【《潍坊市YQ大厦B区办公楼设计》24000字】

第109页共114页第第1页共114页潍坊市YQ大厦B区办公楼设计目录TOC\o"1-2"\h\z\u1 设计说明 61.1工程简介 62计算简图构件尺寸 72.1框架布置 72.2构件初步估算 82.3框架计算简图 102.4梁柱线刚度计算 103荷载计算 143.1恒载计算 143.2活载计算 193.3风荷载标准值计算及验算 213.4水平地震计算及验算 244内力计算 304.1恒载内力计算 304.2活载内力计算 424.3风荷载内力计算 504.4地震内力计算 595内力组合 685.1竖向荷载弯矩调整 695.2梁内力组合 715.3柱内力组合 776框架梁柱设计 856.1框架梁 856.2框架柱 947板设计 1007.1屋面设计 1007.2楼面设计 1038楼梯设计 1068.1基本信息 1068.2楼梯板计算 1068.3平台板计算 1078.4平台梁计算 1089基础设计 1099.1锥形基础设计（A轴柱） 1091引言我的毕业设计是潍坊市玉清大厦B区的办公楼设计课题，广泛实用。随着经济的快速发展，为了满足更多人的工作需求，越来越多的办公楼已经建成了如何激励和维护员工的工作热情，设计，环境分析，办公楼研究中的内部功能分区从未停止过。建筑物的设计包括两部分：建筑设计和结构设计。建筑设计不仅达到了用户的功能要求，而且还考虑了经济，美观和实用的要求。完成该办公楼的设计，不仅符合建筑设计的规范标准，且从人性的角度来看，完全落实了以人为本的概念，例如在浴室中设置防滑地板瓷砖，设置在地板上的植被区域上，以便于休闲和娱乐等，同时尝试考虑合理的分区，绿色环保等。2设计说明2.1工程简介1.本次设计的题目为“潍坊市玉清大厦B区办公楼设计”，工程位于潍坊市玉清大厦B区，建筑为永久性建筑，防火等级为二级，设计使用年限50年。2.本建筑主体层数为6层，层高分别为：4200、3600、3600、3600、3600、3600mm，建筑总高度23.85m，室外地坪标高-0.450m，室内外高差为450mm。3.本建筑按照建筑高度分类定义为多层建筑，按建筑使用功能定义为公共建筑。4.结构设计规范1）本专业2021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—2016）6）EQ《建筑结构可靠性设计统一标准》（GB50068-2018）5.基本资料1）抗震条件：本工程（工程地址：潍坊市玉清大厦B区）的抗震设防烈度为7度（0.15g），地震分组为：第二组，根据建筑功能以及建筑物高度确定抗震等级为三级抗震。2）气象条件：基本雪压0.4kN/m2，基本风压0.45kN/m2，均取重现期为50年的值。3）工程地质条件：Ⅱ类场地，地面粗糙程度为B类，承载力特征值为175kPa。6.使用材料表2-1构件材料表构件柱梁板楼梯基础混凝土C30C30C30C30C30钢筋HRB400HRB400HRB400HRB400HRB400箍筋HRB400HRB400/HRB400/3计算简图构件尺寸3.1框架布置本设计结构形式采用框架结构，根据建筑使用功能，建筑施工图轴网柱子布置以及教材指导确定本设计的主体框架布置图如下图3-1。再根据建筑布局，选取较为简单并且有代表性的一榀框架以及其周边的板梁柱，进行荷载导算内力计算配筋计算等相关研究。选取⑥轴框架，计算单元见图3-2。图3-1主体框架布置图图3-2结构计算单元3.2构件初步估算1）板厚估算根据EQ《混凝土结构设计规范》9.1.2，板为单向板时板厚h0≥l0/30，板为双向板时板厚h0≥l0/40，并且厚度应该大于60mm，其中l0为板短跨方向跨度，本设计l0=3600mm，按双向板估算板厚度，l0=3600/40=90mm，取屋面板厚100mm，楼面板厚100mm。2）梁尺寸估算根据经验主梁（纵向框架梁和横向框架梁）估算梁高度取梁跨度的1/8～1/12，估算次梁高度取次梁跨度的1/12～1/18，梁宽度估算取梁高度的1/2～1/3，对于地震力相对比较大的地区或者跨度较小的梁，梁的高度经过核算符合受理要求的情况下可以不在本范围内。纵向主梁l=3600mm，h=(1/8～1/12)l=450mm～300mm，h=400mm，b=(1/2～1/3)h=200mm～133mm，截面尺寸b×h=300×400。横向A～B跨梁l=7480mm，h=(1/8～1/12)l=935mm～623mm，h=700mm，b=(1/2～1/3)h=350mm～233mm，截面尺寸b×h=300×700。横向B～C跨梁l=2800mm，h=(1/8～1/12)l=350mm～233mm，h=500mm，b=(1/2～1/3)h=250mm～167mm，截面尺寸b×h=300×500。横向C～D跨梁l=7500mm，h=(1/8～1/12)l=938mm～625mm，h=700mm，b=(1/2～1/3)h=350mm～233mm，截面尺寸b×h=300×700。3）柱尺寸估算假设柱子尺寸A、B、C、D均为600mm×600mm（宽度b×高度h）。A柱底轴力估算N=SγGqnα1α2=7.48×0.5×7.2×0.5[面积S]×1.3×12×6×1.1×1.10=1524kNhc=N/μnfcbc=1524×1000/(0.85×14.3×600)=209mm<600mm，尺寸满足要求。其中S为柱受荷面积；γG为恒载分项系数，γG=1.30；q为单位面积的重力荷载值，q=12.0kN/m2；n为框架总层数，n=6；α1为水平力增大系数，三级抗震α1=1.10；α2为边柱增大系数，当为边柱时α2=1.10；μn为轴压比限值，三级抗震μn=0.85；fc为混凝土抗压设计值，C30混凝土fc=14.3N/mm2。其他柱截面均满足估算范围。3.3框架计算简图图3-3计算简图框架柱计算高度除底层以外均以建筑层高作为计算高度，底层柱计算高度=室内外高差+室外地坪到基础顶面的距离+层高=450+450+4200=5100mm，梁的计算跨度取轴线之间的距离，计算简图如图3-3所示。3.4梁柱线刚度计算构件线刚度计算公式如下：现浇楼盖梁惯性矩I0=bh3/12，中框架Ib=2I0，线刚度Kb=EbIb/l，梁混凝土C30查表得Eb=30000000kPa现浇柱惯性矩Ic=bh3/12，线刚度Kc=EcIc/l，柱混凝土C30查表得Ec=30000000kPa取标准层柱线刚度为1.00，其他构件的相对线刚度如下。表3-1相对线刚度计算表构件b×h(m×m)l(m)Ib/IcKb/Kc相对刚度AB框架0.30×0.707.4800.01715687830.764BC框架0.30×0.502.8000.00625669640.744CD框架0.30×0.707.5000.01715686000.762标准层柱0.60×0.603.6000.0108900001底层柱0.60×0.605.1000.0108635290.706图3-4相对线刚度图表3-2K和αc计算公式楼层边柱中柱一般层底层i1、i2、i3、i4均为柱相邻的梁相对线刚度，ic为柱的相对线刚度，柱抗侧刚度D值的计算公式：中框架6~2层柱抗侧刚度计算A轴0.764×2/(2×1)=0.7640.764/(2+0.764)=0.27640.2764×12×90000/3.6/3.6=23033kN/mB轴(0.764×2+0.744×2)/(2×1)=1.5081.508/(2+1.508)=0.42990.4299×12×90000/3.6/3.6=35825kN/mC轴(0.744×2+0.762×2)/(2×1)=1.5061.506/(2+1.506)=0.42950.4295×12×90000/3.6/3.6=35792kN/mD轴0.762×