华东交通大学1号综合楼施工图设计计算书

'综合楼设计毕业设计题目：华东交通大学1号综合楼施工图设计分院：土木建筑分院专业：土木工程班级：学号：学生姓名：指导教师：起讫日期：第101页 综合楼设计目录第一章建筑设计说明11.1建筑设计主要技术经济指标1第二章框架结构布置及结构计算图确定32.1结构选型32.2材料选用32.3结构布置32.4框架结构的计算4第三章荷载计算73.1恒荷载标准值计算73.2活荷载标准值计算93.4风荷载标准值计算144.1恒载作用下内力计算194.2活载作用于AB跨的内力计算334.3活载作用于BC垮的内力计算414.4活载作用于CE跨的内力计算484.5风荷载作用下的内力计算564.7内力图594.8内力组合的重力荷载代表值作用下的框架内力计算68第五章内力组合76第六章配筋设计836.1框架梁截面设计836.2框架柱截面设计866.3框架柱下基础设计926.4楼梯配筋计算95第101页 综合楼设计第一章建筑设计说明1.1建筑设计主要技术经济指标1）框架结构设计任务总建筑面积：约8000m2（设计误差允许±5%下同）2）建筑层数：7层3）结构类型：框架结构4）总平面图本工程为南昌某高校综合楼，主体七层，钢筋混凝土框架结构。梁板柱均为现浇，建筑面积约为8000m2，宽18米，长为54米，建筑方案确定。建筑分类为乙类公共类建筑，二类场地，抗震等级四级。2）设计资料1）气象条件：基本风压0.35KN/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：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、地质资料：1）钻探场地平坦，场地绝对高程为20.20米2）场地土层（自上至下分述）①耕土：灰黑色，湿，厚0.4～0.7米，容重γ＝17.4kN/m2。②粉质粘土：褐黄色，中密，稍湿，可塑状态，厚2.2～2.7米，容重γ＝18kN/m2。③细沙：厚0～2.5米，容重γ＝26kN/m2。第101页 综合楼设计④砾砂：厚3.6～4.6米，容重γ＝40kN/m2。3）设计内容1、结构布置。2、现浇板的计算。3、典型框架的荷载计算，内力分析及内力组合。4、典型框架的梁柱截面设计计算5、楼梯设计。6、基础设计。第二章框架结构布置及结构计算图确定2.1结构选型2.1.1结构体系的选型采用钢筋混凝土现浇框架结构（纵横向承重框架）体系。对于层数不高的综合楼，可以选用钢筋混凝土框架结构、混合结构、底层框架或内框架砖房结构。该建筑开间和跨度较大，要求布置灵活。同时，考虑该建筑处于7度地震区，故选用框架结构。在地震区，考虑到地震方向的随意性以及地震产生的破坏效应较大，因此选用纵横向承重框架体系。2.1.2其他结构选型A屋面结构：采用120mm现浇板作承重结构，屋面板按不上人屋面的使用荷载选用。式楼梯。B楼层结构：所有楼面均采用现浇钢筋混凝土楼板作承重结构。C楼梯结构：由于楼梯梯段水平投影长度（3.6m）大于3m，故采用钢筋混凝土梁板D天沟：采用现浇外天沟。E过梁：连系梁兼作窗过梁，根据门的宽度来设定过梁采用b×h=250×120mm2。F基础梁：采用现浇钢筋混凝土基础梁。第101页 综合楼设计G基础：采用钢筋混凝土柱下独立基础或条形基础。2.2材料选用混凝土：采用C25,C30,C40;钢筋：纵向受力钢筋采用HRB400，其余采用HPB235,基础采用HRB335；墙体：外墙采用240粘土烧结砖，内隔墙采用120粘土烧结砖窗：塑钢门窗，门：木门2.3结构布置（1）考虑到该建筑长度小于55m，不采用伸缩缝。（2）详见结构施工图。2.4框架结构的计算2.4.1确定框架计算简图假定框架柱嵌固于基础顶面，框架梁与柱刚接。由于各层柱的截面尺寸不变，故梁跨等于柱截面形心轴之间的距离，底层柱高从基础顶面算至二楼楼面，基顶标高根据地质条件、室内外高差等定为－0.800m，二楼楼面标高为4.200m，故底层柱高为5.000m，其余各层的柱高从楼面算至上一层楼面（即层高），故为3.600m，由此可绘出框架的计算简图。2.4.2截面尺寸的估算和线刚度的计算在内力计算之前，要预先估算梁、柱的截面尺寸及结构所采用的材料强度等级，以求得框架中各杆的线刚度及其相对线刚度。混凝土强度等级：梁用C30（EC＝30.0×106kN/m2)柱用C40（EC＝32.5×106kN/m2)横向框架梁：L1=7800mmh=(1/8~1/12)L1=900~600mm,取h=600mmb=(1/2~1/3)h=325~217mm,取b=300mm横向框架梁1初选截面尺寸b×h=300×600mm2，其惯性矩为Ib=1/12(300×6003)=5.4×109mm4纵向连系梁：L2=4500mmh=(1/8~1/14)L2取h=600mm第101页 综合楼设计b=(1/2~1/3)h=325~217mm,取b=300mm纵向连系梁2初选截面尺寸b×h=300×600m2次梁：h=(1/12~1/18)L=(1/12~1/18)×6600=550~367mm,取h=500mmb=(1/2~1/3)h=200~134mm,取b=250mm次梁初选截面尺寸b×h=250×500m2基础梁：取b×h=250×400mm2柱：b=(1/15~1/18)H1=(1/15~1/18)×5000=333~278mm,根据估算的荷载值和轴压比初步确定柱子的尺寸为：b=500mm在地震区框架柱采用方柱较为合适，故取h=500mm柱截面尺寸：中柱：b×h=500×500mm2，其惯性矩为IA=1/12(500×5003)=5.21×109mm4中柱：b×h=500×500mm2，其惯性矩为IB=1/12(500×5003)=5.21×109mm4由于所取的这榀框架是中框架，楼板为现浇楼板，故框架梁惯性矩取值为I=2.0I0框架梁、柱的线刚度为：梁：iAB=EI/L1=30.0×106×2.0×5.4×109×10-12/7.2=44.008×103kN·mIBC=EI/L2=30.0×106×2.0×5.4×109×10-12/3=143.025×103kN·mICE=EI/L3=30.0×106×2.0×5.4×109×10-12/7.8=201.632×103kN·m底层柱：其余各层柱：顶层：iDH=EI/L=32.5×106×5.21×109×10-12/3.6=39.067×103kN·mICG=EI/L=32.5×106×5.21×109×10-12/3.6=28.475×103kN·m中间层：iHL=EI/L=32.5×106×5.21×109×10-12/3.6=50.787×103kN·mIGK=EI/L=32.5×106×5.21×109×10-12/3.6=37.018×103kN·m令iDC=1框架梁、柱的相对线刚度如图2—1所示，作为计算各节点杆端弯矩分配系数的依据。第101页 综合楼设计图2－1框架梁、柱的相对线刚度图(注：图中所示轴间尺寸为结构跨度，由于缺乏经验，在以后的计算中均取为了建筑跨度，因而计算上有点误差。）2.4.3荷载计算除顶层④⑤垮处的板是单向板，其余各板的长宽比均小于2所以按双向板设计计算。荷载传递过程为：板→次梁→框架主梁恒载与活载分开计算，风载考虑左风与右风。2.4.4内力计算第101页 综合楼设计恒载与活载的内力计算采用分层法，活荷载分跨布置分别计算内力；风荷载荷载采用D值法。2.4.5内力组合各种荷载情况下的框架内力求得后，根据最不利又是可能的原则进行内力组合。2.4.6配筋设计根据内力组合所得各梁、柱截面内力值，分别进行正截面承载力和斜截面承载力计算。第三章荷载计算3.1恒荷载标准值计算(1)屋面：面层：（防水层、隔热层、保温层、找平层）1.56kN/m2现浇钢筋混凝土板100厚0.1×25=2.5kN/m210厚混合砂浆0.01×17=0.17kN/m2合计4.23kN/m2(2)各层走廊楼面：大理石楼面1.16kN/m2现浇钢筋混凝土板100厚2.5kN/m210厚混合砂浆0.17kN/m2合计3.32kN/m2(3)各层楼面：大理石楼面1.16kN/m2现浇钢筋混凝土板100厚2.5kN/m210厚混合砂浆0.17kN/m2合计3.83kN/m2(4)梁自重：﹤1﹥横向框架梁1b×h=300×600mm2自重25×0.3×(0.6－0.1)=3.75kN/m10厚混合砂浆0.01×(0.6－0.1+0.2)×2×17=0.187kN/m第101页 综合楼设计合计3.837kN/m﹤2﹥纵向连系梁2b×h=300×600mm2自重25×0.3×(0.6－0.1)=3.75kN/m10厚混合砂浆0.01×(0.6－0.1)×2×17=0.187kN/m合计3.837kN/m﹤3﹥次梁b×h=250×500mm2自重25×0.25×(0.5－0.1)=2.5kN/m10厚混合砂浆0.01×(0.5－0.1)×2×17=0.102kN/m合计2.602kN/m﹤4﹥基础梁b×h=250×400mm2自重25×0.2×0.4=2.5kN/m门过梁b×h=250×250mm2自重25×0.25×0.25=1.56kN/m(5)柱自重：(6)外纵墙自重：内柱：b×h=500×500mm2自重25×500×500=6.25kN/m10厚混合砂浆0.01×0.5×4×17=0.306kN/m合计6.5kN/m外柱：b×h=500×500mm2自重25×0.50×0.50=6.25kN/m10厚混合砂浆0.01×（0.5×2+0.5×2）×17=0.323kN/m合计6.57kN/m七层：纵墙［(3.6－0.6)×3.6－1.8×1.5］×5.24/3.6=14.712kN/m铝合金窗0.35×1.5=0.525kN/m合计15.237kN/m二层~六层：纵墙［(3.6－0.6)×3.6－1.8×1.5］×5.24/3.6=9.996kN/m铝合金窗0.35×1.5=0.525kN/m第101页 综合楼设计合计10.521kN/m底层：纵墙［(4.2－0.6)×3.9－1.8×1.5］×5.24/4.2=16.284kN/m铝合金窗0.35×1.5=0.525kN/m合计16.809kN/m(7)内纵墙自重：七层：［(3.6－0.6)×3.6－2.1×1.0］×5.24/3.6=15.51kN/m二~六层：［(3.0－0.6)×3.6－2.1×1.0］×5.24/3.6=10.802kN/m底层：［(4.2－0.6)×3.6－2.1×1.0］×5.24/3.6=17.090kN/m(8)内隔墙自重：七层：(3.6－0.6)×7.8×5.24/7.2=17.03kN/m二~六层：(3.6－0.6)×7.8×5.24/7.2=12.314kN/m底层：(4.2－0.6)×7.8×5.24/7.2=18.602kN/m(9)女儿墙自重：0.9×5.24﹢25×0.24×0.06=5.076kN/m(10)卫生间隔墙自重：(3.6－0.5)×2.4×3.12/2.2=8.85kN/m3.2活荷载标准值计算(1)屋面和楼面活荷载标准值查规范：不上人屋面0.5kN/m2楼面：办公室2.0kN/m2走廊2.5kN/m2(2)雪荷载：Sk=1.0×0.35=0.35kN/m2屋面活荷载与雪荷载不同时考虑，两者中取大值。