工商局办公楼土木工程中建筑工程专业高层毕业设计计算书

'南京工业大学本科生毕业设计(论文)毕业设计(论文)所在学院：土木工程学院专业：土木工程专业设计(论文)题目：xx工商局办公楼III 南京工业大学本科生毕业设计(论文)某工商局办公楼设计摘要本工程位于江苏省淮安市，是一座主体为12层，地上11层，地下一层的办公大楼。该楼主要用于办公，一层主要为业务大厅。二楼开始为办公室和会议室。该楼总长37.2m（轴线）、宽27.2m，主体高37.2m。大楼建筑美观，设施齐全，布局合理，四周环境优美，交通方便。该楼标准层层高为3.6m，地下一层层高为4.2m，一层及二层层高为4.2m。鉴于结构安全、经济合理等多方面的因素，本楼采用框架—剪力墙结构。地下一层及一层的剪力墙厚度均为250mm，其余各层剪力墙厚度为200mm。地下室顶板厚度为200mm，其余各层楼板及屋面板板厚均为120mm。框架柱截面尺寸：地下一层至地上五层的中柱为800mm×800mm，边柱为600mm×600mm和600mm×800mm。六至十一层的中柱为600mm×600mm，边柱为600mm×600mm及600mm×800mm，角柱为600mm×600mm。框架梁截面尺寸：横向主梁为300mm×600mm和300mm×800mm,横向次梁为300mm×600mm和200mm×400mm，纵向主梁为300mm×600mm和300mm×800mm、纵向次梁为300mm×600mm和200mm×400mm。连梁的截面尺寸为300mm×600mm和200mm×600mm。整个结构从地下一层到地上五层采用混凝土等级均为C35，钢筋等级为HRB400；地上六层至顶层的混凝土等级为C30，钢筋等级为HRB400。本工程地震设防烈度为7度，设计基本地震加速度为0.10g。场地土类别为二类，采用静压桩。为了提高整体抗震性能，本工程所有的梁板柱均为现浇。关键词：抗震剪力墙高层建筑刚度截面设计III 南京工业大学本科生毕业设计(论文)TheGeneralSituationoftheEngineeringAbstractThisengineeringlocatedinHuaiAn,Jiangsuprovince.Itisaofficebuildinginacourtwhichhasamainbodyoftenfloors.Themainpurposeofconstructingthisbuildingisuseforoffice.Thefirstfloorisusedforbusiness.Theotherfloorsareusedforoffice.Thebuildinghasatotallengthof37.4meters(axeslength),andawidthof27.8meters.Theenvironmentaroundiselegance;thefacilitiesaresufficient;thelayoutisreasonable.Allthesesupplyacomfortableenvironmenttoclerks.Thebasement,thefirstandthesecondfloorofthebuildingis4.2metershigh.andotherstandardsfloorsare3.6metershigh.Weadoptthestructureof“frame-shearingforcewall”bythereasonsofthesafetyofstructure,thefactoroffinanceandsoon.Thedetaileddisposalofshearingforcewallisshownbypicture1.Theshearingforcewall’sthicknessofeachflooris300millimeters.Theboard’sthicknessofeachflooris120millimeters.Thesizeofframepoles’section:-1~5floors:sidepoleis600mm×600mm,centralpoleis800mm×800mm;6~11floor:sidepoleis600mm×600mm,centralpoleis600mm×600mm.Thesizeofframegirder’ssection:horizontalmaingirderis300mm×800mm,horizontalsecondarygirderis300mm×600mmand200mm×600mm,verticalmaingirderis300mm×800mm、300mm×600mmand200mm×600mm.Theconcretelevelofthefirsttofourthfloors’poles,shearingforcewalls,andgirdersisC35;theconcretelevelofthefifthto11stfloors’poles,shearingforcewalls,andgirdersisC30.Theearthquakefortifyingintensityofthisengineeringis7degree,andthebasicearthquakeaccelerationofthedesignis0.15g.Thesoilofthegroundbelongstocategory2.Inthestructurestake-baseisused.Inordertoenhanceoverallshake-proofing,theengineering’sallgirder-boardpolesaremouldedonthespot.Keywords:earthquakeresistance,shearingforcewall,high-risebuilding,stiffness,sectiondesign.III XXXX大学本科生毕业设计（论文）目录ABSTRACTI目录1第一章设计资料11.1工程地点及工程概况11.2气象资料11.2.1基本风压：0.40KN/m11.2.2基本雪压：0.40KN/m11.3工程地质资料1③粉质粘土：黄灰色，很湿，可塑～硬塑，含铁锰质氧化浸斑。该层厚2.5米。11.4楼面活载1第二章结构布置及初选截面尺寸22.1柱截面尺寸22.2梁截面尺寸32.2.1横向框架梁32.2.2纵向框架梁32.2.3板的厚度32.2.4剪力墙数量的确定4第三章荷载标准计算53.1恒载53.1.1屋面荷载53.1.2楼面荷载53.1.3墙73.1.4梁83.1.5柱83.1.6门窗93.2活载93.2.1屋面活载（上人）93.2.2楼面活载93.2.3电梯机房93.2.4卫生间93.2.5走廊、门厅、楼梯93.2.6屋面雪载9第四章各层重力荷载计算104.1第一节点G的确定104.1.1恒载104.1.2活载104.1.3总计104.2第二节点G的确定114.2.1恒载114.2.2活载114.2.3总计114.3第三~四节点G的确定124.3.1恒载124.3.2活载124.3.3总计124.4第五节点G的确定13171 XXXX大学本科生毕业设计（论文）4.4.1恒载134.4.2活载134.4.3总计134.5第六~九节点G的确定144.5.1恒载144.5.2活载144.5.3总计144.6第十节点G的确定154.6.1恒载154.6.2活载154.6.3总计154.7第十一节点G的确定164.7.1屋面重164.7.2活载164.7.3总计16第五章剪力墙、框架及连梁刚度计算175.1框架的等效剪切刚度175.1.1柱线刚度计算175.1.2梁线刚度计算175.1.3框架柱横向侧移刚度175.2剪力墙的等效刚度195.2.1横向剪力墙的刚度计算195.3连梁约束刚度255.4主体结构刚度特征值25第六章水平地震作用效应分析266.1水平地震荷载计算266.1.1结构基本自振周期266.1.2总水平地震作用266.1.3各楼层质点的水平地震作用266.2框架-剪力墙协同工作计算276.2.1框架-剪力墙协同工作计算简图276.2.2结构值及荷载类型计算286.2.3内力计算296.2.4位移计算30第七章地震作用下剪力、弯矩在剪力墙上的分配31第八章地震作用下框架内力计算338.1框架地震剪力在各框架柱间分配（取③轴一榀横向框架）338.1.1框架剪力调整338.1.2第i层第m个柱所分配的剪力338.1.3框架柱反弯点位置338.1.4框架柱节点弯矩分配338.2.1框架梁剪力348.2.2框架柱轴力358.2.3计算结果见下表35第九章竖向荷载作用下框架内力分析（分层法）369.1框架内力计算（以①轴横向框架为例）369.1.1荷载及计算简图369.1.2框架弯矩计算519.1.3跨中弯矩计算67171 XXXX大学本科生毕业设计（论文）第十章框架梁柱内力组合7010.1梁内力组合7010.2柱内力组合76第十一章剪力墙内力组合8011.1剪力墙在竖向荷载下内力计算8011.2内力计算8111.2.1弯矩计算（表50）8111.2.2轴力计算（表51）8111.2.3内力组合(表52)82第十二章截面设计与配筋计算8312.1框架梁（正、斜）截面设计8312.1.1正截面受弯承载力计算8312.1.2斜截面抗剪设计（三级抗震）8812.2框架柱截面设计9012.2.1正截面设计9012.2.2斜截面设计9512.3剪力墙截面设计98第十三章楼梯设计10213.1梯段板设计10213.1.1荷载计算10213.1.2截面设计10213.2平台板的荷载10213.2.1荷载设计10213.2.2截面设计10313.3平台梁设计10313.3.1荷载计算10313.3.2截面设计104第十四章双向板设计10514.1荷载设计值10514.2计算跨度10514.3弯矩计算10514.4截面设计106第十五章框架基础设计10715.1边柱桩基设计10715.1.1单桩竖向承载力标准值10715.1.2布桩10815.1.3单桩承载力验算10915.1.4桩承台计算10915.1.5单桩桩身设计10915.2中柱桩基设计10915.2.1基本尺寸10915.2.2单桩竖向承载力标准值11015.2.3布桩11015.2.4单桩承载力验算11115.2.5桩承台计算11115.2.6单桩桩身设计111171 XXXX大学本科生毕业设计（论文）15.3剪力墙的桩基设计11115.3.2布桩11215.3.3单桩承载力验算11315.3.4桩承台计算11315.3.5单桩桩身设计113第十六章电算结果114致谢169结语170171 XXXX大学本科生毕业设计（论文）第一章设计资料1.1工程地点及工程概况本工程位于淮安市，为淮安市工商局办公楼。结构主体采用钢筋混凝土框架-剪力墙结构，主体高37.2m。地上十层，地下一层。结构安全等级二级。标准层层高3.6米。突出主体楼房部分为电梯机房。该结构工程采用全现浇，填充墙为砌块墙，200mm厚，剪力墙地下室和一层为250mm厚，二层至顶层为200mm厚，各层楼板厚120mm。地下一层至五层的梁、柱、剪力墙采用C35混凝土，六层以上的梁、柱、剪力墙采用C30混凝土。1.2气象资料1.2.1基本风压：0.40KN/m1.2.2基本雪压：0.40KN/m1.3工程地质资料建筑所在场地为II类场地，根据勘察院提供的资料，地下水在地表1.5-2.0m处，地表下土层分布自上而下为：①素填土：黄灰色，含少量碎石，砖块，局部夹杂少量黑色填土。该层厚0.5米。Ck=24.7kpa,ψ=15.50,fk=75kpa②粉质粘土：黄灰色，很湿，可塑，具水平层理。含铁锰质氧化浸斑。该层厚2.2米。Ck=23.3kpa,ψ=14.00,fk=182kpa，qsk=60kpa③粉质粘土：黄灰色，很湿，可塑～硬塑，含铁锰质氧化浸斑。该层厚2.5米。Ck=42.5kpa,ψ=17.40,fk=205kpa，qsk=74kpa④粉质粘土：灰黄色，湿，硬塑，杂青灰色条纹，中偏低压缩性，中高强度。该层厚2.4米。Ck=61.0kpa,ψ=22.10,fk=246kpa，qsk=82kpa⑤粉质粘土：黄褐~深褐色，湿，硬塑，含铁锰质氧化浸斑，中偏低压缩性。该层厚5.9米。Ck=16.1kpa,ψ=21.30,fk=292kpa，qsk=86kpa，qqk=2300kpa1.4楼面活载按《建筑结构荷载规范》GB50009-2001采用。171 XXXX大学本科生毕业设计（论文）第二章结构布置及初选截面尺寸该建筑经过对建筑高度，使用要求，材料用量，抗震要求，造价因素综合考虑后，宜采用钢筋混凝土框架-剪力墙结构。混凝土等级选用：-1~5层：梁、柱、剪力墙为C35，6~11层：梁、柱、剪力墙为C30，板采用与梁整浇。按照建筑设计确定的轴线尺寸和相应得结构布置原则进行布置，标准层结构布置图如图1所示。图1.标准层结构布置图各构件的截面尺寸初估如下：2.1柱截面尺寸为保证柱的延性，框架柱应符合规范对剪压比（），剪跨比（）、轴压比（）的限值要求，其中轴压比起主要作用，在抗震等级为三级的情况下，框架剪力墙的轴压比限制，即：。171 XXXX大学本科生毕业设计（论文）所以要满足式：，可得：地下一层中柱：（Nv取12，n取11，C35混凝土，）边柱：柱做一次变截面，（中柱上下柱轴线重合，边柱及角柱变截面处上下外边线重合）六层中柱：（Nv取12，n取6，C30混凝土，）边柱及角柱考虑到建筑外观不错变截面处理。考虑到各柱尺寸不宜相差太大以及柱抗侧移刚度有一定保证，因此初选柱截面尺寸为：1~5层中柱：800mm800mm，边柱：600mm600mm和600mm800mm6~11层中柱及角柱：600mm600mm，边柱：600mm600mm及400mm800mm以上尺寸也满足规范关于柱截面宽度和高度的最小尺寸、柱剪跨比、截面高宽比等要求2.2梁截面尺寸2.2.1横向框架梁跨度l=8.4m，梁高取h=（1/8~1/12）l，初选800mm；梁宽度b=（1/2-1/3）h，初选300mm。初选截面为300mm800mm，一部分梁考虑到建筑要求取300mm600mm。2.2.2纵向框架梁跨度l=8.4m对纵向框架梁与横向框架梁类似的粗略计算，可取截面为300mm800mm。次梁截面尺寸取为200mm600mm。连梁截面尺寸取为300mm×600mm。2.2.3板的厚度板的最小厚度不小于80mm，按双向板跨度的1/50考虑，板厚171 XXXX大学本科生毕业设计（论文），考虑到保证结构的整体性，初选h=120mm。2.2.4剪力墙数量的确定目前，确定剪力墙的数量。是以满足《高规》关于结构水平位移限值为依据，即结构实际布置的剪力墙应等于或稍大于满足水平位移限值所需的剪力墙数量。考虑经济性和安全性，参照已有的实际工程，剪力墙厚度取为250mm。各构件截面主要尺寸及混凝土强度等级见表1。表1楼层梁截面（mm）柱b*h（mm）剪力墙厚度（mm）混凝土等级纵向横向连梁非框架梁边柱角柱中柱梁、柱、板、墙-1-1300800300600300600200400800800600600800800250C352-5300800300600300600200400800800600600800800200C356-11300800300600400600200400600600600600600600200C30171 XXXX大学本科生毕业设计（论文）第三章荷载标准计算3.1恒载3.1.1屋面荷载铺贴10厚防滑面砖，干水泥擦缝20厚1：2.5水泥砂浆加建筑胶结合层50厚C30号细石防水混凝土内配@150双向钢筋表面刷素水泥浆一道3厚1：4石灰砂浆隔离层APP改性沥青防水卷材附加层（同上）20厚1：3水泥砂浆找平层40厚挤塑聚苯乙烯泡沫塑料保温层20厚1：3水泥砂浆找平层120厚现浇钢筋混凝土板乳胶漆顶棚刷乳胶漆6厚1：0.3：3水泥石灰膏砂浆粉面6厚1：0.3：3水泥石灰膏砂浆打底扫毛刷素水泥浆一道（内掺水重3%-5%的107液）V型轻钢龙骨吊顶（纸面石膏吊顶）合计3.1.2楼面荷载大理石楼面20厚大理石楼面，稀水泥擦缝8厚1：3水泥砂浆结合层20厚1：3水泥砂浆找平层171 XXXX大学本科生毕业设计（论文）120厚现浇混凝土板乳胶漆顶棚刷乳胶漆5厚1：0.3：3水泥石膏砂浆粉面压实抹光12厚1：1：6水泥石膏砂浆打底纸面石膏吊顶合计复合木地板地面10厚的复合松木地板2厚配套软质垫层20厚1：3水泥砂浆找平层120厚现浇混凝土板乳胶漆顶棚刷乳胶漆5厚1：0.3：3水泥石膏砂浆粉面压实抹光12厚1：1：6水泥石膏砂浆打底纸面石膏吊顶合计4.013（卫生间）防滑地砖楼面10厚地砖楼面，干水泥擦缝5厚1：1水泥细砂浆结合层15厚1：3水泥砂浆找平层40厚C20细石混凝土层坡面地漏聚氨酯三遍，涂膜防水层厚1.5171 XXXX大学本科生毕业设计（论文）20厚1：3水泥砂浆找平层，四周抹小八字角120厚现浇混凝土楼板岩棉板吊顶合计3.1.3墙内墙刷乳胶漆5厚1：0.3：3水泥石灰膏砂浆粉面压实抹光12厚1：1：6水泥石灰膏砂浆打底200厚蒸压粉煤灰加气混凝土砌块合计外墙20厚大理石白色水泥浆擦缝30厚1：2.5水泥砂浆分层灌缝，每次灌入高度200厚蒸压粉煤灰加气混凝土砌块刷乳胶漆5厚1：0.3：3水泥石膏砂浆粉面压实抹光12厚1：1：6水泥石膏砂浆打底合计钢筋混凝土剪力墙刷乳胶漆5厚1：0.3：3水泥石膏砂浆粉面压实抹光12厚1：1：6水泥石膏砂浆打底250厚钢筋混凝土墙合计(200厚)171 XXXX大学本科生毕业设计（论文）女儿墙刷乳胶漆6厚1：2.5水泥石膏砂浆粉面压实抹光12厚1：3水泥石膏砂浆打底100厚钢筋混凝土墙合计3.1.4梁主梁300mm宽钢筋混凝土10mm厚水泥石灰膏砂浆合计次梁1300mm宽钢筋混凝土10mm厚水泥石灰膏砂浆合计次梁2200mm宽钢筋混凝土10mm厚水泥石灰膏砂浆合计3.1.5柱地下一层至地上五层的中柱5厚1：0.3：3水泥石膏砂浆粉面压实抹光12厚1：1：6水泥石膏砂浆打底800mm厚的钢筋混凝土合计地下一层至地上五层的边柱5厚1：0.3：3水泥石膏砂浆粉面压实抹光171 XXXX大学本科生毕业设计（论文）12厚1：1：6水泥石膏砂浆打底600mm厚的钢筋混凝土合计地下一层至地上五层的边柱5厚1：0.3：3水泥石膏砂浆粉面压实抹光12厚1：1：6水泥石膏砂浆打底600mm厚的钢筋混凝土合计六层至十一层的中柱及角柱5厚1：0.3：3水泥石膏砂浆粉面压实抹光12厚1：1：6水泥石膏砂浆打底600mm厚的钢筋混凝土合计六层至十一层的边柱5厚1：0.3：3水泥石膏砂浆粉面压实抹光12厚1：1：6水泥石膏砂浆打底600mm厚的钢筋混凝土合计3.1.6门窗木门铝合金门防火门玻璃幕墙塑钢玻璃窗3.2活载3.2.1屋面活载（上人）3.2.2楼面活载3.2.3电梯机房3.2.4卫生间3.2.5走廊、门厅、楼梯3.2.6屋面雪载171 XXXX大学本科生毕业设计（论文）第四章各层重力荷载计算4.1第一节点G的确定4.1.1恒载表2项目面积算式（m2）面积值(m2)面荷载(kN/m2)恒载(kN)楼层楼梯间3.4*11.4+3.0*7.561.265.43332.64卫生间4.8*4.2+3.3*0.7+7.5*3.0-2.5*1.042.55.26223.55其他26.04*8+86.04*2+86.4*2+19.26+32.76+22.68*2+20.16-105.84564.94.5292558.43柱中柱(4.2-0.12)*0.8*4+(4.2-0.12)*0.6*422.84820.578470.17边柱(4.2-0.12)*0.8*12+(4.2-0.12)*0.6*858.75215.578915.24梁横主梁(8.4-0.8+(5.4-0.7)*2+27.8-0.8*2-0.8+(8.4-0.6)*2)*2*(0.8-0.12)78.887.46588.44横次梁1((8.4-0.3)*2+(6.0-0.2)*3)*(0.6-0.12)16.1286.39103.06横次梁2(8.4*2+4.2-0.2+6.0-0.2+3.0+3.0-0.2+(2.6-0.2)*2+(3.4-0.2)*2+(1.2-0.3)*4)*(0.4-0.12)13.2165.1467.93纵主梁(7.5*4+(4.8-0.5)*4+(29.4-3.8)*2+4.2*2)*(0.6-0.12)51.2647.46382.43纵次梁1((36.0-2.1)*2+4.2*4+6.0+4.2+3.0+(8.1-0.3)*2+4.5+7.5-0.6+4.2*4)*(0.6-0.12)67.9686.39434.32纵次梁2(3.725*2+(8.4-0.6-6*0.2)*2)*(0.4-0.12)+3.5*4*0.411.3825.1458.50墙内墙横(2.8+4.0+3.1+6.1*11+4.9+2.2+8.4*2+2.4*2+2.2*2+3.2*2)*(4.2-0.6)419.41.678703.75内墙纵(5.5+2.5+6.7+24.7+8.0*4+3.8*2+6.0+4.2+4.3+1.9*2+34.6+2.8)*(4.2-0.6)484.921.678813.70外墙(36.2*2+(27.8-4.2*2)*2)*(4.2-0.6)400.322.5491020.42剪力墙(11.4*4-4.2*3-6.0+2.4*2+(3.0+3.0)*4)*4.2234.366.8281600.21合计10272.78注：1、楼梯间的自重面荷载是普通楼层的1.2倍，即1.2*4.529=5.432、楼面的自重面荷载均按最大的4.529计算合计：4.1.2活载表3项目面积算式（m2）面积值（m2）面荷载(kN/m2)活载(kN)屋面0020.00楼面9.4*8.2*2+4.0*6.1*3+(7.3*2.8+4.3*4.2)*2+4.3*4.2+6.1*5.0352.922705.84卫生间4.6*4+4.6*2.8+2.5*1.835.78271.56电梯机房0070.00走廊34.6*2.2*2+2.4*8.6*2+2.2*11.2+6.3*1.9*2+3.0*3.0+2.0*3.3257.72.5644.25楼梯3.2*7.3+2.8*7.343.82.5109.50屋面雪荷载000.650.00合计1531.15合计：4.1.3总计171 XXXX大学本科生毕业设计（论文）4.2第二节点G的确定4.2.1恒载表4项目面积算式（m2）面积值(m2)面荷载(kN/m2)恒载(kN)楼层楼梯间3.4*11.4+3.0*7.561.265.43332.64卫生间4.8*4.2+3.3*0.7+7.5*3.0-2.5*1.042.55.26223.55其他26.04*8+86.04*2+86.4*2+19.26+32.76+22.68*2+20.16670.744.5293037.78柱中柱(4.2-0.12)*0.8*4+(4.2-0.12)*0.6*422.84820.578470.17边柱(4.2-0.12)*0.8*12+(4.2-0.12)*0.6*858.75215.578915.24梁横主梁(8.4-0.8+(5.4-0.7)*2+27.8-0.8*2-0.8+(8.4-0.6)*2)*2*(0.8-0.12)78.887.46588.44横次梁1((8.4-0.3)*2+(6.0-0.2)*3)*(0.6-0.12)16.1286.39103.06横次梁2(8.4*2+4.2-0.2+6.0-0.2+3.0+3.0-0.2+(2.6-0.2)*2+(3.4-0.2)*2+(1.2-0.3)*4)*(0.4-0.12)13.2165.1467.93纵主梁(7.5*4+(4.8-0.5)*4+(29.4-3.8)*2+4.2*2)*(0.6-0.12)51.2647.46382.43纵次梁1((36.0-2.1)*2+4.2*4+6.0+4.2+3.0+(8.1-0.3)*2+4.5+7.5-0.6+4.2*4)*(0.6-0.12)67.9686.39434.32纵次梁2(3.725*2+(8.4-0.6-6*0.2)*2)*(0.4-0.12)+3.5*4*0.411.3825.1458.50墙内横墙(2.8+4.0+3.1+6.1*11+4.9+2.2+8.4*2+2.4*2+2.2*2+3.2*2)*(3.9-0.6)384.451.678645.11内纵墙(5.5+2.5+6.7+24.7+8.0*4+3.8*2+6.0+4.2+4.3+1.9*2+34.6+2.8)*(3.9-0.6)444.511.678745.89外墙(36.2*2+(27.8-4.2*2)*2)*(3.9-0.6)366.962.549935.38剪力墙(2.8+4.0+3.1+6.1*9+4.9+2.2+8.4*2+2.4*2+2.2*2+3.2*2)*3.9406.776.8282777.43合计11717.86注：1、楼梯间的自重面荷载是普通楼层的1.2倍，即1.2*4.529=5.432、楼面的自重面荷载均按最大的4.529计算合计：4.2.2活载表5项目面积算式（m2）面积值（m2）面荷载(kN/m2)活载(kN)屋面0020.00楼面9.4*8.2*2+4.0*6.1*8+(7.3*2.8+4.3*4.2)*2+4.3*4.2+6.1*5.0474.922949.84卫生间4.6*4+4.6*2.8+2.5*1.835.78271.56电梯机房0070.00走廊34.6*2.2*2+2.4*8.6*2+2.2*11.2+3.0*3.0+3.3*2.0233.762.5584.40楼梯3.2*7.3+2.8*7.343.82.5109.50屋面雪荷载000.650.00合计1715.30合计：4.2.3总计171 XXXX大学本科生毕业设计（论文）4.3第三~四节点G的确定4.3.1恒载表6项目面积算式（m2）面积值(m2)面荷载(kN/m2)恒载(kN)楼层楼梯间3.4*11.4+3.0*7.561.265.43332.64卫生间4.8*4.2+3.3*0.7+7.5*3.0-2.5*1.042.55.26223.55其他26.04*8+86.04*2+86.4*2+19.26+32.76+22.68*2+20.16670.744.5293037.78柱中柱(4.2-0.12)*0.8*4+(4.2-0.12)*0.6*422.84820.578470.17边柱(4.2-0.12)*0.8*12+(4.2-0.12)*0.6*858.75215.578915.24梁横主梁(8.4-0.8+(5.4-0.7)*2+27.8-0.8*2-0.8+(8.4-0.6)*2)*2*(0.8-0.12)78.887.46588.44横次梁1((8.4-0.3)*2+(6.0-0.2)*3)*(0.6-0.12)16.1286.39103.06横次梁2(8.4*2+4.2-0.2+6.0-0.2+3.0+3.0-0.2+(2.6-0.2)*2+(3.4-0.2)*2+(1.2-0.3)*4)*(0.4-0.12)13.2165.1467.93纵主梁(7.5*4+(4.8-0.5)*4+(29.4-3.8)*2+4.2*2)*(0.6-0.12)51.2647.46382.43纵次梁1((36.0-2.1)*2+4.2*4+6.0+4.2+3.0+(8.1-0.3)*2+4.5+7.5-0.6+4.2*4)*(0.6-0.12)67.9686.39434.32纵次梁2(3.725*2+(8.4-0.6-6*0.2)*2)*(0.4-0.12)+3.5*4*0.411.3825.1458.50墙内横墙(2.8+4.0+3.1+6.1*11+4.9+2.2+8.4*2+2.4*2+2.2*2+3.2*2)*(3.6-0.6)349.51.678586.46内纵墙(5.5+2.5+6.7+24.7+8.0*4+3.8*2+6.0+4.2+4.3+1.9*2+34.6+2.8)*(3.6-0.6)404.11.678678.08外墙(36.2*2+(27.8-4.2*2)*2)*(3.6-0.6)333.62.549850.35剪力墙(2.8+4.0+3.1+6.1*9+4.9+2.2+8.4*2+2.4*2+2.2*2+3.2*2)*3.6375.485.5782094.43合计10823.37注：1、楼梯间的自重面荷载是普通楼层的1.2倍，即1.2*4.529=5.432、楼面的自重面荷载均按最大的4.529计算合计：4.3.2活载表7项目面积算式（m2）面积值（m2）面荷载(kN/m2)活载(kN)屋面0020.00楼面9.4*8.2*2+4.0*6.1*8+(7.3*2.8+4.3*4.2)*2+4.3*4.2+6.1*5.0474.922949.84卫生间4.6*4+4.6*2.8+2.5*1.835.78271.56电梯机房0070.00走廊34.6*2.2*2+2.4*8.6*2+2.2*11.2+3.0*3.0+3.3*2.0233.762.5584.40楼梯3.2*7.3+2.8*7.343.82.5109.50屋面雪荷载000.650.00合计1715.30合计：4.3.3总计171 XXXX大学本科生毕业设计（论文）4.4第五节点G的确定4.4.1恒载表8项目面积算式（m2）面积值(m2)面荷载(kN/m2)恒载(kN)楼层楼梯间3.4*11.4+3.0*7.561.265.43332.64卫生间4.8*4.2+3.3*0.7+7.5*3.0-2.5*1.042.55.26223.55其他26.04*8+86.04*2+86.4*2+19.26+32.76+22.68*2+20.16670.744.5293037.78柱中柱(4.2-0.12)*0.8*4+(4.2-0.12)*0.6*422.84820.578470.17边柱(4.2-0.12)*0.8*12+(4.2-0.12)*0.6*858.75215.578915.24梁横主梁(8.4-0.8+(5.4-0.7)*2+27.8-0.8*2-0.8+(8.4-0.6)*2)*2*(0.8-0.12)78.887.46588.44横次梁1((8.4-0.3)*2+(6.0-0.2)*3)*(0.6-0.12)16.1286.39103.06横次梁2(8.4*2+4.2-0.2+6.0-0.2+3.0+3.0-0.2+(2.6-0.2)*2+(3.4-0.2)*2+(1.2-0.3)*4)*(0.4-0.12)13.2165.1467.93纵主梁(7.5*4+(4.8-0.5)*4+(29.4-3.8)*2+4.2*2)*(0.6-0.12)51.2647.46382.43纵次梁1((36.0-2.1)*2+4.2*4+6.0+4.2+3.0+(8.1-0.3)*2+4.5+7.5-0.6+4.2*4)*(0.6-0.12)67.9686.39434.32纵次梁2(3.725*2+(8.4-0.6-6*0.2)*2)*(0.4-0.12)+3.5*4*0.411.3825.1458.50墙内横墙(2.8+4.0+3.1+6.1*11+4.9+2.2+8.4*2+2.4*2+2.2*2+3.2*2)*(3.6-0.6)349.51.678586.46内纵墙(5.5+2.5+6.7+24.7+8.0*4+3.8*2+6.0+4.2+4.3+1.9*2+34.6+2.8)*(3.6-0.6)404.11.678678.08外墙(36.2*2+(27.8-4.2*2)*2)*(3.6-0.6)333.62.549850.35剪力墙(2.8+4.0+3.1+6.1*9+4.9+2.2+8.4*2+2.4*2+2.2*2+3.2*2)*3.6375.485.5782094.43合计10823.37注：1、楼梯间的自重面荷载是普通楼层的1.2倍，即1.2*4.529=5.432、楼面的自重面荷载均按最大的4.529计算合计：4.4.2活载表9项目面积算式（m2）面积值（m2）面荷载(kN/m2)活载(kN)屋面0020.00楼面9.4*8.2*2+4.0*6.1*8+(7.3*2.8+4.3*4.2)*2+4.3*4.2+6.1*5.0474.922949.84卫生间4.6*4+4.6*2.8+2.5*1.835.78271.56电梯机房0070.00走廊34.6*2.2*2+2.4*8.6*2+2.2*11.2+3.0*3.0+3.3*2.0233.762.5584.40楼梯3.2*7.3+2.8*7.343.82.5109.50屋面雪荷载000.650.00合计1715.30合计：4.4.3总计171 XXXX大学本科生毕业设计（论文）4.5第六~九节点G的确定4.5.1恒载表10项目面积算式（m2）面积值(m2)面荷载(kN/m2)恒载(kN)楼层楼梯间3.4*11.4+3.0*7.561.265.43332.64卫生间4.8*4.2+3.3*0.7+7.5*3.0-2.5*1.042.55.26223.55其他26.04*8+86.04*2+86.4*2+19.26+32.76+22.68*2+20.16670.744.5293037.78柱中柱(4.2-0.12)*0.6*4+(4.2-0.12)*0.6*419.58420.578403.00边柱(4.2-0.12)*0.8*12+(4.2-0.12)*0.6*858.75215.578915.24梁横主梁(8.4-0.8+(5.4-0.7)*2+27.8-0.8*2-0.8+(8.4-0.6)*2)*2*(0.8-0.12)78.887.46588.44横次梁1((8.4-0.3)*2+(6.0-0.2)*3)*(0.6-0.12)16.1286.39103.06横次梁2(8.4*2+4.2-0.2+6.0-0.2+3.0+3.0-0.2+(2.6-0.2)*2+(3.4-0.2)*2+(1.2-0.3)*4)*(0.4-0.12)13.2165.1467.93纵主梁(7.5*4+(4.8-0.5)*4+(29.4-3.8)*2+4.2*2)*(0.6-0.12)51.2647.46382.43纵次梁1((36.0-2.1)*2+4.2*4+6.0+4.2+3.0+(8.1-0.3)*2+4.5+7.5-0.6+4.2*4)*(0.6-0.12)67.9686.39434.32纵次梁2(3.725*2+(8.4-0.6-6*0.2)*2)*(0.4-0.12)+3.5*4*0.411.3825.1458.50墙内横墙(2.8+4.0+3.1+6.1*11+4.9+2.2+8.4*2+2.4*2+2.2*2+3.2*2)*(3.6-0.6)349.51.678586.46内纵墙(5.5+2.5+6.7+24.7+8.0*4+3.8*2+6.0+4.2+4.3+1.9*2+34.6+2.8)*(3.6-0.6)404.11.678678.08外墙(36.2*2+(27.8-4.2*2)*2)*(3.6-0.6)333.62.549850.35剪力墙(2.8+4.0+3.1+6.1*9+4.9+2.2+8.4*2+2.4*2+2.2*2+3.2*2)*3.6375.485.5782094.43合计10756.21注：1、楼梯间的自重面荷载是普通楼层的1.2倍，即1.2*4.529=5.432、楼面的自重面荷载均按最大的4.529计算合计：4.5.2活载表11项目面积算式（m2）面积值（m2）面荷载(kN/m2)活载(kN)屋面0020.00楼面9.4*8.2*2+4.0*6.1*8+(7.3*2.8+4.3*4.2)*2+4.3*4.2+6.1*5.0474.922949.84卫生间4.6*4+4.6*2.8+2.5*1.835.78271.56电梯机房0070.00走廊34.6*2.2*2+2.4*8.6*2+2.2*11.2+3.0*3.0+3.3*2.0233.762.5584.40楼梯3.2*7.3+2.8*7.343.82.5109.50屋面雪荷载000.650.00合计1715.30合计：4.5.3总计171 