2/(2×1)=0.7620.762/(2+0.762)=0.27590.2759×12×90000/3.6/3.6=22992kN/m∑D=23033+35825+22992+35792=117642kN/m中框架1层柱抗侧刚度计算A轴0.764/0.706=1.0822(0.5+1.0822)/(2+1.0822)=0.51330.5133×12×63529/5.1/5.1=15045kN/mB轴(0.764+0.744)/0.706=2.136(0.5+2.136)/(2+2.136)=0.63730.6373×12×63529/5.1/5.1=18679kN/mC轴(0.744+0.762)/0.706=2.1331(0.5+2.1331)/(2+2.1331)=0.63710.6371×12×63529/5.1/5.1=18673kN/mD轴0.762/0.706=1.0793(0.5+1.0793)/(2+1.0793)=0.51290.5129×12×63529/5.1/5.1=15033kN/m∑D=18558+30100+18533+30083=97274kN/m4荷载计算4.1恒载计算1）恒荷载标准值计算表4-1屋面恒载计算表用料和做法厚度/mm容重/kN/m3重量/kN/m2合计/kN/m21.40厚C20细石混凝土保护层40240.964.852.10厚低标号砂浆隔离层10200.23.高聚物改性沥青防水卷材0.250.254.20厚1：3水泥砂浆找平20200.45.20厚1:8水泥膨胀珍珠岩找坡2070.146.现浇钢筋混凝土屋面板100252.57.20厚1：2水泥砂浆抹平20200.4表4-2楼面恒载计算表用料和做法厚度/mm容重/kN/m3重量/kN/m2合计/kN/m21.40厚C20细石混凝土,表面1:1水泥砂浆抹光40240.963.912.水泥浆一道0.050.053.钢筋混凝土楼板100252.54.20厚1：2水泥砂浆抹平20200.4表4-3墙面荷载计算表部位名称用料和做法厚度/mm容重/kN/m3重量/kN/m2合计/kN/m2外墙1.双组分聚氨酯罩面涂料2遍0.050.055.432.找平腻子粉2遍，每遍均打磨0.050.053.封底涂料2遍0.050.054.8厚1:2.5水泥砂浆找平8200.165.12厚1:3水泥砂浆打底扫毛12200.246.蒸压粉煤灰砖320144.487.20厚水泥砂浆20200.4内墙1.20厚水泥砂浆抹灰20200.42.62.加气混凝土砌块2407.51.83.20厚水泥砂浆抹灰20200.4女儿墙1.双组分聚氨酯罩面涂料2遍0.050.055.432.找平腻子粉2遍，每遍均打磨0.050.053.封底涂料2遍0.050.054.8厚1:2.5水泥砂浆找平8200.165.12厚1:3水泥砂浆打底扫毛12200.246.蒸压粉煤灰砖320144.487.20厚水泥砂浆20200.42）均布荷载计算线荷载计算中的板传递荷载根据梁两边的板的形状区分计算，计算方法如下梯形，三角形，，其中q2为三角形或者梯形的高度×板面荷载，通常中框架梁两边都有板，需要两边的高度相加×板面荷载，a为板短边方向的一半，即梯形的高度。屋面层AB跨q2=4.85×1.8×2=17.46kN屋面层BC跨q2=4.85×1.4×2=13.58kN屋面层CD跨q2=4.85×1.8×2=17.46kN楼面层AB跨q2=3.91×1.8×2=14.076kN楼面层BC跨q2=3.91×1.4×2=10.948kN楼面层CD跨q2=3.91×1.8×2=14.076kN表4-4屋面均布荷载计算(kN/m)部位类型计算式总计屋面AB跨梁板传荷载17.46×[1-2×(1.8/7.48)²+(1.8/7.48)³]=15.6821.41梁自重0.3×0.7×25=5.25梁抹灰0.02×(0.7-0.1)×2×20=0.48屋面BC跨梁板传荷载13.58×5/8=8.4912.56梁自重0.3×0.5×25=3.75梁抹灰0.02×(0.5-0.1)×2×20=0.32屋面CD跨梁板传荷载17.46×[1-2×(1.8/7.5)²+(1.8/7.5)³]=15.6921.42梁自重0.3×0.7×25=5.25梁抹灰0.02×(0.7-0.1)×2×20=0.48屋面层AB跨梁均布荷载q1=5.25+0.48=5.73kN屋面层BC跨梁均布荷载q1=3.75+0.32=4.07kN屋面层CD跨梁均布荷载q1=5.25+0.48=5.73kN表4-5楼面均布荷载计算(kN/m)部位类型计算式总计楼面AB跨梁板传荷载14.076×[1-2×(1.8/7.48)²+(1.8/7.48)³]=12.6425.91梁自重0.3×0.7×25=5.25梁抹灰0.02×(0.7-0.1)×2×20=0.48墙自重2.6×(3.6-0.7)=7.54楼面BC跨梁板传荷载10.948×5/8=6.8410.91梁自重0.3×0.5×25=3.75梁抹灰0.02×(0.5-0.1)×2×20=0.32楼面CD跨梁板传荷载14.076×[1-2×(1.8/7.5)²+(1.8/7.5)³]=12.6525.92梁自重0.3×0.7×25=5.25梁抹灰0.02×(0.7-0.1)×2×20=0.48墙自重2.6×(3.6-0.7)=7.54楼面层AB跨梁均布荷载q1=5.25+0.48=5.73kN楼面层BC跨梁均布荷载q1=3.75+0.32=4.07kN楼面层CD跨梁均布荷载q1=5.25+0.48=5.73kN3）集中荷载计算集中荷载由纵向框架梁传递，纵向框架梁荷载一般由纵梁自重、纵梁抹灰、纵梁上面的墙自重、板恒载传递给纵向框架梁，同时包括次梁传递给纵向框架梁的恒荷载。次梁恒载包括次梁自重、次梁抹灰、板传递给次梁的恒载。其中板区格荷载传递由四角平分线组成的梯形或者三角形传递给临近的梁。表4-6屋面集中恒载计算(kN)部位类型计算式总计顶层A柱纵梁板恒载1.8×1.8×4.85=15.7148.13女儿墙自重1.2×3.6×5.43=23.46纵梁自重0.3×(0.4-0.1)×3.6×25=8.1纵梁抹灰0.02×(0.4-0.1)×2×3.6×20=0.86顶层B柱纵梁板恒载(3.08×4.85+3.24×4.85)=30.6539.61纵梁自重0.3×(0.4-0.1)×3.6×25=8.1纵梁抹灰0.02×(0.4-0.1)×2×3.6×20=0.86顶层C柱纵梁板恒载(3.24×4.85+3.08×4.85)=30.6539.61纵梁自重0.3×(0.4-0.1)×3.6×25=8.1纵梁抹灰0.02×(0.4-0.1)×2×3.6×20=0.86顶层D柱纵梁板恒载1.8×1.8×4.85=15.7148.13女儿墙自重1.2×3.6×5.43=23.46纵梁自重0.3×(0.4-0.1)×3.6×25=8.1纵梁抹灰0.02×(0.4-0.1)×2×3.6×20=0.86表4-7标准层集中恒载计算(kN)部位类型计算式总计标准层A柱纵梁板恒载1.8×1.8×3.91=12.6760.53窗自重1.9×2.5[面积：4.75]×0.45=2.14墙自重((3.6-0.4)×3.6-4.75[洞口])×5.43=36.76纵梁自重0.3×(0.4-0.1)×3.6×25=8.1纵梁抹灰0.02×(0.4-0.1)×2×3.6×20=0.86标准层B柱纵梁板恒载(3.08×3.91+3.24×3.91)=24.7159.56门自重2.1×0.9[面积：1.89]×0.45=0.85墙自重((3.6-0.4)×3.6-1.89[洞口])×2.6=25.04纵梁自重0.3×(0.4-0.1)×3.6×25=8.1纵梁抹灰0.02×(0.4-0.1)×2×3.6×20=0.86标准层C柱纵梁板恒载(3.24×3.91+3.08×3.91)=24.7159.56门自重2.1×0.9[面积：1.89]×0.45=0.85墙自重((3.6-0.4)×3.6-1.89[洞口])×2.6=25.04纵梁自重0.3×(0.4-0.1)×3.6×25=8.1纵梁抹灰0.02×(0.4-0.1)×2×3.6×20=0.86标准层D柱纵梁板恒载1.8×1.8×3.91=12.6760.53窗自重1.9×2.5[面积：4.75]×0.45=2.14墙自重((3.6-0.4)×3.6-4.75[洞口])×5.43=36.76纵梁自重0.3×(0.4-0.1)×3.6×25=8.1纵梁抹灰0.02×(0.4-0.1)×2×3.6×20=0.86图4-1恒荷载计算简图4.2活载计算1）活荷载标准值根据房间功能以及任务书要求，框架计算范围活荷载：上人屋面活荷载2kN/m2，办公室活荷载2kN/m2，办公楼走廊活荷载2.5kN/m2。