3.3荷载传递：(2)AB跨梁①屋面板传给梁的荷载：恒载：4.23×4.5+2.437=18.934kN/m活载：0.5×4.5=1.95kN/m②六层楼面板传给梁的荷载：恒载：（集中荷载）[（5.793+19.47）×1.1+19.062×2.2+（18.204+6.248）×1.95第101页 综合楼设计+3.459×（3.6-0.85）]×2／3.6=82.528kN（均布荷载）梁自重+板传荷载7.607+17.03=24.637kN/m14.177+17.03=30.207kN/m活载：（集中荷载）（3.025×1.1+9.056×1.85）×2／3.6=16.965kN（均布荷载）板传荷载2.0×[1-2×(3.6／2×5.4）2+(3.6／2×5.4)3]×3.6=6.131kN/m2.0×[1-2×(1.7／2×2.4)2+(1.7／2×2.4)3]×1.7=2.699kN/m③二五层楼面板传给梁的荷载：恒载：（集中荷载）[(5.793+19.47)×1.1+19.062×2.2+(18.204+6.248)×1.95+3.459×(3.6-0.85)]×2／3.6=82.528kN（均布荷载）梁自重+板传荷载12.314+7.607=19.921kN/m14.177+12.314=26.491kN/m活载：（集中荷载）（3.025×1.1+9.056×1.85）×2／3.6=16.963kN（均布荷载）板传荷载2.0×[1-2×(3.6／2×5.4)2+(3.6／2×5.4)3]×3.6=6.131kN/m2.0×[1-2×(1.7／2×2.4)2+(1.7／2×2.4)3]×1.7=2.699kN/m(2)BC跨梁①屋面板传给梁的荷载：恒载：梁自重+板传荷载4.23×5/8×1.2×2+2.437=8.782kN/m活载：板传荷载0.5×5/8×2.4=0.75kN/m②二六层楼面板传给梁的荷载：恒载：梁自重+板传荷载第101页 综合楼设计3.32×5/8×1.2×2+2.437=7.417kN/m活载：板传荷载2.0×5/8×2.4=3.0kN/m(3)CE轴间框架梁①屋面板传给梁的荷载恒载：梁自重+板传荷载4.23×[1-2×(3.6/2×6.6)2+(3.6/2×6.6)3]×3.6=14.042kN/m活载：板传荷载0.5×[1-2×(3.6/2×6.6)2+(3.6/2×6.6)3]×3.6=1.659kN/m②六层楼面板传给梁的荷载：恒载：（集中荷载）[（5.793+19.47）×1.1+19.062×2.2+（18.204+6.248）×1.95+3.459×（3.9-0.85）]×2／3.6=82.528kN（均布荷载）梁自重+板传荷载3.83×[1-2×(1.7/2×2.4)2+(1.7/2×2.4)3]×1.7+2.437+17.03=24.637kN/m3.83×[1-2×(3.9/2×4.2)2+(3.9/2×4.2)3]×3.6+2.437+17.03=29.459kN/m活载：（集中荷载）（3.025×1.1+9.056×1.85）×2／3.6=16.965kN（均布荷载）板传荷载2.0×[1-2×(1.7／2×2.4)2+(1.7／2×2.4)3]×1.7=2.699kN/m5.218kN/m③二五层楼面板传给梁的荷载：恒载：（集中荷载）[（5.793+19.47）×1.1+19.062×2.2+（18.204+6.248）×1.95+3.459×（3.9-0.85）]×2／3.6=82.528kN（均布荷载）梁自重+板传荷载7.607+12.314=19.381kN/m活载：（集中荷载）（3.025×1.1+9.056×1.85）×2／3.6=16.965kN（均布荷载）板传荷载第101页 综合楼设计2.0×[1-2×(1.7／2×2.4)2+(1.7／2×2.4)3]×1.7=2.699kN/m5.218kN/m(4)屋顶处:女儿墙(做法:墙高900mm,60mm混凝土压顶)5.24×0.9+0.6×25×0.06=5.076kN/m(5)A轴柱纵向集中荷载的计算①七层柱：恒载＝梁自重＋板传荷载＋女儿墙=3.6×1.977+5.076×3.6=27.506kN活载＝板传荷载=0②六层柱：恒载＝梁自重＋板传荷载＋墙自重=3.6×1.977+5/8×3.83×1.95×3.6/2+5/8×3.83×1.95×3.6/2+15.237×3.6=85.339kN活载＝板传荷载=2.0×5/8×1.95×3.9=9.056kN③二五层柱：恒载＝梁自重＋板传荷载＋墙自重=3.6×1.977+5/8×3.83×1.95×3.6+10.521×3.6=66.947kN活载＝板传荷载=2.0×5/8×1.95×3.6=9.506kN④基础顶面恒载＝底层内纵墙自重＋基础梁自重=16.809×5.4+2.5×5.4=104.27kN(6)B轴柱纵向集中荷载的计算①七层柱：恒载＝梁自重＋板传荷载＋女儿墙自重=3.32×[1-2×(2.4/2×3.6)2+(2.4/2×3.6)3]×1.2×3.6+15.51×3.6=73.541kN活载＝板传荷载=0.5×[1-2×(2.4/2×3.6)2+(2.4/2×3.6)3]×1.2×3.6=1.966kN②六层柱：恒载＝梁自重＋板传荷载＋墙自重第101页 综合楼设计活载＝板传荷载=2.0×[1-2×(2.4/2×3.6)2+(2.4/2×3.6)3]×1.2×3.6=7.862kN③二五层柱：恒载＝梁自重＋板传荷载＋墙自重=93.074+3.9×10.802=135.202kN活载＝板传荷载=[1.806×(3.9-0.85)+7.862×1.95+3.406×2.2+3.025×1.1]×2/3.9=16.236kN④基础顶面恒载＝底层内纵墙自重+基础梁自重=17.090×3.6+2.5×3.6=76.401kN(7)C轴柱纵向集中荷载的计算同B轴柱(8)E轴柱纵向集中荷载的计算①七层柱：恒载＝梁自重＋板传荷载＋女儿墙自重及天沟自重=(4.23×5/8×1.95+1.977+5.076)×3.6=47.621kN活载＝板传荷载=0.5×5/8×1.95=0.061kN②六层柱：恒载＝梁自重＋板传荷载＋墙自重=(3.83×5/8×1.95+1.977+5.076)×3.6=85.339kN活载＝板传荷载=2.0×5/8×1.95×3.6=9.506kN②二五层柱：恒载＝梁自重＋板传荷载＋墙自重=(3.83×5/8×1.95+1.977+10.521)×3.6=66.947kN活载＝板传荷载=2.0×5/8×1.95×3.6=9.506kN③基础顶面恒载＝底层外纵墙自重＋基础梁自重=16.809×3.6+2.5×6.6=75.305kN第101页 综合楼设计3.04风荷载标准值计算3.04.1作用在屋面梁和楼面梁节点处的集中风荷载标准值Wk=βZμsμzW0(hj+hi)B/2式中基本风压W0=0.45kN/m2μz--------风压高度变化系数，地面粗糙度为C类。μs--------风荷载体型系数。βZ-----风振系数。hi---------下层柱高。hj---------上层柱高，对顶层为女儿墙高度的2倍。B----------计算单元迎风面的宽度。B=3.6m。计算过程见表（4.4－1）～（4.4－2）表3－1左（右）风作用下作用在各层楼面处的集中风荷载标准值离地高度Z（m）μzβZμsW0（kN/m2）hi（m）hj（m）Wk（kN）25.80.9041.01.30.353.63.64.57222.20.741.01.30.353.63.65.53418.60.741.01.30.353.63.64.812150.741.01.30.353.63.64.81211.40.741.01.30.353.63.64.8127.80.741.01.30.353.63.64.8124.20.741.01.30.354.24.25.7753.04.2风荷载作用下的位移验算位移计算时，各荷载均采用标准值。（1）侧移刚度D见表（3－2）～（3－3）表3－2横向2～7层D值的计算构件名称D=αcic12/h2（kN/m)A轴柱（7层）=1.130.36211160第101页 综合楼设计A轴柱（2~6层）0.30220450B轴柱（7层）0.76617208B轴柱（2~6层）0.71735389C轴柱（7层）0.73317370C轴柱（2~6层）0.72529832E轴柱（7层）0.40012333E轴柱（2~6层）0.33813543表3－3横向底层D值的计算构件名称D=αcic12/h2(kN/m)A轴柱0.56411693B轴柱0.85512924C轴柱0.86012994E轴柱0.59412314（2）风荷载作用下框架侧移计算水平荷载作用下框架的层间侧移可按下式计算：Δuj=Vj/ΣDij式中：Vj--------第j层的总剪力标准值。第101页 综合楼设计ΣDij----第j层所有柱的抗侧刚度之和。Δuj---第j层的层间侧移。每一层的层间侧移值求出以后，就可以计算各楼板标高处的侧移值的顶点侧移值，各层楼板标高处的侧移值是该层以下各层层间侧移之和。顶点侧移是所有各层层间侧移之和。j层侧移顶层侧移框架在风荷载作用下侧移的计算见表（3－4）表3－4左（右）风作用下框架侧移的计算层次Wj(kN)Vj(kN)ΣD(kN/m)Δuj(m)Δuj/h74.5724.572592810.000070.0000265.53410.106992140.000100.0000354.81214.918992140.000150.0000544.81219.730992140.000200.0000734.81224.542992140.000300.000124.81229.354992140.000300.000315.77535.129499250.000700.00017侧移验算：层间侧移最大值0.0003<1/550=0.0018满足要求，框架抗侧刚度足够。3.5荷载图第101页 综合楼设计图3－4恒载图（单位：kN，kN/m）第101页 综合楼设计图3－5活载图（单位：kN，kN/m）第101页 综合楼设计图3－6风荷载之左风载图（单位：kN）第四章内力计算框架内力计算考虑以下几种受荷情况：1、恒载作用；2、活载作用在AB跨；3、活载作用在BC跨；4、活载作用在CE跨；5、风荷载作用（左风，右风）；4.1恒载作用下内力计算4.1.1梁端和柱端弯矩的计算第七层：计算分配系数第101页 综合楼设计计算固端弯矩AB:BC:CD:第六层：计算分配系数第101页 综合楼设计计算固端弯EF:FG:GH:第101页 综合楼设计第五层:计算分配系数计算固端弯矩IG:第101页 综合楼设计JK:KL:第101页 综合楼设计第一到四层与第五层对应的系数相同,梁矩相同。第一层:计算分配系数分层法计算的各梁弯矩为最终弯矩，各柱的最终弯矩为与各柱相连的两层计算弯矩叠加。如图4-1及4-2。第101页 综合楼设计图4-1分层法弯矩计算表第101页 综合楼设计第101页 综合楼设计图4－2不平衡弯矩计算表4.1.2恒载作用下梁端剪力和柱轴力的计算第七层荷载引起的剪力：AB跨弯矩引起的剪力：梁端最终剪力：跨中弯矩：柱顶：BC跨荷载引起的剪力：弯矩引起的剪力：梁端最终剪力：跨中弯矩：柱顶：柱底：CE跨荷载引起的剪力：弯矩引起的剪力：梁端最终剪力为：跨中弯矩为：第101页 综合楼设计柱顶：柱底：第六层AB跨梁端最终剪力为：跨中弯矩为：柱顶：柱底：BC跨梁端最终剪力为：跨中弯矩为：柱顶：柱底：CE跨梁端最终剪力为：跨中弯矩为：柱顶：柱底：第五层AB跨第101页 综合楼设计梁端最终剪力为：跨中弯矩为：柱顶：柱底：BC跨梁端最终剪力为：跨中弯矩为：柱顶：柱底：CE跨梁端最终剪力为：跨中弯矩为：柱顶：柱底：第四层AB跨梁端最终剪力为：跨中弯矩为：柱顶：柱底：BC跨第101页 综合楼设计梁端最终剪力为：跨中弯矩为：柱顶：柱底：CE跨梁端最终剪力为：跨中弯矩为：柱顶：柱底：第三层AB跨梁端最终剪力为：跨中弯矩为：柱顶：柱底：BC跨梁端最终剪力为：跨中弯矩为：柱顶：第101页 综合楼设计柱底：CE跨梁端最终剪力为：跨中弯矩为：柱顶：柱底：第二层AB跨梁端最终剪力为：跨中弯矩为：柱顶：柱底：BC跨梁端最终剪力为：跨中弯矩为：柱顶：柱底：CE跨梁端最终剪力为：第101页 综合楼设计跨中弯矩为：柱顶：柱底：第一层AB跨梁端最终剪力为：跨中弯矩为：柱顶：柱底：BC跨梁端最终剪力为：跨中弯矩为：柱顶：柱底：CE跨梁端最终剪力为：跨中弯矩为：柱顶：柱底：第101页 综合楼设计4.2活载作用于CE跨的内力计算4.2.1梁端和柱端弯矩的计算分配系数的计算同荷载部分计算固端弯矩第七层：第六层：EF:第101页 综合楼设计FG:GH:第一到五层与第六层对应弯矩相同分层法计算的各梁弯矩为最终弯矩，各柱的最终弯矩为与各柱相连的两层计算弯矩叠加。