合肥市六层学生公寓设计

合肥市六层学生公寓设计题目：合肥市六层学生公寓设计摘要该项目是合肥市一所学校的学生公寓，建筑物共六层，标准层层高为3.6m,总高22.5m。采取框架结构设计，主要是基于安全为主线进行设计。该设计主要包括结构布置、恒荷载、风荷载和地震作用的计算以及截面设计，并通过内力组合找到最不利的一组内力计算配筋。关键词：框架结构；荷载；截面设计ABSTRACTThe

project

is

a

student

apartment

of

a

school

in

HeFei

City.

The

building

has

six

floors,

with

a

standard

floor

height

of

3.6

m

and

a

total

height

of

22.5

m.

The

design

of

frame

structure

is

mainly

based

on

security.

The

design

mainly

includes

the

calculation

of

structural

arrangement,

constant

load,

wind

load

and

seismic

action,

as

well

as

the

section

design,

and

the

most

unfavorable

group

of

internal

forces

is

found

through

the

combination

of

internal

forces

to

calculate

the

reinforcement.KeyWords:Framestructure;Load;Sectiondesign1设计说明1.1工程设计概况本工程名称：合肥市六层学生公寓楼设计本工程地址：合肥市建筑设计使用年限：50年1.2建筑设计说明1.建筑设计基本要求根据任务书要求以及相关建筑构造规范做法编制建筑设计总说明，分项列出屋面楼面墙面构造做法，标识建筑单层面积、建筑总面积、建筑总高度等信息。建筑构造做法表1-1屋面、楼面做法屋面构造做法楼面构造做法1.40厚C20细石混凝土保护层1.10厚地砖铺实拍平，水泥浆擦缝2.10厚低标号砂浆隔离层2.20厚1:3干硬水泥砂浆3.高聚物改性沥青防水卷材3.素水泥砂浆结合层一遍4.20厚1：3水泥砂浆找平4.钢筋混凝土楼板5.20厚1:8水泥膨胀珍珠岩找坡5.20厚1：2水泥砂浆抹平6.现浇钢筋混凝土屋面板7.20厚1：2水泥砂浆抹平表1-2内墙、外墙做法外墙构造做法内墙构造做法1.棕褐色喷砂外墙漆1.20厚水泥砂浆抹灰2.8厚1:2.5水泥砂浆找平2.水泥空心砖3.12厚1:3水泥砂浆打底扫毛3.20厚水泥砂浆抹灰4.水泥空心砖5.20厚水泥砂浆1.3结构设计说明1.结构设计规范1）EQ土木工程专业2020届设计任务书2）EQ《建筑结构荷载规范》（GB5009—2012）3）EQ《混凝土结构设计规范》（GB50010—2010）4）EQ《建筑地基基础设计规范》（GB5007—2011）5）EQ《建筑抗震设计规范》（GB50011—2010）2.建筑使用活载标准值不上人屋面：0.5kN/m2楼面活荷载：宿舍楼、宿舍走廊2kN/m2。楼梯间：3.5kN/m23.设计使用材料混凝土C30，钢筋HRB400，箍筋HRB4004.场地气候条件基本风压（50年一遇）：0.35kN/m2基本雪压（50年一遇）：0.6kN/m2地面粗糙类别：B类未修正的承载力特征值：200kPa（持力层：粉质粘土）场地类别：Ⅱ类抗震设防类别：7度地震加速度：0.10g地震分组：第一组抗震等级：三级抗震