2）均布荷载计算线荷载计算中的板传递荷载根据梁两边的板的形状区分计算，计算方法如下梯形，三角形，，其中q2为三角形或者梯形的高度×板面荷载，通常中框架梁两边都有板，需要两边的高度相加×板面荷载，a为板短边方向的一半，即梯形的高度。屋面层AB跨q2=2×1.8×2=7.2kN屋面层BC跨q2=2×1.4×2=5.6kN屋面层CD跨q2=2×1.8×2=7.2kN楼面层AB跨q2=2×1.8×2=7.2kN楼面层BC跨q2=2.5×1.4×2=7kN楼面层CD跨q2=2×1.8×2=7.2kN表3-8活载均布荷载计算(kN/m)部位类型计算式屋面层AB梁7.2×[1-2×(1.8/7.48)²+(1.8/7.48)³]=6.47BC梁5.6×5/8=3.5CD梁7.2×[1-2×(1.8/7.5)²+(1.8/7.5)³]=6.47标准层AB梁7.2×[1-2×(1.8/7.48)²+(1.8/7.48)³]=6.47BC梁7×5/8=4.38CD梁7.2×[1-2×(1.8/7.5)²+(1.8/7.5)³]=6.473）集中荷载计算表3-9集中活载计算(kN)部位类型计算式总计顶层A柱纵梁板活载1.8×1.8×2=6.486.48顶层B柱纵梁板活载(3.08×2+3.24×2)=12.6412.64顶层C柱纵梁板活载(3.24×2+3.08×2)=12.6412.64顶层D柱纵梁板活载1.8×1.8×2=6.486.48标准层A柱纵梁板活载1.8×1.8×2=6.486.48标准层B柱纵梁板活载(3.08×2.5+3.24×2)=14.1814.18标准层C柱纵梁板活载(3.24×2+3.08×2.5)=14.1814.18标准层D柱纵梁板活载1.8×1.8×2=6.486.48图3-2活荷载计算简图4.3风荷载标准值计算及验算1）风荷载标准值风荷载标准值计算公式——受风面积，B为计算的一榀框架受风宽度，hi为框架节点下层建筑层高（底层加室内外高差）、hj为框架节点上层建筑层高（顶层为女儿墙高度×2）。——风振系数，=1.00——风荷载体型系数，=1.3——风压高度变化系数，随高度变化，高度从室外地坪算起——基本风压，=0.45kN/m26层高度H=22.65，μz=1.2724，F6=(3.6+2.4)/2×3.6×1.000×1.30×1.2724×0.45=8.04kN5层高度H=19.05，μz=1.211，F5=(3.6+3.6)/2×3.6×1.000×1.30×1.211×0.45=9.18kN4层高度H=15.45，μz=1.139，F4=(3.6+3.6)/2×3.6×1.000×1.30×1.139×0.45=8.64kN3层高度H=11.85，μz=1.0481，F3=(3.6+3.6)/2×3.6×1.000×1.30×1.0481×0.45=7.95kN2层高度H=8.25，μz=1，F2=(3.6+3.6)/2×3.6×1.000×1.30×1×0.45=7.58kN1层高度H=4.65，μz=1，F1=(4.65+3.6)/2×3.6×1.000×1.30×1×0.45=8.69kN图3-3风荷载标准值（kN）2）风荷载标准值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层的侧移刚度和标准层：∑D=23033+35825+22992+35792=117642kN/m底层：∑D=15045+18679+15033+18673=67430kN/m表3-10风荷载作用下位移验算层次Wk(kN)h(mm)∑D/(kN/m)V(kN)Δui(mm)Δui/hi68.0436001176428.040.0681/5294159.18360011764217.220.1461/2465848.64360011764225.860.221/1636437.95360011764233.810.2871/1254427.58360011764241.390.3521/1022718.6951006743050.080.7431/6864每层的层间位移和位移角见上表，1/6864（最大位移角在第1层）＜1/550，满足规范要求。4.4水平地震计算及验算4.4.1重力荷载统计1）恒载标准值计算6层：4.85×17.78×3.6=310kN5层：3.91×17.78×3.6=250kN4层：3.91×17.78×3.6=250kN3层：3.91×17.78×3.6=250kN2层：3.91×17.78×3.6=250kN1层：3.91×17.78×3.6=250kN2）活载标准值计算顶层按雪荷载计算，标准层按活荷载计算。6层：0.4×17.78×3.6=26kN5层：2×7.48×3.6+2.5×2.8×3.6+2×7.5×3.6=133kN4层：2×7.48×3.6+2.5×2.8×3.6+2×7.5×3.6=133kN3层：2×7.48×3.6+2.5×2.8×3.6+2×7.5×3.6=133kN2层：2×7.48×3.6+2.5×2.8×3.6+2×7.5×3.6=133kN1层：2×7.48×3.6+2.5×2.8×3.6+2×7.5×3.6=133kN3）梁恒载标准值6层：1.05×7.48×0.3×0.7×1×25+1.05×2.8×0.3×0.5×1×25+1.05×7.5×0.3×0.7×1×25+1.05×3.6×0.3×0.4×4×25=139kN5层：1.05×7.48×0.3×0.7×1×25+1.05×2.8×0.3×0.5×1×25+1.05×7.5×0.3×0.7×1×25+1.05×3.6×0.3×0.4×4×25=139kN4层：1.05×7.48×0.3×0.7×1×25+1.05×2.8×0.3×0.5×1×25+1.05×7.5×0.3×0.7×1×25+1.05×3.6×0.3×0.4×4×25=139kN3层：1.05×7.48×0.3×0.7×1×25+1.05×2.8×0.3×0.5×1×25+1.05×7.5×0.3×0.7×1×25+1.05×3.6×0.3×0.4×4×25=139kN2层：1.05×7.48×0.3×0.7×1×25+1.05×2.8×0.3×0.5×1×25+1.05×7.5×0.3×0.7×1×25+1.05×3.6×0.3×0.4×4×25=139kN1层：1.05×7.48×0.3×0.7×1×25+1.05×2.8×0.3×0.5×1×25+1.05×7.5×0.3×0.7×1×25+1.05×3.6×0.3×0.4×4×25=139kN4）柱恒载标准值6层：25×1.05×3.6×0.6×0.6×4=136kN5层：25×1.05×3.6×0.6×0.6×4=136kN4层：25×1.05×3.6×0