如图4－3，图4—4第101页 综合楼设计图4－3分层法弯矩计算表第101页 综合楼设计图4－4不平衡弯矩计算表第101页 综合楼设计4.2.2梁端剪力和柱轴力的计算第七层AB跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：BC跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：CE跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：第六层AB跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：BC跨第101页 综合楼设计梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：CE跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：第五层AB跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：BC跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：CE跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：第四层AB跨第101页 综合楼设计梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：BC跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：CE跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：第三层AB跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：BC跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：CE跨第101页 综合楼设计梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：第二层AB跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：BC跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：CE跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：第一层AB跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：第101页 综合楼设计BC跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：CE跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：4.3活载作用于BC垮的内力计算4.3.1梁端和柱端弯矩的计算计算过程同4.2.1分层法计算的各梁弯矩为最终弯矩，各柱的最终弯矩为与各柱相连的两层计算弯矩叠加。如图4—5，4—6第101页 综合楼设计第101页 综合楼设计图4－5分层法弯矩计算表第101页 综合楼设计图4－6不平衡弯矩计算表4.3.2梁端剪力和柱轴力的计算第七层AB跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：BC跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：CE跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：第六层AB跨梁端最终剪力为：第101页 综合楼设计跨中弯矩为：柱顶轴力等于柱底轴力，即：BC跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：CE跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：第五层AB跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：BC跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：CE跨第101页 综合楼设计梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：第四层AB跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：BC跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：CE跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：第三层AB跨梁端最终剪力为：第101页 综合楼设计跨中弯矩为：柱顶轴力等于柱底轴力，即：BC跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：CE跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：第二层AB跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：BC跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：CE跨梁端最终剪力为：第101页 综合楼设计跨中弯矩为：柱顶轴力等于柱底轴力，即：第一层AB跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：BC跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：CE跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：4.4活载作用于CE跨的内力计算4.4.1梁端和柱端弯矩的计算计算过程同4.2.1分层法计算的各梁弯矩为最终弯矩，各柱的最终弯矩为与各柱相连的两层计算弯矩叠加。如图4—7，4—8第101页 综合楼设计图4－7分层法弯矩计算表第101页 综合楼设计图4－8　不平衡弯矩计算表第101页 综合楼设计4.4.2梁端剪力和柱轴力的计算第七层AB跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：BC跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：CE跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：第六层AB跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：第101页 综合楼设计BC跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：CE跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：第五层AB跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：BC跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：CE跨梁端最终剪力为：跨中弯矩为：第101页 综合楼设计柱顶轴力等于柱底轴力，即：第四层AB跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：BC跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：CE跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：第三层AB跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：BC跨第101页 综合楼设计梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：CE跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：第二层AB跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：BC跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：CE跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：第101页 综合楼设计第一层AB跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：BC跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：CE跨梁端最终剪力为：跨中弯矩为：柱顶轴力等于柱底轴力，即：4.5风荷载作用下的内力计算框架在风荷载下的内力用D值法进行计算，其步骤为：（1）求各柱反弯点处的剪力值；（2）求各柱反弯点高度；（3）求各柱的杆端弯矩和梁端弯矩；（4）求各柱的轴力和梁剪力。第i层第m柱所分配的剪力为框架柱反弯点位置：，计算结果如下表。第101页 综合楼设计柱层数hA轴柱73.61.130.3600-0.070.291.13163.60.870.4000.02500.4251.27553.60.870.450000.451.35043.60.870.450000.451.35033.60.870.500000.501.50023.60.870.500000.501.50014.21.4410.630-0.02800.6023.010B轴柱73.66.5450.450000.451.75563.65.0700.500000.501.5053.65.0700.500000.501.5043.65.0700.500000.501.5033.65.0700.500000.501.5023.65.0700.500000.501.5014.28.3720.550000.502.50C轴柱73.66.8180.450000.451.75563.65.2820.500000.501.5053.65.2820.500000.501.5043.65.2820.500000.501.5033.65.2820.500000.501.5023.65.2820.500000.501.5014.28.7210.550000.552.75E轴柱73.61.3330.3700-0.050.321.24863.61.0200.400000.401.2053.61.0200.450000.451.3543.61.0200.450000.451.3533.61.0200.450000.451.3523.61.0200.5000-0.050.451.3514.21.6950.580-0.01500.572.85表4－1第101页 综合楼设计框架各柱的杆端弯矩、梁端弯矩按下式计算：表4－2风荷载作用下框架柱剪力和梁柱端弯矩的计算（左、右风）柱A轴柱74.57259281111600.1880.8601.1312.380.972.38610.10699214204500.2062.0821.2753.592.654.56514.91899214204500.0263.0731.355.074.157.72419.73099214204500.2064.0641.356.715.4910.86324.54299214204500.2065.0561.507.5847.58413.07229.35499214204500.2066.0471.509.079.0716.65135.12949925116930.2348.2203.0116.3624.7425.43B轴柱74.57259281172080.2901.3261.7552.842.330.762.08610.10699214353890.3573.6081.505.415.412.0645.68514.91899214353890.3575.3261.507.997.993.579.83419.73099214353890.3577.0441.5010.5710.574.9513.61324.54299214353890.3578.7611.5013.1413.146.3317.39229.35499214353890.35710.4791.5015.7215.727.7021.16135.12949925129240.2599.0982.5022.7522.7510.2628.21C轴74.57259281173700.2931.3401.7552.872.352.190.68第101页 