八层钢筋混凝土框架结构毕业设计

'目录第一章建筑设计-1-1.1工程背景-1-1.1.1设计资料-1-1.1.2材料-1-1.2工程特点-2-1.3本章小结-3-第二章结构设计-4-2.1框架结构设计计算-4-2.1.1工程概况-4-2.1.2设计资料-4-2.1.3梁柱截面、梁跨度及柱高度的确定-5-2.1.4重力荷载代表值的计算-7-2.1.5水平地震作用下框架的侧移刚度计算-11-2.1.6水平地震作用下框架的内力计算-18-2.1.7竖向荷载作用下横向框架的内力分析-23-2.1.8内力组合-34-2.1.9框架梁截面设计-43-2.1.10框架柱截面设计-52-2.2板的计算-62-2.2.1设计资料-62-2.2.2楼面板-62-2.2.3屋面板-67-2.3楼梯设计-71-2.3.1楼梯板计算-72-2.3.2平台板计算-73-2.3.3平台梁计算-74-2.4本章小结-75-结论-76-致谢-77-参考文献-78--80- 第一章建筑设计1.1工程背景该办公楼为八层钢筋混凝土框架结构体系，总建筑面积约为9023m2；一层高4.2m，二-八层层高3.6m；室内地坪为±0.000m，室外内高差-0.45m。框架梁、柱、楼面板、屋面板均为现浇。因考虑抗震的要求，需要设置变形缝，宽度为150mm。1.1.1设计资料（1）气象资料本建筑位于焦作市，基本风荷载0.4kN/m2；基本雪荷载0.4kN/m2。（2）地震设防烈度7度抗震设防。（3）结构抗震等级本工程的框架为二级抗震等级。（4)设计地震分组场地II类，设计基本地震加速度0.1g，结构的特征周期Tg=0.40(s)，地震影响系数。1.1.2材料柱混凝土强度等级采用C30，纵筋采用HRB400级，箍筋采用HPB235级；梁混凝土强度等级采用C30，纵筋采用HRB400级，箍筋采用HPB235级。楼板及屋面板混凝土强度采用C25，钢筋采用HPB235级。-80- 1.2工程特点本工程主体为八层，主体高度为32.4米，属高层建筑。高层建筑的特点(包括有利的和不利的)有以下几个方面：（1）在相同的建设场地中，建造高层建筑可以获得更多的建筑面积，这样可以部分解决城市用地紧张和地价高涨的问题。（2）在建筑面积与建设场地面积相同比值的情况下，建造高层建筑比多层建筑能够提供更多的空闲地面，将这些空闲地面用作绿化和休息场地，有利于美化环境，并带来更充足的日照、采光和通风效果。（3）从城市建设和管理的角度看，建筑物向高空延伸，可以缩小城市的平面规模，缩短城市道路和各种公共管线的长度，从而节省城市建设与管理的投资。由于建造高层建筑可以增加人们的聚集密度，缩短相互间的距离，水平交通与竖向交通相结合，使人们在地面上的活动走向空间化，节约了时间，增加了效率。但人口的过分密集有时也会造成交通拥挤、出行困难等问题。（4）高层建筑中的竖向交通一般由电梯来完成，这样就会增加建筑物的造价，从建筑防火的角度看，高层筑的防火要求要高于中低层建筑，也会增加高层建筑的工程造价和运行成本。（5）从结构受力特性来看，侧向荷载（风荷载和地震作用）在高层建筑分析和设计中将起着重要的作用，特别是在超高层建筑中将起主要作用。因此高层建筑的结构分析和设计要比一般的中低层建筑复杂得多。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。-80- 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结构体系，其优点是建筑平面布置灵活，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。根据工程地震勘探和所属地区的条件，及该工程的设计要求有灵活的空间布置和较大的跨度，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。-80- 第二章结构设计2.1框架结构设计计算2.1.1工程概况本工程为八层钢筋混凝土框架结构体系，局部有跃层，建筑面积约9023m2。根据场地条件，确定建筑方案，建筑物平面为L字形，房间开间7.2m，进深6m,走廊宽度2.5m。一层层高4.2m，二-八层层高3.6m,室内外高差-0.45m。建筑物局部对称，取其中一部分框架进行计算，框架平面柱网布置如图1-1所示。图1-1框架平面柱网布置框架梁、柱、楼盖及屋盖均采用现浇钢筋混凝土结构。2.1.2设计资料（1）气象条件基本风压0.4kN/m2。-80- （2）抗震设防烈度7度设防。（3）屋面及楼面做法屋面做法：二毡三油防水层；冷底子油热玛蹄脂二道；200厚水泥卵石保温层；20mm厚水泥砂浆找平层；40厚钢筋混凝土整浇层；预应力混凝土多孔板；粉底（或吊顶）楼面做法：水磨石地面；50mm厚钢筋混凝土整浇层；预应力混凝土多孔板；粉底（或吊顶）（4）材料柱混凝土强度等级采用C30，纵筋采用HRB400级，箍筋采用HPB235级；梁混凝土强度等级采用C30，纵筋采用HRB400级，箍筋采用HPB235级。楼板及屋面板混凝土强度采用C25，钢筋采用HPB235级。2.1.3梁柱截面、梁跨度及柱高度的确定（1）梁截面尺寸梁截面高度按梁跨度的1/2~1/8估算L1：b×h=300mm×600mmL2：b×h=300mm×400mm-80- L3：b×h=300mm×600mmL4：b×h=300mm×400mmL5：b×h=300mm×600mmL6：b×h=300mm×600mmCL：b×h=300mm×500mm梁编号见图1-2。图1-2框架梁编号图（2）柱截面尺寸1-8层600mm×600mm（3）梁的计算跨度框架梁的计算跨度以上柱形心为准，由于建筑轴线与墙轴线重合，故建筑轴线与结构计算跨度不同。（见表1-1）（4）柱高度底层柱高度h=4.2m+0.9m=5.1m-80- 图1-3横向框架计算简图及柱编号2.1.4重力荷载代表值的计算查《荷载规范》可取：（1）屋面均布恒载屋面（非上人）：二毡三油防水层0.35kN/㎡-80- 冷底子油热马蹄脂二道0.05KN/㎡200mm厚水泥卵石保温层0.2×6.5=1.3kN/㎡20厚水泥砂浆找平层0.02×20=0.4kN/㎡40厚钢筋混凝土整浇层0.04×25=1.0kN/㎡预应力混凝土多孔板0.12×25=3.0kN/㎡共计5.5kN/㎡（2）屋面活荷载非上人屋面，雪荷载=0.4kN/m2（3）楼面均布恒载水磨石地面0.65kN/㎡50厚钢筋混凝土整浇层0.05×25=1.25kN/㎡预应力混凝土多孔板1.9kN/㎡吊顶或粉底0.5kN/㎡共计4.3kN/㎡（4）楼面活荷载楼面均布活荷载对办公楼的一般房间为，会议室、走廊、楼梯、门厅等处为，为计算方便，此处偏安全地统一取均布活荷载为。qk=2.0kN/m2（5）梁柱自重具体计算过程从略，计算结果见表1-1（6）墙体自重墙体均为240mm厚粘土空心砖，墙面为20mm抹灰，单位墙面重力荷载为（0.24+0.04）×19=5.32kN/㎡墙体自重计算见表1-2。-80- 表1-1梁柱重力荷载标准值层次构件b(m)h(m)(kN/m3)g(kN/m)li(m)inGi(kN)(kN)一至八层边横梁0.30.6251.054.7255.412306.181178.4中横梁0.30.4251.053.151.9635.91次梁0.30.5251.053.9385.410212.65纵梁0.30.6251.054.7256.620623.71层Z10.60.6251.109.95.1241211.762~8层Z20.60.6251.109.93.624855.36注：表中为考虑梁、柱的粉刷层重力荷载而对其重力荷载的增大系数；g表示单位长度构件重力荷载；n为构件数量。梁长度取净长；柱长度取层高。表1-2墙体自重墙体每片面积(m2)片数重量(kN)一层纵墙6.6×5.1203581.4一层横墙5.4×5.1121758.2二~7层纵墙6.6×3.6202528.1二~7层横墙5.4×3.6121241八层纵墙6.6×3.6121516.8八层横墙5.4×3.68827.4（7）荷载分层总汇顶层重力荷载代表值包括：屋面恒载，雪荷载，纵横梁自重，半层柱自重，半层墙自重。其它层重力荷载代表值包括:楼面恒载,50%楼面均布活荷载,纵横梁自重,楼面上、下各半层的柱及纵横墙体自重。将前述分项荷载相加，得集中于各层楼面的重力荷载代表值如下：第八层：G8=3151.65+1178.4+855.36/2+（1516.8+827.4）/2=5929.83kN第七层：G7=2296.96+1068.36×50%+1178.4+855.36+（1516.8+827.4）/2+（2528.1+1241）/2=7921.55kN第六层：G6=2296.96+1068.36×50%+1178.4+855.36+2528.1+1241-80- =8634kN第五层：G5=8634kN第四层：G4=8634kN第三层：G3=8634KN第二层：G2=8634KN第一层：G1=2296.96+1068.36×50%+1178.4+(1211.76+855.36)/2+(3581.4+1758.2+2528.1+1241)/2=9597.45kN图1-4顶点重力荷载值-80- 2.1.5水平地震作用下框架的侧移刚度计算（1）梁柱线刚度混凝土C30，Ec=3×107kN/m2在框架结构中，现浇楼面可以作为梁的有效翼缘，增大梁的有效刚度，减少框架侧移。为考虑这一有作用，在计算梁的截面惯性矩时，对现浇楼面的边框架梁取I=1.5I0(I0为梁的截面惯性矩);对中框架梁取I=2.0I0,若为装配楼板,带现浇层的楼面,则对近框架梁取I=1.2I0;对中框架梁取I=1.5I0。横梁线刚度计算结果列于表1-3，柱线刚度列于表1-4，其示意图见图1-5。表1-3横梁线刚度梁号截面b×h(m2)跨度l(m)惯性矩(m4)边框架梁中框架梁Ib=1.5I0(m4)(kNm)Ib=2.0I0(m4)(kNm)边梁1～8层0.3×0.66.05.4×10-38.1×10-34.05×10410.8×10-35.4×104中梁1～8层0.3×0.42.51.6×10-32.4×10-32.4×1042.88×10-33.84×104（2）横向框架柱的侧移刚度D值横向框架柱的侧移刚度D值计算见表1-5。表1-4柱线刚度柱号Z截面(m2)柱高度(m)惯性矩线刚度Z10.6×0.65.11.08×10-26.35×104Z20.6×0.63.61.08×10-29×104-80- 图1-5梁柱线刚度示意-80- 表1-5横向框架柱侧移刚度D值计算项目柱类型(一般层)（底层）(一般层)(底层)根数底层边框架边柱0.431126274边框架中柱0.515150884中框架边柱0.474138878中框架中柱0.5661658283546122~8层边框架边柱0.184153334边框架中柱0.310258334中框架边柱0.23191678中框架中柱0.375312508568000（3）横向框架自振周期按顶点位移法计算框架的自振周期.