一榀框架计算书 毕业设计

'毕业设计题目一榀框架计算书班级土木工程2006级高本学生姓名指导老师2011.5118 摘要本工程为济南某综合教学楼楼，主体三层，钢筋混凝土框架结构。梁板柱均为现浇，建筑面积约为3000m2，宽35米，长为60米，建筑方案确定。建筑分类为乙类公共类建筑，二类场地，抗震等级三级。.118 目录第一章框架结构设计任务书11.1工程概况11.2设计资料21.3设计内容2第二章框架结构布置及结构计算图确定22.1梁柱界面确定22.2结构计算简图2第三章荷载计算53.1恒荷载计算：53.1.1屋面框架梁线荷载标准值53.1.2楼面框架梁线荷载标准值53.1.3屋面框架节点集中荷载标准值63.1.4楼面框架节点集中荷载标准值73.1.5恒荷载作用下结构计算简图83.2活荷载标准值计算93.2.1屋面框架梁线荷载标准值93.2.2楼面框架梁线荷载标准值93.2.3屋面框架节点集中荷载标准值93.2.4楼面框架节点集中荷载标准值103.2.5活荷载作用下的结构计算简图103.3风荷载计算11第四章结构内力计算154.1恒荷载作用下的内力计算154.2活荷载作用下的内力计算254.3风荷载作用下内力计算33第五章内力组合345.1框架横梁内力组合385.2柱内力组合46第六章配筋计算606.1梁配筋计算606.2柱配筋计算756.3楼梯配筋计算806.4基础配筋计算84第七章电算结果807.1结构电算步骤867.2结构电算结果87参考文献112一框架结构设计任务书1.1工程概况：118 本工程为济南某综合教学楼楼，主体三层，钢筋混凝土框架结构。梁板柱均为现浇，建筑面积约为3000m2，宽35米，长为60米，建筑方案确定。建筑分类为乙类公共类建筑，二类场地，抗震等级三级。图11.2设计资料1）气象条件：基本风压0.45KN/m22）抗震设防：设防烈度6度3）屋面做法：40厚C20钢砼一层油毡隔离层40厚挤塑聚苯板保温层15厚高分子防水卷材20厚1:3水泥砂浆找平1:6水泥焦渣2%找坡层，最薄处30厚120厚现浇钢筋混凝土板4）楼面做法：118 8~13厚铺地砖面层100厚钢筋砼楼板粉底底层混凝土强度等级为C30，其余各层为C25，纵筋2级，箍筋1级。1.3设计内容1)确定梁柱截面尺寸及框架计算简图2)荷载计算3)框架纵横向侧移计算；4)框架在水平及竖向力作用下的内力分析；5)内力组合及截面设计；6)节点验算。二框架结构布置及结构计算简图确定2.1梁柱截面的确定柱：b×h=500mm×500mm梁（BC跨）=L/12=6300/12=525mm取h=600mm，b=300mm梁（CE、EF跨）=L/12=5400/12=450mm取h=500mm，b=300mm纵梁=L/12=8000/12=666.7mm取h=700mm，b=300mm现浇板厚取h=100mm2.2结构计算简图基础顶面离室外地面为600mm，由此可知底层标高为6.2m。结构计算简图如下：边跨梁取I=1.5I0,中跨梁取I=2I0（I0为不考虑楼板翼缘作用的梁截面惯性矩）。118 注：图中数字为线刚度，单位：×10-4Em3图2EF跨梁：i=1.5（Ec×0.3×0.53）/（12×4.5）=10.4×10-4EcCE跨梁：i=2（Ec×0.3×0.53）/（12×5.4）=11.6×10-4EcBC跨梁：i=1.5（Ec×0.3×0.63）/（12×6.3）=12.9×10-4Ec上层柱：118 i=（Ec×0.5×0.53）/（12×3.6）=14.5×10-4Ec底层柱：i=（Ec×0.6×0.63）/（12×6.2）=17.4×10-4Ec三荷载计算3.1恒载标准值计算1）屋面框架梁线荷载标准值40厚C20钢砼0.04×25=1KN/M2一层油毡隔离层0.05KN/M240厚挤塑聚苯板保温层0.04×0.5=0.02KN/M215厚高分子防水卷材0.04KN/M220厚1:3水泥砂浆找平0.02×20=0.4KN/M21:6水泥焦渣2%找坡层，最薄处30厚(0.03+0.165)/2×14=1.365KN/M2120厚现浇钢筋混凝土板0.12×25=3KN/M2屋面荷载合计：5.875KN/M2边跨（EF）框架梁自重0.3×0.5×25=3.75KN/M梁两侧粉刷：2×（0.5÷0.12）×0.02×17=0.2584KN/M合计：4.0084KN/M边跨（BC）框架梁自重0.3×0.6×25=4.5KN/M梁两侧粉刷：2×（0.6÷0.12）×0.02×17=0.3264KN/M合计：4.8264KN/M中跨（CE）框架梁自重0.3×0.5×25=3.75KN/M梁两侧粉刷：2×（0.5÷0.12）×0.02×17=0.2584KN/M合计：4.0084KN/M因此作用在顶层框架梁上的线荷载为：g6EF1=g6CF1=4.0084KN/Mg6BC1=4.8264KN/Mg6EF2=g6CF2=g6BC2=5.875×4.0=23.5KN/M2）楼面框架梁线荷载标准值8~13厚铺地砖面层0.6KN/M220厚1:2水泥砂浆结合层0.02×20=0.4KN/M2100厚钢筋砼楼板0.1×25=2.5KN/M215厚纸筋石灰抹底0.015×16=0.24KN/M2楼面荷载合计：3.74KN/M2边跨（EF）框架梁自重0.3×0.5×25=3.75KN/M梁两侧粉刷：2×（0.5÷0.1）×0.02×17=0.272KN/M合计：4.022KN/M边跨（BC）框架梁自重0.3×0.6×25=4.5KN/M梁两侧粉刷：2×（0.6÷0.1）×0.02×17=0.3264KN/M合计：4.84KN/M中跨（CE）框架梁自重0.3×0.5×25=3.75KN/M118 梁两侧粉刷：2×（0.5÷0.1）×0.02×17=0.272KN/M合计：4.022KN/M边跨填充墙自重：0.24×（3.6-0.6）×14=10.08KN/M墙面粉刷：（3.6-0.6）×0.02×20=1.2KN/M11.28KN/M因此作用在中间层框架梁上的线荷载为：gEF1=gCF1=4.022KN/MgBC1=4.84+11.28=16.12KN/MgEF2=gCF2=gBC2=3.74×4.0=14.96KN/M3）屋面框架结点集中荷载标准值F轴节点集中荷载边柱连系梁自重：0.3×0.7×8×25=42KN边柱连系梁粉刷：0.02×（0.7-0.12）×2×8.0×17=3.155KN1.5M女儿墙自重：1.5×8.0×0.12×14=20.16KN女儿墙粉刷：2×1.5×8.0×0.02×17=8.16KN框架梁传来屋面自重：0.5×4.0×0.5×4.0×5.875=23.5KN次梁自重：0.3×0.5×4.5×25=16.875KN作用在次梁上的屋面自重：0.5×（4.5+4.5-4）×2×5.875=29.375KN框架梁传来次梁自重：0.5×（16.875+29.375）=23.125KN顶层F轴节点集中荷载：G6F=120.1KNE轴节点集中荷载E轴框架梁自重及粉刷：45.155KN框架梁传来屋面自重：0.5×4×0.5×4×2×5.875=47KN框架梁传来次梁自重：0.5×16.875+（0.3×0.5×5.4×25）×0.5=18.56KN顶层E轴节点集中荷载：G6E=110.72KNC轴节点集中荷载C轴框架梁自重及粉刷：45.155KN框架梁传来屋面自重：0.5×4×0.5×4×2×5.875=47KN框架梁传来次梁自重：（0.3×0.5×5.4×25+0.3×0.5×6.3×25）×0.5=21.94KN顶层C轴节点集中荷载：G6C=114.10KNB轴节点集中荷载B轴框架梁自重及粉刷：45.155KN1.5M女儿墙自重及粉刷：28.32KN框架梁传来屋面自重：0.5×4.0×0.5×4.0×5.875=23.5KN次梁自重：0.3×0.5×6.3×25=23.625KN作用在次梁上的屋面自重：0.5×（6.3+6.3-4）×2×5.875=50.53KN框架梁传来次梁自重：0.5×（23.625+50.53）=37.08KN顶层B轴节点集中荷载：G6B=134.06KN4）楼面框架节点集中荷载标准值F轴框架梁自重及粉刷：45.155KN窗自重：2×2.7×2.8×0.45=6.804KN118 窗下墙体自重：0.24×（8-0.5）×（3.6-2.8）×14=20.16KN粉刷：2×0.02×7.5×0.8×17=4.08KN窗边墙体自重：0.24×（8-0.5-2×2.7）×2.8×14=19.76KN粉刷：2×0.02×（8-0.5-2×2.7）×2.8×17=4.00KN框架梁传来楼面自重：0.5×4×0.5×4×3.74=14.96KN次梁自重：16.875KN作用在次梁上的楼面自重：0.5×（4.5+4.5-4）×2×3.74=18.7KN框架梁传来次梁自重：0.5×（16.875+18.7）=17.79KN框架柱子自重：0.5×0.5×3.6×25=22.5KN粉刷：[0.5×2+（0.5-0.24）×2]×0.02×3.6×17=1.86KN2~6层F轴结点集中荷载：GF=157.07KNE轴框架梁自重及粉刷：45.155KN框架梁传来楼面板自重：2×0.5×4×0.5×4×3.74=29.92KN次梁自重：0.3×0.5×5.4×25+0.3×0.5×4.5×25=37.125KN作用在次梁上的楼面自重：[0.5×（4.5+4.5-4）×2+0.5×（5.4+5.4-4）×2]×3.74=44.132KN框架梁传来次梁自重：0.5×（37.125+44.132）=40.63KN框架柱自重及粉刷：22.5+（0.5-0.24）×0.02×4×3.6×17=23.77KN2~6层E轴结点集中荷载：GE=139.48KNC轴框架梁自重及粉刷：45.155KN内纵墙自重：（8-0.5）×（3.6-0.7）×0.24×14=73.08KN粉刷：（8-0.5）×（3.6-0.7）×0.02×17×2=14.79KN扣除门洞重：2×1.0×2.1×（0.24×14+0.02×17×2）=16.968KN门自重：2×1.0×2.1×0.2=0.84KN框架梁传来楼面自重：2×0.5×4×0.5×4×3.74=29.92KN次梁自重：0.3×0.5×5.4×25+0.5×0.3×6.3×25=43.875KN作用在次梁上的楼面自重：[0.5×（6.3+6.3-4）×2+0.5×（5.4+5.4-4）×2]×3.74=57.596KN框架梁传来次梁自重：0.5×（43.875+57.596）=50.736KN框架柱自重及粉刷：22.5+（0.5-0.24）×0.02×4×3.6×17=23.77KN2~6层C轴结点集中荷载：GC=221.33KNB轴框架梁自重及粉刷：45.155KN窗自重：2×2.7×2.8×0.45=6.804KN窗下墙体自重：0.24×（8-0.5）×（3.6-2.8）×14=20.16KN粉刷：2×0.02×7.5×0.8×17=4.08KN窗边墙体自重：0.24×（8-0.5-2×2.7）×2.8×14=19.76KN粉刷：2×0.02×（8-0.5-2×2.7）×2.8×17=4.00KN框架梁传来楼面自重：0.5×4×0.5×4×3.74=14.96KN次梁自重：0.3×0.5×6.3×25=23.625KN作用在次梁上的楼面自重：0.5×（6.3+6.3-4）×2×3.74=34.164KN框架梁传来次梁自重：0.5×（16.875+34.164）=24.52KN框架柱子自重：0.5×0.5×3.6×25=22.5KN118 粉刷：[0.5×2+（0.5-0.24）×2]×0.02×3.6×17=1.86KN2~6层B轴结点集中荷载：GB=163.80KN5）恒荷载作用下的结构计算简图图33.2活载标准值计算1）屋面框架梁线荷载标准值p6EF=p6CE=p6BC=2.5×4.0=10KN/M2）楼面框架梁线荷载标准值pEF=pCE=pBC=2.0×4.0=8.0KN/M3）屋面框架节点集中荷载标准值F轴由框架梁传来的屋面荷载：0.5×4.0×0.5×4.0×2.5=10KN118 由框架梁传来次梁荷载：0.5×（4.5+4.5-4）×2×2.5=12.5KNP6F=20+12.5=22.5KNE轴由框架梁传来的屋面荷载：0.5×4.0×0.5×4.0×2.5×2=20KN由框架梁传来次梁荷载：[0.5×（4.5+4.5-4）×2+0.5×（5.4+5.4-4）×2]×2.5=29.5KNP6E=20+29.5=49.5KNC轴由框架梁传来的屋面荷载：0.5×4.0×0.5×4.0×2.5×2=20KN由框架梁传来次梁荷载：[0.5×（6.3+6.3-4）×2+0.5×（5.4+5.4-4）×2]×2.5=38.5KNP6C=20+38.5=58.5KNB轴由框架梁传来的屋面荷载：0.5×4.0×0.5×4.0×2.5=10KN由框架梁传来次梁荷载：0.5×（6.3+6.3-4）×2×2.5=21.5KNP6B=10+21.5=31.5KN4）楼面框架节点集中荷载标准值F轴由框架梁传来的屋面荷载：0.5×4.0×0.5×4.0×2.0=8KN由框架梁传来次梁荷载：0.5×（4.5+4.5-4）×2×2.0=10KNPF=8+10=18.0KNE轴由框架梁传来的屋面荷载：0.5×4.0×0.5×4.0×2.0×2=16.0KN由框架梁传来次梁荷载：[0.5×（4.5+4.5-4）×2+0.5×（5.4+5.4-4）×2]×2.0=23.6KNPE=16+23.6=39.6KNC轴由框架梁传来的屋面荷载：0.5×4.0×0.5×4.0×2.0×2=16KN由框架梁传来次梁荷载：[0.5×（6.3+6.3-4）×2+0.5×（5.4+5.4-4）×2]×2.0=30.8KNPC=16+30.8=46.8KNB轴由框架梁传来的屋面荷载：0.5×4.0×0.5×4.0×2.0=8KN由框架梁传来次梁荷载：0.5×（6.3+6.3-4）×2×2.0=17.2KNPB=8+17.2=25.2KN5）活荷载作用下的结构计算简图118 图43.3风荷载计算风压标准值计算公式为wk=βzμsμzw0（4-1）wk——风荷载标准值w0——基本风压μs——风荷载体型系数μz——风荷载变化系数βz——Z高度处的风振系数w0=0.45，因结构高度H=24.2m〈30m，可取βz=1.0；对于矩形平面μS=1.3μz可查《建筑结构荷载规范》知场地类别为C类。将风荷载换算成作用于框架每层节点上的集中荷载。A为一榀框架各层节点的受风面积，计算过程如表4-1，结算结果如图5。