四层建筑设计说明书毕业设计
本科毕业设计说明书第120页共120页四层建筑设计说明书毕业设计1建筑设计本办公楼设计为某大学2000级毕业设计。根据设计要求，建筑面积约为2800m2，层数四层，总体高度小于25m。综合考虑到南京城市的发展水平、地理环境，以及办公楼的基本功能和规范要求，经过多种方案的对比，最终确定下来。采用钢筋混凝土框架结构，1.1平面设计建筑平面设计是表示建筑物在水平方向上的房屋各房间的组合关系。本办公楼根据使用性质分析，主要可以归纳为使用部分和交通联系部分。使用房间主要有一般办公室、专用办公室、会议室、文印室、会客室等部分。辅助房间主要有厕所、储藏室以及一些电气、水房等设备用房。交通联系部分主要有走廊、大厅、楼梯等部分。本办公楼为内廊式，为了方便员工的使用在建筑的中部有主楼梯，西端部设有辅助楼梯。整个建筑物共设两个入口，其中办公楼西端的入口是安全入口。本办公楼的设计能满足使用功能的要求，为员工的工作提供了良好的办公环境。1.2立面设计建筑物在满足使用功能的要求的同时，它的体型、立面、以及内外空间组合等，还会给人们在精神上的享受。在本设计中，南立面为临街立面，南立面设计是立面设计的主要的部分。本办公楼，由于采光要求高，人流出入多，立面上采用高大明快、成组排列的窗户和入口。本办公楼结构根据要求采用钢筋混凝土框架结构，立面上墙柱不外露，形成节奏明快的立面构图。1.3剖面设计根据有关规范要求，层高设计为3.3m，使办公室\n本科毕业设计说明书第120页共120页内部空间不至于显得局促狭隘，给人一种赏心悦目的感觉。电梯设备间位于顶层。为防止室外雨水流入室内并防止墙身受潮，将室内地面适当抬高，根据有关规范规定，并从使用方便的原则出发，设计中将室内外高差置为0.6m。2结构设计整个建筑采用现浇式钢筋混凝土框架结构，虽然现场施工时间较长，但是结构整体性好，有利于结构抗震。利墙体采用200mm厚空心砖填充墙，在电梯间，考虑到电梯垂直运动的动荷载，采用剪力墙结构。结构采用纵向框架承重体系，竖向荷载包括恒载和活载，都采用分层法进行内力分析。水平荷载，仅考虑水平地震荷载的作用，采用D值法和反弯点法进行内力分析。考虑不同情况下的内力组合后，得出最不利截面的控制内力，依此进行配筋计算。由于毕业设计时间有限，不可能对整个结构进行全面的计算，故仅取一个边部来进行受力计算及分析，画出内力图并进行构件的配筋计算。该框架结构的基础设计，按一般要求，独立基础即可以满足承载力要求，故该基础采用独立基础。以下部分对结构进行详细的内力分析和配筋计算。\n本科毕业设计说明书第120页共120页2.1楼盖板的设计2.1.1材料选用混凝土:楼层梁板均采用C30混凝土,方柱采用C30混凝土.钢筋:HRB335钢筋,fy=300KN/m2;HRB400钢筋,fy=360KN/m2;梁柱主受力筋采用RRB400钢筋,板主受力筋采用HRB335钢筋,梁柱箍筋及梁柱板的构造钢筋均采用HRB335钢筋,基础采用HRB335钢筋.2.1.2荷载标准值办公室:2.0KN/m2;会议室:2.0KN/m2;一般资料档案室:2.5KN/m2;储藏室:5.0KN/m2;厕所:2.0KN/m2;电梯机房:7.0KN/m2;走廊楼梯:2.5KN/m2;陈列室:3.5KN/m2;微机房:3.0KN/m2;不上人屋面:0.5KN/m2;2.1.3截面选取次梁:h≥1/15×l=1/15×5400=360,取400mm,b=(1/2-1/3.5)×h=200-114mm,取200mm;纵框架梁:h=(1/10-1/12)×l=(1/10-1/12)×7200=720-600mm,取600mm,b=(1/2-1/3)×h=300-200mm,取250mm;横框架梁:h=(1/10-1/12)×l=(1/10-1/12)×5400=540-450mm,取500mm,b=(1/2-1/3)×h=250-167mm,取250mm;四层会议室屋顶粱、板采用预应力结构主粱跨度13.2m,无粘结预应力结构h=(1/15-1/20)×l=880-660mm,取800mm,b=(1/2-1/3)×h=400-267mm,取350mm预应力板厚:h=(1/40-1/45)×l=(1/40-1/45)×7200=180-160mm,取180mm楼层板厚:l01/l02=1.5<2,按双向板计算.简支双向板h≥1/40×l=90mm.连续双向板h≥1/50×l=1/50×3600=72mm,取板厚90mm.走廊板厚:l01/l02=7200/2400=3,按单向板计算.板厚h≥1/30×l=1/30×\n本科毕业设计说明书第120页共120页2400=80mm.取板厚h=80mm.柱截面估计：办公楼一般楼面荷载取G为14KN/m2,层数n=4,每根柱承受楼面面积F=7.2×(5.4+2.4)/2=28.08KN/m2,fc=14.3KN/m2,三级抗震框架w=0.9,边柱=1.1,中柱=1.0。A＝a2＝取中柱=1.0，A＝137000mm2,a=370,取a=400mm;取边柱=1.1，A＝150700mm2,a=388,取a=400mm,统一取方形柱a为400mm.2.1.4.板的内力计算2.1.4.1板的结构布置如图2.1.4.2荷载计算：走廊：恒载：楼面面层水磨石地面（10面层20砂浆打底）0.65KN/m2板自重25×0.08=2.0KN/m2V型轻钢龙骨吊顶0.25KN/m22.9KN/m2活载:2.5KN/m2办公室:\n本科毕业设计说明书第120页共120页恒载：楼面面层水磨石地面（10面层20砂浆打底）0.65KN/m2板自重25×0.09=2.25KN/m2V型轻钢龙骨吊顶0.25KN/m23.15KN/m2活载:2.0KN/m2会议室,接待室:恒载：楼面面层硬木地板0.2KN/m2板自重25×0.09=2.25KN/m2V型轻钢龙骨吊顶0.25KN/m22.7KN/m2活载:2.0KN/m2展览厅:恒载：楼面面层水磨石地面（10面层20砂浆打底）0.65KN/m2板自重25×0.09=2.25KN/m2V型轻钢龙骨吊顶0.25KN/m23.15KN/m2活载:3.5KN/m2微机房:恒载：楼面面层水磨石地面（10面层20砂浆打底）0.65KN/m2板自重25×0.09=2.25KN/m2V型轻钢龙骨吊顶0.25KN/m2\n本科毕业设计说明书第120页共120页3.15KN/m2活载:3.0KN/m2电梯机房:恒载：楼面面层水磨石地面（10面层20砂浆打底）0.65KN/m2板自重25×0.09=2.25KN/m2V型轻钢龙骨吊顶0.25KN/m23.15KN/m2活载:7.0KN/m2卫生间:恒载:10厚沥青聚合物水泥防水20×0.01=0.2KN/m2小瓷砖地面0.55KN/m2板自重25×0.09=2.25KN/m2V型轻钢龙骨吊顶0.25KN/m23.25KN/m2活载:2.0KN/m22.1.4.3荷载组合:办公室:g+q=1.2×3.15+1.4×2.0=6.58KN/m2g+0.5q=1.2×3.15+0.5×1.4×2.0=5.18KN/m20.5q=0.5×1.4×2.0=1.4KN/m2接待室,会议室:g+q=1.2×2.7+1.4×2.0=6.04KN/m2g+0.5q=1.2×2.7+0.5×1.4×2.0=4.64KN/m20.5q=0.5×1.4×2.0=1.4KN/m2\n本科毕业设计说明书第120页共120页展览室:g+q=1.2×3.15+1.4×3.5=8.68KN/m2g+0.5q=1.2×3.15+0.5×1.4×3.5=6.23KN/m20.5q=0.5×1.4×3.5=2.45KN/m2微机房:g+q=1.2×3.15+1.4×3.0=7.98KN/m2g+0.5q=1.2×3.15+0.5×1.4×3.0=5.88KN/m20.5q=0.5×1.4×3.0=2.1KN/m2卫生间:g+q=1.2×3.25+1.4×2.0=6.7KN/m2g+0.5q=1.2×3.25+0.5×1.4×2.0=5.3KN/m20.5q=0.5×1.4×2.0=1.4KN/m23.1.4.4板的内力计算及配筋B1为单向板,B2、B3、B4、B5、B6、B7、B8、B9、B10、B11为双向板.a.单向板B1计算：l0=ln+b=2000+250=2250mm荷载设计值:1.2×2.9+1.4×2.5=6.98KN/m2.单向板按1m宽板带计算，考虑到板与两边梁整浇，取跨中弯矩:M=1/10（g+q）l02=1/10×6.98×2.252=3.53kN·mh0=h-20=80-20=60mm∴α==0.0750.069查表得：=0.072〈ξb=0.560故As===206mm2选φ8＠200As=251mm2\n本科毕业设计说明书第120页共120页分布钢筋选用φ6＠250支座处负弯筋按构造配φ8＠200,伸出粱边1n/4ρ===0.42%>ρmin=0.21%b.双向板计算1.计算跨度：内跨：l0=lc,lc为轴线间距离边跨：l0=ln+t/2+b/22.弯矩计算楼盖边梁对板的作用视为简支支座。跨中最大弯矩发生在活荷载为棋盘式布置时，它可以简化为当内支座为固支时g+q/2作用下的跨中弯矩值与内支座简支时±q/2作用下的跨中弯矩值两者之和。支座最大负弯矩可近似按活荷载满布求得，即内支座固支时g+q作用下的支座弯矩。弯矩计算以B2为例：L01=5.4+0.4-0.25=5.55mL01/L02=0.649计算板的跨中正弯矩，其中g+q/2作用查表1.11e；±q/2作用下查表1.11a；板的支座负弯矩按g+q作用下查表1.11e。m11=(0.0461+0.2×0.0151)×4.64×3.62+(0.0750+0.2×0.0271)×1.4×3.62=4.41kN·m/mm12=(0.0151+0.2×0.0461)×4.6×3.62=2.21kN·m/mm11’=-0.1045×6.04×3.62=-8.18kN·m/mm12’=-0.0777×6.04×3.62=-6.08kN·m/m其它的板计算类同B2，具体结果见表3.1：区格B22B33B44B55L01(m)3.63.63.63.6L02(m)5.555.555.555.55L01/L020.6490.6490.6490.649m1(kN·m/m)(0.0461+0.2×0.0151)×4.64(0.0368+0.2×0.0076)×5.18×(0.0461+0.2×0.0151)×5.18×(0.0368+0.2×0.0076)×4.64\n本科毕业设计说明书第120页共120页×3.62+(0.0750+0.2×0.0271)×1.4×3.62=4.413.62+(0.0750+0.2×0.0271)×1.4×3.62=4.033.62+(0.0750+0.2×0.0271)×1.4×3.62=4.76×3.62+(0.0750+0.2×0.0271)×1.4×3.62=3.76m2(kN·m/m)(0.0151+0.2×0.0461)×4.6×3.62+(0.0271+0.2×0.0750)×1.4×3.62=2.21(0.0076+0.2×0.0368)×5.18×3.62+(0.0271+0.2×0.0750)×1.4×3.62=1.77(0.0151+0.2×0.0461)×5.18×3.62+(0.0271+0.2×0.0750)×1.4×3.62=2.4(0.0076+0.2×0.0368)×4.64×3.62+(0.0271+0.2×0.0750)×1.4×3.621.66m’1(kN·m/m)-0.1045×6.04×3.62=-8.18-0.0796×6.58×3.62=-6.79-0.1045×6.58×3.62=-8.91-0.0796×6.04×3.62=-6.23m’2(kN·m/m)-0.0777×6.04×3.62=-6.08-0.0572×6.58×3.62=-4.88-0.0777×6.58×3.62=-6.63-0.0572×6.04×3.62=-4.48区格B6B7B8B9L01(m)3.63.63.62.5L02(m)5.555.555.552.975L01/L020.6490.6490.6490.84m1(kN·m/m)(0.0368+0.2×0.0076)×6.23×3.62+(0.0750+0.2×0.0271)×1.4×3.62=5.65(0.0368+0.2×0.0076)×5.63×3.62+(0.0750+0.2×0.0271)×1.4×3.62=4.09(0.0461+0.2×0.0151)×5.63×3.62+(0.0750+0.2×0.0271)×1.4×3.62=4.83(0.0329+0.2×0.0213)×6.98×2.52=1.62m2(kN·m/m)(0.0076+0.2×0.0368)×6.23×3.62+(0.0271+0.2×0.0750)×1.4×3.62=2.54(0.0076+0.2×0.0368)×5.63×3.62+(0.0271+0.2×0.0750)×1.4×3.62=1.79(0.0151+0.2×0.0461)×5.63×3.62+(0.0271+0.2×0.0750)×1.4×3.62=2.43(0.0213+0.2×0.0329)×6.98×2.52=1.22m’1(kN·m/m)-0.0796×8.68×3.62=-8.95-0.0796×6.7×3.62=-6.91-0.1045×6.7×3.62=-9.07-0.0840×6.98×2.52=3.66m’2(kN·m/m)-0.0572×8.68×3.62=-6.43-0.0572×6.7×3.62=-4.97-0.0777×6.7×3.62=-6.75-0.0736×6.98×2.52=3.21\n本科毕业设计说明书第120页共120页区格B10B113L01(m)2.9752.575L02(m)4.74.7L01/L020.630.55m1(kN·m/m)(0.0354+0.2×0.0087)×5.88×2.9752+(0.0078+0.2×0.026)×2.1×2.9752=3.48(0.0398+0.2×0.0042)×5.88×2.5752+(0.0892+0.2×0.0210)×2.1×2.5752=2.18m2(kN·m/m)(0.0087+0.2×0.0354)×5.88×2.9752+(0.026+0.2×0.0078)×2.1×2.9752=1.33(0.0042+0.2×0.0398)×5.88×2.9752+(0.021+0.2×0.0892)×2.1×2.9752=1.01m’1(kN·m/m)-0.0777×7.98×2.9752=5.49-0.0827×7.98×2.5752=-4.38m’2(kN·m/m)-0.0571×7.98×2.9752=-4.03-0.0570×7.98×2.5752=-3.023.