.6×0.6×4=136kN3层：25×1.05×3.6×0.6×0.6×4=136kN2层：25×1.05×3.6×0.6×0.6×4=136kN1层：25×1.05×5.1×0.6×0.6×4=193kN5）门、窗恒载标准值6层：2×0.45×2.5×1.9+2×0.45×0.9×2.1=6kN5层：2×0.45×2.5×1.9+2×0.45×0.9×2.1=6kN4层：2×0.45×2.5×1.9+2×0.45×0.9×2.1=6kN3层：2×0.45×2.5×1.9+2×0.45×0.9×2.1=6kN2层：2×0.45×2.5×1.9+2×0.45×0.9×2.1=6kN1层：2×0.45×2.5×1.9+2×0.45×0.9×2.1=6kN6）墙恒载标准值屋面层女儿墙：3.6×1.2×2×5.43=46.92kN6层外墙：(3.6×3.2×2-2×2.5×1.9)×5.43=73.52kN5层外墙：(3.6×3.2×2-2×2.5×1.9)×5.43=73.52kN4层外墙：(3.6×3.2×2-2×2.5×1.9)×5.43=73.52kN3层外墙：(3.6×3.2×2-2×2.5×1.9)×5.43=73.52kN2层外墙：(3.6×3.2×2-2×2.5×1.9)×5.43=73.52kN1层外墙：(3.6×3.2×2-2×2.5×1.9)×5.43=73.52kN6层内墙：(7.48×2.9×1+7.5×2.9×1+3.6×3.2×2-2×0.9×2.1)×2.6=163.03kN5层内墙：(7.48×2.9×1+7.5×2.9×1+3.6×3.2×2-2×0.9×2.1)×2.6=163.03kN4层内墙：(7.48×2.9×1+7.5×2.9×1+3.6×3.2×2-2×0.9×2.1)×2.6=163.03kN3层内墙：(7.48×2.9×1+7.5×2.9×1+3.6×3.2×2-2×0.9×2.1)×2.6=163.03kN2层内墙：(7.48×2.9×1+7.5×2.9×1+3.6×3.2×2-2×0.9×2.1)×2.6=163.03kN1层内墙：(7.48×2.9×1+7.5×2.9×1+3.6×3.2×2-2×0.9×2.1)×2.6=163.03kN7）重力荷载统计对于屋面层，G=突出屋面部分的荷载+女儿墙荷载+恒载标准值+活载标准值×0.5+屋面梁+（柱恒载标准值+门窗恒载标准值+内外墙恒载标准值）×0.5对于标准层，G=恒载标准值+活载标准值×0.5+楼面梁+（上层柱恒载标准值+上层门窗恒载标准值+上层内外墙恒载标准值）×0.5+（下层柱恒载标准值+下层门窗恒载标准值+下层内外墙恒载标准值）×0.5表3-11重力荷载统计表荷载恒载活载梁柱窗女儿墙外墙内墙G屋面层0000046.920046.926310261391366073.52163.03698.19552501331391366073.52163.03834.0542501331391366073.52163.03834.0532501331391366073.52163.03834.0522501331391366073.52163.03834.0512501331391936073.52163.03862.55图3-4重力荷载代表值（kN）4.4.2框架自振周期自振周期计算采用顶点位移法，计算公式如下，计算过程见下表——对应i层以上几层相加的重力荷载——对应i层抗侧刚度和——对应i层的位移表3-12结构顶点侧移层次ΣDi(kN/m)Gi(kN)Vgi(kN)Δui(m)uT(m)6117642698.195698.1950.00590.17315117642834.051532.2450.0130.16724117642834.052366.2950.02010.15423117642834.053200.3450.02720.13412117642834.054034.3950.03430.1069167430862.554896.9450.07260.0726框架周期折减系数ΨT=0.7，框架顶点最大位移μT=0.1731m，基本周期0.495。4.4.3地震剪力计算地震信息：7度0.15g，则αmax=0.12；地震分组第二组，场地类别Ⅱ类，特征周期Tg=0.4s水平地震影响系数根据框架基本周期的范围进行确定当时，当时，当时，EQα1=\b\lc\((\b\rc\)(\F(Tg,T1)))0.9αmax因为Tg<T1≤5Tg，则水平地震影响系数α1=0.09914162.40325T1≤1.4Tg=1.4×0.4=0.56s所以0EQ067567水平地震剪力计算公式如下底层顶层其他层表3-13各质点水平地震剪力层次Hi(m)Gi(kN)GiHi(kN·m)∑GiHi(kN·m)Fi(kN)Vi(kN)623.1698.195161286756798.4698.45519.5834.05162646756799.29197.74415.9834.05132616756780.96278.7312.3834.05102596756762.63341.3328.7834.0572566756744.3385.6315.1862.5543996756726.86412.494.4.4地震作用的框架抗侧验算表3-14水平地震位移验算层次hi(mm)Vi(kN)∑Di(N/m)△μi(mm)△μi/hi6360098.451176420.8371/430153600197.741176421.6811/214243600278.71176422.3691/152033600341.331176422.9011/124123600385.631176423.2781/109815100412.49674306.1171/834每层的层间位移和位移角见上表，1/834（最大位移角在第1层）＜1/550，满足规范要求。5内力计算本章内力单位：弯矩——kN.m，剪力与轴力——kN，本章内力方向：轴力——受压为正，受拉为负，弯矩与剪力——顺时针为正，负时针为负。5.1恒载内力计算5.1.1竖向荷载节点分配系数各层各节点的分配系数计算如下：A轴柱6层分配系数1/(1+0.764)=0.5670.764/(1+0.764)=0.433B轴柱6层分配系数0.764/(0.764+1+0.744)=0.3051/(0.764+1+0.744)=0.3990.744/(0.764+1+0.744)=0.297C轴柱6层分配系数0.744/(0.744+1+0.762)=0.2971/(0.744+1+0.762)=0.3990.762/(0.744+1+0.762)=0.304D轴柱6层分配系数0.762/(0.762+1)=0.4321/(0.762+1)=0.568A轴柱5层至2层分配系数1/(1×2+0.764)=0.3621/(1×2+0.764)=0.3620.764/(1×2+0.764)=0.276B轴柱5层至2层分配系数0.764/(0.764+1×2+0.744)=0.2181/(0.764+1×2+0.744)=0.2851/(0.764+1×2+0.744)=0.2850.744/(0.764+1×2+0.744)=0.212C轴柱5层至2层分配系数0.744/(0.744+1×2+0.762)=0.2121/(0.744+1×2+0.762)=0.2851/(0.744+1×2+0.762)=0.2850.762/(0.744+1×2+0.762)=0.217D轴柱5层至2层分配系数0.762/(0.762+1×2)=0.2761/(0.762+1×2)=0.3621/(0.762+1×2)=0.362A轴柱1层分配系数1/(1+0.706+0.764)=0.4050.706/(1+0.