2计算简图截面确定2.1确定梁柱布置选取计算单元根据房屋的使用功能及建筑的设计要求，梁柱以及轴网布置图如图2-1，本设计选取②轴线横向框架进行计算分析，结构计算单元如图2-2。图2-1梁柱分布图图2-2结构计算单元2.2构件初估1.框架梁初估主梁截面高度按照梁跨度的1/8~1/12估算，次梁截面高度按照梁跨度的1/12~1/18估算，梁宽度按照梁高度的1/2~1/3估算。故：A~B跨梁l0=6600，取h=600，取250B~C跨梁l0=2100，取h=400，取250（跨度比较小的梁或者高震地区，为考虑工程的合理性，梁截面尺寸不一定在以上估算范围。） C~D跨梁l0=6600，取h=600，取250纵梁l0=3600，取h=400，取2502.框架柱初估A轴柱受荷面积6.6×0.5×（3.6+3.6）×0.5=11.88柱底轴力1.3×12×11.88×6×1.1×1.10=1345EQ\F(1345×1000,0.85×14.3)=110654mm²≈332.6mm×332.6mm分别估算各柱子截面A、B、C、D均为400mm×400mm——竖向荷载分项系数，1.30——单位面积楼面荷载，12.0——框架柱受荷面积——计算单元楼层层数——水平力增大系数，1.10——边柱增大系数，边柱1.1，中柱1.0——框架柱轴压比限值，0.85——框架柱混凝土轴心抗压强度设计值14.33.板厚度确定根据《混凝土结构设计规范》GB50010-20109.1.2，板的跨度和板厚比值单向板≤30，双向板≤40，考虑到经济以及结构安全，屋面板厚度取100mm，楼面板厚度取100mm。2.3框架计算简图图2-3框架梁柱计算简图框架梁计算跨度取轴线之间的距离，柱高度除底层外均取层高进行计算，底层柱高度从基础顶面算至一层楼板板顶面。一层柱计算高度h1=一层层高+室内外高差+基础顶面到室外地坪的高度，建筑室内外高差450mm，假设基础顶面到室外地坪的高度为550mm，则h1=3.6+0.45+0.55=4.6m。2.4线刚度和抗侧刚度框架梁两边都有板就是中框架，一边有板为边框架，杆件线刚度计算如下：中框架梁：，边框架梁：，框架柱：梁弹性模量3×10⁷，柱弹性模量3×10⁷表2-1梁柱线刚度计算表构件b（m）h（m）l（m）iAB中框架0.250.66.640909BC中框架0.250.42.138095CD中框架0.250.66.640909AB边框架0.250.66.630682BC边框架0.250.42.128571CD边框架0.250.66.630682标准层柱0.40.43.617778底层柱0.40.44.613913图2-4梁柱线刚度(kN·m)表2-2K和的计算公式表表2-2K和的计算公式表楼层边柱中柱一般层底层柱抗侧刚度D值的计算公式：表2-3横向框架各层侧向D值层次框架柱轴号柱根数KαcD(kN/m)∑D(kN/m)6~2层中框架A82.30110.5358807394196B84.44390.689611352C84.44390.689611352D82.30110.5358807边框架A21.72580.46327625B23.33290.62510288C23.33290.62510288D21.72580.463276251层中框架A82.94030.69645495233788B85.67840.80466348C85.67840.80466348D82.94030.69645495边框架A22.20530.64335076B24.25880.76035999C24.25880.76035999D22.20530.64335076第三章荷载计算3.1恒载计算3.1.1恒载面荷载计算屋面1.40厚C20细石混凝土保护层24×0.04=0.96kN/m22.10厚低标号砂浆隔离层20×0.01=0.2kN/m23.高聚物改性沥青防水卷材0.25kN/m24.20厚1：3水泥砂浆找平20×0.02=0.4kN/m25.20厚1:8水泥膨胀珍珠岩找坡7×0.02=0.14kN/m26.现浇钢筋混凝土屋面板25×0.1=2.5kN/m27.20厚1：2水泥砂浆抹平20×0.02=0.4kN/m2屋面恒荷载标准值4.85kN/m2楼面1.10厚地砖铺实拍平，水泥浆擦缝18×0.01=0.18kN/m22.20厚1:3干硬水泥砂浆20×0.02=0.4kN/m23.素水泥砂浆结合层一遍0.05kN/m24.钢筋混凝土楼板25×0.1=2.5kN/m25.20厚1：2水泥砂浆抹平20×0.02=0.4kN/m2楼面恒荷载标准值3.53kN/m2女儿墙1.棕褐色喷砂外墙漆0.1kN/m22.8厚1:2.5水泥砂浆找平20×0.008=0.16kN/m23.12厚1:3水泥砂浆打底扫毛20×0.012=0.24kN/m24.水泥空心砖10.3×0.2=2.06kN/m25.20厚水泥砂浆20×0.02=0.4kN/m2女儿墙恒荷载标准值2.96kN/m2内墙1.20厚水泥砂浆抹灰20×0.02=0.4kN/m22.水泥空心砖10.3×0.2=2.06kN/m23.20厚水泥砂浆抹灰20×0.02=0.4kN/m2内墙恒荷载标准值2.86kN/m2外墙1.棕褐色喷砂外墙漆0.1kN/m22.8厚1:2.5水泥砂浆找平20×0.008=0.16kN/m23.12厚1:3水泥砂浆打底扫毛20×0.012=0.24kN/m24.水泥空心砖10.3×0.2=2.06kN/m25.20厚水泥砂浆20×0.02=0.4kN/m2外墙恒荷载标准值2.96kN/m23.1.2横向框架梁恒载线荷载顶层框架梁线荷载计算AB跨梁自重25×0.25×0.6=3.75kN/mAB跨梁抹灰(0.6-0.1)×2×0.02×17=0.34kN/m合计q1=4.09kN/mAB梁(梯形)线荷载4.85×3.6×0.5×2=17.46kN/m等效均布荷载17.46×(1-2×1.8²/6.6²+1.8³/6.6³)=15.22kN/m线荷载合计q=4.09+15.22=19.31kN/mBC跨梁自重25×0.25×0.4=2.5kN/mBC跨梁抹灰(0.4-0.1)×2×0.02×17=0.2kN/m合计2.7kN/mBC梁(三角形)线荷载4.85×2.1×0.5×2=10.185kN/m等效均布荷载0.625×10.185=6.37kN/m线荷载合计q=2.7+6.37=9.07kN/mCD跨梁自重25×0.25×0.6=3.75kN/mCD跨梁抹灰(0.6-0.1)×2×0.02×17=0.34kN/m合计4.09kN/mCD梁(梯形)线荷载4.85×3.6×0.5×2=17.46kN/m等效均布荷载17.46×(1-2×1.8²/6.6²+1.8³/6.6³)=15.22kN/m线荷载合计q=4.09+15.22=19.31kN/m标准层框架梁线荷载计算AB跨梁自重25×0.25×0.6=3.75kN/mAB跨梁抹灰(0.6-0.1)×2×0.02×17=0.34kN/mAB跨梁上墙自重(含抹灰)2.86×(3.6-0.6)=8.58kN/m合计12.67kN/mAB梁(梯形)线荷载3.53×3.6×0.5×2=12.708kN/m等效均布荷载12.708×(1-2×1.8²/6.6²+1.8³/6.6³)=11.08kN/m线荷载合计q=12.67+11.08=23.75kN/mBC跨梁自重25×0.25×0.4=2.5kN/mBC跨梁抹灰(0.4-0.1)×2×0.02×17=0.2kN/m合计2.7kN/mBC梁(三角形)线荷载3.53×2.1×0.5×2=7.413kN/m等效均布荷载0.625×7.413=4.63kN/m线荷载合计q=2.7+4.63=7.33kN/mCD跨梁自重25×0.25×0.6=3.75kN/mCD跨梁抹灰(0.6-0.1)×2×0.02×17=0.34kN/mCD跨梁上墙自重(含抹灰)2.86×(3.6-0.6)=8.58kN/m合计12.67kN/mCD梁(梯形)线荷载3.53×3.6×0.5×2=12.708kN/m等效均布荷载12.708×(1-2×1.8²/6.6²+1.8³/6.6³)=11.08kN/m线荷载合计q=12.67+11.08=23.75kN/m3.1.3纵向框架梁恒载（集中荷载）荷载传递途径如下：板面荷载按照四个角的角平分线传给相邻的框架梁，框架梁上荷载通过梁柱节点传递给框架柱，每层的框架柱以及柱自重传递给下层柱子直至基础。