XXXX大学本科生毕业设计（论文）4.6第十节点G的确定4.6.1恒载表12项目面积算式（m2）面积值(m2)面荷载(kN/m2)恒载(kN)楼层楼梯间3.4*11.4+3.0*7.561.265.43332.64卫生间4.8*4.2+3.3*0.7+7.5*3.0-2.5*1.042.55.26223.55其他26.04*8+86.04*2+86.4*2+19.26+32.76+22.68*2+20.16670.744.5293037.78柱中柱(4.2-0.12)*0.6*4+(4.2-0.12)*0.6*419.58420.578403.00边柱(4.2-0.12)*0.8*12+(4.2-0.12)*0.6*858.75215.578915.24梁横主梁(8.4-0.8+(5.4-0.7)*2+27.8-0.8*2-0.8+(8.4-0.6)*2)*2*(0.8-0.12)78.887.46588.44横次梁1((8.4-0.3)*2+(6.0-0.2)*3)*(0.6-0.12)16.1286.39103.06横次梁2(8.4*2+4.2-0.2+6.0-0.2+3.0+3.0-0.2+(2.6-0.2)*2+(3.4-0.2)*2+(1.2-0.3)*4)*(0.4-0.12)13.2165.1467.93纵主梁(7.5*4+(4.8-0.5)*4+(29.4-3.8)*2+4.2*2)*(0.6-0.12)51.2647.46382.43纵次梁1((36.0-2.1)*2+4.2*4+6.0+4.2+3.0+(8.1-0.3)*2+4.5+7.5-0.6+4.2*4)*(0.6-0.12)67.9686.39434.32纵次梁2(3.725*2+(8.4-0.6-6*0.2)*2)*(0.4-0.12)+3.5*4*0.411.3825.1458.50墙内横墙(2.8+4.0+3.1+6.1*11+4.9+2.2+8.4*2+2.4*2+2.2*2+3.2*2)*1.8209.71.678351.88内纵墙(5.5+2.5+6.7+24.7+8.0*4+3.8*2+6.0+4.2+4.3+1.9*2+34.6+2.8)*1.8242.461.678406.85外墙(36.2*2+(27.8-4.2*2)*2)*(1.8-0.6)333.62.549850.35剪力墙(3.6*6+2.8*4)*3.9+(2.6*4+2.9*4)*1.8167.525.578934.43合计9090.39附注：冷却水塔及相关设备重：3300*9.8/1000*3=97.02kN电梯设备重：200kN水箱水重及相关设备重：15*1000*9.8/1000=147kN合计：4.6.2活载表13项目面积算式（m2）面积值（m2）面荷载(kN/m2)活载(kN)屋面9.4*8.2*2+4.0*6.1*8+(7.3*2.8+4.3*4.2)*2+4.3*4.2+6.1*5.0474.922949.84楼面0020.00卫生间0020.00电梯机房2.2*2.4*315.842.539.60走廊2.2*11.224.642.561.60楼梯3.2*7.3+2.8*7.343.82.5109.50屋面雪荷载9.4*8.2*2+4.0*6.1*8+(7.3*2.8+4.3*4.2)*2+4.3*4.2+6.1*5.0474.920.65308.70合计1160.54合计：4.6.3总计171 XXXX大学本科生毕业设计（论文）4.7第十一节点G的确定4.7.1屋面重表14项目面积算式（m2）面积值(m2)面荷载(kN/m2)恒载(kN)楼层楼梯间005.430.00卫生间005.260.00其他11.6*8.6+7.7*3.2124.44.529563.41柱中柱(4.2-0.12)*0.3*78.56820.578176.31边柱0015.5780.00梁横主梁((8.4-0.3)*2+2.2*2)*(0.6-0.12)9.8887.4673.76横次梁1006.390.00横次梁2(3.2*9+2.2*2+2.4*3+3.2)*(0.4-0.12)12.2085.1462.75纵主梁(2.7*4+4.2*2+5.6+1.0*4)*(0.6-0.12)13.8247.46103.13纵次梁1006.390.00纵次梁2(5.0*5+1.9*2+1.4*3)*(0.4-0.12)9.245.1447.49墙内横墙(8.4*2+3.2*2+2.2*2+2.6+3.2)*2.170.141.678117.69内纵墙(2.7*4+4.2*2+6.0+5.6+7.5)*2.180.431.678134.96外墙(3.2*12+5.0*5+1.0*4)*2.1141.542.549360.79剪力墙(3.6*6+2.8*4)*2.168.885.578384.21合计　　　　　2024.51合计：4.7.2活载表15项目面积算式（m2）面积值（m2）面荷载(kN/m2)活载(kN)屋面17.0*8.6146.20.573.10楼面0020.00卫生间0020.00电梯机房0077.00走廊002.50.00楼梯002.50.00屋面雪荷载17.0*8.6146.20.6595.03合计80.10合计：4.7.3总计171 XXXX大学本科生毕业设计（论文）第五章剪力墙、框架及连梁刚度计算5.1框架的等效剪切刚度5.1.1柱线刚度计算表16层号柱界面（b*h）(m)砼等级层高(m)Ic=1/12*b*h^3(m^4)Ec(kN/m^2)ic=Ec*Ic/h(kN.m)110.30.3C304.20.0007300000005000.006~100.40.4C303.60.00213000000017500.000.60.6C303.60.01083000000090000.000.60.8C303.60.025630000000213333.333~50.40.4C353.60.00213150000018375.000.60.6C353.60.01083150000094500.000.60.8C353.60.025631500000224000.000.80.8C353.60.034131500000298375.001~20.40.4C354.20.00213150000015750.000.60.6C354.20.01083150000081000.000.60.8C354.20.025631500000192000.000.80.8C354.20.034131500000255750.000.80.8C358.40.034131500000127875.005.1.2梁线刚度计算表17梁编号跨度Lb(m)截面(b*h)(m^2)砼等级Ec(kN/m^2)Io=1/12*b*h^3(m^4)边框架梁中框架梁bhIb=1.5Ioib=Ec*Ib/LbIb=2Ioib=Ec*Ib/LbKL-18.40.30.8C30300000000.01280.019268571.420.025691428.57C353150000072000.0096000.00KL-25.40.30.6C30300000000.00540.008145000.000.010860000.00C353150000047250.0063000.00KL-33.00.30.8C30300000000.01280.0192192000.000.0256256000.00C3531500000201600.00268800.00KL-42.40.30.8C30300000000.01280.0192240000.000.0256320000.00C3531500000252000.00336000.00KL-53.00.30.6C30300000000.00540.008181000.000.0108108000.00C353150000085050.00113400.00KL-62.40.30.6C30300000000.00540.0081101250.000.0108135000.00C3531500000106412.50141750.00注：不考虑悬挑梁的线刚度5.1.3框架柱横向侧移刚度对于高度小于50m且高宽比小于4的建筑物，仅考虑梁柱弯曲变形引起的柱侧移刚度，忽略柱的轴向变形，与剪力墙相连的边柱作为剪力墙的翼缘，计入剪力墙的刚度，不作为框架柱处理。171 XXXX大学本科生毕业设计（论文）表18层号层高h(m)位置K=(∑ib)/2ic(一般层)αc=K/(2+k)(一般层)ic(kN/m)D=αc*12*ic/h^2柱根数n∑Di=n*D楼层∑DK=(∑ib)/ic(底层)αc=（0.5+K)/(2+k)(底层)7~103.6边框架C柱1、8轴0.5320.210213333.3341503.3252830076197793.6边框架D柱1轴0.5320.210213333.3341503.3251415033.6边框架D柱8轴0.7960.28590000.0023724.3681237243.6边框架1/D柱8轴5.2070.72217500.0011707.0471117073.6中框架A、F柱3轴1.0160.33790000.0028072.5022561453.6中框架A柱6轴1.0160.33790000.0028072.5021280733.6中框架F柱6轴2.8440.58790000.0048926.5071489273.6中框架C柱3、6轴2.0320.50490000.0041997.3542839953.6中框架D柱3轴2.0320.50490000.0041997.3541419973.6中框架D柱6轴4.5710.69690000.0057969.3601579693.6中框架A、F柱4、5轴1.0160.33790000.0028072.50241122903.6中框架1/D柱6轴32.9140.94317500.0015275.4971152753.6中框架E柱6轴29.2570.93617500.0015166.89911516763.6边框架C柱1、8轴0.5460.214213333.3342361.2922847236635233.6边框架D柱1轴0.5460.214213333.3342361.2921423613.6边框架D柱8轴0.8160.290213333.3357239.0561572393.6边框架1/D柱8轴10.6780.84217500.0013647.5111136483.6中框架A、F柱3轴1.0410.34290000.0028526.8002570543.6中框架A柱6轴1.0410.34290000.0028526.8001285273.6中框架F柱6轴2.9160.59390000.0049430.4311494303.6中框架C柱3、6轴2.0830.51090000.0042513.6752850273.6中框架D柱3轴2.0830.51090000.0042513.6751425143.6中框架D柱6轴4.6860.70190000.0058405.6241584063.6中框架A、F柱4、5轴1.0410.34290000.0028526.80041141073.6中框架1/D柱6轴33.7370.94417500.0015296.8731152973.6中框架E柱6轴29.9890.93717500.0015190.6241151913~53.6边框架C柱1、8轴0.5320.210224000.0043578.4922871579076703.6边框架D柱1轴0.5320.210224000.0043578.4921435783.6边框架D柱8轴0.7960.285224000.0059047.3161590473.6边框架1/D柱8轴10.4200.83918375.0014274.1321142743.6中框架A、F柱3轴0.3220.139298375.0038311.7802766243.6中框架A柱6轴0.3220.139298375.0038311.7801383123.6中框架F柱6轴0.9010.311298375.0085805.6211858063.6中框架C柱3、6轴0.6430.243298375.0067212.87721344263.6中框架D柱3轴0.6430.243298375.0067212.8771672133.6中框架D柱6轴1.4480.420298375.00116021.90211160223.6中框架A、F柱4、5轴0.3220.139298375.0038311.78041532473.6中框架1/D柱6轴32.9140.94318375.0016039.2721160393.6中框架E柱6轴29.2570.93618375.0015925.24411592524.2边框架C柱1、8轴0.6210.237192000.0030946.282261893682656171 XXXX大学本科生毕业设计（论文）4.2边框架D柱1轴0.6210.237192000.0030946.2821309464.2边框架D柱8轴0.9290.317192000.0041426.6901414274.2边框架1/D柱8轴12.1560.85915750.009200.541192014.2中框架A、F柱3轴0.3750.158255750.0027470.4622549414.2中框架A柱6轴0.3750.158255750.0027470.4621274704.2中框架F柱6轴1.0510.344255750.0059932.0061599324.2中框架C柱3、6轴0.7510.273255750.0047494.9742949904.2中框架D柱3轴0.7510.273255750.0047494.9741474954.2中框架D柱6轴1.6890.458255750.0079656.1481796564.2中框架A柱4、5轴1.5020.572127875.0049729.7462994594.2中框架F柱4、6轴0.3750.158255750.0027470.4622549414.2中框架1/D柱6轴38.4000.95015750.0010183.8761101844.2中框架E柱6轴34.1340.94515750.0010121.25511012114.2边框架C柱1、8轴0.6210.428192000.0055862.772211172610544894.2边框架D柱1轴0.6210.428192000.0055862.7721558634.2边框架D柱8轴0.9290.488192000.0063723.0791637234.2边框架1/D柱8轴12.1560.89415750.009578.977195794.2中框架A、F柱3轴0.3750.368255750.0064097.74421281954.2中框架A柱6轴0.3750.368255750.0064097.7441640984.2中框架F柱6轴1.0510.508255750.0088443.9031884444.2中框架C柱3、6轴0.7510.455255750.0079116.12821582324.2中框架D柱3轴0.7510.455255750.0079116.1281791164.2中框架D柱6轴1.6890.593255750.00103237.00911032374.2中框架A柱4、5轴0.0000.250127875.0021747.4492434954.2中框架F柱4、6轴0.3750.368255750.0064097.74421281954.2中框架1/D柱6轴38.4000.96315750.0010316.4781103164.2中框架E柱6轴34.1340.95815750.0010269.513110270（1）楼层柱平均抗侧刚度：（2）平均层高：41.4/11=3.76m（3）框架抗推刚度：5.2剪力墙的等效刚度5.2.1横向剪力墙的刚度计算（1）剪力墙惯性矩计算：剪力墙截面见下图，剪力墙厚300mm，1-5层混凝土C40，6-12层混凝土C35。171 XXXX大学本科生毕业设计（论文）图2一层的剪力墙有效翼缘宽度L型T（I）型取小值，L型：T（I）型：（1）剪力墙惯性矩计算：1层：W1墙：墙肢面积：墙肢形心：墙肢惯性矩：171 XXXX大学本科生毕业设计（论文）W2墙：墙肢面积：墙肢形心：墙肢惯性矩：W3墙：墙肢面积：墙肢形心：墙肢惯性矩：W4墙：墙肢面积：墙肢形心：墙肢惯性矩：171 XXXX大学本科生毕业设计（论文）图3地上二层至顶层的剪力墙2~10层：有效翼缘宽度L型T（I）型取小值，L型：T（I）型：W1’墙：墙肢面积：墙肢形心：墙肢惯性矩：171 XXXX大学本科生毕业设计（论文）W2’墙：墙肢面积：墙肢形心：墙肢惯性矩：W3’墙：墙肢面积：墙肢形心：墙肢惯性矩：W4’墙：墙肢面积：墙肢形心：墙肢惯性矩：171 XXXX大学本科生毕业设计（论文）（3）剪力墙抗弯刚度：1层：2~5层：6~10层：11层：横向剪力墙总刚度为（2）不均匀系数：W1与W1’墙：按照T型截面查取μ=1.713W2与W2’墙：按照I型截面查取μ=1.549W3与W3’墙：按照I型截面查取μ=1.298W4与W4’墙：按照I型截面查取μ=1.5（4）剪力墙等效刚度：1层：2~5层：171 XXXX大学本科生毕业设计（论文）6~10层：11层：横向剪力墙总等效刚度为5.3连梁约束刚度连梁两端铰接，连梁约束刚度CB=05.4主体结构刚度特征值171 XXXX大学本科生毕业设计（论文）第六章水平地震作用效应分析6.1水平地震荷载计算6.1.1结构基本自振周期采用底部剪力法近似计算地震作用，为此先要确定结构的自振周期：其中查图表可得：考虑非承重墙的周期折减系数，取则6.1.2总水平地震作用由场地类别Ⅱ，设计地震分组为第一组，查场地特征周期，则因为所以主体结构底部剪力标准值为6.1.3各楼层质点的水平地震作用∵∴顶部附加地震作用系数附加顶端集中荷载计算结果见下表171 XXXX大学本科生毕业设计（论文）表19各楼层质点的水平地震作用层号Hi(m)Gi(kN)GiHi(kN.m)GiHi/ΣGjHjFi(kN)Vi(kN)FiHi*10^3(kN.m)1141.42064.5685472.780.035143.73143.735.951037.210114.68376266.100.152632.71776.4323.54933.611613.86390225.700.158656.181432.6122.0583011613.86348415.800.141585.872018.4917.58726.411613.86306605.900.124515.572534.0613.61622.811613.86264796.010.107445.262979.3210.15519.211681.02224275.580.091377.133356.457.24415.611681.02182223.910.074306.423662.874.7831211681.02140172.240.057235.713898.572.8328.412575.51105634.280.043177.634076.201.4914.211038.646362.120.01977.964154.160.33Σ　　2470450.43　　4154.16109.54（本题主体结构为10层，高度为37.2m，第11层为局部电梯机房屋面及水箱，为简化起见，在下面的计算中均以10层为对象，把10层作为顶层，作用在第10层上）将各楼层处集中力按基底等弯矩折成三角形荷载：6.2框架-剪力墙协同工作计算6.2.1框架-剪力墙协同工作计算简图框架-剪力墙协同工作计算简图见图4171 XXXX大学本科生毕业设计（论文）图5协同工作计算简图建筑物横向所有框架，所有剪力墙和所有连梁各自综合在一起，分别形成总框架，总剪力墙和总连梁。连梁为两端铰接。6.2.2结构值及荷载类型计算总剪力墙承担剪力：总剪力墙的弯矩总框架的剪力171 XXXX大学本科生毕业设计（论文）计算过程及结果如下表：表20各层剪力墙底部截面内力层号标高x(m)ε=x/Hλ=2.75,Mo=109.54*10^3kN.m,Vo=4.4169*10^3kNMw/MoMw(10^3kN.m)Vw/VoVw(10^3kN.m)VF(10^3kN.m)1037.21.0000.0000.00-0.363-1.601.60933.60.903-0.040-4.35-0.190-0.841.658300.806-0.057-6.21-0.049-0.211.76726.40.710-0.055-6.010.0700.311.88622.80.613-0.037-4.050.1750.771.98519.20.516-0.004-0.470.2741.212.03415.60.4190.0434.660.3731.651.993120.3230.10411.430.4802.121.8428.40.2260.18320.010.6022.661.5314.20.1130.29932.740.7763.430.93000.0000.44849.121.0004.420.006.2.2内力计算（1）各层剪力墙底部截面内力见下表（2）各层总框架柱剪力应由上、下层处值近似计算计算结果如下表：表21各层联系梁总约束弯矩层号总剪力墙总框架Mw(10^3kN.m)Vw(10^3kN)VF(10^3kN)100-1.61.639-4.35-0.841.718-6.21-0.211.827-6.010.311.936-4.050.772.015-0.471.212.0144.661.651.92311.432.121.69220.012.661.23132.743.430.47049.124.42　171 XXXX大学本科生毕业设计（论文）6.2.2位移计算表22位移计算层号Hi(m)ε=x/HY(ε)(mm)Δyi(mm)1037.21.00022.713.01933.60.86819.702.268300.77517.432.42726.40.68215.022.55622.80.58912.462.63519.20.4969.832.62415.60.4037.222.473120.3104.742.1628.40.2172.581.8514.20.1090.730.73层间位移：顶点位移：满足要求。171 XXXX大学本科生毕业设计（论文）第七章地震作用下剪力、弯矩在剪力墙上的分配因为H=37.2<50m,且H/B=37.2/25.2=1.48<4，所以由高层规范知，仅考虑弯曲变形的影响，不考虑柱和墙肢的轴向变形，剪力墙不考虑剪切变形，第层第个墙肢的剪力为：，弯矩为，令，则1层：：：3w-：4w-：2~10层：1w-：2w-：3w-：4w-：计算结果见下表：表24地震作用下剪力、弯矩在剪力墙上的分配层号Mwj(103kN.m)Vwj(103kN)W-1W-2W-3W-4Mwij(103kN.m)Vwij(103kN)Mwij(103kN.m)Vwij(103kN)Mwij(103kN.m)Vwij(103kN)Mwij(103kN.m)Vwij(103kN)100-1.60.000-0.1260.000-0.2110.000-0.1970.000-0.0699-4.35-0.84-0.344-0.066-0.574-0.111-0.535-0.103-0.187-0.0368-6.21-0.21-0.491-0.017-0.820-0.028-0.764-0.026-0.267-0.0097-6.010.31-0.4750.024-0.7930.041-0.7390.038-0.2580.0136-4.050.77-0.3200.061-0.5350.102-0.4980.095-0.1740.0335-0.471.21-0.0370.096-0.0620.160-0.0580.149-0.0200.05244.661.650.3680.1300.6150.2180.5730.2030.2000.071311.432.120.9030.1671.5090.2801.4060.2610.4910.091220.012.661.5810.2102.6410.3512.4610.3270.8600.114132.743.432.8160.2954.4200.4633.8310.4011.4730.154049.124.424.2240.3806.6310.5975.7470.5172.2100.199单片剪力墙的弯矩、剪力图见下图：（由于W-1、W-2、W-3、W-4171 XXXX大学本科生毕业设计（论文）数据很接近，剪力图和弯矩图很相似，所以就用同一个图表示）图7剪力墙在地震作用下的弯矩图图8剪力墙在地震作用下的剪力图171 XXXX大学本科生毕业设计（论文）第八章地震作用下框架内力计算8.1框架地震剪力在各框架柱间分配（取③轴一榀横向框架）1.2.3.4.5.6.7.8.1.1框架剪力调整由高层规范知，当时，从和中取较小值。而当时，不必调整。（注：0.2Vo=0.2×4.4169×103=0.883×103kN）框架中1~11层中2~10层的，不必调整；由于所以其它层调整为8.1.2第i层第m个柱所分配的剪力,8.1.3框架柱反弯点位置各层柱反弯点高度比的确定：计算结果见表12表25层号A轴柱（F轴柱）（边）C轴柱（D轴柱）（中）Kyoy1y2y3yKyoy1y2y3y101.0160.40000.42.0320.450000.4591.0160.450000.452.0320.4520000.45281.0160.450000.452.0320.50000.571.0160.50000.52.0320.50000.561.0410.50000.52.0830.50000.550.3220.450000.450.6430.450000.4540.3220.450000.450.6430.50000.530.3220.500-0.0420.4580.6430.50000.520.3750.5630-0.03500.5280.7510.5250000.52510.3750.8250000.8250.7510.70000.78.1.4框架柱节点弯矩分配边柱：中柱：，计算结果见下表171 XXXX大学本科生毕业设计（论文）框架柱的弯矩表26层号层高h(m)各层框架剪力Vi(kN)层间刚度D(105kN/m)A轴柱(F轴柱)（边）Dim(kN.m)Vim(kN)KyMc上(kN.m)Mc下(kN.m)Mb总(kN.m)103.616306.1980.28173.901.0160.4159.623106.415159.62393.617106.1980.28177.531.0160.45153.503125.593259.91883.618206.1980.28182.511.0160.45163.377133.672288.97073.619306.1980.28187.501.0160.5157.501157.501291.17463.620106.6350.28586.341.0410.5155.408155.408312.90953.620109.0770.38384.810.3220.45167.926137.394323.33443.619209.0770.38381.010.3220.45160.407131.242297.80133.616909.0770.38371.310.3220.458139.138117.574270.38024.212306.8270.27549.550.3750.52898.220109.873215.79414.288710.5450.64854.510.3750.82540.063188.867149.936表27层号层高h(m)各层框架剪力Vi(kN)层间刚度D(10^5kN/m)C轴柱（D轴柱）（中）Dim(10^5kN/m)Vim(kN)KyMc上(kN.m)Mc下(kN.m)Mb总(kN.m)Mb左(kN.m)Mb右(kN.m)103.616306.1980.420110.452.0320.45218.701178.937218.701109.350109.35093.617106.1980.420115.882.0320.452228.600188.554407.537203.769203.76983.618206.1980.420123.332.0320.5221.994221.994410.548205.274205.27473.619306.1980.420130.782.0320.5235.411235.411457.406228.703228.70363.620106.6350.425128.752.0830.5231.748231.748467.160233.580233.58053.620109.0770.672148.810.6430.45294.638241.067526.386263.193263.19343.619209.0770.672142.140.6430.5255.859255.859496.926248.463248.46333.616909.0770.672125.120.6430.5225.209225.209481.068240.534240.53424.212306.8270.47585.580.7510.525170.731188.702395.940197.970197.97014.288710.5450.79166.540.7510.783.835195.614272.537136.269136.269（注：D轴柱的左右梁的弯矩同C轴柱的对称）8.2框架柱轴力与框架剪力计算8.2.1框架梁剪力梁AC梁CD171 XXXX大学本科生毕业设计（论文）梁DF其中，8.2.2框架柱轴力,,8.2.3计算结果见下表表28层号框架柱轴力与梁端剪力梁端剪力Vbj(kN)柱轴力N(kN)AC跨VACjCD跨VCDjDF跨VDFjA轴NcjAC轴D轴F轴NcjFVCDj-VACjNcjCVDFj-VCDjNcjD1032.0226.0432.0232.02-5.98-5.985.985.9832.02955.2048.5255.2087.22-6.68-12.666.6812.6687.22858.8448.8758.84146.06-9.97-22.639.9722.63146.06761.8954.4561.89207.95-7.44-30.077.4430.07207.95665.0655.6165.06273.01-9.45-39.529.4539.52273.01569.8262.6769.82342.83-7.15-46.677.1546.67342.83465.0359.1665.03407.86-5.87-52.545.8752.54407.86360.8257.2760.82468.68-3.55-56.093.5556.09468.68249.2647.1449.26517.94-2.12-58.212.1258.21517.94134.0732.4534.07552.01-1.62-59.831.6259.83552.01171 XXXX大学本科生毕业设计（论文）第九章竖向荷载作用下框架内力分析（分层法）9.1框架内力计算（以①轴横向框架为例）9.1.1荷载及计算简图图91~10层平面图10立面图13框架内力计算简图（1）屋面荷载屋面恒载5.98kN/m2屋面活载2.0kN/m2（2）楼面荷载楼面恒载4.53活载（客房）171 XXXX大学本科生毕业设计（论文）活载（走廊、门厅）卫生间5.26活载2.0kN/m2（3）楼面荷载分配为等效均布荷载传递给梁短边分配荷载长边分配荷载（单向板：）图14双向板计算简图（1）横向框架梁上线荷载①BC跨10层：梁自重（吊顶，不考虑抹灰）女儿墙合计2~9层：171 XXXX大学本科生毕业设计（论文）梁自重（吊顶，不考虑抹灰）横外墙自重合计1层：梁自重（吊顶，不考虑抹灰）横外墙自重合计②CD跨10层：梁自重（吊顶，不考虑抹灰）楼面板传给梁合计2~9层：梁自重（吊顶，不考虑抹灰）楼面板传给梁171 XXXX大学本科生毕业设计（论文）合计1层：梁自重（吊顶，不考虑抹灰）楼面板传给梁横外墙自重合计③DE跨10层：梁自重（吊顶，不考虑抹灰）面板传给梁女儿墙合计2~9层：梁自重（吊顶，不考虑抹灰）面板传给梁171 XXXX大学本科生毕业设计（论文）横外墙自重合计1层：梁自重（吊顶，不考虑抹灰）面板传给梁横外墙自重合计（5）横向框架梁、柱上的集中荷载①BC跨及跨内：10层：BC轴之间的纵次梁荷载梁自重（吊顶，不考虑抹灰）屋面板传给梁合计C轴的主纵梁荷载梁自重（吊顶，不考虑抹灰）171 XXXX大学本科生毕业设计（论文）屋面板传给梁合计2~9层：BC轴之间的纵次梁荷载梁自重（吊顶，不考虑抹灰）屋面板传给梁横内墙自重合计C轴的主纵梁荷载梁自重（吊顶，不考虑抹灰）屋面板传给梁横内墙自重171 XXXX大学本科生毕业设计（论文）合计1层：BC轴之间的纵次梁荷载梁自重（吊顶，不考虑抹灰）屋面板传给梁横内墙自重合计C轴的主纵梁荷载梁自重（吊顶，不考虑抹灰）屋面板传给梁横内墙自重合计②CD跨及跨内10层：CD轴之间的纵次梁荷载171 XXXX大学本科生毕业设计（论文）梁自重（吊顶，不考虑抹灰）屋面板传给梁合计D轴的主纵梁荷载梁自重（吊顶，不考虑抹灰）屋面板传给梁合计2~9层：CD轴之间的纵次梁荷载梁自重（吊顶，不考虑抹灰）屋面板传给梁合计D轴的主纵梁荷载梁自重（吊顶，不考虑抹灰）171 XXXX大学本科生毕业设计（论文）屋面板传给梁横内墙自重合计1层：CD轴之间的纵次梁荷载梁自重（吊顶，不考虑抹灰）屋面板传给梁合计D轴的主纵梁荷载梁自重（吊顶，不考虑抹灰）屋面板传给梁横内墙自重171 XXXX大学本科生毕业设计（论文）合计③DE跨及跨内10层：DE轴之间的纵次梁荷载梁自重（吊顶，不考虑抹灰）屋面板传给梁合计2~9层：DE轴之间的纵次梁荷载梁自重（吊顶，不考虑抹灰）屋面板传给梁171 XXXX大学本科生毕业设计（论文）横内墙自重合计1层：梁自重（吊顶，不考虑抹灰）屋面板传给梁横内墙自重合计④B、E柱集中荷载（注：柱自重考虑粉刷，经过之前计算：800×800mm的柱子乘以1.06的系数；600×800mm的柱子乘以1.07的系数；600×600mm的柱子乘以1.09的系数；在这里为了方便计算和安全考虑，均将系数取为1.1，以下均按此来计算。）1层600×600mm柱自重（考虑粉刷）171 XXXX大学本科生毕业设计（论文）2~9层600×600mm柱自重（考虑粉刷）10层⑤C、D柱集中荷载1层600×800mm柱自重（考虑粉刷）2~9层600×800mm柱自重（考虑粉刷）10层600×600mm柱自重（考虑粉刷）⑥BC轴之间的集中荷载（荷载位置见下荷载图）1层2~9层171 XXXX大学本科生毕业设计（论文）10层C轴的集中荷载1层2~9层10层CD轴之间的集中荷载1层2~9层10层D轴的集中荷载1层171 XXXX大学本科生毕业设计（论文）2~9层10层DE轴之间的集中荷载（荷载位置见下荷载图）1层2~9层10层171 XXXX大学本科生毕业设计（论文）框架竖向荷载（恒+活）如图12所示图15框架竖向菏载（恒载+恒载）171 XXXX大学本科生毕业设计（论文）9.1.2框架弯矩计算（1）柱的线刚度柱的线刚度乘以调整系数0.9，柱端弯矩传递系数取1/3，底层柱线刚度不调整，且传递系数取1/2，梁传递系数取1/2。