118 表4-2横向风荷载计算层次βzμsz(m)μzw0(kN/m2)A(m2)Pw(kN)61.01.323.60.8880.4526.413.7151.01.320.00.840.4528.814.1541.01.316.40.810.4528.813.6531.01.312.80.740.4528.812.4721.01.39.20.740.4528.812.4711.01.35.60.740.4536.815.93118 图51）风荷载作用下位移计算118 柱Kc值表4-2柱Kc值计算层数截面（m2）混凝土强度等级惯性矩Ic（m4）（m3）(KNm)2~60.5×0.5C255.21×10-31.45×10-340.6×10310.6×0.6C3010.8×10-31.93×10-357.9×103柱Kb值中框架梁I=2.0I0边框架梁I=1.5I0Kb=EIb/L4-2EF跨梁：Ib=1.5×0.3×0.53/12=4.7×10-3m4BC跨梁：Ib=1.5×0.3×0.63/12=8.1×10-3m4CE跨梁：Ib=2×0.3×0.53/12=6.25×10-3m4EF跨梁（4.5m）：Kb=31.3×103KMmBC跨梁（6.3m）：Kb=38.6×103KMmCE跨梁（5.4m）：Kb=34.7×103KMmK值及的值一般层K=（i1+i2+i3+i4）/2ic4-3=K/（2+K）4-4D=12×ic/h²4-5首层K=（i1+i2）/ic4-6=（0.5+K）/（2+K）4-7D=12×ic/h²4-82~6层F轴柱：K=（10.4+10.4）/2×14.5=0.72=0.72/（2+0.72）=0.26E轴柱：K=（11.6+10.4+11.6+10.4）/2×14.5=1.52=1.52/（2+1.52）=0.43C轴柱：K=（12.9+11.6+12.9+11.6）/2×14.5=1.69=1.69/（2+1.69）=0.46B轴柱：K=(12.9+12.9)/2×14.5=0.89=0.89/（2+0.89）=0.31底层：F轴柱：K=10.4/17.4=0.60=（0.5+0.60）/（2+0.60）=0.42E轴柱：K=（10.4+11.6）/17.4=1.26=（0.5+1.26）/（2+1.26）=0.54C轴柱：K=（12.9+11.6）/17.4=1.41=（0.5+1.41）/（2+1.41）=0.56B轴柱：K=12.9/17.4=0.74=（0.5+0.74）/（2+0.74）=0.45118 值见表4-3=12×ic/h²表4-3框架柱D值计算F轴E轴C轴B轴2~6层3.49×1035.77×1036.18×1034.16×10319.6×103底层2.796×1033.595×1033.729×1032.996×10313.116×103框架结构侧移计算△μ6层：△μ=13.71/19.6×103=0.699×10-3m5层：△μ=27.86/19.6×103=1.421×10-3m4层：△μ=41.51/19.6×103=2.117×10-3m3层：△μ=53.98/19.6×103=2.754×10-3m2层：△μ=66.45/19.6×103=3.390×10-3m1层：△μ=82.39/13.116×103=6.280×10-3m∑△μ=16.661×10-3m△μ/h=16.661×10-3m/23.6m=0.706×10-3m〈1/500满足要求四内力计算4.1恒荷载作用下的内力计算计算使用分层法，中柱的线刚度取框架柱实际线刚度的0.9倍。1）屋顶层118 把梯形荷载化作等效均布荷载EF跨：1=0.5×4/4.5=0.444g"6EF=g6EF1+[1-2（1）²+（1）³]×g6EF2=20.30KN/MBC跨：1=0.5×4/6.3=0.317g"6BC=g6BC1+[1-2（1）²+（1）³]×g6BC2=24.35KN/MCE跨：1=0.5×4/5.4=0.370g"6CE=g6CE1+[1-2（1）²+（1）³]×g6CE2=22.26KN/M各杆的固端弯矩M6FE=g"6EF×L²EF/12=34.26KN·MM6BC=g"6BC×L²BC/12=80.54KN·MM6CE=g"6CE×L²CF/12=54.09KN·M弯矩分配法计算过程如图6：图6顶层弯矩计算结果如图7：118 图72）2~6层：把梯形荷载化作等效均布荷载EF跨：1=0.5×4/4.5=0.444g"EF=gEF1+[1-2（1）²+（1）³]×gEF2=14.39KN/MBC跨：1=0.5×4/6.3=0.317g"BC=gBC1+[1-2（1）²+（1）³]×gBC2=28.55KN/MCE跨：1=0.5×4/5.4=0.370g"CE=gCE1+[1-2（1）²+（1）³]×gCE2=15.64KN/M各杆的固端弯矩：MFE=g"EF×L²EF/12=24.28KN·MMBC=g"BC×L²BC/12=94.43KN·MMCE=g"CE×L²CF/12=38.01KN·M118 弯矩分配法计算过程如图8：图82~6层弯矩计算结果如图9：图93）首层：把梯形荷载化作等效均布荷载118 EF跨：1=0.5×4/4.5=0.444g"EF=gEF1+[1-2（1）²+（1）³]×gEF2=14.39KN/MBC跨：1=0.5×4/6.3=0.317g"BC=gBC1+[1-2（1）²+（1）³]×gBC2=28.55KN/MCE跨：1=0.5×4/5.4=0.370g"CE=gCE1+[1-2（1）²+（1）³]×gCE2=15.64KN/M各杆的固端弯矩：MFE=g"EF×L²EF/12=24.28KN·MMBC=g"BC×L²BC/12=94.43KN·MMCE=g"CE×L²CF/12=38.01KN·M弯矩分配法计算过程如图10：图10首层弯矩计算结果如图11：118 图11各层弯矩叠加并修正，其竖向荷载弯矩图如图12：118 图12剪力图：118 图13轴力图：118 图14118 4.2活荷载作用下的内力计算1）荷载简化EF跨：1=0.5×4/4.5=0.444P"6EF=[1-2（1）²+（1）³]×p6EF=6.93KN/MP"EF=[1-2（1）²+（1）³]×pEF=5.55KN/MBC跨：1=0.5×4/6.3=0.317P"6BC=[1-2（1）²+（1）³]×p6BC=8.31KN/MP"BC=[1-2（1）²+（1）³]×pBC=6.65KN/MCE跨：1=0.5×4/5.4=0.370P"6CE=[1-2（1）²+（1）³]×p6CE=7.77KN/MP"CE=[1-2（1）²+（1）³]×pCE=6.21KN/M2）各杆的固端弯矩：M6EF=P"6EF×L²EF/12=11.69KN·MMEF=P"EF×L²EF/12=9.37KN·MM6BC=P"6BC×L²BC/12=27.49KN·MMBC=P"BC×L²BC/12=21.99KN·MM6CE=P"6CE×L²CE/12=18.88KN·MMCE=P"CE×L²CE/12=15.09KN·M3）顶层弯矩计算弯矩分配法计算过程：118 弯矩计算结果：4）2～6层弯矩计算弯矩分配法计算过程：弯矩计算结果：118 5）底层弯矩计算弯矩分配法计算过程：弯矩计算结果：118 6）各层弯矩叠加并修正，其活荷载弯矩、剪力、轴力图活荷载作用下的弯矩图：118 图15活荷载作用下BC框架梁剪力118 层数qlql/2∑M/LV左V右68.316.326.182.182428.3656.656.320.950.9020.0521.8546.656.320.950.9819.9721.9336.656.320.950.9819.9721.9326.656.320.950.9919.9621.9416.656.320.951.0619.8922.01活荷载作用下CE框架梁剪力层数qlql/2∑M/LV左V右67.775.420.98-1.3922.3715.5956.215.416.77-0.7017.4716.0746.215.416.77-0.7417.5116.0336.215.416.77-0.7417.5116.0326.215.416.77-0.7417.5116.0316.215.416.77-0.7417.5116.03活荷载作用下EF框架梁剪力层数Qlql/2∑M/LV左V右66.934.515.59-1.5217.1114.0755.554.512.49-0.8513.3411.6445.554.512.49-0.9213.4111.5735.554.512.49-0.9213.4111.5725.554.512.49-0.9213.4111.5715.554.512.49-0.9413.4311.55活荷载作用下剪力图：118 图16118 活荷载作用下轴力图：图174.3风荷载作用下的内力计算1）荷载作用下的结构计算简图如图5。内力计算采用D值法，计算过程见表4-4，其中由《混凝土结构（中册）》中附表10-3，附表10-4查得y1=y2=y3=0，118 即y=y0。内力计算如表4-4，表4-5，表4-6，表4-7。框架弯矩图、剪力图、轴力图见图18～20。表4-4框架柱剪力标准值计算表层数（ΣF）柱号=ib/2icc=/(2+)D´i=c×icVi=D´×ΣF/ΣD´i（KN）6（13.71KN）B60.8890.3080.0452.91C61.6890.4580.0664.27E61.5170.4310.0634.07F60.7170.2640.0382.465（27.86N）B50.8890.3080.0455.92C51.6890.4580.0668.67E51.5170.4310.0638.28F50.7170.2640.0384.994（41.51KN）B40.8890.3080.0458.81C41.6890.4580.06612.92E41.5170.4310.06312.34F40.7170.2640.0387.443（53.98KN）B30.8890.3080.04511.46C31.6890.4580.06616.81E31.5170.4310.06316.04F30.7170.2640.0389.682（66.45KM）B20.8890.3080.04514.10C21.6890.4580.06620.69E21.5170.4310.06319.75F20.7170.2640.03811.911（82.38KN）B10.7410.4530.07918.92C11.4080.5590.09723.23E11.2640.5400.09422.51F10.5980.4230.07417.72注：1层=Σib/ic，c=(0.5+)/(2+)。2）框架柱反弯点高度计算表4-5风荷载内力计算如表层数B轴C轴y0h（l-y0）hM上M下y0h（l-y0）hM上M下61.242.366.873.611.382.229.485.8951.442.1612.798.521.562.0417.6913.5341.621.9817.4414.271.621.9825.5820.93118 31.621.9822.6918.571.741.8631.2729.4521.81.825.3825.381.81.837.2437.2414.211.9937.6579.653.782.4256.2287.81表4-6荷载内力计算如表层数E轴F轴y0h（l-y0）hM上M下y0h（l-y0）hM上M下61.352.259.165.491.082.526.202.6651.532.0717.1412.671.442.1610.787.1941.621.9824.4319.991.472.1315.8510.9431.711.8930.3227.431.621.8918.3015.6821.81.835.5535.551.81.821.4421.4413.642.5656.6381.944.351.8532.7877.08表4-7风荷载作用下的剪力和轴力层数BCB轴CEC轴E轴EFF轴V（kN）N（kN）V（kN）N（kN）N（kN）V（kN）N（kN）61.881.881.730.151.683.413.4154.576.454.280.442.765.368.7747.3913.847.050.784.739.0217.79310.2324.079.491.527.0211.7829.57212.5536.6212.002.079.8814.8644.43117.8254.4417.192.7014.4221.7366.16118 风荷载作用下弯矩图图18118 风荷载作用下剪力图图19118 风荷载作用下轴力图图20118 五内力组合根据以上内力计算结果，即可进行框架各梁柱各控制截面上的内力组合，其中梁的控制截面为梁端柱边及跨中。柱每层有两个控制截面，柱底和柱顶。内力组合弯矩公式如下：①M=1.2MG+1.4MQ（5-1）②M=1.2MG+1.4MW（5-2）③M=1.2MG+0.9×1.4×(MQ+MW)（5-3）④M=1.35MG+1.4×0.7×MQ（5-4）内力组合剪力公式如下：①V=1.2VG+1.4VQ（5-5）②V=1.2VG+1.4VW（5-6）③V=1.2VG+0.9×1.4×(VQ+VW)（5-7）④V=1.35VG+1.4×0.7×VQ（5-8）内力组合轴力公式如下：①N=1.2NG+1.4NQ（5-9）②N=1.2NG+1.4NW（5-10）③N=1.2NG+0.9×1.4×(NQ+NW)（5-11）④N=1.35NG+1.4×0.7×NQ（5-12）118 5.1框架横梁内力组合表5-16层框架横梁内力组合层次截面恒荷载活荷载风荷载可变荷载效应及永久荷载效应内力组合值Mmax跨中MmaxMGMQMW①M=1.2MG+1.4MQ②M=1.2MG+1.4MW③M=1.2MG+0.9×1.4×(MQ+MW)④M=1.35MG+1.4×0.7×MQ支座B50.1016.346.8783.0069.7489.3683.6589.36C88.9330.064.99148.8113.70150.88149.51150.88C67.1023.674.49113.6686.81116.0103.72116.0E45.4016.194.8377.1561.2480.9777.1680.97E43.1414.554.3372.1457.8375.5672.5075.56F20.267.736.2035.1332.9941.8634.9341.86跨中BC56.3918.0392.9193.8093.80CE24.338.3940.9441.0741.07EF20.516.4033.5733.9633.96118 支座VGVQVW①V=1.2VG+1.4VQ②V=1.2VG+1.4VW③V=1.2VG+0.9×1.4×(VQ+VW)④V=1.35VG+1.4×0.7×VQVmaxB71.724.001.88119.6488.67118.65120.32120.32C81.728.361.88137.74100.67136.14138.09138.09C62.622.371.73106.4477.54105.49106.43106.44E57.615.591.7390.7571.5490.9493.0493.04E50.017.113.4183.9564.7785.8684.2784.27F41.414.073.4168.9854.0671.3169.6869.68表5-25层框架横梁内力组合层次截面恒荷载活荷载风荷载可变荷载效应及永久荷载效应内力组合值Mmax跨中MmaxMGMQMW①②③④支座B77.7618.4416.40119.13116.27137.21123.05137.21C98.8324.0812.42152.31139.46164.59154.08164.59C51.4717.1111.1685.7277.39107.6886.25107.68E29.7313.3511.9354.3752.3867.5353.2267.53E27.9711.1810.7049.2248.5461.1348.7261.13118 