毕业设计办公楼结构设计及计算书附图

1.绪论1.1工程背景本项目为9层钢筋混凝土框架结构体系，占地面积约为960.96m2，总建筑面积约为8811.84m2；层高3.6m,平面尺寸为18.3m×52.0m。采用桩基础，室内地坪为±0.000m，室外内高差0.6m。框架梁、柱、楼面、屋面板板均为现浇。设计资料.1气象资料夏季最高气温，冬季室外气温最低。冻土深度25cm，基本风荷载W。=0.35kN/m2；基本雪荷载为0.2kN/m2。年降水量680mm。.2地质条件建筑场地地形平坦，地基土成因类型为冰水洪积层。自上而下叙述如下：新近沉积层（第一层），粉质粘土，厚度0.5—1.0米，岩性特点，团粒状大孔结构，欠压密。粉质粘土层（第二层），地质主要岩性为黄褐色分之粘土，硬塑状态，具有大孔结构，厚度约3.0米,qsk=35—40kPa。粉质粘土层（第三层），地质岩性为褐黄色粉质粘土，具微层理，含铁锰结核，可塑状态，厚度3.5米，qsk=30—35kPa。粉质粘土层（第四层），岩性为褐黄色粉质粘土，具微层理，含铁锰结核，硬塑状态，厚度未揭露，qsk=40—60kPa,qpk=1500—2000kPa。不考虑地下水。.3地基土指标自然容重1.90g/cm2，液限25.5％，塑性指数9.1，空隙比0.683，计算强度150kp/m2。.4地震设防烈度7度.5抗震等级三级.6设计地震分组场地为1类一组Tg（s）=0.25s（表3.8《高层建筑结构》）材料柱采用C30，纵筋采用HRB335，箍筋采用HPB235，梁采用C30，纵筋采用HRB335，箍筋采用HPB235。基础采用C30，纵筋采用HRB400，箍筋采用HPB235。1.2工程特点本工程为九层，主体高度为32.4米，属高层建筑。高层建筑采用的结构可分为钢筋混凝土结构、钢结构、钢-钢筋混凝土组合结构等类型。根据不同结构类型的特点，正确选用材料，就成为经济合理地建造高层建筑的一个重要方面。经过结构论证以及设计任务书等实际情况，以及本建筑自身的特点，决定采用钢筋混凝土结构。在高层建筑中，抵抗水平力成为确定和设计结构体系的关键问题。高层建筑中常用的结构体系有框架、剪力墙、框架-剪力墙、筒体以及它们的组合。高层建筑随着层数和高度的增加水平作用对高层建筑机构安全的控制作用更加显著，包括地震作用和风荷载，高层建筑的承载能力、抗侧刚度、抗震性能、材料用量和造价高低，与其所采用的机构体系又密切的相关。不同的结构体系，适用于不同的层数、高度和功能。框架结构体系是由梁、柱构件通过节点连接构成，既承受竖向荷载，也承受水平荷载的结构体系。这种体系适用于多层建筑及高度不大的高层建筑。本建筑采用的是框架机构体系，框架结构的优点是建筑平面布置灵活，框架结构可通过合理的设计，使之具有良好的抗震性能；框架结构构件类型少，易于标准化、定型化；可以采用预制构件，也易于采用定型模板而做成现浇结构，本建筑采用的现浇结构。由于本次设计是办公楼设计，要求有灵活的空间布置，和较高的抗震等级，故采用钢筋混凝土框架结构体系。1.3本章小结本章主要论述了本次设计的工程概况、相关的设计资料、高层建筑的一些特点以及综合本次设计所确定的结构体系类型。2.结构设计2.1框架结构设计计算2.1.1工程概况本项目为9层钢筋混凝土框架结构体系，占地面积约为960.96m2，总建筑面积约为8811.84m2；层高3.6m平面尺寸为18.3m×52.0m。采用桩基础，室内地坪为±0.000m，室外内高差0.6m。框架平面同柱网布置如下图：图2-1框架平面柱网布置框架梁柱现浇，屋面及楼面采用100mm厚现浇钢筋混凝土。设计资料.1气象条件:基本风荷载W。=0.35kN/m2;基本雪荷载为0.2KN/m2。.2楼、屋面使用荷载：走道：2.5kN/m2；消防楼梯2.5kN/m2；办公室2.0kN/m2；机房8.0kN/m2，为安全考虑，均按2.5kN/m2计算。.3工程地质条件：建筑物场地地形平坦，地基土成因类型为冰水洪积层。自上而下叙述如下：新近沉积层（第一层），粉质粘土，厚度0.5—1.0米，岩性特点，团粒状大孔结构，欠压密。粉质粘土层（第二层），地质主要岩性为黄褐色分之粘土，硬塑状态，具有大孔结构，厚度约3.0米,粉质粘土层（第三层），地质岩性为褐黄色粉质粘土，具微层理，含铁锰结核，可塑状态，厚度3.5米，粉质粘土层（第四层），岩性为褐黄色粉质粘土，具微层理，含铁锰结核，硬塑状态，厚度未揭露，不考虑地下水。场地位1类一组Tg（s）=0.25s（表3.8《高层建筑结构》）.4屋面及楼面做法：屋面做法：20mm厚1：2水泥砂浆找平；100～140mm厚（2%找坡）膨胀珍珠岩；100mm厚现浇钢筋混凝土楼板；15mm厚纸筋石灰抹灰。楼面做饭：25mm厚水泥砂浆面层；100mm厚现浇钢筋混凝土楼板15mm纸筋石灰抹灰梁柱截面、梁跨度及柱高度的确定.1初估截面尺寸(1)柱：b×h=600mm×600mm(2)梁：梁编号如下图：L1:h=(1/12～1/8)×7800=650～975取h=700mmb=(1/3～1/2)H=(1/3～1/2)×700=233～350取b=300mmL2:h=(1/12～1/8)×2700=225～338取h=450mmb=(1/3～1/2)H=(1/3～1/2)×450=130～225取b=250mmL3:h=(1/12～1/8)×4000=333～500取h=450mmb=(1/3～1/2)H=(1/3～1/2)×450=150～225取b=250mmL4:h=(1/12～1/8)×3600=300～450取h=400mmb=(1/3～1/2)H=(1/3～1/2)×400=133～200取b=250mmL5:h=(1/12～1/8)×2400=200～300取h=400mmb=(1/3～1/2)H=(1/3～1/2)×400=133～200取b=250mmL6:h=(1/12～1/8)×8000=667～1000取h=700mmb=(1/3～1/2)H=(1/3～1/2)×700=233～350取b=300mm图2-2框架梁编号.2梁的计算跨度框架梁的计算跨度以上柱形心为准，由于建筑轴线与柱轴线重合，故计算跨度如下：图2-3梁的计算跨度.3柱高度底层柱h=3.6+0.6+0.5=4.7m其他层h=3.6m图2-4横向框架计算简图及柱编号荷载计算.1屋面均布恒载二毡三油防水层0.35kN/m2冷底子有热玛蹄脂0.05kN/m220mm厚1：2水泥砂浆找平0.02×20=0.4kN/m2100～140厚(2%坡度)膨胀珍珠岩(0.1+0.14)×7/2=0.84kN/m2100mm厚现浇钢筋混凝土楼板0.1×25=2.5kN/m215mm厚纸筋石灰抹底0.015×16=0.24kN/m2共计4.38kN/m2屋面恒载标准值为：（52+0.24）×（7.8×2+2.7+0.24）×4.38=4242.16kN.2楼面均布恒载按楼面做法逐项计算25厚水泥砂浆找平0.025×20=0.05kN/m2100厚现浇钢筋混凝土楼板0.1×25=2.5kN/m215厚纸筋石灰抹灰0.015×16=0.24kN/m2共计3.24kN/m2楼面恒载标准值为：（52+0.24）×（7.8×2+2.7+0.24）×3.24=3180.04kN.3屋面均布活载计算重力荷载代表值时，仅考虑屋面雪荷载：0.2×（52+0.24）×（7.8×2+2.7+0.24）=197.71kN.4楼面均布活荷载楼面均布活荷载对于办公楼一般房间为22.0KN/m2，走道、消防楼梯为2.5kN/m2，为计算方便，偏安全的统一取均布活荷为2.5kN/m2。