A轴顶层恒载纵梁自重→柱3.6×0.25×(0.4-0.1)×25=6.75kN纵梁抹灰→纵梁→柱2×3.6×(0.4-0.1)×0.02×17=0.73kN0.9m女儿墙→纵梁→柱3.6×0.9×2.96=9.59kN板恒载→纵梁→柱1.8×1.8×4.85=15.71kN合计32.78kNB轴顶层恒载纵梁自重→柱3.6×0.25×(0.4-0.1)×25=6.75kN纵梁抹灰→纵梁→柱2×3.6×(0.4-0.1)×0.02×17=0.73kN板恒载→纵梁→柱(2.678×4.85+3.24×4.85)=28.7kN合计36.18kNC轴顶层恒载纵梁自重→柱3.6×0.25×(0.4-0.1)×25=6.75kN纵梁抹灰→纵梁→柱2×3.6×(0.4-0.1)×0.02×17=0.73kN板恒载→纵梁→柱(3.24×4.85+2.678×4.85)=28.7kN合计36.18kND轴顶层恒载纵梁自重→柱3.6×0.25×(0.4-0.1)×25=6.75kN纵梁抹灰→纵梁→柱2×3.6×(0.4-0.1)×0.02×17=0.73kN0.9m女儿墙→纵梁→柱3.6×0.9×2.96=9.59kN板恒载→纵梁→柱1.8×1.8×4.85=15.71kN合计32.78kNA轴标准层恒载纵梁自重→柱3.6×0.25×(0.4-0.1)×25=6.75kN纵梁抹灰→纵梁→柱2×3.6×(0.4-0.1)×0.02×17=0.73kN窗自重→纵梁→柱2.1×1.8×0.45=1.7kN墙自重→纵梁→柱(3.6×(3.6-0.4)-3.78)×2.96=22.91kN板恒载→纵梁→柱1.8×1.8×3.53=11.44kN合计43.53kNB轴标准层恒载纵梁自重→柱3.6×0.25×(0.4-0.1)×25=6.75kN纵梁抹灰→纵梁→柱2×3.6×(0.4-0.1)×0.02×17=0.73kN门自重→纵梁→柱1×2.4×0.45=1.08kN墙自重→纵梁→柱(3.6×(3.6-0.4)-2.4)×2.86=26.08kN板恒载→纵梁→柱(2.678×3.53+3.24×3.53)=20.89kN合计55.53kNC轴标准层恒载纵梁自重→柱3.6×0.25×(0.4-0.1)×25=6.75kN纵梁抹灰→纵梁→柱2×3.6×(0.4-0.1)×0.02×17=0.73kN门自重→纵梁→柱1×2.4×0.45=1.08kN墙自重→纵梁→柱(3.6×(3.6-0.4)-2.4)×2.86=26.08kN板恒载→纵梁→柱(3.24×3.53+2.678×3.53)=20.89kN合计55.53kND轴标准层恒载纵梁自重→柱3.6×0.25×(0.4-0.1)×25=6.75kN纵梁抹灰→纵梁→柱2×3.6×(0.4-0.1)×0.02×17=0.73kN窗自重→纵梁→柱2.1×1.8×0.45=1.7kN墙自重→纵梁→柱(3.6×(3.6-0.4)-3.78)×2.96=22.91kN板恒载→纵梁→柱1.8×1.8×3.53=11.44kN合计43.53kN图3-1恒荷载作用示意图3.2活载计算3.2.1活载线荷载活载设计值：不上人屋面0.5kN/m2，宿舍楼2kN/m2，宿舍走廊2kN/m2。。顶层框架梁线荷载计算AB梁(梯形)线荷载0.5×3.6×0.5×2=1.8kN/m等效均布荷载:1.8×(1-2×1.8²/6.6²+1.8³/6.6³)=1.57kN/mBC梁(三角形)线荷载0.5×2.1×0.5×2=1.05kN/m等效均布荷载0.625×1.05=0.66kN/mCD梁(梯形)线荷载0.5×3.6×0.5×2=1.8kN/m等效均布荷载:1.8×(1-2×1.8²/6.6²+1.8³/6.6³)=1.57kN/m标准层框架梁线荷载计算AB梁(梯形)线荷载2×3.6×0.5×2=7.2kN/m等效均布荷载：7.2×(1-2×1.8²/6.6²+1.8³/6.6³)=6.27kN/mBC梁(三角形)线荷载2×2.1×0.5×2=4.2kN/m等效均布荷载:0.625×4.2=2.63kN/mCD梁(梯形)线荷载2×3.6×0.5×2=7.2kN/m等效均布荷载:=7.2×(1-2×1.8²/6.6²+1.8³/6.6³)=6.27kN/m3.2.2纵向框架梁活载（集中荷载）A轴顶层活载1.8×1.8×0.5=1.62kNB轴顶层活载(2.678×0.5+3.24×0.5)=2.96kNC轴顶层活载(3.24×0.5+2.678×0.5)=2.96kND轴顶层活载1.8×1.8×0.5=1.62kNA轴标准层活载1.8×1.8×2=6.48kNB轴标准层活载(2.678×2+3.24×2)=11.84kNC轴标准层活载(3.24×2+2.678×2)=11.84kND轴标准层活载1.8×1.8×2=6.48kN图3-2活荷载作用示意图3.3横向水平风荷载计算3.3.1风荷载标准值对于水平风荷载，由于风荷载垂直于建筑物表面，并且风荷载大小与受风面积，风震系数，风荷载体型系数，风压高度变化系数，建筑物当地的风压均有关系。风荷载计算将受风面积内的风荷载集中到框架节点处简化计算，计算公式：，其中代表受风面积，，分别为上下层层高，对于底层应加上室内外高差，对于顶层为女儿墙高度的两倍，B为受风宽度。表3-1风荷载计算层号hihjBβzμsμzω0wk63.61.83.61.001.31.2720.355.6353.63.63.61.001.31.2100.357.1443.63.63.61.001.31.1380.356.7133.63.63.61.001.31.0470.356.1723.63.63.61.001.31.0000.355.914.053.63.61.001.31.0000.356.27图3-3风荷载作用示意图（kN）3.3.2风横向框架侧移验算EQ风荷载作用下的水平层间侧移计算公式EQΔui为第i层的层间侧移EQVi为第i层的总剪力EQ∑Di为第i层的侧移刚度和各层层间位移角见表3-2，其中层间位移最大处于第1层其值为1/2880＜1/550，满足规范要求。表3-2风荷载位移层次Wk(kN)V(kN)∑D/(kN/m)Δui(mm)h(m)Δui/hi65.635.63403180.143.61/2571457.1412.77403180.3173.61/1135646.7119.48403180.4833.61/745336.1725.65403180.6363.61/566025.931.55403180.7833.61/459816.2737.82236861.5974.61/28803.4横向水平地震作用计算3.4.1重力荷载计算1．屋面楼面恒载计算6层：4.85×15.3×32.4=2404kN5层：3.53×15.3×32.4=1750kN4层：3.53×15.3×32.4=1750kN3层：3.53×15.3×32.4=1750kN2层：3.53×15.3×32.4=1750kN1层：3.53×15.3×32.4=1750kN2．屋面楼面活载计算6层：0.6×15.3×32.4=297kN5层：2×(15.3×32.4-6.6×7.2)+3.5×6.6×7.2=1063kN4层：2×(15.3×32.4-6.6×7.2)+3.5×6.6×7.2=1063kN3层：2×(15.3×32.4-6.6×7.2)+3.5×6.6×7.2=1063kN2层：2×(15.3×32.4-6.6×7.2)+3.5×6.6×7.2=1063kN1层：2×(15.3×32.4-6.6×7.2)+3.5×6.6×7.2=1063kN梁荷载计算6层：0.25×0.4×32.4×4×25×1.05+0.25×0.6×6.6×20×25×1.05+0.25×0.4×2.1×10×25×1.05=915.08kN5层：0.25×0.4×32.4×4×25×1.05+0.25×0.6×6.6×20×25×1.05+0.25×0.4×2.1×10×25×1.05=915.08kN4层：0.25×0.4×32.4×4×25×1.05+0.25×0.6×6.6×20×25×1.05+0.25×0.4×2.1×10×25×1.05=915.08kN3层：0.25×0.4×32.4×4×25×1.05+0.25×0.6×6.6×20×25×1.05+0.25×0.4×2.1×10×25×1.05=915.08kN2层：0.25×0.4×32.4×4×25×1.05+0.25×0.6×6.6×20×25×1.05+0.25×0.4×2.1×10×25×1.05=915.08kN1层：0.25×0.4×32.4×4×25×1.05+0.25×0.6×6.6×20×25×1.05+0.25×0.4×2.1×10×25×1.05=915.08kN4．