表29①轴全框架线刚度层号混凝土强度等级ic(kN•m)0.9ic(kN•m)边柱中柱边柱中柱6~10C3090000213333.3381000.00192000.003~5C359450022400085050.00201600.001~2C358100019200072900.00172800.00（2）梁的线刚度表30①轴框架的梁的线刚度层号梁名称跨度截面(b*h)(m^2)砼等级梁的线刚度（kN·m）bh6至10BC（DE）5.40.30.6C3045000CD8.40.30.8C3068571.421至5BC（DE）5.40.30.6C3547250CD8.40.30.8C3572000（3）梁的固端弯矩表31①轴框架梁固端弯矩计算表层号BC跨CD跨DE跨总M(kN•m)总M(kN•m)总M(kN•m)MbcMcbMcdMdcMdeMed10-92.88100.82-243.97243.97-91.3186.92~9-92.91108.15-209.28209.28-107.6999.911-96.88112.18-247.79247.79-114.22105.88171 XXXX大学本科生毕业设计（论文）（1）弯矩分配10层边柱梁梁柱梁梁柱梁梁边柱系数0.640.360.150.630.220.220.630.150.360.64初始弯矩值-92.88100.82-243.97243.97-91.3186.9059.4433.4416.72-16.79-33.59-96.18-22.90》-11.4510.74《21.4890.2331.51》15.75-13.58《-27.16-48.29-6.87-3.87》-1.93-0.24《-0.48-1.37-0.33》-0.160.16《0.331.370.48》0.240.03《0.060.10-0.10-0.06》-0.03-0.03《-0.06-0.17-0.04》-0.020.00《0.010.040.01》0.010.00《0.010.010.00-0.010.0052.46-52.46137.3991.64-229.03225.85-97.72-128.1248.17-48.17传给下层柱17.4930.55-32.57-16.06171 XXXX大学本科生毕业设计（论文）传给上层11.5112.70-12.67-12.4234.5238.11-38.00-37.250.000.000.000.000.000.00-1.710.081.62-0.0736.2438.03-39.62-37.186~9层上柱下柱梁梁上柱下柱梁梁上柱下柱梁梁下柱上柱系数0.390.390.220.090.390.390.130.130.390.390.090.220.390.39初始弯矩值-92.92108.15-209.28209.28-107.6999.9136.2420.44》10.22-6.60《-13.21-39.62-9.14》-4.574.39《8.7838.0312.68》6.34-10.49《-20.97-37.18-1.71-0.97》-0.480.27《0.541.620.37》0.190.01《0.020.080.03》0.01-0.02《-0.04-0.0734.52-69.05126.6838.11-202.91202.97-38.00-126.9774.51-37.25传给下层柱11.5112.70-12.67-12.42171 XXXX大学本科生毕业设计（论文）传给上层11.2112.38-12.34-12.1033.6437.14-37.03-36.300.000.000.000.000.000.00-1.670.081.58-0.0735.3137.05-38.60-36.235层上柱下柱梁梁上柱下柱梁梁上柱下柱梁梁下柱上柱系数0.380.400.220.090.380.400.130.130.380.400.090.220.400.38初始弯矩值-92.92108.15-209.28209.28-107.6999.9137.1720.44》10.22-6.60《-13.21-40.64-9.14》-4.574.39《8.7839.0012.68》6.34-10.49《-20.97-38.14-1.76-0.97》-0.480.27《0.541.660.37》0.190.01《0.020.090.03》0.01-0.02《-0.04-0.0735.41-69.05126.6839.09-202.91202.97-38.97-126.9774.51-38.21传给下层柱11.8013.03-12.99-12.74171 XXXX大学本科生毕业设计（论文）传给上层11.5112.70-12.67-12.4234.5238.11-38.00-37.250.000.000.000.000.000.00-1.710.081.62-0.0736.2438.03-39.62-37.183~4层上柱下柱梁梁上柱下柱梁梁上柱下柱梁梁下柱上柱系数0.390.390.220.090.390.390.130.130.390.390.090.220.390.39初始弯矩值-92.92108.15-209.28209.28-107.6999.9136.2420.44》10.22-6.60《-13.21-39.62-9.14》-4.574.39《8.7838.0312.68》6.34-10.49《-20.97-37.18-1.71-0.97》-0.480.27《0.541.620.37》0.190.01《0.020.080.03》0.01-0.02《-0.04-0.0734.52-69.05126.6838.11-202.91202.97-38.00-126.9774.51-37.25传给下层柱11.5112.70-12.67-12.42171 XXXX大学本科生毕业设计（论文）传给上层12.0313.37-13.33-12.9936.0940.11-39.98-38.960.000.00-0.010.000.000.00-2.000.111.67-0.0838.1040.00-41.65-38.882层上柱下柱梁梁上柱下柱梁梁上柱下柱梁梁下柱上柱系数0.410.360.230.100.410.350.140.140.410.350.100.230.360.41初始弯矩值-92.92108.15-209.28209.28-107.6999.9133.4521.37》10.69-7.11《-14.22-35.56-10.16》-5.084.88《9.7634.1413.66》6.83-10.91《-21.81-34.14-1.76-1.12》-0.560.29《0.571.430.41》0.200.01《0.030.100.04》0.02-0.02《-0.05-0.0731.69-67.78128.0634.24-202.41202.48-34.13-128.3773.18-34.21传给下层柱10.5611.41-11.38-11.40171 XXXX大学本科生毕业设计（论文）传给上层柱11.8316.61-16.61-13.0035.4849.83-49.82-38.990.000.00-0.010.00-0.010.00-2.290.180.95-0.0437.7849.64-50.76-38.951层上柱下柱梁梁上柱下柱梁梁上柱下柱梁梁下柱上柱系数0.390.390.220.090.380.380.130.130.380.380.090.220.390.39初始弯矩值-96.88115.18-247.79247.79-114.22105.8837.7821.31》10.66-8.68《-17.36-50.76-12.02》-6.015.88《11.7649.6416.98》8.49-10.99《-21.97-38.95-2.29-1.29》-0.650.16《0.320.950.22》0.110.02《0.040.180.06》0.03-0.01《-0.02-0.04-0.010.0035.48-70.96136.9949.83-239.27239.27-49.82-137.0277.98-38.99传给下层17.7424.91-24.91-19.50171 XXXX大学本科生毕业设计（论文）（1）弯矩二次分配10层边柱梁梁柱梁梁柱梁梁边柱系数0.640.360.150.630.220.220.630.150.360.64下层分配过来的弯矩值11.5112.70-12.67-12.42-7.37-4.14》-2.071.39《2.797.981.90》0.95-0.90《-1.80-7.57-2.64》-1.322.06《4.137.340.580.32》0.16-0.08《-0.16-0.47-0.11》-0.06-0.01-0.05-0.02》-0.010.01《0.020.044.72-4.72-3.725.08-1.351.29-5.163.865.04-5.04第一次分配后的弯矩值52.46-52.46137.3991.64-229.03225.85-97.72-128.1248.17-48.17结果57.18-57.18133.6796.72-230.38227.14-102.88-124.2653.21-53.21171 XXXX大学本科生毕业设计（论文）结果41.4651.81-52.93-43.35第一次分配后的弯矩值34.5238.11-38.00-37.256.9413.70-14.93-6.100.000.000.000.000.010.000.75-0.08-0.010.00-11.31-16.7717.649.969层上柱下柱梁梁上柱下柱梁梁上柱下柱梁梁下柱上柱系数0.390.390.220.090.390.390.130.130.390.390.130.220.390.39上下层分配来的弯矩值17.4911.5130.5512.70-32.57-12.67-12.42-16.06-11.31-6.38》-3.192.94《5.8817.645.88》2.94-1.94《-3.87-16.77-5.59》-2.802.81《5.629.960.750.43》0.210.00-0.010.00-0.01《-0.02-0.08-0.03》-0.010.96-7.90-6.87-4.15-2.683.074.978.698.56-2.46第一次分配后的弯矩值34.52-69.05126.6838.11-202.91202.97-38.00-126.9774.51-37.25171 XXXX大学本科生毕业设计（论文）结果35.48-76.95119.8133.96-205.59206.04-33.03-118.2883.07-39.71结果37.4841.22-41.17　-40.60　　　　第一次分配后的弯矩值34.5238.11-38.00　-37.252.963.11-3.17-3.350.000.000.000.000.000.000.43-0.02-0.370.02-8.98-9.569.919.047~8层上柱下柱梁梁上柱下柱梁梁上柱下柱梁梁下柱上柱系数0.390.390.220.090.390.390.130.130.390.390.130.220.390.39上下层分配来的弯矩值11.5111.5112.7012.70-12.70-12.70-12.42-12.42-8.98-5.06》-2.531.65《3.309.913.30》1.65-1.10《-2.21-9.56-3.19》-1.592.55《5.109.040.430.24》0.12-0.06《-0.12-0.37-0.12》-0.06-0.01-0.02-0.010.01《0.010.022.96-5.93-4.623.11-1.611.58-3.175.736.70-3.35171 XXXX大学本科生毕业设计（论文）第一次分配后的弯矩值34.52-69.05126.68　38.11-202.91202.97　-38.00-126.9774.51-37.25　　　结果37.48-74.98122.06　41.22-204.52204.55　-41.17-121.2481.21-40.60结果37.6041.35-41.29-40.72第一次分配后的弯矩值34.5238.11-38.00-37.253.083.24-3.29-3.470.000.000.000.000.000.000.42-0.02-0.370.02-8.86-9.449.758.936层上柱下柱梁梁上柱下柱梁梁上柱下柱梁梁下柱上柱系数0.390.390.220.090.390.390.130.130.390.390.130.220.390.39上下层分配来的弯矩值11.5111.2112.7012.38-12.67-12.34-12.10-12.42-8.86-5.00》-2.501.63《3.259.753.25》1.63-1.09《-2.18-9.44-3.15》-1.572.52《5.048.930.420.24》0.12-0.06《-0.12-0.37-0.12》-0.06-0.01-0.02-0.010.010.02171 XXXX大学本科生毕业设计（论文）2.78-5.85-4.562.92-1.591.55-2.965.656.61-3.15第一次分配后的弯矩值34.52-69.05126.6838.11-202.91202.97-38.00-126.9774.51-37.25结果37.30-74.90122.1241.03-204.50204.52-40.96-121.3281.12-40.40结果36.8240.50-40.46-39.70第一次分配后的弯矩值33.6437.14-37.03-36.303.183.36-3.43-3.400.000.000.000.000.000.000.42-0.02-0.390.02-8.75-9.329.639.015层上柱下柱梁梁上柱下柱梁梁上柱下柱梁梁下柱上柱系数0.380.400.220.090.380.400.130.130.380.400.090.220.400.38上下层分配来的弯矩值11.5111.5112.7012.70-12.67-12.67-12.42-12.42-9.21-5.06》-2.531.65《3.2910.142.28》1.14-1.10《-2.21-9.81-3.19》-1.592.61《5.219.480.440.24》0.12-0.07《-0.13-0.41-0.09》-0.050.00-0.02-0.010.010.02171 XXXX大学本科生毕业设计（论文）2.74-5.93-4.622.87-1.611.57-2.944.806.32-2.92第一次分配后的弯矩值35.41-69.05126.6839.09-202.91202.97-38.97-126.9774.51-38.21结果38.15-74.98122.0641.96-204.52204.54-41.91-122.1780.83-41.13结果37.6741.43-41.38-40.61第一次分配后的弯矩值34.5238.11-38.00-37.253.153.32-3.38-3.360.000.000.000.000.44-0.02-0.400.02-9.09-9.6910.019.364层上柱下柱梁梁上柱下柱梁梁上柱下柱梁梁下柱上柱系数0.390.390.220.090.390.390.130.130.390.390.090.220.390.39上下层分配来的弯矩值11.8011.5113.0312.70-12.99-12.67-12.42-12.74-9.09-5.13》-2.561.67《3.3410.012.31》1.15-1.12《-2.24-9.69-3.23》-1.612.64《5.289.360.440.25》0.12-0.07《-0.13-0.40-0.09》-0.05-0.01-0.02-0.010.010.02171 XXXX大学本科生毕业设计（论文）2.86-6.00-4.682.99-1.631.58-3.064.866.40-3.04第一次分配后的弯矩值34.52-69.05126.6838.11-202.91202.97-38.00-126.9774.51-37.25结果37.38-75.05122.0041.10-204.54204.55-41.06-122.1180.91-40.29结果37.4841.23-41.18-40.41第一次分配后的弯矩值34.5238.11-38.00-37.252.963.12-3.18-3.160.000.000.000.000.43-0.02-0.400.02-8.98-9.569.889.243层上柱下柱梁梁上柱下柱梁梁上柱下柱梁梁下柱上柱系数0.390.390.220.090.390.390.130.130.390.390.090.220.390.39上下层分配来的弯矩值11.5111.5112.7012.70-12.67-12.67-12.42-12.42-8.98-5.06》-2.531.65《3.299.882.28》1.14-1.10《-2.21-9.56-3.19》-1.592.61《5.219.240.430.24》0.12-0.07《-0.13-0.40-0.09》-0.050.00-0.02-0.010.010.02171 XXXX大学本科生毕业设计（论文）2.96-5.93-4.623.12-1.611.57-3.184.806.32-3.16第一次分配后的弯矩值34.52-69.05126.6838.11-202.91202.97-38.00-126.9774.51-37.25结果37.48-74.98122.0641.23-204.52204.54-41.18-122.1780.83-40.41结果38.0340.24-40.18-40.91第一次分配后的弯矩值36.0940.11-39.98-38.961.940.13-0.20-1.950.000.000.000.000.000.000.56-0.04-0.300.01-9.18-11.2411.489.432层上柱下柱梁梁上柱下柱梁梁上柱下柱梁梁下柱上柱系数0.410.360.230.100.410.350.140.140.410.350.100.230.360.41上下层分配来的弯矩值10.5611.8311.4116.61-11.38-16.61-13.00-11.40-8.06-5.15》-2.571.96《3.929.802.80》1.40-1.37《-2.74-9.59-3.84》-1.922.65《5.298.280.490.32》0.16-0.05《-0.10-0.25-0.07》-0.04-0.01-0.04-0.010.010.014.26-6.21-5.176.98-1.941.89-7.075.386.66-4.71171 XXXX大学本科生毕业设计（论文）第一次分配后的弯矩值31.69-67.78128.0634.24-202.41202.48-34.13-128.3773.18-34.21结果35.95-73.99122.8941.22-204.35204.37-41.20-122.9979.84-38.92结果42.1157.06-57.06-34.74第一次分配后的弯矩值35.4849.83-49.82-38.996.637.23-7.244.250.000.000.000.000.000.000.19-0.01-0.180.01-4.12-4.184.324.251层上柱下柱梁梁上柱下柱梁梁上柱下柱梁梁下柱上柱系数0.390.390.220.090.380.380.130.130.380.380.090.220.390.39上下层分配来的弯矩值10.5611.41-11.38-11.40-4.12-2.32》-1.160.74《1.484.321.02》0.51-0.49《-0.99-4.18-1.43》-0.711.20《2.404.250.190.11》0.05-0.03《-0.06-0.18-0.04》-0.020.00-0.010.000.000.01171 XXXX大学本科生毕业设计（论文）-3.93-2.71-2.10-4.18-0.720.704.142.182.89-7.15第一次分配后的弯矩值35.48-70.96136.9949.83-239.27239.27-49.82-137.0277.98-38.99结果31.55-73.67134.8945.65-239.99239.97-45.68-134.8480.87-46.149.1.3跨中弯矩计算（1）计算理论AC跨和CE跨：跨中弯矩由多种荷载产生的弯矩累加所得，过程较为复杂，故借助结构力学求解器算得如表32所示。（2）荷载作用下的跨中弯矩表32荷载作用下的跨中弯矩层号BC跨CD跨DE跨MBC0.9MBCMCB0.9MCBM中1.2M中MCD0.9MCDMDC0.9MDCM中1.2M中MDE0.9MDEMED0.9MEDM中1.2M中10-57.18-51.46133.67120.3070.4584.54-230.38-207.34227.14204.43203.26243.91-124.26-111.8353.2147.8962.6975.239-76.95-69.26119.81107.8373.0087.60-205.59-185.03206.04185.44163.64196.37-118.28-106.4583.0774.7674.2489.098-74.98-67.48122.06109.8572.8687.43-204.52-184.07204.55184.10164.92197.90-121.24-109.1281.2173.0973.6988.437-74.98-67.48122.06109.8572.8687.43-205.52-184.97204.55184.10164.92197.90-121.24-109.1281.2173.0973.6988.436-74.90-67.41122.12109.9172.8787.44-204.50-184.05204.52184.07164.94197.93-121.32-109.1981.1273.0173.7088.445-74.98-67.48122.06109.8572.8687.43-204.52-184.07204.54184.09164.92197.90-122.17-109.9580.8372.7573.4288.104-75.05-67.55122.00109.8072.8587.42-204.54-184.09204.55184.10164.91197.89-122.11-109.9080.9172.8273.4188.093-74.98-67.48122.06109.8572.8687.43-204.52-184.07204.54184.09164.92197.90-122.17-109.9580.8372.7573.4288.102-73.99-66.59122.89110.6072.9487.53-204.35-183.92204.37183.93165.09198.11-122.99-110.6979.8471.8673.5088.201-73.67-66.30134.89121.4073.1887.82-239.99-215.99239.97215.97187.24224.69-134.84-121.3680.8772.7877.1992.63注：1、表中梁端弯矩所带负号代表其方向为逆时针2、表中弯矩单位为kN.m171 XXXX大学本科生毕业设计（论文）9.1.4梁剪力及柱轴力计算（1）梁端剪力AC跨和CE跨剪力计算均使用结构力学求解器以及表格计算表示（2）梁端剪力计算过程及结果见下表33表33荷载作用下的梁端剪力层号BC跨CD跨DE跨MBC0.9MBCMCB0.9MCBVBCVCBMCD0.9MCDMDC0.9MDCVCDVDCMDE0.9MDEMED0.9MEDVDEVED10-57.18-51.46133.67120.3068.4197.54-230.38-207.34227.14204.43143.22142.52-124.26-111.8353.2147.8989.5666.089-76.95-69.26119.81107.8373.27100.58-205.59-185.03206.04185.44122.98123.09-118.28-106.4583.0774.7699.5385.208-74.98-67.48122.06109.8572.49101.36-204.52-184.07204.55184.10123.03123.04-121.24-109.1281.2173.09100.4284.307-74.98-67.48122.06109.8572.49101.36-205.52-184.97204.55184.10123.03123.04-121.24-109.1281.2173.09100.4284.306-74.90-67.41122.12109.9172.47101.39-204.50-184.05204.52184.07123.03123.04-121.32-109.1981.1273.01100.4584.275-74.98-67.48122.06109.8572.49101.36-204.52-184.07204.54184.09123.03123.04-122.17-109.9580.8372.75100.6684.064-75.05-67.55122.00109.8072.52101.34-204.54-184.09204.55184.10123.03123.04-122.11-109.9080.9172.82100.6484.093-74.98-67.48122.06109.8572.49101.36-204.52-184.07204.54184.09123.03123.04-122.17-109.9580.8372.75100.6684.062-73.99-66.59122.89110.6072.16101.70-204.35-183.92204.37183.93123.03123.04-122.99-110.6979.8471.86101.0083.731-73.67-66.30134.89121.4074.19108.35-239.99-215.99239.97215.97150.55150.54-134.84-121.3680.8772.78109.2487.54注：1、表中梁端弯矩所带负号代表其方向为逆时针2、表中弯矩单位为kN.m，剪力单位为kN。3、剪力调整值与现在计算所得的剪力值相差很小，故没有写出。（3）柱端剪力计算过程及结果见下表34表34层号层高B柱C柱D柱E柱MijMjiVijMijMjiVijMijMjiVijMijMjiVij103.657.1841.4627.4096.7251.8141.26-102.88-52.93-43.28-53.21-43.35-26.8293.635.4837.4820.2733.9641.2220.88-33.03-41.17-20.61-39.71-40.60-22.3183.637.4837.4820.8241.2241.2222.90-41.17-41.17-22.87-40.60-40.60-22.5673.637.4837.6920.8841.2241.3522.94-41.17-41.29-22.91-40.60-40.72-22.5963.637.3036.8220.5941.0340.5022.65-40.96-40.46-22.62-40.40-39.70-22.2553.638.1537.6721.0641.9641.4323.16-41.91-41.38-23.14-41.13-40.61-22.7143.637.3837.4820.7941.1041.2322.87-41.06-41.18-22.84-40.29-40.41-22.4233.637.4838.0320.9841.2340.2422.63-41.18-40.18-22.60-40.41-40.91-22.5924.235.9542.1118.5941.2257.0623.40-41.20-57.06-23.40-38.92-34.74-17.5414.231.5517.7411.7445.6524.9216.80-45.68-24.91-16.81-46.14-19.50-15.63注：表中弯矩单位为kN.m，剪力单位为kN。171 XXXX大学本科生毕业设计（论文）9.1.5柱轴力计算过程及结果见下表（竖向荷载下）表35边柱B柱E柱层号层高(m)边柱自重(kN)柱顶集中力(kN)梁剪力Vbc(kN)柱顶(kN)柱底(kN)边柱自重(kN)柱顶集中力(kN)梁剪力Ved(kN)柱顶(kN)柱底(kN)103.635.64068.4168.41104.0535.64066.0866.08101.7293.635.6435.6473.27177.32212.9635.6435.6485.2186.92222.5683.635.6435.6472.49285.45321.0935.6435.6484.3306.86342.573.635.6435.6472.49393.58429.2235.6435.6484.3426.8462.4463.635.6435.6472.47501.69537.3335.6435.6484.27546.71582.3553.635.6435.6472.49609.82645.4635.6435.6484.06666.41702.0543.635.6435.6472.52717.98753.6235.6435.6484.09786.14821.7833.635.6435.6472.49826.11861.7535.6435.6484.06905.84941.4824.241.5835.6472.16933.91975.4941.5835.6483.731025.211066.7914.241.5841.5874.191049.681091.2641.5841.5887.541154.331195.91表36中柱C柱D柱层号层高(m)中柱自重(kN)柱顶集中力(kN)梁剪力(kN)柱顶(kN)柱底(kN)中柱自重(kN)柱顶集中力(kN)梁剪力(kN)柱顶(kN)柱底(kN)103.647.5231.38240.76272.14319.6632.6731.38232.08263.46296.1393.647.52104.35223.56600.05647.5732.67104.35222.62590.43623.183.647.52104.35224.39928.79976.3132.67104.35223.46918.24950.9173.647.52104.35224.391257.531305.0532.67104.35223.461246.051278.7263.647.52104.35224.421586.31633.8232.67104.35223.491573.891606.5653.647.52104.35224.391915.041962.5658.08104.35223.701901.941960.0243.647.52104.35224.372243.762291.2858.08104.35223.682229.972288.0533.647.52104.35224.392572.52620.0258.08104.35223.702558.022616.124.255.44104.35224.732901.582957.0279.2104.35224.042886.412965.6114.255.4455.44258.903215.923271.3679.255.44259.783201.633280.83171 XXXX大学本科生毕业设计（论文）171 XXXX大学本科生毕业设计（论文）第十章框架梁柱内力组合在只考虑竖向荷载情况下，考虑了活荷载占全部竖向荷载的实际比例（约1/4），当取竖向荷载的综合分项系数，其计算结果十分接近，即：即为只考虑竖向荷载的组合结果。在竖向荷载作用下，先考虑梁端负弯矩的调幅，然后再计算剪力和跨中弯矩，进行内力组合。考虑竖向荷载代表值取恒载100%，活载50%，故本题竖向荷载代表值经计算约占总重力荷载的87.5%，当考虑与地震作用组合时，取地震力作用下的内力组合：（其中）10.1梁内力组合控制截面为梁两端及梁跨中截面，如图所示。