楼面均布活荷载标准值为：2.5×（52+0.24）×（7.8×2+2.7+0.24）=2421.32kN.5梁柱自重（包括梁侧、梁底、柱的抹灰重量）L1：b×h=0.3m×0.7m长度7.2m每根重量0.7×7.2×25×（0.02×2+0.3）=42.84kN根数15×2×9=270根L2：b×h=0.25m×0.45m长度2.1m每根重量0.45×2.1×25×（0.02×2+0.25）=6.85kN根数15×9=135根L3：b×h=0.25m×0.45m长度3.4m每根重量0.45×3.4×25×（0.02×2+0.25）=11.09kN根数16×2×9=288根L4：b×h=0.25m×0.4m长度3.0m每根重量0.4×3×25×（0.02×2+0.25）=8.7kN根数8×9=72根L5：b×h=0.25m×0.4m长度1.8m每根重量0.4×1.8×25×（0.02×2+0.25）=5.22kN根数8×9=72根L6：b×h=0.3m×0.7m长度7.4m每根重量0.7×7.4×25×（0.02×2+0.3）=44.03kN根数4×9=36根Z1：截面0.6×0.6m2长度4.7m每根重量（0.6+0.02×2）²×4.7×25=48.13kN根数14×4=56根Z2：截面0.6×0.6m2长度3.6m每根重量（0.6+0.02×2）²×3.6×25=36.86kN根数14×4×8=448根表2-1梁柱自重梁（柱）编号截面（m2）长度（m）根数每根重量（kN）L10.3×0.77.2027042.84L20.25×0.4452.11356.85L30.25×0.4453.428811.09L40.25×0.443.0728.70L50.25×0.441.8725.22L60.3×0.77.403644.03Z10.6×0.64.75648.13Z20.6×0.63.644836.86.6墙体自重外墙墙厚240mm，采用瓷砖贴面；内墙墙厚120mm，采用水泥砂浆抹面，内外墙均采用粉煤灰空心砌块砌筑。单位面积外墙体重量为：7.0×0.24=1.68kN/m2单位面积外墙贴面重量为：0.5kN/m2单位面积内墙体重量为：7.0×0.12=0.84kN/m2单位面积内墙贴面重量为（双面抹面）：0.36×2=0.72kN/m2表2-2墙体自重墙体每片面积（m2）片数重量（KN）底层纵墙外墙3.4×4.25516外墙墙体388.41881.46外墙墙面115.63.0×4.3004外墙墙体86.69外墙墙面25.81.8×4.3004外墙墙体52.01外墙墙面15.487.4×4.0002外墙墙体99.56外墙墙面29.6内墙3.4×4.25516内墙墙体194.21400.92内墙墙面166.463.0×4.3002内墙墙体21.67内墙墙面18.78底层横墙外墙7.2×4.04外墙墙体96.77207.56外墙墙面82.942.1×4.2552外墙墙体15.0外墙墙面12.85内墙7.2×4.016内墙墙体387.07718.85内墙墙面331.78外墙3.4×3.15516外墙墙体287.89外墙墙面85.68续表2-2墙体每片面积（㎡）片数重量（kN）其他层纵墙外墙3.0×3.2004外墙墙体64.51601.08外墙墙面19.21.80×3.2204外墙墙体38.71外墙墙面11.527.4×2.9002外墙墙体72.11外墙墙面21.46内墙3.4×3.15516内墙墙体143.94351.69内墙墙面123.383.0×3.2002内墙墙体16.13内墙墙面13.821.8×3.2002内墙墙体9.68内墙墙面8.297.4×2.9001内墙墙体18.03内墙墙面15.45其他层横墙外墙7.2×2.9004外墙墙体140.37210.48外墙墙面41.762.1×3.1552外墙墙体22.23外墙墙面6.12内墙7.2×2.90016内墙墙体280.62514.48内墙墙面233.86.7荷载总汇顶层重力荷载代表值包括屋面恒载+50%屋面雪载+纵横梁自重+半层柱自重+半层墙体自重。顶层恒载：4242.16kN顶层活载：1933.71kNN顶层梁自重：++++++=42.84×330+6.885×15++11.099×32+88.7×8++5.22××8+44..03×4=2030.311kN顶层柱自重：366.86×556=20664.16kkN顶层墙自重：6001.08++351.669+2100.48+5514.488=16777.73kkN=+1/2++1//2+1/22=97599.58kkN其他层重力荷载代代表值包括楼楼面恒载+50%活载+纵横梁自重+楼面上下各各半层的柱及及纵横墙体自自重。=3138.044+1/2××2421..32+422.84×330+6.885×15++11.099×32+88.7×8+5.22×8++44.033×4+366.86×556+16777.73==101200.9kNN10120.9kN=3138.044+1/2××2421..32+422.84×330+6.885×15++11.099×32+88.7×8++5.22××8+44.03×44+1/2××36.866×56+11/2×488.13×556=109967.522kN门窗荷载计算M-1、M-2采采用钢框门，单单位面积钢框框门重量为0.4kNN/m2M-3、M-4采采用木门，单单位面积木门门重量为0.2kkN/m2C-1、C-2、C-3、C-4、C-5、C-6均采用钢框框玻璃窗，单单位面积钢框框玻璃窗重量量为0.45kN/㎡表2-3门窗重量量计算层号门窗号单位面积（m2）数量重量(kN)底层M-11.5×2.734.8664.35M-21.5×2.122.52M-30.9×2.4135.62C-10.9×1.821.46C-21.0×1.843.24C-42.4×1.81834.99C-51.8×1.8811.66M-30.9×2.4146.05续表2-3层号门窗号单位面积（m2）数量重量(kN)二至九层M-41.5×2.464.3267.55C-21.0×1.843.24C-31.5×1.822.43C-42.4×1.81834.99C-51.8×1.8811.66C-63.0×1.824.86（1）底层墙体实际重重量：=100699.007kN（2）二至九层实际重重量：kNkN建筑物总重力荷载载代表值kNN水平地震作用下框框架的侧向位位移验算.1横向线刚度混凝土C30kN/m2在框架结构中，有有现浇楼面或或预制板楼面面。而现浇板板的楼面，板板可以作为梁梁的有效翼缘缘，增大梁的的有效刚度，减减少框架侧移移。为考虑这这一有利作用用，在计算梁梁的截面惯性性矩时，对现现浇楼面的边边框架取=11.5（为梁的截面面惯性矩）。对对中框架取==2.0。若若为装配楼板板，现浇层的的楼图2-5质点重力荷荷载值面，则则边框架梁取取=1.2，对对中框架取==1.5。横向线刚度计算见见表2-4。.2横向框架柱柱的侧移刚度度D值柱线刚度列于表22-5，横向框架架柱侧移刚度度D值计算见表2-6。.3横向框架自自振周期按顶点位移法计算算框架的自振振周期。顶点点位移法是求求结构基本频频率的一种近近似方法。将将结构按质量量分布情况简简化为无限质质点的悬臂直直杆，导出以以直杆顶点位位移表示的基基本公式。表2-4横向刚度度计算表2-5柱线刚度度柱号截面（m2）柱高度（m）惯性矩线刚度（m4）（kN·m）0.6×0.64.710.8×10--36.89×10440.6×0.63.610.8×10--39.00×1044表2-6横向框架柱柱侧移刚度D值计算项目目柱类型层根数底层边框架边柱0.448167684边框架中柱0.528197624中框架边柱0.4931845224中框架中柱0.58021709241109984二至九层边框架边柱0.216180004边框架中柱0.311259174续表2-6项项目柱类型层根数二至九层中框架边柱0.2682233324中框架中柱0.37531250241461660这样，只要求出结结构的顶点水水平位移，就就可以按下式式求得结构的的基本周期：：式中——基本周期期调整系数，考考虑填充墙使使框架自振周周期减少的影影响，取0..6；——框架的顶点位位移。