截面设计截面有效高度:选钢筋为受力钢筋,则L01(短跨)方向跨中截面h01=h-20=90-20=70mm,L02(长跨)方向跨中截面h01=h-30=90-30=60mm支座截面处h01=h-20==90-20=70mm截面弯矩设计值:该板四周与梁整浇,故弯矩值按如下折减:①B3,B5,B6,B11板跨中截面与B3-B1,B4-B1,B5-B1,B6-B1,B7-B1,B11-B1,B11-B10,B11-B9,支座折减20%②B2,B4,B8,B9,B10板不予折减;计算配筋量时,取内力臂系数γs=0.90,As=\n本科毕业设计说明书第120页共120页表3.2：截面h0(mm)m(kN·m/m)As(mm2/m)配筋实有As(mm2/m)配筋率跨中B2l01方向704.41233φ8＠2002510.014l02方向602.21136φ6＠2001410.009B3l01方向604.03×0.8=3.22171φ6＠1501890.013l02方向701.77×0.8=1.4287φ6＠2001410.008B4l01方向704.76252φ8＠2002510.014l02方向602.4148φ6＠1501890.013B5l01方向703.76×0.8=3.01159φ6＠1501890.011l02方向601.66×0.8=1.3382φ6＠2001410.009B6l01方向705.65×0.8=4.52239φ8＠2002510.014l02方向602.54×0.8=2.03125φ6＠2001410.009B7l01方向704.09×0.8=3.27173φ6＠1501890.011l02方向601.79×0.8=1.4388φ6＠2001410.009B8l01方向704.93261φ8＠1902650.015l02方向602.43150φ6＠1501890.013B9l01方向701.6286φ6＠2001410.008l02方向601.2275φ6＠2001410.009B10l01方向702.08115φ6＠2001410.008l02方向601.0162φ6＠2001410.009\n本科毕业设计说明书第120页共120页B11l01方向703.48×0.8=2.78147φ6＠1501890.011l01方向601.33×0.8=1.0666φ6＠2001410.009支座B2-B3B3-B270-8.18433φ8＠1104570.02670-6.79B3-B370-6.79359φ8＠1303870.022B3-B4B4-B370-6.7970-8.91471φ8＠1005030.029B2-B5B5-B270-8.18433φ8＠1104570.02670-6.23B3-B5B5-B370-6.2370-6.79359φ8＠1303870.022B3-B6B6-B370-6.7970-8.95474φ8＠1005030.029B6-B670-8.95474φ8＠1005030.029B3-B7B7-B370-6.7970-6.91366φ8＠1303870.022B7-B8B8-B770-6.9170-9.07480φ8＠1005030.029B3-B10B10-B3B11-B370-4.03×0.8=3.2270-3.0270-6.79359φ8＠1303870.022B10-B11B11-B1070-4.3870-5.49×0.8=4.39232φ8＠1002510.014B9-B11B11-B970-3.66194φ6＠1301940.01170-4.03×0.8=3.22B2-B170-6.08322φ8＠1503350.019B3-B170-4.88×0.8=3.90207φ6＠1302180.012B4-B170-6.63×0.8=5.30281φ8＠1702960.017B5-B170-4.48×0.8=3.58190φ6＠1501890.011B6-B170-6.43×0.8=5.14272φ8＠1702960.017B7-B170-4.97×0.8=3.98210φ6＠1302180.012B8-B170-6.75357φ8＠1303870.022B9-B170-3.21170φ6＠1601770.010B11-B170-5.49×0.8=4.39232φ8＠2002510.0143.2楼盖的次粱设计3.2.1.基本材料:\n本科毕业设计说明书第120页共120页混凝土选用C30:fc=14.3N/mm2,ft=1.43N/mm2受力钢筋选用HRB400级，fy=360N/mm2,fyv=360N/mm2,箍筋选用HRB335级钢筋,fy=300N/mm2,fyv=300N/mm2,ξb=0.528,ρmin=0.20%梁截面尺寸:L1,L2,L3,L4,L5,L6,L7:h×b=400mm×200mmL8:h×b=500mm×200mm3.2.2计算过程：次粱与主粱连接处按简支粱考虑,隔墙采用蒸压加气混凝土砌块5.5KN/m2L1次梁：1.计算跨度：l01=5.4+0.4-0.25m2.荷载：次梁恒载：g1=1.2×0.2×0.4×25=2.4kN/m隔墙恒载：g3=1.2×(3.3-0.4)×5.5=3.83kN/m板传来:梯形荷载：q梯形=1.2×2.7×3.6×1/2+1.4×2.0×3.6×1/2=10.872kN/m支座反力：R左=R右=1/2[6.23×5.55+10.872×(5.55-1.8)]=37.67kN/m支座剪力：V=R-g×b/2=37.67-1/2×(10.872×1/1.8×0.25/2)×0.25/2-0.25/2×6.23=37.62kN/m跨中弯矩M中=37.67×5.55/2-10.872×2/3×(5.5-1.8×2/3)-1/2×10.872×(1.95/2)2-1/2×6.23×(5.55/2)2=59.83kN·m正截面跨中按第一类T形截面计算,属于倒L形：l0/6=917mm,b+Sn/2=200+3375/2=1888mm取b’f=917mm,h0=400-35=365mm\n本科毕业设计说明书第120页共120页αs===0.034查表得：ξ=0.035<ξb=0.528As===465mm2选3φ16As=603mm2ρ==603/(200×365)=0.83%>ρmin斜截面承载力计算：V=27.94kN3.验算尺寸：hw=h0 -h’f=365-90=275hw/b=275/200=1.38<40.25βcfcbh0=0.25×1.0×14.3×200×365=26098N=260.98kN>37.62kNV≤0.7ftbh0=0.7×1.43×200×365=73073N=73.03kN按构造配筋双肢箍φ8＠250ρmin=nAsv1/bs=2×50.3/200×250=0.201%>0.24ft/fyv=0.24×1.43/300=0.114%其它次梁的计算过程与L1相同，具体过程略，结果见表3.3：梁号项目L1L2L3L4L5L6L7L8计算跨度l0(m)5.555.555.555.555.555.554.705.55次梁恒载g1(kN/m)2.42.42.42.42.42.42.43.0隔墙恒载g2(kN/m)3.833.833.833.833.833.833.833.83\n本科毕业设计说明书第120页共120页总均布荷载g(kN/m)6.236.236.236.236.236.236.236.23梯形荷载10.8721.7423.6931.2523.6924.1222.1422.14支座反力37.6747.4361.7065.2551.0862.5152.6652.66支座剪力V=R-g/2×b（kN）37.6247.0460.8264.8150.6761.6352.3452.34跨中弯矩（kN·m）59.8381.22102.39112.787.66103.8393.36123.67b’917183318331833183318331567917αs=0.0340.0230.0290.0320.0250.0300.0310.044ξ0.0350.0240.0300.0330.0250.0300.0320.045As=465638797877664797727762配筋3φ162φ181φ164φ163φ202φ181φ162φ201φ184φ163φ18实配钢筋面积（mm2）603710804741710882804763ρ0.75%0.89%1.01%0.93%0.89%1.10%1.01%0.76%配箍筋φ8＠250φ8＠250φ8＠250φ8＠250φ8＠250φ8＠250φ8＠250φ8＠250配箍率0.20%0.20%0.20%0.20%0.20%0.20%0.20%0.20%板中的负钢筋及构造钢筋的配本楼盖采用分离式配筋，主要按以下原则：1．对双向板，角区格的板角负钢筋从支座边缘起长度为l0\n本科毕业设计说明书第120页共120页/4,非角区格边支座取l0/7，内支座取l0/4。1．对单向板，角区格的板角负钢筋从支座边缘起长度为l0/4,非角区格边支座取l0/7，内支座取l0/4。2．单向板分布筋致取φ6＠300。3．对单向板与双向板交接处，按双向板配置负钢筋。4．双向板按简支边简化的支座配置φ8＠200的构造钢筋。5．板上部钢筋伸入支座长度l=a-10,次梁为90mm和65mm，主梁为140mm下部钢筋伸入支座长度las≥5d=5×8=40mm,且≥a/2=75mm,取90mm.。3.3楼梯设计选择中间主楼梯进行设计,结构采用粱式楼梯进行设计材料:混凝土强度等级C30,板主钢筋HRB335钢筋,粱主钢筋HRB400钢筋建筑作法：水磨石梯面，钢筋混凝土梁板，20mm厚纸筋白灰抹顶活荷载：办公楼楼梯活荷载2.5kN/m2楼梯简图如下:3.3.1踏步板的计算取一个踏步板为计算单元1.荷载:\n本科毕业设计说明书第120页共120页恒载踏步面水磨石地板(0.3+0.15)×0.65=0.29KN/m踏步板(折算成平板)(0.15/2+0.04/×2)×0.3×25=0.9KN/m踏步板抹灰0.02×/2×0.3×17=0.11KN/mKN/m活载2.5×0.3=0.75KN/m荷载设计值:1.2×1.307+1.4×0.75=2.62KN/m2.内力短跨梯段板:梯段粱150mm×300mm板跨度(1850-2×150+150)=1700mm踏步板跨中弯矩:M=1/8×2.62×1.72=0.946kN·m踏步板折算高度:h=150/2+40××2=120mm,h0=120-20=100mm.∴α==0.022查表得：=0.022〈ξb=0.560故As===31.5mm2选2φ6As=57mm2长跨梯段板:板跨度3100-150=2950mm踏步板跨中弯矩:M=1/8×2.62×2.952=2.85kN·mh0=120-20=100mm.∴α==0.066查表得：=0.069〈ξb=0.560故As===99mm2\n本科毕业设计说明书第120页共120页选2φ10As=157mm23.3.1梯段粱计算主楼梯的边楼梯:1.荷载:恒载:踏步板传粱:1/2×2.62×1.85×1/0.3=8.08KN/m斜粱自重:1.2×(0.3-0.04)×0.15×25×/2=1.3KN/m梯段抹灰:1.2×(0.3-0.04)×2×0.02×17×/2=0.24KN/m栏杆:1.2×0.1=0.12KN/m9.74KN/m2.内力平台粱250mm×500mm,框架粱250mm×600mm楼梯粱跨度:3300+250=3550mm粱跨中弯矩:M=1/8×9.74×3.552=15.34kN·m支座剪力:V=1/2×9.74×3.55×2/=15.46KN正截面跨中按第一类T形截面计算,属于倒L形：l0/6=3250/6=541mm,b+Sn/2=150+1550/2=950mm取b’f=541mm,h0=300-35=265mmfcbfhf(h0-hf/2)=14.3×541×40×(265-0.5×40)=75.82kN·m>M,截面跨中按第一类T形截面计算α==0.0237查表得：=0.024b=0.560故As===136mm2选2φ12As=226mm2\n本科毕业设计说明书第120页共120页因0.7ftbh0=0.7×1.43×150×265=39.79KN>V按构造配箍筋,配φ6＠250主楼梯的中楼梯:1.荷载恒载:踏步板传粱:1/2×2.62×3.1×1/0.3=13.54KN/m斜粱自重:1.2×(0.3-0.04)×0.15×25×/2=1.3KN/m梯段抹灰:1.2×(0.3-0.04)×2×0.02×17×/2=0.24KN/m栏杆:1.2×0.1=0.12KN/m15.2KN/m2.楼梯粱跨度:3300+250=3550mm粱跨中弯矩:M=1/8×15.2×3.552=23.94kN·m支座剪力:V=1/2×15.2×3.55×2/=24.13KNbf=541mm,同上As=257mm2取2φ14As=308mm2箍筋,配φ6＠2503.3.3平台粱的计算:板厚:>2025/30=67.5mm,取70mm1.荷载平台板自重:（结构层、面层、抹灰)1.75+0.65+0.34=2.74KN/m梯段梁传来集中荷载：边梯梁传来：9.74×3.3/2=16.07KN/m中间梁传来:15.2×3.3/2=25.08KN/m梯段粱传来均布荷载:1.2×2.74×2.25/2+1.4×2.5×2.25/2=7.64KN平台粱自重:3.125KN/m抹灰:1.2×2×(0.5-0.07)×0.02×17=0.35KN/m均布荷载:11.12KN/m\n本科毕业设计说明书第120页共120页b.内力计算正截面跨中按第一类T形截面计算,属于倒L形：l0/6=7200/6=1200mm,b+Sn/2=250+2025/2=1263mm取b’f=1200mm,h0=500-35=465mmfcbfhf(h0-hf/2)=14.3×1200×70×(465-0.5×70)=516.52kN·m>M,截面跨中按第一类T形截面计算支座反力:V=11.12×3.6+16.07×2+25.08=97.25KNM中=97.25×3.6-16.07×3.425-16.07×1.725-25.08×1.575=227.87kN·mV=97.25-11.21×0.1=96.14KNα==0.061查表得：=0.061