柱荷载计算6层：25×1.05×3.6×0.4×0.4×40=605kN5层：25×1.05×3.6×0.4×0.4×40=605kN4层：25×1.05×3.6×0.4×0.4×40=605kN3层：25×1.05×3.6×0.4×0.4×40=605kN2层：25×1.05×3.6×0.4×0.4×40=605kN1层：25×1.05×4.6×0.4×0.4×40=773kN5．门、窗荷载计算6层：2×0.45×1.2×1.8+2×0.45×2.1×0.9+16×0.45×2.1×1.8+17×0.45×1×2.4=49kN5层：2×0.45×1.2×1.8+2×0.45×2.1×0.9+16×0.45×2.1×1.8+17×0.45×1×2.4=49kN4层：2×0.45×1.2×1.8+2×0.45×2.1×0.9+16×0.45×2.1×1.8+17×0.45×1×2.4=49kN3层：2×0.45×1.2×1.8+2×0.45×2.1×0.9+16×0.45×2.1×1.8+17×0.45×1×2.4=49kN2层：2×0.45×1.2×1.8+2×0.45×2.1×0.9+16×0.45×2.1×1.8+17×0.45×1×2.4=49kN1层：2×0.45×1.2×2.4+2×0.45×2.1×0.9+16×0.45×2.1×1.8+14×0.45×1×2.4+2×0.45×1.8×2.4=51kN6．墙荷载计算屋面层女儿墙：(32.4×0.9×2+15.3×0.9×2)×2.96=254.15kN6层外墙：(32.4×3.2×2+6.6×3×4+2.1×3.2×2-2×1.2×1.8-2×2.1×0.9-16×2.1×1.8)×2.96=685kN5层外墙：(32.4×3.2×2+6.6×3×4+2.1×3.2×2-2×1.2×1.8-2×2.1×0.9-16×2.1×1.8)×2.96=685kN4层外墙：(32.4×3.2×2+6.6×3×4+2.1×3.2×2-2×1.2×1.8-2×2.1×0.9-16×2.1×1.8)×2.96=685kN3层外墙：(32.4×3.2×2+6.6×3×4+2.1×3.2×2-2×1.2×1.8-2×2.1×0.9-16×2.1×1.8)×2.96=685kN2层外墙：(32.4×3.2×2+6.6×3×4+2.1×3.2×2-2×1.2×1.8-2×2.1×0.9-16×2.1×1.8)×2.96=685kN1层外墙：(32.4×3.2×2+6.6×3×4+2.1×3.2×2-2×1.2×2.4-2×2.1×0.9-16×2.1×1.8-2×1.8×2.4)×2.96=655.17kN6层内墙：(3.6×3.2×16+6.6×3×16-17×1×2.4)×2.86=1316.52kN5层内墙：(3.6×3.2×16+6.6×3×16-17×1×2.4)×2.86=1316.52kN4层内墙：(3.6×3.2×16+6.6×3×16-17×1×2.4)×2.86=1316.52kN3层内墙：(3.6×3.2×16+6.6×3×16-17×1×2.4)×2.86=1316.52kN2层内墙：(3.6×3.2×16+6.6×3×16-17×1×2.4)×2.86=1316.52kN1层内墙：(3.6×3.2×14+6.6×3×15-14×1×2.4)×2.86=1214.58kN7．重力荷载合计顶层重力荷载合计=屋面恒载+屋面雪荷载/2+屋面梁荷载+顶层柱重/2+顶层门窗/2+女儿墙+顶层内墙/2+顶层外墙/2标准层重力荷载合计=楼面恒载+楼面活荷载/2+楼面梁荷载+上层柱重/2+下层柱重/2+上层门窗/2+下层门窗/2+上层内墙/2+上层外墙/2+下层内墙/2+下层外墙/2G6=2404+297/2+915.08+605/2+49/2+254.15+685/2+1316.52/2=5049.49kNG5=1750+1063/2+915.08+605/2+605/2+49/2+49/2+685/2+685/2+1316.52/2+1316.52/2=5852.1kNG4=1750+1063/2+915.08+605/2+605/2+49/2+49/2+685/2+685/2+1316.52/2+1316.52/2=5852.1kNG3=1750+1063/2+915.08+605/2+605/2+49/2+49/2+685/2+685/2+1316.52/2+1316.52/2=5852.1kNG2=1750+1063/2+915.08+605/2+605/2+49/2+49/2+685/2+685/2+1316.52/2+1316.52/2=5852.1kNG1=1750+1063/2+915.08+605/2+773/2+49/2+51/2+685/2+655.17/2+1316.52/2+1214.58/2=5871.215kN图3-4重力荷载代表值3.4.2结构基本自震周期计算；结构自震周期用假想顶点位移计算结构基本自振周期，计算过程见表3-3，0.3593，地震作用下周期折减系数0.7，基本周期0.713表3-3结构顶点侧移层次Gi(kN)Vgi(kN)ΣDi(kN/m)Δui(m)uT(m)65049.495049.493941960.01280.359355852.110901.593941960.02770.346545852.116753.693941960.04250.318835852.122605.793941960.05730.276325852.128457.893941960.07220.21915871.21534329.1052337880.14680.14683.4.3横向水平地震计算根据工程所在地以及任务书要求，查得抗震设防烈度7度0.10g，0.08，场地类别Ⅱ类，第一组，查得特征周期0.35水平地震影响系数按如下公式计算当T1<0.1时，α1=0.45×αmax+(0.55×αmax/0.1)×T1当0.1≤T1≤Tg时，α1=αmax当Tg<T1≤5Tg时，EQα1=\b\lc\((\b\rc\)(\F(Tg,T1)))0.9αmax因为Tg<T1≤5Tg，则α1=0.04220.85×34329.105=29179.73925kNT1>1.4Tg=1.4×0.35=0.49s且Tg≤0.35所以0.08T1+0.07=0.127EQ0.127×1231.385=156.39459480.3结构底部横向水平地震作用标准值：结构顶部横向水平地震作用标准值：其他层横向水平地震作用标准值：表3-4各质点水平地震剪力层次Hi(m)Gi(kN)GiHi(kN·m)Fi(kN)Vi(kN)622.65049.49114118.47423.38423.385195852.1111189.9260.14683.52415.45852.190122.34210.85894.37311.85852.169054.78161.561055.9328.25852.147987.22112.271168.214.65871.21527007.5963.191231.393.4.4地震横向框架侧移验算各层层间位移角见表3-5，其中层间位移最大处于第1层其值为1/873＜1/550，满足规范要求。