毕业设计（论文）用纸AB跨间103.09224006650.00680.00685174ф16（804）0.38支座B右83.743004650.09030.09486304ф18(1017)0.68BC跨间21.349004650.00770.00771544ф16（804）0.543支座A236.243006650.12450.133412694ф20（1256）0.60B左206.213006650.10870.115410974ф20（1256）0.60AB跨间102.8424006650.00680.00685174ф16（804）0.38支座B右115.483004650.12450.13348284ф20（1256）0.84BC跨间22.759004650.00820.00821644ф16（804）0.542支座A284.613006650.150.163315534ф22（1520）0.72B左251.633006650.13260.142813584ф22(1520)0.72AB跨间102.29124006650.00670.00675104ф16（804）0.38支座B右143.033004650.15420.168411204ф22(1520)1.01BC跨间40.729004650.01460.01472934ф16（804）0.541支座A306.913006650.16180.177616894ф25(1964)0.94B左272.153006650.14350.155614804ф25(1964)0.94AB跨间116.12524006650.00770.00775864ф16（804）0.38支座B右163.283004650.1760.19512974ф25(1964)1.31BC跨间29.729004650.01070.01082154ф16（804）0.549.4　　梁的斜截面配筋计算斜截面配筋计算表：层次截面实配钢筋加密区5A、B左132.388570.57<0双肢φ8@200(0.168)双肢φ8@100（0.336）B右30.195398.97<0双肢φ8@200(0.168)双肢φ8@100（0.336）4A、B左135.616570.57<0双肢φ8@200(0.168)双肢φ8@100（0.336）B右25.333398.97<0双肢φ8@200(0.168)双肢φ8@100（0.336）3A、B左134.34570.57<0双肢φ8@200(0.168)双肢φ8@100（0.336）B右25.623398.97<0双肢φ8@200(0.168)双肢φ8@100（0.336）2A、B左134.96570.57<0双肢φ8@200(0.168)双肢φ8@100（0.336）B右28.416398.97<0双肢φ8@200(0.168)双肢φ8@100（0.336）1A、B左133.03570.57<0双肢φ8@200(0.168)双肢φ8@100（0.336）B右27.166398.97<0双肢φ8@200(0.168)双肢φ8@100（0.336）69 毕业设计（论文）用纸10　　柱的配筋计算10.1验算轴压比：由于底层柱中柱的轴力最大，并且各柱的截面尺寸与混凝土强度相同，所以只取底层中柱进行验算满足规范要求。梁端弯矩调整见下表：杆件节点层次M梁左M梁右M节点上M节点下1.1∑M梁V上V下M节（板）上M节（梁）下M节上M节下修（上）修（下）B柱572.25937.2190132.32120.4258061.816097.703040107.4733080.605014158.9329.11889.025160.262206.851761.81681.17681.60708114.803485.94531120.906468.7562596.725113206.2158.411131.992262.707291.080981.176105.75122.2509203.4892109.2432181.837787.39457145.47022251.6326.274182.943223.141305.6933105.75125.76170.2535152.7154161.1466144.5467128.9173115.63731272.1598.543229.603211.432407.759125.76104.65214.5118152.8258238.1165169.6425190.4932135.714A柱5095.6770140.147105.2447063.610104.52540114.9779086.2334640175.76588.851131.998193.341563.6167.80181.217894.0290489.60373103.737871.6829982.9902130236.274112.07164.096259.901467.80185.653103.9339116.1303122.7485137.152998.19884109.722320284.606144.449176.543313.066685.65399.236134.1706120.9708164.6316148.435131.7053118.74869 毕业设计（论文）用纸10306.912180.731157.737337.603299.23688.49168.8227108.1826205.7545131.8487164.6036105.47910.2柱正截面承载力计算以第二层B柱为例说明计算过程。