在未求求出框架的周周期前，无法法求出框架的的地震力及位位移；是将框架的重力荷荷载视为水平平作用力，求求得的假想框框架顶点位移移。然后由求求出，再用求出框框架结构的底底部剪力，进进而求出框架架各层剪力和和结构真正的的位移。横向向框架顶点位位移计算见表表2-7。表2-7横向框架架顶点位移层次（kN）（kN）（kN/m）层间相对位移99451.989451.9814616600.00650.319689813.319265.28814616600.01320.313179813.329078.58814616600.01990.299969813.338891.88814616600.02660.2859813.34870503330.253449813.358518.48814616600.04000.220139813.368331.78814616600.04670.180129813.378145.08814616600.05340.1334110699.0778884408000.0800=1.7×0.66×2.1.5.4横横向地震作用用计算在I类场地，6度设防防区，设计地地震分组为第第二组情况下下，结构的特特征周期=00.25s，水平地震震影响系数最最大值=0..16。由于=0.5777＞=1.4××0.25==0.35（s），应考虑虑顶点附加地地震作用。按底部剪力法求得得的基底剪力力，若按分配配给各层，则则水平地震作作用呈倒三角角形分布。对一般层，这种分分布基本符合合实际。但对对结构上部，水水平作用小于于按时程分析析法和振型分分解法求得的的结果，特别别对于周期比比较长的结构构相差更大。地地震的宏观震震害也表明，结结构上部往往往震害很严重重。因此，即即顶部附加地地震作用系数数考虑顶部地地震力的加大大。考虑了结结构周期和场场地的影响。且且修正后的剪剪力分布与实实际更加吻合合。=0.08+0..01=0..08×0..577+00.01=00.05622结构横向总水平地地震作用标准准值：=（/）××0.885=（0.25/0.8850）0.9×0..16×0..85×888844.115=56991.88kkN顶点附加水平地震震作用：==0.068×55681.888=3877.05kNN各层横向地震剪力力计算见表22-8，表中中：横向框架各层水平平地震作用和和地震剪力见见图2-6。表2-8各层横向向地震作用及及楼层地震剪剪力层次（m）（m）（kN）（kN）（kN）93.633.59451.983166410.1891402.83661402.3683.629.99813.32934180.175940.12342.4673.626.39813.32580900.154827.293169.7563.622.79813.32227620.133714.483884.2353.619.19813.31874340.112601.664485.8943.615.59813.31521060.091488.854974.7433.611.99813.31167780.070376.045350.7823.68.39813.3814500.050268.65619.3816.54.710669.077501450.030161.165780.54注：表中第9层中中加入了，其其中=3887.05kkN。图2-6横向框架各各层水平地震震作用和地震震剪力.5横向框架抗抗震变形验算算详见表2-9。表2-9横向框架抗抗震变形验算算层次层间剪力（kN）层间刚度（kN）层间位移（m）层高（m）层间相对弹性转角角91402.3614616600.000963.61/375082342.4614616600．00163.61/225073169.7514616600.002173.61/165963884.2314616600.002663.61/135354485.8914616600.003073.61/117344974.7414616600.00343.61/105835350.7814616600.003663.61/98325619.3814616600.003843.61/93815780.5411099840.005214.71/691注：层间弹性相对对转角均满足足要求。＜[]=1/4450。（若考虑虑填充墙抗力力作用为1/550）2.1.6水平地震震作用下横向向框架的内力力分析本设计取中框架为为例，柱端计计算结果详见见表2-100。地震作用用下框架梁柱柱弯矩，梁端端剪力及柱轴轴力分别见表表2-11、图图2-7，图2-8。表2-10C轴柱（边边柱）柱端弯弯矩计算层次层高h层间剪力层间刚度y(m)93.61402.36146166022333210.7330.352.9222.6883.62342.46146166022333360.7330.477.7651.8473.63169.75146166022333480.7330.4595.0477.7663.63884.23146166022333590.7330.45116.8295.58续表2-10层次层高h层间剪力层间刚度y(m)53.64485.85146166022333690.7330.45136.62111.7843.64974.74146166022333760.7330.5136.8136.833.65350.78146166022333820.7330.5147.6147.623.65619.38146166022333860.7330.5154.8154.814.75780.54110998418452960.9580.65157.92293.28注：表中：表2-11D轴柱柱（中柱）柱柱端弯矩计算算层次层高h层间剪力层间刚度y(m)93.61402.36146166031250301.2020.464.843.283.62342.46146166031250501.2020.45998173.63169.75146166031250681.2020.45134.64110.1663.63884.23146166031250831.2020.5149.4149.453.64485.85146166031250961.2020.5172.8172.843.64974.741461660312501061.2020.5190.8190.833.65350.781461660312501151.2020.520720723.65619.381461660312501201.2020.521621614.75780.541109984217091131.570.6212.44318.66该框架为对称结构构,F轴柱与C轴柱相同，DD轴柱与E轴柱相同。图2-7地震作用下下中框架弯矩矩图（kN/m）图2-8地震力作用用下框架梁端端剪力及柱轴轴力(kN)2.1.7竖向荷荷载作用下横横向框架的内内力分析仍以中框架为例进进行计算。