F19.797.3513.4434.03842.5649.9433.9249.94跨中BC60.2211.7388.6992.7992.79CE15.287.4128.7127.8928.71EF13.744.7823.1823.2323.23支座VGVQVW①②③④VmaxB87.920.054.57133.55111.88136.50138.31138.31C92.021.854.57140.99116.80143.69145.61145.61C44.317.474.2877.6259.1580.5776.9380.57E40.116.074.2870.6254.1173.7669.8873.76E32.413.345.3857.5646.4162.4756.8162.47F32.411.645.3855.1846.4160.3355.1560.33表5-34层框架横梁内力组合层次截面恒荷载活荷载风荷载可变荷载效应及永久荷载效应内力组合值Mmax跨中MmaxMGMQMW①②③④支B76.6817.6625.96116.74128.36146.98120.82146.98118 座C97.0123.8420.59149.80145.24172.39154.33172.39C51.3117.3218.5285.8287.5106.7386.24106.73E29.5213.3419.5654.162.8176.8852.9376.88E28.0611.217.5449.3563.4969.8848.8669.88F18.847.0823.0432.5254.8660.5632.3760.56跨中BC60.2212.2489.493.2993.29CE15.287.3128.5732.6232.62EF13.744.9123.3523.3623.36支座VGVQVW①②③④VmaxB87.419.977.38132.84115.21139.34137.56139.34C92.421.937.38141.58121.21147.81146.23147.81C44.517.517.0577.9463.2783.3577.2383.35E4016.037.0570.4457.8777.0869.7177.08E33.213.419.0258.6152.4768.1057.9668.10F31.611.579.0251.8050.5563.8654.0063.86表5-43层框架横梁内力组合118 层次截面恒荷载活荷载风荷载可变荷载效应及永久荷载效应内力组合值Mmax跨中MmaxMGMQMW①②③④支座B76.6817.6636.96116.74143.76160.84120.83160.84C97.0123.8427.46149.79154.86181.05154.33181.05C51.3117.3224.7292.6296.18114.5486.24114.54E29.5213.3426.5354.172.5785.6652.9385.66E28.0611.223.7849.3573.6277.7548.8677.75F18.847.0829.2432.5265.5468.3732.3768.37跨中BC60.2212.2489.493.2993.29CE15.287.3128.5727.7928.57EF13.744.9123.3523.3623.36支座VGVQVW①②③④VmaxB87.419.9710.23132.84119.20142.93137.56142.93C92.421.9310.23141.58125.20151.40146.22151.40C44.517.519.4977.9466.6987.4277.2487.42E4016.039.4970.4461.2980.1669.7180.16E33.213.4111.7858.6156.3371.5857.9671.58F31.611.5711.7851.8054.4167.3454.0067.34118 表5-52层框架横梁内力组合层次截面恒荷载活荷载风荷载可变荷载效应及永久荷载效应内力组合值Mmax跨中MmaxMGMQMW①②③④支座B76.6817.5943.95131.98153.55169.56120.76169.56C97.0123.8335.11149.77165.57190.68154.32190.68C51.3117.3431.5885.85105.78123.2186.26123.21E29.5213.3433.2154.181.9294.0852.9394.08E28.0611.1929.7749.3575.3585.2848.8585.28F18.847.0537.1232.4874.5878.2632.3478.26跨中BC60.2212.2889.4693.3393.33CE15.287.3030.1527.7830.15EF13.744.9323.3923.3823.39支座VGVQVW①②③④VmaxB87.419.9612.55132.82122.45145.84137.55145.84C92.421.9412.55141.60128.45154.34146.24154.34C44.517.5112.0077.9170.290.5877.2490.58E4016.0312.0070.4464.883.3269.7183.32E33.213.4114.8658.6160.6475.4657.9675.46118 F31.611.5714.8654.1258.7271.2254.0071.22表5-61层框架横梁内力组合层次截面恒荷载活荷载风荷载可变荷载效应及永久荷载效应内力组合值Mmax跨中MmaxMGMQMW①②W③④支座B76.6816.863.03115.54180.26192.60119.98192.60C97.0123.4949.21149.30185.31208.01153.98208.01C51.3117.3244.2585.82123.52139.1586.24139.15E29.5213.348.6054.04103.46113.4252.89113.42E28.0611.1743.5847.08106.89102.6648.83106.89F18.846.9354.2232.3198.5299.6632.2399.66跨中BC56.7912.8486.1289.2589.25CE16.597.3330.1729.5830.17EF13.235.0022.8822.7622.88支VGVQVW①②③④Vmax118 座B86.619.6917.82127.29128.87151.18136.21151.18C93.222.0117.82142.65136.79162.03147.39162.03C45.717.5117.1979.3578.9198.5678.8698.56E38.816.0317.1969.0070.6388.4268.0988.42E33.713.4321.7359.2470.8684.7458.6674.74F31.011.5521.7353.3767.6279.1353.1779.135.2柱内力组合表5-7B轴柱内力组合层次截面恒荷载活荷载风荷载可变荷载效应及永久荷载效应内力组合值MGMQMW①M=1.2MG+1.4MQ②M=1.2MG+1.4MW③M=1.2MG+0.9×1.4×(MQ+MW)④M=1.35MG+1.4×0.7×MQMmax及对应的NNGNQNW①N=1.2NG+1.4NQ②N=1.2NG+1.4NW③N=1.2NG+0.9×1.4×(NQ+NW)④N=1.35NG+1.4×0.7×NQNmax及对应的M柱M50.1016.346.8783.0070.9489.8383.6589.83118 6118.50顶N71.5824.001.88119.5087.55118.50120.15120.1583.65柱M40.3210.43.6114.9453.4474.1064.6274.10147.03底N95.35241.88148.02117.05147.03152.24152.2464.625柱M37.248.0412.7955.9462.5970.9358.1570.93272.19顶N183.3444.056.45281.68229.04272.19290.68290.6858.15柱M38.348.838.5258.3757.9467.8760.4167.87299.03底N207.1144.056.45310.20257.56299.03322.77322.7760.414柱M38.348.8317.4458.3770.4279.7160.4179.71118 427.52顶N274.5464.0213.84419.08384.82427.52433.37433.3760.41柱M38.348.8314.2758.3765.9975.1160.4175.11480.08底N318.3164.0213.84471.6401.35480.08492.46492.4660.413柱M38.348.8322.6958.3777.7785.7260.4185.72623.10顶N405.7983.9924.07604.534520.65623.10630.13630.1360.41柱M38.348.8318.5776.7772.0180.5360.4180.53565.72底N429.5683.9924.07633.06549.07565.72662.22662.2260.412柱M38.348.8825.3858.4481.5489.1860.4189.18800.54顶N517.21103.9538.82766.182675800.54800.10800.5489.18柱M40.119.0925.3860.8683.66103.5663.06103.56829.07底N540.98103.9538.82794.71703.52829.07832.19832.1963.06柱M36.347.7137.6554.40296.32102.0256.61102.02118 1977.76顶N627.61123.8454.44926.51829.35977.76968.64977.76102.02柱M19.294.3679.6529.25134.66107.1630.31134.66878.98底N668.97123.8454.44976.14878.981027.401024.471024.4730.31表5-8C轴柱内力组合层次截面恒荷载活荷载风荷载可变荷载效应及永久荷载效应内力组合值MGMQMW①M=1.2MG+1.4MQ②M=1.2MG+1.4MW③M=1.2MG+0.9×1.4×(MQ+MW)④M=1.35MG+1.4×0.7×MQMmax及对应的NNGNQNW①N=1.2NG+1.4NQ②N=1.2NG+1.4NW③N=1.2NG+0.9×1.4×(NQ+NW)④N=1.35NG+1.4×0.7×NQNmax及对应的M柱M21.826.399.4835.1339.4646.1835.7246.18118 6237.33顶N144.3550.730.15244.24173.43237.33244.59244.5935.72柱M22.323.985.8932.3635.0339.2234.0339.22265.85底N168.1250.730.15272.766201.95265.85276.68276.6834.035柱M23.042.9917.6931.8352.4153.7034.0353.70479.30顶N304.4190.050.44491.36365.91479.30499.20499.2034.03柱M22.853.2613.5331.9846.3648.5834.0448.58393.82底N328.1890.050.44519.89394.43393.82531.29531.2934.044柱M22.823.2625.5831.9563.2063.7234.0063.72118 722.24顶N465.08129.490.78739.38559.19722.24745.76745.7634.00柱M22.853.2620.9331.9856.7257.9034.0057.90750.76底N488.85129.490.78767.91587.71750.76786.85786.8534.003柱M22.823.2631.2731.9571.1670.8934.0071.16752.98顶N625.73168.931.52987.38752.98965.641010.291010.2934.00柱M22.853.2629.4531.9868.6568.6334.0068.65781.53底N649.50168.931.521015.90781.53994.171042.381042.3834.2柱M22.823.2137.2443.8379.5278.3533.9579.52945.99顶N785.91208.382.071234.82945.991208.261265.191265.1933.95柱M23.403.3137.2432.7180.2279.1734.8380.22974.51底N809.68208.382.071263.35974.511236.781297.281297.2834.83柱M22.822.8656.2231.39106.1101.8233.61106.1118 11142.06顶N948.57247.902.701485.341142.061454.041523.511523.5133.61柱M11.181.5887.8115.63136.35126.0516.64136.351191.70底N989.93247.902.701534.981191.701503.671579.351579.3516.64表5-9E轴柱内力组合层次截面恒荷载活荷载风荷载可变荷载效应及永久荷载效应内力组合值MGMQMW①M=1.2MG+1.4MQ②M=1.2MG+1.4MW③M=1.2MG+0.9×1.4×(MQ+MW)④M=1.35MG+1.4×0.7×MQMmax及对应的NNGNQNW①N=1.2NG+1.4NQ②N=1.2NG+1.4NW③N=1.2NG+0.9×1.4×(NQ+NW)④N=1.35NG+1.4×0.7×NQNmax及对应的M柱M2.281.849.165.3115.5616.604.8816.60118 6172.40顶N107.5732.71.68174.86131.44172.40176.97176.974.88柱M1.121.115.492.909.039.662.609.66200.93底N131.3432.71.68203.39159.96200.93209.36209.362.605柱M0.841.0617.142.4925.0023.942.1725.00248.52顶N203.8862.112.76331.61248.52326.39336.11336.112.17柱M0.781.0712.672.4318.6718.252.1018.67277.04底N227.6562.112.76360.13277.04354.92368.20368.202.14柱M0.781.0724.431.0335.1433.072.1035.14118 