表3-5水平地震位移验算层次hi(m)Vi(kN)∑Di(N/m)△μi(mm)△μi/hi63.6423.383941961.0741/335253.6683.523941961.7341/207643.6894.373941962.2691/158733.61055.933941962.6791/134423.61168.23941962.9641/121514.61231.392337885.2671/873第四章横向框架内力计算本章节弯矩、剪力、轴力单位分别为kN.m、kN、kN，内力除轴力受拉为负，受压为正，其他内力均以逆时针转动为负，顺时针转动为正。4.1横向框架恒载内力计算4.1.1框架节点分配系数各层各节点的分配系数计算如下：A轴柱6层EQ\f(4×17778,4×(17778+40909))=0.303EQ\f(4×40909,4×(17778+40909))=0.697B轴柱6层EQ\f(4×40909,4×(40909+17778+38095))=0.423EQ\f(4×17778,4×(40909+17778+38095))=0.184EQ\f(4×38095,4×(40909+17778+38095))=0.394C轴柱6层EQ\f(4×38095,4×(38095+17778+40909))=0.394EQ\f(4×17778,4×(38095+17778+40909))=0.184EQ\f(4×40909,4×(38095+17778+40909))=0.423D轴柱6层EQ\f(4×40909,4×(40909+17778))=0.697EQ\f(4×17778,4×(40909+17778))=0.303A轴柱5层~2层EQ\f(4×17778,4×(17778×2+40909))=0.232EQ\f(4×17778,4×(17778×2+40909))=0.232EQ\f(4×40909,4×(17778×2+40909))=0.535B轴柱5层~2层EQ\f(4×40909,4×(40909+17778×2+38095))=0.357EQ\f(4×17778,4×(40909+17778×2+38095))=0.155EQ\f(4×17778,4×(40909+17778×2+38095))=0.155EQ\f(4×38095,4×(40909+17778×2+38095))=0.333C轴柱5层~2层EQ\f(4×38095,4×(38095+17778×2+40909))=0.333EQ\f(4×17778,4×(38095+17778×2+40909))=0.155EQ\f(4×17778,4×(38095+17778×2+40909))=0.155EQ\f(4×40909,4×(38095+17778×2+40909))=0.357D轴柱5层~2层EQ\f(4×40909,4×(40909+17778×2))=0.535EQ\f(4×17778,4×(40909+17778×2))=0.232EQ\f(4×17778,4×(40909+17778×2))=0.232A轴柱1层EQ\f(4×17778,4×(17778+13913+40909))=0.245EQ\f(4×13913,4×(17778+13913+40909))=0.192EQ\f(4×40909,4×(17778+13913+40909))=0.563B轴柱1层EQ\f(4×40909,4×(40909+17778+13913+38095))=0.37EQ\f(4×17778,4×(40909+17778+13913+38095))=0.161EQ\f(4×13913,4×(40909+17778+13913+38095))=0.126EQ\f(4×38095,4×(40909+17778+13913+38095))=0.344C轴柱1层EQ\f(4×38095,4×(38095+17778+13913+40909))=0.344EQ\f(4×17778,4×(38095+17778+13913+40909))=0.161EQ\f(4×13913,4×(38095+17778+13913+40909))=0.126EQ\f(4×40909,4×(38095+17778+13913+40909))=0.37D轴柱1层EQ\f(4×40909,4×(40909+17778+13913))=0.563EQ\f(4×17778,4×(40909+17778+13913))=0.245EQ\f(4×13913,4×(40909+17778+13913))=0.1924.1.2横向框架恒载固端弯矩顶层梁恒载固端计算：AB跨-1/12×19.31×6.6×6.6=-70.1kN.mBC跨-1/12×9.07×2.1×2.1=-3.33kN.mCD跨-1/12×19.31×6.6×6.6=-70.1kN.m标准层梁恒载固端计算：AB跨-1/12×23.75×6.6×6.6=-86.21kN.mBC跨-1/12×7.33×2.1×2.1=-2.69kN.CD跨-1/12×23.75×6.6×6.6=-86.21kN.m4.1.3横向框架恒载弯矩根据内力平衡条件计算跨中弯矩，先计算出简支状态下的跨中弯矩，然后根据简支状态下的跨中弯矩和支座两端弯矩求出跨中弯矩，计算公式：。恒载作用下顶层梁跨中弯矩计算如下：AB跨均布荷载1/8×4.09×6.6×6.6=22.27梯形荷载17.46×6.6×6.6/24×(3-4×1.8²/6.6²)=85.64总计22.27+85.64=107.91BC跨均布荷载1/8×2.7×2.1×2.1=1.49三角形荷载10.185×2.1×2.1/12=3.74总计1.49+3.74=5.23CD跨均布荷载1/8×4.09×6.6×6.6=22.27梯形荷载17.46×6.6×6.6/24×(3-4×1.8²/6.6²)=85.64总计22.27+85.64=107.91恒载作用下标准层梁跨中弯矩计算如下：AB跨均布荷载1/8×12.67×6.6×6.6=68.99梯形荷载12.708×6.6×6.6/24×(3-4×1.8²/6.6²)=62.33总计68.99+62.33=131.32BC跨均布荷载1/8×2.7×2.1×2.1=1.49三角形荷载7.413×2.1×2.1/12=2.72总计1.49+2.72=4.21CD跨均布荷载1/8×12.67×6.6×6.6=68.99梯形荷载12.708×6.6×6.6/24×(3-4×1.8²/6.6²)=62.33总计68.99+62.33=131.32表4-1恒载作用下跨中弯矩计算表层次梁跨M左M右M0M中6AB-32.4853.22107.9165.06BC-28.7428.745.23-23.51CD-53.2232.48107.9165.065AB-57.9770.79131.3266.94BC-24.7124.714.21-20.5CD-70.7957.97131.3266.944AB-57.6470.91131.3267.05BC-24.6024.604.21-20.39CD-70.9157.64131.3267.053AB-57.6470.91131.3267.05BC-24.6024.604.21-20.39CD-70.9157.64131.3267.052AB-57.9471.00131.3266.85BC-24.5224.524.21-20.31CD-71.0057.94131.3266.851AB-50.0367.79131.3272.41BC-28.1128.114.21-23.9CD-67.7950.03131.3272.41图4-1恒载作用下的弯矩图（kN.m）4.1.4横向框架恒载梁柱剪力框架梁左端：框架梁右端：框架柱剪力：、为框架梁左端和右端在简支状态下的支座反力、为框架梁左和右端弯矩、为框架柱上和下端弯矩为框架梁柱构件计算长度恒载作用下顶层梁简支支座剪力AB跨均布荷载4.09×6.6/2=13.5梯形荷载(6.6-1.8)×17.46/2=41.9合计13.5+41.9=55.4BC跨均布荷载2.7×2.1/2=2.84三角形荷载=10.185×2.1/4=5.35合计2.84+5.35=8.19CD跨均布荷载4.09×6.6/2=13.5梯形荷载(6.6-1.8)×17.46/2=41.9合计13.5+41.9=55.4恒载作用下标准层梁简支支座剪力AB跨均布荷载12.67×6.6/2=41.81梯形荷载(6.6