综合楼设计柱610.10699214298320.3013.0421.504.464.565.281.63514.91899214298320.3014.4901.506.746.748.632.67419.73099214298320.3015.9391.508.918.9111.953.70324.54299214298320.3017.3871.5011.0911.0915.284.72229.35499214298320.3018.8361.5013.2513.2518.595.75135.12949925129940.2609.1342.7520.5522.8425.827.98E轴柱74.57259281123330.2080.9511.2482.521.192.52610.10699214135430.1371.3851.202.491.663.68514.91899214135430.1372.0441.353.372.765.03419.73099214135430.1372.7031.354.463.657.22324.54299214135430.1373.3621.355.554.549.20229.35499214135430.1374.0211.356.635.4311.17135.12949925123140.2478.6772.8518.6624.7324.09层AB垮BC垮CE垮A轴B轴C轴E轴70.401.780.480.401.381.300.4860.854.570.801.255.105.071.2851.457.691.172.7011.3411.592.4542.0310.651.654.7319.9620.594.1032.4913.612.107.2231.0832.106.2023.1216.562.5610.3444.5246.108.7614.5822.514.8614.9262.4563.7513.62表4－3风荷载作用下框架柱轴力与梁端剪力（左、右风）4.7内力图第101页 综合楼设计图4－7－1恒载作用下M图第101页 综合楼设计图4－7－2恒载作用下V图4－7－3恒载作用下N第101页 综合楼设计图4－7－4活载作用在AB跨M图第101页 综合楼设计图4－7－5活载作用在AB跨V图图4－7－6活载作用在AB跨N图第101页 综合楼设计图4－7－7活载作用在BC跨M图图4－7－8活载作用在BC跨V图第101页 综合楼设计图4－7－9活载作用在BC跨N图图4－7－10活载作用在CE跨M图第101页 综合楼设计图4－7－11活载作用在CE跨V图图4－7－12活载作用在CE跨N图第101页 综合楼设计图4－7－13左风作用下M图图4－7－14左风作用下V图第101页 综合楼设计图4－7－15左风作用下N图4.8内力组合的重力荷载代表值作用下的框架内力计算表4－６框架梁的重力荷载代表值梁编号截面内力恒载0活载1活载2活载3重力菏载代表值0+0.5x(1+2+3)AB左M-55.84-6.6480.040-0.139-59.2135V68.6187.129-0.0250.06872.204中M67.7776.325-0.1380.13570.938右M-96.598-10.364-0.1560.388-101.664V-79.068-8.081-0.0250.068-83.087BC左M-65.075-6.786-0.1240.877-68.0915V33.9933.3850.906-2.10935.084中M-30.606-2.7240.423-1.968-32.7405右M-25.2981.338-0.109-4.184-26.7755第101页 综合楼设计V12.9173.385-0.894-2.10913.108CD左M-48.5020.535-0.135-6.402-51.503V46.339-0.1160.2065.77449.271中M21.0480.1520.5453.61923.206右M-34.684-0.2280.037-4.424-36.9915V-46.339-0.1160.206-5.175-48.8815EF左M-151.955-29.2230.155-0.598-166.788V137.20925.591-0.0930.296150.106中M145.83123.956-0.2080.556157.983右M-217.385-46.949-0.5691.713-240.2875V-148.095-24.940-0.0930.296-160.4635FG左M-124.500-36.617-0.5374.091-141.0315V41.86015.8293.628-9.77446.7015中M-79.609-12.6221.657-7.638-88.9105右M-45.3886.373-0.471-19.366-52.12V24.06715.829-3.573-9.77425.308GH左M-110.6202.422-0.283-29.776-124.4385V141.681-0.5020.06524.252153.5885中M95.9150.765-0.0699.079100.8025右M-101.269-0.8880.143-21.177-112.23V-108.360-0.5020.065-17.778-117.4675IJ左M-142.971-31.3850.162-0.614-158.8895V119.17225.791-0.0880.278132.1625中M120.33622.574-0.1810.470131.7675右M-198.435-47.554-0.5281.554-221.699V120.336-30.759-0.0880.278105.0515JK左M-97.072-28.507-0.6274.283-109.4975V23.56414.6713.621-9.17928.1205中M-74.13510.9021.558-6.732-71.271右M-61.8796.704-0.577-17.746-67.6885V5.76314.671-3.579-9.1796.7195第101页 综合楼设计KL左M-146.9052.180-0.457-29.677-160.882V127.682-0.4650.09224.452139.7215中M53.2820.646-0.15319.99763.527右M-120.24-0.8900.147-20.617-130.92V-93.410-0.4650.092-20.917-104.055MN左M-141.380-31.2490.161-0.557-157.2025V138.33625.775-0.0880.271151.315中M160.80122.650-0.1820.450172.26右M-198.018-47.534-0.5291.558-221.2705V-174.338-30.775-0.0880.271-189.634NO左M-98.219-28.562-0.6244.271-110.6765V24.21214.6853.621-9.18928.7705中M-74.505-10.940-0.182-6.756-83.444右M-61.471-0.895-0.574-17.782-71.0965V6.41314.685-3.579-9.1897.3715OP左M-147.0312.187-0.458-29.666-160.9995V155.233-0.4670.09223.267166.679中M119.3860.646-0.15428.907134.0855右M-119.186-0.8950.146-22.523-130.822V-120.902-0.4670.092-24.196-133.1875QR左M-141.380-31.2460.161-0.557-157.201V138.33625.775-0.0880.271151.315中M160.80122.650-0.1820.450172.26右M-198.018-47.534-0.5291.558-221.2705V-174.338-30.775-0.0880.271-189.634RS左M-98.219-28.562-0.6244.271-110.6765V24.21214.6853.621-9.18928.7705中M-74.505-10.9401.561-6.756-82.5725右M-61.471-0.895-0.574-17.782-71.0965V6.41314.685-3.579-9.1897.3715ST左M-147.0312.187-0.458-29.666-160.9995第101页 综合楼设计V155.233-0.4670.09223.267166.679中M119.3860.646-0.15428.907134.0855右M-119.186-0.8950.146-22.523-130.822V-120.902-0.4670.092-24.196-133.1875UV左M-142.269-31.4490.163-0.616-158.22V138.43125.798-0.0890.278151.4245中M160.28322.537-0.1840.468171.6935右M-198.172-47.564-0.528-1.551-222.9935V-174.744-30.752-0.0890.278-190.0255VW左M-97.796-24.481-0.6274.290-108.205V24.19012.9983.62-9.17527.9115中M-74.108-8.8831.557-6.720-81.131右M-61.1006.713-0.578-17.730-66.8975V6.39012.998-3.578-9.1756.5125WX左M-147.1462.177-0.457-29.682-161.127V145.353-0.4670.09224.133157.232中M122.1410.636-0.15318.972131.8685右M-113.560-0.9050.148-22.662-125.2695V-120.032-0.4670.092-21.226-130.8325YZ左M-127.807-28.1890.151-0.591-142.1215V136.88025.429-0.0940.304149.6995中M168.69624.358-0.2160.595181.0645右M-195.802-47.177-0.5841.783-218.791V-120.032-25.072-0.0940.304-132.463ZA′左M-116.626-31.581-0.5064.047-130.646V25.14715.7643.625-9.92129.881中M-86.790-12.6641.684-7.858-96.209右M-72.634-6.252-0.445-19.764-85.8645V7.34615.764-3.575-9.9218.48A′B′左M-141.8822.503-0.222-29.835-155.659V148.035-0.5120.05521.387158.5第101页 综合楼设计中M129.9550.813-0.04119.959140.3205右M-103.195-0.8770.139-20.543-113.8355V-119.259-0.5120.055-20.883-129.929表4－７框架柱的重力荷载代表值梁编号截面内力恒载0活载1活载2活载3重力菏载代表值0+0.5x(1+2+3)A柱上M52.2656.648-0.0400.13955.6385V-28.349-4.5330.062-0.096-30.6325N96.1247.2191.9370.068100.736下M-58.298-11.0320.062-0.237-63.9015V-28.349-4.5330.062-0.096-30.6325N118.0627.2191.9370.068122.674B柱上M-23.801-3.1650.175-0.034-25.313V14.9483.509-0.1240.24516.763N186.60215.3992.893-2.159194.6685下M34.49610.520-0.3090.92040.0615V14.9483.509-0.1240.24516.763N206.34815.3992.893-2.159214.4145C柱上M15.4830.804-0.1801.96816.779V-9.714-0.6000.096-1.480-10.706N58.834-3.5013.06210.26463.7465下M22.401-1.5350.195-3.80419.829V-9.714-0.6000.096-1.480-10.706N78.580-3.5013.06210.26483.4925D柱上M-39.400-0.2280.037-4.416-41.7035V19.9800.149-0.0273.13421.608N96.0450.116-0.2065.23798.6185下M38.5210.353-0.0707.80642.5655V19.9800.149-0.0273.13421.608N117.9830.116-0.2065.237120.5565E柱上M80.56516.954-0.0930.36089.1755V-49.966-10.7400.059-0.225-55.419N340.61042.2281.8440.364362.828下M-69.333-15.2670.083-0.314-77.082V-49.966-10.7400.059-0.225-55.419N357.48542.2281.8440.364379.703F柱上M-49.858-9.2970.486-1.457-54.992V31.4976.144-0.3170.94434.8825N477.80064.54914.485-12.229511.2025下M44.6329.134-0.4651.37549.654V31.4976.144-0.3170.94434.8825N492.98964.54914.485-12.229526.3915第101页 