-80- 顶点位移法是求结构基频的一种近似方法.将结构按质量分布情况简化成无限质点悬臂直杆,导出以直杆顶点位移表示的基频公式.这样,只要求出结构的顶点水平位移,就可按下式求得结构的基本周期.式中─基本周期调整系数.考虑填充墙使框架自振周期减小的影响取0.7；─框架的顶点位移。在未求出框架的周期前,无法求得框架的地震力及位移,是将框架的重力荷载视为水平作用力,求得的假想框架顶点位移.然后由求出，再用其求得框架结构的底部剪力,进而求出框架各层剪力和结构位移。横向框架顶点位移计算见表1-6。表1-6横向框架顶点位移层次层间相对位移85929.835929.835680000.01040.572877921.5513851.385680000.02440.56246863422485.385680000.03960.5385863431119.385680000.05480.49844863439753.385680000.07000.44363863448387.385680000.08520.37362863457021.385680000.10040.288419597.4566618.833546120.1880.188=1.7×0.7=0.901（s）（4）横向地震作用计算本建筑在Ⅱ类场地,7度抗震区,设计地震分组第二组，-80- 结构的特征周期和地震影响系数为由于=0.901＞1.4=1.4×0.4=0.56（s）应考虑顶点附加地震作用。结构总水平地震作用标准值：Geq=0.85按底部剪力法求得的基底剪力,若按分配给各层质点,则水平地震作用呈倒三角分布.对一般层,这样分布基本符合实际,但对结构上部,水平作用小于按时程分布法和振型分解法求得的结果,特别对周期较长的结构相差更大,地震的宏观震害也表明,结构上部往往震害严重.因此引入,即顶部附加地震作用系数考虑顶部地震力的加大。考虑是结构周期和场地的影响,且使修正后的剪力分布与实际更加吻合。=0.08+0.01=0.08×0.901+0.01=0.082（.901.。=0.03852）=0.04136结构横向总水平地震作用标准值:（.03852*56626.01=2181.26）=1973.29kN顶点附加水平地震作用：=0.082×2181.26=178.86-80- 各层横向地震剪力计算见表1-7。其中（1-）=2002.40各层横向地震作用及楼层地震剪力,见表1-7。表1-7各层横向地震作用及楼层地震剪力计算表层次（m）（m）（kN）(kNm)（kN）（kN）83.630.35929.83179673.850.159497.24497.2473.626.77921.55211505.390.188376.45873.6963.623.18634199445.40.177354.421228.1153.619.586341683630.149298.361526.4743.615.98634137280.60.122244.291770.7633.612.38634106198.20.094188.231958.9923.68.7863475115.80.067134.162093.1515.15.19597.4548947.00.04386.102179.25注：表中第八层中加入了。横向框架各层水平地震作用和地震剪力见图1-6。-80- a水平地震作用b层间剪力分布图1-6横向框架各层水平地震作用及地震剪力（5）横向框架抗震变形验算多遇地震作用下，层间弹性位移验算见表1-8。层间弹性相对转角满足要求-80- 表1-8水平地震作用下的位移验算层次剪力（kN）层间刚度（KN/m）层间位移(mm)层高(mm)层间相对弹性转角8497.245680000.87536001/41127873.695680001.53836001/234061228.115680002.16236001/166551526.475680002.68736001/134041770.765680003.11836001/115531958.995680003.44936001/104422093.155680003.68536001/97712179.253546126.14551001/5872.1.6水平地震作用下框架的内力计算各层柱端弯矩及剪力计算见表1-9。其中底层柱需要考虑上层高度变化对比y的修正值y2，二层柱需要考虑下层高度变化对y的修正值y3；三层需考虑横梁线刚度比对y的修正值y1，其结果见表1-9。地震力作用下框架弯矩见图1-7，剪力及柱轴力见图1-8。各层梁端弯矩、剪力及柱轴力计算见表1-10。-80- 表1-9各层柱端弯距及剪力计算层次边柱中柱83.6497.245680001916716.191.3000.36517.4940.803125026.402.1010.40533.2661.7873.6873.695680001916727.561.3000.41539.6859.533125044.942.1010.45568.3193.4863.61228.115680001916738.131.3000.45061.7775.503125062.172.1010.500100.72123.1053.61526.475680001916747.041.3000.46576.2093.143125076.702.1010.500124.25151.7943.61770.765680001916754.301.3000.46587.97107.513125088.532.1010.500159.35159.3533.61958.956800097.75-80- 1916759.950.6320.450107.91107.91312501.0120.500175.95175.9523.62093.155680001916763.950.6380.525138.1392.0931250104.261.0110.500187.67187.6715.12179.253546121388777.280.9040.60259.67134.471658292.271.4330.610282.35188.23注：表中M量纲为，V量纲为。表中y=y0+y1+y2,3；Vim=ViDim/Di；M下=Vimyihi；M上=Vim(1-yi)hi-80- 表1-10框架梁段弯矩、剪力及轴力计算层次边梁走道梁柱轴力LVbLVb边柱N中柱N840.8036.106.012.8236.1036.102.528.88-12.82-16.06797.2478.476.029.2974.0774.072.559.26-42.11-46.036149.26127.416.046.11111.86111.862.589.49-88.22-89.415196.39153.126.058.25147.2147.22.5117.76-146.476-148.924242.71192.416.072.52165.74165.742.5132.59-218.99-208.993279.14238.426.086.26195.95195.952.5156.76-305.25-279.482275.26262.486.089.62212.51212.512.5170.00-394.87-359.871351.01277.126.0104.69219.68219.682.5175.74-499.56-430.92-80- 图1-7地震力作用下框架弯矩-80- 图1-8地震力作用下框架梁端剪力及柱轴力-80- 2.1.7竖向荷载作用下横向框架的内力分析仍取中框架计算:（1）计算单元取⑦轴线横向框架进行计算，计算单元宽度为7.2m。由于房间内布置有次梁，故直接传给该框架的楼面荷载如图1-9中的水平阴影线所示，计算单元范围内的其余楼面荷载则通过次梁和纵向框架梁以集中力的形式传给横向框架，作用于各节点上。由于纵向框架梁的中心线与柱的中心线不重合，因此在框架节点上还作用有集中力矩。图1-9横向框架计算单元（2）荷载计算①恒载计算对于第八层，q1、代表横梁自重，为均布荷载形式。q1=4.725，图1-10恒载作用下各层梁上的荷载分布-80- =3.15。q2、q2‘分别为房间和走道板传给横梁的梯形荷载和三角形荷载。q2=5.5×3.6=19.8，=5.5×2.76=15.18。P1、P2分别为由边纵梁、中纵梁直接传给柱的恒载，它包括梁自重、和女儿墙等的重力荷载，计算如下：P1=[（3.6×1.8×）×2+×1.8]×5.5+4.725×7.2+3.938×3+5.32×1.2×7.2=165.95kNP2=[（3.6×1.8×）×2+×1.8+×1.38×2]×5.5+4.725×7.2+3.938×3=164.65kN集中力矩M1=P1e1=165.95×=24.89M2=P2e1=164.65×=24.681～7层，q1包括梁自重和其上横墙自重，为均布荷载，q1=4.725+5.32×3.0=20.685，=3.15;q2=4.3×3.6=15.48，=4.3×2.86=12.298。P1=[（3.6×1.8×）×2+×1.8]×4.3+4.725×7.2+3.938×3+5.32×[（6.7×3）-4.8×1.8]+0.4×4.8×1.8=167.84kNP2=[（3.6×1.8）×2+×1.8+×1.38×2]×4.3+4.725×7.2+3.938×3+5.32×6.7×3=272.45kN集中力矩M1=P1e1=25.18-80- M2=P2e1=40.87②活荷载计算活荷载作用下各层框架梁上的荷载分布如图1-11：图1-11活载作用下各层梁上的荷载分布第8层，q2=0.4×3.6=1.44，=0.4×2.86=1.144。P1=（3.6×1.8）+×1.8]×0.4=5.357kNP2=[（3.6×1.8）+×1.8+×1.38×2]/2=10.74kN集中力矩M1=P1e1=0.80M2=P2e1=1.611～7层，q2=2.0×3.6=7.2，=2.0×2.86=5.72。