MⅤ截面:=1*14.3×800×80*（365-80/2）=297440000N·mm=297.44KN·m>M故以上跨中均按第一类T形截面设计。第二层梁、第三及第四层及第五层梁计算略见表b.框架梁斜截面设计：(1).剪压比限制：框架梁跨高比：5.4/0.5=10.8>2.5；2.4/0.5=4.8>2.5故：V≤（0.20fcbh0）0.20fcbh0=0.2×14.3×250×465=332475N=484.77KN>γREV0.20fcbh0=0.2×14.3×250×365=260975N=260.98KN>γREV满足要求。(2).为防止梁弯曲屈服发生在剪切破坏前,按“强剪弱弯”原则调整梁截面剪力：V=其中，ηvb—梁端剪力增大系数，三级框架取1.1ln—梁的净跨，lnAB=5.4m；lnBC=2.4m；VGb—梁在重力荷载值作用下，按简支梁分析的梁端截截面剪力设计值：VGb=1.2(q恒+0.5q活)×ln/2；\n本科毕业设计说明书第120页共120页Mbl,Mbr,为梁左、右端顺时针方向或反时针方向截面组合的弯矩值第一层梁：AB跨：顺时针方向：Mbl=119.69KN·mMbr=-166.09KN·m逆时针方向：Mbl=-212.85KN·mMbr=52.78KN·mBC跨：顺时针方向：Mbl=102.68KN·mMbr=-108.98KN·m逆时针方向：Mbl=-144.14KN·mMbr=137.84KN·mCD跨：顺时针方向：Mbl=64.66KN·mMbr=-202.78KN·m逆时针方向：Mbl=-154.21KN·mMbr=129.76KN·m计算中Mbl+Mbr取顺时针或逆时针方向较大者AB跨：Mbl+Mbr=119.69+166.090=285.78KN·mVA=1.2×(43.73+0.5×19.93)=64.43KN·mV8=1.2×(45.28+0.5×20.48)=66.62KN·mBC跨：Mbl+Mbr=144.14+108.98=253.12KN·mVB=1.2×(4.43+0.5×1.52)=6.23KN·mVC=1.2×(1.57+0.5×1.52)=0.97KN·mCD跨：Mbl+Mbr=154.21+129.76=283.97KN·mVC=1.2×(42.95+0.5×16.10)=61.20KN·mVD=1.2×(40.7+0.5×15.71)=58.27KN·mVA右=1.1×285.78/5.4+64.63=122.64KNVB左=1.1×285.78/5.4+66.62=124.83KNVB右=1.1×253.13/2.4+6.23=122.24KNVC左=1.1253.13/2.4+0.97=116.98KNVC右=1.1×283.97/5.4+61.20=119.05KNVD左=1.1×283.97/5.4+58.27=116.12KN(3).梁斜截面受剪承载力验算①.验算梁截面尺寸：hw/b=465/250=1.86<40.25fcbh0=0.25×14.3×250×465=415.59KN>V\n本科毕业设计说明书第120页共120页hw/b=365/250=1.46<40.25fcbh0=0.25×14.3×250×365=326.22KN>V②.箍筋配置考虑反复荷载作用下混凝土强度有所降低，乘以0.8的系数，验算表达式如下：Vb≤(0.42ftbh0+1.25fyvAsvh0/s)/γRE第一层梁：γREVA右=0.85×122.64=104.24KNγREVB左=0.85×124.83=106.11KNγREVB右=0.85×122.24=103.90KNγREVC左=0.85×116.98=99.43KNγREVC右=0.85×19.05=101.19KNγREVD左=0.85×116.12=98.70KN由于剪力较小，按构造配Φ8@200则0.42ftbh0+1.25fyvAsvh0/s=0.42×1.43×250×465+1.25×300×50.3×2×465/150=157.53KN>V0.42ftbh0+1.25fyvAsvh0/s=0.42×1.43×250×365+1.25×300×50.3×2×365/200=123.65KN>V所以斜截面只需按构造配置Φ8@200；第二、三及四层梁剪力更小，所以也按构造配Φ8@200。配箍率：=2*50.3/（250*200）=0.201%>=0.28×1.43/300=0.133%③.梁端箍筋加密区计算梁端箍筋最小加密区长度：边跨：max(1.5h,500mm)=max(1.5*500，500)=750mm中跨：max(1.5h,500mm)=max(1.5*400，500)=600mm箍筋间距：min(8d,1/4h,150)=(8×16,1/4×500,150)=125mmmin(8d,1/4h,150)=(8×16,1/4×400,150)=100mm所以在边跨梁端750mm范围内配Φ8@100箍筋，在中跨梁端600mm内配Φ8@100箍筋。梁配筋如表3.11：\n本科毕业设计说明书第120页共120页二层楼面梁截面ⅠⅠⅡⅢⅢⅣⅣⅤⅥⅥⅦⅦⅧⅨⅨM(KN•m）-159.6495.672.87-124.5746.67-108.1179.6-19.26-103.3894.67-115.6654.0951.17-152.09101.89b250180018002501800250800250250800250180018002501800h0465465465465465365365365365365465465465465465V98.1798.17100.03100.0393.4793.4788.2588.2595.4195.4192.9292.92b*v/2(KN•m)14.7314.7315.0015.0014.0214.0213.2413.2414.3114.3113.9413.94M0=M-bv/2-144.9180.8772.87-109.5731.67-94.0965.58-19.26-90.1481.43-101.3539.7851.17-138.1587.95αs=0.1870.0150.0130.1420.0060.1980.0430.0400.1890.0530.1310.0070.0090.1790.016ζ=1-sqrt(1-2αs)0.2090.0150.0130.1540.0060.2220.0440.0410.2120.0550.1410.0070.0090.1980.016As=967487438709190806510150767637651238307916530选筋3φ20 2φ182φ183φ182φ183φ20 2φ183φ183φ183φ183φ182φ182φ183φ202φ18实配面积941509509763509941509763763763763509509941509ρ%0.56%0.56%0.56%0.45%0.56%0.56%0.30%0.55%0.55%0.45%0.55%0.56%0.56%0.56%0.56%ρmin0.25%0.20%0.20%0.25%0.20%0.25%0.20%0.20%0.25%0.20%0.25%0.20%0.20%0.25%0.20%\n本科毕业设计说明书第120页共120页三层楼面梁截面ⅠⅠⅡⅢⅢⅣⅣⅤⅥⅥⅦⅦⅧⅨⅨM(KN•m）-136.5461.5970.61-109.225.39-84.8960.61-16.72-80.8463.98-100.1233.0447.78-128.1968.55b250180018002501800250800250250800250180018002501800h0465465465465465365365365365365465465465465465V90.8390.8391.4591.4572.6572.6568.7968.7980.0680.0685.3685.36b*v/2(KN•m)18.1718.1718.2918.2914.5314.5313.7613.7616.0116.0117.0717.07M0=M-bv/2-118.3743.4270.61-90.917.10-70.3646.08-16.72-67.0850.22-84.1117.0347.78-111.1251.48αs=0.1530.0080.0130.1180.0010.1480.0300.0350.1410.0330.1090.0030.0090.1440.009ζ=1-sqrt(1-2αs)0.1670.0080.0130.1250.0010.1610.0310.0360.1520.0340.1150.0030.0090.1560.009As=77226042557942582356130553389533102287720309选筋3φ203φ163φ163φ183φ163φ182φ182φ182φ202φ182φ202φ182φ183φ202φ18实配面积941603603763603763509509628509628509509941509ρ%0.56%0.36%0.36%0.55%0.36%0.55%0.36%0.36%0.45%0.36%0.37%0.36%0.36%0.56%0.36%ρmin0.25%0.20%0.20%0.25%0.20%0.25%0.20%0.20%0.25%0.20%0.25%0.20%0.20%0.25%0.20%\n本科毕业设计说明书第120页共120页四层楼面梁截面ⅠⅠⅡⅢⅢⅣⅣⅤⅥⅥⅦⅦⅧⅨⅨM(KN•m）-104.5128.5371.01-90.144.57-62.8737.47-16.21-57.1642.23-78.2614.4841.91-94.2972.38b250180018002501800250800250250800250180018002501800h0465465465465465365365365365365465465465465465V89.2889.2899.2299.2213.913.913.2213.2248.1348.134646b*v/2(KN•m)13.3913.3914.8814.882.092.091.981.987.227.226.906.90M0=M-bv/2-91.1215.1471.01-75.26-10.31-60.7935.38-16.21-55.1840.25-71.047.2641.91-87.3965.48αs=0.1180.0030.0130.0970.0020.1280.0230.0340.1160.0260.0920.0010.0080.1130.012ζ=1-sqrt(1-2αs)0.1260.0030.0130.1030.0020.1370.0230.0350.1230.0270.0970.0010.0080.1200.012As=581914274746249727212644831044643251555393选筋3φ182φ182φ182φ182φ183φ182φ182φ182φ182φ182φ182φ182φ183φ182φ18实配面积763509509509509763509509509509509509509763509ρ%0.55%0.44%0.44%0.44%0.44%0.55%0.56%0.56%0.56%0.56%0.44%0.44%0.44%0.55%0.44%ρmin0.25%0.20%0.20%0.25%0.20%0.25%0.20%0.20%0.25%0.20%0.25%0.20%0.20%0.25%0.20%\n本科毕业设计说明书第120页共120页四层顶梁截面ⅠⅠⅡⅢⅢⅣⅣⅤⅥⅥⅦⅦⅧⅨⅨM(KN•m）-77.78099.26-90.330-36.99.02-19.85-27.459.93-37.15036.17-42.5712.71b250180018002501800250800250250250250180018002501800h0465465465465465365365365365365465465465465465V89.2889.2899.2299.2213.913.913.2213.2248.1348.134646b*v/2(KN•m)13.3913.3914.8814.882.092.091.981.987.227.226.906.90M0=M-bv/2-64.39-13.3999.26-75.45-14.88-34.826.93-19.35-25.477.95-29.93-7.2236.17-35.675.81αs=0.0830.0020.0180.0980.0030.0730.0050.0410.0530.0170.0390.0010.0060.0460.001ζ=1-sqrt(1-2αs)0.0870.0020.0180.1030.0030.0760.0050.0410.0550.0170.0390.0010.0070.0470.001As=402805984758927553150199611824321721835选筋2φ182φ163φ162φ182φ162φ162φ162φ162φ162φ162φ162φ162φ162φ162φ16实配面积509402603509402402402402402402402402402402402ρ%0.44%0.35%0.36%0.44%0.35%0.44%0.44%0.44%0.44%0.35%0.35%0.35%0.35%0.35%0.35%ρmin0.25%0.20%0.20%0.25%0.20%0.25%0.20%0.25%0.25%0.20%0.25%0.20%0.20%0.25%0.20%\n本科毕业设计说明书第120页共120页机房顶梁截面ⅠⅠⅡⅢⅢM(KN•m）-28.731.6318.03-27.462.69b250900900250900h0465465465465465V28.5928.5929.4129.41b'*v/2(KN•m)5.725.725.885.88M0=M-bv/2-34.45-4.0918.03-33.34-3.19αs=0.0450.0010.0060.0430.001ζ=1-sqrt(1-2αs)0.0460.0010.0070.0440.001As=2112410820419选筋2φ162φ162φ162φ162φ16实配面积402402402402402ρ%0.35%0.