综合楼设计G柱上M34.2292.417-0.4765.72938.064V-34.085-1.5660.317-3.809-36.614N277.445-3.50114.56752.671309.3135下M-35.053-2.2800.475-5.699-38.805V-34.085-1.5660.317-3.809-36.614N292.634-3.50114.56752.671324.5025H柱上M-53.787-0.5350.073-12.130-60.083V31.8420.329-0.0497.55935.7615N311.6821.495-0.27132.523328.5555下M41.6860.453-0.07510.54747.1485V31.8420.329-0.0497.55935.7615N328.5571.495-0.27132.523345.4305I柱上M64.93714.883-0.0800.30172.489V-43.759-9.9630.054-0.193-48.81N526.72977.5271.7560.642566.6915下M-66.339-15.0060.081-0.279-73.941V-43.759-9.9630.054-0.193-48.81N543.60477.5271.7560.642583.5665J柱上M-42.536-9.0340.460-1.353-47.4995V28.4466.027-0.3070.90331.7575N803.97391.33026.061-21.686851.8255下M42.8029.047-0.4611.35647.773V28.4466.027-0.3070.90331.7575N819.16291.3326.061-21.686867.0145K柱上M35.7772.243-0.4705.63039.4785V-23.820-1.4970.314-3.756-26.2895N549.755-34.91526.10594.683592.6915下M-35.682-2.2480.471-5.638-39.3895V-23.820-1.4970.314-3.756-26.2895N564.944-34.91526.10594.683607.8805L柱上M-44.917-0.4370.072-10.833-50.516V29.2310.295-0.0487.15932.934N488.9141.960-0.36362.948521.1865下M42.7750.448-0.07310.64348.284V29.2310.295-0.0487.15932.934N505.7891.960-0.36362.948538.0615M柱上M66.33915.006-0.0810.27973.941V-44.225-10.0040.054-0.186-49.293N748.887112.8101.6680.913806.5825下M-66.339-15.0060.081-0.279-73.941V-44.225-10.0040.054-0.186-49.293N756.762112.8101.6680.913814.4575N柱上M-42.802-9.0470.461-1.356-47.773V28.5356.031-0.3070.90431.849第101页 综合楼设计N1153.414145.17137.637-31.1461229.245下M42.8029.047-0.4611.35647.773V28.5356.031-0.3070.90431.849N1168.603145.17137.637-31.1461244.434O柱上M35.6822.248-0.4715.63839.3895V-23.788-1.4990.314-3.759-26.26N848.966-50.06737.643135.520910.514下M-35.682-2.2480.471-5.638-39.3895V-23.788-1.4990.314-3.759-26.26N864.155-50.06737.643135.520925.703P柱上M-42.775-0.4480.073-10.643-48.284V28.5170.299-0.0497.09532.1895N693.6382.427-0.45596.652742.95下M42.7750.448-0.07310.64348.284V28.5170.299-0.0497.09532.1895N710.5132.427-0.45596.652759.825Q柱上M66.33915.006-0.0810.27973.941V-43.965-9.9440.055-0.193-49.006N971.045148.0931.6001.1841046.4835下M-65.555-14.8270.083-0.299-73.0765V-43.965-9.9440.055-0.193-49.006N987.920148.0931.6001.1841063.3585R柱上M-42.802-9.0470.461-1.356-47.773V28.5026.025-0.3070.90331.8125N1502.855208.45848.213-40.3351611.023下M42.7039.028-0.4601.35247.663V28.5026.025-0.3070.90331.8125N1518.044208.45848.213-40.3351626.212S柱上M35.6822.248-0.4715.63839.3895V-23.760-1.4960.314-3.755-26.2285N1148.177-65.21949.181176.3571228.3365下M-35.596-2.2400.470-5.626-39.294V-23.760-1.4960.314-3.755-26.2285N1163.366-65.21949.181176.3571243.5255T柱上M-42.775-0.4480.073-10.643-48.284V28.5170.305-0.0487.18932.24N898.3632.894-0.547130.356964.7145下M53.4630.468-0.07210.92459.123V28.5170.305-0.0487.18932.24N915.2372.894-0.547130.356981.5885U柱上M68.01215.386-0.0790.31975.825V-49.089-11.1070.059-0.213-54.7195N1193.298183.3991.5111.4621286.484下M-79.256-17.9350.099-0.319-88.3335第101页 综合楼设计V-49.089-11.1070.059-0.213-54.7195N1210.173183.3991.5111.4621303.359V柱上M-43.477-9.1760.467-1.386-48.5245V29.9946.320-0.3210.90333.445N1852.18260.58959.789-49.7881987.475下M46.5059.784-0.4971.50251.8995V29.9946.320-0.3210.90333.445N1867.369260.58959.789-49.7882002.664W柱上M36.2542.294-0.4775.71940.022V-25.034-2.3900.328-3.941-28.0355N1437.531-78.68460.718218.0461537.571下M-38.849-2.4850.508-6.104-42.8895V-25.034-2.3900.328-3.941-28.0355N1452.720-78.68460.718218.0461552.76X柱上M-51.391-0.4380.076-10.500-56.822V38.1000.339-0.0567.78542.134N1102.2163.3610.639161.0901184.761下M62.9090.580-0.09212.85569.5805V38.1000.339-0.0567.78542.134N1119.0913.3610.639161.0901201.636Y柱上M39.8499.019-0.0500.20044.4335V-14.232-3.2210.018-0.071-15.869N1414.000217.8861.4171.7661524.5345下M-19.925-4.5100.025-0.100-22.2175V-14.232-3.2210.018-0.071-15.869N1437.625217.8861.4171.7661548.1595Z柱上M-23.474-4.9320.250-0.763-26.1965V9.0281.761-0.0890.27310.0005N2204.201309.80671.375-60.0132364.785下M11.7372.466-0.1250.38213.0985V9.0281.761-0.0890.27310.0005N2219.201309.80671.375-60.0132379.785A′柱上M19.6781.265-0.2553.08721.7265V-7.932-0.4520.091-1.103-8.664N1728.611-94.96072.215257.7351846.106下M-9.839-0.6330.128-1.544-10.8635V-7.932-0.4520.091-1.103-8.664N1749.876-94.96072.215257.7351867.371B′柱上M-31.581-0.2980.046-6.453-34.9335V11.2790.106-0.0162.30412.476N1305.2973.8730.584257.7351436.393下M15.7910.149-0.0233.22717.4675V11.2790.106-0.0162.30412.476N1322.1723.8730.584191.4811420.141第101页 综合楼设计第五章内力组合各种荷载情况下的框架内力求得后，根据最不利又是可能的原则进行内力组合。内力组合表的符号规定：对于梁，弯矩以梁下边受拉为正，反之为负；剪力以绕杆端顺时针为正，反之为负。对于柱，弯矩以柱左边受拉为正，反之为负；轴力以压为正，反之为负。考虑两种荷载效应组合：1、无地震作用：S=1.2SGK+0.9(1.4SQK+1.4SWK)2、有地震作用：S=1.2(SGK+0.5SQK)+1.3SEhK框架梁和框架柱的内力组合见附表5－1、5－2、5－3、5－4。其中在考虑了三级抗震的组合中，框架梁的梁端剪力要提高，梁端剪力增大系数为1.1（内力组合表中调整）；框架柱的弯矩和剪力均要提高，底层柱柱底截面弯矩增大系数为1.15，剪力增大系数为1.265,其他层柱弯矩增大系数为1.1，剪力增大系数为1.21（内力组合表中不调整，做配筋计算时再调整）。