P1=[（3.6×1.8）+×1.8]×2=26.784kNP2=[（3.6×1.8）+×1.8+×1.38×2]×2=42.71kN集中力矩M1=P1e1=4.02M2=P2e1=6.406将以上计算结果汇总，见表-80- 表1-11横向框架恒载汇总表层次/kN/m/kN/m/kN/m/kN/m/kN/kNM1/kNmM2/kNm84.7253.1519.815.18165.95164.6524.8924.681～720.6853.1515.4812.298167.84272.4525.1840.87表1-12横向框架活载汇总表层次q2/kN/m/kN/m/kN/kNM1/kNmM2/kNm81.441.1445.35710.740.81.611～77.25.7226.7842.714.026.406（3）内力计算梁端、柱端弯矩采用二次分配法计算。由于结构和荷载均对称故计算时可用半框架。弯矩计算过程如下，所得弯矩如图1-14和1-15。梁端剪力可根据梁上竖向荷载引起的剪力与梁端弯矩引起的剪力相叠加而得。柱轴力可由梁端剪力和节点集中力叠加得到，计算柱底轴力还需要考虑柱的自重。①固端弯矩计算将框架梁视为梁端固定梁计算。恒载作用下，AB跨：第8层，q2E=(1-2α2+α3)q2=[1-2×+]×19.8=15.97.==-（4.725+15.97）×5.64²÷12=-54.86=54.86-80- 1～7层，q2E=(1-2α2+α3)q2=[1-2×+]×15.48=12.93.==-（20.685+12.93）×5.64²÷12=-89.11=89.11BC跨：第8层，==9.49==-（3.15+9.49）×2.76²÷12=-8.02=8.021～7层，==7.686==-（3.15+7.686）×2.76²÷12=-6.88=6.88活载作用下，AB跨：第8层，q2E=(1-2α2+α3)q2=[1-2×+]×1.44=1.202.==-1.202×5.64²÷12=-3.19=3.191～7层，q2E=(1-2α2+α3)q2=[1-2×+]×7.2=6.012.-80- =6.012×5.64²÷12=-15.93=15.93BC跨：第8层，==0.715=0.715×2.76²÷12=-0.45=0.451～7层，==3.575=3.575×2.76²÷12=-2.27=2.27②分配系数计算计算结果见图1-12和1-13。③传递系数远端固定传递系数为0.5，远端滑动铰支传递系数为-1。④弯矩分配（见图1-12，1-13，弯矩图见图1-14，1-15）-80- 图1-12恒载弯矩二次分配楼层上柱下柱右梁求和反号左梁上柱下柱右梁求和反号8　0.60.4　0.35　0.5250.125　　24.890-54.8629.9754.8624.680　-8.02-22.16　17.98211.988　-7.756　-11.634-2.77　　11.987-3.878-8.1095.999　-7.114　1.115　-4.865-3244　0.390　0.5850.139　　25.104-49.994　53.493　-18.163-10.151　70.3750.3750.250　0.2300.3440.3440.082　　25.180-89.11063.93089.11040.870　-6.880-41.3623.97423.97415.982　-9.513-14.228-14.228-3.392　8.99111.987-4.757-16.2217.991-5.817-7.114　4.940-6.083-6.083-4.055　1.1361.6991.6990.405　26.88229.878-81.940　88.724-18.346-19.643-9.867　60.3750.3750.250　0.2300.3440.3440.082　　25.180-89.11063.93089.11040.870　-6.880-41.3623.97423.97415.982　-9.513-14.228-14.228-3.392　11.98711.987-4.757-19.2177.991-7.114-7.114　6.237-7.206-7.206-4.804　1.4352.1462.1460.511　28.75528.755-82.689　89.023-19.196-19.196-9.761　50.3750.3750.250　0.2300.3440.3440.082　　25.180-89.11063.93089.11040.870　-6.880-41.3623.97423.97415.982　-9.513-14.228-14.228-3.392　11.98711.987-4.757-19.2177.991-7.114-7.114　6.237-7.206-7.206-4.804　1.4352.1462.1460.511　28.75528.755-82.689　89.023-19.196-19.196-9.761　40.3750.3750.250　0.2300.3440.3440.082　　25.180-89.11063.93089.11040.870　-6.880-41.3623.97423.97415.982　-9.513-14.228-14.228-3.392　11.98711.987-4.757-19.2177.991-7.114-7.114　6.237-7.206-7.206-4.804　1.4352.1462.1460.511　28.75528.755-82.689　89.023-19.196-19.196-9.761　30.3750.3750.250　0.2300.3440.3440.082　　25.180-89.11063.93089.11040.870　-6.880-41.3623.97423.97415.982　-9.513-14.228-14.228-3.392　11.98711.987-4.757-19.2177.991-7.114-7.114　6.237-7.206-7.206-4.804　1.4352.1462.1460.511　28.75528.755-82.689　89.023-19.196-19.196-9.761　20.3750.3750.250　0.2300.3440.3440.082　　25.180-89.11063.93089.11040.870　-6.880-41.3623.97423.97415.982　-9.513-14.228-14.228-3.392　11.98713.489-4.757-32.6587.991-7.114-7.921　7.044-12.573-12.573-7.511　1.6202.4232.4230.578　45.69024.890-85.398　89.208-18.919-19.726-9.694　10.4220.2970.281　0.2560.3830.2700.091　　25.180-89.11063.93089.11040.870　-6.880-41.3626.97818.98717.964　-10.588-15.841-11.167-3.764　11.987　-5.294-6.6938.982-7.114　　-1.868-2.824-1.988-1.881　-0.478-0.715-0.504-0.170　36.14116.999-78.321　87.026-23.670-11.671-10.814　　8.4995　　　　-5.8355　　　　　　　　　　　　　　-80- 图1-13活载弯矩二次分配楼层上柱下柱右梁求和反号左梁上柱下柱右梁求和反号8　0.60.4　0.35　0.5250.125　0.800-3.1905.7143.1901.610-0.450-4.7343.5712.143-1.401-2.334-0.9994.388-0.701-3.6871.071-2.7881.716-2.305-1.3830.5080.8460.3625.655-6.6456.882-4.275-0.99770.3750.3750.250　0.2300.3440.3440.0824.020-15.93022.79415.9306.406-2.270-16.8958.7768.7765.243-3.345-5.575-5.575-2.3991.7864.388-1.673-4.5012.621-1.167-2.7881.333-1.733-1.733-1.0350.2640.4400.4400.1898.82811.431-24.27926.354-6.302-7.923-4.01260.3750.3750.250　0.2300.3440.3440.0824.020-15.93022.79415.9306.406-2.270-16.8958.7768.7765.243-3.345-5.575-5.575-2.3994.3884.388-1.673-7.1032.621-2.788-2.7882.954-2.735-2.735-1.6340.5850.9750.9750.41910.42910.429-24.87826.675-7.388-7.388-3.78250.3750.3750.250　0.2300.3440.3440.0824.020-15.93022.79415.9306.406-2.270-16.8958.7768.7765.243-3.345-5.575-5.575-2.3994.3884.388-1.673-7.1032.621-2.788-2.7882.954-2.735-2.735-1.6340.5850.9750.9750.41910.42910.429-24.87826.675-7.388-7.388-3.78240.3750.3750.250　0.2300.3440.3440.0824.020-15.93022.79415.9306.406-2.270-16.8958.7768.7765.243-3.345-5.575-5.575-2.3994.3884.388-1.673-7.1032.621-2.788-2.7882.954-2.735-2.735-1.6340.5850.9750.9750.41910.42910.429-24.87826.675-7.388-7.388-3.78230.3750.3750.250　0.2300.3440.3440.0824.020-15.93022.79415.9306.406-2.270-16.8958.7768.7765.243-3.345-5.575-5.575-2.3994.3884.388-1.673-7.1032.621-2.788-2.7882.954-2.735-2.735-1.6340.5850.9750.9750.41910.42910.429-24.87826.675-7.388-7.388-3.78220.3750.3750.250　0.2300.3440.3440.082　4.020-15.93022.79415.9306.406-2.270-16.8958.7768.7765.243-3.345-5.575-5.575-2.3994.3884.946-1.673-7.6622.621-2.788-3.0923.258-2.950-2.950-1.7620.6451.0751.0750.46310.21410.772-25.00626.735-7.288-7.592-3.73810.4220.2970.281　0.2560.3830.2700.091　4.020-15.93022.79415.9306.406-2.270-16.8959.8936.9755.926-3.717-6.184-4.359-2.6364.388-1.858-2.5292.963-2.788-0.176-1.098-0.774-0.658-0.039-0.064-0.045-0.02713.1836.201-23.40426.022-9.035-4.404-4.4653.100484565-2.20210031　　　　　　-80- 图1-14恒载作用下框架弯矩-80- 图1-15活载作用下框架弯矩-80- (4)梁端剪力及柱轴力计算梁端剪力式中─梁上均布荷载引起的剪力，─梁端弯矩引起的剪力，柱轴力式中V—梁端剪力P—节点集中力及柱自重恒载作用下梁端剪力及柱轴力计算见表1-13。