根据B柱内力组合表，将支座中心处的弯矩换算至支座边缘并与柱端组合弯矩的调整值比较后，选出最不利内力进行配筋计算。取20和偏心方向截面尺寸的两者中的较大值，即故取=20确定柱的计算长度因为，故应考虑偏心距增大系数。取对称配筋69 毕业设计（论文）用纸为大偏压情况，则有=再按及相应的一组计算。其结果与上一个组合一样。满足规范要求。柱的正截面配筋计算表：位置五层中柱五层边柱组合MmaxNmaxNminMmaxNmaxNminM(KN)80.60557.795570.73986.23378.02285.223N247.065292.56215.559222.572238.087167.9434e。=M/N326.2502197.5509328.1654387.4387327.7037507.4507ea202020202020ei346.2502217.5509348.1654407.4387347.7037527.4507ei/h。0.6183040.3884840.6217240.7275690.62090.941876η1.0550011.0875381.0546981.0467411.0547711.036106e625.2942496.5949627.2094686.4827626.7477806.4947ζ0.051420.0608890.0448630.0463230.0495520.034953类型大偏压大偏压大偏压大偏压大偏压大偏压ζh。28.7954534.097925.1234325.9407927.7490719.573822as808080808080ζ(1-0.5ζ)0.0500980.0590350.0438570.1326530.1326530.132653ζ(修整)0.1428570.1428570.1428570.1428570.1428570.142857As-1752.12-1811.13-1875.76-1308.57-1331.46-1419.76单侧ρ（％）0.20.20.20.20.20.2Asmin720720720720720720实配置2ф22、2ф18位置四层中柱四层边柱组合MmaxNmaxNminMmaxNmaxNminM(KN)96.72551.67646.70298.19965.51636.083N491.606555.313437.155435.621495.312382.215e。=M/N196.753193.05743106.8317225.423132.272294.40498ea20202020202069 毕业设计（论文）用纸ei216.7531113.0574126.8317245.423152.2722114.405ei/h。0.3870590.2018880.2264850.4382550.2719150.204295η1.087861.1684451.1501521.0775971.1250661.166461e495.7971392.1014405.8757524.467431.3162393.449ζ0.1023160.1155750.0909830.0906640.1030870.079549类型大偏压大偏压大偏压大偏压大偏压大偏压ζh。57.2967464.7217950.9504750.7716857.7286744.54722as808080808080ζ(1-0.5ζ)0.0970810.1088960.0868440.1326530.1326530.132653ζ(修整)0.1428570.1428570.1428570.1428570.1428570.142857As-1180.02-1346.67-1605.06-823.456-918.538-1324.01单侧ρ（％）0.20.20.20.20.20.2Asmin720720720720720720实配置2ф22、2ф18位置三层中柱三层边柱组合MmaxNmaxNminMmaxNmaxNminM(KN)145.4751.35753.76665.51665.13838.838N773.915825.406660.781706.701752.196597.627e。=M/N187.966462.2202981.3673592.7068286.5971164.98702ea202020202020ei207.966482.22029101.3674112.7068106.597184.98702ei/h。0.3713690.1468220.1810130.2012620.1903520.151763η1.0915721.2316221.1878711.1689691.1786541.224081e487.0104361.2643380.4114391.7508385.6411364.031ζ0.1610710.1717880.1375250.1470820.1565510.124381类型大偏压大偏压大偏压大偏压大偏压大偏压ζh。