706+0.764)=0.2860.764/(1+0.706+0.764)=0.309B轴柱1层分配系数0.764/(0.764+1+0.706+0.744)=0.2381/(0.764+1+0.706+0.744)=0.3110.706/(0.764+1+0.706+0.744)=0.220.744/(0.764+1+0.706+0.744)=0.231C轴柱1层分配系数0.744/(0.744+1+0.706+0.762)=0.2321/(0.744+1+0.706+0.762)=0.3110.706/(0.744+1+0.706+0.762)=0.220.762/(0.744+1+0.706+0.762)=0.237D轴柱1层分配系数0.762/(0.762+1+0.706)=0.3091/(0.762+1+0.706)=0.4050.706/(0.762+1+0.706)=0.2865.1.2恒载固端弯矩固端弯矩计算公式q——均布荷载（包括板面荷载折算的均布荷载）l——计算跨度表4-1恒载固端弯矩计算层次梁跨qlM左M右顶层AB21.417.48-99.8299.82BC12.562.8-8.218.21CD21.427.5-100.41100.41标准层AB25.917.48-120.81120.81BC10.912.8-7.137.13CD25.927.5-121.5121.55.1.3恒载弯矩计算图4-1恒载弯矩分配过程（kN.m）跨中弯矩先计算出梁简支状态下的跨中弯矩，然后根据内力平衡条件进行计算，计算公式如下简支梁跨中弯矩计算公式如下：均布荷载：三角形荷载：梯形荷载：M0——梁简支状态下的跨中弯矩Mr——梁右端弯矩Ml——梁左端弯矩q1——均布荷载q2——三角形或者梯形板的荷载a——板短边方向的1/2表5-2恒载简支跨中弯矩层次梁跨la板形状q1q2M01M02M0顶层AB7.481.8梯形5.7317.4640.07112.68152.75BC2.81.4三角形4.0713.583.998.8712.86CD7.51.8梯形5.7317.4640.29113.34153.63标准层AB7.481.8梯形13.2714.07692.8190.84183.65BC2.81.4三角形4.0710.9483.997.1511.14CD7.51.8梯形13.2714.07693.391.37184.67表5-3恒载作用下跨中弯矩计算表层次梁跨M左M右M0M中6AB-73.9787.77152.7571.88BC-27.4027.6212.86-14.65CD-88.2974.49153.6372.245AB-110.29113.94183.6571.54BC-17.9018.0811.14-6.85CD-114.62110.94184.6771.894AB-108.51113.48183.6572.66BC-18.3418.5311.14-7.3CD-114.16109.14184.6773.023AB-108.51113.48183.6572.66BC-18.3418.5311.14-7.3CD-114.16109.14184.6773.022AB-109.23113.81183.6572.13BC-18.0218.2111.14-6.98CD-114.49109.86184.6772.51AB-99.59108.67183.6579.52BC-23.7624.1511.14-12.82CD-109.46100.12184.6779.88图4-2恒载弯矩图（kN.m）5.1.4恒载剪力计算简支梁支座剪力计算公式如下：均布荷载：三角形荷载：梯形荷载：q1——均布荷载q2——三角形或者梯形板的荷载a——板短边方向的1/2梁左端剪力：梁右端剪力：柱剪力：、——框架梁简支状态下左、右端剪力、——梁左、右端弯矩、——柱上、下端弯矩——构件计算长度表4-4恒载简支梁端剪力层次梁跨la板形状q1q2R1R2R左R右顶层AB7.481.8梯形5.7317.4621.4349.5971.02-71.02BC2.81.4三角形4.0713.585.79.5115.21-15.21CD7.51.8梯形5.7317.4621.4949.7671.25-71.25标准层AB7.481.8梯形13.2714.07649.6339.9889.61-89.61BC2.81.4三角形4.0710.9485.77.6613.36-13.36CD7.51.8梯形13.2714.07649.7640.1289.88-89.88表4-5恒载框架梁剪力层次梁跨R左R右MlMrl(m)V左V右6AB71.02-71.02-73.9787.777.4869.18-72.86BC15.21-15.21-27.427.622.8015.13-15.29CD71.25-71.25-88.2974.497.5073.09-69.415AB89.61-89.61-110.29113.947.4889.12-90.1BC13.36-13.36-17.918.082.8013.3-13.42CD89.88-89.88-114.62110.947.5090.37-89.394AB89.61-89.61-108.51113.487.4888.95-90.27BC13.36-13.36-18.3418.532.8013.29-13.43CD89.88-89.88-114.16109.147.5090.55-89.213AB89.61-89.61-108.51113.487.4888.95-90.27BC13.36-13.36-18.3418.532.8013.29-13.43CD89.88-89.88-114.16109.147.5090.55-89.212AB89.61-89.61-109.23113.817.4889-90.22BC13.36-13.36-18.0218.212.8013.29-13.43CD89.88-89.88-114.49109.867.5090.5-89.261AB89.61-89.61-99.59108.677.4888.4-90.82BC13.36-13.36-23.7624.152.8013.22-13.5CD89.88-89.88-109.46100.127.5091.13-88.63表4-6恒载作用下框架柱剪力柱轴号层次M上M下层高VA673.9758.353.60-36.76551.9254.253.60-29.49454.2554.253.60-30.14354.2553.313.60-29.88255.9167.423.60-34.26132.1616.085.10-9.46B6-60.37-49.063.6030.405-46.98-47.573.6026.264-47.57-47.573.6026.433-47.57-47.153.6026.312-48.63-56.453.6029.191-28.47-14.245.108.37C660.6749.323.60-30.55547.2247.823.60-26.4447.8247.823.60-26.57347.8247.43.60-26.45248.8956.723.60-29.34128.5914.35.10-8.41D6-74.49-58.733.6037.015-52.20-54.563.6029.664-54.56-54.563.6030.313-54.56-53.613.6030.052-56.23-67.793.6034.451-32.34-16.175.109.51图4-3恒载剪力图（kN）5.1.5恒载轴力计算恒载轴力计算不考虑柱抹灰，柱混凝土容重25kN/m3柱顶轴力：柱底轴力：F——对应层的集中荷载、——柱左、由梁端剪力表4-7