35%0.35%0.35%0.35%ρmin0.25%0.20%0.20%0.25%0.20%\n本科毕业设计说明书第120页共120页梁斜截面配筋表3.12：第五层梁斜截面计算第五层梁斜截面计算截面AB跨AB跨BC跨CD跨支座A右支座B左支座A右支座B左支座B右支座C左支座C右支座D左VGb32.8333.6178.7791.9434.3833.4255.3152.84调整后剪力V27.9128.5766.9578.1529.2228.4147.0144.91b×h0250*500250*500250*465250*465250*365250*365250*465250*465V'=0.25fcbh0415.59415.59415.59415.59326.22326.22415.59415.59V'>或VV'>VV'>VV'>VV'>VV'>VV'>VV'>VV"=0.7βftbh0116.37116.37116.37116.3791.3491.34116.37116.37V">或VV">VV">VV">VV">VV">VV">VV">V选筋HRB335Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150ρ=nAsv/（bs）0.270.270.270.270.270.270.270.27ρmin0.110.110.110.110.110.110.110.11ρ>或<ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρmin第三层梁斜截面计算第三层梁斜截面计算截面AB跨BC跨CD跨AB跨BC跨CD跨支座A右支座B左支座B右支座C左支座C右支座D左支座A右支座B左支座B右支座C左支座C右支座D左VGb100.31101.3873.2669.6690.5288.76112.10112.8395.9191.37107.45105.44调整后剪力V85.2686.1762.2759.2176.9475.4495.2995.9181.5277.6691.3389.62b×h0250*465250*465250*365250*365250*465250*465250*465250*465250*365250*365250*465250*465V'=0.25fcbh0415.59415.59326.22326.22415.59415.59415.59415.59326.22326.22415.59415.59V'>或VV'>VV'>VV'>VV'>VV'>VV'>VV'>VV'>VV'>VV'>VV'>VV"=0.7βftbh0116.37116.3791.3491.34116.37116.37116.37116.3791.3491.34116.37116.37V">或VV">VV">VV">VV">VV">VV">VV">VV">VV">VV">VV">V选筋HRB335Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150ρ=nAsv/（bs）0.270.270.270.270.270.270.270.270.270.270.270.27ρmin0.110.110.110.110.110.110.110.110.110.110.110.11ρ>或<ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρmin\n本科毕业设计说明书第120页共120页截面AB跨BC跨CD跨支座A右支座B左支座B右支座C左支座C右支座D左VGb122.64124.83122.24116.98119.05116.12调整后剪力V104.24106.11103.9099.43101.1998.70b×h0250*465250*465250*365250*365250*465250*465V'=0.25fcbh0415.59415.59326.22326.22415.59415.59V'>或VV'>VV'>VV'>VV'>VV'>VV"=0.7βftbh0116.37116.3791.3491.34116.37116.37V">或VV">VV"VV">V选筋HRB335Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150ρ=nAsv/（bs）0.270.270.270.270.270.27ρmin0.110.110.110.110.110.11ρ>或<ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρmin\n本科毕业设计说明书第120页共120页3.4.3.4.2柱截面设计混凝土强度等级C30（fc=14.3KN/mm2）,纵筋HRB400（fy=360KN/mm2）,箍筋HRB335（fy=300KN/mm2）a.A柱载面承载力计算(1)轴压比验算：底层柱最大轴压力为N1底=1004.0KNμc=N/Afc=1004.0×1000/(400×400×14.3)=0.44<0.9则A柱各层柱截面均满足轴压比限值的要求。(2)柱正截面承载力计算按“强柱弱梁”原则复核柱的配筋除顶层和轴压比小于0.15者，弯矩设计值应符合下式：三级框架：∑M c≥1.1∑M b∑M c—节点上、下柱端顺时针或反时针方向截面组合的弯矩设计值之和∑M b—节点左、右梁端顺时针或反时针方向截面组合的弯矩设计值之和第一层梁与A柱节点梁端弯矩值由内力组合表得：∑M b：左震：119.69KN·m右震：212.85KN·m取∑M b=212.85KN·m第一层梁与A柱节点柱端弯矩值由内力组合表得：∑M c左震：112.28+36.24=148.52KN·m右震：108.04+75.99=184.27KN·m取∑M c=184.27KN·m∑M c=184.27<1.1∑M b=1.1×212.85=234.14KN·m故取∑M c’=234.14KN·m将∑M c与∑M c’的差值按柱的弹性分析弯矩之比分配给节点上下柱端△M 2底=108.04/184.27×（234.14-184.27）=29.24KN·m△M 1顶=75.99/184.27×（234.14-184.27）=20.57KN·mM 2底=108.04+29.24=137.28KN·m\n本科毕业设计说明书第120页共120页M 1顶=75.99+20.57=96.56KN·m二层仍按一层进行调整,三层与四层不需调整.柱截面采用对称配筋，具体计算见下表其中：e0=M/Nea=h/30≥20mmei=e0+eaξ1=0.2+2.7ei/h0≤1ξ2=1.15-0.01l0/h≤1，当l0/h≤15时，取ξ2=1.0η=e=ηei+0.5h-as(大偏心受压)（小偏心受压）As=As’=(大偏心受压)As=As’=（小偏心受压）e0—轴向力对截面形心的偏心距ea—附加偏心距ei—初始偏心距ξ1—偏心受压构件的截面曲率修正系数ξ2—考虑构件长细比对截面曲率的影响系数η—偏心距增大系数—轴心作用点到受拉钢筋合力点的距离\n本科毕业设计说明书第120页共120页ξ—混凝土相对受压区高度As、As’—受拉、受压钢筋面积(3)柱斜截面承载能力计算计算高度l0对底层柱取1.0H，其余各层柱段取1.25H。(a)剪压比的限制剪跨比：λ=Hn/2h0=3800/2/365=5.21>3.0,取3.0λ=Hn/2h0=2700/2/365=3.70>3.0,取3.0V≤（0.20fcbh0）0.20fcbh0=0.2×14.3×400×365=417560N=417.56KN>γREV满足要求。(b)按“强剪弱弯”的原则调整柱的截面剪力V==1.1其中Hn—柱的净高；Mcu,Mcl—分别为柱上、下端顺时针方向或反时针方向截面组合的弯矩设计值，取调整后的数值。一层柱：V=1.1×(89.82+120.22)/3.8=60.80KN二层柱：V=1.1×(83.09+86.43)/2.7=69.06KN三层柱：V=1.1×(69.72+69.4)/2.7=56.68KN四层柱：V=1.1×(54.9+48.52)/2.7=42.13KN五层柱：V=1.1×(33.28+32.05)/2.4=29.94KN(c).斜截面受剪承载力验算\n本科毕业设计说明书第120页共120页底层柱：N=1004.0KN>0.3fcbchc=0.3×14.3×400×400=686400N=686.4KN取N=686.64KN+0.56N=1.05/4×1.43×400×365+0.56×686400=439189N=439.19KN>60.80KN所以非加密区只需按构造配置箍筋φ8@200。加密区加密范围柱端：l=max(400,3800/6,500),取650mm；柱底：l>3800/3,取1300mm加密区箍筋选φ8@100，体积配箍率ρv=λvfc/fyv=0.07*14.3/210=0.48%>0.4%满足要求。二层,三层,四层：计算同上非加密区只需按构造配置箍筋φ8@200。加密区加密范围柱端：l=max(400,2700/6,500),取500mm；加密区箍筋选φ8@100，体积配箍率ρv=λvfc/fyv=0.06*14.3/210=0.41%>0.4%满足要求。\n本科毕业设计说明书第120页共120页表3.13：截面M1底M1顶M2底M2顶M3底M(KN·m)11.09105.6922.1689.8244.5328.9939.4983.0939.5819.24N(KN)1004776.64982.87759.73753.51560.6737.67547.93529.01381.34l0(mm)4400440044004400412541254125412541254125b(mm)400400400400400400400400400400h0(mm)365365365365365365365365365365e0(mm)111362311859525415275500.3h0(mm)109.5109.5109.5109.5109.5109.5109.5109.5109.5109.5ea(mm)20202020202020202020ei(mm)31156431387972741729570l0/h11.011.011.011.010.310.310.310.310.310.3A柱ξ１0.431.000.511.000.790.730.741.000.900.72ξ２1111111111η1.4371.2021.3821.2281.2751.2821.2811.1621.2641.284ηei(mm)44.6187.658.8169.8100.992.094.2199.4119.890.4e209.6352.6223.8334.8265.9257.0259.2364.4284.8255.4ξ(ξb=0.528)0.4810.3720.4710.3640.3610.2690.3530.2620.2530.183x175.5135.8171.8132.8131.798.0129.095.892.566.7偏心性质大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心e'-120.422.6-106.24.8-64.1-73.0-70.834.4-45.2-74.6000000000000000000000000000x<2asAS＝AS＇-572363-458231-211-279-257218-151-12AS＝AS＇＊1.25-715454-572289-264-348-321272-189-15选筋3φ162φ162φ16实配面积（mm2)603402402ρ%（总配筋率）0.95%0.95%0.83%0.83%0.83%ρmin%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%\n本科毕业设计说明书第120页共120页\n本科毕业设计说明书第120页共120页截面M3顶M4底M4顶M5底M5顶M(KN·m)39.9569.7239.5848.5245.2454.938.0116.7427.1533.28N(KN)514.39368.84290.64178.06273.48197.2395.367279.1660.48l0(mm)4125412541254125412541253750375037503750b(mm)400400400400400400400400400400h0(mm)365365365365365365365365365365e0(mm)781891362721652783992333435500.3h0(mm)109.5109.5109.5109.5109.5109.5109.5109.5109.5109.5ea(mm)20202020202020202020ei(mm)98209156292185298419253363570l0/h10.310.310.310.310.310.39.49.49.49.4A柱ξ１0.921.001.001.001.001.001.001.001.001.00ξ２1111111111η1.2621.1331.1781.0951.1501.0931.0551.0911.0631.040ηei(mm)123.2236.8183.9320.2213.1326.1441.5275.4385.9593.2e288.2401.8348.9485.2378.1491.1606.5440.4550.9758.2ξ(ξb=0.528)0.2460.1770.1390.0850.1310.0940.0460.0340.0380.029x89.964.550.831.147.834.516.712.613.810.6偏心性质大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心e'-41.871.818.9155.248.1161.1276.5110.4220.9428.2000x<2asx<2asx<2asx<2asx<2asx<2asx<2asx<2asx<2asＡＳ＝ＡＳ＇-13842663187488165076ＡＳ＝ＡＳ＇＊１．