-1.8)×12.708/2=30.5合计41.81+30.5=72.31BC跨均布荷载2.7×2.1/2=2.84三角形荷载=7.413×2.1/4=3.89合计2.84+3.89=6.73CD跨均布荷载12.67×6.6/2=41.81梯形荷载(6.6-1.8)×12.708/2=30.5合计41.81+30.5=72.31表4-2恒载框架梁剪力层次梁跨l(m)R左R右MlMrV左V右6AB6.655.4-55.4-32.4853.2252.26-58.54BC2.18.19-8.19-28.7428.748.19-8.19CD6.655.4-55.4-53.2232.4858.54-52.265AB6.672.31-72.31-57.9770.7970.37-74.25BC2.16.73-6.73-24.7124.716.73-6.73CD6.672.31-72.31-70.7957.9774.25-70.374AB6.672.31-72.31-57.6470.9170.3-74.32BC2.16.73-6.73-24.624.66.73-6.73CD6.672.31-72.31-70.9157.6474.32-70.33AB6.672.31-72.31-57.6470.9170.3-74.32BC2.16.73-6.73-24.624.66.73-6.73CD6.672.31-72.31-70.9157.6474.32-70.32AB6.672.31-72.31-57.947170.33-74.29BC2.16.73-6.73-24.5224.526.73-6.73CD6.672.31-72.31-7157.9474.29-70.331AB6.672.31-72.31-50.0367.7969.62-75BC2.16.73-6.73-28.1128.116.73-6.73CD6.672.31-72.31-67.7950.0375-69.62表4-3恒载作用下框架柱剪力柱轴号层次层高M上M下VA63.632.4829.3-17.1653.628.6828.82-15.9743.628.8228.82-16.0133.628.8228.69-15.9823.629.2532.45-17.1414.617.598.8-5.74B63.6-24.49-22.8813.1653.6-23.21-23.1612.8843.6-23.16-23.1612.8733.6-23.16-23.1212.8623.6-23.37-25.1113.4714.6-14.57-7.294.75C63.624.4922.88-13.1653.623.2123.16-12.8843.623.1623.16-12.8733.623.1623.12-12.8623.623.3725.11-13.4714.614.577.29-4.75D63.6-32.48-29.3017.1653.6-28.68-28.8215.9743.6-28.82-28.8216.0133.6-28.82-28.6915.9823.6-29.25-32.4517.1414.6-17.59-8.805.74图4-2恒载作用下剪力图（kN）4.1.5横向框架恒载柱子轴力框架柱顶轴力：框架柱底轴力：指每层纵向梁传递给框架柱恒载，、分别为框架柱左、右端梁剪力，框架柱容重25，不计算柱子抹灰。表4-4恒载作用下框架柱轴力柱轴号层次Nb(m)h(m)l(m)V左V右柱重柱顶柱底A632.780.40.43.6052.2614.48599.4543.530.40.43.6070.3714.4213.3227.7443.530.40.43.6070.314.4341.5355.9343.530.40.43.6070.314.4469.7484.1243.530.40.43.6070.3314.4598612.4143.530.40.44.6069.6218.4725.6744B636.180.40.43.6-58.548.1914.4102.9117.3555.530.40.43.6-74.256.7314.4253.8268.2455.530.40.43.6-74.326.7314.4404.8419.2355.530.40.43.6-74.326.7314.4555.8570.2255.530.40.43.6-74.296.7314.4706.8721.2155.530.40.44.6-756.7318.4858.5876.9C636.180.40.43.6-8.1958.5414.4102.9117.3555.530.40.43.6-6.7374.2514.4253.8268.2455.530.40.43.6-6.7374.3214.4404.8419.2355.530.40.43.6-6.7374.3214.4555.8570.2255.530.40.43.6-6.7374.2914.4706.8721.2155.530.40.44.6-6.737518.4858.5876.9D632.780.40.43.6-52.26014.48599.4543.530.40.43.6-70.37014.4213.3227.7443.530.40.43.6-70.3014.4341.5355.9343.530.40.43.6-70.3014.4469.7484.1243.530.40.43.6-70.33014.4598612.4143.530.40.44.6-69.62018.4725.6744图4-3恒载作用下轴力图（kN）4.2横向框架活载内力计算4.2.1横向框架活载固端弯矩顶层梁活载固端计算：AB跨-1/12×1.57×6.6×6.6=-5.7kN.mBC跨-1/12×0.66×2.1×2.1=-0.24kN.mCD跨-1/12×1.57×6.6×6.6=-5.7kN.m标准层梁活载固端计算：AB跨-1/12×6.27×6.6×6.6=-22.76kN.mBC跨-1/12×2.63×2.1×2.1=-0.97kN.mCD跨-1/12×6.27×6.6×6.6=-22.76kN.m4.2.2横向框架活载弯矩计算上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.3030.6970.4220.1840.3940.3940.1840.4220.6970.303-5.705.70-0.240.24-5.75.71.733.97-2.30-1.00-2.152.151.002.30-3.97-1.732.64-1.151.99-1.691.08-1.081.69-1.991.15-2.64-0.45-1.04-0.58-0.25-0.540.540.250.581.040.453.92-3.924.81-2.94-1.851.852.94-4.813.92-3.920.2320.2320.5360.3570.1550.1550.3330.3330.1550.1550.3570.5360.2320.232-22.7622.76-0.970.97-22.7622.765.285.2812.20-7.78-3.38-3.38-7.267.263.383.387.78-12.20-5.28-5.280.872.64-3.896.10-0.50-1.693.63-3.630.501.69-6.103.89-0.87-2.640.090.090.20-2.69-1.17-1.17-2.512.511.171.172.69-0.20-0.09-0.096.248.01-14.2518.39-5.05-6.24-7.117.115.056.24-18.3914.25-6.24-8.010.2320.2320.5360.3570.1550.1550.3330.3330.1550.1550.3570.5360.2320.232-22.7622.76-0.970.97-22.7622.765.285.2812.20-7.78-3.38-3.38-7.267.263.383.387.78-12.20-5.28-5.282.642.64-3.896.10-1.69-1.693.63-3.631.691.69-6.103.89-2