90.1998896.2011777.014182.3660887.6685369.65352as808080808080ζ(1-0.5ζ)0.1480990.1570320.1280690.1470820.1565510.124381ζ(修整)0.1610710.1717880.1375250.1470820.1565510.124381As-326.377-830.959-1131.09-762.191-840.718-750.746单侧ρ（％）0.20.20.20.20.20.2Asmin720720720720720720实配置2ф22、2ф18位置二层中柱二层边柱组合MmaxNmaxNminMmaxNmaxNminM(KN)190.4932229.60358.72164.604180.73137.357N1069.2451109.685884.511982.34241022.782814.633e。=M/N178.1567206.908366.38696167.5628176.705345.85746ea202020202020ei198.1567226.908386.38696187.5628196.705365.8574669 毕业设计（论文）用纸ei/h。0.3538510.4051930.1542620.3349330.3512590.117603η1.0961061.0839281.220451.1015341.0968151.28917e477.2007505.9523365.431466.6068475.7493344.9015ζ0.2225370.2309530.1840890.204450.2128670.169546类型大偏压大偏压大偏压大偏压大偏压大偏压ζh。124.6206129.3339103.0899114.4921119.205494.945572as808080808080ζ(1-0.5ζ)0.1977760.2042840.1671450.204450.2128670.169546ζ(修整)0.2225370.2309530.1840890.204450.2128670.169546As528.3661856.5913-670.46-588.103-552.372-1123.25单侧ρ（％）0.20.20.20.20.20.2Asmin720720720720720720实配置2ф22、2ф18位置一层中柱一层边柱组合MmaxNmaxNminMmaxNmaxNminM(KN)135.714252.16149.3676105.479234.24715.006N1425.0161425.0161112.9061317.8341317.8341032.557e。=M/N95.23683176.953144.3591880.03967177.751514.53285ea202020202020ei115.2368196.953164.35918100.0397197.751534.53285ei/h。0.205780.3517020.1149270.1786420.3531280.061666η1.165261.0966931.2959021.1903641.0963031.551475e394.2808475.9971343.4032379.0837476.7955313.5769ζ0.2965820.2965820.2316240.2742740.2742740.214901类型大偏压大偏压大偏压大偏压大偏压大偏压ζh。166.0858166.0858129.7093153.5937153.5937120.34462as808080808080ζ(1-0.5ζ)0.2526010.2526010.2047990.2742740.2742740.214901ζ(修整)0.2965820.2965820.2316240.2742740.2742740.214901As859.21211605.667-292.589-1528.32-702.883-1631.06单侧ρ（％）0.20.20.20.20.20.2Asmin720720720720720720实配置2ф22、2ф1810.3柱斜截面承载力计算以第一层柱为例进行计算，由前面的计算可知，上柱柱端弯矩设计值对于三级抗震等级柱，柱底弯矩设计值69 毕业设计（论文）用纸则框架柱的剪力设计值满足规范要求取其中取较大的柱下端值，而、不应考虑，故、为将内力组合表中查得的值除以0.8，与相应的轴力。可取=<0该层次柱应按构造配置钢筋一层柱轴压比查规范得到，则加密区最小体积配箍率取10,则,,非加密区取箍筋210@140，加密区取210@100。同理可得其他各柱的配筋见配筋表：69 毕业设计（论文）用纸柱子箍筋配置轴号柱号M上M下VRe(0.85)*V0.2FcβBH。N0.3FcA(1.05/4)FtBH。