2.1.7.1荷荷载计算第9层梁的均布线荷载载图2-9荷载载折减示意图图CD跨：屋面均布恒载传给给梁4.388×4.0××0.8833=17.552kN/mm横梁自重（包括抹抹灰）（0.3+00.02×22）×0.7××25=5..95kN//m恒载：23.447kN/mmDE跨：屋面均布恒载传给给梁4.338×4.00×0.8883=17..52kN//m横梁自重（包括抹抹灰）（0.25++0.02××2）×0.455×25=33.26kNN/m恒载：20.788kN/m第2～8层梁均布线荷载CD跨：楼面均布恒载传给给梁3.244×4.0××0.8833=12.996kN/mm横梁自重（包括抹抹灰）（0.3+00.02×22）×0.7××25=5..95kN//m无横墙恒载：18.911kN/mDE跨：楼面均布恒载传33.24×44.0×0..883=112.96kkN/m横梁自重（包括抹抹灰）（0.25++0.02××2）×0.455×25=33.26kNN/m恒载：166.22kNN/m第2～8层集中荷载：纵梁自重（包括抹抹灰）：（0.25++0.02××2）×0.455×25×44.0=133.05kkN外纵墙自重（包括抹抹灰）：（1.68++0.72）×3.6×（0）=26.668kN内纵墙自重：（0.84++0.72）×3.6×（4.0-00.60）=19.009kN柱自重（包括抹灰灰）：0.664×0.664×3.66×25=336.68kkN总计：995.68kkN第1层梁均布线荷载跨恒载：188.91kNN/m跨恒载：116.22kkN/m第1层集中荷载：纵梁自重（包括抹抹灰）：133.05kNN纵墙自重（包括抹抹灰）：166.22kNN柱自重（包括抹灰灰）：48..13kN总计：106.995kN活荷载计算：屋面梁上线活荷载载楼面梁上线活荷载载边框架恒载及活荷荷载见图2-10。（a）恒载示意（b）活活载示意图2-10框架竖竖向荷载示意意2.1.7.2用用弯矩分配法法计算框架弯弯矩竖向荷载作用下框框架的内力分分析，除活荷荷载较大的工工业厂房外，对对一般的工业业与民用建筑筑可以不考虑虑活荷载的不不利布置。这这样求得的框框架内力，梁梁跨中弯矩较较考虑活荷载载不利布置法法求得的弯矩矩偏低，但当当活荷载在总总荷载比例较较大时，可在在截面配筋时时，将跨中弯弯矩乘1.1～1.2的放大系数数予以调整。a.固端弯矩计算1.恒荷载作用下内力力计算将框架视为两端固固定梁，计算算固端弯矩。计计算结果见表表2-13。表2-13固端弯矩矩计算层数简图边跨框架梁顶层底层中间跨框架梁顶层底层2.活荷载作用下下内力计算将框架视为两端固固定梁，计算算固端弯矩。计计算结果见表表2-14。表2-14固端弯矩矩计算层数简图边跨框架梁顶层底层中间跨框架梁顶层底层b.分配系数计算算考虑框架对称性，取取半框架计算算，半框架的的梁柱线刚度度如图2-111。各杆端分配系数见见表2-15。图2-11半框架架梁柱线刚度度示意表2-15各杆端分分配系数层号节点C各杆端分配系数节点D各杆端分配系数顶层C9C80.58D9D80.51C9D90.42D9C90.37D9E90.12标准层C8C90.37C8C70.37D8D90.34D8D70.34C8D80.26D8C80.25D8E80.07底层C1C20.4C1C00.31D1D20.37D1D00.28C1D10.29D1C10.27D1E10.08c.传递系数远端固定，传递系系数为1/2；d.弯矩分配恒荷载作用下，框框架的弯矩分分配计算见图图2-12，框架的弯弯矩图见图22-13；活荷载作作用下，框架架的弯矩分配配计算见图22-14，框架的弯弯矩图见图22-15；竖向荷载作用下，考考虑框架梁端端的塑性内力力重分布，取取弯矩调幅系系数为0.8，调幅后，恒恒荷载及活荷荷载弯矩见图图2-13，图图2-15中括括号内数值。上柱下柱右梁9层左梁上柱下柱右梁00.580.420.3700.510.1269.01-118.9949.98118.99-39.36-12.6212.76-54.2517.741.13-19.680.8124.99-3.83-14.63-5.28-1.25-7.685.56-1.914.030.41-1.994.98-2.74-0.6585.76-85.7699.21-71.92-27.280.370.370.268层0.250.340.340.0735.47-95.8724.9395.87-21.50-9.8535.47-29.25-29.25-6.0234.51-15.3617.74-10.7512.477.32-27.13-14.63-15.36-10.789.969.962.050.570.13-4.583.665.390.02-2.64-2.840.130.090.030.030.0155.3233.40-88.7299.57-49.03-36.73-13.810.370.370.267层0.250.340.340.07-95.8795.87-9.8535.4735.4724.93-21.50-29.25-29.25-6.0217.7417.74-10.7512.47-27.13-14.63-9.15-9.15-6.434.205.715.711.17-7.68-4.582.10-3.224.98-2.863.763.762.640.280.370.370.0840.1443.24-83.3888.1-32.82-40.66-14.620.370.370.266层0.250.340.340.07-95.8795.87-9.8535.4735.4724.93-21.50-29.25-29.25-6.0217.7417.74-10.7512.47-14.63-14.63-9.15-9.15-6.434.205.715.711.17-4.58-4.582.10-3.222.862.862.612.611.84-0.63-0.85-0.85-0.1742.0942.09-84.1887.19-36.16-36.16-14.870.370.370.265层0.250.340.340.07-95.8795.87-9.8535.4735.4724.93-21.50-29.25-29.25-6.0217.7417.74-10.7512.47-14.63-14.63-9.15-9.15-6.434.205.715.711.17-4.58-4.582.10-3.212.862.862.612.611.84-0.63-0.85-0.85-0.1742.0942.90-84.1887.2-36.16-36.16-14.870.370.370.264层0.250.340.340.07-95.8795.87-9.8535.4735.4724.93-21.50-29.25-29.25-6.0217.7417.74-10.7512.47-14.63-14.63-9.15-9.15-6.434.205.715.711.18-4.57-4.572.10-3.212.852.852.602.601.83-0.62-0.85-0.85-0.1742.0942.09-84.1987.19-36.17-36.17-14.860.370.370.263层0.250.340.340.07-95.8795.87-9.8535.4735.4724.93-21.50-29.25-29.25-6.0217.7417.74-10.7512.46-14.63-14.63-9.15-9.15-6.434.205.715.711.18-4.58-4.842.10-3.222.853.082.712.711.90-0.68-0.92-0.92-0.1942.1941.93-84.1287.13-36.24-36.01-14.880.370.370.262层0.250.340.340.07-95.8795.87-9.8535.4735.4724.93-21.50-29.25-29.25-6.0217.7419.18-10.7512.46-14.63-15.91-9.68-9.68-6.814