367.65顶N300.8691.554.73489.20367.65482.35495.88495.882.10柱M0.781.0719.992.4328.9227.472.1028.92396.18底N324.6391.554.73517.73396.18510.87527.97527.972.103柱M0.781.0730.322.4343.3840.492.1043.38487.07顶N397.70120.997.02646.63487.07638.53543.77638.5340.49柱M0.781.0627.432.4339.3436.832.0939.34515.59底N421.47120.997.02675.15515.59667.06687.55687.552.092柱M0.781.0735.552.4350.7147.072.1050.71607.44顶N494.67150.439.88804.21607.44795.59815.23815.232.10柱M1.021.1435.552.8250.9947.452.4950.99635.96底N518.44150.439.88832.73635.96824.12847.32847.322.49柱M0.780.9956.632.3280.2273.532.0280.22118 1729.39顶N591.00179.8914.42961.05729.39954.03974.14974.142.02柱M0.540.5581.941.42115.36104.591.27115.36779.02底N632.36179.8914.421010.68779.021003.661029.981029.981.27表5-10F轴柱内力组合层次截面恒荷载活荷载风荷载可变荷载效应及永久荷载效应内力组合值MGMQMW①M=1.2MG+1.4MQ②M=1.2MG+1.4MW③M=1.2MG+0.9×1.4×(MQ+MW)④M=1.35MG+1.4×0.7×MQMmax及对应的NNGNQNW①N=1.2NG+1.4NQ②N=1.2NG+1.4NW③N=1.2NG+0.9×1.4×(NQ+NW)④N=1.35NG+1.4×0.7×NQNmax及对应的M柱M20.267.736.2035.1332.9941.8634.9341.86118 671.66顶N41.3614.073.4169.3354.4171.6669.6271.6641.86柱M11.574.192.6619.7517.6122.5219.7322.52100.18底N65.1314.073.4197.8582.93100.18101.71101.7119.735柱M8.223.1710.7814.3024.9627.0014.2027.00159.16顶N97.4824.718.77151.57129.25159.16155.81159.1627.00柱M9.423.547.1916.2621.3724.8216.1824.82187.68底N121.2524.718.77180.10157.78187.68187.90187.9016.184柱M9.423.5415.8516.2633.4935.7416.1835.74118 208.25顶N152.7936.2817.79234.14208.25251.48241.82251.4835.74柱M9.423.5410.9416.2626.6229.5516.1829.55236.78底N176.5636.2817.79262.66236.78280.00273.91280.0029.553柱M9.423.5418.3016.2636.9238.8216.1838.82280.00顶N208.247.8529.57316.83291.24347.39327.96347.3938.82柱M9.423.5615.8816.2933.5435.8016.2135.80375.91底N231.9747.8529.57345.35319.76375.91360.05175.9135.802柱M9.423.4921.4416.1941.3242.7216.1442.72435.40顶N253.7859.4244.43387.72366.74435.40400.84435.4042.72柱M9.923.7421.4417.1441.9243.6317.0643.63463.91底N277.5559.4244.43416.25395.26463.91432.92463.9143.63柱M9.423.1932.7815.7757.2056.6315.8456.63118 1582.76顶N318.5570.9788.16481.62505.68582.76499.59582.7656.63柱M4.791.8177.088.28113.66105.158.24113.66555.32底N359.9170.9788.16531.25555.32632.40555.43632.40105.15表5-11柱子剪力组合层次截面恒荷载活荷载风荷载可变荷载效应及永久荷载效应内力组合值VGVQVW①V=1.2VG+1.4VQ②V=1.2VG+1.4VW③V=1.2VG+0.9×1.4×(VQ+VW)④V=1.35VG+1.4×0.7×VQVmaxB625.127.432.8140.5534.0843.0541.1943.05520.994.695.9231.7533.4838.5632.9338.56421.304.916.3132.4334.3939.7034.9439.70321.304.9311.4632.4641.6046.2133.5946.21118 221.794.9914.1033.1345.8950.2034.3150.2019.301.9518.8213.8937.5137.3314.4737.51C612.262.884.2718.7520.6923.7219.3723.82512.751.748.6717.7427.4428.4218.9228.42412.691.8112.9217.7633.3233.7918.9133.79312.691.8116.6717.7638.5738.5118.9138.57212.841.8120.5917.9444.2343.6319.0444.2315.480.6823.237.5339.1036.708.0639.10E60.940.824.072.286.837.292.077.2950.450.598.281.3712.1311.721.1912.1340.430.5912.341.3417.7916.811.1617.7930.430.6016.041.3622.9721.481.1722.9720.50.6119.751.4528.2526.251.2728.2510.210.2522.350.6031.5428.730.5331.54F68.843.312.4615.2414.0517.8815.1817.8854.901.864.998.4812.8714.518.4414.5145.231.977.449.0316.6718.138.9918.1335.231.979.499.0319.5620.728.9920.7225.372.0111.919.2623.1223.989.2223.9812.290.8117.723.8827.5626.103.8927.56118 六配筋计算框架梁、柱截面配筋除满足承载力要求外，对于梁和e0/h0>5.5的偏心受压柱还应满足裂缝宽度要求。6.1梁的配筋计算1）梁的支座截面考虑了柱支座宽度的影响，按支座边缘截面的弯矩计算，其值为：（4-21）V=V组—(q+g)b/2（4-22）式中，M为梁内力组合表中支座轴线上的弯矩值；V组为相应组合的支座剪力；b为柱的支承宽度，底层b=600mm,2~6层 b=500mm.按上式的计算结果列入表中。表6-16层横梁控制截面组合内力设计值截面B支座BC跨中MC支座左C支座右CE跨中ME支座左E支座右EF跨中MF支座MMMMMMVVVVVV支座截面89.3693.80150.88116.041.0780.9775.5633.9641.86120.32138.09106.4493.0484.2769.68支座边缘59.2893.80116.3689.3941.0757.7154.4933.9624.44112.16129.9398.9385.5377.4662.87表6-25层横梁控制截面组合内力设计值截面B支座BC跨中C支座左C支座右CE跨中E支座左E支座右EF跨中F支座118 MMMMMMMMMVVVVVV支座截面137.2192.79164.59107.6828.7167.5361.1323.2349.94138.31145.6180.5773.7662.4760.33支座边缘102.6392.79128.1987.5428.7149.0945.5123.2334.86129.51136.8175.0868.2757.4855.34表6-34层横梁控制截面组合内力设计值截面B支座BC跨中MC支座左C支座右CE跨中ME支座左E支座右EF跨中MF支座MMMMMMVVVVVV支座截面146.9893.29172.39106.7332.6276.8869.8823.3660.56139.34147.8183.3577.0868.1063.86支座边缘112.1593.29135.4485.8932.6257.6152.8623.3644.60130.54138.6477.8671.5963.1158.87表6-43层横梁控制截面组合内力设计值截面B支座BC跨中MC支座左C支座右CE跨中ME支座左E支座右EF跨中MF支座MMMMMMVVVVVV160.8493.29181.05114.5428.5785.6577.7523.3668.37118 支座截面142.93151.4087.4280.1671.5867.34支座边缘125.1193.29143.2092.6928.5765.6159.8623.3651.54134.13142.6081.9374.6766.5962.35表6-52层横梁控制截面组合内力设计值截面B支座BC跨中MC支座左C支座右CE跨中ME支座左E支座右EF跨中MF支座MMMMMMVVVVVV支座截面169.5693.33190.68123.2130.1594.0885.2823.3978.26145.84154.3490.5883.3275.4671.22支座边缘133.1093.33152.10100.5730.1573.2566.4223.3960.46137.04145.5485.0977.8370.4766.23表6-61层横梁控制截面组合内力设计值截面B支座BC跨中MC支座左C支座右CE跨中ME支座左E支座右EF跨中MF支座MMMMMMVVVVVV支座截面192.6089.25208.01139.1530.17113.42106.8922.8899.66151.18162.0398.5688.4284.7479.13118 支座边缘154.8189.25167.50114.5130.1791.3285.7122.8881.13142.38153.2393.0782.9379.7574.142)计算纵向受拉钢筋BC跨：b×h0=300mm×575mm（h0=h-25）CE、EF跨：b×h0=300mm×475mm（h0=h-25）材料强度：混凝土等级：底层为C30，即fc=14.3N/mm2ft=1.43N/mm2其余各层为C25，即fc=11.9N/mm2ft=1.27N/mm2钢筋等级：纵向受力钢筋HRB335fy=300N/mm箍筋HPB235fy=210N/mm2查《混凝土结构设计原理》中表6.3可得ξb=0.55梁正截面设计：s=M/（1×fc×b×h0²）6-1ξ=1-(1-2s)1/26-2γs=[1+(1-2s)1/2]/26-3As=M/（γs×fy×h0）3）梁斜截面受剪承载力计算梁斜截面设计：V<6-4V≤0.7ftbh06-5由以上公式计算：2～6层BC跨：=0.2×1.0×11.9×300×575=410.55KN＞VCE、EF跨：=0.2×1.0×11.9×300×475=399.15KN＞V底层：BC跨：=0.2×1.0×14.3×300×575=494.21KN＞VCE、EF跨：=0.2×1.0×14.3×300×475=407.55KN＞V2～6层BC跨：0.7ftbh0=0.7×1.0×1.27×300×575=153.35KN＞VCE、EF跨：0.7ftbh0=0.2×1.0×1.27×300×475=126.68KN＞V底层：BC跨：0.7ftbh0=0.7×1.0×1.43×300×575=172.97KN＞VCE、EF跨：0.7ftbh0=0.7×1.0×1.43×300×475=142.64KN＞V.