活载作用下梁端剪力及柱轴力计算见表1-14。表1-13恒载作用下梁端剪力及柱轴力层次荷载引起剪力弯矩引起剪力总剪力柱轴力AB跨BC跨AB跨BC跨AB跨BC跨A柱B柱VA=VBVB=VCVA=-VBVB=VCVAVBVB=VCNuNdNuNd862.0915.80-0.580.0061.5162.6715.80227.46263.10243.12278.767100.8513.55-1.130.0099.72101.9813.55530.66566.30666.74702.386100.8513.55-1.060.0099.79101.9113.55833.93869.571090.291125.935100.8513.55-1.060.0099.79101.9113.551137.201172.841513.841549.484100.8513.55-1.060.0099.79101.9113.551440.471476.111937.391973.033100.8513.55-1.060.0099.79101.9113.551743.741779.382360.942396.582100.8513.55-1.060.0099.79101.9113.552047.012082.652784.492820.131100.8513.55-1.450.0099.40102.3013.552349.892400.383208.433258.92表1-14活载作用下梁端剪力及柱轴力层次荷载引起剪力弯矩引起剪力总剪力柱轴力AB跨BC跨AB跨BC跨AB跨BC跨A柱B柱VA=VBVB=VCVA=-VBVB=VCVAVBVB=VCNN87.935.58-0.0380.007.8927.9685.5811.36416.29739.6435.20-0.300.0039.3439.9435.2056.88489.74639.6435.20-0.300.0039.3439.9435.20102.40163.19539.6435.20-0.300.0039.3439.9435.20147.92236.64439.6435.20-0.300.0039.3439.9435.20193.44310.09339.6435.20-0.300.0039.3439.9435.20238.96383.54239.6435.20-0.300.0039.3439.9435.20284.48456.99139.6435.20-0.440.0039.2040.0835.20329.86530.58-80- 2.1.8内力组合（1）结构抗震等级根据结构类型、地震烈度、房屋高度等因素，可知本工程的框架为二级抗震等级。（2）框架梁内力组合本方案考虑了三种内力组合，即1.2SGk+1.4SQk，1.35SGk+1.0SQk及1.2SGE+1.3SEk。考虑到钢筋混凝土结构具有塑性内力重分布的性质，在竖向荷载下可以适当降低梁端弯矩，进行调幅（调幅系数取0.8），以减少负弯矩钢筋的拥挤现象。ηvb梁端剪力增大系数，二级取1.2。各层梁的内力组合和梁端剪力调整结果见表1-15。-80- 表1-15框架梁内力组合框架梁内力组合表层次界面位置内力SGk恒⑴SQk活⑵Sek地震荷载⑶rRE[1.2（⑴+0.5⑵）+1.3⑶]1.35⑴+⑵1.2⑴+1.4⑵/左右左右8AM-39.995-5.31640.8-40.81.57794-88.59006-59.30925-55.436482.5118V61.517.892-12.8212.8252.5990280.9312290.930584.8608B左M-42.794-5.506-36.136.1-86.34844-6.56744-63.2779-59.0612V62.677.96812.82-12.8282.1531853.8209892.572586.3592B右M-8.121-0.79836.1-36.131.2001-48.5809-11.76135-10.862437.3926V15.85.58-28.8828.88-12.950650.874226.9126.772跨间Mab　　　　49.163345.5488Mbc　　　　10.800519.49057AM-65.552-19.42397.24-97.2430.68143-184.21897-107.9182-105.8546145.9117V99.7239.34-29.2929.2989.41235154.14325173.962174.74B左M-70.979-21.083-78.4778.47-169.860263.55844-116.90465-114.691V101.9839.9429.29-29.29156.7544592.02355177.613178.292B右M-7.894-3.2174.07-36.172.15837-49.57948-13.8669-13.966844.9796V13.5535.2-59.2659.26-33.709397.255353.492565.54跨间Mab　　　　50.996657.3790Mbc　　　　32.547121.2576-80- 续表1-15框架梁内力组合表层次界面位置内力SGk恒⑴SQk活⑵Sek地震荷载⑶rRE[1.2（⑴+0.5⑵）+1.3⑶]1.35⑴+⑵1.2⑴+1.4⑵/左右左右6AM-66.151-19.902149.26-149.2687.31-242.55634-109.20585-107.244165.0862V99.7939.34-46.1146.1170.89765172.80075174.0565174.824B左M-71.218-21.34-127.4127.41-224.3138157.26229-117.4843-115.3376V101.9139.9446.11-46.11175.2691573.36605177.5185178.208B右M-7.809-3.026111.86-111.86114.09686-133.11374-13.56815-13.607269.8061V13.5535.2-89.4989.49-67.11345130.6594553.492565.54跨间Mab　　　　4.54441.3582Mbc　　　　53.463362.97182AM-68.318-20.005275.26-275.26224.27539-384.04921-112.2343-109.9886215.4104V99.7939.34-89.6289.6222.8191220.8793174.0565174.824B左M-76.366-21.388262.48-262.484201.24362-378.84602-124.4821-121.5824V101.9139.9489.62-89.62223.347725.2875177.5185178.208B右M-7.755-2.99212.51-212.51225.38855-244.25855-13.45925-13.492115.1259V13.5535.2170-170219.623-156.07753.492565.54跨间Mab　　　　61.492230.1801Mbc　　　　124.0756118.5107-80- 续表1-15框架梁内力组合表层次界面位置内力SGk恒⑴SQk活⑵Sek地震荷载⑶rRE[1.2（⑴+0.5⑵）+1.3⑶]1.35⑴+⑵1.2⑴+1.4⑵/左右左右1AM-62.657-18.723351.01-351.01314.40718-461.32492-103.30995-101.4006230.0777V99.439.2-104.7104.695.69755237.06245173.39174.16B左M-69.621-20.818277.12-277.12224.587-387.8482-114.80635-112.6904V102.340.08104.69-104.69240.469259.10435178.185178.872B右M-8.651-3.572219.68-219.68232.10066-253.39214-15.25085-15.382119.3094V13.5535.2-175.7175.74-162.4197225.965753.492565.54跨间Mab　　　　118.2296273．3191Mbc　　　　112．99177123.6375-80- （3）框架柱内力组合取每层柱顶和柱底两个控制截面，将框架柱的内力进行组合，组合结果及柱端弯矩设计值的调整见表1-16～1-19。