图16控制截面支座弯矩正负规定为跨中下部受拉为171 XXXX大学本科生毕业设计（论文）表37框架梁BC跨左截面1内力组合荷载恒载+活载地震作用地震作用内力组合类型>>>>>><<<<<<1.25(恒+活)1.05(恒+活)+1.3地震层数MbcVbcMVMVMmaxMminVmax0.75Mmax0.75Mmin0.85Vmax10-51.4668.4194.87-37.58-94.8737.58-64.3385.51-133.02102.589-69.2673.27154.47-68.89-154.4768.89-86.5891.59-205.15141.528-67.4872.49171.74-69.36-171.7469.36-84.3590.61-220.59141.347-67.4872.49173.05-73.89-173.0573.89-84.3590.61-221.86146.356-67.4172.47186.30-77.40-186.3077.40-84.2690.59-234.73150.215-67.4872.49169.43-70.44-169.4370.44-84.3590.61-218.33142.534-67.5572.52136.07-55.05-136.0755.05-84.4490.65-185.86125.553-67.4872.49123.54-51.78-123.5451.78-84.3590.61-173.59121.912-66.5972.1698.37-42.06-98.3742.06-83.2490.20-148.35110.881-66.3074.19-82.8892.74-52.2166.21表38框架梁BC跨右截面2内力组合荷载恒载+活载地震作用地震作用内力组合类型>>>>>><<<<<<1.25(恒+活)1.05(恒+活)+1.3地震层数McbVcbMVMVMmaxMminVmax0.75Mmax0.75Mmin0.85Vmax10120.30-97.54108.05-37.58-108.0537.58150.38-121.93200.09-128.589107.83-100.58201.34-68.89-201.3468.89134.79-125.73281.22-165.898109.85-101.36202.83-69.36-202.8369.36137.31-126.70284.27-167.117109.85-101.36225.98-73.89-225.9873.89137.31-126.70306.84-172.116109.91-101.39231.63-77.40-231.6377.40137.39-126.74312.39-176.025109.85-101.36210.91-70.44-210.9170.44137.31-126.70292.14-168.304109.80-101.34161.21-55.05-161.2155.05137.25-126.68243.65-151.283109.85-101.36156.06-51.78-156.0651.78137.31-126.70238.67-147.682110.60-101.70128.77-42.06-128.7742.06138.25-127.13212.65-137.241121.40-108.35151.75-135.4495.60-96.70171 XXXX大学本科生毕业设计（论文）表39框架梁BC跨中截面a内力组合荷载恒载+活载地震作用地震作用内力组合类型>>>>>><<<<<<1.25(恒+活)1.05(恒+活)+1.3地震层数MVMVMVMmaxMminVmax0.75Mmax0.75Mmin0.85Vmax1084.54-6.606.60105.6873.01987.60-31.5331.53109.5099.73887.43-15.5315.53109.2983.99787.43-26.4526.45109.2994.64687.44-22.6822.68109.3090.97587.43-20.7620.76109.2989.09487.42-12.5712.57109.2881.09387.43-16.2716.27109.2984.71287.53-15.1915.19109.4183.74187.82109.7869.16表40框架梁CD跨左截面3内力组合荷载恒载+活载地震作用地震作用内力组合类型>>>>>><<<<<<1.25(恒+活)1.05(恒+活)+1.3地震层数McdVcdMVMVMmaxMminVmax0.75Mmax0.75Mmin0.85Vmax10-207.34143.22108.05-25.73-108.0525.73-259.18179.03-268.63156.269-185.03122.98201.34-47.94-201.3447.94-231.29153.73-342.02162.738-184.07123.03202.83-48.29-202.8348.29-230.09153.79-342.71163.167-184.97123.03225.98-53.80-225.9853.80-231.21153.79-365.99169.256-184.05123.03231.63-55.15-231.6355.15-230.06153.79-370.78170.755-184.07123.03210.91-50.22-210.9150.22-230.09153.79-350.59165.304-184.09123.03161.21-38.38-161.2138.38-230.11153.79-302.15152.213-184.07123.03156.06-37.16-156.0637.16-230.09153.79-297.11150.872-183.92123.03128.77-30.66-128.7730.66-229.90153.79-270.39143.681-215.99150.55-269.99188.19-170.09134.37171 XXXX大学本科生毕业设计（论文）表41框架梁CD跨右截面4内力组合荷载恒载+活载地震作用地震作用内力组合类型>>>>>><<<<<<1.25(恒+活)1.05(恒+活)+1.3地震层数MdcVdcMVMVMmaxMminVmax0.75Mmax0.75Mmin0.85Vmax10204.43-142.52108.05-25.73-108.0525.73255.54　-178.15266.34　-155.639185.44-123.09201.34-47.94-201.3447.94231.80　-153.86342.34　-162.838184.10-123.04202.83-48.29-202.8348.29230.13　-153.80342.74　-163.177184.10-123.04225.98-53.80-225.9853.80230.13　-153.80365.31　-169.266184.07-123.04231.63-55.15-231.6355.15230.09　-153.80370.79　-170.755184.09-123.04210.91-50.22-210.9150.22230.11　-153.80350.61　-165.314184.10-123.04161.21-38.38-161.2138.38230.13　-153.80302.16　-152.223184.09-123.04156.06-37.16-156.0637.16230.11　-153.80297.13　-150.882183.93-123.04128.77-30.66-128.7730.66229.91　-153.80270.40　-143.691215.97-150.54　　　　269.96　-188.18170.08　-134.36表42框架梁CD跨中截面b内力组合荷载恒载+活载地震作用地震作用内力组合类型>>>>>><<<<<<1.25(恒+活)1.05(恒+活)+1.3地震层数MVMVMVMmaxMminVmax0.75Mmax0.75Mmin0.85Vmax10243.91　0.00　0.00　304.89　　192.08　　9196.37　0.00　0.00　245.46　　154.64　　8197.90　0.00　0.00　247.38　　155.85　　7197.90　0.00　0.00　247.38　　155.85　　6197.93　0.00　0.00　247.41　　155.87　　5197.90　0.00　0.00　247.38　　155.85　　4197.89　0.00　0.00　247.36　　155.84　　3197.90　0.00　0.00　247.38　　155.85　　2198.11　0.00　0.00　247.64　　156.01　　1224.69　　　　　280.86　　176.94　　171 XXXX大学本科生毕业设计（论文）表43框架梁DE跨左截面5内力组合荷载恒载+活载地震作用地震作用内力组合类型>>>>>><<<<<<1.25(恒+活)1.05(恒+活)+1.3地震层数MdeVdeMVMVMmaxMminVmax0.75Mmax0.75Mmin0.85Vmax10-111.8389.56108.05-37.58-108.0537.58　-139.79111.95　-193.41121.469-106.4599.53201.34-68.89-201.3468.89　-133.06124.41　-280.14164.958-109.12100.42202.83-69.36-202.8369.36　-136.40125.53　-283.69166.277-109.12100.42225.98-73.89-225.9873.89　-136.40125.53　-306.26171.276-109.19100.45231.63-77.40-231.6377.40　-136.49125.56　-311.83175.185-109.95100.66210.91-70.44-210.9170.44　-137.44125.83　-292.22167.684-109.90100.64161.21-55.05-161.2155.05　-137.38125.80　-243.73150.653-109.95100.66156.06-51.78-156.0651.78　-137.44125.83　-238.74147.062-110.69101.00128.77-42.06-128.7742.06　-138.36126.25　-212.72136.621-121.36109.24　　　　　-151.70136.55　-95.5797.50表44框架梁DE跨右截面6内力组合荷载恒载+活载地震作用地震作用内力组合类型>>>>>><<<<<<1.25(恒+活)1.05(恒+活)+1.3地震层数MedVedMVMVMmaxMminVmax0.75Mmax0.75Mmin0.85Vmax1047.89-66.08108.05-37.58-108.0537.5859.86　-82.60143.06　-100.50974.76-85.20201.34-68.89-201.3468.8993.45　-106.50255.18　-152.16873.09-84.30202.83-69.36-202.8369.3691.36　-105.38255.32　-151.88773.09-84.30225.98-73.89-225.9873.8991.36　-105.38277.89　-156.89673.01-84.27231.63-77.40-231.6377.4091.26　-105.34283.33　-160.74572.75-84.06210.91-70.44-210.9170.4490.94　-105.08262.93　-152.86472.82-84.09161.21-55.05-161.2155.0591.03　-105.11214.53　-135.88372.75-84.06156.06-51.78-156.0651.7890.94　-105.08209.45　-132.24271.86-83.73128.77-42.06-128.7742.0689.83　-104.66182.14　-121.21172.78-87.54　　　　90.98　-109.4357.31　-78.13171 XXXX大学本科生毕业设计（论文）表45框架梁DE跨中截面c内力组合荷载恒载+活载地震作用地震作用内力组合类型>>>>>><<<<<<1.25(恒+活)1.05(恒+活)+1.3地震层数MVMVMVMmaxMminVmax0.75Mmax0.75Mmin0.85Vmax1075.23　6.58　-6.58　94.04　　65.66　　989.09　15.34　-15.34　111.36　　85.11　　888.43　15.56　-15.56　110.54　　84.81　　788.43　26.48　-26.48　110.54　　95.45　　688.44　22.65　-22.65　110.55　　91.73　　588.10　20.72　-20.72　110.13　　89.58　　488.09　12.58　-12.58　110.11　　81.63　　388.10　16.25　-16.25　110.13　　85.23　　288.20　15.21　-15.21　110.25　　84.29　　192.63　　　　　115.79　　72.95　　171 XXXX大学本科生毕业设计（论文）10.2柱内力组合各柱内力组合表见表46至表49表46B柱内力组合表荷载恒载+活载地震作用地震作用1.25(恒+活)1.05(恒+活)+1.3地(→)1.05(恒+活)+1.3地(←)类型　>>>>>><<<<<<　　　层号MVNMVNMVNMVNMVNMVN1057.18-27.40-68.41-94.8743.9237.5894.87-43.92-37.5871.48-34.25-85.51-63.2928.33-22.98183.37-85.87-120.6841.46-104.05-63.2437.5863.24-37.5851.83-130.06-38.68-60.40125.75-158.11935.48-20.27-177.32-91.2346.07106.4791.23-46.07-106.4744.35-25.34-221.65-81.3538.61-47.78155.85-81.17-324.6037.48-212.96-74.64106.4774.64-106.4746.85-266.20-57.68-85.20136.39-362.02837.48-20.82-285.45-97.1049.04175.8397.10-49.04-175.8346.85-26.03-356.81-86.8841.89-71.14165.58-85.61-528.3037.48-321.09-79.44175.8379.44-175.8346.85-401.36-63.92-108.57142.63-565.72737.58-20.88-393.58-93.6052.00249.7293.60-52.00-249.7246.98-26.10-491.98-82.2245.68-88.62161.14-89.52-737.9037.60-429.22-93.60249.7293.60-249.7247.00-536.53-82.20-126.05161.16-775.32637.30-20.59-501.69-92.7051.50327.1292.70-51.50-327.1246.63-25.74-627.11-81.3545.33-101.52159.68-88.57-952.0336.82-537.33-92.70327.1292.70-327.1246.03-671.66-81.85-138.94159.17-989.45538.15-21.06-609.82-76.7338.75397.5676.73-38.75-397.5647.69-26.33-762.28-59.6928.26-123.48139.81-72.49-1157.1437.67-645.46-62.78397.5662.78-397.5647.09-806.83-42.06-160.91121.17-1194.56437.38-20.79-717.98-73.2937.02452.6173.29-37.02-452.6146.73-25.99-897.48-56.0326.30-165.49134.53-69.96-1342.2737.48-753.62-59.97452.6159.97-452.6146.85-942.03-38.61-202.91117.32-1379.69337.48-20.98-826.11-63.5732.58504.3963.57-32.58-504.3946.85-26.23-1032.64-43.2920.33-211.71122.00-64.38-1523.1238.03-861.75-53.72504.3953.72-504.3947.54-1077.19-29.90-249.13109.77-1560.54235.95-18.59-933.91-44.6522.52546.4544.65-22.52-546.4544.94-23.24-1167.39-20.309.76-270.2295.79-48.80-1690.9942.11-975.49-49.94546.4549.94-546.4552.64-1219.36-20.71-313.88109.14-1734.65131.55-11.74-1049.68　　　　　　39.44-14.68-1312.1033.13-12.33-1102.1633.13-12.33-1102.1617.74-1091.26　　　　22.18-1364.0818.63-1145.8218.63-1145.82171 XXXX大学本科生毕业设计（论文）表47C柱内力组合表荷载恒载+活载地震作用地震作用1.25(恒+活)1.05(恒+活)+1.3地(→)1.05(恒+活)+1.3地(←)类型>>>>>><<<<<<层号MVNMVNMVNMVNMVNMVN10-96.7241.26-272.14-216.10109.1411.85216.10-109.14-11.85-120.9051.58-340.18-382.49185.21-270.34179.37-98.56-301.15-51.81-319.66-176.8111.85176.81-11.85-64.76-399.58-284.25-320.24175.45-351.059-33.9620.88-600.05-225.88114.5032.80225.88-114.50-32.80-42.4526.10-750.06-329.30170.77-587.41257.99-126.93-672.69-41.22-647.57-186.3132.80186.31-32.80-51.53-809.46-285.48-637.31198.92-722.598-41.2222.90-928.79-219.35121.8653.87219.35-121.86-53.87-51.5328.63-1160.99-328.44182.46-905.20241.87-134.37-1045.26-41.22-976.31-219.3553.87219.35-53.87-51.53-1220.39-328.44-955.09241.87-1095.167-41.2222.94-1257.53-232.61129.2373.96232.61-129.23-73.96-51.5328.68-1571.91-345.67192.09-1224.26259.11-143.91-1416.55-41.35-1305.05-232.6173.96232.61-73.96-51.69-1631.31-345.81-1274.15258.98-1466.456-41.0322.65-1586.30-230.66128.1496.21230.66-128.14-96.21-51.2928.31-1982.88-342.94190.36-1540.54256.78-142.80-1790.69-40.50-1633.82-230.6696.21230.66-96.21-50.63-2042.28-342.38-1590.44257.33-1840.585-41.9623.16-1915.04-191.1696.55116.43191.16-96.55-116.43-52.4528.95-2393.80-292.57149.83-1859.43204.45-101.20-2162.15-41.43-1962.56-156.41116.43156.41-116.43-51.79-2453.20-246.83-1909.33159.83-2212.054-41.1022.87-2243.76-166.0092.22133.10166.00-92.22-133.10-51.3828.59-2804.70-258.96143.90-2182.92172.65-95.87-2528.98-41.23-2291.28-166.00133.10166.00-133.10-51.54-2864.10-259.09-2232.81172.51-2578.873-41.2322.63-2572.50-146.1281.18147.72146.12-81.18-147.72-51.5428.29-3215.63-233.25129.30-2509.09146.66-81.77-2893.16-40.24-2620.02-146.12147.72146.12-147.72-50.30-3275.03-232.21-2558.99147.70-2943.062-41.2223.40-2901.58-111.4255.85159.12111.42-55.85-159.12-51.5329.25-3626.98-188.1397.18-2839.80101.57-48.04-3253.52-57.06-2957.02-123.15159.12123.15-159.12-71.33-3696.28-220.01-2898.02100.18-3311.731-45.6516.80-3215.92-57.0621.00-4019.90-47.9317.64-3376.72-47.9317.64-3376.72-24.92-3271.36-31.15-4089.20-26.17-3434.93-26.17-3434.93171 XXXX大学本科生毕业设计（论文）表49D柱内力组合表荷载恒载+活载地震作用地震作用1.25(恒+活)1.05(恒+活)+1.3地(→)1.05(恒+活)+1.3地(←)类型　>>>>>><<<<<<　　　层号MVNMVNMVNMVNMVNMVN10-102.88-43.28-263.46-216.10109.14-11.85216.10-109.1411.85-128.60-54.10-329.33-388.9596.44-292.04172.91-187.33-261.23-52.93-296.13-176.81　-11.85176.81　11.85-66.16-370.16-285.43-326.34174.28-295.539-33.03-20.61-590.43-225.88114.50-32.80225.88-114.5032.80-41.29-25.76-738.04-328.33127.21-662.59258.96-170.49-577.31-41.17-623.10-186.31　-32.80186.31　32.80-51.46-778.88-285.43-696.90198.97-611.628-41.17-22.87-918.24-219.35121.86-53.87219.35-121.8653.87-51.46-28.59-1147.80-328.38134.40-1034.18241.93-182.43-894.12-41.17-950.91-219.35　-53.87219.35　53.87-51.46-1188.64-328.38-1068.49241.93-928.427-41.17-22.91-1246.05-232.61129.23-73.96232.61-129.2373.96-51.46-28.64-1557.56-345.62143.94-1404.50259.16-192.05-1212.20-41.29-1278.72-232.61　-73.96232.61　73.96-51.61-1598.40-345.75-1438.80259.04-1246.516-40.96-22.62-1573.89-230.66128.14-96.21230.66-128.1496.21-51.20-28.28-1967.36-342.87142.83-1777.66256.85-190.33-1527.51-40.46-1606.56-230.66　-96.21230.66　96.21-50.58-2008.20-342.34-1811.96257.38-1561.825-41.91-23.14-1901.94-191.1696.55-116.43191.16-96.55116.43-52.39-28.93-2377.43-292.51101.22-2148.40204.50-149.81-1845.68-41.38-1960.02-156.41　-116.43156.41　116.43-51.73-2450.03-246.78-2209.38159.88-1906.664-41.06-22.84-2229.97-166.0092.22-133.10166.00-92.22133.10-51.33-28.55-2787.46-258.9195.90-2514.50172.69-143.87-2168.44-41.18-2288.05-166.00　-133.10166.00　133.10-51.48-2860.06-259.04-2575.48172.56-2229.423-41.18-22.60-2558.02-146.1281.18-147.72146.12-81.18147.72-51.48-28.25-3197.53-233.2081.80-2877.96146.72-129.26-2493.89-40.18-2616.10-146.12　-147.72146.12　147.72-50.23-3270.13-232.15-2938.94147.77-2554.872-41.20-23.40-2886.41-111.4255.85-159.12111.42-55.85159.12-51.50-29.25-3608.01-188.1148.04-3237.59101.59-97.18-2823.87-57.06-2965.61-123.15　-159.12123.15　159.12-71.33-3707.01-220.01-3320.75100.18-2907.031-45.68-16.81-3201.63　　　　　　-57.10-21.01-4002.04-47.96-17.65-3361.71-47.96-17.65-3361.71-24.91-3280.83　　　　-31.14-4101.04-26.16-3444.87-26.16-3444.87171 XXXX大学本科生毕业设计（论文）表49E柱内力组合表荷载恒载+活载地震作用地震作用1.25(恒+活)1.05(恒+活)+1.3地(→)1.05(恒+活)+1.3地(←)类型　>>>>>><<<<<<　　　层号MVNMVNMVNMVNMVNMVN10-53.2126.82-66.08-94.8743.92-37.5894.87-43.9237.58-66.5133.53-82.60-179.2085.26-118.2467.46-28.94-20.53-43.35-101.72-63.24　-37.5863.24　37.58-54.19-127.15-127.73-155.6636.69-57.959-39.7122.31-186.92-91.2346.07-106.4791.23-46.07106.47-49.6427.89-233.65-160.2983.32-334.6876.90-36.47-57.86-40.60-222.56-74.64　-106.4774.64　106.47-50.75-278.20-139.66-372.1054.40-95.288-40.6022.56-306.86-97.1049.04-175.8397.10-49.04175.83-50.7528.20-383.58-168.8687.44-550.7883.60-40.06-93.62-40.60-342.50-79.44　-175.8379.44　175.83-50.75-428.13-145.90-588.2060.64-131.057-40.6022.59-426.80-93.6052.00-249.7293.60-52.00249.72-50.7528.24-533.50-164.3191.32-772.7879.05-43.88-123.50-40.72-462.44-93.60　-249.7293.60　249.72-50.90-578.05-164.44-810.2078.92-160.936-40.4022.25-546.71-92.7051.50-327.1292.70-51.50327.12-50.5027.81-683.39-162.9390.31-999.3078.09-43.59-148.79-39.70-582.35-92.70　-327.1292.70　327.12-49.63-727.94-162.20-1036.7278.83-186.215-41.1322.71-666.41-76.7338.75-397.5676.73-38.75397.56-51.4128.39-833.01-142.9474.22-1216.5656.56-26.53-182.90-40.61-702.05-62.78　-397.5662.78　397.56-50.76-877.56-124.25-1253.9838.97-220.324-40.2922.42-786.14-73.2937.02-452.6173.29-37.02452.61-50.3628.03-982.68-137.5871.67-1413.8452.97-24.59-237.05-40.41-821.78-59.97　-452.6159.97　452.61-50.51-1027.23-120.39-1451.2635.53-274.483-40.4122.59-905.84-63.5732.58-504.3963.57-32.58504.39-50.5128.24-1132.30-125.0766.07-1606.8440.21-18.63-295.43-40.91-941.48-53.72　-504.3953.72　504.39-51.14-1176.85-112.79-1644.2626.88-332.852-38.9217.54-1025.21-44.6522.52-546.4544.65-22.52546.45-48.6521.93-1281.51-98.9147.69-1786.8617.18-10.86-366.09-34.74-1066.79-49.94　-546.4549.94　546.45-43.43-1333.49-101.40-1830.5128.45-409.741-46.1415.63-1154.33　　　　　　-57.6819.54-1442.91-48.4516.41-1212.05-48.4516.41-1212.05-19.50-1195.91　　　　-24.38-1494.89-20.48-1255.71-20.48-1255.71注：以上表格中弯矩单位为kN.m，剪力单位是kN在弯矩组合时，因柱间无荷载作用，轴力和剪力沿柱高线性变化，取各层柱上、下两端截面为控制截面。171 XXXX大学本科生毕业设计（论文）171 XXXX大学本科生毕业设计（论文）第十一章剪力墙内力组合11.1剪力墙在竖向荷载下内力计算墙所承担的上层墙自重：3~10层2层1层楼板传来的竖向荷载：西侧楼板：10层：1~9层：东侧楼板：10层：1~9层：纵梁传来的集中荷载：东侧梁：10层：跨端：2~9层：跨端：1层：跨端：北侧梁：171 XXXX大学本科生毕业设计（论文）10层：1~9层：11.2内力计算11.2.1弯矩计算（表50）表50竖向荷载作用下剪力墙内力计算层号N1M1N2M2N3M3Q1Mq1∑M10171026.79-45.285.299.8418.36-5.54-40.983~9171016.79-28.385.6910.5817.65-5.33-23.122200016.79-28.385.6910.5817.65-5.33-23.121251018.9-31.375.6911.3217.65-10.63-30.68注：表中集中力单位为kN，弯矩单位为kN.m，均布线荷载单位为kN/m11.2.2轴力计算（表51）表51竖向荷载作用下剪力墙轴力计算层号N1(kN)N2(kN)N3(kN)Q1L(kN)P(kN)∑P(kN)10026.795.2965.1897.2697.26917116.795.6962.66256.14353.40817116.795.6962.66256.14609.54717116.795.6962.66256.14865.68617116.795.6962.66256.141121.82517116.795.6962.66256.141377.96417116.795.6962.66256.141634.10317116.795.6962.66256.141890.24220016.795.6962.66285.142175.38125118.95.6964.42340.012515.39和000002515.39171 XXXX大学本科生毕业设计（论文）11.2.3内力组合(表52)表52层号恒+活地震作用内力组合M(kN.m)N(kN）→←1.05（恒+活）+1.3地（→）1.05（恒+活）+1.3地（←）M(kN.m)V(kN)N(kN)M(kN.m)V(kN)N(kN)M(kN.m)V(kN)N(kN)M(kN.m)V(kN)N(kN)10-40.98-97.260-211002110-43.03-274.30-102.12-43.03274.30-102.129-64.10-353.40-574-11105741110-813.51-144.30-371.07678.90144.30-371.078-87.22-609.54-820-280820280-1157.58-36.40-640.02974.4236.40-640.027-110.34-865.68-793410793-410-1146.7653.30-908.96915.04-53.30-908.966-133.46-1121.82-5351020535-1020-835.63132.60-1177.91555.37-132.60-1177.915-156.58-1377.96-62160062-1600-245.01208.00-1446.86-83.81-208.00-1446.864-179.70-1634.106152180-615-2180610.82283.40-1715.81-988.19-283.40-1715.813-202.82-1890.2415092800-1509-28001748.74364.00-1984.75-2174.66-364.00-1984.752-225.94-2175.3826413510-2641-35103196.06456.30-2284.15-3670.54-456.30-2284.151-256.62-2515.3944204630-4420-46305476.55601.90-2641.16-6015.45-601.90-2641.16底部-256.62-2515.3966315970-6631-59708350.85776.10-2641.16-8889.75-776.10-2641.16171 XXXX大学本科生毕业设计（论文）第十二章截面设计与配筋计算12.1框架梁（正、斜）截面设计混凝土强度C30C35钢筋强度Ⅰ级钢Ⅱ级钢12.1.1正截面受弯承载力计算计算过程及结果见下列表格表54BC跨跨中层号M(kN.m)fc(N/mm2)b(mm)h(mm)h0(mm)αs=M/（fcbh02）γs=0.5(1+(1-2αs)2)As=M/(fyγsh0)(mm2)ρ=As/(bh)ρmin10105.6814.33006005650.0770.960649.590.00360.00219109.5014.33006005650.0800.958674.140.00370.00218109.2914.33006005650.0800.958672.790.00370.00217109.2914.33006005650.0800.958672.790.00370.00216109.3014.33006005650.0800.958672.860.00370.00215109.2916.73006005650.0680.965668.460.00370.00244109.2816.73006005650.0680.965668.390.00370.00243109.2916.73006005650.0680.965668.460.00370.00242109.4116.73006005650.0680.965669.220.00370.00241109.7816.73006005650.0690.964671.570.00370.0024表55BC跨左截面1层号M(kN.m)fc(N/mm2)b(mm)h(mm)h0(mm)αs=M/（fcbh02）γs=0.5(1+(1-2αs)2)As=M/(fyγsh0)(mm2)ρ=As/(bh)ρmin10133.0214.33006005650.0970.949827.120.00460.00219205.1514.33006005650.1500.9181317.790.00730.00218220.5914.33006005650.1610.9121427.530.00790.00217221.8614.33006005650.1620.9111436.630.00800.00216234.7314.33006005650.1710.9051529.640.00850.00215218.3316.73006005650.1370.9261390.550.00770.00244185.8616.73006005650.1160.9381168.930.00650.00243173.5916.73006005650.1090.9421086.710.00600.00242148.3516.73006005650.0930.951920.080.00510.0024152.2116.73006005650.0330.983313.220.00170.0024171 