２５-172538792393111196394选筋2φ162φ162φ162φ162φ162φ162φ162φ162φ16实配面积（mm2)402402402402402402402402402ρ%（总配筋率）0.83%0.83%0.83%0.83%0.83%ρmin%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%\n本科毕业设计说明书第120页共120页截面M1底M1顶M2底M2顶M3底M(KN·m)7.92133.0415.8294.6629.64100.2227.8264.2628.2379.95N(KN)1356.03980.741334.91963.851042.33732.551026.5719.88720.6488.92l0(mm)4400440044004400412541254125412541254125b(mm)400400400400400400400400400400h0(mm)365365365365365365365365365365e0(mm)61361298281372789391640.3h0(mm)109.5109.5109.5109.5109.5109.5109.5109.5109.5109.5ea(mm)20202020202020202020ei(mm)2615632118481574710959184l0/h11.011.011.011.010.310.310.310.310.310.3B柱ξ１0.391.000.441.000.561.000.551.000.641.00ξ２1111111111η1.4781.2031.4311.2671.3201.1771.3231.2541.2991.151ηei(mm)38.2187.245.6149.863.9184.562.3137.076.9211.3e203.2352.2210.6314.8228.9349.5227.3302.0241.9376.3ξ(ξb=0.528)0.6500.4700.6390.4620.4990.3510.4920.3450.3450.234x237.1171.5233.4168.5182.2128.1179.5125.9126.085.5偏心性质小偏心大偏心小偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心e'-126.822.2-119.4-15.2-101.119.5######-28.0-88.146.3000000000000000000000000000000ＡＳ＝ＡＳ＇111602111276-395299-4140-365222ＡＳ＝ＡＳ＇＊１．２５139753139345-493374-518-1-456278选筋3φ203φ203φ183φ183φ18实配面积（mm2)941941763763763ρ%（总配筋率）1.17%1.17%0.95%0.95%0.95%ρmin%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%\n本科毕业设计说明书第120页共120页截面M3顶M4底M4顶M5底M5顶M(KN·m)28.0145.5229.3753.6229.7918.6228.1525.6720.9129.02N(KN)704.76476.25384.3261.56368.46248.8896.1972.2879.9749.73l0(mm)4125412541254125412541253750375037503750b(mm)400400400400400400400400400400h0(mm)365365365365365365365365365365e0(mm)40967620581752933552615840.3h0(mm)109.5109.5109.5109.5109.5109.5109.5109.5109.5109.5ea(mm)20202020202020202020ei(mm)601169622510195313375281604l0/h10.310.310.310.310.310.39.49.49.49.4B柱ξ１0.641.000.911.000.950.901.001.001.001.00ξ２1111111111η1.2981.2401.2631.1231.2601.2641.0731.0611.0811.038ηei(mm)77.5143.3121.7252.7127.1119.8335.6398.1304.4626.5e242.5308.3286.7417.7292.1284.8500.6563.1469.4791.5ξ(ξb=0.528)0.3380.2280.1840.1250.1760.1190.0460.0350.0380.024x123.283.367.245.764.443.516.812.614.08.7偏心性质大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心e'-87.5-21.7-43.387.7-37.9-45.2170.6233.1139.4461.5000000x<2asx<2asx<2asx<2asx<2asx<2asx<2asx<2asＡＳ＝ＡＳ＇-361-60-1140-10-740502558ＡＳ＝ＡＳ＇＊１．２５-451-75-1349-12-951633172选筋3φ183φ183φ183φ183φ18实配面积（mm2)763763763763763ρ%（总配筋率）0.95%0.95%0.95%0.95%0.95%ρmin%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%\n本科毕业设计说明书第120页共120页截面M1底M1顶M2底M2顶M3底M(KN·m)6.48123.7212.95113.323.8665.8222.1496.0122.0748.21N(KN)1201.23904.281177.47887.38887.72653.82869.9641.15569.94411.42l0(mm)4400440044004400412541254125412541254125b(mm)400400400400400400400400400400h0(mm)365365365365365365365365365365e0(mm)5137111282710125150391170.3h0(mm)109.5109.5109.5109.5109.5109.5109.5109.5109.5109.5ea(mm)20202020202020202020ei(mm)2515731148471214517059137l0/h11.011.011.011.010.310.310.310.310.310.3C柱ξ１0.391.000.431.000.551.000.541.000.631.00ξ２1111111111η1.4821.2011.4371.2141.3231.2301.3271.1631.3001.202ηei(mm)37.6188.444.5179.262.0148.460.3197.576.3164.9e202.6353.4209.5344.2227.0313.4225.3362.5241.3329.9ξ(ξb=0.528)0.5750.4330.5640.4250.4250.3130.4170.3070.2730.197x210.0158.1205.9155.1155.2114.3152.1112.199.671.9偏心性质小偏心大偏心小偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心e'-127.423.4-120.514.2-103.0-16.6######32.5-88.7-0.1000000000000000000000000000000ＡＳ＝ＡＳ＇111513111424-45131-466289-3543ＡＳ＝ＡＳ＇＊１．２５139641139530-56438-583361-4434选筋3φ203φ203φ183φ183φ18实配面积（mm2)941941763763763ρ%（总配筋率）1.17%1.17%0.95%0.95%0.95%ρmin%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%\n本科毕业设计说明书第120页共120页截面M3顶M4底M4顶M(KN·m)21.977.0220.2622.5520.849.97N(KN)552.12398.75206.36143.65180.54130.97l0(mm)412541254125412541254125b(mm)400400400400400400h0(mm)365365365365365365e0(mm)40193981571153820.3h0(mm)109.5109.5109.5109.5109.5109.5ea(mm)202020202020ei(mm)60213118177135402l0/h10.310.310.310.310.310.3C柱ξ１0.641.001.001.001.001.00ξ２111111η1.2981.1301.2351.1571.2051.069ηei(mm)77.4240.9145.9204.7162.9429.3e242.4405.9310.9369.7327.9594.3ξ(ξb=0.528)0.2640.1910.0990.0690.0860.063x96.569.736.125.131.622.9偏心性质大偏心大偏心大偏心大偏心大偏心大偏心e'-87.675.9-19.139.7-2.1264.3000x<2asx<2asx<2asx<2asx<2asＡＳ＝ＡＳ＇-34549-380111ＡＳ＝ＡＳ＇＊１．２５-43261-490139选筋3φ183φ183φ18实配面积（mm2)763763763ρ%（总配筋率）0.95%0.95%0.95%ρmin%0.70%0.70%0.70%0.70%0.70%0.70%\n本科毕业设计说明书第120页共120页截面M1底M1顶M2底M2顶M3底M(KN·m)6.63117.3213.2466.5829.7877.3926.2840.5126.1461.46N(KN)923.95726.36900.09709.47669.49513.15651.67500.48410.23307.57l0(mm)4400440044004400412541254125412541254125b(mm)400400400400400400400400400400h0(mm)365365365365365365365365365365e0(mm)71621594441514081642000.3h0(mm)109.5109.5109.5109.5109.5109.5109.5109.5109.5109.5ea(mm)20202020202020202020ei(mm)2718235114641716010184220l0/h11.011.011.011.010.310.310.310.310.310.3D柱ξ１0.401.000.461.000.681.000.650.950.821.00ξ２1111111111η1.4661.1741.4151.2771.2911.1621.2971.2601.2711.126ηei(mm)39.8213.149.1145.483.3198.578.2127.2106.4247.6e204.8378.1214.1310.4248.3363.5243.2292.2271.4412.6ξ(ξb=0.528)0.4430.3480.4310.3400.3210.2460.3120.2400.1960.147x161.5127.0157.4124.0117.089.7113.987.571.753.8偏心性质大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心e'-125.248.1-115.9-19.6-81.733.5-86.8-37.8-58.682.6000000000000000000000000000x<2asＡＳ＝ＡＳ＇-618468-54744-328187-355-122-19943ＡＳ＝ＡＳ＇＊１．２５-772585-68455-410234-444-153-24953选筋3φ183φ183φ１６3φ１６3φ１６实配面积（mm2)763763603603603ρ%（总配筋率）0.95%0.95%0.83%0.83%0.83%ρmin%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%\n本科毕业设计说明书第120页共120页\n本科毕业设计说明书第120页共120页截面M3顶M4底M4顶M(KN·m)26.0227.1824.0339.125.4745.4N(KN)391.41295.41172.72127.71154.998.37l0(mm)412541254125412541254125b(mm)400400400400400400h0(mm)365365365365365365e0(mm)66921393061644620.3h0(mm)109.5109.5109.5109.5109.5109.5ea(mm)202020202020ei(mm)86112159326184482l0/h10.310.310.310.310.310.3D柱ξ１0.841.001.001.001.001.00ξ２111111η1.2691.2481.1741.0851.1501.058ηei(mm)109.8139.7186.9353.9212.2509.2e274.8304.7351.9518.9377.2674.2ξ(ξb=0.528)0.1870.1410.0830.0610.0740.047x68.451.630.222.327.117.2偏心性质大偏心大偏心大偏心大偏心大偏心大偏心e'-55.2-25.321.9188.947.2344.2x<2asx<2asx<2asx<2asx<2asx<2asＡＳ＝ＡＳ＇-12-646210132ＡＳ＝ＡＳ＇＊１．２５-15-767813164选筋3φ１６3φ１６3φ１６3φ１６实配面积（mm2)603603603ρ%（总配筋率）0.83%0.83%0.83%ρmin%\n本科毕业设计说明书第120页共120页3.4.4纵向框架计算3.4.4.1水平地震力作用下框架的侧移验算a.