.526.151.27-4.571.31-1.232.26-3.402.850.141.310.920.100.140.140.0340.2745.05-85.3288.05-34.74-38.73-14.570.40.310.290.270.370.280.08-95.8795.87-9.8538.3529.7227.80-23.23-31.82-24.09-6.8817.74-11.621层13.90-14.63-2.45-1.90-1.770.200.270.200.06-4.840.10-0.883.071.901.471.37-0.59-0.81-0.61-0.1850.7029.29-79.9985.27-43.92-24.5-16.85图2-12恒载弯矩分分配图图2-13恒载作作用下框架弯弯矩图上柱下柱右梁9层左梁上柱下柱右梁00.580.420.3700.510.125.20-8.973.778.97-2.92-1.08-0.95-4.028.28-3.96-1.46-2.861.891.78-6.72.450.58-1.100.891.430.490.120.100.350.480.118.54-8.538.64-7.3-1.340.370.370.268层0.250.340.340.07-44.7744.77-5.3616.562.6016.5611.65-9.855.82-13.40-13.40-2.768.28-4.93-2.01-6.7-2.20-1.98-2.20-1.550.72-0.780.980.980.20-2.150.361.231.231.391.390.98-0.42-0.57-0.57-0.1217.3721.88-39.267层40.26-13.77-18.46-8.040.370.370.260.250.340.340.07-44.7744.77-5.3616.5616.5611.65-9.85-13.40-13.40-2.768.288.28-4.925.83-6.52-6.52-4.31-4.31-3.031.802.452.450.510.70-2.150.9-1.510.491.23-0.020.200.200.15-0.05-0.07-0.07-0.0221.4318.5840.0240.99-17.05-16.31-7.630.370.370.266层0.250.340.340.07-44.7744.77-5.3616.5616.5611.65-9.85-13.40-13.40-2.768.288.28-4.935.83-6.7-6.7-4.30-4.30-3.031.892.572.570.53-2.15-2.160.95-1.521.231.281.241.240.87-0.25-0.34-0.34-0.0619.6319.62-39.2540.87-16.64-16.59-7.650.370.370.265层0.250.340.340.07-44.7744.77-5.3616.5616.5611.65-9.85-13.40-13.40-2.768.288.28-4.925.82-6.7-6.7-4.31-4.31-3.031.892.572.570.54-2.15-2.150.95-1.511.281.281.241.240.87-0.26-0.36-0.36-0.0719.6219.62-39.2540.86-16.61-16.61-7.650.370.370.264层0.250.340.340.07-44.7744.77-5.3616.5616.5611.65-9.85-13.40-13.40-2.768.288.28-4.935.83-6.7-6.7-4.31-4.31-3.031.892.572.570.54-2.15-2.150.95-1.521.281.281.241.240.88-1.26-0.35-0.35-0.0719.6219.62-39.2540.86-16.6-16.6-7.650.370.370.263层0.250.340.340.07-44.7744.77-5.3616.5616.5611.65-9.85-13.40-13.40-2.768.288.28-4.925.83-6.7-6.7-4.31-4.31-3.021.892.572.570.54-2.15-2.280.95-1.511.281.391.291.290.90-0.29-0.39-0.39-0.0819.6719.54-39.2140.84-16.64-16.53-7.660.370.370.262层0.250.340.340.07-44.7744.77-5.3616.5616.5611.65-9.85-13.40-13.40-2.768.288.96-4.935.82-6.7-7.29-4.55-4.55-3.202.042.782.780.57-2.150.64-0.590.641.020.44-1.600.071.280.100.040.100.0218.7821.02-39.7941.25-15.94-17.77-7.530.40.310.291层0.270.370.280.08-44.7744.77-5.3617.9113.8812.98-10.6414.58-11.03-3.158.28-5.326.49-6.7-1.18-0.92-0.860.050.080.060.02-2.280.03-0.431.390.90.700.65-0.26-0.36-0.17-0.0123.6313.66-37.2940.67-21.2-10.97-8.49图2-14活载弯矩矩分配图2-15活载作用用下框架弯矩矩图2.1.7.3梁梁端剪力及柱柱轴力的计算算梁端剪力：式中：——梁上均均布荷载引起起的剪力，；；——梁端弯矩引起的剪剪力，。柱轴力：式中：——梁端剪剪力；——节点集中力及柱自自重。跨：八九层梁在恒载载作用下，梁梁端剪力及柱柱轴力计算为为例。由图2-15查得梁上上均布荷载为为：第八层：=18.911kN/m集中荷载955.68kNN柱自重36..86kN第九层：=23.477kN/m由图2-15查得：八层梁端弯矩：=888.72kkN·m（70.988kN·m）=99.57kN··m（79.6556kN·m）九层梁端弯矩：==85.766kN·m（68.611kN·m）=99.57kN··m（79.3668kN·m）括号内为调幅的数数值。九层梁端剪力：====1/22×23.447×7.8=91.533kN调幅前：=+=91.533-1.72=89.811kN=-=91.533+1.72=93.255kN调幅后：=+=91.533-1.38=90.155kN=-=91.533+1.388=92.911kN同理可得八层梁端端剪力：====1/22×18.991×7.8=73.755kN调幅前：kN=+=73.755-1.399=72.336kN=-=73.755+1.399=75.114kN调幅后：kN=+=73.755-1.111=72.664kN=-=73.755+1.111=74.886kN九层C柱柱顶及柱底轴力力：==90.115+0=990.15kkN=90.15+366.86=1127.011kN八层C柱柱顶及柱底轴力力：=90.155+73.226+95..68=258.119kN=258.199+36.886=295.005kN其他层梁端剪力及及柱轴力计算算见表2-16，表2-17。内力组合.1框架梁内力力组合在恒载和活载作用用下，跨间可可以近似取跨跨中的代替：：式中、——梁左、右右端弯矩，见见图2-133、2-15括号号内数值。