XXXX大学本科生毕业设计（论文）表56BC跨右截面2层号M(kN.m)fc(N/mm2)b(mm)h(mm)h0(mm)αs=M/（fcbh02）γs=0.5(1+(1-2αs)2)As=M/(fyγsh0)(mm2)ρ=As/(bh)ρmin10200.0914.33006005650.1460.9211282.220.00710.00219281.2214.33006005650.2050.8841877.190.01040.00218284.2714.33006005650.2080.8821900.670.01060.00217306.8414.33006005650.2240.8712077.310.01150.00216312.3914.33006005650.2280.8692121.550.01180.00215292.1416.73006005650.1830.8981918.600.01070.00244243.6516.73006005650.1520.9171567.700.00870.00243238.6716.73006005650.1490.9191532.540.00850.00242212.6516.73006005650.1330.9281351.340.00750.0024195.6016.73006005650.0600.969581.960.00320.0024表57CD跨跨中层号M(kN.m)fc(N/mm2)b(mm)h(mm)h0(mm)αs=M/（fcbh02）γs=0.5(1+(1-2αs)2)As=M/(fyγsh0)(mm2)ρ=As/(bh)ρmin10304.8914.33008007650.1210.9351420.760.00590.00219245.4614.33008007650.0980.9481127.660.00470.00218247.3814.33008007650.0990.9481137.000.00470.00217247.3814.33008007650.0990.9481137.000.00470.00216247.4114.33008007650.0990.9481137.140.00470.00215247.3816.73008007650.0840.9561127.680.00470.00244247.3616.73008007650.0840.9561127.580.00470.00243247.3816.73008007650.0840.9561127.680.00470.00242247.6416.73008007650.0840.9561128.920.00470.00241280.8616.73008007650.0960.9501288.800.00540.0024171 XXXX大学本科生毕业设计（论文）表58CD跨左截面3层号M(kN.m)fc(N/mm2)b(mm)h(mm)h0(mm)αs=M/（fcbh02）γs=0.5(1+(1-2αs)2)As=M/(fyγsh0)(mm2)ρ=As/(bh)ρmin10268.6314.33008007650.1070.9431240.880.00520.00219342.0214.33008007650.1360.9261608.540.00670.00218342.7114.33008007650.1370.9261612.070.00670.00217365.9914.33008007650.1460.9211731.810.00720.00216370.7814.33008007650.1480.9201756.640.00730.00215350.5916.73008007650.1200.9361631.840.00680.00244302.1516.73008007650.1030.9461392.440.00580.00243297.1116.73008007650.1010.9461367.820.00570.00242270.3916.73008007650.0920.9521238.170.00520.00241269.9916.73008007650.0920.9521236.240.00520.0024表59CD跨右截面4层号M(kN.m)fc(N/mm2)b(mm)h(mm)h0(mm)αs=M/（fcbh02）γs=0.5(1+(1-2αs)2)As=M/(fyγsh0)(mm2)ρ=As/(bh)ρmin10266.3416.73008007650.0910.9521218.650.00510.00219342.3416.73008007650.1170.9381590.710.00660.00218342.7416.73008007650.1170.9381592.700.00660.00217365.3116.73008007650.1250.9331705.620.00710.00216370.7916.73008007650.1260.9321733.210.00720.00215350.6119.13008007650.1050.9451617.210.00670.00244302.1619.13008007650.0900.9531381.950.00580.00243297.1319.13008007650.0890.9541357.770.00570.00242270.419.13008007650.0810.9581229.980.00510.00241269.9619.13008007650.0810.9581227.890.00510.0024171 XXXX大学本科生毕业设计（论文）表60DE跨跨中层号M(kN.m)fc(N/mm2)b(mm)h(mm)h0(mm)αs=M/（fcbh02）γs=0.5(1+(1-2αs)2)As=M/(fyγsh0)(mm2)ρ=As/(bh)ρmin1094.0414.33006005650.0690.964575.290.00320.00219111.3614.33006005650.0810.958686.120.00380.00218110.5414.33006005650.0810.958680.840.00380.00217110.5414.33006005650.0810.958680.840.00380.00216110.5514.33006005650.0810.958680.900.00380.00215110.1316.73006005650.0690.964673.790.00370.00244110.1116.73006005650.0690.964673.670.00370.00243110.1316.73006005650.0690.964673.790.00370.00242110.2516.73006005650.0690.964674.550.00370.00241115.7916.73006005650.0720.962709.830.00390.0024表61DE跨左截面5层号M(kN.m)fc(N/mm2)b(mm)h(mm)h0(mm)αs=M/（fcbh02）γs=0.5(1+(1-2αs)2)As=M/(fyγsh0)(mm2)ρ=As/(bh)ρmin10193.4114.33006005650.1410.9241235.530.00690.00219280.1414.33006005650.2050.8841868.890.01040.00218283.6914.33006005650.2070.8831896.200.01050.00217306.2614.33006005650.2240.8722072.710.01150.00216311.8314.33006005650.2280.8692117.070.01180.00215292.2216.73006005650.1830.8981919.200.01070.00244243.7316.73006005650.1520.9171568.260.00870.00243238.7416.73006005650.1490.9191533.040.00850.00242212.7216.73006005650.1330.9281351.820.00750.00241151.716.73006005650.0950.950942.010.00520.0024171 XXXX大学本科生毕业设计（论文）表62DE跨右截面6层号M(kN.m)fc(N/mm2)b(mm)h(mm)h0(mm)αs=M/（fcbh02）γs=0.5(1+(1-2αs)2)As=M/(fyγsh0)(mm2)ρ=As/(bh)ρmin10143.0614.33006005650.1040.945893.410.00500.00219255.1814.33006005650.1860.8961680.190.00930.00218255.3214.33006005650.1860.8961681.230.00930.00217277.8914.33006005650.2030.8851851.650.01030.00216283.3314.33006005650.2070.8831893.420.01050.00215262.9316.73006005650.1640.9101705.310.00950.00244214.5316.73006005650.1340.9281364.300.00760.00243209.4516.73006005650.1310.9301329.340.00740.00242182.1416.73006005650.1140.9391143.910.00640.0024190.9816.73006005650.0570.971552.960.00310.0024框架梁正面实际配筋表63配筋位置BC跨CD跨DE跨支座截面A支座截面B跨中截面支座截面B支座截面C跨中截面支座截面C支座截面D跨中截面负弯矩负弯矩正弯矩负弯矩负弯矩正弯矩负弯矩负弯矩正弯矩上部上部下部上部上部下部上部上部下部实配钢筋10　　　　　　　　　3~9　　　　　　　　　2　　　　　　　　　1　　　　　　　　　171 XXXX大学本科生毕业设计（论文）12.1.2斜截面抗剪设计（三级抗震）梁段箍筋加密区剪力设计值由强剪弱弯要求计算，计算过程及结果见下列表格表64BC跨层号Mbl(kN.m)Mbr(kN.m)ln(m)VGb=1.05（恒+活）（kN）Vb=1.1（Mbl+Mbr）/ln+VGb（kN)fc(N/mm2)ft(N/mm2)b(mm)h0(mm)剪压比Vb/(fcbho)Asv/s=(0.75Vb-0.42ftbh0)/(1.25fyvh0)10-133.02200.094.574.29-99.9757.90-116.3614.31.433005650.048-0.0989-205.15281.224.571.20-111.3752.61-129.9614.31.433005650.054-0.0298-220.59284.274.573.49-109.0857.92-124.6514.31.433005650.051-0.0567-221.86306.844.569.55-113.0248.78-133.7914.31.433005650.055-0.0106-234.73312.394.570.90-111.6751.92-130.6514.31.433005650.054-0.0265-218.33292.144.571.61-110.9653.57-129.0016.71.573005650.046-0.1014-185.86243.654.574.58-107.9960.45-122.1216.71.573005650.043-0.1363-173.59238.674.573.23-109.3457.32-125.2516.71.573005650.044-0.1202-148.35212.654.573.37-109.2057.65-124.9216.71.573005650.044-0.1221-52.2195.604.581.76-109.8971.15-120.5016.71.573005650.043-0.144表65CD跨层号Mbl(kN.m)Mbr(kN.m)ln(m)VGb=1.05（恒+活）（kN)Vb=1.1（Mbl+Mbr）/ln+VGb（kN)fc(N/mm2)ft(N/mm2)b(mm)h0(mm)剪压比Vb/(fcbho)Asv/s=(0.75Vb-0.42ftbh0)/(1.25fyvh0)10-268.63266.347.6150.33-149.78150.66-149.4514.31.433007650.046-0.1289-342.02342.347.6129.17-129.25129.12-129.3014.31.433007650.039-0.2048-342.71342.747.6129.20-129.21129.20-129.2114.31.433007650.039-0.2047-365.99365.317.6129.20-129.13129.30-129.0314.31.433007650.039-0.2046-370.78370.797.6129.21-129.21129.21-129.2114.31.433007650.039-0.2045-350.59350.617.6129.21-129.21129.21-129.2116.71.573007650.034-0.2714-302.15302.167.6129.21-129.21129.21-129.2116.71.573007650.034-0.2713-297.11297.137.6129.21-129.21129.21-129.2116.71.573007650.034-0.2712-270.39270.407.6129.21-129.21129.21-129.2116.71.573007650.034-0.2711-269.99269.967.6168.07-158.06168.07-158.0616.71.573007650.041-0.163171 XXXX大学本科生毕业设计（论文）表66DE跨层号Mbl(kN.m)Mbr(kN.m)ln(m)VGb=1.05（恒+活）（kN)Vb=1.1（Mbl+Mbr）/ln+VGb（kN)fc(N/mm2)ft(N/mm2)b(mm)h0(mm)剪压比Vb/(fcbho)Asv/s=(0.75Vb-0.42ftbh0)/(1.25fyvh0)10-193.41143.064.589.56-73.88101.87-61.5714.31.433005650.025-0.1719-280.14255.184.5102.29-91.69108.39-85.5914.31.433005650.035-0.1388-283.69255.324.5102.92-91.06109.85-84.1314.31.433005650.035-0.1317-306.26277.894.5102.92-91.06109.85-84.1314.31.433005650.035-0.1316-311.83283.334.5102.95-91.03109.92-84.0614.31.433005650.035-0.1315-292.22262.934.5103.09-90.89110.25-83.7316.71.573005650.030-0.1964-243.73214.534.5103.08-90.90110.22-83.7616.71.573005650.030-0.1963-238.74209.454.5103.09-90.89110.25-83.7316.71.573005650.030-0.1962-212.72182.144.5103.33-90.65110.81-83.1716.71.573005650.029-0.1931-151.7090.984.5115.44-91.16130.28-76.3216.71.573005650.027-0.095AB跨：1-5层：取双肢箍φ8由构造要求（，8d，150中之较小值）加密区长度取900mm（约为1.5）非加密区2φ8@150mm，6-9层：取双肢箍φ8按构造进行配筋，加密区长度取900mm（约为1.5）非加密区2φ8@150mm，BC跨：1-10层：171 XXXX大学本科生毕业设计（论文）取双肢箍φ8由构造要求（，8d，150中之较小值）加密区长度取1200mm（约为1.5）非加密区2φ8@150mm，CD跨：1-5层：取双肢箍φ8由构造要求（，8d，150中之较小值）加密区长度取900mm（约为1.5）非加密区2φ8@150mm，6-9层：取双肢箍φ8按构造进行配筋，加密区长度取900mm（约为1.5）非加密区2φ8@150mm，12.2框架柱截面设计12.2.1正截面设计柱同一截面分别承受正、反向弯矩，故采用对称配筋：（表67-70）171 XXXX大学本科生毕业设计（论文）B柱(边柱)配筋计算过程层号组合M(kN.m)N(kN)fc(N/mm2)b(mm)h(mm)h0(mm)µNγREM(kN.m)γREN(kN)H(m)l0(m)e0(mm)ei(mm)ζ1ζ2ηNb(kN)αs-x(mm)e(mm)破坏类型ξAs=As"(mm2)1竖向39.441312.1016.76006005650.21839.441312.104.24.2030.0650.062.2911.001.9053113.720.449130.95360.36大偏压不考虑-1148.4022.181364.0816.76006005650.22722.181364.084.24.2016.2636.262.2041.002.2023113.720.449136.14344.84大偏压不考虑-1304.83地震（左）33.131102.1616.76006005650.18326.50881.734.24.2030.0650.063.4091.002.3473113.720.44988.00382.48大偏压不考虑-768.1918.831145.8216.76006005650.19115.06916.664.24.2016.4336.433.2791.002.7803113.720.44991.48366.28大偏压不考虑-881.93地震（右）33.131102.1616.76006005650.18326.50881.734.24.2030.0650.063.4091.002.3473113.720.44988.00382.48大偏压不考虑-768.1918.631145.8216.76006005650.19114.90916.664.24.2016.2636.263.2791.002.7883113.720.44991.48366.11大偏压不考虑-882.943竖向46.851032.6416.76006005650.17246.851032.643.64.5045.3765.372.9111.002.0113113.720.449103.06396.45大偏压不考虑-760.0047.541077.1916.76006005650.17947.541077.193.64.5044.1364.132.7911.001.9883113.720.449107.50392.48大偏压不考虑-804.61地震（左）43.29211.7116.76006005650.03534.63169.373.64.50204.48224.4817.7481.002.7953113.720.44916.90892.38大偏压不考虑357.7329.90249.1316.76006005650.04123.92199.303.64.50120.02140.0215.0821.003.4453113.720.44919.89747.40大偏压不考虑241.11地震（右）122.001523.1216.76006005650.25397.601218.503.64.5080.10100.102.4671.001.5593113.720.449121.61421.10大偏压不考虑-636.80109.771560.5416.76006005650.26087.821248.433.64.5070.3490.342.4081.001.6053113.720.449124.59410.00大偏压不考虑-727.885竖向47.69762.2816.76006005650.12747.69762.283.64.50162.56182.563.9431.001.4903113.720.44976.08537.08大偏压不考虑48.5247.09806.8316.76006005650.13447.09806.833.64.50158.36178.363.7261.001.4743113.720.44980.52527.94大偏压不考虑16.25地震（左）59.69123.4816.76006005650.02147.7598.783.64.50583.40603.4030.4301.002.1453113.720.4499.861559.19大偏压不考虑620.7342.06160.9116.76006005650.02733.65128.733.64.50361.39381.3923.3521.002.3903113.720.44912.851176.49大偏压不考虑500.27地震（右）139.811157.1416.76006005650.192111.85925.713.64.50220.82240.823.2471.001.3063113.720.44992.39579.54大偏压不考虑353.59121.171194.5616.76006005650.19996.94955.653.64.50201.43221.433.1461.001.3223113.720.44995.37557.84大偏压不考虑243.596竖向46.63627.1114.36006005650.12246.63627.113.64.50174.36194.364.1051.001.4792666.240.44973.09552.53大偏压不考虑94.9746.03671.6614.36006005650.13046.03671.663.64.5068.5388.533.8321.001.9832666.240.44978.28440.53大偏压不考虑-360.46地震（左）81.35101.5214.36006005650.02065.0881.223.64.50801.32821.3231.6931.001.8762666.240.4499.471805.79大偏压不考虑636.2081.85138.9414.36006005650.02765.48111.153.64.50589.10609.1023.1571.001.8632666.240.44912.951399.80大偏压不考虑588.11地震（右）159.68952.0314.36006005650.185127.74761.623.64.50167.73187.733.3801.001.4092666.240.44988.77529.45大偏压不考虑42.30159.17989.4514.36006005650.192127.34791.563.64.50160.87180.873.2521.001.4082666.240.44992.26519.69大偏压不考虑4.0510竖向71.4885.5114.36006005650.01771.4885.513.64.50835.93855.9330.1021.001.7982666.240.4499.971804.26大偏压不考虑669.1551.83130.0614.36006005650.02551.83130.063.64.50398.51418.5119.7911.002.0742666.240.44915.161132.78大偏压不考虑470.64地震（左）63.2922.9814.36006005650.00447.4717.243.64.502754.132774.13149.3471.002.2222666.240.4492.016429.45大偏压不考虑635.7938.6860.4014.36006005650.01229.0145.303.64.50640.40660.4056.8211.002.9532666.240.4495.282215.29大偏压不考虑470.93地震（右）183.37120.6814.36006005650.023137.5390.513.64.501519.471539.4728.4391.001.4192666.240.44910.552450.06大偏压不考虑1076.06125.75158.1114.36006005650.03194.31118.583.64.50795.33815.3321.7061.001.6042666.240.44913.821573.09大偏压不考虑756.99171 XXXX大学本科生毕业设计（论文）C柱(中柱)配筋计算过程层号组合M(kN.m)N(kN)fc(N/mm2)b(mm)h(mm)h0(mm)µNγREM(kN.m)γREN(kN)H(m)l0(m)e0(mm)ei(mm)ζ1ζ2ηNb(kN)αs-x(mm)e(mm)破坏类型ξAs=As"(mm2)1竖向57.064019.9016.76008007650.50157.064019.904.24.2014.1934.190.9971.001.4394215.9150.449401.19414.21大偏压不考虑-2756.9431.154089.2016.76008007650.51031.154089.204.24.207.6227.620.9801.001.5354215.9150.449408.10407.38大偏压不考虑-2867.46地震（左）47.933376.7216.76008007650.42138.342701.384.24.2014.1934.191.4841.001.6534215.9150.449269.60421.54大偏压不考虑-2573.8426.173434.9316.76008007650.42920.942747.944.24.207.6227.621.4591.001.7954215.9150.449274.25414.59大偏压不考虑-2676.31地震（右）47.933376.7216.76008007650.42138.342701.384.24.2014.1934.191.4841.001.6534215.9150.449269.60421.54大偏压不考虑-2573.8426.173434.9316.76008007650.42920.942747.944.24.207.6227.621.4591.001.7954215.9150.449274.25414.59大偏压不考虑-2676.313竖向51.543215.6316.76008007650.40151.543215.633.64.5016.0336.031.2461.001.5984215.9150.449320.92422.58大偏压不考虑-2671.7950.303275.0316.76008007650.40950.303275.033.64.5015.3635.361.2241.001.5984215.9150.449326.85421.52大偏压不考虑-2692.67地震（左）233.252509.0916.76008007650.313186.602007.273.64.5092.96112.961.9971.001.3064215.9150.449200.33512.48大偏压不考虑-1396.41232.212558.9916.76008007650.319185.772047.193.64.5090.74110.741.9581.001.3064215.9150.449204.31509.59大偏压不考虑-1432.59地震（右）146.662893.1616.76008007650.361117.332314.533.64.5050.6970.691.7321.001.4244215.9150.449230.99465.63大偏压不考虑-1943.29147.702943.0616.76008007650.367118.162354.453.64.5050.1970.191.7021.001.4194215.9150.449234.97464.62大偏压不考虑-1966.295竖向52.452393.8016.76008007650.29952.452393.803.64.50121.91141.911.6741.001.2044215.9150.449238.90535.86大偏压不考虑-1198.9851.792453.2016.76008007650.30651.792453.203.64.50121.11141.111.6341.001.2004215.9150.449244.83534.36大偏压不考虑-1212.34地震（左）292.571859.4316.76008007650.232234.061487.543.64.50257.34277.342.6941.001.1684215.9150.449148.46688.93大偏压不考虑-12.52246.831909.3316.76008007650.238197.461527.463.64.50229.28249.282.6241.001.1824215.9150.449152.44659.64大偏压不考虑-203.22地震（右）204.452162.1516.76008007650.270163.561729.723.64.50194.56214.562.3171.001.1874215.9150.449172.63619.62大偏压不考虑-466.52159.832212.0516.76008007650.276127.861769.643.64.50172.25192.252.2651.001.2044215.9150.449176.61596.41大偏压不考虑-648.726竖向51.291982.8814.36008005650.28951.291982.883.64.50125.87145.871.7311.001.1522666.2350.449231.10532.97大偏压不考虑1041.5750.632042.2814.36008005650.29850.632042.283.64.5024.7944.791.6801.001.4792666.2350.449238.03431.25大偏压不考虑-189.29地震（左）342.941540.5414.36008005650.224274.351232.433.64.50222.61242.612.7851.001.1472666.2350.449143.64643.17大偏压不考虑1162.59342.381590.4414.36008005650.232273.901272.353.64.50215.27235.272.6971.001.1462666.2350.449148.29634.72大偏压不考虑1151.23地震（右）256.781790.6914.36008005650.261205.421432.553.64.50143.40163.402.3961.001.1872666.2350.449166.96558.99大偏压不考虑697.99257.331840.5814.36008005650.268205.861472.463.64.50139.81159.812.3311.001.1862666.2350.449171.62554.57大偏压不考虑698.0710竖向120.90340.1814.36008005650.050120.90340.183.64.50355.40375.4010.0891.001.3432666.2350.44939.65869.23大偏压不考虑693.3064.76399.5814.36008005650.05864.76399.583.64.50162.07182.078.5891.001.6022666.2350.44946.57656.75大偏压不考虑289.08地震（左）382.49270.3414.36008005650.039286.87202.763.64.501414.851434.8516.9271.001.1512666.2350.44923.632015.99大偏压不考虑1865.35284.25320.2414.36008005650.047213.19240.183.64.50887.62907.6214.2891.001.2012666.2350.44927.991455.08大偏压不考虑1365.67地震（右）179.37301.1514.36008005650.044134.53225.863.64.50595.62615.6215.1951.001.3152666.2350.44926.321174.65大偏压不考虑884.71175.45351.0514.36008005650.051131.59263.293.64.50499.79519.7913.0351.001.3202666.2350.44930.691051.24大偏压不考虑830.56171 