横梁线刚度考虑现浇板对梁刚度的有利影响,对边框架梁取I=1.2I0,对中框架梁取貌I=1.5I0表3.14：部位断面b×h(m×m)跨度L’(m)矩形截面I0(10-3m4)边跨梁中跨梁Ib=1.5I0(10-3m4)ib=(104kN·m)Ib=2I0(10-3m4)ib=(104kN·m)边框楼层梁0.25×0.67.24.56.752.81中框楼层梁0.25×0.67.24.59.03.75注:强度等级C30的混凝土弹性模量,Ec=3.0×104N/mm2=30×106kn/mm2b.柱的刚度Ic＝bh3/12=0.404/12=2.13×10-3m4顶层机房ic＝EcIc/h=30×106×2.13×10-3/3.0=2.13×104kNm一般楼层ic＝EcIc/h=30×106×2.13×10-3/3.3=1.94×104kNm四层大会议室ic＝EcIc/h=30×106×2.13×10-3/4.2=1.52×104kNm底层ic＝EcIc/h=30×106×2.13×10-3/4.4=1.45×104kNm柱的侧移刚度计算结果列于表3.15：\n本科毕业设计说明书第120页共120页层次层高（m）柱号柱根数(kN·m)(1/m2)D=αic·12/h2104(kN·m)53.012222.282.670.530.572.13×1041.331.501.6144.21234568471711.851.231.450.961.931.450.480.380.420.330.490.421.520.680.500.390.90.71.050.93.31.941.1033.312341511511.450.961.931.450.420.330.490.421.941.100.90.71.050.933.312341511511.450.961.931.450.420.330.490.421.941.100.90.71.050.914.412341511511.941.292.591.940.620.540.670.621.45×1040.620.560.490.600.56c.纵向框架自振周期计算假想顶点位移法,顶部机房结构与荷载较小,和四层重作为一层表3.16：层次Gi(KN)(KN)(104KN/m)Ui-ui-1=ui(m)\n本科毕业设计说明书第120页共120页44592.494592.4923.920.01920.212935100.249692.7330.550.03170.193725488.5315181.4630.550.04970.162015537.0420718.318.450.11230.1123结构基本自振周期,考虑填充墙影响的折减系数α0=0.6T1=1.7×α0×=1.7×0.6×=0.47sd.多遇地震作用计算南京地区设防烈度为7度，场地类型为II类场地，设计地震分组为第二组，建筑类别为丙类,结构抗震等级为三级.查表5.5,5.6得αmax=0.08Tg=0.40s(0.40/0.47)0.9×0.08=0.069T1<1.4Tg=1.4×0.40=0.56s无需附加顶部集中力。结构总水平地震作用效应标准值为：FEk=α1Geq=0.069×0.85×20718.3=1215kNFi=e.框架各层地震力及弹性位移多遇地震下楼层剪力和楼层弹性位移表3.17：层次hi(m)Hi（m）Gi（kN）Fi(kN)Vi(kN)Di(kN/m)(cm)[u](cm)5317.3275.423030483000.0621/4838u/H=1.680/17.30=1/1029<1/550满足要求43.314.32052.07186216556000.3881/85044.215.222652184341525000.2841/147933.3115100.243567903085000.2561/128923.37.75488.5326810583085000.3431/962\n本科毕业设计说明书第120页共120页14.44.45537.0415412151845000.6591/6673.4.4.2在水平地震作用下框架内力分析，以轴线C所在的一榀框架为例计算楼层剪力以D值法计算地震作用下的纵向框架内力3.4.4.3竖向荷载作用下纵向框架内力分析(1).荷载计算略(2).竖向荷载框架受力图(荷载标准值)(3).用弯矩分配法计算框架弯矩(4).梁端剪力及柱轴力计算(5).框架梁内力组合3.4.4.4截面设计a.框架梁截面设计(计算略,同横向框架)b.框架柱截面设计(计算略,同横向框架)\n本科毕业设计说明书第120页共120页\n本科毕业设计说明书第120页共120页\n本科毕业设计说明书第120页共120页\n本科毕业设计说明书第120页共120页\n本科毕业设计说明书第120页共120页\n本科毕业设计说明书第120页共120页表3.17：梁内力组合表层次位置内力荷载类别竖向荷载组合竖向荷载与地震力组合恒载①活载②地震荷载③1.35①+1.4*φ*②1.2①+1.4②1.2(①+0.5②)±1.3③1.0(①+0.5②)±1.3③4D右M-21.36-3.3620.33-32.13-30.34-1.22-54.083.39-49.47V38.926.534.2458.9455.8556.1345.1147.7036.67E左M-76.28-11.7910.17-114.53-108.04-85.39-111.83-68.95-95.40V54.817.514.2481.3576.2975.7964.7764.0853.05E右M-71.97-11.1310.17-108.07-101.95-79.82-106.26-64.31-90.76V47.717.022.8571.2967.0865.1757.7654.9347.52F左M-63.64-9.8410.17-95.56-90.14-69.05-95.49-55.34-81.78V45.397.022.8568.1664.3062.3954.9852.6145.20F右M-63.64-9.8410.17-95.56-90.14-69.05-95.49-55.34-81.78V45.397.022.8568.1664.3062.3954.9852.6145.20G左M-71.97-11.1310.17-108.07-101.95-79.82-106.26-64.31-90.76V47.717.022.8571.2967.0865.1757.7654.9347.52G右M-76.28-11.7910.17-114.53-108.04-85.39-111.83-68.95-95.40V53.227.514.2479.2174.3873.8862.8662.4951.46H左M-28.26-6.1120.33-44.14-42.47-11.15-64.01-4.89-57.74V39.886.534.2460.2457.0057.2946.2648.6637.63跨中MDE53.078.855.0880.3276.0775.6062.3964.1050.89MEF34.035.9451.7649.1544.4044.4037.0037.00MFG34.035.9451.7649.1544.4044.4037.0037.00\n本科毕业设计说明书第120页共120页MGH49.577.485.0874.2569.9670.5857.3759.9146.713A右M-35.11-13.9464.18-61.06-61.6532.94-133.9341.35-125.51V60.6919.9211.55101.45100.7299.8069.7785.6755.64B左M-86.68-39.4218.97-155.65-159.20-103.01-152.33-81.73-131.05V52.3827.0011.5597.17100.6694.0764.0480.9050.87B右M-80.57-37.1818.97-145.21-148.74-94.33-143.65-74.50-123.82V50.6924.065.2792.0194.5182.1268.4169.5755.87C左M-69.43-32.8818.97-125.95-129.35-78.38-127.71-61.21-110.53V47.5922.865.2786.6589.1177.6863.9765.8752.17C右M-71.02-32.8818.97-128.10-131.26-80.29-129.61-62.80-112.12V58.3323.468.25101.74102.8494.8073.3580.7959.34D左M-79.13-32.3340.41-138.51-140.22-61.82-166.89-42.76-147.83V69.0623.468.25116.22115.72107.6786.2291.5270.07D右M-84.06-32.3340.41-145.16-146.13-67.74-172.80-47.69-152.76V59.1123.469.40102.79103.7897.2372.7983.0658.62E左M-77.48-32.8827.28-136.82-139.01-77.24-148.17-58.46-129.38V57.3023.469.40100.35101.6095.0670.6281.2556.81E右M-78.25-32.8827.28-137.86-139.93-78.16-149.09-59.23-130.15V58.2123.467.72101.57102.7093.9673.8979.9859.90F左M-78.36-32.6927.28-137.82-139.80-78.18-149.11-59.24-130.17V58.2123.467.72101.57102.7093.9673.8979.9859.90F右M-78.36-32.6927.28-137.82-139.80-78.18-149.11-59.24-130.17V57.3323.467.72100.39101.6492.9172.8479.1059.02\n本科毕业设计说明书第120页共120页G左M-84.71-35.6827.28-149.32-151.60-87.60-158.52-67.09-138.01V59.0123.467.72102.65103.6694.9274.8580.7860.70G右M-91.25-38.1527.28-160.57-162.91-96.93-167.85-74.86-145.79V63.8620.8811.37106.67105.86103.9474.3889.0859.52H左M-50.39-19.6054.56-87.23-87.91-1.30-143.1610.74-131.12V52.5626.0411.3796.4899.5393.4863.9280.3650.80跨中MAB88.2226.6722.61145.23143.20151.2692.47130.9572.16MBC36.6718.3267.4669.6555.0055.0045.8345.83MCD74.0420.7410.72120.28117.88115.2387.3698.3570.47MDE47.2320.7484.0985.7169.1269.1257.6057.60MEF49.6920.5787.2488.4371.9771.9759.9859.98MFG46.4619.1781.5182.5967.2567.2556.0556.05MGH49.1824.4813.6990.3893.2991.5055.9179.2243.622A右M-46.97-21.6981.86-84.67-86.7337.04-175.8048.60-164.23V48.2722.0817.0586.8088.8493.3449.0181.4837.15B左M-87.80-38.2940.93-156.05-158.97-75.13-181.54-53.74-160.15V59.6125.7417.05105.70107.57109.1464.8194.6550.32B右M-87.30-35.5440.93-152.68-154.52-72.88-179.29-51.86-158.28V65.5223.4611.37111.44111.47107.4877.9292.0362.47C左M-87.96-32.8840.93-150.97-151.58-72.07-178.49-51.19-157.61V65.5223.4611.37111.44111.47107.4877.9292.0362.47C右M-87.96-32.8840.93-150.97-151.58-72.07-178.49-51.19-157.61V64.9123.4611.37110.62110.74106.7577.1991.4261.86D左M-83.55-32.4440.93-144.58-145.68-66.52-172.93-46.56-152.98V66.1323.4611.37112.27112.20108.2178.6592.6463.08\n本科毕业设计说明书第120页共120页D右M-79.64-33.3240.93-140.17-142.22-62.35-168.77-43.09-149.51V58.2223.4611.37101.59102.7198.7269.1684.7355.17E左M-79.83-32.0540.93-139.18-140.67-61.82-168.24-42.65-149.06V58.2223.4611.37101.59102.7198.7269.1684.7355.17E右M-83.36-32.5840.93-144.46-145.64-66.37-172.79-46.44-152.86V65.0223.4611.37110.77110.87106.8877.3291.5361.97F左M-86.97-35.3540.93-152.05-153.85-72.37-178.78-51.44-157.85V66.0223.4611.37112.12112.07108.0878.5292.5362.97F右M-86.53-37.8840.93-153.94-156.87-73.36-179.77-52.26-158.68V64.6427.2111.37113.93115.66108.6879.1193.0363.46G左M-92.86