恒载作用下框架柱轴力柱轴号层次Nb(m)h(m)l(m)柱重V左V右柱顶柱底A648.130.600.603.6032.4069.18117.3149.7560.530.600.603.6032.4089.12299.4331.8460.530.600.603.6032.4088.95481.3513.7360.530.600.603.6032.4088.95663.2695.6260.530.600.603.6032.4089845.1877.5160.530.600.605.1045.9088.41026.41072.3B639.610.600.603.6032.4-72.8615.13127.6160559.560.600.603.6032.4-90.113.3323355.4459.560.600.603.6032.4-90.2713.29518.5550.9359.560.600.603.6032.4-90.2713.29714746.4259.560.600.603.6032.4-90.2213.29909.5941.9159.560.600.605.1045.9-90.8213.221105.51151.4C639.610.600.603.6032.4-15.2973.09128160.4559.560.600.603.6032.4-13.4290.37323.8356.2459.560.600.603.6032.4-13.4390.55519.7552.1359.560.600.603.6032.4-13.4390.55715.6748259.560.600.603.6032.4-13.4390.5911.5943.9159.560.600.605.1045.9-13.591.131108.11154D648.130.600.603.6032.4-69.410117.5149.9560.530.600.603.6032.4-89.390299.8332.2460.530.600.603.6032.4-89.210481.9514.3360.530.600.603.6032.4-89.210664696.4260.530.600.603.6032.4-89.260846.2878.6160.530.600.605.1045.9-88.6301027.81073.7图4-4恒载轴力图（kN）5.2活载内力计算5.2.1活载固端弯矩活载固端弯矩计算同恒载。表4-8活载固端弯矩计算层次梁跨qlM左M右顶层AB6.477.48-30.1730.17BC3.52.8-2.292.29CD6.477.5-30.3330.33标准层AB6.477.48-30.1730.17BC4.382.8-2.862.86CD6.477.5-30.3330.335.2.2活载弯矩计算图4-5活载弯矩分配过程（kN.m）表4-9活载简支跨中弯矩层次梁跨la板形状qM0顶层AB7.481.8梯形7.246.47BC2.81.4三角形5.63.66CD7.51.8梯形7.246.74标准层AB7.481.8梯形7.246.47BC2.81.4三角形74.57CD7.51.8梯形7.246.74表4-10活载作用下跨中弯矩计算表层次梁跨M左M右M0M中6AB-21.8826.1546.4722.46BC-8.428.493.66-4.8CD-26.3022.0246.7422.585AB-27.8728.9146.4718.08BC-5.245.264.57-0.68CD-29.0628.0346.7418.24AB-27.0128.5446.4718.7BC-5.595.624.57-1.04CD-28.6927.1646.7418.823AB-27.0128.5446.4718.7BC-5.595.624.57-1.04CD-28.6927.1646.7418.822AB-27.1928.6246.4718.57BC-5.525.554.57-0.97CD-28.7727.3446.7418.691AB-24.7827.3946.4720.39BC-6.896.984.57-2.37CD-27.5824.9146.7420.5图4-6活载弯矩图（kN.m）5.2.3活载剪力计算表4-11活载简支梁端剪力层次梁跨la板形状qR左R右顶层AB7.481.8梯形7.220.45-20.45BC2.81.4三角形5.63.92-3.92CD7.51.8梯形7.220.52-20.52标准层AB7.481.8梯形7.220.45-20.45BC2.81.4三角形74.9-4.9CD7.51.8梯形7.220.52-20.52表4-12活载框架梁剪力层次梁跨R左R右MlMrl(m)V左V右6AB20.45-20.45-21.8826.157.4819.88-21.02BC3.92-3.92-8.428.492.803.9-3.95CD20.52-20.52-26.322.027.5021.09-19.955AB20.45-20.45-27.8728.917.4820.31-20.59BC4.9-4.9-5.245.262.804.89-4.91CD20.52-20.52-29.0628.037.5020.66-20.384AB20.45-20.45-27.0128.547.4820.25-20.65BC4.9-4.9-5.595.622.804.89-4.91CD20.52-20.52-28.6927.167.5020.72-20.323AB20.45-20.45-27.0128.547.4820.25-20.65BC4.9-4.9-5.595.622.804.89-4.91CD20.52-20.52-28.6927.167.5020.72-20.322AB20.45-20.45-27.1928.627.4820.26-20.64BC4.9-4.9-5.525.552.804.89-4.91CD20.52-20.52-28.7727.347.5020.71-20.331AB20.45-20.45-24.7827.397.4820.1-20.8BC4.9-4.9-6.896.982.804.87-4.93CD20.52-20.52-27.5824.917.5020.88-20.16表4-13活载作用下框架柱剪力柱轴号层次M上M下层高VA柱621.8815.483.60-10.38512.3813.513.60-7.19413.5113.513.60-7.51313.5113.273.60-7.44213.9216.783.60-8.531845.10-2.35B柱6-17.73-12.663.608.445-10.99-11.473.606.244-11.47-11.473.606.373-11.47-11.373.606.342-11.73-13.613.607.041-6.88-3.445.102.02C柱617.8112.743.60-8.49511.0611.543.60-6.28411.5411.543.60-6.41311.5411.443.60-6.38211.7913.683.60-7.0816.93.455.10-2.03D柱6-22.02-15.583.6010.445-12.45-13.583.607.234-13.58-13.583.607.543-13.58-13.353.607.482-14.00-16.873.608.581-8.03-4.025.102.36图4-7活载剪力图（kN）5.2.4活载轴力计算F——对应层的集中荷载、——柱左、由梁端剪力表4-14活载作用下框架柱轴力柱轴号层次V左V右N柱顶柱底A6019.886.4826.426.45020.316.4853.253.24020.