XXXX大学本科生毕业设计（论文）D柱(中柱)配筋计算过程层号组合M(kN.m)N(kN)fc(N/mm2)b(mm)h(mm)h0(mm)µNγREM(kN.m)γREN(kN)H(m)l0(m)e0(mm)ei(mm)ζ1ζ2ηNb(kN)αs-x(mm)e(mm)破坏类型ξAs=As"(mm2)1竖向57.104002.0416.76008007650.49957.104002.044.24.2014.2734.271.0011.001.4404215.9150.449399.41414.35大偏压不考虑-2758.4231.144101.0416.76008007650.51231.144101.044.24.207.5927.590.9771.001.5334215.9150.449409.29407.31大偏压不考虑-2865.95地震（左）47.963361.7116.76008007650.41938.372689.374.24.2014.2734.271.4901.001.6554215.9150.449268.40421.71大偏压不考虑-2567.6526.163444.8716.76008007650.43020.932755.904.24.207.5927.591.4541.001.7944215.9150.449275.04414.50大偏压不考虑-2680.17地震（右）47.963361.7116.76008007650.41938.372689.374.24.2014.2734.271.4901.001.6554215.9150.449268.40421.71大偏压不考虑-2567.6526.163444.8716.76008007650.43020.932755.904.24.207.5927.591.4541.001.7944215.9150.449275.04414.50大偏压不考虑-2680.173竖向51.483197.5316.76008007650.39951.483197.533.64.5016.1036.101.2531.001.6004215.9150.449319.11422.77大偏压不考虑-2667.1150.233270.1416.76008007650.40850.233270.143.64.5015.3635.361.2261.001.5994215.9150.449326.36421.55大偏压不考虑-2691.80地震（左）233.202877.9616.76008007650.359186.562302.373.64.5081.03101.031.7411.001.2984215.9150.449229.78496.13大偏压不考虑-1618.85232.152938.9416.76008007650.367185.722351.153.64.5078.9998.991.7051.001.2984215.9150.449234.65493.46大偏压不考虑-1655.61地震（右）146.722493.8916.76008007650.311117.381995.113.64.5058.8378.832.0091.001.4414215.9150.449199.11478.56大偏压不考虑-1702.49147.772554.8716.76008007650.319118.222043.903.64.5057.8477.841.9611.001.4364215.9150.449203.98476.74大偏压不考虑-1738.405竖向52.392377.4316.76008007650.29752.392377.433.64.50122.04142.041.6861.001.2054215.9150.449237.27536.18大偏压不考虑-1196.1251.732450.0316.76008007650.30651.732450.033.64.50121.11141.111.6361.001.2004215.9150.449244.51534.40大偏压不考虑-1212.10地震（左）292.512148.4016.76008007650.268234.011718.723.64.50236.15256.152.3321.001.1574215.9150.449171.53661.47大偏压不考虑-139.42246.782209.3816.76008007650.276197.421767.503.64.50211.70231.702.2681.001.1694215.9150.449176.40635.90大偏压不考虑-330.09地震（右）204.501845.6816.76008007650.230163.601476.543.64.50210.80230.802.7141.001.2034215.9150.449147.36642.73大偏压不考虑-327.60159.881906.6616.76008007650.238127.901525.333.64.50183.85203.852.6281.001.2234215.9150.449152.23614.28大偏压不考虑-519.606竖向51.201967.3614.36008007650.28751.201967.363.64.50126.02146.021.7441.001.2073610.0350.449229.30541.19大偏压不考虑-980.6850.582008.2014.36008007650.29350.582008.203.64.5025.1945.191.7091.001.6543610.0350.449234.06439.73大偏压不考虑-1909.51地震（左）342.871777.6614.36008007650.259274.301422.133.64.50192.88212.882.4131.001.1963610.0350.449165.75619.60大偏压不考虑-406.02342.341811.9614.36008007650.264273.871449.573.64.50188.93208.932.3681.001.1963610.0350.449168.95614.87大偏压不考虑-434.60地震（右）256.851527.5114.36008007650.223205.481222.013.64.50168.15188.152.8081.001.2583610.0350.449142.43601.71大偏压不考虑-513.81257.381561.8214.36008007650.228205.901249.463.64.50164.79184.792.7471.001.2573610.0350.449145.62597.29大偏压不考虑-541.4510竖向128.60329.3314.36008007650.048128.60329.333.64.50390.49410.4910.4211.001.4393610.0350.44938.38955.66大偏压不考虑315.5866.16370.1614.36008007650.05466.16370.163.64.50178.73198.739.2721.001.8073610.0350.44943.14724.03大偏压不考虑-32.78地震（左）388.95292.0414.36008007650.043291.71219.033.64.501331.841351.8415.6691.001.2003610.0350.44925.531987.75大偏压不考虑1235.68285.43326.3414.36008007650.048214.07244.763.64.50874.64894.6414.0221.001.2713610.0350.44928.531502.07大偏压不考虑839.70地震（右）172.91261.2314.36008007650.038129.68195.923.64.50661.91681.9117.5171.001.4443610.0350.44922.831349.77大偏压不考虑533.36174.28295.5314.36008007650.043130.71221.653.64.50589.72609.7215.4841.001.4393610.0350.44925.831242.43大偏压不考虑496.27171 XXXX大学本科生毕业设计（论文）E柱(边柱)配筋计算过程层号组合M(kN.m)N(kN)fc(N/mm2)b(mm)h(mm)h0(mm)µNγREM(kN.m)γREN(kN)H(m)l0(m)e0(mm)ei(mm)ζ1ζ2ηNb(kN)αs-x(mm)e(mm)破坏类型ξAs=As"(mm2)1竖向57.681442.9116.76006005650.24057.681442.914.54.5039.9759.972.0831.001.7893113.720.449144.00372.27大偏压不考虑-1095.6224.381494.8916.76006005650.24924.381494.894.54.5016.3136.312.0111.002.2573113.720.449149.19346.96大偏压不考虑-1348.67地震（左）48.451212.0516.76006005650.20238.76969.644.54.5039.9759.973.1001.002.1733113.720.44996.77395.35大偏压不考虑-739.5220.481255.7116.76006005650.20916.381004.574.54.5016.3136.312.9921.002.8713113.720.449100.26369.24大偏压不考虑-920.12地震（右）48.451212.0516.76006005650.20238.76969.644.54.5039.9759.973.1001.002.1733113.720.44996.77395.35大偏压不考虑-739.5220.481255.7116.76006005650.20916.381004.574.54.5016.3136.312.9921.002.8713113.720.449100.26369.24大偏压不考虑-920.123竖向50.511132.3016.76006005650.18850.511132.303.34.1344.6164.612.6551.001.7843113.720.449113.00380.25大偏压不考虑-913.3251.141176.8516.76006005650.19651.141176.853.34.1343.4563.452.5541.001.7683113.720.449117.45377.18大偏压不考虑-955.52地震（左）125.071606.8416.76006005650.267100.061285.473.34.1377.8497.842.3381.001.4563113.720.449128.29407.44大偏压不考虑-755.22112.791644.2616.76006005650.27390.231315.413.34.1368.6088.602.2851.001.4923113.720.449131.28397.19大偏压不考虑-845.29地震（右）40.21295.4316.76006005650.04932.17236.343.34.13136.11156.1112.7191.002.5543113.720.44923.59663.72大偏压不考虑164.2726.88332.8516.76006005650.05521.50266.283.34.1380.76100.7611.2891.003.1373113.720.44926.57581.09大偏压不考虑49.205竖向51.41833.0116.76006005650.13951.41833.013.34.13161.72181.723.6091.001.3793113.720.44983.13515.55大偏压不考虑-41.3050.76877.5616.76006005650.14650.76877.563.34.13157.84177.843.4251.001.3673113.720.44987.58508.18大偏压不考虑-71.90地震（左）142.941216.5616.76006005650.202114.35973.253.34.13217.50237.503.0891.001.2483113.720.44997.13561.41大偏压不考虑275.30124.251253.9816.76006005650.20999.401003.183.34.13199.08219.082.9961.001.2613113.720.449100.12541.24大偏压不考虑165.94地震（右）56.56182.9016.76006005650.03045.25146.323.34.13409.24429.2420.5441.001.9133113.720.44914.601086.12大偏压不考虑486.2838.97220.3216.76006005650.03731.18176.263.34.13276.88296.8817.0551.002.0963113.720.44917.59887.20大偏压不考虑366.926竖向50.50683.3914.36006005650.13350.50683.393.34.13173.90193.903.7671.001.3712666.240.44979.65530.74大偏压不考虑23.9349.63727.9414.36006005650.14149.63727.943.34.1368.1888.183.5361.001.7652666.240.44984.84420.63大偏压不考虑-466.76地震（左）162.93999.3014.36006005650.194130.34799.443.34.13163.04183.043.2201.001.3362666.240.44993.17509.46大偏压不考虑-45.01162.201036.7214.36006005650.201129.76829.383.34.13156.45176.453.1041.001.3352666.240.44996.66500.66大偏压不考虑-83.53地震（右）78.09148.7914.36006005650.02962.47119.033.34.13524.83544.8321.6241.001.7572666.240.44913.871222.32大偏压不考虑497.2878.83186.2114.36006005650.03663.06148.973.34.13423.34443.3417.2791.001.7432666.240.44917.361037.93大偏压不考虑451.2310竖向66.5182.6014.36006005650.01666.5182.603.34.13805.21825.2131.1621.001.7202666.240.4499.631684.63大偏压不考虑584.1454.19127.1514.36006005650.02554.19127.153.34.13426.19446.1920.2441.001.8652666.240.44914.821097.34大偏压不考虑431.63地震（左）179.20118.2414.36006005650.023134.4088.683.34.131515.561535.5629.0261.001.3612666.240.44910.342354.23大偏压不考虑1000.80127.73155.6614.36006005650.03095.80116.753.34.13820.57840.5722.0481.001.5002666.240.44913.611526.14大偏压不考虑710.71地震（右）67.4620.5314.36006005650.00450.6015.403.34.133285.923305.92167.1701.001.9652666.240.4491.796759.70大偏压不考虑599.9833.6957.9514.36006005650.01125.2743.463.34.13581.36601.3659.2231.002.8792666.240.4495.071996.05大偏压不考虑391.87171 XXXX大学本科生毕业设计（论文）各柱正截面实际配筋：B柱：1~5层：取3φ18，，满足要求。6~10层：取2φ18+2φ20，，满足要求。C柱：1~5层：取4φ18，，满足要求。6~10层：取4φ25，，满足要求。D柱：1~5层：取4φ18，，满足要求。6~10层：取4φ20，，满足要求。E柱：1~5层：取3φ18，，满足要求。6~10层：取4φ22，，满足要求。12.2.2斜截面设计斜截面的配筋过程及结果见下列表格：（表71-74）171 XXXX大学本科生毕业设计（论文）B柱斜截面配筋层号ft(N/mm2)fc(N/mm2)bc(mm)hco(mm)H（m）Hn（m）Mct（kN.m）Mcb(kN.m)Vc(kN)V组合(kN)V设（kN）截面尺寸验算λN(kN)0.3fcbchco(kN)N取(kN)ASV/SγREV设/（fcbchco）结果101.4314.36005653.63.48183.37125.7597.7185.8797.710.017小于0.2，满足要求3158.111454.31158.11-0.37391.4314.36005653.63.48155.85136.3992.3781.1792.370.016小于0.2，满足要求3362.021454.31362.02-0.41181.4314.36005653.63.48165.58142.6397.4285.6197.420.017小于0.2，满足要求3565.721454.31565.72-0.37571.4314.36005653.63.48161.14161.16101.8889.52101.880.018小于0.2，满足要求3775.321454.31775.32-0.34361.4314.36005653.63.48159.68159.17100.7988.57100.790.018小于0.2，满足要求3989.451454.31989.45-0.35151.5716.76005653.63.48139.81121.1782.4972.4982.490.012小于0.2，满足要求31194.561698.391194.56-0.58741.5716.76005653.63.48134.53117.3279.6169.9679.610.012小于0.2，满足要求31379.691698.391379.69-0.60831.5716.76005653.63.48122.00109.7773.2664.3873.260.011小于0.2，满足要求31560.541698.391560.54-0.65321.5716.76005654.24.0895.79109.1455.2548.8055.250.008小于0.2，满足要求31734.651698.391698.39-0.78211.5716.76005654.24.0833.1318.6313.9512.3313.950.002小于0.2，满足要求31145.821698.391145.82-1.078C柱斜截面配筋层号ft(N/mm2)fc(N/mm2)bc(mm)hco(mm)H（m）Hn（m）Mct（kN.m）Mcb(kN.m)Vc(kN)V组合(kN)V设（kN）截面尺寸验算λN(kN)0.3fcbchco(kN)N取(kN)ASV/SγREV设/（fcbchco）结果101.4314.36007653.63.48382.49284.25210.75185.21210.750.027小于0.2，满足要求3351.051969.11351.050.04291.4314.36007653.63.48329.3285.48194.33170.77194.330.025小于0.2，满足要求3722.591969.11722.59-0.04581.4314.36007653.63.48328.44328.44207.63182.46207.630.027小于0.2，满足要求31095.161969.111095.160.02671.4314.36007653.63.48345.67345.81218.57192.09218.570.028小于0.2，满足要求31466.451969.111466.450.08361.4314.36007653.63.48342.94342.38216.62190.36216.620.028小于0.2，满足要求31840.581969.111840.580.07351.5716.76007653.63.48292.57246.83170.50149.83170.500.019小于0.2，满足要求32212.052299.592212.05-0.27641.5716.76007653.63.48258.96259.09163.75143.90163.750.018小于0.2，满足要求32578.872299.592299.59-0.31231.5716.76007653.63.48233.25233.21147.44129.30147.440.016小于0.2，满足要求32943.062299.592299.59-0.39821.5716.76007654.24.08188.13220.01110.0497.18110.040.012小于0.2，满足要求33311.732299.592299.59-0.59611.5716.76007654.24.0847.9326.1719.9817.6419.980.002小于0.2，满足要求33434.932299.592299.59-1.073171 XXXX大学本科生毕业设计（论文）D柱斜截面配筋层号ft(N/mm2)fc(N/mm2)bc(mm)hco(mm)H（m）Hn（m）Mct（kN.m）Mcb(kN.m)Vc(kN)V组合(kN)V设（kN）截面尺寸验算λN(kN)0.3fcbchco(kN)N取(kN)ASV/SγREV设/（fcbchco）结果101.4314.36007653.63.48388.95285.43213.17187.33213.170.028小于0.2，满足要求3326.341969.11326.340.05591.4314.36007653.63.48328.33285.43194.00170.49194.000.025小于0.2，满足要求3696.901969.11696.9-0.04681.4314.36007653.63.48328.38328.38207.60182.43207.600.027小于0.2，满足要求31068.491969.111068.490.02671.4314.36007653.63.48345.62345.75218.54192.05218.540.028小于0.2，满足要求31438.801969.111438.80.08361.4314.36007653.63.48342.87342.34216.59190.33216.590.028小于0.2，满足要求31811.961969.111811.960.07351.5716.76007653.63.48292.51246.78170.47149.81170.470.019小于0.2，满足要求32209.382299.592209.38-0.27641.5716.76007653.63.48258.91259.04163.72143.87163.720.018小于0.2，满足要求32575.482299.592299.59-0.31231.5716.76007653.63.48233.20232.15147.09129.26147.090.016小于0.2，满足要求32938.942299.592299.59-0.40021.5716.76007654.24.08188.11220.01110.0397.18110.030.012小于0.2，满足要求33320.752299.592299.59-0.59611.5716.76007654.24.0847.9626.1619.9817.6519.980.002小于0.2，满足要求33444.872299.592299.59-1.073E柱斜截面配筋层号ft(N/mm2)fc(N/mm2)bc(mm)hco(mm)H（m）Hn（m）Mct（kN.m）Mcb(kN.m)Vc(kN)V组合(kN)V设（kN）截面尺寸验算λN(kN)0.3fcbchco(kN)N取(kN)ASV/SγREV设/（fcbchco）结果101.4314.36005653.63.48179.20127.7397.0285.2697.020.017小于0.2，满足要求3155.661454.31155.66-0.37891.4314.36005653.63.48160.29139.6694.8183.3294.810.017小于0.2，满足要求3372.11454.31372.1-0.39381.4314.36005653.63.48168.86145.9099.4987.4499.490.017小于0.2，满足要求3588.21454.31588.2-0.36071.4314.36005653.63.48164.31164.44103.9291.32103.920.018小于0.2，满足要求3810.21454.31810.2-0.32861.4314.36005653.63.48162.93162.20102.7790.31102.770.018小于0.2，满足要求31036.721454.311036.72-0.33751.5716.76005653.63.48142.94124.2584.4674.2284.460.013小于0.2，满足要求31253.981698.391253.98-0.57341.5716.76005653.63.48137.58120.3981.5471.6781.540.012小于0.2，满足要求31451.261698.391451.26-0.59431.5716.76005653.63.48125.07112.7975.1960.0775.190.011小于0.2，满足要求31644.261698.391644.26-0.64021.5716.76005654.24.0898.91101.4054.0147.6954.010.008小于0.2，满足要求31830.511698.391698.39-0.79111.5716.76005654.24.0848.4520.4818.5816.4118.580.003小于0.2，满足要求31255.711698.391255.71-1.045171 XXXX大学本科生毕业设计（论文）框架柱斜截面实配钢筋为：边柱（B、E柱）：按照构造进行配筋：加密区箍筋间距取min（8d，150），即取150mm；直径取为。非加密区箍筋采用中柱（C、D柱）：按照构造进行配筋：加密区箍筋间距取min（8d，150），即取150mm；直径取为。非加密区箍筋采用12.3剪力墙截面设计剪力墙抗震等级：二级W2第一层截面详细尺寸及材料：C35级混凝土，，，分布筋用HPB235(Ⅰ级钢)端部纵筋用HRB335（Ⅱ级钢）内力组合值：①，，②，，轴压比满足要求171 XXXX大学本科生毕业设计（论文）图16一层剪力墙截面⑴墙肢竖向钢筋加强部位取底部二层，由分布筋的构造要求，取双层网片配筋则，符合要求则竖向分布筋总面积为假定墙肢为大偏心受压，对称配筋选用弯矩最大的一组，即：，，所以。所以计算为：171 XXXX大学本科生毕业设计（论文）取暗柱截面高500mm实配8φ20箍筋按柱的体积配箍率要求配置⑵墙肢抗剪钢筋由强剪弱弯要求,二级抗震时墙肢剪力为剪跨比为<2.5验算截面尺寸：，满足要求，且从概念出发，本剪力墙带有有效翼缘一段（可产生有利弯矩）没有计算在内，使得弯矩值比实际要小，计算偏安全。偏心受压剪力墙斜截面抗震受剪承载力计算：，取为抗剪水平分布筋取双排φ16@100171 XXXX大学本科生毕业设计（论文）相应的，满足要求配筋率为：171 XXXX大学本科生毕业设计（论文）第十三章楼梯设计13.1梯段板设计取板厚，约为板斜长的，板倾斜角，取1m宽板带计算13.1.1荷载计算大理石层面重踏步板自重板底抹灰混凝土斜板合计活荷载总荷载设计值13.1.2截面设计板水平计算跨弯矩设计值板的有效高度选配φ10@100分布筋每级踏步1根φ813.2平台板的荷载设平台板厚取1m宽板带计算13.2.1荷载设计大理石面层120mm厚混凝土板171 XXXX大学本科生毕业设计（论文）板底抹灰合计活荷载总荷载设计值13.2.2截面设计⑴平台板的计算跨度弯矩设计板的有效高度选φ6@150⑵平台板的计算跨度弯矩设计板的有效高度选φ8@15013.3平台梁设计平台梁截面尺寸为13.3.1荷载计算梁自重两侧粉刷171 XXXX大学本科生毕业设计（论文）平台板传来梯段板传来合计活荷载总荷载设计值13.3.2截面设计计算跨度弯矩设计值剪力设计值截面按L形计算梁的有效高度所以是第一类T形截面选3φ20配置φ8，则斜截面受剪承载力满足要求171 XXXX大学本科生毕业设计（论文）第十四章双向板设计取六层板（①—②轴之间次梁与C—D轴之间次梁组成的7.5×4.2m跨板）楼板取厚，取1m宽板带计算楼面活荷载，恒荷载采用C35混凝土，板中钢筋采用HPB235钢筋。14.1荷载设计值14.2计算跨度长跨短跨14.3弯矩计算长短跨比值考虑到应尽量使按塑性铰线法得出的两个方向跨中正弯矩的比值与弹性理论得出的比值接近，以及在使用阶段两个方向的截面应力较接近，取同时考虑到节省钢材及配筋方便，取171 XXXX大学本科生毕业设计（论文）14.4截面设计截面有效高度，假定选用钢筋，则方向截面的，方向跨中截面双向板配筋表表33截面跨中支座l01方向l02方向l01方向l02方向弯矩设计值kN.m5.4931.4311.0262.85折减弯矩值kN.m4.39225.1448.81650.28αs=M/α1fcbh020.0260.1860.0530.372γs=0.5(1+(1-2αs)0.5)0.9870.8960.9730.753计算配筋(mm2)As=M/(fyγsh0)212.01039.0431.52472.2实际配筋φ8@200φ12@100φ10@150φ18@100配筋面积(mm2)25211315232545171 XXXX大学本科生毕业设计（论文）第十五章框架基础设计15.1边柱桩基设计采用扩底灌注桩，C30混凝土，桩直径取1000mm，桩端直径取为2000mm。承台埋深，因有地下室，且地下室埋深为4.1m，所以取承台埋深4.1m，承台高1m，用中等风化层作持力层，则桩长为：，取5m。15.1.1单桩竖向承载力标准值图17桩基图171 XXXX大学本科生毕业设计（论文）(1)单桩竖向承载力特征值(2)桩基竖向承载力设计值选桩数，因偏心荷载，将桩数增加20%，取n=1(3)按桩身强度验算承载力设计值满足要求15.1.2布桩(1)确定桩为一柱一桩形式，即柱下面为单桩，桩柱之间为承台连接。布置如下图171 XXXX大学本科生毕业设计（论文）图18桩布置图15.1.3单桩承载力验算满足要求15.1.4桩承台计算采用C30，对于承台，无需验算冲切和剪切，按照构造要求进行配筋。承台配φ12@280的钢筋笼桩进入承台深度为100mm，桩与承台之间钢筋锚固长度为35d。15.1.5单桩桩身设计(1)按最小配筋率进行桩身配筋采用20φ18箍筋按构造采用(2)桩身强度验算满足要求。15.2中柱桩基设计15.2.1基本尺寸采用扩底灌注桩，C30混凝土，桩直径取1000mm，桩端直径取为2000mm。承台埋深，因有地下室，且地下室埋深为4.1m，所以取承台埋深4.1m，承台高1m，用中等风化层作持力层，则桩长为：，取5m。171 XXXX大学本科生毕业设计（论文）15.2.2单桩竖向承载力标准值(1)单桩竖向承载力特征值(2)桩基竖向承载力设计值选桩数，因偏心荷载，将桩数增加20%，取n=2(3)按桩身强度验算承载力设计值满足要求15.2.3布桩(1)确定桩为一柱两桩形式，即柱下面为两桩，桩柱之间为承台连接。布置如下图图19桩布置图171 XXXX大学本科生毕业设计（论文）15.2.4单桩承载力验算满足要求15.2.5桩承台计算采用C30，对于承台，无需验算冲切和剪切，按照构造要求进行配筋。承台配φ12@280的钢筋笼桩进入承台深度为100mm，桩与承台之间钢筋锚固长度为35d。15.2.6单桩桩身设计(1)按最小配筋率进行桩身配筋采用20φ18箍筋按构造采用(2)桩身强度验算满足要求。15.3剪力墙的桩基设计剪力墙下面采用扩底灌注桩，C30混凝土，桩直径取800mm，桩端直径取为2000mm。承台埋深，因有地下室，且地下室埋深为4.1m，所以取承台埋深4.1m，承台高1m，用中等风化层作持力层，则桩长为：，取5m。15.3.1单桩竖向承载力标准值171 XXXX大学本科生毕业设计（论文）(1)单桩竖向承载力特征值(2)桩基竖向承载力设计值选桩数，因偏心荷载，将桩数增加20%，取n=2(3)按桩身强度验算承载力设计值满足要求15.3.2布桩(1)确定桩剪力墙下面有三根桩，桩柱之间为承台连接。布置如下图（考虑群桩反力形心与上部荷载合力中心重合确定）。171 XXXX大学本科生毕业设计（论文）图17桩布置图15.3.3单桩承载力验算满足要求15.3.4桩承台计算采用C30，对于承台，无需验算冲切和剪切，按照构造要求进行配筋。承台配φ12@280的钢筋笼桩进入承台深度为100mm，桩与承台之间钢筋锚固长度为35d。15.3.5单桩桩身设计(1)按最小配筋率进行桩身配筋采用20φ18箍筋按构造采用(2)桩身强度验算满足要求。171 XXXX大学本科生毕业设计（论文）第十六章电算结果总信息..............................................结构材料信息：钢砼结构混凝土容重(kN/m3)：Gc=27.00钢材容重(kN/m3)：Gs=78.00水平力的夹角(Rad)：ARF=0.00地下室层数：MBASE=1竖向荷载计算信息：按模拟施工加荷计算方式风荷载计算信息：计算X,Y两个方向的风荷载地震力计算信息：计算X,Y两个方向的地震力特殊荷载计算信息：不计算结构类别：框架-剪力墙结构裙房层数：MANNEX=0转换层所在层号：MCHANGE=0墙元细分最大控制长度(m)：DMAX=2.00墙元侧向节点信息：内部节点是否对全楼强制采用刚性楼板假定：否采用的楼层刚度算法：层间剪力比层间位移算法风荷载信息..........................................修正后的基本风压(kN/m2)：WO=0.40地面粗糙程度：B类结构基本周期（秒）：T1=0.00体形变化分段数：MPART=1各段最高层号：NSTi=12各段体形系数：USi=1.30地震信息............................................振型组合方法(CQC耦联;SRSS非耦联)：CQC171 XXXX大学本科生毕业设计（论文）计算振型数：ODE=30地震烈度：NAF=7.00场地类别：KD=2设计地震分组：一组特征周期：TG=0.35多遇地震影响系数最大值：Rmax1=0.08罕遇地震影响系数最大值：Rmax2=0.50框架的抗震等级：NF=3剪力墙的抗震等级：NW=2活荷质量折减系数：RMC=0.50周期折减系数：TC=0.90结构的阻尼比(%)：DAMP=5.00是否考虑偶然偏心：否是否考虑双向地震扭转效应：否斜交抗侧力构件方向的附加地震数：=0活荷载信息..........................................考虑活荷不利布置的层数：不考虑柱、墙活荷载是否折减：折算传到基础的活荷载是否折减：折算------------柱，墙，基础活荷载折减系数-------------计算截面以上的层数---------------折减系数11.002---30.854---50.706---80.659---200.60>200.55调整信息........................................171 XXXX大学本科生毕业设计（论文）中梁刚度增大系数：BK=1.50梁端弯矩调幅系数：BT=0.85梁设计弯矩增大系数：BM=1.00连梁刚度折减系数：BLZ=0.55梁扭矩折减系数：TB=0.40全楼地震力放大系数：RSF=1.000.2Qo调整起始层号：KQ1=00.2Qo调整终止层号：KQ2=0顶塔楼内力放大起算层号：NTL=0顶塔楼内力放大：RTL=1.00九度结构及一级框架梁柱超配筋系数：CPCOEF91=1.15是否按抗震规范5.2.5调整楼层地震力：IAUTO525=1是否调整与框支柱相连的梁内力：IREGU_KZZB=0剪力墙加强区起算层号：LEV_JLQJQ=1强制指定的薄弱层个数：NWEAK=0配筋信息........................................梁主筋强度(N/mm2)：IB=300柱主筋强度(N/mm2)：IC=300墙主筋强度(N/mm2)：IW=300梁箍筋强度(N/mm2)：JB=210柱箍筋强度(N/mm2)：JC=210墙分布筋强度(N/mm2)：JWH=210梁箍筋最大间距(mm)：SB=200.00柱箍筋最大间距(mm)：SC=100.00墙水平分布筋最大间距(mm)：SWH=200.00墙竖向筋分布最小配筋率(%)：RWV=0.30设计信息........................................结构重要性系数：RWO=1.00柱计算长度计算原则：有侧移171 XXXX大学本科生毕业设计（论文）梁柱重叠部分简化：不作为刚域是否考虑P-Delt效应：否柱配筋计算原则：按单偏压计算钢构件截面净毛面积比：RN=0.85梁保护层厚度(mm)：BCB=25.00柱保护层厚度(mm)：ACA=30.00是否按砼规范(7.3.11-3)计算砼柱计算长度系数：否荷载组合信息........................................恒载分项系数：CDEAD=1.20活载分项系数：CLIVE=1.40风荷载分项系数：CWIND=1.40水平地震力分项系数：CEA_H=1.30竖向地震力分项系数：CEA_V=0.50特殊荷载分项系数：CSPY=0.00活荷载的组合系数：CD_L=0.70风荷载的组合系数：CD_W=0.60活荷载的重力荷载代表值系数：CEA_L=0.50地下信息..........................................回填土对地下室约束相对刚度比：Esol=3.00回填土容重(kN/m3)：Gsol=18.00回填土侧压力系数：Rsol=0.50外墙分布筋保护厚度(mm)：WCW=35.00室外地平标高(m)：Hout=-0.60地下水位标高(m)：Hwat=-20.00室外地面附加荷载(kN/m2)：Qgrd=0.00剪力墙底部加强区信息.................................