跨中若小于应取＝＝在竖向荷载与地震震组合时，跨间最大弯弯矩采用数解解法计算，如图2-166所示。图2-16框架梁内内力组合图图2-17调幅前后剪剪力值变化图中、——重力荷荷载作用下梁梁端的弯矩；；、——水平地震作用下梁梁端的弯矩、——竖向荷载与地震荷荷载共同作用用下梁端反力力。对作用点取矩：＝-(-++)处截面弯矩为：=--+由=0,可求得跨间间的位置为=将代入任一截面处的的弯矩表达式式,可得跨间最最大弯矩为：：==-+=-+当右震时公式中、反号。及的具体数据见表22-18,,表中、、均有两组数数据。表2-18及值计算算项目跨1.2（恒+活）1.3地震（kN/m）（kN/m）（kN/m）（kN/m）（kN/m）CD跨986.4299.3968.8051.3529.238104.02114.57130.57112.7627.99799.25104.25190.44171.0699.65103.32252.95205.83599.65103.32301.86254.05499.66103.32323.15288.34399.58103.25369.72315.462101.01104.33393.12335.44194.69101.38406.54339.76DE跨926.8326.8332.8932.8926.0817.1217.1272.1072.1024.76717.7017.70109.33109.33617.9517.95131.60131.60517.9517.95164.81164.81417.9417.94184.34184.34317.9617.96201.68201.68217.6017.60214.46214.46120.2520.25217.22217.22续表2-18项目跨（kN/m）（kN/m）（kN/m）（kN/m）CD跨97.896.93/1005.583.32/3.661173.69/2203.655876.57/1112.292.74/4.001112.57/2235.799762.12/1229.472.22/4.66373.93/3004.44649.87/1441.961.78/5.00748.10/3663.67537.42/1554.411.34/5.55228.68/4229.58430.30/1661.531.08/5.77720.06/4669.75320.85/1771.000.74/6.11111.44/5226.02215.33/1776.240.55/6.3307.52/5588.17112.62/1779.700.45/6.4429.54/5833.54DE跨92.710.74/399.590.41/1.55227.92/300.148-19.98/774.15-0.81/2..9954.98/544.987-47.56/1101.300-1.92/4..0991.63/911.636-64.05/1117.611-2.59/4..75113.9/1113.95-88.66/1142.222-3.58/5..74146.86/1146.8664-103.12//156.669-4.16/6..33166.4/1666.43-115.97//169.552-4.68/6..85183.72/1183.7222-125.43//179.225-5.07/7..24196.86/1196.8661-127.48//179.333-5.15/7..24196.97/1196.977梁内力组合见表22-19表2-19梁内力力组合表层次位置内力荷载类别竖向荷载与地震力力组合恒载①活载②地震荷载③1.2①+1.44②1.2(①+0..5②)±1.3③9M-68.61-6.8252.9-91.88-17.65-155.19V90.156.89212.84117.83129.00M-79.37-6.9139.5-104.92-150.74-48.04V93.256.9112.84121.57132.74M-21.82-1.0725.3-27.686.06-59.72V28.052.3924.137.0166.42跨中104.56.73134.82203.65173.699.470.8112.5030.1427.928M-70.98-31.41100.44-129.1526.55-234.59V72.6434.3126135.20141.55M-79.66-32.2186.74-140.69-227.68-2.16V75.1434.5726138.57144.71M-11.05-6.4355.46-22.2654.98-89.22V21.911.9252.8242.97102.10跨中68.4935.34131.66235.79112.577.394.0214.507M-66.7-32.02146.88-124.8791.69-290.20V73.2634.3438.67135.99158.79M-70.48-32.79131.54-130.48-275.2566.75V74.3634.5638.67137.62160.24M-11.7-6.184.1-22.5891.63-127.03V21.911.9280.142.97137.56跨中75.2229.36131.37304.4473.937.393.4213.666M-67.34-31.4194.58-124.77153.31-352.60V73.4434.2749.02136.11172.42续表2-196M-69.75-32.7158.33-129.48-309.15102.51V74.1434.6549.02137.48173.48M-11.9-6.12101.23-22.85113.65-149.55V21.911.9296.4142.97158.77跨中75.2729.84132.1363.6748.107.393.4213.665M-67.34-31.4232.12-124.77202.11-401.40V73.4434.2759.39136.11185.90M-69.76-32.69195.42-129.48-357.37150.72V74.1434.6559.39137.48186.97M-11.9-6.12126.78-22.85146.86-182.77V21.911.92120.7442.97190.39跨中75.2634.58138.72429.5828.687.392.8512.864M67.35-31.4248.5836.86385.13-261.17V73.4734.2793.94136.14230.85M-69.75-32.69221.8-129.47-391.65185.03V74.1334.6563.94137.47192.87M11.89-6.12141.85.7194.94-173.74V21.911.92135.0542.97209.00跨中75.2624.58124.72469.7520.067.392.8212.823M-67.3-31.37284.4-124.68270.14-469.30V73.4434.2773.2136.11203.85M-69.7-32.67242.66-129.38-418.7212.22V74.1434.6573.2137.48204.92M-11.9-6.13155.14-22.86183.72-219.64V21.911.92147.7542.97225.51跨中75.3122.84122.35526.0211.447.392.6212.542M-68.26-31.83302.4-126.47292.11-494.13续表2-192V73.4734.2977.84136.17209.93M-70.44-33258.03-130.73-439.77231.11V74.134.6377.84137.40210.89M-11.66-6.02164.97-22.42196.86-232.07V21.911.92157.1142.97237.68跨中74.4622.58120.96558.177.527.392.6212.541M-63.99-29.83312.72-118.55311.85-501.22V73.2134.0979.73135.58211.96M-68.22-32.54261.35-127.42-441.14238.37V74.4334.8779.73138.13213.89M-13.43-6.79167.09-25.62197.03-237.41V21.911.92159.1342.97240.30跨中77.7123.38125.99583.549.547.392.6212.54注：表中恒载和活活载的组合,梁端弯矩取取调幅后的数数值,剪力取调幅幅前的较大值值。