第101页 综合楼设计梁编号截面内力恒载０活载１活载２活载３左风４左风５Ｍmax—Ｍmax及相应的V|V|max及相应的Ｍ组合项目组合值组合项目组合值组合项目组合值ＡＢ左M-55.84-6.6480.04-0.1392.38-2.52　　1.2×0+0.9×1.4(1+3+5)-78.741.2×0+0.9×1.4(1+3+5)-78.7V68.6187.129-0.0250.068-0.400.48　92.1592.15中M67.7776.325-0.1380.1350.81-0.921.2×0+0.9×1.4(2+3+4)90.52　　　　右M-96.598-10.364-0.1560.388-0.760.68　　1.2×0+0.9×1.4(1+2+4)-130.11.2×0+0.9×1.4(1+2+4)-130V-79.068-8.081-0.0250.068-0.400.48　-105.6-106ＢＣ左M-65.075-6.786-0.1240.8772.08-2.19　　1.2×0+0.9×1.4(1+2+5)-89.561.2×0+0.9×1.4(1+2+5)-89.6V33.9933.3850.906-2.109-1.781.78　48.3748.37中M-30.606-2.7240.423-1.968-0.06-0.06　　1.2×0+0.9×1.4(1+2+3+4)-42.79　　右M-25.2981.338-0.109-4.184-2.192.08　　1.2×0+0.9×1.4(2+3+4)-38.531.2×0+0.9×1.4(1+5)-26.1V12.9173.385-0.894-2.109-1.781.78　9.4722.01ＣＤ左M-48.5020.535-0.135-6.4020.68-0.76　　1.2×0+0.9×1.4(2+3+5)-67.21.2×0+0.9×1.4(2+3+5)-67.2V46.339-0.1160.2065.774-0.480.4　63.6563.65中M21.0480.1520.5453.619-0.920.811.2×0+0.9×1.4(1+2+3)30.7　　　　右M-34.684-0.2280.037-4.424-2.522.38　　1.2×0+0.9×1.4(1+3+4)-50.081.2×0+0.9×1.4(1+3+4)-50.1V0.2060.4　-62.88-62.9第101页 综合楼设计-46.339-0.116-5.175-0.48ＥＦ左M-151.96-29.2230.155-0.5984.56-3.68　　1.2×0+0.9×1.4(1+3+5)-224.61.2×0+0.9×1.4(1+3+5)-225V137.20925.591-0.0930.296-0.850.8　198.28198.3中M145.83123.956-0.2080.5561.25-1.031.2×0+0.9×1.4(1+3+4)207.5　　　　右M-217.39-46.949-0.5691.713-2.061.63　　1.2×0+0.9×1.4(1+2+4)-323.31.2×0+0.9×1.4(1+2+4)-323V-148.1-24.94-0.0930.296-0.850.8　-210.3-210ＦＧ左M-124.5-36.617-0.5374.0915.68-5.28　　1.2×0+0.9×1.4(1+2+5)-188.21.2×0+0.9×1.4(1+2+5)-188V41.8615.8293.628-9.774-4.574.57　80.5180.51中M-79.609-12.6221.657-7.6380.20.2　　1.2×0+0.9×1.4(1+3)-113.8　　右M-45.3886.373-0.471-19.366-5.285.68　　1.2×0+0.9×1.4(2+3+4)-86.111.2×0+0.9×1.4(1+5)-39.3V24.06715.829-3.573-9.774-4.574.57　6.354.58ＧＨ左M-110.622.422-0.283-29.7761.63-2.06　　1.2×0+0.9×1.4(2+3+5)-173.21.2×0+0.9×1.4(2+3+5)-173V141.681-0.5020.06524.252-0.80.85　201.73201.7中M95.9150.765-0.0699.079-1.031.251.2×0+0.9×1.4(1+3+5)129.1　　　　右M-101.27-0.8880.143-21.177-3.684.56　　1.2×0+0.9×1.4(1+3+4)-1541.2×0+0.9×1.4(1+3+4)-154V-108.36-0.5020.065-17.778-0.80.85　-152.8-153ＩＪ左M-142.97-31.3850.162-0.6147.72-5.03　　1.2×0+0.9×1.4(1+3+5)-218.21.2×0+0.9×1.4(1+3+5)-218V119.17225.791-0.0880.278-1.451.17　177.33177.3中M0.47-1.181.2×0+0.9　　　　第101页 综合楼设计120.33622.574-0.1812.08×1.4(1+3+4)176.1右M-198.44-47.554-0.5281.554-3.572.67　　1.2×0+0.9×1.4(1+2+4)-303.21.2×0+0.9×1.4(1+2+4)-303V120.336-30.759-0.0880.278-1.451.17　-223.4-223ＪＫ左M-97.072-28.507-0.6274.2839.83-8.63　　1.2×0+0.9×1.4(1+2+5)-164.11.2×0+0.9×1.4(1+2+5)-164V23.56414.6713.621-9.179-7.697.69　61.0161.01中M-74.13510.9021.558-6.7320.60.6　　1.2×0+1.0×1.4×3-26.39　　右M-61.8796.704-0.577-17.746-8.639.83　　1.2×0+0.9×1.4(2+3+4)-108.21.2×0+0.9×1.4(1+5)-53.4V5.76314.671-3.579-9.179-7.697.69　-18.8535.09ＫＬ左M-146.912.18-0.457-29.6772.67-3.57　　1.2×0+0.9×1.4(2+3+5)-218.81.2×0+0.9×1.4(2+3+5)-219V127.682-0.4650.09224.452-1.171.45　183.97186中M53.2820.646-0.15319.997-1.182.081.2×0+0.9×1.4(1+3+5)92.57　　　　右M-120.24-0.890.147-20.617-5.037.72　　1.2×0+0.9×1.4(1+3+4)-177.71.2×0+0.9×1.4(1+3+4)-178V-93.41-0.4650.092-20.917-1.171.45　-140.5-141ＭＮ左M-141.38-31.2490.161-0.55710.86-7.22　　1.2×0+0.9×1.4(1+3+5)-218.81.2×0+0.9×1.4(1+3+5)-219V138.33625.775-0.0880.271-2.031.65　200.9200.9中M160.80122.65-0.1820.452.96-1.761.2×0+0.9×1.4(1+3+4)225.8　　　　右M-198.02-47.534-0.5291.558-4.953.7　　1.2×0+0.9×1.4(1+2+4)-304.41.2×0+0.9×1.4(1+2+4)-304V-174.34-30.775-0.0880.271-2.031.65　-250.7-251ＮＯ左M-12　　1.2×0+0.9×-169.71.2×0+0.9×-170第101页 综合楼设计-98.219-28.562-0.6244.27113.611.4(1+2+5)1.4(1+2+5)V24.21214.6853.621-9.189-10.6510.65　65.5465.54中M-74.505-10.94-0.182-6.7560.830.83　　1.2×0+0.9×1.4(1+2+3)-111.9　　右M-61.471-0.895-0.574-17.782-11.9513.61　　1.2×0+0.9×1.4(1+2+3+4)-113.11.2×0+0.9×1.4(1+5)-57.7V6.41314.685-3.579-9.189-10.6510.65　-3.30839.62ＯＰ左M-147.032.187-0.458-29.6663.7-4.95　　1.2×0+0.9×1.4(2+3+5)-219.51.2×0+0.9×1.4(2+3+5)-219V155.233-0.4670.09223.267-1.652.03　218.27218.3中M119.3860.646-0.15428.907-1.762.961.2×0+0.9×1.4(1+3+5)184.2　　　　右M-119.19-0.8950.146-22.523-7.2210.86　　1.2×0+0.9×1.4(1+3+4)-181.61.2×0+0.9×1.4(1+3+4)-182V-120.9-0.4670.092-24.196-1.652.03　-178.2-178ＱＲ左M-141.38-31.2460.161-0.55713.07-9.2　　1.2×0+0.9×1.4(1+3+5)-221.31.2×0+0.9×1.4(1+3+5)-221V138.33625.775-0.0880.271-2.492.1　201.47201.5中M160.80122.65-0.1820.453.37-2.241.2×0+0.9×1.4(1+3+4)226.3　　　　右M-198.02-47.534-0.5291.558-6.334.72　　1.2×0+0.9×1.4(1+2+4)-306.21.2×0+0.9×1.4(1+2+4)-306V-174.34-30.775-0.0880.271-2.492.1　-251.2-251ＲＳ左M-98.219-28.562-0.6244.27117.39-15.3　　1.2×0+0.9×1.4(1+2+5)-173.91.2×0+0.9×1.4(1+2+5)-174V24.21214.6853.621-9.189-13.6113.61　69.2769.27中M-74.505-10.941.561-6.7561.061.06　　　　　　右M17.39　　1.2×0+0.9×-117.31.2×0+0.9×-53第101页 综合楼设计-61.471-0.895-0.574-17.782-15.281.4(1+2+3+4)1.4(1+5)V6.41314.685-3.579-9.189-13.6113.61　-7.0443.35ＳＴ左M-147.032.187-0.458-29.6664.72-6.33　　1.2×0+0.9×1.4(2+3+5)-222.41.2×0+0.9×1.4(2+3+5)-222V155.233-0.4670.09223.267-2.12.49　217.85218.4中M119.3860.646-0.15428.907-2.243.371.2×0+0.9×1.4(1+3+5)184.8　　　　右M-119.19-0.8950.146-22.523-9.213.07　　1.2×0+0.9×1.4(1+3+4)-184.11.2×0+0.9×1.4(1+3+4)-184V-120.9-0.4670.092-24.196-2.12.49　-178.8-179ＵＶ左M-142.27-31.4490.163-0.61616.65-11.2　　1.2×0+0.9×1.4(1+3+5)-225.21.2×0+0.9×1.4(1+3+5)-225V138.43125.798-0.0890.278-3.122.56　202.2202.2中M160.28322.537-0.1840.4684.48-0.041.2×0+0.9×1.4(1+3+4)227　　　　右M-198.17-47.564-0.528-1.551-7.75.75　　1.2×0+0.9×1.4(1+2+3+4)-310.11.2×0+0.9×1.4(1+2+4)-308V-174.74-30.752-0.0890.278-3.122.56　-252.1-252ＶＷ左M-97.796-24.481-0.6274.2921.16-18.6　　1.2×0+0.9×1.4(1+2+5)-172.41.2×0+0.9×1.4(1+2+5)-172V24.1912.9983.62-9.175-16.5616.56　70.8370.83中M-74.108-8.8831.557-6.721.291.29　　1.2×0+0.9×1.4(1+3)-108.6　　右M-61.16.713-0.578-17.73-18.5921.16　1.2×0+0.9×1.4(2+3+4)-119.81.2×0+0.9×1.4(1+5)-38.2V6.3912.998-3.578-9.175-16.5616.56　-29.2744.91ＷＸ左M-147.152.177-0.457-29.6825.75-7.7　　1.2×0+0.9×1.4(2+3+5)-224.31.2×0+0.9×1.4(2+3+5)-224V0.0923.12　208.88208.9第101页 