表1-16横向框架A柱弯矩和轴力组合横向框架A柱弯矩和轴力组合续表层次界面位置内力SGk恒⑴SQk活⑵Sek地震荷载⑶rRE[1.2（⑴+0.5⑵）+1.3⑶]1.35⑴+⑵1.2⑴+1.4⑵内力组合取值左右左右MmaxNNminMNmaxM8柱M25.1045.655-40.840.8-16.5938773.5741339.545438.041873.57413-16.5938739.5454顶N227.4611.364-12.8212.82223.63874251.97094318.435288.8616251.97094223.63874318.435柱M-26.882-8.82817.49-17.49-12.59547-51.24837-45.1187-44.6176-51.24837-12.59547-45.1187底N263.111.364-12.8212.82259.99154288.32374366.549331.6296288.32374259.99154366.5497柱M29.87811.431-59.5359.53-29.47528102.0860251.766351.857102.08602-29.4752851.7663顶N530.6656.884-42.1142.11523.75249616.81559773.275716.4296616.81559523.75249773.275柱M-28.755-10.42939.68-39.689.19751-78.49529-49.24825-49.1066-78.495299.19751-49.24825底N566.356.884-42.1142.11560.10529653.16839821.389759.1976653.16839560.10529821.3896柱M28.75510.429-75.575.5-48.77861118.0763949.2482549.1066118.07639-48.7786149.24825顶N833.93102.4-82.2282.22811.9795993.68571228.20551144.076993.6857811.97951228.2055柱M-28.755-10.42961.77-61.7733.60696-102.90474-49.24825-49.1066-102.9047433.60696-49.24825底N869.57102.4-82.2282.22848.33231030.03851276.31951186.8441030.0385848.33231276.31955柱M28.75510.429-93.1493.14-68.27081137.5685949.2482549.1066137.56859-68.2708149.24825顶N1137.2147.92-146.48146.4761073.527221397.239181683.141571.7281397.239181073.527221683.14柱M-28.755-10.42976.2-76.249.55211-118.84989-49.24825-49.1066-118.8498949.55211-49.24825底N1172.84147.92-146.48146.4761109.880021433.591981731.2541614.4961433.591981109.880021731.254-80- 续表1-16横向框架A柱弯矩和轴力组合续表层次界面位置内力SGk恒⑴SQk活⑵Sek地震荷载⑶rRE[1.2（⑴+0.5⑵）+1.3⑶]1.35⑴+⑵1.2⑴+1.4⑵内力组合取值左右左右MmaxNNminMNmaxM4柱M28.75510.429-107.51107.51-84.14966153.4474449.2482549.1066153.44744-84.1496649.24825顶N1440.47193.44-218.99218.991325.949851809.917752138.07451999.381809.917751325.949852138.0745柱M-28.755-10.42987.97-87.9762.55796-131.85574-49.24825-49.1066-131.8557462.55796-49.24825底N1476.11193.44-218.99218.991362.302651846.270552186.18852042.1481846.270551362.302652186.18853柱M28.75510.429-107.91107.91-84.59166153.8894449.2482549.1066153.88944-84.5916649.24825顶N1743.74238.96-305.25305.251563.183152237.785652593.0092427.0322237.785651563.183152593.009柱M-45.69-10.214107.91-107.9167.42761-171.05349-71.8955-69.1276-171.0534967.42761-71.8955底N1779.38238.96-305.25305.251599.535952274.138452641.1232469.82274.138451599.535952641.1232柱M24.8910.772-92.0992.09-70.87793132.6409744.373544.9488132.64097-70.8779344.3735顶N2047.01284.48-394.87394.871796.703652669.366353047.94352854.6842669.366351796.703653047.9435柱M-36.141-13.183138.13-138.13109.0465-196.2208-61.97335-61.8254-196.2208109.0465-61.97335底N2082.65284.48-394.87394.871833.056452705.719153096.05752897.4522705.719151833.056453096.05751柱M16.9996.201134.47-128.08786169.0908429.1496529.0802169.0908429.14965-80- -134.47-128.08786顶N2349.89329.86-499.56499.562013.10263117.13023502.21153281.6723117.13022013.10263502.2115柱M-8.4995-3.1259.67-259.67276.68486-297.18584-14.57433-14.5394-297.18584276.68486-14.57433底N2400.38329.86-499.56499.562064.60243168.633570.3733342.263168.632064.60243570.373表1-17横向框架B柱弯矩和轴力组合横向框架B柱弯矩和轴力组合续表层次界面位置内力SGk恒⑴SQk活⑵Sek地震荷载⑶rRE[1.2（⑴+0.5⑵）+1.3⑶]1.35⑴+⑵1.2⑴+1.4⑵内力组合取值左右左右MmaxNNminMNmaxM8柱M-18.163-4.275-61.7861.78-88.9734147.56039-28.79505-27.7806-88.9734147.56039-28.79505顶N243.1216.2916.06-16.06274.0366238.544344.502314.55274.0366238.544344.502柱M18.3466.30233.26-33.2658.67924-14.8253631.069130.83858.67924-14.8253631.0691底N278.7616.2916.06-16.06310.3894274.8968392.616357.318310.3894274.8968392.6167柱M-19.643-7.923-93.4893.48-127.3719979.21881-34.44105-34.6638-127.3719979.21881-34.44105顶N666.7489.7446.03-46.03776.70535674.97905989.839925.724776.70535674.97905989.839柱M19.1967.38868.31-68.3198.83035-52.1347533.302633.378498.83035-52.1347533.3026底N702.3889.7446.03-46.03813.05815711.331851037.953968.492813.05815711.331851037.9536柱M-19.196-7.388-123.1123.1-159.3733112.6777-33.3026-33.3784-159.3733112.6777-33.3026-80- 顶N1090.29163.1989.41-89.411294.120751096.524651635.08151536.8141294.120751096.524651635.0815柱M19.1967.388100.72-100.72134.6434-87.947833.302633.3784134.6434-87.947833.3026底N1125.93163.1989.41-89.411330.473551132.877451683.19551579.5821330.473551132.877451683.19555柱M-19.196-7.388-151.79151.79-191.07575144.38015-33.3026-33.3784-191.07575144.38015-33.3026顶N1513.84236.64148.92-148.921829.35981500.24662280.3242147.9041829.35981500.24662280.324柱M19.1967.388124.25-124.25160.64405-113.9484533.302633.3784160.64405-113.9484533.3026底N1549.48236.64148.92-148.921865.71261536.59942328.4382190.6721865.71261536.59942328.438续表1-17横向框架B柱弯矩和轴力组合续表层次界面位置内力SGk恒⑴SQk活⑵Sek地震荷载⑶rRE[1.2（⑴+0.5⑵）+1.3⑶]1.35⑴+⑵1.2⑴+1.4⑵内力组合取值左右左右MmaxNNminMNmaxM4柱M-19.196-7.388-159.35159.35-199.42955152.73395-33.3026-33.3784-199.42955152.73395-33.3026顶N1937.39310.09208.99-208.992365.217651903.349752925.56652758.9942365.217651903.349752925.5665柱M19.1967.388159.35-159.35199.42955-152.7339533.302633.3784199.42955-152.7339533.3026底N1973.03310.09208.99-208.992401.570451939.702552973.68052801.7622401.570451939.702552973.68053柱M-19.196-7.388-175.95175.95-217.77255171.07695-33.3026-33.3784-217.77255171.07695-33.3026顶N2360.94383.54279.48-279.482912.58962294.93883570.8093370.0842912.58962294.93883570.809柱M18.9197.288175.95-175.95217.43901-171.4104932.8286532.906217.43901-171.4104932.82865底N2396.58383.54279.48-279.482948.94242331.29163618.9233412.8522948.94242331.29163618.9232柱M-19.726-7.592-187.67187.67-231.36779183.38291-34.2221-34.3-231.36779183.38291-34.2221-80- 