图中M左、M右为调幅前弯弯矩值，M左′、M右′为调幅后弯弯矩值。剪力力值应取V左和V左′具体数值见见表2-166、表2-177。2.1.8.2柱柱内力组合框架柱取每层柱顶顶和柱底两个个控制截面组组合结果见表表2-21、表表2-22。表表中系数是考考虑计算截面面以上各层活活载不总是同同时满布而对对楼面均布活活载的一个折折减系数，称称为活载按楼楼层的折减系系数，取值见见表2-200。表2-20活荷载载按楼层的折折减系数墙,柱,基础计算截面以上上的层数12～34～56～89～20＞20计算截面以上各楼楼层活荷载的折减系数数1.00(0.90)0.850.700.650.600.55表2-21C柱内力力组合表层次位置内力荷载类别竖向荷载与地震力力组合恒载①活载②地震荷载③1.2①+1.44②1.2(①+0..5②)±1.3③9柱顶M85.768.5352.92114.8539.23176.83N90.156.89212.84117.8395.62129.01柱底M-55.32-17.3722.68-90.70-47.32-106.29N127.016.89212.84162.06139.855173.248柱顶M33.421.8877.7670.71-47.88154.30N258.1941.2338.84367.55284.07385.06柱底M-40.14-21.4351.84-78.176.37-128.42N295.0541.2338.84411.78328.31429.297柱顶M43.2418.5895.0477.9-60.52186.59N427.1375.5777.51618.35457.14658.67柱底M-42.09-19.6377.76-77.9938.80-163.37N463.9975.5777.51662.59501.37702.896柱顶M42.0919.62116.8277.98-89.59214.15N596.25109.84116.53869.28629.92932.89柱底M-42.09-19.6395.58-77.9961.97-186.54N633.11109.84126.53913.51661.15990.135柱顶M42.0919.62136.6277.98-115.33239.89N765.37144.11185.921120.20763.211246.61柱底M-42.09-19.62111.78-77.9883.03-207.59N802.23144.11185.921164.43807.451290.844柱顶M42.0919.62136.877.98-115.56240.12N934.5178.38249.861371.13903.611553.25柱底M-42.19-19.64136.8-78.12115.43-240.25N971.36178.38249.861415.36947.841597.48续表2-213柱顶M41.9319.54147.677.67-129.84253.92N1103.62212.65323.061622.051031.961871.91柱底M-40.27-18.78147.6-74.62132.29-251.47N1140.48212.65323.061666.291076.191916.142柱顶M45.0521.02154.883.49-134.57267.91N1272.77246.94400.91873.041154.322196.66柱底M-50.7-23.63154.8-93.922126.22-276.26N1309.63246.94400.91917.271198.552240.891柱顶M29.2913.66157.9254.27-161.95248.64N1452.93281.03480.632136.961287.322536.95柱底M-14.86-6.94293.28-27.55359.27-403.26N1501.06281.03480.632194.711345.072594.71表2-22D柱内力力组合表层次位置内力荷载类别竖向荷载与地震力力组合恒载①活载②地震荷载③1.2①+1.44②1.2(①+0..5②)±1.3③9柱顶M-71.92-7.364.8-96.52-174.92-6.44N121.39.311.26158.58136.50165.78柱底M49.0313.7743.278.11123.2610.94N158.169.311.26202.81180.73210.018柱顶M-36.73-18.4699-69.92-183.8573.55N313.7455.7938.08454.59360.46459.47柱底M32.8217.058163.25154.91-55.69N350.655.7938.08498.83404.69503.707柱顶M-40.66-16.31134.64-71.63-233.61116.45N105.68102.2779.51269.9984.82291.54续表2-227柱底M36.1616.54110.1666.55196.52-89.89N542.64102.2779.51794.35609.17815.896柱顶M-36.16-16.59149.4-66.62-247.57140.87N697.4148.84126.91045.26761.211091.15柱底M36.1616.61149.466.65247.58-140.86N734.26148.84126.91089.49805.451135.395柱顶M-36.16-16.61172.8-66.65-278.0171.28N889.12195.41188.251340.52939.471428.92柱底M36.1716.6172.866.64278.00-171.28N925.8195.41188.251384.53983.481472.934柱顶M-36.17-16.6190.8-66.64-301.40194.68N1080.83241.98259.361635.771105.021779.35柱底M36.2416.64190.866.78301.51-194.57N1117.69241.98259.3616801149.251823.583柱顶M-36.01-16.53207-66.35-322.23215.97N1272.55288.55333.911931.031266.112134.27柱底M34.7415.9420764.00320.35-217.85N1309.41288.55333.911975.261310.342178.512柱顶M-38.73-17.77216-71.35-337.94223.66N1464.24335.1413.182226.231421.012495.28柱底M43.9221.221682.38346.22-215.38N1501.09335.1413.182270.451465.232539.501柱顶M-24.5-10.97212.44-44.76-312.15240.19N1667.51381.89492.582535.661589.792870.5柱底M12.055.52318.6622.19432.03-396.49N1715.64381.89492.582593.411647.552928.262.1.9截面设设计2.1.9.1承承载力抗力调调整系数考虑地震作用时,,结构构件的的截面采用下下面的表达式式：≤/式中——承载力抗抗力调整系数数，取值见表表2-23；——地震作用效应与其其它荷载效应应的基本组合合；——结构构件的承载力力。