综合楼设计145.353-0.46724.133-2.56中M122.1410.636-0.15318.972-0.044.481.2×0+0.9×1.4(1+3+5)176.9　　　　右M-113.56-0.9050.148-22.662-11.1716.65　　1.2×0+0.9×1.4(1+3+4)-1801.2×0+0.9×1.4(1+3+4)-180V-120.03-0.4670.092-21.226-2.563.12　-174.6-175ＹＺ左M-127.81-28.1890.151-0.59125.43-24.1　　1.2×0+0.9×1.4(1+3+5)-2201.2×0+0.9×1.4(1+3+5)-220V136.8825.429-0.0940.304-4.584.86　202.8202.8中M168.69624.358-0.2160.5957.59-8.061.2×0+0.9×1.4(1+3+4)243.4　　　　右M-195.8-47.177-0.5841.783-10.267.98　　1.2×0+0.9×1.4(1+2+4)-308.11.2×0+0.9×1.4(1+2+4)-308V-120.03-25.072-0.0940.304-4.584.86　-181.5-182ZA′左M-116.63-31.581-0.5064.04728.21-25.8　　1.2×0+0.9×1.4(1+2+5)-212.91.2×0+0.9×1.4(1+2+5)-213V25.14715.7643.625-9.921-22.5122.51　82.9782.97中M-86.79-12.6641.684-7.8581.21.2　　1.2×0+0.9×1.4(1+3)-130　　右M-72.634-6.252-0.445-19.764-25.8228.21　　1.2×0+0.9×1.4(1+2+3+4)-170.61.2×0+0.9×1.4(1+5)-59.5V7.34615.764-3.575-9.921-22.5122.51　-16.6957.04表5-1用于承载力计算的框架梁荷载效应基本组合表（非抗震时）第六章配筋设计混凝土强度C30fc=14.3N/mm2ft=1.43N/mm2ftk=2.01N/mm2第101页 综合楼设计C40fc=19.1N/mm2ft=1.71N/mm2ftk=2.39N/mm2钢筋HPB235fy=210N/mm2fyk=235N/mm2HRB400fy=360N/mm2fyk=400N/mm26.1框架梁截面设计6.1.1正截面受弯承载力计算梁的支座考虑了柱支承宽度的影响，按支座边缘截面的弯矩计算，其值为：M计＝M组-V组×b/2式中：M组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。单排钢筋as=35mmh0=h-as=600mm-35mm=560mm双排钢筋as’=60mmh0’=h-as’=600mm-60mm=540mm梁YZ(300mm×600mm)1层跨中截面M=289.97kN.mγREM=0.75×289.97=217.48kN.m实配4Φ20(AS=1256mm2)（Ⅲ级钢筋）上部按构造要求配筋。框架梁正截面受弯承载能力配筋计算见附表6－1。6.1.2斜截面受剪承载力计算：梁ZA′Vb,max=321.33kNγREVb,max=0.85×321.33=273.13kN第101页 综合楼设计满足要求.梁端箍筋加密区取双肢箍φ10，s取min（8d,hb/4,150mm）,取s=100mm非加密区的长度取max（1.5hb,500mm）,取975mm.表6－1框架梁斜截面受剪承载能力配筋计算表（1）ABBCCDEFFGGHIJJKV(KN)106.6670.8467.02206.97133.60201.73224.98161.230.85V(KN)90.6660.2156.97175.92191.23137.05162.90220.66587.33587.33587.33587.33587.33587.33587.33587.33(>0.85V)(>0.85V)(>0.85V)(>0.85V)(>0.85V)(>0.85V)(>0.85V)(>0.85V)734.16734.16734.16734.16734.16734.16734.16734.16(>V)(>V)(>V)(>V)(>V)(>V)(>V)(>V)-0.12-0.310.330.410.0190.430.510.16-0.480.70-0.720.14-0.310.170.25-0.14加密区实配箍筋加密区长度（mm）975975975975975975975975实配的Asv/S1.011.011.011.011.011.011.011.01非加密区实配箍筋0.002690.002690.001920.002690.002690.002690.002690.00269第101页 综合楼设计0.00200.00200.00200.00200.00200.00200.00200.0020框架梁斜截面受剪承载能力配筋计算表（2）KLMNNOOPQRRSSTUVV(KN)191.65259.60203.35232.06264.36236.23236.82270.680.85V(KN)162.90220.66172.85197.25224.71200.80201.30230.08587.33587.33587.33587.33587.33587.33587.33587.33(>0.85V)(>0.85V)(>0.85V)(>0.85V)(>0.85V)(>0.85V)(>0.85V)(>0.85V)734.16734.16734.16734.16734.16734.16734.16734.16(>V)(>V)(>V)(>V)(>V)(>V)(>V)(>V)0.330.680.390.540.710.560.560.740.0470.470.120.300.420.780.330.54加密区实配箍筋加密区长度（mm）975975975975975975975975实配的Asv/S1.011.011.011.011.011.011.011.01非加密区实配箍筋0.002690.002690.001920.002690.002690.002690.002690.002690.00200.00200.00200.00200.00200.00200.00200.0020框架梁斜截面受剪承载能力配筋计算表（3）VWWXYZZA′A′B′V(KN)259.76231.32238.99321.33242.700.85V(KN)220.70196.62203.14273.13206.30587.33587.33587.33587.33587.33(>0.85V)(>0.85V)(>0.85V)(>0.85V)(>0.85V)734.16734.16734.16734.16734.16(>V)(>V)(>V)(>V)(>V)第101页 综合楼设计0.680.530.571.0080.590.500.290.340.850.36加密区实配箍筋加密区长度（mm）975975975975975实配的Asv/S1.011.011.011.011.01非加密区实配箍筋0.002690.002690.001920.002690.002690.00200.00200.00200.00200.00206.2框架柱截面设计以B轴柱作例子6.2.1轴压比验算底层Z柱：Nmax=3694.91kN轴压比：则B轴柱的轴压比满足要求。6.2.2正截面受弯承载力的计算柱同一截面分别承受正反向弯矩，故采用对称配筋Z柱：N﹥Nb,为小偏压，选M大N大的组合。底层柱最不利组合：M=300×1.15=345kN·mN=3694.911kN在弯距中，由水平地震作用产生的弯距设计值大于75%MMAX，其计算长度按下列式取最小值：第101页 综合楼设计式中——柱是上端、下端节点处交汇的各柱线刚度之和与交汇的各梁线刚度之和的比值；——比值中较小值；H——柱的高度。对于Z柱：φu=0.639+0.43/1+2.75=0.285φl=0φmin=0l0=(1+0.15×0.285)×5.0=5.21ml0=2×5.0=10.0m取l0=5.21me0=M/N=345×103/3694.911=93.37mmea=max{20mm,450/30mm}=20mmei=e0+ea=93mm+20mm=113mm取=0.654取第101页 综合楼设计所以每侧实配5Φ25（As=As`=2454mm2）（Ⅲ级钢筋）中间层R柱：N﹥Nb,为小偏压，选M大N大的组合。底层柱最不利组合：M=-87.147×1.15=100.22kN·mN=2411.093kN在弯距中，由水平地震作用产生的弯距设计值大于75%MMAX，其计算长度按下列式取最小值：式中——柱是上端、下端节点处交汇的各柱线刚度之和与交汇的各梁线刚度之和的比值；——比值中较小值；H——柱的高度。对于R柱：φu=0.639×2/1+2.75=0.341φl=0.341φmin=0.341l0=(1+0.15×0.341×2)×3.0=3.31ml0=（2+0.2×0.314）×3.0=6.20m取l0=3.31me0=M/N=100.22×103/2411.093=42mmea=max{20mm,450/30mm}=20mmei=e0+ea=42mm+20mm=62mm取=1.0取第101页 综合楼设计所以每侧按构造配4Φ14（As=As`=615mm2）（Ⅲ级钢筋）顶层柱B柱：Nmax=275.817kN2386mm2.（可）（2）沿垂直于弯矩作用方向的基底钢筋1）柱边截面2）变截面处选用13Ф14@200,As=2000.7mm2>1952mm2.（可）6.4楼梯配筋计算一、示意图：第101页 综合楼设计二、基本资料：1.依据规范：《建筑结构荷载规范》（GB50009－2001）《混凝土结构设计规范》（GB50010－2010）2.几何参数：楼梯净跨:L1=3780mm楼梯高度:H=1800mm梯板厚:t=200mm踏步数:n=12(阶)上平台楼梯梁宽度:b1=300mm下平台楼梯梁宽度:b2=300mm3.荷载标准值：可变荷载：q=2.50kN/m2面层荷载：qm=1.70kN/m2栏杆荷载：qf=0.20kN/m永久荷载分项系数:γG=1.20可变荷载分项系数:γQ=1.40准永久值系数:ψq=0.504.材料信息：混凝土强度等级:C25fc=11.90N/mm2ft=1.27N/mm2Rc=25.0kN/m3ftk=1.78N/mm2Ec=2.80*104N/mm2钢筋强度等级:HPB300fy=270N/mm2Es=2.10*105N/mm2保护层厚度：c=20.0mmRs=20kN/m3受拉区纵向钢筋类别：光面钢筋梯段板纵筋合力点至近边距离：as=25.00mm支座负筋系数：α=0.25三、计算过程：1.楼梯几何参数：踏步高度：h=0.1500m踏步宽度：b=0.3436m计算跨度：L0=L1＋(b1＋b2)/2=3.78＋(0.30＋0.30)/2=4.08m梯段板与水平方向夹角余弦值：cosα=0.9162.荷载计算(取B=1m宽板带)：(1)梯段板：面层：gkm=(B＋B*h/b)*qm=(1＋1*0.15/0.34)*1.70=2.44kN/m自重：gkt=Rc*B*(t/cosα＋h/2)=25*1*(0.20/0.916＋0.15/2)=7.33kN/m抹灰：gks=RS*B*c/cosα=20*1*0.02/0.916=0.44kN/m恒荷标准值：Pk=gkm＋gkt＋gks＋qf=2.44＋7.33＋0.44＋0.20=10.41kN/m恒荷控制：Pn(G)=1.35*Pk＋γQ*0.7*B*q=1.35*10.41＋1.40*0.7*1*2.50=16.50kN/m活荷控制：Pn(L)=γG*Pk＋γQ*B*q=1.20*10.41＋1.40*1*2.50=15.99kN/m荷载设计值：Pn=max{Pn(G),Pn(L)}=16.50kN/m3.