顶N2784.49456.99359.87-359.873470.901052675.588354216.05153981.1743470.901052675.588354216.0515柱M23.679.035187.67-187.67236.1266-178.624140.989541.053236.1266-178.624140.9895底N2820.13456.99359.87-359.873507.253852711.941154264.16554023.9423507.253852711.941154264.16551柱M-11.671-4.404-188.23188.23-222.14461193.84369-20.15985-20.1708-222.14461193.84369-20.15985顶N3208.43530.58430.92-430.924019.3613067.02784861.96054592.9284019.3613067.02784861.9605柱M5.83552.202282.35-282.35319.07198-304.9215210.07992510.0854319.07198-304.9215210.079925底N3258.92530.58430.92-430.924070.86083118.52764930.1224653.5164070.86083118.52764930.122表1-18横向框架A柱剪力组合横向框架A柱剪力组合（kN）层次SGk恒⑴SQk活⑵Sek地震荷载⑶rRE[1.2（⑴+0.5⑵）+1.3⑶]1.35⑴+⑵1.2⑴+1.4⑵左右左右8-14.4406-4.0230616.19167-16.19171.110666667-34.67291667-23.517806-22.96094447-16.2869-6.0722227.55833-27.558310.74244167-50.161475-28.059597-28.04544446-15.975-5.7938938.13056-38.130622.88488056-61.38364722-27.360139-27.28144445-15.975-5.7938947.03889-47.038932.72858889-71.22735556-27.360139-27.28144444-15.975-5.7938954.3-54.340.75211667-79.25088333-27.360139-27.28144443-20.6792-5.7341759.95-59.9542.227575-90.261925-33.651042-32.84283332-16.9531-6.6541763.95-63.9549.97900833-91.35049167-29.540792-29.65951-4.99971-1.8237377.28235-77.282479.3672-91.4268-8.5733284-8.55286275表1-19横向框架B柱剪力组合-80- 横向框架B柱剪力组合（kN）层次　SGk恒⑴SQk活⑵Sek地震荷载⑶rRE[1.2（⑴+0.5⑵）+1.3⑶]1.35⑴+⑵1.2⑴+1.4⑵　左右左右833.26-10.1414-2.9380626.4-26.417.32938-41.0146-16.6289-16.2829768.31-10.7886-4.2530644.94167-44.941736.4871-62.834-18.8177-18.90066100.72-10.6644-4.1044462.17222-62.172255.72931-81.6713-18.5014-18.54365124.25-10.6644-4.1044476.67778-76.677871.75794-97.6999-18.5014-18.54364159.35-10.6644-4.1044488.52778-88.527884.85219-110.794-18.5014-18.54363175.95-10.3853-4.0766797.75-97.7595.34167-120.686-18.0968-18.16972187.67-12.0544-4.60111104.2611-104.261100.5664-129.851-20.8746-20.90691282.35-3.43265-1.2952992.27059-92.270697.7971-106.121-5.92937-5.93259-80- 2.1.9框架梁截面设计设计资料一到八层梁采用C30的混凝土，其设计强度为：,。钢筋选用HRB400，fy＝360N/mm2，箍筋选用HPB235，fy＝210N/mm2；边跨梁b×h＝300×600mm、中跨b×h＝300×400mm。保护层厚度为35mm。边跨h0＝600-35＝565mm、中跨h0＝400-35＝365mm（1）正截面设计计算①一层AB跨:从表中查到选AB跨rREMA=0.75×531.38=398.54kNrREMB=0.75×513.92=385.44kN跨中取Mmax=273.3kN当梁下部受拉时,按T行截面设计,当梁上部受拉时,按矩形截面设计,=1629.17KN-80- 按构造配筋422（1520）A端弯矩M=398.54kN·m按构造配筋522（As=1900mm2）B端弯矩M=385.44kN·m按构造配筋522（As=1900mm2）BC跨-80- h0=h-as=400-35=365rREMB=0.75×258.10=193.58kN按构造配筋420（As=1256mm2）MC=123.64kN按构造配筋418（As=1017mm2）②第二层AB跨从表中查到选AB跨rREMA=0.75×434.11=325.58kN-80- rREMB=0.75×496.21=372.16kN梁下部受拉时，按T型截面设计，梁的上部受拉h0=565mmMab=230.18kNMbc=124.08kNrREM右=0.75×270.59=202.94kNab中跨按构造配筋420（As=1256mm2）A端配筋按构造配筋520（As=1570mm2）B左端配筋-80- 按构造配筋520（As=1570mm2）B右端配筋按构造配筋420（As=1256mm2）bc中跨按构造配筋416（As=804mm2）③第八层AB跨从表中查到选AB跨-80- rREMA=0.75×89.56=67.17kNrREMB=0.75×86.14=64.60kN梁下部受拉时，按T型截面设计，梁的上部受拉h0=565mmMab=49.16kNMbc=19.49kNrREM右=0.75×46.82=35.11kNab中跨按构造配筋316（As=603mm2）A端配筋-80- 按构造配筋316（As=603mm2）B左端配筋按构造配筋316（As=603mm2）B右端配筋按构造配筋316（As=603mm2）bc中跨-80- 按构造配筋316（As=603mm2）-80- 表1-20框架梁纵向钢筋计算层次截面M(kN·m)(mm2）(mm2）实配钢筋(%）8支座A-62.520.010603328316(603)10.36Bl-57.550.014603302316(603)10.36AB跨间30.780.0035150316(603)0.36支座Br-24.57<0603206.82316(603)10.55BC跨间11.720.006789.37316(603)0.553支座A-293.03<012561536520(1570)0.80.93Bl-246.61<012561293520(1570)0.80.93AB跨间2260.0261115420(1256)0.74支座Br-120.74<08041016420(1256)0.641.15BC跨间97.870.056747416(804)0.731支座A-339.880.03615201781522(1900)0.81.12Bl-272.80<015201430522(1900)0.81.12AB跨间282.780.0341435422(1520)0.9支座Br-122.850.0910171034420(1256)0.811.15BC跨间117.980.065895.3418(1017)0.93-80- 表1-21框架梁箍筋数量计算层次截面（kN）（kN）梁端加密区非加密区实配钢筋（）实配钢筋8ABl79.49484.77>V-0.15<0双肢（1.01）双肢（0.224）Br30.10313.17>V-0.37<0双肢（1.01）双肢（0.337）3ABl191.96484.77>V0.61双肢（1.01）双肢（0.224）Br143.54313.17>V0.81双肢（1.01）双肢（0.337）1ABl224.31484.77>V0.83四肢（2.01）四肢（0.383）Br160.61313.17>V0.99四肢（2.01）四肢（0.974）2.1.10框架柱截面设计（1）设计资料：一到八层采用C30的混凝土，其设计强度：、；纵筋HRB400，；箍筋HPB235，。