注意在截面配筋时时，组合表中中地震力组合合的内力均应应乘以后再与与静力组合的的内力进行比比较，挑选出出最不利组合合。表2-23承载力力抗震调整系系数材料结构构件受力状态钢筋混凝土梁受弯0.75轴压比小于0.115的柱偏压0.75轴压比不小于0..15的柱偏压0.80抗震墙偏压0.85各类构件受剪、偏拉0.852.1.9.2横向向框架梁截面面设计a.底层框架梁图2-18底层梁内力力示意梁控制截面的内力力如图2-18所示。图图中单位为kN·m，的单位为kN。混凝土强强度等级（=14.33N/mm2，=1.43N/mmm2）,纵筋为HRB3335(=3000N/mmm2),箍筋为HPB2335(=2110N/mmm2)。按梁的跨度考虑按梁的净距考虑=300+37000=40000mm按梁翼缘高度考虑虑，=800--35=7665mm/=100/7655=0.133>0.1图2-19T形梁计算截截面故翼缘不受限制。翼缘计算宽度取三三者中较小值值，即26000mm。判别T形梁截面类型=1.0×14..3×26000×1000×（765-1100/2）=2658.377kN·m〉〉M属于第一类T型截截面。1.第一层框架梁梁的正截面强强度计算（见见表2-244）2.梁的斜截面强强度计算（见见表2-255）实验和理论分析证证明，翼缘对对提高T型截面梁的的受剪承载力力并不很显著著，因此，《混混凝土结构设设计规范》规规定，在计算算T形截面梁的的承载力时，仍仍取腹板宽度度b并按矩形截截面计算。为了防止梁在弯曲曲屈服前先发发生剪切破坏坏，截面设计计时对剪力设设计值进行调调整如下：式中A——剪力增增大系数，对对二级框架取取1.05；——梁的净跨，对第一一层梁，＝7.2m,=2.1m；——梁在重力荷载作用用下,按简支梁分分析的梁端截截面剪力设计计值,；,——分别为梁的左、右右端顺时针方方向或反时针针方向截面组组合的弯矩值值。由表2--19查得：：CD跨：顺时针方向==311.885kN·mm=-441..14kN··m逆时针方向==-501..22kN··m=238.337kN·mmDE跨：顺时针方向==±197..03kN··m逆时针方向==237.441kN·mm计算中+取顺时时针方向和逆逆时针方向中中较大值。剪力调整:CD跨：+=311.855+441..14=7552.99kkN·m＞501.22+2238.377=739..59kN··m=(18.91++0.5×88.33)××1.2×77.2=999.68kNN·mDE跨：+=197.03+2237.044=434..07kN··m=(18.91++0.5×88.33)××1.2×11/2×2..1=29..07kNN·m=1.05×7552.99//7.2+999.68==209.449kN=1.05×4344.07/22.1+299.07=2246.111Kn考虑承载力抗震调调整系数==0.85×2009.49==178.007kN=0.85×2446.11==209.119kN表2-25梁的斜斜截面强度计计算截面支座C右支座D左支座D右设计剪力V´（kkN）211.96213.89240.30（kN）180.17181.81204.26调整后的剪力V（kN）209.49209.49246.11（kN）178.07178.07209.19300×665300×665300×465713.21×1103＞V713.21×1103＞V370.91×1103＞V箍筋直径Φ（mmm）肢数（n）n=2;Φ=88n=2;Φ=88n=2;Φ=8850.350.350.3箍筋间距S（mmm）10010080335.37×1103＞·V335.37×1103＞·V214.59×1103＜·V0.3350.3350.4020.2040.2040.204b.标准层框架梁图2-20第二层框框架梁内力示示意取CD跨梁，梁控制制截面的内力力如图2-220所示。图图中单位为kN·m，的单位为kN。混凝土强强度等级（=14.33N/mm2，=1.43N/mmm2）,纵筋为HRB3335(=3000N/mmm2),箍筋为HPB2335(=2110N/mmm2)。按梁的跨度考虑按梁的净距考虑=300+37000=40000mm按梁翼缘高度考虑虑，=8000-35=7765mm/=100/7655=0.133>0.1图图2-21T形梁计算截截面故翼缘不受限制。翼缘计算宽度取三三者中较小值值，即26000mm。判别T形梁截面类型=1.0×14..3×26000×1000×（765-1100/2）=2658.377kN·m〉〉M属于第一类T型截截面。1.梁的正截面强强度计算（见见表2-266）2.梁的斜截面强强度计算（见见表2-277）为了防止梁在弯曲曲屈服前先发发生剪切破坏坏，截面设计计时对剪力设设计值进行调调整如下：由表2-19查得得：CD跨：顺时针方向==292.111kN·m=-439..77kN··m逆时针方向==-494..13kN··m=231.111kN·mmDE跨：顺时针方向=±196..86kN··m逆时针方向==232.007kN·mm计算中+取顺时时针方向和逆逆时针方向中中较大值。剪力调整CD跨：+=2292.111+439..77=7331.88kkN·m＞494.13+2231.111=725..24kN··m=(24.97++0.5×77.8)×11.2×7..2×1/2=99.688kN·mDE跨：+=1196.866+232..07=4228.93kkN·m=23.52×11.2×1//2×2.11=29.077kN·mm=1.05×7331.88//7.2+99.688=206.441kN=1.05×4228.93//2.1+229.07==243.554kN考虑承载力抗震调调整系数=00.85若调整后的剪力值值大于组合表表中的静力组组合的剪力值值,则按调整后后的剪力进行行斜截面计算算。根据国内对低周期期反复荷载作作用下的钢筋筋混凝土连续续梁和悬臂梁梁受剪承载力力试验，反复复加载使梁的的受剪承载力力降低。考虑虑地震作用的的反复性，表表中静力荷载载作用下梁的的受剪承载力力公式乘0.85的降低系数数。表2-27第二层梁梁的斜截面强强度计算截面支座C右支座D左支座D右设计剪力V´（kkN）209.93210.89237.68（kN）178.44179.26202.03调整后的剪力（kkN）206.41206.41243.54（kN）175.45175.45207.01300×665300×665250×415713.21×1103＞V713.21×1103＞V370.91×1103＞V箍筋直径Φ（mmm）肢数（n）n=2;Φ=88n=2;