剪力墙底部加强区层数：IWF=3剪力墙底部加强区高度(m)：Z_STRENGTHEN=12.60171 XXXX大学本科生毕业设计（论文）**********************************************************各层的质量、质心坐标信息**********************************************************层号塔号质心X质心Y质心Z恒载质量活载质量(m)(m)(t)(t)11127.05714.00545.000213.717.410125.75213.08941.4001046.792.09125.54713.20437.8001139.897.28125.54713.20434.2001139.897.27125.54713.20430.6001139.897.26125.54713.20427.0001139.897.25125.63713.25423.4001180.097.04125.63713.25419.8001180.097.03125.63713.25416.2001180.097.02125.64613.25712.6001220.697.01125.52913.9988.4001181.386.1-1126.04111.1574.2002495.4163.8活载产生的总质量(t)：1136.111恒载产生的总质量(t)：14256.897结构的总质量(t)：15393.009恒载产生的总质量包括结构自重和外加恒载结构的总质量包括恒载产生的质量和活载产生的质量活载产生的总质量和结构的总质量是活载折减后的结果(1t=1000kg)171 XXXX大学本科生毕业设计（论文）**********************************************************各层构件数量、构件材料和层高**********************************************************层号塔号梁数柱数墙数层高累计高度(混凝土)(混凝土)(混凝土)(m)(m)-11148(35)50(35)74(35)4.2004.20011150(35)31(35)38(35)4.2008.40021154(35)31(35)38(35)4.20012.60031154(35)31(35)38(35)3.60016.20041154(35)31(35)38(35)3.60019.80051154(35)31(35)38(35)3.60023.40061154(30)31(30)38(30)3.60027.00071154(30)31(30)38(30)3.60030.60081154(30)31(30)38(30)3.60034.20091154(30)31(30)38(30)3.60037.800101138(30)31(30)38(30)3.60041.40011149(30)30(30)21(30)3.60045.000计算信息=====================================================================各层刚心、偏心率、相邻层侧移刚度比等计算信息FloorNo：层号TowerNo：塔号Xstif，Ystif：刚心的X，Y坐标值Alf：层刚性主轴的方向Xmass，Ymass：质心的X，Y坐标值Gmass：总质量Eex，Eey：X，Y方向的偏心率Ratx，Raty：X，Y方向本层塔侧移刚度与下一层相应塔侧移刚度的比值Ratx1，Raty1：X，Y方向本层塔侧移刚度与上一层相应塔侧移刚度70%的比值171 XXXX大学本科生毕业设计（论文）或上三层平均侧移刚度80%的比值中之较小者RJX，RJY，RJZ：结构总体坐标系中塔的侧移刚度和扭转刚度=====================================================================FloorNo.1TowerNo.1Xstif=27.5633(m)Ystif=10.9181(m)Alf=0.0000(Degree)Xmass=26.0406(m)Ymass=11.1572(m)Gmass=2823.0491(t)Eex=0.0561Eey=0.0095Ratx=1.0000Raty=1.0000Ratx1=123.7265Raty1=140.5206薄弱层地震剪力放大系数=1.00RJX=2.8757E+08(kN/m)RJY=3.0179E+08(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.2TowerNo.1Xstif=25.8826(m)Ystif=13.0335(m)Alf=0.0000(Degree)Xmass=25.5285(m)Ymass=13.9980(m)Gmass=1353.5308(t)Eex=0.0223Eey=0.0647Ratx=0.0115Raty=0.0102Ratx1=2.3462Raty1=2.1651薄弱层地震剪力放大系数=1.00RJX=3.3203E+06(kN/m)RJY=3.0681E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.3TowerNo.1Xstif=25.8845(m)Ystif=13.0377(m)Alf=0.0000(Degree)Xmass=25.6457(m)Ymass=13.2569(m)Gmass=1414.6465(t)Eex=0.0150Eey=0.0146Ratx=0.5917Raty=0.6197Ratx1=1.5429Raty1=1.4751薄弱层地震剪力放大系数=1.00RJX=1.9647E+06(kN/m)RJY=1.9012E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.4TowerNo.1Xstif=25.8828(m)Ystif=13.0855(m)Alf=0.0000(Degree)Xmass=25.6369(m)Ymass=13.2535(m)Gmass=1374.0394(t)Eex=0.0158Eey=0.0113Ratx=0.9259Raty=0.9621Ratx1=1.6971Raty1=1.6057薄弱层地震剪力放大系数=1.00171 XXXX大学本科生毕业设计（论文）RJX=1.8192E+06(kN/m)RJY=1.8291E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.5TowerNo.1Xstif=25.8828(m)Ystif=13.0855(m)Alf=0.0000(Degree)Xmass=25.6369(m)Ymass=13.2535(m)Gmass=1374.0394(t)Eex=0.0158Eey=0.0113Ratx=0.8372Raty=0.8659Ratx1=1.5971Raty1=1.5316薄弱层地震剪力放大系数=1.00RJX=1.5230E+06(kN/m)RJY=1.5838E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.6TowerNo.1Xstif=25.8828(m)Ystif=13.0855(m)Alf=0.0000(Degree)Xmass=25.6369(m)Ymass=13.2535(m)Gmass=1374.0394(t)Eex=0.0158Eey=0.0113Ratx=0.8726Raty=0.8968Ratx1=1.5374Raty1=1.4938薄弱层地震剪力放大系数=1.00RJX=1.3290E+06(kN/m)RJY=1.4203E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.7TowerNo.1Xstif=25.9060(m)Ystif=13.0764(m)Alf=0.0000(Degree)Xmass=25.5467(m)Ymass=13.2037(m)Gmass=1334.1187(t)Eex=0.0226Eey=0.0085Ratx=0.8787Raty=0.8925Ratx1=1.4929Raty1=1.4550薄弱层地震剪力放大系数=1.00RJX=1.1678E+06(kN/m)RJY=1.2677E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.8TowerNo.1Xstif=25.9060(m)Ystif=13.0764(m)Alf=0.0000(Degree)Xmass=25.5467(m)Ymass=13.2037(m)Gmass=1334.1187(t)Eex=0.0226Eey=0.0085Ratx=0.9242Raty=0.9384Ratx1=1.5502Raty1=1.5334薄弱层地震剪力放大系数=1.00RJX=1.0792E+06(kN/m)RJY=1.1896E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------171 XXXX大学本科生毕业设计（论文）FloorNo.9TowerNo.1Xstif=25.9060(m)Ystif=13.0764(m)Alf=0.0000(Degree)Xmass=25.5467(m)Ymass=13.2037(m)Gmass=1334.1187(t)Eex=0.0226Eey=0.0085Ratx=0.9215Raty=0.9316Ratx1=1.6530Raty1=1.6337薄弱层地震剪力放大系数=1.00RJX=9.9455E+05(kN/m)RJY=1.1083E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.10TowerNo.1Xstif=25.9060(m)Ystif=13.0764(m)Alf=0.0000(Degree)Xmass=25.5467(m)Ymass=13.2037(m)Gmass=1334.1187(t)Eex=0.0226Eey=0.0085Ratx=0.8642Raty=0.8744Ratx1=2.0158Raty1=1.9774薄弱层地震剪力放大系数=1.00RJX=8.5951E+05(kN/m)RJY=9.6915E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.11TowerNo.1Xstif=25.8792(m)Ystif=13.0969(m)Alf=0.0000(Degree)Xmass=25.7515(m)Ymass=13.0889(m)Gmass=1230.7444(t)Eex=0.0083Eey=0.0005Ratx=0.7087Raty=0.7224Ratx1=4.9790Raty1=5.4372薄弱层地震剪力放大系数=1.00RJX=6.0911E+05(kN/m)RJY=7.0015E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.12TowerNo.1Xstif=25.5906(m)Ystif=12.6859(m)Alf=0.0000(Degree)Xmass=27.0569(m)Ymass=14.0051(m)Gmass=248.5563(t)Eex=0.1652Eey=0.2193Ratx=0.2511Raty=0.2299Ratx1=1.2500Raty1=1.2500薄弱层地震剪力放大系数=1.00RJX=1.5292E+05(kN/m)RJY=1.6096E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------=====================================================================171 XXXX大学本科生毕业设计（论文）抗倾覆验算结果=====================================================================抗倾覆弯矩Mr倾覆弯矩Mov比值Mr/Mov零应力区(%)X风荷载2763045.323410.3118.030.00Y风荷载3501909.831355.4111.680.00X地震2763045.399787.727.690.00Y地震3501909.8100289.434.920.00=====================================================================结构整体稳定验算结果=====================================================================X向刚重比EJd/GH**2=8.40Y向刚重比EJd/GH**2=8.99该结构刚重比EJd/GH**2大于1.4,能够通过高规(5.4.4)的整体稳定验算该结构刚重比EJd/GH**2大于2.7,可以不考虑重力二阶效应***********************************************************************楼层抗剪承载力、及承载力比值***********************************************************************Ratio_Bu:表示本层与上一层的承载力之比------------------------------------------------------------------------------------层号塔号X向承载力Y向承载力Ratio_Bu:X,Y------------------------------------------------------------------------------------1210.3130E+040.3666E+041.001.001110.1131E+050.1180E+053.613.221010.1085E+050.1133E+050.960.96910.1186E+050.1257E+051.091.11171 XXXX大学本科生毕业设计（论文）810.1317E+050.1381E+051.111.10710.1397E+050.1459E+051.061.06610.1992E+050.2051E+051.431.41510.2113E+050.2189E+051.061.07410.2225E+050.2294E+051.051.05310.2098E+050.2163E+050.940.94210.2327E+050.2299E+051.111.06110.4502E+050.4954E+051.932.15=====================================================================周期、地震力与振型输出文件(VSS求解器)=====================================================================考虑扭转耦联时的振动周期(秒)、X,Y方向的平动系数、扭转系数振型号周期转角平动系数(X+Y)扭转系数11.01381.071.00(1.00+0.00)0.0020.993690.810.99(0.00+0.99)0.0130.8671113.210.01(0.00+0.01)0.9940.275988.720.99(0.00+0.99)0.0150.2616178.741.00(0.99+0.00)0.0060.2379109.060.01(0.00+0.01)0.9970.214785.550.05(0.00+0.05)0.9580.19598.780.08(0.08+0.00)0.9290.1658113.790.04(0.01+0.04)0.96100.1486101.390.01(0.00+0.01)0.99110.145641.530.02(0.01+0.01)0.98120.131390.390.97(0.00+0.97)0.03130.1207179.910.98(0.98+0.00)0.02140.1106101.490.00(0.00+0.00)1.00150.085993.090.10(0.00+0.10)0.90171 XXXX大学本科生毕业设计（论文）160.0856138.220.00(0.00+0.00)1.00170.0856177.030.00(0.00+0.00)1.00180.081889.790.78(0.00+0.78)0.22190.0788134.460.00(0.00+0.00)1.00200.07888.830.04(0.04+0.00)0.96210.0787171.460.01(0.01+0.00)0.99220.0783175.690.02(0.01+0.00)0.98230.07620.180.89(0.89+0.00)0.11240.070070.810.00(0.00+0.00)1.00250.059491.880.96(0.00+0.96)0.04260.05741.520.94(0.94+0.00)0.06270.0519132.820.01(0.00+0.01)0.99280.048099.850.75(0.03+0.72)0.25290.047515.200.95(0.89+0.06)0.05300.0460113.440.21(0.03+0.18)0.79地震作用最大的方向=88.924(度)============================================================仅考虑X向地震作用时的地震力Floor:层号Tower:塔号F-x-x:X方向的耦联地震力在X方向的分量F-x-y:X方向的耦联地震力在Y方向的分量F-x-t:X方向的耦联地震力的扭矩振型1的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)111115.952.3626.46171 XXXX大学本科生毕业设计（论文）101495.178.79204.2891406.617.21168.6481354.446.35146.4671299.165.42123.2861241.854.4299.5251190.083.5178.4641133.962.5255.443182.171.5834.442139.430.7717.14112.720.052.82振型2的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1110.02-1.751.141010.12-7.559.84910.10-6.298.15810.09-5.567.14710.07-4.756.06610.06-3.884.92510.05-3.093.88410.03-2.202.75310.02-1.371.69210.01-0.660.82110.00-0.050.05振型3的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1110.35-0.73-24.461010.38-1.53-233.11910.42-1.18-194.96171 XXXX大学本科生毕业设计（论文）810.37-1.05-171.60710.31-0.90-146.31610.26-0.74-119.54510.20-0.60-95.04410.14-0.43-68.01310.09-0.27-42.57210.04-0.14-21.19110.00-0.01-1.62振型4的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)111-0.07-3.34-2.08101-0.22-9.977.3391-0.09-4.424.57810.020.612.02710.125.08-0.43610.198.26-2.37510.229.92-3.57410.219.33-3.67310.167.11-2.93210.094.02-1.69110.010.35-0.05振型5的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)111-149.082.9268.05101-433.5510.63-22.6491-180.904.77-37.978142.74-0.50-45.7971236.65-5.18-45.30171 XXXX大学本科生毕业设计（论文）61371.43-8.51-38.9151439.70-10.26-29.3441410.54-9.64-17.6031312.34-7.35-7.7121177.69-4.18-1.181115.58-0.388.76振型6的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1110.28-0.82-25.84101-0.280.45-96.5491-0.150.40-44.2781-0.070.263.93710.020.1046.93610.09-0.0677.89510.14-0.1794.70410.15-0.2290.14310.13-0.1969.94210.08-0.1141.09110.00-0.013.90振型7的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1110.070.8614.34101-0.08-0.89-33.9191-0.05-0.62-19.8981-0.03-0.31-5.91710.000.037.67610.030.3418.48510.060.5625.23171 XXXX大学本科生毕业设计（论文）410.060.6125.44310.050.5120.46210.030.3112.31110.000.031.21振型8的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)11113.332.10-93.39101-11.48-1.06121.2291-8.39-1.1881.0281-4.70-0.9238.0771-0.29-0.39-8.94613.840.20-50.34516.860.71-79.09417.680.92-84.79316.520.84-70.71213.970.52-43.47110.370.05-4.08振型9的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1110.89-2.02-24.85101-0.510.8319.0091-0.491.0417.0181-0.380.9711.7871-0.160.573.88610.09-0.04-4.69510.32-0.64-11.75410.42-0.96-14.60310.39-0.94-13.19171 XXXX大学本科生毕业设计（论文）210.25-0.61-8.51110.02-0.06-0.88振型10的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1110.04-0.22-2.17101-0.020.081.3691-0.020.080.9681-0.020.090.7971-0.010.070.41610.000.02-0.05510.01-0.04-0.46410.02-0.08-0.68310.02-0.08-0.66210.01-0.06-0.44110.00-0.01-0.05振型11的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1111.010.881.89101-0.32-0.06-1.3991-0.47-0.40-1.2581-0.49-0.59-1.0171-0.33-0.50-0.5161-0.04-0.170.18510.270.260.81410.450.551.12310.460.601.07210.310.420.72110.030.040.11171 XXXX大学本科生毕业设计（论文）振型12的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1110.00-0.070.201010.00-0.190.14910.000.03-0.03810.000.20-0.16710.000.23-0.18610.000.13-0.10510.00-0.050.05410.00-0.210.17310.00-0.260.21210.00-0.190.15110.00-0.020.01振型13的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)11178.49-0.4988.47101182.520.3521.4391-40.740.73-0.7881-198.330.27-38.2271-229.54-0.42-55.3361-124.79-0.72-38.625156.44-0.480.7841209.140.0541.8331259.890.4760.0121192.030.4648.811120.470.0417.23振型14的地震力171 XXXX大学本科生毕业设计（论文）-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1110.000.00-3.571010.03-0.13-32.7891-0.010.01-0.5681-0.030.1125.6071-0.030.1434.4861-0.010.0822.10510.02-0.02-3.99410.03-0.11-28.01310.03-0.15-37.79210.02-0.11-29.48110.00-0.01-3.40振型15的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1110.01-0.100.521010.00-0.02-0.07910.000.09-0.24810.000.08-0.11710.00-0.010.10610.00-0.090.23510.00-0.090.16410.000.00-0.05310.000.09-0.23210.000.10-0.23110.000.01-0.03振型16的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t171 XXXX大学本科生毕业设计（论文）(kN)(kN)(kN-m)1110.01-0.01-0.581010.000.000.18910.000.000.34810.000.000.11710.000.00-0.19610.000.00-0.32510.000.00-0.19410.000.000.10310.000.000.32210.000.000.31110.000.000.04振型17的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1110.060.00-0.23101-0.020.000.0991-0.020.000.1681-0.010.000.05710.010.00-0.09610.020.00-0.15510.010.00-0.09410.000.000.0531-0.020.000.1521-0.020.000.15110.000.000.02振型18的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1110.010.34-0.42171 XXXX大学本科生毕业设计（论文）1010.010.59-0.55910.00-0.820.21810.00-1.180.6771-0.01-0.200.3361-0.011.04-0.36510.001.22-0.62410.000.11-0.17310.01-1.100.43210.00-1.300.57110.00-0.170.04振型19的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)111-0.010.02-0.011010.000.000.00910.010.00-0.01810.010.00-0.01710.000.000.0061-0.010.000.0151-0.010.000.01410.000.000.00310.010.00-0.01210.010.00-0.01110.000.000.00振型20的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)111-0.48-0.08-0.061010.030.02-0.02910.230.01-0.14171 XXXX大学本科生毕业设计（论文）810.210.01-0.0971-0.020.000.0461-0.230.000.1351-0.220.000.09410.010.00-0.02310.230.00-0.13210.250.00-0.13110.030.000.00振型21的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)111-0.060.01-2.411010.000.000.49910.030.000.78810.020.000.54710.000.00-0.1561-0.030.00-0.6751-0.030.00-0.57410.000.000.07310.030.000.65210.030.000.71110.000.000.10振型22的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)111-0.380.025.521010.010.06-1.43910.21-0.05-1.68810.20-0.12-1.1471-0.01-0.040.30171 XXXX大学本科生毕业设计（论文）61-0.210.091.3651-0.210.121.13410.000.02-0.15310.21-0.10-1.32210.24-0.13-1.44110.03-0.02-0.18振型23的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)111-47.660.23-37.89101-42.49-1.1828.079191.220.12-31.5381111.541.50-28.20719.481.238.1861-105.83-0.4935.3151-116.97-1.6027.8841-8.34-0.73-6.4431108.810.93-36.2221127.781.50-37.281116.600.204.94振型24的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)111-0.01-0.05-1.60101-0.03-0.05-24.54910.010.0815.34810.050.1032.79710.030.0112.0561-0.03-0.09-22.8651-0.06-0.10-33.94171 XXXX大学本科生毕业设计（论文）41-0.03-0.01-7.93310.040.0826.35210.060.1035.39110.010.025.01振型25的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1110.04-1.002.21101-0.050.070.0091-0.042.13-1.63810.030.50-0.52710.06-2.131.50610.01-1.381.1151-0.051.58-1.0541-0.041.89-1.38310.03-0.710.45210.06-2.371.70110.01-0.380.19振型26的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)11145.191.2043.85101-33.980.49-21.2291-61.57-2.2724.31818.21-1.325.807168.731.57-24.656127.171.73-12.9151-55.02-1.0121.0941-51.73-1.8320.693126.420.43-9.38171 XXXX大学本科生毕业设计（论文）2170.962.17-26.981110.990.352.59振型27的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)111-0.090.00-7.841010.17-0.17-10.9091-0.040.1728.7981-0.100.1915.83710.04-0.15-26.03610.09-0.24-25.1551-0.030.1017.5541-0.090.2529.14310.01-0.03-5.91210.09-0.28-33.54110.02-0.05-5.83振型28的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)111-0.905.68-31.971012.21-8.0555.8691-0.57-4.33-13.5381-2.018.71-49.61710.493.6811.03612.08-8.9752.2651-0.29-2.32-6.4941-2.028.82-50.8931-0.061.97-2.52212.13-9.3353.70110.38-1.869.98171 XXXX大学本科生毕业设计（论文）振型29的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)111-26.57-8.23-25.0510157.1110.4760.6091-7.497.14-49.8281-52.11-11.50-49.53716.09-5.7338.896152.4412.1953.2551-3.493.62-22.4741-50.22-12.26-53.6831-3.16-3.034.052152.5513.0456.66119.632.6417.39振型30的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)111-1.002.2542.541011.74-2.26-87.50910.40-3.110.3781-1.783.1577.3171-0.412.730.37611.78-3.71-76.35510.27-1.82-1.0541-1.683.9671.9131-0.291.329.17211.77-4.33-74.34110.33-0.92-14.54各振型作用下X方向的基底剪力171 XXXX大学本科生毕业设计（论文）-------------------------------------------------------振型号剪力(kN)12361.5420.5732.5640.6451243.1360.3870.14817.7190.83100.04110.88120.0013405.57140.05150.00160.00170.01180.02190.00200.05210.00220.0923144.13240.05250.052655.37270.06281.432934.78301.11各层X方向的作用力(CQC)171 