256.4879.979.93020.256.48106.6106.62020.266.48133.3133.31020.16.48159.9159.9B6-21.023.912.6437.637.65-20.594.8914.1877.377.34-20.654.8914.181171173-20.654.8914.18156.7156.72-20.644.8914.18196.4196.41-20.84.8714.18236.3236.3C6-3.9521.0912.6437.737.75-4.9120.6614.1877.577.54-4.9120.7214.18117.3117.33-4.9120.7214.18157.1157.12-4.9120.7114.18196.9196.91-4.9320.8814.18236.9236.9D6-19.9506.4826.426.45-20.3806.4853.353.34-20.3206.4880.180.13-20.3206.48106.9106.92-20.3306.48133.7133.71-20.1606.48160.3160.3图4-8活载轴力图（kN）5.3风荷载内力计算5.3.1风荷载柱剪力分配层间剪力按照框架柱的抗侧刚度进行分配，计算公式如下：EQDi——为对应柱的抗侧刚度EQ∑Di——为某层柱抗侧刚度总和EQF——为水平风荷载作用下的层间剪力。6层柱剪力计算A柱：V=23033/117642×8.04=1.57kN；B柱：V=35825/117642×8.04=2.45kNC柱：V=35792/117642×8.04=2.45kN；D柱：V=22992/117642×8.04=1.57kN5层柱剪力计算A柱：V=23033/117642×17.22=3.37kN；B柱：V=35825/117642×17.22=5.24kNC柱：V=35792/117642×17.22=5.24kN；D柱：V=22992/117642×17.22=3.37kN4层柱剪力计算A柱：V=23033/117642×25.86=5.06kN；B柱：V=35825/117642×25.86=7.88kNC柱：V=35792/117642×25.86=7.87kN；D柱：V=22992/117642×25.86=5.05kN3层柱剪力计算A柱：V=23033/117642×33.81=6.62kN；B柱：V=35825/117642×33.81=10.3kNC柱：V=35792/117642×33.81=10.29kN；D柱：V=22992/117642×33.81=6.61kN2层柱剪力计算A柱：V=23033/117642×41.39=8.1kN；B柱：V=35825/117642×41.39=12.6kNC柱：V=35792/117642×41.39=12.59kN；D柱：V=22992/117642×41.39=8.09kN1层柱剪力计算A柱：V=15045/67430×50.08=11.17kN；B柱：V=18679/67430×50.08=13.87kNC柱：V=18673/67430×50.08=13.87kN；D柱：V=15033/67430×50.08=11.16kN5.3.2风荷载柱弯矩计算弯矩计算采用修正反弯点法（D值法），查询均布水平力反弯点高度比表反弯点高度比：EQy0为标准反弯点高度i1、y1为上下层梁刚度比、上下层梁刚度变化的修正值。i2、y2为上层与本层层高比、上层层高变化的修正值。i3、y3为下层与本层层高比、下层层高变化的修正值。，∑M为本层节点上下柱弯矩和，用于计算梁弯矩。A柱反弯点计算6层：k=0.764、i1=1、i2=0、i3=1，y0=0.3、y1=0、y2=0、y3=0则y=0.35层：k=0.764、i1=1、i2=1、i3=1，y0=0.4、y1=0、y2=0、y3=0则y=0.44层：k=0.764、i1=1、i2=1、i3=1，y0=0.432、y1=0、y2=0、y3=0则y=0.4323层：k=0.764、i1=1、i2=1、i3=1，y0=0.45、y1=0、y2=0、y3=0则y=0.452层：k=0.764、i1=1、i2=1、i3=1.417，y0=0.5、y1=0、y2=0、y3=-0.05则y=0.451层：k=1.0822、i1=0、i2=0.706、i3=0，y0=0.642、y1=0、y2=0、y3=0则y=0.642B柱反弯点计算6层：k=1.508、i1=1、i2=0、i3=1，y0=0.375、y1=0、y2=0、y3=0则y=0.3755层：k=1.508、i1=1、i2=1、i3=1，y0=0.425、y1=0、y2=0、y3=0则y=0.4254层：k=1.508、i1=1、i2=1、i3=1，y0=0.45、y1=0、y2=0、y3=0则y=0.453层：k=1.508、i1=1、i2=1、i3=1，y0=0.475、y1=0、y2=0、y3=0则y=0.4752层：k=1.508、i1=0.997、i2=1、i3=1.417，y0=0.5、y1=0、y2=0、y3=-0.002则y=0.4981层：k=2.136、i1=0、i2=0.706、i3=0，y0=0.55、y1=0、y2=0、y3=0则y=0.55C柱反弯点计算6层：k=1.506、i1=1、i2=0、i3=1，y0=0.375、y1=0、y2=0、y3=0则y=0.3755层：k=1.506、i1=1、i2=1、i3=1，y0=0.425、y1=0、y2=0、y3=0则y=0.4254层：k=1.506、i1=1、i2=1、i3=1，y0=0.45、y1=0、y2=0、y3=0则y=0.453层：k=1.506、i1=1、i2=1、i3=1，y0=0.475、y1=0、y2=0、y3=0则y=0.4752层：k=1.506、i1=1、i2=1、i3=1.417，y0=0.5、y1=0、y2=0、y3=-0.002则y=0.4981层：k=2.1331、i1=0、i2=0.706、i3=0，y0=0.55、y1=0、y2=0、y3=0则y=0.55D柱反弯点计算6层：k=0.762、i1=1、i2=0、i3=1，y0=0.3、y1=0、y2=0、y3=0则y=0.35层：k=0.762、i1=1、i2=1、i3=1，y0=0.4、y1=0、y2=0、y3=0则y=0.44层：k=0.762、i1=1、i2=1、i3=1，y0=0.431、y1=0、y2=0、y3=0则y=0.4313层：k=0.762、i1=1、i2=1、i3=1，y0=0.45、y1=0、y2=0、y3=0则y=0.452层：k=0.762、i1=1、i2=1、i3=1.417，y0=0.5、y1=0、y2=0、y3=-0.05则y=0.451层：k=1.0793、i1=0、i2=0.706、i3=0，y0=0.642、y1=0、y2=0、y3=0则y=0.642表4-15风荷载作用下柱端弯矩计算轴号层次Vh(m)y1-yM下M上∑MA61.573.60.30.7-1.7-3.963.9653.373.60.40.6-4.85-7.288.9845.063.60.4320.568-7.87-10.3515.236.623.60.450.55-10.72-13.1120.9828.13.60.450.55-13.12-16.0426.76111.175.10.6420.358-36.57-20.3933.51B62.453.60.3750.625-3.31-5.515.5155.243.60.4250.575-8.02-10.8514.1647.883.60.450.55-12.77-15.623.62310.33.60.4750