正截面受弯承载力计算：左端支座反力:Rl=33.66kN右端支座反力:Rr=33.66kN最大弯矩截面距左支座的距离:Lmax=2.04m第101页 综合楼设计最大弯矩截面距左边弯折处的距离:x=2.04mMmax=Rl*Lmax－Pn*x2/2=33.66*2.04－16.50*2.042/2=34.34kN·m相对受压区高度：ζ=0.099136配筋率：ρ=0.004369纵筋(1号)计算面积：As=764.63mm2支座负筋(2、3号)计算面积：As"=α*As=0.25*764.63=191.16mm2四、计算结果：(为每米宽板带的配筋)1.1号钢筋计算结果(跨中)计算面积As：764.63mm2采用方案：10@100实配面积：785mm22.2/3号钢筋计算结果(支座)计算面积As"：191.16mm2采用方案：6@100实配面积：283mm23.4号钢筋计算结果采用方案：6@300实配面积：94mm2785)=202.884N/mm附表6-1框架梁正截面配筋计算梁编号截面M组V组M计＝M组-0.75×M计αsﻉAs45ƒt/ƒy%55ƒt/ƒy%ρminAs,min实配钢筋(mm2)V组×b/2AB支座左截面-110.6494.25-98.86-74.140.0550.0563450.002180.002504063Φ16(<0.35)(<0.0025)603跨中截面97.86　97.8673.400.0540.0563610.001790.002003253Φ14(<0.35)(<0.0020)461支座右截面-133.90-106.66-109.39-82.040.0610.0634070.002180.002504063Φ16(<0.35)(<0.0025)603BC支座左截面-113.5668.23-98.21-73.660.0540.0563420.002180.002504063Φ16(<0.35)(<0.0025)603跨中截面-32.74　-32.74-24.560.0180.0181100.001790.002003253Φ14(<0.35)(<0.0020)461第101页 综合楼设计支座右截面-63.99-10.40-61.65-46.240.0340.031830.002180.002504063Φ16(<0.35)(<0.0025)603CD支座左截面-73.17-64.55-58.45-43.860.0320.0332020.002180.002504063Φ16(<0.35)(<0.0025)603跨中截面40.58　30.440.0230.0231400.001790.002003253Φ14(<0.35)(<0.0020)461支座右截面-83.97-66.26-67.41-50.550.0370.0382320.002180.002504063Φ16(<0.35)(<0.0025)603EF支座左截面-256.98192.57-208.84-156.630.1160.1237510.002180.002504063Φ20(<0.35)(>0.0025)941跨中截面208.80208.80156.600.1160.1237510.01790.002003254Φ18(<0.35)(>0.0020)1017支座-320.21-205.66-279.08-209.310.1150.16910320.002180.002504064Φ20右截面(<0.35)(>0.0025)1256FG支座-250.85126.55-225.54169.160.1250.1348180.002180.002504064Φ20左截面(<0.35)(>0.0025)1256跨中-88.91-88.91-66.680.0490.0503050.01790.002003252Φ18截面(<0.35)(>0.0020)509支座-144.16-40.14-136.13-102.100.0760.0794820.002180.002504064Φ20右截面(<0.35)(>0.0025)1256GH支座-181.19197.41-139.97-104.980.0780.0814940.002180.002504064Φ20左截面(<0.35)(>0.0025)1256跨中138.71138.71104.030.0770.0804880.01790.002003254Φ18截面(<0.35)(>0.0020)1017支座-191.51-151.41-153.66-115.240.0850.0895430.002180.002504063Φ20右截面(<0.35)(>0.0025)941IJ支座-266.35176.16-222.31-166.730.1230.1328060.002180.002504063Φ20左截面(<0.35)(>0.0025)941跨中188.75188.75141.560.1050.116710.01790.002003254Φ18截面(<0.35)(>0.0020)1017支座-319.89-222.80-275.33-206.500.1530.16710200.002180.002504064Φ20右截面(<0.35)(>0.0025)1256JK支座左截面-261.47149.64-227.80-170.850.1260.1368310.002180.002504064Φ20(<0.35)(>0.0025)1256跨中-71.27-71.27-53.450.0402440.01790.002003252Φ18第101页 综合楼设计截面0.040(<0.35)(>0.0020)509支座右截面-211.29-107.83-187.03-140.270.1040.1106710.002180.002504064Φ20(<0.35)(>0.0025)1256KL支座左截面-246.90189.47-204.27-153.200.1130.1207330.002180.002504064Φ20(<0.35)(>0.0025)1256跨中107.42107.4280.570.0600.0613730.01790.002003254Φ18截面(<0.035)(>0.0020)1017支座-232.79142.44-197.18-147.890.1090.1167080.002180.002504063Φ20右截面(<0.35)(>0.0025)941MN支座-292.34205.35-241.00-180.750.1340.1448790.002180.002504063Φ20左截面(<0.35)(>0.0025)941跨中249.04249.04186.780.1380.1499100.01790.002003254Φ18截面(<0.35)(>0.0020)1017支座-336.80-259.69-279.04-209.280.1550.16910320.002180.002504064Φ20右截面(<0.35)(>0.0025)1256NO支座-304.98188.00-262.68-197.010.1460.1589640.002180.002504064Φ20左截面(<0.35)(>0.0025)1256跨中-83.44-83.44-62.580.0460.0472870.01790.002003252Φ18截面(<0.35)(>0.0020)509支座-257.48-144.63-224.94-168.700.1240.1348180.002180.002504064Φ20右截面(<0.35)(>0.0025)1256OP支座-264.48229.15-212.92-159.690.1180.1267700.002180.002504064Φ20左截面(<0.35)(>0.0025)1256跨中203.24203.24152.430.1130.1207330.01790.002003254Φ18截面(<0.35)(>0.0020)1017支座-260.69-186.01-214.19-160.640.1190.1277760.002180.002504063Φ20右截面(<0.35)(>0.0025)941QR支座-312.13209.94-259.65-194.730.1440.1569530.002180.002504063Φ20左截面(<0.35)(>0.0025)941跨中252.02252.02189.020.1400.1519220.01790.002003254Φ18截面(<0.35)(>0.0020)1017支座-350.73-261.89-291.80-218.850.1620.17810870.002180.002504064Φ20右截面(<0.35)(>0.0025)1256RS支座-338.59217.89-289.56-217.170.1610.17610750.002180.002504064Φ20左截面(<0.35)(>0.0025)1256第101页 综合楼设计跨中-82.57-82.57-61.930.0460.0472870.01790.002003252Φ18截面(<0.35)(>0.0020)509支座-291.10-174.52-251.83-188.870.1400.1519220.002180.002504064Φ20右截面(<0.35)(>0.0025)1256ST支座-278.40233.38-225.87169.400.1250.1348180.002180.002504064Φ20左截面(<0.35)(>0.0025)1256跨中206.21206.71154.660.1140.1227450.01790.002003254Φ18截面(<0.35)(>0.0020)1017支座-280.47-188.18-233.43-175.070.1290.1398490.002180.002504063Φ20右截面(<0.35)(>0.0025)941UV支座-328.02213.45-274.66-205.990.1520.16610130.002180.002504063Φ20左截面(<0.35)(>0.0025)941跨中261.66261.66196.250.1450.1589650.01790.002003254Φ18截面(<0.35)(>0.0020)1017支座-363.16-266.80-303.13-227.350.1680.18511300.002180.002504064Φ20右截面(<0.35)(>0.0025)1256VW支座-360.69239.19=306.87-230.150.1700.18811480.002180.002504064Φ20左截面(<0.35)(>0.0025)1256跨中-81.13-83.13-62.350.0460.0472870.01790.002003252Φ18截面(<0.35)(>0.0020)509支座-311.12-197.89-266.59-199.950.1480.1619830.002180.002504064Φ20右截面(<0.35)(>0.0025)1256WX支座-288.93227.44-237.76-178.320.1320.1428670.002180.002504064Φ20左截面(<0.35)(>0.0025)1256跨中213.87213.87160.400.1190.1277750.0179　0.002003254Φ18截面(<0.35)(>0.0020)1017支座-288.48-188.74-241.30-180.970.1340.144879　0.002180.002504063Φ20右截面(<0.35)(>0.0025)941YZ支座-430.54233.59-377.98-283.490.2100.2381454　0.002180.002504063Φ25左截面(<0.35)(>0.0025)1473跨中截面289.97289.97217.480.1610.17610750.0179　0.002003254Φ20(<0.35)(>0.0020)1256支座-375.99-206.68-329.49-247.120.1830.2031240　0.002180.002504064Φ25右截面(<0.35)(>0.0025)1964ZA,支座295.38-401.20-300.900.2551557　0.002180.002504064Φ25第101页 综合楼设计-467.660.223左截面(<0.35)(>0.0025)1964跨中-96.21-96.21-72.160.0530.0553360.0179　0.002003252Φ20截面(<0.35)(>0.0020)628支座-413.91-249.34-357.81-268.360.1980.2231362　0.002180.002504064Φ25右截面(<0.35)(>0.0025)1256A,B,支座-300.23237.92-246.70-185.020.1370.1579590.002180.002504064Φ25左截面(<0.35)(>0.0025)1964跨中241.08241.08180.810.1340.1448790.0179　0.002003254Φ20截面(<0.35)(>0.0020)1256支座-396.61-209.87-344.14-258.110.19`0.21413070.002180.002504063Φ25右截面(<0.35)(>0.0025)1473第101页'