-80- 截面尺寸均为600×600mm①柱的计算长度及公式顶层中间层：底层：②计算参数1、2、或20mm取大者3、4、当>1时取1.05、当<15时取1.06、7、8、9、边柱中柱10、11、当属于大偏心受压情况，小于时为小偏心情况。对称配筋大偏心受压构件计算钢筋数量：当时当时按不对称配筋计算。公式如下：-80- 对称配筋小偏心受压构件计算钢筋数量：取当时，（2）剪跨比及轴压比的验算表10.3给出了框架柱各层剪跨比和轴压比计算的结果，其中剪跨比也可取，注意表中的和N都不应考虑承载力抗震调整系数，由表可见，各柱的剪跨比和轴压比均满足规范要求。-80- 表1-22柱的剪跨比和轴压比验算柱号层次/mm/mm/A柱860056014.391.9640.79318.444.02>20.07<0.8760056014.3127.6159.01773.283.86>20.16<0.8660056014.3147.672.211228.213.65>20.25<0.8560056014.3171.9683.81683.143.66>20.35<0.8460056014.3191.8193.242138.073.68>20.44<0.8360056014.3192.36106.192593.013.23>20.54<0.8260056014.3165.8107.473047.942.75>20.63<0.8160056014.3211.36107.553502.213.51>20.72<0.8B柱860056014.3111.2148.25344.54.11>20.07<0.8760056014.3159.2173.92989.843.85>20.21<0.8660056014.3199.2196.081635.083.71>20.34<0.8560056014.3238.85114.942280.324.71>20.47<0.8460056014.3249.27130.342925.573.42>20.55<0.8360056014.3272.22141.993570.813.42>20.63<0.8260056014.3289.21152.764216.053.38>20.71<0.8160056014.3277.67124.854861.963.97>20.79<0.8（3）柱正截面承载力计算以第一层A柱的计算为例，其它层的计算见表8.28.3。A柱柱顶的计算：-80- ①及相应的的组合时，考虑挠度的二阶效应对偏心矩的影响。取对称配筋为小偏心受压情况。=按构造配筋②按及相应的M计算-80- 此内力为非抗震组合下的情况，且无水平荷载效应，故不必进行调整，此组数据与一样，所以按构造配筋。A柱柱底的计算与以上方法相同，计算结果列于下表中，计算过程不在给出。综上，按构造配筋，且应满足，单侧配筋率，故，选用420，，，满足要求。B柱柱顶的计算：①及相应的的组合时，考虑挠度的二阶效应对偏心矩的影响。取-80- 对称配筋为小偏心受压情况。=按构造配筋②按及相应的M计算此内力为非抗震组合下的情况，且无水平荷载效应，故不必进行调整，此组数据与一样，所以按构造配筋。B柱柱底的计算与以上方法相同，计算结果列于下表中，计算过程不在给出。综上，按构造配筋，且应满足，单侧配筋率，故，选用420，，，满足要求。。-80- （4）柱斜截面受剪承载力计算以一层柱为例。A柱：剪力设计值满足要求。与相对应的轴力：取故按构造配置箍筋。柱端加密区的箍筋采用4ø10@100，由表8.1可知柱的轴压比为0.72，查表得，则最小体积配筋率：根据构造要求，取加密区为4ø-80- 10@200，加密区的长度按构造取值，取柱截面尺寸、1/6柱净高和600mm中的较大者。故取700mm。B柱，及其他各层算法同上。计算结果见下表。-80- 表1-23A柱正截面承载力计算表层组合情况位置MNe偏心实配钢筋8及相应的柱顶73.57251.976.003121.01.01.07593.80.052大偏心<0418(1017)0.7柱底51.25288.326.001981.01.01.12481.80.060大偏心<0及相应的M柱顶39.55318.446.001441.01.01.16427.00.066大偏心<0柱底45.12366.556.001431.01.01.16425.80.076大偏心<03及相应的柱顶153.892237.796.00891.01.01.26372.10.466大偏心<0420(1256)0.74柱底171.052274.146.00951.01.01.24377.80.473大偏心<0及相应的M柱顶49.252593.016.00391.01.01.59322.00.540小偏心<0柱底71.902641.126.00471.01.01.48329.60.550小偏心<01及相应的柱顶169.093117.138.50741.01.01.31356.90.649小偏心<0420(1256)0.74柱底297.193168.638.501141.01.01.20396.80.659小偏心<0及相应的M柱顶29.153502.218.5081.01.03.87291.00.729小偏心<0柱底14.573570.378.5041.01.06.74287.00.743小偏心<0-80- A柱和B柱配筋相同表1-24框架柱箍筋数量表柱号层次/////%实配箍筋加密区非加密区A柱840.79318.44961>1441.4<00.854ø8@1004ø8@2003106.22593.0961>1441.4<00.884ø10@1004ø10@2001107.53502.2961>1441.4<00.94ø10@1004ø10@200B柱和A柱箍筋数量相同2.2板的计算2.2.1设计资料板分别按考虑弹性理论和塑性理论方法计算。取1m宽板为计算单元。混凝土采用C25，fc=11.9N/mm2，钢筋采用HPB235，fy=210N/mm2。2.2.2楼面板楼面板的平面布置图，有关尺寸及计算简图1-16如下所示。-80- 图1-16楼板平面布置图(1)①②区格板的计算a.荷载设计值活荷载：办公室、会议室、阅览室、厕所活荷载标准值qk=2.0kN/m2由于活荷载标准值小于4.0，故q=1.4×2.0=2.8kN/m2。恒荷载：20mm水泥砂浆20×0.020=0.4kN/m2120mm厚钢筋混凝土板25×0.12=3.0kN/m215mm厚石灰砂浆17×0.015=0.255kN/m2共计gk=3.655kN/m2g=1.2×3.655=4.386kN/m2g+q=4.386+2.8=7.186kN/m2g+q/2=4.386+1.4=5.786kN/m2q/2=1.4kN/m2b.计算跨度板厚h=120mm，①内跨，为轴线间距离②边跨，为净跨，b为梁宽各区格板计算跨度见表1-25.c.弯矩计算-80- 表1-25①②区格板的弯矩计算区格①②3.63.575.945.940.610.60(0.0363+0.2×0.0083)×5.786×3.62+1.4×3.62(0.0534+0.0108×0.2)=3.85(0.0367+0.2×0.0076)×5.786×3.572+1.4×3.572(0.0496+0.2×0.0129)=3.75(0.0083+0.2×0.0363)×5.786×3.62+1.4×3.62(0.0108+0.0534×0.2)=1.56(0.0076+0.2×0.0376)×5.786×3.572+1.4×3.572(0.0129+0.2×0.0496)=1.51-0.0788×7.186×3.62=-7.34-0.0793×7.18×4.52=-7.26-7.34-7.26-0.0571×7.18×3.62=-5.32-0.0571×7.186×3.572=-5.23-5.32-5.23d.截面设计截面有效高度：选用8钢筋作为受力主筋，则（短跨）方向跨中截面的=120-20=100mm.（长跨）方向跨中截面的=120-30=90mm支座截面处均取为100mm。截面弯矩设计值：该板四周与梁整浇，故弯矩设计值应按如下折减：①区格的跨中截面与支座截面折减20%；-80- ①区格不予折减。计算配筋时，取内力臂系数,。截面配筋计算结果及实际配筋列于表1-27（2）③④区格板的计算a.荷载设计值活荷载:走廊活荷载标准值qk=2.5kN/m2由于活荷载标准值小于4.0，故荷载分项系数为1.4。q=1.4×2.5=3.5kN/m2恒荷载20mm水泥砂浆20×0.020=0.4kN/m2120mm厚钢筋混凝土板25×0.12=3.0kN/m215mm厚石灰砂浆17×0.015=0.255kN/m2共计gk=3.655kN/m2g=1.2×3.655=4.386kN/m2g+q=4.386+2.8=7.886kN/m2b.计算跨度板厚h=120mm，①内跨-b，②边跨，各区格板计算跨度见表1-26.c.弯矩计算首先假定边缘板带跨中配筋率与中间板带相同，支座截面配筋率不随板带而变，取同一数值；跨中钢筋在离支座l1/4处间隔弯起；取=-80- ，对所有区格，均取=0.6；取=2，利用公式计算结果见表1-26。表1-26③④区格板的弯矩计算区格③④2.22.296.96.997.873.131.231.87-17.11-25.44-17.11-25.44-3.270-3.27-3.391.241.820.741.09-2.48-3.64-2.48-3.64-1.480-1.48-1.48d.截面设计截面弯矩设计值：该板四周与梁整浇，故弯矩设计值应按如下折减：①④区格的跨中截面与支座截面折减20%。计算配筋量时，取内力臂系数,。截面配筋计算结果及实际配筋列于表1-27.-80- 表1-27板的配筋计算截面(mm1)M(kN•m)(mm²/m)配筋实有(mm²/m)跨中①区格方向1003.08162.96251.0方向901.24873.37141.0②区格方向1003.75198.41141.0方向901.5188.77141.0③区格方向1000.9952.38141.0方向900.5934.69141.0④区格方向1001.4677.25141.0方向900.8751.15141.0支座①-①100-7.34388.36503.0①-②100-7.26384.13503.0①边支座100-5.32281.48335.0②边支座方向100-7.26384.13503.0方向100-5.23276.72335.0③-③100-1.1862.43141.0③-④100-1.1862.43141.0①-③100-4.26225.40251.0①-④100-5.32281.48335.0②-④100-5.23276.72335.0②-③100-4.18221.16251.0④边支座100-1.4878.31141.02.2.3屋面板-80- 屋面板的平面布置图，有关尺寸及计算简图1-17。