.525-17.61-19.4732.24212.63.60.4980.502-22.59-22.7740.38113.875.10.550.45-38.91-31.8354.42C62.453.60.3750.625-3.31-5.515.5155.243.60.4250.575-8.02-10.8514.1647.873.60.450.55-12.75-15.5823.6310.293.60.4750.525-17.6-19.4532.2212.593.60.4980.502-22.57-22.7540.35113.875.10.550.45-38.91-31.8354.4D61.573.60.30.7-1.7-3.963.9653.373.60.40.6-4.85-7.288.9845.053.60.4310.569-7.84-10.3415.1936.613.60.450.55-10.71-13.0920.9328.093.60.450.55-13.11-16.0226.73111.165.10.6420.358-36.54-20.3833.495.3.3风荷载梁弯矩计算根据上一节计算的节点柱端弯矩和∑M以及节点内力平衡的原则，将∑M按照线刚度大小分配到节点的梁端，节点梁端弯矩计算公式如下左端：右端：AB左端梁弯矩计算6层0.764/(0+0.764)×3.96=3.96kN.m5层0.764/(0+0.764)×8.98=8.98kN.m4层0.764/(0+0.764)×15.2=15.2kN.m3层0.764/(0+0.764)×20.98=20.98kN.m2层0.764/(0+0.764)×26.76=26.76kN.m1层0.764/(0+0.764)×33.51=33.51kN.mAB右端梁弯矩计算6层0.764/(0.764+0.744)×5.51=2.79kN.m5层0.764/(0.764+0.744)×14.16=7.17kN.m4层0.764/(0.764+0.744)×23.62=11.97kN.m3层0.764/(0.764+0.744)×32.24=16.33kN.m2层0.764/(0.764+0.744)×40.38=20.46kN.m1层0.764/(0.764+0.744)×54.42=27.57kN.mBC左端梁弯矩计算6层0.744/(0.764+0.744)×5.51=2.72kN.m5层0.744/(0.764+0.744)×14.16=6.99kN.m4层0.744/(0.764+0.744)×23.62=11.65kN.m3层0.744/(0.764+0.744)×32.24=15.91kN.m2层0.744/(0.764+0.744)×40.38=19.92kN.m1层0.744/(0.764+0.744)×54.42=26.85kN.mBC右端梁弯矩计算6层0.744/(0.744+0.762)×5.51=2.72kN.m5层0.744/(0.744+0.762)×14.16=7kN.m4层0.744/(0.744+0.762)×23.6=11.66kN.m3层0.744/(0.744+0.762)×32.2=15.91kN.m2层0.744/(0.744+0.762)×40.35=19.93kN.m1层0.744/(0.744+0.762)×54.4=26.87kN.mCD左端梁弯矩计算6层0.762/(0.744+0.762)×5.51=2.79kN.m5层0.762/(0.744+0.762)×14.16=7.16kN.m4层0.762/(0.744+0.762)×23.6=11.94kN.m3层0.762/(0.744+0.762)×32.2=16.29kN.m2层0.762/(0.744+0.762)×40.35=20.42kN.m1层0.762/(0.744+0.762)×54.4=27.53kN.mCD右端梁弯矩计算6层0.762/(0.762+0)×3.96=3.96kN.m5层0.762/(0.762+0)×8.98=8.98kN.m4层0.762/(0.762+0)×15.19=15.19kN.m3层0.762/(0.762+0)×20.93=20.93kN.m2层0.762/(0.762+0)×26.73=26.73kN.m1层0.762/(0.762+0)×33.49=33.49kN.m图4-9风荷载弯矩图（kN.m）5.3.4风荷载梁剪力、柱轴力计算梁剪力计算公式：表4-16风荷载作用下剪力计算梁跨层次M左M右lVAB梁63.962.797.48-0.958.987.177.48-2.16415.211.977.48-3.63320.9816.337.48-4.99226.7620.467.48-6.31133.5127.577.48-8.17BC梁62.722.722.8-1.9456.9972.8-5411.6511.662.8-8.33315.9115.912.8-11.36219.9219.932.8-14.23126.8526.872.8-19.19CD梁62.793.967.5-0.957.168.987.5-2.15411.9415.197.5-3.62316.2920.937.5-4.96220.4226.737.5-6.29127.5333.497.5-8.14表4-17风荷载作用下的轴力计算层次A柱B柱C柱D柱6-0.9-1.041.040.95-3.06-3.883.893.054-6.69-8.588.66.673-11.68-14.951511.632-17.99-22.8722.9417.921-26.16-33.8933.9926.06图4-10风荷载剪力图（kN）图4-11风荷载轴力图（kN）5.4地震内力计算5.4.1地震作用柱剪力分配层间剪力按照框架柱的抗侧刚度进行分配，计算公式如下：EQDi——为对应柱的抗侧刚度EQ∑Di——为某层柱抗侧刚度总和EQF——为水平地震作用下的层间剪力。6层柱剪力计算A柱：V=23033/117642×98.45=19.28kN；B柱：V=35825/117642×98.45=29.98kNC柱：V=35792/117642×98.45=29.95kN；D柱：V=22992/117642×98.45=19.24kN5层柱剪力计算A柱：V=23033/117642×197.74=38.72kN；B柱：V=35825/117642×197.74=60.22kNC柱：V=35792/117642×197.74=60.16kN；D柱：V=22992/117642×197.74=38.65kN4层柱剪力计算A柱：V=23033/117642×278.7=54.57kN；B柱：V=35825/117642×278.7=84.87kNC柱：V=35792/117642×278.7=84.79kN；D柱：V=22992/117642×278.7=54.47kN3层柱剪力计算A柱：V=23033/117642×341.33=66.83kN；B柱：V=35825/117642×341.33=103.94kNC柱：V=35792/117642×341.33=103.85kN；D柱：V=22992/117642×341.33=66.71kN2层柱剪力计算A柱：V=23033/117642×385.63=75.5kN；B柱：V=35825/117642×385.63=117.43kNC柱：V=35792/117642×385.63=117.33kN；D柱：V=22992/117642×385.63=75.37kN1层柱剪力计算A柱：V=15045/67430×412.49=92.03kN；B柱：V=18679/67430×412.49=114.27kNC柱：V=