-39.4440.93-164.01-166.65-81.89-188.31-59.37-165.79V66.4026.1911.37115.31116.35110.1880.6194.2864.71G右M-100.5-40.2040.93-175.07-176.88-91.51-197.93-67.39-173.81V71.9920.5417.05117.32115.14120.8876.55104.4360.10H左M-53.95-20.5981.86-93.01-93.5729.32-183.5142.17-170.66V59.0526.1817.05105.37107.51108.7364.4094.3149.98跨中MAB32.1223.3621.9766.2571.2581.1224.0072.3615.24MBC66.6819.14108.78106.8191.5091.5076.2576.25MCD68.5520.69112.82111.2394.6794.6778.9078.90MDE48.3020.1784.9786.2070.0670.0658.3958.39MEF69.1519.39112.35110.1394.6194.6178.8578.85MFG64.6224.52111.27111.8792.2692.2676.8876.88MGH77.0922.9621.97126.57124.65134.8577.72117.1360.011A右M-37.50-17.81123.34-68.08-69.93104.66-216.03113.94-206.75V46.8820.5825.7083.4685.07102.0135.1990.5823.76\n本科毕业设计说明书第120页共120页B左M-88.37-38.5461.67-157.07-160.00-49.00-209.34-27.47-187.81V61.0026.3425.70108.16110.08122.4155.59107.5840.76B右M-87.95-35.8561.67-153.87-155.73-46.88-207.22-25.70-186.05V65.5223.4617.13111.44111.47114.9770.4399.5254.98C左M-88.22-32.8861.67-151.32-151.90-45.42-205.76-24.49-184.83V65.5223.4617.13111.44111.47114.9770.4399.5254.98C右M-87.86-32.8861.67-150.83-151.46-44.99-205.33-24.13-184.47V66.1623.4617.13112.31112.24115.7471.20100.1655.62D左M-83.21-38.9061.67-150.46-154.31-43.02-203.36-22.49-182.83V64.8823.4617.13110.58110.70114.2069.6698.8854.34D右M-79.92-44.3861.67-151.38-158.04-42.36-202.70-21.94-182.28V58.2233.4817.13111.41116.74112.2267.6897.2352.69E左M-79.92-44.3861.67-151.38-158.04-42.36-202.70-21.94-182.28V58.2233.4817.13111.41116.74112.2267.6897.2352.69E右M-83.21-38.9061.67-150.46-154.31-43.02-203.36-22.49-182.83V64.9324.5617.13111.72112.30114.9270.3899.4854.94F左M-87.45-31.0061.67-148.44-148.34-43.37-203.71-22.78-183.12V66.1122.3617.13111.16110.64115.0270.4899.5655.02F右M-87.45-32.1961.67-149.60-150.01-44.08-204.43-23.37-183.72V65.9523.4617.13112.02111.98115.4970.9599.9555.41G左M-90.52-35.9961.67-157.47-159.01-50.05-210.39-28.34-188.69V65.0923.4617.13110.86110.95114.4569.9299.0954.55GM-94.52-38.4061.67-165.23-167.18-56.29-216.64-33.55-193.89\n本科毕业设计说明书第120页共120页右V65.5126.3225.70114.23115.46127.8160.99112.0845.26H左M-42.03-17.81123.34-74.19-75.3799.22-221.46109.41-211.28V50.9320.6025.7088.9489.96106.8940.0794.6427.82跨中MAB36.5725.1730.8474.0479.1299.0818.8989.259.06MBC66.2320.47109.47108.1391.7691.7676.4776.47MCD68.7817.46109.96106.9893.0193.0177.5177.51MDE48.1136.30100.52108.5579.5179.5166.2666.26MEF68.9818.40111.16108.5493.8293.8278.1878.18MFG65.3319.26107.07105.3689.9589.9574.9674.96MGH59.7525.2530.84105.41107.05126.9446.76112.4732.28表3.18：柱号层次位置内力 荷载类别竖向荷载组合竖向荷载与地震力组合恒载①活载②地震荷载③1.35①+1.4*β*φ*②1.2①+1.4β②1.2(①+0.5β②)±1.3③A柱3.00柱顶M35.1113.9437.9361.0661.6599.811.19N162.4035.5311.55254.06244.62231.21201.18柱底M-25.48-11.4031.04-45.57-46.542.94-77.77N175.4035.5311.55271.61260.22246.81216.782.00柱顶M21.1210.2650.8238.5739.7197.57-34.57N253.1264.0928.60404.52393.47379.38305.02柱底M-25.35-11.9850.82-45.96-47.1928.46-103.67N266.3264.0928.60422.34409.31395.22320.861.00M12.155.8272.5222.1122.73112.35-76.20\n本科毕业设计说明书第120页共120页柱顶N342.4591.1554.30551.63538.55536.22395.04柱底M-6.07-2.9188.64-11.05-11.36106.20-124.26N360.0591.1554.30575.39559.67557.34416.16B柱3.00柱顶M-6.12-2.2337.93-10.45-10.4740.63-57.99N134.9264.026.28244.88251.53208.48192.15柱底M1.161.3731.042.913.3142.57-38.14N148.1264.026.28262.70267.37224.32207.992.00柱顶M-0.73-1.3750.82-2.33-2.7964.37-67.76N311.96126.186.28544.80551.00458.22441.90柱底M0.301.5450.821.912.5267.35-64.78N325.16126.186.28562.62566.84474.06457.741.00柱顶M-0.71-1.1572.52-2.09-2.4692.73-95.82N490.39188.946.28847.19852.98710.00693.67柱底M0.360.5888.641.051.24116.01-114.45N507.99188.946.28870.95874.10731.12714.79C柱3.00柱顶M1.590.0037.932.151.9151.22-47.40N137.7759.282.98244.08248.32204.77197.02柱底M-0.290.0031.04-0.39-0.3540.00-40.70N150.9759.282.98261.90264.16220.61212.862.00柱顶M0.290.0050.820.390.3566.41-65.72N321.57119.162.98550.90552.71461.25453.51柱底M-0.210.0050.82-0.28-0.2565.81-66.32N334.77119.162.98568.72568.55477.09469.351.00柱顶M0.160.0072.520.220.1994.47-94.08N505.98179.042.98858.53857.83718.47710.73M-0.080.0088.64-0.11-0.10115.14-115.33\n本科毕业设计说明书第120页共120页柱底N577.58179.042.98955.19943.75804.39796.65D柱4.00柱顶M21.36-3.3620.3325.5420.9350.05-2.81N123.8615.664.24182.56170.56163.54152.52柱底M-7.92-1.3942.88-12.05-11.4545.41-66.08N135.8615.664.24198.76184.96177.94166.923.00柱顶M-3.59-0.2937.93-5.13-4.7144.83-53.79N306.8675.545.39488.29473.99420.56406.55柱底M1.830.2331.042.702.5242.69-38.02N320.0675.545.39506.11489.83436.40422.392.00柱顶M-3.01-1.1050.82-5.14-5.1561.79-70.34N484.58135.425.39786.89771.08669.76655.74柱底M2.163.1250.825.976.9670.53-61.60N497.78135.425.39804.71786.92685.60671.581.00柱顶M-1.092.3372.520.811.9594.37-94.19N668.99210.185.391109.111097.04935.90921.89柱底M0.55-1.1788.64-0.40-0.98115.19-115.27N686.59210.185.391132.871118.16957.02943.01E柱4.00柱顶M-4.32-0.6720.33-6.49-6.1220.84-32.02N132.1718.741.39196.79184.84171.66168.04柱底M-0.060.0016.63-0.08-0.0721.55-21.69N144.1718.741.39212.99199.24186.06182.443.00柱顶M0.760.0037.931.030.9150.22-48.40N300.3878.623.07482.56470.52411.62403.64柱底M-1.420.4131.04-1.52-1.1338.89-41.81N315.5878.623.07503.08488.76429.86421.882.00M2.110.9250.823.753.8269.15-62.98\n本科毕业设计说明书第120页共120页柱顶N477.52138.503.07780.38766.92660.12652.13柱底M-2.163.1250.820.141.7865.35-66.79N490.72138.503.07798.20782.76675.96667.971.00柱顶M1.09-2.3372.52-0.81-1.9594.19-94.37N654.04214.363.071093.031084.95917.46909.47柱底M-0.551.1788.640.400.98115.27-115.19N671.64214.363.071116.791106.07938.58930.59F柱4.00柱顶M0.000.0020.330.000.0026.43-26.43N120.4318.74180.95170.75155.76155.76柱底M0.000.0016.630.000.0021.62-21.62N132.4318.74197.15185.15170.16170.163.00柱顶M0.000.4637.930.450.6449.59-49.03N288.6778.62466.75456.47393.58393.58柱底M0.00-1.2731.04-1.24-1.7839.59-41.11N301.8778.62484.57472.31409.42409.422.00柱顶M-0.221.2750.820.951.5166.56-65.57N472.70138.50773.88761.14650.34650.34柱底M0.22-0.9350.82-0.61-1.0465.77-66.36N485.90138.50791.70776.98666.18666.181.00柱顶M0.000.2772.520.260.3894.44-94.11N658.13214.361098.551089.86918.37918.37柱底M0.00-0.1488.64-0.14-0.20115.15-115.32N675.73214.361122.311110.98939.49939.49G柱4.00柱顶M4.320.6720.336.496.1232.02-20.84N130.6818.741.39194.78183.05169.87166.25M-3.27-1.4416.63-5.83-5.9416.83-26.41\n本科毕业设计说明书第120页共120页柱底N142.6818.741.39210