图1-17屋面板平面布置图（1）⑤⑥⑦⑧区格板的计算a.荷载设计值屋面活荷载非上人屋面qk=0.5kN/m2屋面均布恒载屋面（非上人）：30mm厚细石混凝土保护层0.8kN/m2防水层0.6kN/m220mm厚水泥砂浆找平层20×0.02=0.4kN/m2膨胀珍珠岩保温层1.19kN/m2120mm厚钢筋混凝土板25×0.12=2.5kN/m215mm厚石灰砂浆17×0.015=0.26kN/m2共计gk=6.25kN/m2g=1.2×6.25=7.5kN/m2-80- g+q=7.5+0.7=8.2kN/m2b.计算跨度板厚h=120mm，①内跨-b，②边跨，各区格板计算跨度见表1-28.c.弯矩计算首先假定边缘板带跨中配筋率与中间板带相同，支座截面配筋率不随板带而变，取同一数值；跨中钢筋在离支座l1/4处间隔弯起；取=，对所有区格，均取=0.6；取=2，利用公式计算。表1-28各区格板的弯矩计算区格⑤⑥⑦⑧3.393.392.22.295.795.796.96.9913.4918.978.193.444.155.841.282.06-31.61-44.47-17.80-27.96-31.610-17.80-27.9600-3.410-11.11-15.63-3.41-3.392.733.841.292.01.642.300.771.2-5.46-7.68-2.58-4-5.640-2.58-400-1.540-3.28-3.28-1.54-1.54-80- d.截面设计截面弯矩设计值：该板四周与梁整浇，故弯矩设计值应按如下折减：⑤⑦⑧区格的跨中截面折减20%。⑥区格不折减。计算配筋量时，取内力臂系数,。截面配筋计算结果及实际配筋列于表1-29.表1-29板的配筋计算截面(mm1)M(kN•m)(mm²/m)配筋实有(mm²/m)跨中⑤区格方向1002.18115.34141.0方向901.3177.01141.0⑥区格方向1003.84203.17251.0方向902.3135.21141.0⑦区格方向1001.0354.5141.0方向900.6236.45141.0⑧区格方向1001.684.66141.0方向900.9656.44141.0支座⑤-⑤100-5.46288.89335.0⑤-⑥100-7.68406.35503.0⑦-⑦100-1.2365.08141.0⑦-⑧100-1.2365.08141.0⑤-⑦100-2.62138.62141.0⑤-⑧100-4211.64251.0⑥-⑧100-7.68406.35503.0⑤边支座100-3.28173.54251.0⑥边支座方向100-7.68406.35503.0方向100-3.28173.54251.0⑧边支座100-1.5481.48141.0-80- 2.3楼梯设计楼梯采用C30混凝土。楼梯剖面图见图1-18，楼梯结构平面布置如图1-19。图1-18楼梯剖面-80- 图1-19底层楼梯平面布置2.3.1楼梯板计算以底层楼梯为例，取板厚h=120mm，（1）荷载计算恒载设计值梯段板自重1.2×（0.145+0.320）/2×0.26×1.64×1/0.26×25=11.44kN/m踏步抹灰重1.2×（0.26+0.175）×0.02×1.64×1/0.26×20=1.32kN/m底面抹灰重1.2×0.313×0.015×1.64×（1/0.26）×17=0.60kN/m栏杆重1.2×0.10=0.12kN/m共计g=13.48kN/m活载设计值q=1.4×3.5×1.64=8.04kN/m-80- g+q=13.48+8.04=21.52kN/m（2）内力计算梯段斜板的水平投影计算跨度：l0=ln+b=2.86+0.2=3.06m梯段斜板跨中最大弯矩（考虑平台板、平台梁的约束作用）M=1/10(g+q)l02=1/10×21.52×3.062=20.15kN•m（3）配筋验算h0=h-a=100mm,=0.086，查表=0.955，AS=1004.74mm2配置1410（AS=1099mm2）间距125mm＜200mm，满足要求。2.3.2平台板计算设平台板厚h=120mm。取1m为计算单元。（1）荷载计算恒载设计值平台板自重1.2×0.12×25=3.6kN/m板面抹灰重1.2×0.02×20=0.48kN/m底面抹灰重1.2×0.015×17=0.306kN/m共计g=4.386kN/m活载设计值q=1.4×3.5=4.9kN/mg+q=4.386+4.9=9.29kN/m（2）内力计算平台板计算跨度l0=ln+b/2+h/2=1.48+0.2/2+0.12/2=1.64m平台板跨中最大弯矩（考虑平台板、平台梁的约束作用）M=1/10(g+q)l02=1/10×9.29×1.642=2.50kNm（3）配筋验算h0=h-a=100mm,=0.012，查表=0.991，AS=119.77mm2-80- 配置6@200（AS=141.0mm2）。2.3.3平台梁计算（1）计算跨度和截面尺寸该梁为简支梁，近似计算跨度l0=3.6m,截面尺寸取b×h=200mm×400mm.（2）荷载计算取1m为计算单元。荷载计算：恒载设计值梯段斜板传来13.48/1.64×2.86/2=11.75kN/m平台板传来4.386×（1.48/2+0.2）=4.12kN/m梁自重1.2×0.2×(0.4-0.12)×25=1.68kN/m梁侧粉刷1.2×0.015×（0.4-0.12）×2×17=0.17kN/m共计g=17.72kN/m活载设计值梯段斜板传来4.9×2.86/2=7.01kN/m平台板传来4.9×（1.48/2+0.2）=4.61kN/m共计q=11.62kN/mg+q=29.34kN/m（3）内力计算M=1/8(g+q)l02=1/8×29.34×3.62=47.53kNmV=1/2(g+q)ln=1/2×29.34×3.36=49.29kN（4）配筋验算h0=400-35=365mm,a.纵向钢筋（近似按矩形截面考虑）=0.125，查表=0.933，AS=465.23mm2配置218（AS=509mm2）。架立筋选用210.-80- b.横向钢筋V/fcbh0=49.29×103/14.3×200×365=0.047<0.25,截面尺寸满足要求。<0.07,根据构造要求选6@200。其他各层楼梯计算过程同上。2.4本章小结本章主要对建筑的结构构件进行初步估算并确定了结构构件的尺寸，对框架进行了结构计算，包括荷载计算、变形验算、内力组合、水平地震力作用下框架侧移计算，以及内力分析及截面设计，楼梯和板的结构计算。-80- 结论本设计为焦作市腾飞办公楼，结构类型为八层框架结构，建筑面积约为九千平方米，建筑结构按七度设防设计。设计方案主要进行框架结构中典型横向框架的计算。在确定框架布局之后，首先进行层间荷载代表值的计算；然后计算水平荷载作用下框架的内力（弯矩、剪力、轴力）；再计算竖向荷载（恒载及活荷载）作用下的结构内力；进而将框架内力进行组合，找出最不利的一组或几组内力组合，选取最安全的结果计算配筋并绘图。此外还进行了结构方案中楼盖和室内楼梯的设计。完成了楼板、屋面板、平台板、梯段板、平台梁等构件的内力和配筋计算及施工图绘制。在设计过程中，查阅了大量资料，同时用到了《混凝土结构设计》、《结构抗震设计》、《结构力学》、《房屋建筑学》等课程的知识，熟练并运用了AutoCAD绘制软件。毕业设计是对大学四年专业知识的一次综合应用的过程，使其达到系统和深化的结果，也是理论知识运用于实际设计中的一次学习和尝试。在设计过程中应该严格按照建筑规范的要求，同时也要考虑结构设计和建筑设计之间的交流，找出之间的切合点，汲取适合现代建筑发展的设计手法和设计理念。-80- 致谢首先，我要感谢河南理工大学万方科技学院对我四年的培养，让我学到了许许多多的知识，感谢各位老师在这四年里对我的关怀与照顾，在此致以我深深的谢意。本设计从选题到完成，本校指导老师一直给予了悉心指导，茹老师广学博识的文化内涵和严谨求实的工作态度使我深受启迪和教益，谨向我的指导老师如茹忠亮老师致以深深的谢意。最后，我还要向所有曾经帮助过我的同学和朋友们致敬。你们的鼓励和帮助永远是我前进的动力。-80- 参考文献[1]中华人民共和国国家标准.筑结构可靠度设计统一标准（GB50068-2002）.北京：中国建筑工业出版社.2002[2]中华人民共和国国家标准.混凝土结构设计规范（GB50010-2002）.北京：中国建筑工业出版社.2002[3]中华人民共和国国家标准.建筑抗震设计规范（GB50011-2011）.北京：中国建筑工业出版社.2001[4]中华人民共和国国家标准.建筑地基基础设计规范（GB50007-2002）.北京：中国建筑工业出版社.2002[5]中华人民共和国国家标准.房屋建筑制图统一标准（GB/T50001-2001）.北京：中国建筑工业出版社.2002[6]吴培明.混凝土结构（第二版）武汉：汉理工大学出版社.2009.6[7]刘文峰主编.混凝土结构设计原理.北京：等教育出版社.2004.12[8]叶锦秋，孙惠镐.混凝土结构与砌体结构.北京：国建材出版社.2004.1[9]丁大均.砌体结构.北京：筑工业出版社.2004.[10]李爱群，高振世.工程结构抗震设计.北京：国工业建筑出版社[11]吕西林.高层建筑结构.武汉：武汉理工大学出版社.内部资料仅供参考9JWKffwvG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8GK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^G89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNuGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz84!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNuGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^GjqvadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@E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