所以斜截面设计可以根据构造配筋，配筋率，满足最小配筋率0.24118 表6-76层框架梁正截面设计截面B支座BC跨中C支座左C支座右CE跨中E支座左E支座右EF跨中F支座b×h0300×575300×575300×575300×475300×475300×475300×475300×475300×475控制截面M59.2893.80116.3689.3941.0757.7154.4933.9624.44αS0.050.0790.0980.110.0510.0720.0680.0420.030ξ0.0510.0820.1030.1170.0520.0750.0700.0430.030rS0.9740.9590.9480.9420.9740.9630.9650.9790.985As353567712666296421396243174实配钢筋2ф163ф164ф164ф162ф103ф163ф162ф162ф16实配面积402603804804402603603402402实际配筋率﹪0.230.350.470.5660.280.3500.350.280.28最小配筋率﹪0.20.20.20.20.20.20.20.20.2最大配筋率﹪2.182.182.182.182.182.182.182.182.18118 表6-85层框架梁正截面设计截面B支座BC跨中C支座左C支座右CE跨中E支座左E支座右EF跨中F支座b×h0300×575300×575300×575300×475300×475300×475300×475300×475300×475控制截面M102.6392.79128.1987.5428.7149.0945.5123.2334.86αS0.0870.0790.1090.1090.0360.0610.0570.0290.043ξ0.0910.0820.1160.1160.0370.0630.0590.0290.044rS0.9540.9590.9420.9420.9820.9690.9710.9850.978As624561789652205356329166250实配钢筋2ф16+1ф183ф164ф164ф162ф162ф162ф162ф162ф16实配面积656603804804402402402402402实际配筋率﹪0.380.350.470.560.280.280.280.280.28最小配筋率﹪0.20.20.20.20.20.20.20.20.2最大配筋率﹪2.182.182.182.182.182.182.182.182.18118 表6-94层框架梁正截面设计截面B支座BC跨中C支座左C支座右CE跨中E支座左E支座右EF跨中F支座b×h0300×575300×575300×575300×475300×475300×475300×475300×475300×475控制截面M112.1593.29135.4485.8932.6257.6152.8623.3644.60αS0.0950.0790.1150.1070.0400.0720.0660.0290.055ξ0.1000.0820.1230.1130.0410.0750.0680.0290.057rS0.9500.9590.9390.9430.9800.9630.9660.9850.971As684564836639234420384166322实配钢筋2ф16+2ф143ф163ф16+2ф143ф16+2ф142ф162ф16+1ф142ф16+1ф142ф162ф16实配面积710603911911402555555402402实际配筋率﹪0.410.350.530.640.280.390.390.280.28最小配筋率﹪0.20.20.20.20.20.20.20.20.2最大配筋率﹪2.182.182.182.182.182.182.182.182.18118 表6-103层框架梁正截面设计截面B支座BC跨中C支座左C支座右CE跨中E支座左E支座右EF跨中F支座b×h0300×575300×575300×575300×475300×475300×475300×475300×475300×475控制截面M125.1193.29143.2092.6928.5765.6159.8623.3651.54αS0.1060.0790.1210.1150.0350.0810.0740.0290.064ξ0.1120.0820.1290.1220.0360.0850.0770.0290.066rS0.9440.9590.9350.9390.9820.9580.9620.9850.967As707564888693204481437166374实配钢筋4ф163ф163ф16+2ф143ф16+2ф142ф162ф16+1ф142ф16+1ф142ф162ф16实配面积804603911911402555555402402实际配筋率﹪0.470.350.530.640.280.390.390.280.28最小配筋率﹪0.20.20.20.20.20.20.20.20.2最大配筋率﹪2.182.182.182.182.182.182.182.182.18118 表6-112层框架梁正截面设计截面B支座BC跨中C支座左C支座右CE跨中E支座左E支座右EF跨中F支座b×h0300×575300×575300×575300×475300×475300×475300×475300×475300×475控制截面M133.1093.33152.10100.5730.1573.1566.4223.3960.46αS0.1130.0790.1290.1250.0370.0910.0820.0290.075ξ0.1200.0820.1380.1340.0380.0960.0860.0290.078rS0.9400.9590.9310.9330.9810.9520.9570.9850.961As820564947756216539487166441实配钢筋3ф202ф202ф20+2ф162ф20+2ф162ф162ф202ф202ф162ф20实配面积94262810301030402628628402628实际配筋率﹪0.550.360.600.720.280.440.440.280.44最小配筋率﹪0.20.20.20.20.20.20.20.20.2最大配筋率﹪2.182.182.182.182.182.182.182.182.18118 表6-121层框架梁正截面设计截面B支座BC跨中C支座左C支座右CE跨中E支座左E支座右EF跨中F支座b×h0300×575300×575300×575300×475300×475300×475300×475300×475300×475控制截面M154.8189.25167.50114.5130.1791.1785.7122.8881.13αS0.1090.0630.1180.1180.0310.0940.0890.0240.084ξ0.1160.0650.1260.1260.0320.0990.0930.0240.088rS0.9420.9670.9370.9370.9840.9510.9530.9880.956As9525351036858215673631162596实配钢筋2ф20+2ф162ф204ф204ф202ф162ф20+1ф162ф20+1ф162ф162ф20实配面积103062812571257402829829402628实际配筋率﹪0.600.360.730.880.280.580.580.280.44最小配筋率﹪0.20.20.20.20.20.20.20.20.2最大配筋率﹪2.62.62.62.62.62.62.62.62.6118 表6-136层框架梁斜截面设计截面B支座加密区BC跨中非加密区C支座左加密区C支座右加密区CE跨中非加密区E支座左加密区E支座右加密区EF跨中非加密区F支座加密区b×h0300×575300×575300×575300×475300×475300×475300×475300×475300×475控制截面V112.16129.9398.9385.5377.4962.87受剪承载力验算153.35153.35153.35126.68126.68126.68126.68126.68126.68构造配筋Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100配筋率﹪0.340.340.340.340.340.340.340.340.34最小配筋率﹪0.150.150.150.150.150.150.150.150.155层框架梁斜截面设计截面B支座加密区BC跨中非加密区C支座左加密区C支座右加密区CE跨中非加密区E支座左加密区E支座右加密区EF跨中非加密区F支座加密区b×h0300×575300×575300×575300×475300×475300×475300×475300×475300×475制截面V129.51136.8175.0868.2757.4855.34118 受剪承载力验算153.35153.35153.35126.68126.68126.68126.68126.68126.68构造配筋Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100配筋率﹪0.340.340.340.340.340.340.340.340.34最小配筋率﹪0.150.150.150.150.150.150.150.150.15表6-144层框架梁斜截面设计截面B支座加密区BC跨中非加密区C支座左加密区C支座右加密区CE跨中非加密区E支座左加密区E支座右加密区EF跨中非加密区F支座加密区b×h0300×575300×575300×575300×475300×475300×475300×475300×475300×475控制截面V130.54138.6477.8671.5963.1158.87受剪承载力验算153.35153.35153.35126.68126.68126.68126.68126.68126.68构造配筋Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100118 配筋率﹪0.340.340.340.340.340.340.340.340.34最小配筋率﹪0.150.150.150.150.150.150.150.150.15表6-153层框架梁斜截面设计截面B支座加密区BC跨中非加密区C支座左加密区C支座右加密区CE跨中非加密区E支座左加密区E支座右加密区EF跨中非加密区F支座加密区b×h0300×575300×575300×575300×475300×475300×475300×475300×475300×475控制截面V134.13142.6081.9374.6766.5962.35受剪承载力验算153.35153.35153.35126.68126.68126.68126.68126.68126.68构造配筋Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100配筋率﹪0.340.340.340.340.340.340.340.340.34最小配筋率﹪0.150.150.150.150.150.150.150.150.15118 表6-162层框架梁斜截面设计截面B支座加密区BC跨中非加密区C支座左加密区C支座右加密区CE跨中非加密区E支座左加密区E支座右加密区EF跨中非加密区F支座加密区b×h0300×575300×575300×575300×475300×475300×475300×475300×475300×475控制截面V137.04145.5485.0977.8370.4766.23受剪承载力验算153.35153.35153.35126.68126.68126.68126.68126.68126.68构造配筋Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100配筋率﹪0.340.340.340.340.340.340.340.340.34最小配筋率﹪0.150.150.150.150.150.150.150.150.15118 表6-171层框架梁斜截面设计截面B支座加密区BC跨中非加密区C支座左加密区C支座右加密区CE跨中非加密区E支座左加密区E支座右加密区EF跨中非加密区F支座加密区b×h0300×575300×575300×575300×475300×475300×475300×475300×475300×475控制截面V142.38153.2393.0782.9379.7574.14受剪承载力验算172.97172.97172.97142.64142.64142.64142.64142.64142.64构造配筋Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100配筋率﹪0.340.340.340.340.340.340.340.340.34最小配筋率﹪0.150.150.150.150.150.150.150.150.15118 6.2柱的配筋计算1）剪跨比和轴压比验算表6-18柱的剪跨比和轴压比验算层次b(mm)h0(mm)fc(N/mm2)Mc(KNm)Vc(KN)N(KN)B650047011.989.8343.05118.5040.04550047011.970.9338.56272.1940.10450047011.979.7139.70433.3740.15350047011.985.7246.21623.1340.22250047011.9103.5650.20829.0740.30150047014.3134.6637.51878.9870.25C650047011.946.1823.82237.3340.08550047011.953.7028.42479.2040.17450047011.963.7233.79722.2440.26350047011.971.1638.57752.9840.27250047011.980.2244.23974.5140.35150047014.3136.3539.101191.7070.35E650047011.916.607.29172.4050.06550047011.92512.13248.5240.09450047011.935.1417.79367.6540.13350047011.943.3822.97487.0740.17250047011.950.9928.25635.9640.23150047014.3115.3631.54779.9880.28F650047011.941.8617.8871.6650.03550047011.92714.51159.1640.06450047011.935.7418.13258.4840.10350047011.938.8220.72347.3940.12250047011.943.6323.98463.9140.17150047014.3113.6627.56555.3290.20由表6-18框架梁各层剪跨比和轴压比计算结果可知，各柱的剪跨比和轴压比均满足规范要求。且表中的Mc、Vc和N不应考虑承载力抗震调整系数。118 2）计算柱纵向受力钢筋柱计算长度：底层：l0=1.0H余层：l0=1.25H柱的纵向钢筋均采用HRB335级钢筋，其抗拉和抗压设计值fy，fy’都为300N/mm2偏压计算公式：大偏心受压构件（ξ≤ξb）N=1fcbx+f´yA´s-fyAs（6-6）Ne=1fcbx（h0-x/2）+f´yA´s（h0-as）（6-7）小偏心受压构件（ξ≥ξb）（6-8）ea=20mm或h/30的大值3（6-8）（6-9）（6-10）（6-11）ξ1=0.2+2.7ei/h0（6-12）（6-13）最小配筋率：ρmin=0.2﹪以顶层B轴柱为例（M=89.83KN•M，N=118.50KN）l0=1.25H=1.25×3600=4500mm考虑挠度对偏心的影响=89.83×106/118.50×103=758mm＞h/2-as=220截面为大偏心破坏考虑充分利用截面混凝土受压，取x=xb=0.55×h0=258.5mme=e0-h/2+as=758-250+30=538mm由Ne=1fcbx（h0-x/2）+f´yA´s（h0-as）A´s=[Ne-1fcbx（h0-x/2）]/f´y（h0-as）118 A´s＜0，则不需要配受压钢筋，A´s按构造配置A´s=ρminbh=0.002×500×500=500mm2不考虑A´sNe=1fcbx（h0-x/2）118.50×103×538=11.9×500×x（470-x/2）x=1.0mmN=1fcbx-fyAsAs=（118.5×103-11.9×500）/300=375mm2As＜ρminbh=0.002×500×500=500mm2则取As=500mm2受拉区和受压区选3ф16实配面积603mm23）柱斜截面受剪承载力验算箍筋采用HPB235fy=210N/mm2由表6-18可知λ=4＞3，故λ=3柱斜截面设计：V200.55调整信息........................................