.64-2.64-0.32-0.32-0.75-2.27-0.98-0.98-2.112.110.980.982.270.750.320.327.607.60-15.2018.81-6.05-6.05-6.716.716.056.05-18.8115.20-7.60-7.600.2320.2320.5360.3570.1550.1550.3330.3330.1550.1550.3570.5360.2320.232-22.7622.76-0.970.97-22.7622.765.285.2812.20-7.78-3.38-3.38-7.267.263.383.387.78-12.20-5.28-5.282.642.64-3.896.10-1.69-1.693.63-3.631.691.69-6.103.89-2.64-2.64-0.32-0.32-0.75-2.27-0.98-0.98-2.112.110.980.982.270.750.320.327.607.60-15.2018.81-6.05-6.05-6.716.716.056.05-18.8115.20-7.60-7.600.2320.2320.5360.3570.1550.1550.3330.3330.1550.1550.3570.5360.2320.232-22.7622.76-0.970.97-22.7622.765.285.2812.20-7.78-3.38-3.38-7.267.263.383.387.78-12.20-5.28-5.282.642.79-3.896.10-1.69-1.753.63-3.631.691.76-6.103.89-2.64-2.79-0.36-0.36-0.83-2.25-0.97-0.97-2.092.090.970.972.240.830.360.367.567.71-15.2818.83-6.04-6.10-6.696.696.046.11-18.8415.28-7.56-7.710.2450.1920.5630.3690.160.1260.3440.3440.1610.1260.3690.5630.2450.192-22.7622.76-0.970.97-22.7622.765.584.3712.81-8.04-3.49-2.75-7.507.503.512.758.04-12.81-5.58-4.372.640.00-4.026.41-1.690.003.75-3.751.690.00-6.414.02-2.640.000.340.260.78-3.13-1.36-1.07-2.912.911.361.073.13-0.78-0.34-0.268.564.63-13.1918.00-6.54-3.82-7.637.636.563.82-18.0013.19-8.56-4.632.32A-1.91B1.91C-2.32D活载作用下顶层梁跨中弯矩计算如下：AB梯形荷载1.8×6.6×6.6/24×(3-4×1.8²/6.6²)=8.83BC三角形荷载1.05×2.1×2.1/12=0.39CD梯形荷载1.8×6.6×6.6/24×(3-4×1.8²/6.6²)=8.83活载作用下标准层梁跨中弯矩计算如下AB梯形荷载7.2×6.6×6.6/24×(3-4×1.8²/6.6²)=35.32BC三角形荷载4.2×2.1×2.1/12=1.54CD梯形荷载7.2×6.6×6.6/24×(3-4×1.8²/6.6²)=35.32表4-1活载作用下跨中弯矩计算表层次梁跨M左M右M0M中6AB-3.924.818.834.47BC-1.851.850.39-1.46CD-4.813.928.834.475AB-14.2518.3935.3219BC-7.117.111.54-5.57CD-18.3914.2535.32194AB-15.2018.8135.3218.32BC-6.716.711.54-5.17CD-18.8115.2035.3218.323AB-15.2018.8135.3218.32BC-6.716.711.54-5.17CD-18.8115.2035.3218.322AB-15.2818.8335.3218.27BC-6.696.691.54-5.15CD-18.8415.2835.3218.261AB-13.1918.0035.3219.73BC-7.637.631.54-6.09CD-18.0013.1935.3219.73图4-4活载作用下弯矩图（kN.m）4.2.3横向框架活载梁柱剪力活载作用下顶层梁简支支座剪力AB梯跨形荷载(6.6-1.8)×1.8/2=4.32BC跨三角形荷载=1.05×2.1/4=0.55CD跨梯形荷载(6.6-1.8)×1.8/2=4.32活载作用下标准层梁简支支座剪力AB跨梯形荷载(6.6-1.8)×7.2/2=17.28BC跨三角形荷载=4.2×2.1/4=2.21CD跨梯形荷载(6.6-1.8)×7.2/2=17.28表4-6活载框架梁剪力层次梁跨l(m)R左R右MlMrV左V右6AB6.64.32-4.32-3.924.814.19-4.45BC2.10.55-0.55-1.851.850.55-0.55CD6.64.32-4.32-4.813.924.45-4.195AB6.617.28-17.28-14.2518.3916.65-17.91BC2.12.21-2.21-7.117.112.21-2.21CD6.617.28-17.28-18.3914.2517.91-16.654AB6.617.28-17.28-15.218.8116.73-17.83BC2.12.21-2.21-6.716.712.21-2.21CD6.617.28-17.28-18.8115.217.83-16.733AB6.617.28-17.28-15.218.8116.73-17.83BC2.12.21-2.21-6.716.712.21-2.21CD6.617.28-17.28-18.8115.217.83-16.732AB6.617.28-17.28-15.2818.8316.74-17.82BC2.12.21-2.21-6.696.692.21-2.21CD6.617.28-17.28-18.8415.2817.82-16.741AB6.617.28-17.28-13.191816.55-18.01BC2.12.21-2.21-7.637.632.21-2.21CD6.617.28-17.28-1813.1918.01-16.55表4-7活载作用下框架柱剪力柱轴号层次层高M上M下VA柱63.63.926.24-2.8253.68.017.6-4.3443.67.67.6-4.2233.67.67.56-4.2123.67.718.56-4.5214.64.632.32-1.51B柱63.6-2.94-5.052.2253.6-6.24-6.053.4143.6-6.05-6.053.3633.6-6.05-6.043.3623.6-6.10-6.543.5114.6-3.82-1.911.25C柱63.62.945.05-2.2253.66.246.05-3.4143.66.056.05-3.3633.66.056.04-3.3623.66.116.56-3.5214.63.821.91-1.25D柱63.6-3.92-6.242.8253.6-8.01-7.604.3443.6-7.60-7.604.2233.6-7.60-7.564.2123.6-7.71-8.564.5214.6-4.63-2.321.51图4-5活载作用下剪力图（kN）4.2.4横向活载柱子轴力指每层纵向梁传递给框架柱活载，、分别为框架柱左、右端梁剪力。