XXXX大学本科生毕业设计（论文）Floor：层号Tower：塔号Fx：X向地震作用下结构的地震反应力Vx：X向地震作用下结构的楼层剪力Mx：X向地震作用下结构的弯矩StaticFx：静力法X向的地震力------------------------------------------------------------------------------------------FloorTowerFxVx(分塔剪重比)(整层剪重比)MxStaticFx(kN)(kN)(kN.m)(kN)(注意:下面分塔输出的剪重比不适合于上连多塔结构)111212.88212.88(9.25%)(9.25%)766.36381.72101685.26884.61(6.80%)(6.80%)3920.75577.8491459.201289.24(5.65%)(5.65%)8495.92478.5881424.571553.66(4.76%)(4.76%)13894.42427.3171449.231756.60(4.14%)(4.14%)19811.86376.0361476.621946.84(3.73%)(3.73%)26149.72324.7551502.042150.79(3.45%)(3.45%)32938.15282.1441490.312364.02(3.26%)(3.26%)40264.33229.2431437.662560.52(3.10%)(3.10%)48187.15176.3421321.732701.61(2.90%)(2.90%)58126.38128.321136.542716.00(2.57%)(2.57%)68528.9576.14抗震规范(5.2.5)条要求的X向楼层最小剪重比=1.60%X方向的有效质量系数:99.52%============================================================仅考虑Y向地震时的地震力Floor：层号Tower：塔号F-y-x：Y方向的耦联地震力在X方向的分量F-y-y：Y方向的耦联地震力在Y方向的分量171 XXXX大学本科生毕业设计（论文）F-y-t：Y方向的耦联地震力的扭矩振型1的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)1112.110.040.481019.010.163.72917.400.133.07816.450.122.67715.440.102.24614.400.081.81513.460.061.43412.440.051.01311.500.030.63210.720.010.31110.050.000.05振型2的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)111-1.24114.35-74.43101-8.19494.85-644.6091-6.44412.24-534.0181-5.61364.09-467.8971-4.73311.15-396.9761-3.83254.48-322.4151-3.02202.18-254.3941-2.12144.27-179.9931-1.3089.59-110.7621-0.6143.39-53.6111-0.043.07-3.04171 XXXX大学本科生毕业设计（论文）振型3的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)111-1.042.1772.46101-1.134.52690.4591-1.233.49577.4581-1.083.10508.2671-0.932.67433.3661-0.762.20354.0851-0.601.77281.5141-0.421.28201.4331-0.260.81126.0721-0.120.4162.7511-0.010.034.79振型4的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)111-3.12-141.25-88.09101-9.33-421.82310.2591-3.89-187.24193.38811.0025.6785.40715.18214.80-18.06618.05349.40-100.16519.46419.87-151.13418.78394.78-155.44316.66300.85-123.87213.83170.06-71.33110.3114.71-2.22振型5的地震力-------------------------------------------------------171 XXXX大学本科生毕业设计（论文）FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)1113.32-0.06-1.511019.65-0.240.50914.03-0.110.8581-0.950.011.0271-5.270.121.0161-8.270.190.8751-9.790.230.6541-9.140.210.3931-6.950.160.1721-3.960.090.0311-0.350.01-0.20振型6的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)111-0.260.7623.941010.26-0.4289.45910.14-0.3741.02810.06-0.25-3.6571-0.02-0.09-43.4861-0.080.05-72.1751-0.130.16-87.7441-0.140.20-83.5231-0.120.17-64.8021-0.070.10-38.08110.000.01-3.62振型7的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)171 XXXX大学本科生毕业设计（论文）1110.648.50141.91101-0.80-8.79-335.4891-0.53-6.10-196.8381-0.30-3.10-58.50710.010.3075.92610.323.39182.86510.555.57249.60410.626.05251.68310.545.04202.44210.343.03121.82110.020.2811.93振型8的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)1111.340.21-9.41101-1.16-0.1112.2191-0.85-0.128.1681-0.47-0.093.8371-0.03-0.04-0.90610.390.02-5.07510.690.07-7.97410.770.09-8.54310.660.08-7.12210.400.05-4.38110.040.00-0.41振型9的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)111-2.004.5455.851011.15-1.87-42.71171 XXXX大学本科生毕业设计（论文）911.11-2.35-38.22810.86-2.19-26.47710.37-1.28-8.7261-0.210.1010.5551-0.721.4426.4041-0.952.1732.8231-0.872.1129.6521-0.561.3819.1311-0.060.141.97振型10的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)111-0.140.706.801010.05-0.25-4.27910.07-0.25-3.01810.07-0.29-2.48710.04-0.22-1.28610.00-0.060.1551-0.040.121.4641-0.070.242.1231-0.070.262.0521-0.040.181.38110.000.020.15振型11的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)1111.191.042.23101-0.38-0.07-1.6491-0.56-0.47-1.4781-0.58-0.70-1.19171 XXXX大学本科生毕业设计（论文）71-0.39-0.59-0.6061-0.05-0.200.21510.310.300.95410.530.651.32310.550.711.26210.370.490.84110.040.050.12振型12的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)111-1.5872.65-199.371011.30186.56-140.27910.84-33.2133.27810.24-193.35154.7971-0.32-228.32179.1361-0.50-126.2496.9051-0.3753.09-45.6141-0.16203.49-165.18310.02252.58-204.54210.12184.50-151.18110.0119.33-11.54振型13的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)1110.050.000.061010.120.000.0191-0.030.000.0081-0.130.00-0.0271-0.150.00-0.0461-0.080.00-0.02171 XXXX大学本科生毕业设计（论文）510.040.000.00410.130.000.03310.170.000.04210.120.000.03110.010.000.01振型14的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)111-0.02-0.0115.74101-0.120.60144.63910.06-0.022.47810.14-0.47-112.95710.12-0.61-152.11610.03-0.37-97.5051-0.070.0917.6241-0.120.49123.5631-0.120.65166.7421-0.070.50130.0511-0.020.0615.01振型15的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)1110.33-5.5127.90101-0.13-0.84-3.9491-0.094.81-12.8581-0.034.44-6.03710.05-0.455.45610.08-5.0012.38510.05-4.728.5741-0.020.22-2.90171 XXXX大学本科生毕业设计（论文）31-0.084.98-12.3121-0.085.43-12.4811-0.010.68-1.44振型16的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)1110.02-0.02-1.551010.000.000.4891-0.010.010.92810.000.010.28710.000.00-0.51610.01-0.01-0.87510.00-0.01-0.51410.000.000.2731-0.010.010.8621-0.010.010.84110.000.000.11振型17的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)1110.010.00-0.021010.000.000.01910.000.000.01810.000.000.00710.000.00-0.01610.000.00-0.01510.000.00-0.01410.000.000.00310.000.000.01210.000.000.01171 XXXX大学本科生毕业设计（论文）110.000.000.00振型18的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)111-0.55-32.0439.10101-0.52-55.2251.5491-0.4577.09-19.62810.01111.22-63.22710.5018.53-30.78610.51-97.3033.36510.17-114.1557.8241-0.24-10.7716.2631-0.47103.54-40.0121-0.38121.90-53.9811-0.0415.79-3.44振型19的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)111-0.090.09-0.071010.01-0.02-0.02910.04-0.01-0.05810.04-0.01-0.03710.000.000.0161-0.040.000.0451-0.040.000.03410.000.00-0.01310.040.00-0.04210.040.00-0.04110.010.000.00171 XXXX大学本科生毕业设计（论文）振型20的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)1110.430.070.05101-0.03-0.020.0191-0.21-0.010.1281-0.180.000.08710.020.00-0.04610.200.00-0.11510.190.00-0.0841-0.010.000.0231-0.200.000.1121-0.220.000.1111-0.030.000.00振型21的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)111-0.180.03-7.121010.01-0.011.45910.080.012.31810.070.011.5971-0.010.00-0.4461-0.08-0.01-1.9851-0.08-0.01-1.68410.000.000.20310.080.011.93210.090.012.11110.010.000.29振型22的地震力-------------------------------------------------------171 XXXX大学本科生毕业设计（论文）FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)1110.61-0.03-8.96101-0.01-0.102.3291-0.350.092.7381-0.320.201.86710.020.07-0.49610.34-0.14-2.20510.33-0.20-1.84410.00-0.040.2531-0.340.162.1521-0.380.212.3411-0.050.030.29振型23的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)111-0.560.00-0.45101-0.50-0.010.33911.070.00-0.37811.310.02-0.33710.110.010.1061-1.24-0.010.4251-1.38-0.020.3341-0.10-0.01-0.08311.280.01-0.43211.500.02-0.44110.200.000.06振型24的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)171 XXXX大学本科生毕业设计（论文）111-0.02-0.09-3.07101-0.05-0.10-47.04910.020.1629.40810.100.2062.85710.070.0223.1061-0.05-0.17-43.8151-0.12-0.19-65.0541-0.05-0.02-15.19310.080.1650.49210.120.2067.82110.010.039.60振型25的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)111-1.5336.89-81.601011.89-2.730.05911.39-78.7260.1781-0.96-18.2819.3471-2.0578.48-55.3261-0.2750.82-40.97511.89-58.1738.75411.37-69.7651.0631-1.0226.18-16.6221-2.1787.45-62.5511-0.3114.06-7.06振型26的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)1111.240.031.21101-0.940.01-0.58171 XXXX大学本科生毕业设计（论文）91-1.69-0.060.67810.23-0.040.16711.890.04-0.68610.750.05-0.3651-1.51-0.030.5841-1.42-0.050.57310.730.01-0.26211.950.06-0.74110.300.010.07振型27的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)1110.290.0024.89101-0.530.5334.63910.14-0.55-91.44810.31-0.61-50.2971-0.130.4782.6961-0.300.7679.88510.10-0.31-55.73410.28-0.80-92.5431-0.020.0918.7621-0.300.90106.5211-0.050.1718.52振型28的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)1113.78-23.84134.20101-9.2633.81-234.49912.4018.1956.79818.43-36.57208.23171 XXXX大学本科生毕业设计（论文）71-2.05-15.45-46.3061-8.7237.66-219.38511.229.7527.24418.50-37.02213.61310.24-8.2710.5621-8.9439.15-225.3911-1.617.80-41.87振型29的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)111-6.39-1.98-6.0210113.722.5214.5691-1.801.72-11.9781-12.52-2.76-11.90711.46-1.389.356112.602.9312.8051-0.840.87-5.4041-12.07-2.95-12.9031-0.76-0.730.972112.633.1313.62112.310.634.18振型30的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)1112.46-5.49-104.11101-4.255.52214.1691-0.977.60-0.90814.36-7.70-189.21711.00-6.68-0.9061-4.369.07186.86171 XXXX大学本科生毕业设计（论文）51-0.674.462.56414.12-9.70-176.00310.71-3.24-22.4521-4.3310.61181.9411-0.822.2435.60各振型作用下Y方向的基底剪力-------------------------------------------------------振型号剪力(kN)10.7822433.66322.4641139.8350.6260.32714.1880.1894.19100.44111.2112391.09130.00140.91154.05160.01170.0018138.59190.05200.04210.03220.25230.02240.192566.21171 XXXX大学本科生毕业设计（论文）260.04270.642825.21292.01306.68各层Y方向的作用力(CQC)Floor：层号Tower：塔号Fy：Y向地震作用下结构的地震反应力Vy：Y向地震作用下结构的楼层剪力My：Y向地震作用下结构的弯矩StaticFy：静力法Y向的地震力------------------------------------------------------------------------------------------FloorTowerFyVy(分塔剪重比)(整层剪重比)MyStaticFy(kN)(kN)(kN-m)(kN)(注意:下面分塔输出的剪重比不适合于上连多塔结构)111202.26202.26(8.79%)(8.79%)728.14383.93101678.60871.67(6.70%)(6.70%)3845.37589.3291467.741287.78(5.65%)(5.65%)8419.54488.0981430.541570.57(4.81%)(4.81%)13891.20435.8071448.291791.27(4.22%)(4.22%)19963.27383.5061467.461991.79(3.81%)(3.81%)26522.62331.2051489.772196.26(3.52%)(3.52%)33569.17287.7541480.112403.97(3.32%)(3.32%)41155.17233.7931426.452592.32(3.14%)(3.14%)49313.41179.8421315.802725.71(2.93%)(2.93%)59478.86130.871136.552739.22(2.59%)(2.59%)70064.8177.65抗震规范(5.2.5)条要求的Y向楼层最小剪重比=1.60%Y方向的有效质量系数:99.67%171 XXXX大学本科生毕业设计（论文）==========各楼层地震剪力系数调整情况[抗震规范(5.2.5)验算]==========层号X向调整系数Y向调整系数11.0001.00021.0001.00031.0001.00041.0001.00051.0001.00061.0001.00071.0001.00081.0001.00091.0001.000101.0001.000111.0001.000所有位移的单位为毫米Floor：层号Tower：塔号Jmax：最大位移对应的节点号JmaxD：最大层间位移对应的节点号Max-(Z)：节点的最大竖向位移h：层高Max-(X)，Max-(Y)：X,Y方向的节点最大位移Ave-(X)，Ave-(Y)：X,Y方向的层平均位移Max-Dx，Max-Dy：X,Y方向的最大层间位移Ave-Dx，Ave-Dy：X,Y方向的平均层间位移Ratio-(X),Ratio-(Y)：最大位移与层平均位移的比值Ratio-Dx,Ratio-Dy：最大层间位移与平均层间位移的比值Max-Dx/h，Max-Dy/h：X,Y方向的最大层间位移角X-Disp，Y-Disp，Z-Disp：节点X,Y,Z方向的位移171 XXXX大学本科生毕业设计（论文）===工况1===X方向地震力作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/h111145913.4612.841.053600.15021.881.201.571/1915.101132212.4312.141.023600.13221.361.331.021/2651.91118211.1210.861.023600.11821.481.451.021/2424.8110449.699.461.023600.10441.551.521.021/2320.719068.187.991.023600.9061.591.551.021/2270.617686.646.491.023600.7691.581.541.021/2279.516305.094.971.023600.6301.491.451.021/2420.414923.623.541.023600.4921.381.351.021/2606.313542.242.191.023600.3541.201.171.021/3010.212161.051.031.024200.2160.990.971.021/4263.11820.070.061.004200.820.070.061.001/9999.X方向最大值层间位移角:1/1915.===工况2===Y方向地震力作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/h171 XXXX大学本科生毕业设计（论文）111150613.4712.161.113600.14981.961.081.811/1834.101133112.8211.741.093600.13311.261.151.091/2850.91119111.6110.641.093600.11911.441.311.091/2504.81105310.249.391.093600.10531.551.421.091/2325.719158.758.041.093600.9151.621.491.091/2217.617777.186.601.093600.7771.651.511.091/2177.516395.565.121.093600.6391.581.451.091/2278.415014.003.691.083600.5011.501.381.091/2401.313632.512.321.083600.3631.331.231.081/2711.212251.181.091.084200.2251.111.031.081/3780.11910.070.071.004200.910.070.071.001/9999.Y方向最大值层间位移角:1/1834.===工况3===X方向风荷载作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/h11114573.653.381.083600.14960.760.342.271/4711.10113222.902.871.013600.14240.310.301.031/9999.9111822.602.571.013600.171 XXXX大学本科生毕业设计（论文）11820.330.331.011/9999.8110442.272.251.013600.10440.350.341.011/9999.719061.921.911.013600.9060.360.351.011/9999.617681.571.551.013600.7690.360.361.011/9973.516301.201.191.013600.6300.340.341.011/9999.414920.860.851.013600.4920.320.321.011/9999.313540.540.531.013600.3540.280.281.011/9999.212160.250.251.014200.2160.240.241.011/9999.11820.020.021.004200.820.020.021.001/9999.X方向最大值层间位移角:1/4711.===工况4===Y方向风荷载作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/h11115064.454.111.083600.15060.720.391.871/4986.10113313.753.621.043600.13310.350.341.041/9999.9111913.403.281.043600.11910.390.381.041/9125.8110533.012.901.033600.10530.430.411.041/8430.719152.582.491.033600.9150.450.441.041/7916.171 XXXX大学本科生毕业设计（论文）617772.122.061.033600.7770.470.451.041/7632.516391.651.601.033600.6390.460.441.041/7857.415011.191.161.033600.5010.440.431.031/8174.313630.750.731.033600.3630.400.381.031/9106.212250.360.351.034200.2250.340.331.031/9999.111750.020.021.004200.1750.020.021.001/9999.Y方向最大值层间位移角:1/4986.===工况5===竖向恒载作用下的楼层最大位移FloorTowerJmaxMax-(Z)1111481-1.121011342-5.59911288-5.78811150-6.36711012-6.5061874-6.4851736-5.7941598-5.7131460-5.5121322-5.1911184-6.08===工况6===竖向活载作用下的楼层最大位移FloorTowerJmaxMax-(Z)1111459-1.34171 XXXX大学本科生毕业设计（论文）1011342-2.24911288-2.10811150-2.11711012-2.0261874-1.9451736-1.7041598-1.6231460-1.5321322-1.4311184-1.30超配筋信息：------------------------------------------------|第11层配筋、验算柱墙活荷载折减系数1.00|------------------------------------------------------------------------------------------------|第10层配筋、验算柱墙活荷载折减系数0.85|------------------------------------------------------------------------------------------------|第9层配筋、验算柱墙活荷载折减系数0.85|------------------------------------------------------------------------------------------------|第8层配筋、验算柱墙活荷载折减系数0.70|------------------------------------------------------------------------------------------------|第7层配筋、验算柱墙活荷载折减系数0.70|------------------------------------------------------------------------------------------------171 XXXX大学本科生毕业设计（论文）|第6层配筋、验算柱墙活荷载折减系数0.65|------------------------------------------------------------------------------------------------|第5层配筋、验算柱墙活荷载折减系数0.65|------------------------------------------------------------------------------------------------|第4层配筋、验算柱墙活荷载折减系数0.65|------------------------------------------------------------------------------------------------|第3层配筋、验算柱墙活荷载折减系数0.60|------------------------------------------------------------------------------------------------|第2层配筋、验算柱墙活荷载折减系数0.60|------------------------------------------------------------------------------------------------|第1层配筋、验算柱墙活荷载折减系数0.60|------------------------------------------------171 XXXX大学本科生毕业设计（论文）171 XXXX大学本科生毕业设计（论文）171 XXXX大学本科生毕业设计（论文）171 XXXX大学本科生毕业设计（论文）参考文献：1.周果行主编.房屋结构毕业设计指南.北京：中国建筑工业出版社，20042.杨志勇主编.土木工程专业毕业设计（第2版）.武汉：武汉理工大学出版社，2003.3第2版3.董军,张伟郁,顾建平主编.土木工程专业毕业设计指南——房屋建筑分册.北京：中国水利水电出版社,20024．王小红，罗建阳主编.建筑结构CAD-PKPM软件应用.北京：中国建筑工业出版社,20045．崔钦淑，欧新新主编.PKPM系列程序在土木工程中的应用.北京：中国水利水电出版社；知识产权出版社，20066．陈岱林，李云贵，魏文郎主编.多层及高层结构CAD软件高级应用.北京：中国建筑工业出版社，20047.中华人民共和国国家标准.建筑结构荷载规范（GB50009-2001）.北京：中国建筑工业出版社，20018.中华人民共和国国家标准.建筑抗震设计规范（GB50011-2001）.北京：中国建筑工业出版社，20019.中华人民共和国国家标准.高层民用建筑设计防火规范（GB50045-95）.北京：中国建筑工业出版社，199510．中华人民共和国国家标准.高层建筑混凝土结构技术规程（JGJ3-2002）.北京：中国建筑工业出版社，200211.中华人民共和国国家标准.建筑地基基础设计规范（GB50007-2002）.北京：中国建筑工业出版社，200212.中华人民共和国国家标准.建筑桩基技术规范（JGJ94-94）.北京：中国建筑工业出版社，199413．陈国兴，樊本良等编著.基础工程学.北京:中国水利水电出版社，200214．陈国兴，陈忠汉，马克俭等编著.工程结构抗震设计原理.北京:中国水利水电出版社，200215．梁启智编著.高层建筑结构分析与设计.广东：华南理工大学出版社，1991171 XXXX大学本科生毕业设计（论文）致谢在这次毕业设计的过程中，感谢XXX老师、XXX老师和XXX老师对我的耐心帮助、指导，帮我解决了很多疑问和困难，让我受益匪浅。.通过这段时间的学习、交流，我的专业知识有了较大程度的提高，同时，也发现自己有很多不足的地方。此外，房建专业的其他老师给予我的指导也是我的毕业设计得以顺利完成的重要原因。老师们开朗严谨的治学态度，深厚的专业功底，丰富的理论知识与实践经验，平易近人的作风，谦虚恭忍的处事态度使我印象深刻，亦是我今后学习与工作的努力方向。.同时，在设计中，高层组各位同学的建议和帮助以及大家的通力合作也是我今天能顺利完成这份毕业设计的前提。在毕业设计将要完成之际，特向所有老师和同学们致以最忠心的感谢与最崇高的敬意！171 XXXX大学本科生毕业设计（论文）结语本次毕业设计综合性较高，贴近实际工程，设计过程中所涉及的理论知识较多，把大学四年所学的专业课有机的结合了起来。通过这次毕业设计，不仅对所学的理论知识有了巩固和提高，而且对实践能力有了锻炼，同时也提高了办公软件和专业软件的操作能力。在设计过程中，首先构思建筑方案，绘制建筑施工图，然后进行结构设计，先利用PKPM对初设截面进行计算，在满足电算的情况下开始计算上部结构(恒载、活载、地震作用下的内力计算、内力组合、粱柱截面配筋、楼梯、现浇板和基础的设计)。设计过程中，在尊重导师的情况下，充分发挥了个人的主观能动性，培养了自己分析问题、解决问题的能力，在独立完成的前提下，很好发挥的团队的合作精神，从而顺利完成毕业设计。这次毕业设计让我受益匪浅，无论在知识的重新认识学习方面，还是在团队的合作协调以及互相配合的方面，我都得到了很大的锻炼和磨砺，它将会成为我人生阶段中一笔不小的财富。171'