中梁刚度增大系数：BK=2.00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=0.60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=10.2Qo调整终止层号：KQ2=70.2Qo调整上限：KQ_L=2.00框支柱调整上限：KZZ_L=5.00顶塔楼内力放大起算层号：NTL=0顶塔楼内力放大：RTL=1.00框支剪力墙结构底部加强区剪力墙抗震等级自动提高一级:是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边缘构件箍筋强度(N/mm2):JWB=210梁箍筋最大间距(mm):SB=100.00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墙竖向分布筋最小配筋率(%):RWV=0.30结构底部单独指定墙竖向分布筋配筋率的层数:NSW=0118 结构底部NSW层的墙竖向分布配筋率:RWV1=0.60设计信息........................................结构重要性系数:RWO=1.00柱计算长度计算原则:有侧移梁柱重叠部分简化:作为刚域是否考虑P-Delt效应：否柱配筋计算原则:按单偏压计算按高规或高钢规进行构件设计:否钢构件截面净毛面积比:RN=0.85梁保护层厚度(mm):BCB=30.00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:否剪力墙构造边缘构件的设计执行高规7.2.17-4:是抗震设计的框架梁端配筋考虑受压钢筋: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剪力墙底部加强区信息.................................剪力墙底部加强区起算层号LEV_JLQJQ=1剪力墙底部加强区终止层号,IWF=2**********************************************************各层的质量、质心坐标信息**********************************************************层号塔号质心X质心Y质心Z恒载质量活载质量附加质量(m)(m)(t)(t)7151.01414.29427.800159.94.00.06132.01810.29924.200835.0143.00.05130.2999.92320.6001047.798.5118 0.04130.2999.92317.0001047.798.50.03130.2999.92313.4001047.798.50.02130.2999.9239.8001047.798.50.01129.03310.2146.2001064.994.90.0活载产生的总质量(t):635.946恒载产生的总质量(t):6250.354附加总质量(t):0.000结构的总质量(t):6886.300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和附加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)**********************************************************各层构件数量、构件材料和层高**********************************************************层号塔号梁元数柱元数墙元数层高累计高度(混凝土)(混凝土)(混凝土)(m)(m)11140(25)37(30)0(30)6.2006.20021144(25)37(30)0(30)3.6009.80031144(25)37(30)0(30)3.60013.40041144(25)37(30)0(30)3.60017.00051144(25)37(30)0(30)3.60020.60061133(25)37(30)0(30)3.60024.2007127(25)18(30)0(30)3.60027.800**********************************************************风荷载信息**********************************************************层号塔号风荷载X剪力X倾覆弯矩X风荷载Y剪力Y倾覆弯矩Y716.806.824.515.6315.656.36112.8919.795.344.1359.8271.4118 5111.9331.6209.240.94100.7633.94110.9342.5362.337.62138.31131.8319.8752.4551.134.07172.41752.4218.7461.2771.230.23202.62481.81114.2875.41238.949.68252.34046.0===========================================================================各楼层等效尺寸(单位:m,m**2)===========================================================================层号塔号面积形心X形心Y等效宽B等效高H最大宽BMAX最小宽BMIN11955.1730.359.8058.1516.6158.1916.5021955.1730.359.8058.1516.6158.1916.5031955.1730.359.8058.1516.6158.1916.5041955.1730.359.8058.1516.6158.1916.5051955.1730.359.8058.1516.6158.1916.5061955.1730.359.8058.1516.6158.1916.5071162.1250.9514.4019.308.4019.308.40===========================================================================各楼层的单位面积质量分布(单位:kg/m**2)===========================================================================层号塔号单位面积质量g[i]质量比max(g[i]/g[i-1],g[i]/g[i+1])111214.201.01211199.961.00311199.961.00411199.961.00511199.961.17611023.861.01711011.111.00===========================================================================计算信息===========================================================================118 计算日期:2010.12.16开始时间:14:37:15可用内存:1953.00MB第一步:数据预处理第二步:计算每层刚度中心、自由度、质量等信息第三步:组装刚度矩阵并分解FALE自由度优化排序BeginningTime:14:37:16.79EndTime:14:37:16.96TotalTime(s):0.17FALE总刚阵组装BeginningTime:14:37:16.98EndTime:14:37:17.14TotalTime(s):0.16VSS总刚阵LDLT分解BeginningTime:14:37:17.15EndTime:14:37:17.15TotalTime(s):0.00VSS模态分析BeginningTime:14:37:17.17EndTime:14:37:17.18TotalTime(s):0.01形成地震荷载向量形成风荷载向量形成垂直荷载向量VSSLDLT回代求解BeginningTime:14:37:17.71EndTime:14:37:17.75TotalTime(s):0.04第六步:计算杆件内力开始时间:14:37:18活载随机加载计算计算杆件内力结束日期:2010.12.16118 时间:14:37:24总用时:0:0:9===========================================================================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=30.1068(m)Ystif=9.7874(m)Alf=45.0000(Degree)Xmass=29.0332(m)Ymass=10.2145(m)Gmass(活荷折减)=1254.6799(1159.7697)(t)Eex=0.0570Eey=0.0227Ratx=1.0000Raty=1.0000Ratx1=0.5339Raty1=0.5684薄弱层地震剪力放大系数=1.15RJX=2.9404E+05(kN/m)RJY=2.2241E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.2TowerNo.1Xstif=28.8784(m)Ystif=10.1432(m)Alf=45.0000(Degree)Xmass=30.2987(m)Ymass=9.9231(m)Gmass(活荷折减)=1244.6729(1146.1626)(t)Eex=0.0698Eey=0.0108Ratx=2.2422Raty=2.0516Ratx1=1.1741Raty1=1.1311薄弱层地震剪力放大系数=1.00RJX=6.5931E+05(kN/m)RJY=4.5630E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.3TowerNo.1Xstif=28.8784(m)Ystif=10.1432(m)Alf=45.0000(Degree)Xmass=30.2987(m)Ymass=9.9231(m)Gmass(活荷折减)=1244.6729(1146.1626)(t)Eex=0.0698Eey=0.0108Ratx=1.0652Raty=1.1052Ratx1=1.2714Raty1=1.2891薄弱层地震剪力放大系数=1.00RJX=7.0230E+05(kN/m)RJY=5.0431E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------118 FloorNo.4TowerNo.1Xstif=28.8784(m)Ystif=10.1432(m)Alf=45.0000(Degree)Xmass=30.2987(m)Ymass=9.9231(m)Gmass(活荷折减)=1244.6729(1146.1626)(t)Eex=0.0698Eey=0.0108Ratx=1.0022Raty=1.0050Ratx1=1.4370Raty1=1.4433薄弱层地震剪力放大系数=1.00RJX=7.0382E+05(kN/m)RJY=5.0684E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.5TowerNo.1Xstif=28.8784(m)Ystif=10.1432(m)Alf=45.0000(Degree)Xmass=30.2987(m)Ymass=9.9231(m)Gmass(活荷折减)=1244.6729(1146.1626)(t)Eex=0.0698Eey=0.0108Ratx=0.9942Raty=0.9898Ratx1=1.4966Raty1=1.5628薄弱层地震剪力放大系数=1.00RJX=6.9972E+05(kN/m)RJY=5.0167E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.6TowerNo.1Xstif=28.8784(m)Ystif=10.1432(m)Alf=45.0000(Degree)Xmass=32.0179(m)Ymass=10.2990(m)Gmass(活荷折减)=1120.9248(977.9594)(t)Eex=0.1542Eey=0.0077Ratx=0.9545Raty=0.9141Ratx1=9.7768Raty1=5.5082薄弱层地震剪力放大系数=1.00RJX=6.6790E+05(kN/m)RJY=4.5857E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.7TowerNo.1Xstif=51.1833(m)Ystif=14.0000(m)Alf=0.0000(Degree)Xmass=51.0143(m)Ymass=14.2943(m)Gmass(活荷折减)=167.9497(163.9208)(t)Eex=0.0178Eey=0.0409Ratx=0.1461Raty=0.2594Ratx1=1.0000Raty1=1.0000薄弱层地震剪力放大系数=1.00RJX=9.7592E+04(kN/m)RJY=1.1893E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------============================================================================结构整体抗倾覆验算结果============================================================================抗倾覆力矩Mr倾覆力矩Mov比值Mr/Mov零应力区(%)X风荷载2083105.81398.01490.020.00118 Y风荷载588778.74675.8125.920.00X地震2083105.834957.859.590.00Y地震588778.726859.121.920.00============================================================================结构整体稳定验算结果============================================================================层号X向刚度Y向刚度层高上部重量X刚重比Y刚重比10.294E+060.222E+066.2068863.26.4720.0220.659E+060.456E+063.6057265.41.4528.6930.702E+060.504E+063.6045804.55.2039.6440.704E+060.507E+063.6034342.73.7853.1350.700E+060.502E+063.6022880.110.0978.9360.668E+060.459E+063.6011419.210.57144.5770.976E+050.119E+063.601639.214.33261.20该结构刚重比Di*Hi/Gi大于10,能够通过高规(5.4.4)的整体稳定验算该结构刚重比Di*Hi/Gi大于20,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----------------------------------------------------------------------710.8830E+030.6852E+031.001.00610.4230E+040.4103E+044.795.99510.5750E+040.5592E+041.361.36410.7008E+040.6863E+041.221.23310.7809E+040.7738E+041.111.13210.8031E+040.8240E+041.031.06110.7824E+040.7776E+040.970.94118 ======================================================================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11.455593.060.70(0.00+0.69)0.3021.276512.660.95(0.91+0.04)0.0531.2521117.780.40(0.09+0.31)0.6040.445494.470.73(0.01+0.73)0.2750.399711.900.97(0.93+0.04)0.0360.3859114.140.38(0.07+0.31)0.6270.2513168.200.94(0.91+0.03)0.0680.246975.190.77(0.08+0.69)0.2390.2117104.970.45(0.03+0.42)0.55100.20238.160.99(0.97+0.02)0.01110.1890100.510.28(0.01+0.27)0.72120.176890.300.40(0.00+0.40)0.60130.147390.890.96(0.00+0.96)0.04140.14380.511.00(1.00+0.00)0.00150.136086.340.07(0.00+0.06)0.93地震作用最大的方向=-89.594(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)118 710.40-3.35-3.27610.68-11.58-142.19510.58-12.08-160.09410.52-10.99-146.00310.45-9.50-126.98210.36-7.63-103.33110.33-5.04-74.09振型2的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)7157.15-1.36-30.4861311.1464.27-1311.0551347.1979.69-1487.7641318.3873.26-1364.7331277.3763.79-1193.1821225.4951.59-978.7711163.3939.26-725.14振型3的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)712.265.2534.746130.25-52.321500.665135.83-67.331708.494132.93-61.901573.383128.71-53.861378.162123.32-43.531128.711116.06-33.96829.07振型4的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)71-0.564.043.4461-0.7711.43121.4351-0.326.5364.74410.21-1.91-37.85310.67-9.58-127.67210.93-13.60-173.09111.01-11.72-156.70118 振型5的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)71-57.30-0.8823.9561-194.67-40.74675.9251-128.54-33.04454.474116.37-2.08-41.6031154.6829.62-518.3121234.4149.11-813.6511224.0250.70-817.12振型6的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)71-1.35-4.53-26.2061-14.7729.25-870.6751-11.3627.10-635.4041-0.044.62-16.643111.25-19.72602.212117.94-35.69984.881116.37-39.48979.52振型7的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)7142.26-5.27-15.36613.83-7.18-45.1451-33.695.30253.9441-44.5712.79358.6031-16.786.69146.222125.61-6.39-197.121145.63-11.52-366.86振型8的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)713.517.351.13610.509.0461.0751-2.82-6.98-128.6941-3.90-16.87-215.72118 31-1.46-9.16-94.46212.308.02119.95113.7916.12223.77振型9的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)710.021.7620.20612.63-9.51190.4451-0.03-2.00-38.6041-3.1810.04-247.1531-2.539.99-186.08211.13-2.2274.22113.25-12.58250.53振型10的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)71-23.82-4.2012.826166.208.70-143.665118.564.08-17.0241-58.78-7.29141.7931-61.69-9.12140.842113.141.03-14.931171.0710.27-148.40振型11的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)71-0.251.43-20.62610.33-1.32-7.10510.20-1.42-8.1341-0.190.633.8831-0.321.689.63210.000.11-0.15110.32-1.63-10.74振型12的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)118 710.00-0.22-1.43610.000.085.37510.000.296.53410.000.02-2.68310.00-0.27-7.81210.01-0.07-0.73110.000.257.78振型13的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)710.00-0.14-0.1661-0.010.541.98510.01-0.331.73410.01-0.49-1.3231-0.010.44-0.8221-0.010.410.45110.01-0.55-0.46振型14的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)713.650.422.6261-38.08-0.69-25.445133.440.0617.834136.100.4916.7931-39.19-0.26-26.0621-30.20-0.29-8.241143.610.3437.67振型15的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)710.01-0.09-0.3561-0.02-0.0210.60510.010.16-6.94410.020.04-10.0931-0.01-0.128.9721-0.02-0.048.58110.020.09-10.86118 各振型作用下X方向的基底剪力-------------------------------------------------------振型号剪力(kN)13.3121700.113169.3741.175248.97618.06722.2881.9091.291024.67110.10120.00130.00149.33150.00各层X方向的作用力(CQC)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)7195.2395.23(5.81%)(5.81%)342.82296.7661405.00484.76(4.25%)(4.25%)2049.45472.3151409.25881.01(3.85%)(3.85%)5194.17471.2041361.911196.95(3.49%)(3.49%)9436.00388.85118 31356.331457.11(3.18%)(3.18%)14527.25306.5121357.561687.69(2.95%)(2.95%)20330.67224.1611321.691886.21(2.74%)(2.74%)31493.50143.50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:99.94%============================================================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)71-7.3460.7859.4461-12.32210.312582.0551-10.48219.412907.1341-9.43199.542651.1231-8.12172.422305.8621-6.57138.591876.3711-5.9191.531345.31振型2的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)7112.45-0.30-6.646167.8014.01-285.715175.6617.37-324.224169.3815.97-297.413160.4513.90-260.022149.1411.24-213.301135.618.56-158.03118 振型3的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)71-4.11-9.53-63.1061-54.9595.03-2725.8251-65.08122.29-3103.3441-59.82112.43-2857.9231-52.1697.83-2503.3221-42.3579.06-2050.2111-29.1761.68-1505.94振型4的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)717.07-51.10-43.46619.72-144.47-1534.51514.09-82.51-818.1241-2.6424.14478.2631-8.52121.021613.4021-11.75171.892187.3711-12.77148.081980.22振型5的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)71-12.13-0.195.0761-41.21-8.62143.0751-27.21-6.9996.20413.46-0.44-8.813132.746.27-109.712149.6210.40-172.221147.4210.73-172.96振型6的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)712.889.6555.806131.45-62.291854.225124.18-57.711353.17118 410.07-9.8435.4431-23.9742.00-1282.4921-38.2176.00-2097.4311-34.8784.08-2086.03振型7的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)71-10.561.323.8461-0.961.7911.28518.42-1.33-63.484111.14-3.20-89.64314.20-1.67-36.5521-6.401.6049.2711-11.412.8891.70振型8的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)7113.8328.994.45611.9935.63240.8251-11.14-27.53-507.4541-15.39-66.54-850.6531-5.77-36.14-372.47219.0631.63473.001114.9363.57882.41振型9的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)71-0.06-6.18-70.7661-9.2033.31-667.14510.117.01135.224111.13-35.15865.77318.86-34.98651.8521-3.967.79-260.0111-11.4044.06-877.62振型10的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t118 (kN)(kN)(kN-m)71-3.36-0.591.81619.331.23-20.25512.620.58-2.4041-8.29-1.0319.9931-8.70-1.2919.85211.850.15-2.101110.021.45-20.92振型11的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)711.30-7.47107.7361-1.716.8937.0851-1.077.4342.50410.99-3.31-20.28311.65-8.80-50.31210.00-0.590.7911-1.678.5356.13振型12的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)710.16-10.04-63.6861-0.093.64239.38510.0313.06291.2541-0.190.71-119.7131-0.08-12.25-348.27210.27-2.91-32.7211-0.0311.01347.14振型13的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)71-0.2310.2011.71610.71-38.41-141.4651-0.5023.55-123.3541-0.4835.1794.11310.52-31.4758.28210.40-29.45-31.9811-0.5539.0332.73118 振型14的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)710.030.000.0261-0.29-0.01-0.19510.260.000.14410.280.000.1331-0.300.00-0.2021-0.230.00-0.06110.330.000.29振型15的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)710.11-0.93-3.4561-0.24-0.17105.21510.101.55-68.86410.180.42-100.1331-0.10-1.1689.0321-0.20-0.4385.12110.170.90-107.79各振型作用下Y方向的基底剪力-------------------------------------------------------振型号剪力(kN)11092.58280.743558.804187.06511.15681.9071.39829.60915.86100.49112.68123.23138.62140.00150.19118 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)7182.9282.92(5.06%)(5.06%)298.50288.2461326.45393.92(3.45%)(3.45%)1679.02413.9451320.34697.71(3.05%)(3.05%)4157.67412.9641285.12934.25(2.72%)(2.72%)7447.27340.7931284.321126.42(2.46%)(2.46%)11351.17268.6321292.291298.55(2.27%)(2.27%)15770.23196.4611267.481449.23(2.10%)(2.10%)24260.85125.77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:99.90%==========各楼层地震剪力系数调整情况[抗震规范(5.2.5)验算]==========层号塔号X向调整系数Y向调整系数111.0001.000211.0001.000311.0001.000411.0001.000118 511.0001.000611.0001.000711.0001.000**本文件结果是在地震外力CQC下的统计结果，内力CQC统计结果见WV02Q.OUT///////////////////////////////////////////////////////////////////////////|公司名称:||||SATWE位移输出文件||文件名称:WDISP.OUT||||工程名称:设计人:||工程代号:校核人:日期:2010/12/16|///////////////////////////////////////////////////////////////////////////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DxR/Dx,DyR/Dy:X,Y方向的有害位移角占总位移角的百分比例Ratio_AX,Ratio_AY:本层位移角与上层位移角的1.3倍及上三层平均位移角的1.2倍的比值的大者X-Disp，Y-Disp，Z-Disp:节点X,Y,Z方向的位移===工况1===X方向地震作用下的楼层最大位移118 FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/hDxR/DxRatio_AX7154615.0415.041.003600.5510.990.981.011/3641.25.6%1.006146714.3914.361.003600.4740.740.731.011/4889.73.5%0.575138113.7613.731.003600.3931.261.261.001/2849.35.1%1.334129512.6212.581.003600.2951.701.701.001/2115.22.0%1.443120911.0110.981.003600.2092.082.071.001/1730.23.4%1.41211238.988.961.003600.1892.602.561.011/1386.45.5%1.2711386.436.411.006200.386.436.411.001/965.99.9%1.47X方向最大值层间位移角:1/965.===工况2===X-5%偶然偏心地震作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/hDxR/DxRatio_AX7154615.0414.871.013600.5610.980.971.011/3664.25.5%1.006146714.6914.361.023600.4670.730.731.011/4912.73.7%0.575138114.0513.721.023600.3811.281.261.021/2809.35.1%1.344129512.8812.581.023600.2951.741.701.021/2072.22.0%118 1.443120911.2510.981.023600.2092.122.071.021/1695.23.4%1.41211239.188.961.023600.1892.662.561.041/1355.45.4%1.2711386.566.411.026200.386.566.411.021/945.99.9%1.47X方向最大值层间位移角:1/945.===工况3===X+5%偶然偏心地震作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/hDxR/DxRatio_AX7154815.3615.201.013600.5481.010.981.031/3558.25.8%1.006147414.6514.371.023600.4740.750.731.041/4771.73.2%0.575139314.0013.731.023600.3931.291.261.021/2791.35.0%1.334130712.8312.591.023600.3071.741.701.021/2075.22.0%1.433122111.1910.991.023600.2212.112.081.021/1704.23.3%1.41211359.148.971.023600.1302.602.561.021/1383.45.6%1.2711506.556.411.026200.506.556.411.021/946.99.9%1.47X方向最大值层间位移角:1/946.===工况4===Y方向地震作用下的楼层最大位移118 FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/hDyR/DyRatio_AY7156122.8519.571.173600.5610.810.701.151/4467.23.1%1.006154222.1817.361.283600.5421.350.961.401/2674.55.2%0.955146321.0016.491.273600.4632.091.581.321/1726.28.7%1.494137719.1215.041.273600.3772.672.091.281/1348.18.7%1.563129116.6113.081.273600.2913.202.531.271/1124.24.2%1.362120513.4910.621.273600.1894.323.221.341/832.29.1%1.30111199.467.441.276200.1199.467.441.271/656.87.5%1.37Y方向最大值层间位移角:1/656.===工况5===Y-5%偶然偏心地震作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/hDyR/DyRatio_AY7156125.4221.401.193600.5610.910.711.281/3939.22.1%1.006154224.6618.081.363600.5421.471.001.471/2442.52.0%0.945146323.3817.181.363600.4632.301.641.401/1562.27.4%1.474137721.3015.681.363600.3772.962.181.361/1215.18.0%1.55118 3129118.5213.631.363600.2913.562.641.351/1011.23.7%1.362120515.0611.071.363600.1894.773.371.411/755.26.8%1.311111910.567.781.366200.11910.567.781.361/587.83.2%1.36Y方向最大值层间位移角:1/587.===工况6===Y+5%偶然偏心地震作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/hDyR/DyRatio_AY7156120.4617.831.153600.5460.710.691.031/5041.24.5%1.006154219.8716.461.213600.5421.220.911.341/2942.59.7%0.965146318.8115.611.203600.4631.881.491.261/1916.30.6%1.524137717.1114.221.203600.3772.401.981.211/1501.19.9%1.583129114.8512.351.203600.2912.872.391.201/1255.25.3%1.372120512.0610.011.203600.1893.893.031.291/924.32.5%1.30111198.456.901.226200.1198.456.901.221/734.95.7%1.38Y方向最大值层间位移角:1/734.===工况7===X方向风荷载作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)h118 JmaxDMax-DxAve-DxRatio-DxMax-Dx/hDxR/DxRatio_AX715480.640.641.013600.5480.070.071.021/9999.57.3%1.00614740.570.561.023600.4740.030.031.041/9999.57.8%0.33513930.540.531.023600.3930.050.051.031/9999.33.1%1.21413070.500.491.023600.3020.060.061.021/9999.23.1%1.07312210.430.431.023600.2210.080.081.021/9999.26.3%1.38211350.360.351.023600.1300.100.101.021/9999.55.7%1.3011500.260.251.026200.500.260.251.021/9999.99.9%1.60X方向最大值层间位移角:1/9999.===工况8===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/hDyR/DyRatio_AY715612.922.741.073600.5460.130.121.021/9999.7.6%1.00615422.802.221.263600.5420.170.121.441/9999.54.1%0.71514632.632.101.253600.4630.250.181.341/9999.33.2%1.24413772.391.921.253600.3770.310.241.281/9999.23.9%1.43312912.081.671.243600.118 2910.380.301.261/9416.31.4%1.40212051.691.371.243600.1890.610.401.511/5930.37.3%1.38111191.190.971.236200.1191.190.971.231/5196.96.1%1.46Y方向最大值层间位移角:1/5196.===工况9===竖向恒载作用下的楼层最大位移FloorTowerJmaxMax-(Z)71559-3.1261540-5.8051461-6.0541375-6.4331289-6.4221203-6.1911117-5.77===工况10===竖向活载作用下的楼层最大位移FloorTowerJmaxMax-(Z)71550-2.2461525-2.2651461-1.8941375-1.8731289-1.7821203-1.6611117-1.58参考文献[1]《楼盖结构设计与原理》沈蒲生编著科学出版社2003年[2]《结构力学》上下册刘玉彬白秉三编著科学出版社2004年[3]《混凝土结构》王铁成主编中国建筑工业出版社2004年[4]《高等学校建筑工程专业毕业设计指导沈蒲生苏三庆主编中国建筑工业出版社2006年6月[5]《高层建筑结构》吕西林主编武汉理工大学出版社2003年7月[6]《混凝土结构设计》阎兴华主编科学出版社2005年118 [7]《建筑结构构造规定及图例》中国建筑工业出版社2005年[8]《建筑地基处理规程》（JCJ79—2002）中国建筑工业出版社2001年[9]《办公建筑》中国建筑工业出版社2005年[10]《工民建专业毕业设计指南》中国建筑工业出版社2002年[11]《土木工程专业毕业设计指导》中国建筑工业出版社2002年[12]《基础工程》高等教育出版社2003年[13]《房屋结构毕业设计指南》中国工业出版社2004年[14]《混凝土结构施工图平面整体表示制图规则》中国建筑标准设计研究（03G101）[15]《建筑结构设计规范应用图解手册》中国建筑工业出版社2005年[16]《屋面建筑构造》江苏省建筑配件标准图集J9503118'