表4-8活载作用下框架柱轴力柱轴号层次NV左V右柱顶柱底A61.6204.195.85.856.48016.6528.928.946.48016.7352.152.136.48016.7375.375.326.48016.7498.598.516.48016.55121.5121.5B62.96-4.450.5588511.84-17.912.214040411.84-17.832.2171.971.9311.84-17.832.21103.8103.8211.84-17.822.21135.7135.7111.84-18.012.21167.8167.8C62.96-0.554.4588511.84-2.2117.914040411.84-2.2117.8371.971.9311.84-2.2117.83103.8103.8211.84-2.2117.82135.7135.7111.84-2.2118.01167.8167.8D61.62-4.1905.85.856.48-16.65028.928.946.48-16.73052.152.136.48-16.73075.375.326.48-16.74098.598.516.48-16.550121.5121.5图4-6活载作用下轴力（kN）4.3横向框架风荷载内力计算4.3.1横向框架风荷载柱子剪力水平荷载计算方法：D值法（修正反弯点法），水平荷载柱子剪力计算根据框架柱抗侧刚度将层间剪力分配到框架柱EQDi为对应柱子的抗侧刚度EQ∑Di为某层柱子抗侧刚度总和EQF为水平风荷载作用下的层间剪力。表4-19风荷载柱剪力层次柱轴号∑D(kN/m)D(kN/m)F(kN)V(kN)6A4031888075.631.23B40318113525.631.59C40318113525.631.59D4031888075.631.235A40318880712.772.79B403181135212.773.6C403181135212.773.6D40318880712.772.794A40318880719.484.26B403181135219.485.48C403181135219.485.48D40318880719.484.263A40318880725.655.6B403181135225.657.22C403181135225.657.22D40318880725.655.62A40318880731.556.89B403181135231.558.88C403181135231.558.88D40318880731.556.891A23686549537.828.77B23686634837.8210.14C23686634837.8210.14D23686549537.828.774.3.2横向框架风荷载柱子弯矩反弯点高度比：EQy0为标准反弯点高度EQy1为因上下层梁刚度比变化的修正值EQy2为因上层层高变化的修正值EQy3为因下层层高变化的修正值，A柱反弯点计算6层：k=2.3011y0=0.415，a1=1y1=0，a2=0y2=0，a3=1y3=0得y=0.4155层：k=2.3011y0=0.45，a1=1y1=0，a2=1y2=0，a3=1y3=0得y=0.454层：k=2.3011y0=0.465，a1=1y1=0，a2=1y2=0，a3=1y3=0得y=0.4653层：k=2.3011y0=0.5，a1=1y1=0，a2=1y2=0，a3=1y3=0得y=0.52层：k=2.3011y0=0.5，a1=1y1=0，a2=1y2=0，a3=1.278y3=0得y=0.51层：k=2.9403y0=0.55，a1=0y1=0，a2=0.783y2=0，a3=0y3=0得y=0.55B柱反弯点计算6层：k=4.4439y0=0.45，a1=1y1=0，a2=0y2=0，a3=1y3=0得y=0.455层：k=4.4439y0=0.5，a1=1y1=0，a2=1y2=0，a3=1y3=0得y=0.54层：k=4.4439y0=0.5，a1=1y1=0，a2=1y2=0，a3=1y3=0得y=0.53层：k=4.4439y0=0.5，a1=1y1=0，a2=1y2=0，a3=1y3=0得y=0.52层：k=4.4439y0=0.5，a1=1y1=0，a2=1y2=0，a3=1.278y3=0得y=0.51层：k=5.6784y0=0.55，a1=0y1=0，a2=0.783y2=0，a3=0y3=0得y=0.55C柱反弯点计算6层：k=4.4439y0=0.45，a1=1y1=0，a2=0y2=0，a3=1y3=0得y=0.455层：k=4.4439y0=0.5，a1=1y1=0，a2=1y2=0，a3=1y3=0得y=0.54层：k=4.4439y0=0.5，a1=1y1=0，a2=1y2=0，a3=1y3=0得y=0.53层：k=4.4439y0=0.5，a1=1y1=0，a2=1y2=0，a3=1y3=0得y=0.52层：k=4.4439y0=0.5，a1=1y1=0，a2=1y2=0，a3=1.278y3=0得y=0.51层：k=5.6784y0=0.55，a1=0y1=0，a2=0.783y2=0，a3=0y3=0得y=0.55D柱反弯点计算6层：k=2.3011y0=0.415，a1=1y1=0，a2=0y2=0，a3=1y3=0得y=0.4155层：k=2.3011y0=0.45，a1=1y1=0，a2=1y2=0，a3=1y3=0得y=0.454层：k=2.3011y0=0.465，a1=1y1=0，a2=1y2=0，a3=1y3=0得y=0.4653层：k=2.3011y0=0.5，a1=1y1=0，a2=1y2=0，a3=1y3=0得y=0.52层：k=2.3011y0=0.5，a1=1y1=0，a2=1y2=0，a3=1.278y3=0得y=0.51层：k=2.9403y0=0.55，a1=0y1=0，a2=0.783y2=0，a3=0y3=0得y=0.55表4-10风荷载作用下柱端弯矩计算层次柱号h(m)y1-yVM下M上6A3.60.4150.5851.23-1.84-2.59B3.60.450.551.59-2.58-3.15C3.60.450.551.59-2.58-3.15D3.60.4150.5851.23-1.84-2.595A3.60.450.552.79-4.52-5.52B3.60.50.53.6-6.48-6.48C3.60.50.53.6-6.48-6.48D3.60.450.552.79-4.52-5.524A3.60.4650.5354.26-7.13-8.2B3.60.50.55.48-9.86-9.86C3.60.50.55.48-9.86-9.86D3.60.4650.5354.26-7.13-8.23A3.60.50.55.6-10.08-10.08B3.60.50.57.22-13-13C3.60.50.57.22-13-13D3.60.50.55.6-10.08-10.082A3.60.50.56.89-12.4-12.4B3.60.50.58.88-15.98-15.98C3.60.50.58.88-15.98-15.98D3.60.50.56.89-12.4-12.41A4.60.550.458.77-22.19-18.15B4.60.550.4510.14-25.65-20.99C4.60.550.4510.14-25.65-20.99D4.60.550.458.77-22.19-18.154.3.3横向框架风荷载梁端弯矩根据节点平衡条件，将柱端不平衡弯矩按照节点两端的梁线刚度进行分配。节点左端梁端弯矩：节点右端梁端弯矩：表4-35风荷载梁端弯矩层次AB左AB右BC左BC右CD左CD右62.591.631.521.521.632.5957.364.694.374.374.697.36412.728.467.887.888.4612.72317.2111.8411.0211.0211.8417.21222.4815.0113.9713.9715.0122.48130.5519.1417.8317.8319.1430.55图4-7风荷载作用下弯矩图（kN.m）4.3.4横向框架风荷载梁端剪力、柱轴力水平荷载作用下梁剪力：AB跨梁风荷载剪力计算6层V=-(2.59+1.63)/6.6=-0.64，5层V=-(7.36+4.69)/6.6=-1.834层V=-(12.72+8.46)/6.6=-3.21，3层V=-(17.21+11.84)/6.6=-4.42层V=-(22.48+15.01)/6.6=-5.68，1层V=-(30.55+19.14)/6.6=-7.53BC跨梁风荷载