Asv/s加密区域不加密区域586.23371.68359.8991750914.2966960960222.57215444001261260-10.3984φ8@1004φ8@150482.9998.19968.7268658417.8328960960476.06115444001261260-10.4554φ8@1004φ8@150A轴3109.722131.70591.5757677839.3948960960743.64915444001261260-10.4174φ8@1004φ8@1502118.748164.604107.478391356.59319609601022.78215444001261260-10.4354φ8@1004φ8@1501105.479269.384110.549493966.99879609601317.83415444001261260-10.5544φ8@1004φ8@150580.06568.75656.4493447981.9431960960270.71815444001261260-10.4464φ8@1004φ8@150496.72587.39569.8386259362.8276960960532.04615444001261260-10.4744φ8@1004φ8@150B轴3145.47128.917104.077888466.1534960960814.35515444001261260-10.3614φ8@1004φ8@1502115.637190.493116.118398700.53459609601109.68515444001261260-10.4144φ8@1004φ8@1501135.714289.991125.543106711.5759609601425.01615444001261260-10.4964φ8@1004φ8@15069 毕业设计（论文）用纸11基础设计根据地质钻探报告，在该工程的规划范围内，地表以下2米内为粉质粘土，其下为第四纪沙质粘土，地基承载力标准值fk＝220kN/M²，无软弱下卧层。在钻探深度内未见地下水。11.1确定基础底面尺寸先按轴心受压估算，设基础埋深为1.7m。粉质黏土：1=16KN/m3考虑基础宽度和深度修正,取修正系数。则修正后的地基承载力特征值为：则将其增大20%—40%，初步选用地面尺寸为得到基础边缘最大和最小压力为11.2校核地基承载力69 毕业设计（论文）用纸基础地面尺寸满足要求。11.3验算基础高度假定基础高度与平面布置见下图图11-1基础高度与平面布置图柱与基础交接处:基础底面落在线以外，需要进行冲切验算冲切破坏最不利一侧，斜截面上边长at和下边长ab分别为0.5和3.5。[(3.0/2-0.6/2-1.16)*3-(3/2-0.6/2-1.16)]=0.1384m2从上到下第一个台阶变阶处：69 毕业设计（论文）用纸[(3.5/2-1.0/2-0.7)*3.5-(3.5/2-0.9/2-0.7)]=.1.3m2，满足要求。经过验算，第二个变阶处也能满足要求。11.4基础底板配筋柱与基础交接处（Ⅰ-Ⅰ和Ⅱ－Ⅱ截面）：M=252.161+104.6541.1=377.75kN×m,N=1425.061kN,V=-104.654kN=276.29;108.41=276.29-108.41)+108.41=209.32kNM1=1/12a12[(2+a＇)(Pmax+PI)+(Pmax-PI)]=1/12*1.22[(2×3.0+0.5)(276.29+209.32)+(276.29-209.32)×3.0]=402.89kN·mASI==106=1285.28mm2MII=(-a＇)2(2b+b＇)(Pmax+PI)=(3.0-0.5)2(2*3.0+0.5)(276.29+209.32)=411.00kN·mASII==106=1047.72mm2从下到上第一个变阶处（Ⅲ－Ⅲ和Ⅳ－Ⅳ截面）：=(276.29-108.41)+108.41=237.13kNMIII=1/12a12[(2+a＇)(Pmax+PIII)+(Pmax-PIII)]=1/121.02[(23.0+1.0)(276.29+108.41)+(276.29-108.41)3.0]=2666.38kN·m69 毕业设计（论文）用纸ASIII==106=1298.15mm2MIV=(-a＇)2(2b+b＇)(Pmax+Pmin)=(3.0-1.0)2(23.0+1.0)(276.29+108.41)=224.41kN/m,ASⅣ==106=1093.62mm由上述计算结果：配筋选用14＠110，面积为1399mm2。附：屋面板配筋应用PKPM系列软件辅助设计。69 毕业设计（论文）用纸设计参考资料①混凝土结构（教材）②建筑结构抗震（教材）③高层建筑结构设计（教材）④土力学与地基基础（教材）⑤混凝土结构设计规范（GB50010-2001）⑥建筑结构荷载规范（GB50009-2001）⑦建筑抗震设计规范（GB50011-2001）⑧建筑地基基础设计规范（GB50007-2001）⑨钢筋混凝土结构计算图表，中南建筑设计院编⑩遵照国家规定的现行各种设计规范、有关授课教材、建筑设计资料集、建筑结构构造上资料集等相关资料69 毕业设计（论文）用纸致谢一份耕耘一份收获，几年的刻苦努力的学习，终于有了进步，通过三个月的努力，终于能完完整整完成了自己的毕业设计，虽然设计成果不是非常的完美，但是这次完整的设计使我对大学里所学知识的进行了综合运用，对理论知识有了更深的理解，同时也增强了搞好专业学习的信心，为以后走向工作岗位能顺利开展工作奠定了良好的基础。在设计期间我深深的感到自己所学的知识还非常的不够用，在今后的工作和学习中，更要努力谦虚的不断进行知识的积累，不能满足于学校所学的课本知识。设计期间，我的两位指导老师认真负责，精心指导，和土木系在校结构方向研究生的耐心帮助和指导。在此，我向她们表示崇高的敬意和衷心的感谢，因为她们不但使我学到了很多专业知识，还使我学到了很多做人，做学问，做工作的道理。另外，对同组同学的友爱帮助也深表感谢！69'