.98197.45184.27180.653.00柱顶M3.271.6437.936.026.2254.22-44.40N305.7276.045.04487.24473.32419.04405.94柱底M-3.48-0.3431.04-5.03-4.6535.97-44.73N318.9276.045.04505.06489.16434.88421.782.00柱顶M4.170.3450.825.965.4871.27-60.86N497.48135.7310.72804.61787.00692.35664.48柱底M-2.28-1.2150.82-4.26-4.4362.60-69.53N510.68135.7310.72822.43802.84708.19680.321.00柱顶M1.741.2072.523.533.7797.08-91.47N681.45198.4719.291114.461095.60961.90911.75柱底M-0.87-0.6088.64-1.76-1.88113.83-116.64N699.05198.4719.291138.221116.72983.02932.87H柱4.00柱顶M-28.26-6.1120.33-44.14-42.47-11.15-64.01N63.758.744.2494.6388.7487.2676.23柱底M25.228.5416.6342.4242.2257.0113.77N75.758.744.24110.83103.14101.6690.633.00柱顶M-25.31-11.0137.93-44.96-45.7912.33-86.29N159.0241.2615.61255.11248.59235.87195.29柱底M26.6910.1331.0445.9646.2178.46-2.25N172.2241.2615.61272.93264.43251.71211.132.00柱顶M-27.30-10.1250.82-46.77-46.9327.23-104.90N261.9873.9232.66426.11417.86401.19316.27柱底M28.9111.9850.8250.7751.46107.95-24.19N275.1873.9232.66443.93433.70417.03332.111.00M-13.42-5.8272.52-23.82-24.2574.68-113.87\n本科毕业设计说明书第120页共120页柱顶N356.82101.0058.36580.69569.58564.65412.92柱底M6.712.9188.6411.9112.13125.03-105.43N374.42101.0058.36604.45590.70585.77434.04表3.19：二层楼面梁abdegh截面ⅠⅠⅡⅢⅢⅣⅣⅤⅥⅥⅦⅦⅧⅨⅨM(KN•m）-162.0278.4974.04-1600-158.040108.55-158.040-162.480105.41-166.174.42\n本科毕业设计说明书第120页共120页b250180018002501800250800250250800250180018002501800h0565565565565565565565565565565565565565565565V86.7186.71110.08110.08116.74116.74116.74116.74115.46115.4690.8590.85b*v/2(KN•m)17.3417.340.0022.0222.0223.3523.350.0023.3523.3523.0923.090.0018.1718.17M0=M-bv/2-144.6895.8374.04-137.9822.02-134.6923.35108.55-134.6923.35-139.3923.09105.41-147.9392.59αs=0.1270.0120.0090.1210.0030.1180.0060.0950.1180.0060.1220.0030.0130.1300.011ζ=1-sqrt(1-2αs)0.1360.0120.0090.1290.0030.1260.0060.1000.1260.0060.1310.0030.0130.1390.011As=763474366725108707115562707115733114522782458选筋3φ20 3φ203φ203φ183φ203φ183φ163φ183φ183φ163φ183φ203φ203φ203φ20实配面积941941941763941763603763763603763941941941941ρ%0.56%0.56%0.56%0.45%0.56%0.55%0.36%0.55%0.55%0.36%0.55%0.56%0.56%0.56%0.56%ρmin0.25%0.20%0.20%0.25%0.20%0.25%0.20%0.20%0.25%0.20%0.25%0.20%0.20%0.25%0.20%\n本科毕业设计说明书第120页共120页三层楼面梁abfggh截面ⅠⅠⅡⅢⅢⅣⅣⅤⅥⅥⅦⅦⅧⅨⅨM(KN•m）-131.8527.7866.65-158.970-156.870111.27-166.650-176.880126.57-137.6321.99b250240024002502400250240024002502400250240024002502400h0565565565565565565565565565565565565565565565V88.5488.54107.57107.57115.66115.66116.35116.35115.14115.14107.51107.51b*v/2(KN•m)17.7117.7121.5121.5123.1323.1323.2723.2723.0323.030.0021.5021.50M0=M-bv/2-114.1445.4966.65-137.4621.51-133.7423.13111.27-143.3823.27-153.8523.03126.57-116.1343.49αs=0.1000.0040.0060.1200.0020.1170.0020.0100.1260.0020.1350.0020.0120.1020.004ζ=1-sqrt(1-2αs)0.1060.0040.0060.1290.0020.1250.0020.0100.1350.0020.1450.0020.0120.1080.004As=592224329722106701114550756115816113626603214选筋3φ203φ163φ163φ183φ163φ182φ182φ182φ202φ182φ202φ182φ183φ202φ18实配面积941603603763603763509509628509628509509941509ρ%0.56%0.36%0.36%0.55%0.36%0.55%0.36%0.36%0.45%0.36%0.37%0.36%0.36%0.56%0.36%ρmin0.25%0.20%0.20%0.25%0.20%0.25%0.20%0.20%0.25%0.20%0.25%0.20%0.20%0.25%0.20%\n本科毕业设计说明书第120页共120页四层楼面梁abcdfg截面ⅠⅠⅡⅢⅢⅣⅣⅤⅥⅥⅦⅦⅧⅨⅨM(KN•m）-100.4528145.23-159.20-131.260120.28-140.220-139.8081.25-151.60b250240024002502400250240024002502400250240024002502400h0565565565565565565565565565565565565565565565V101.45101.45100.66100.66102.84102.84116.22116.22101.64101.64103.66103.66b*v/2(KN•m)20.2920.290.0020.1320.1320.5720.570.0023.2423.2420.3320.330.0020.7320.73M0=M-bv/2-80.1648.29145.23-139.0720.13-110.6920.57120.28-116.9823.24-119.4720.3381.25-130.8720.73αs=0.0700.0040.0130.1220.0020.0970.0020.0110.1020.0020.1050.0020.0070.1150.002ζ=1-sqrt(1-2αs)0.0730.0040.0130.1300.0020.1020.0020.0110.1080.0020.1110.0020.0070.1220.002As=40923871973199574101595608114622100401685102选筋3φ182φ182φ182φ182φ183φ182φ182φ182φ182φ182φ182φ182φ183φ182φ18实配面积763509509509509763509509509509509509509763509ρ%0.55%0.44%0.44%0.44%0.44%0.55%0.56%0.56%0.56%0.56%0.44%0.44%0.44%0.55%0.44%\n本科毕业设计说明书第120页共120页ρmin0.25%0.20%0.20%0.25%0.20%0.25%0.20%0.20%0.25%0.20%0.25%0.20%0.20%0.25%0.20%四层楼面梁agh截面ⅠⅦⅦⅧⅨⅨM(KN•m）-162.91090.38-107.370b250240024002502400h0565565565565565V105.86105.8699.5399.53b*v/2(KN•m)21.1721.170.0019.9119.91M0=M-bv/2-141.7421.1790.38-87.4619.91αs=0.1240.0020.0080.0770.002ζ=1-sqrt(1-2αs)0.1330.0020.0080.0800.002As=74710444644898选筋3φ18\n本科毕业设计说明书第120页共120页实配面积ρ%ρmin\n本科毕业设计说明书第120页共120页四层顶梁deefgh截面ⅠⅠⅡⅢⅢⅣⅣⅤⅥⅥⅦⅦⅧⅨⅨM(KN•m）-40.56080.32-114.530-108.27051.76-95.560-114.53074.25-48.010b25025024002502502502400250250240025025024002502400h0565565565565565565565565565565565565565565565V58.9458.9481.3581.3571.2971.2968.1668.1674.2574.2534.734.7b*v/2(KN•m)8.848.8412.2012.2010.6910.6910.2210.2211.1411.145.215.21M0=M-bv/2-31.728.8480.32-102.3312.20-97.5810.6951.76-85.3410.22-103.3911.1474.25-42.815.21αs=0.0280.0080.0070.0900.0110.0860.0010.0450.0750.0010.0910.0100.0070.0380.000ζ=1-sqrt(1-2αs)0.0280.0080.0070.0940.0110.0900.0010.0460.0780.0010.0950.0100.0070.0380.000As=158443965286050253261437505345536621526选筋2φ182φ163φ162φ182φ162φ162φ162φ162φ162φ162φ162φ162φ162φ162φ16实配面积509402603509402402402402402402402402402402402ρ%0.44%0.35%0.36%0.44%0.35%0.44%0.44%0.44%0.44%0.35%0.35%0.35%0.35%0.35%0.35%ρmin0.25%0.20%0.20%0.25%0.20%0.25%0.20%0.25%0.25%0.20%0.25%0.20%0.20%0.25%0.20%\n本科毕业设计说明书第120页共120页\n本科毕业设计说明书第120页共120页表3.20：第四层梁斜截面计算第三层梁斜截面计算截面DE跨EF跨GH跨AB跨CD跨FG跨支座A右支座B左支座B右支座C左支座C右支座D左支座A右支座B左支座B右支座C左支座C右支座D左VGb65.7085.3467.1463.9483.7567.15111.12105.4084.0597.3096.2095.14调整后剪力V55.8572.5457.0754.3571.1957.0894.4589.5971.4482.7181.7780.87b×h0250*565250*565250*565250*565250*565250*565250*565250*565250*565250*565250*565250*565V'=0.25fcbh0415.59415.59326.22326.22415.59415.59415.59415.59326.22326.22415.59415.59V'>或VV'>VV'>VV'>VV'>VV'>VV'>VV'>VV'>VV'>VV'>VV'>VV"=0.7βftbh0116.37116.3791.3491.34116.37116.37116.37116.3791.3491.34116.37116.37V">或VV">VV">VV">VV">VV">VV">VV">VV">VV">VV">VV">V选筋HRB335Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150ρ=nAsv/（bs）0.270.270.270.270.270.270.270.270.270.270.270.27ρmin0.110.110.110.110.110.110.110.110.110.110.110.11ρ>或<ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρmin第二层梁斜截面计算第一层梁斜截面计算截面AB跨FG跨GH跨AB跨DE跨GH跨支座A右支座B左支座B右支座C左支座C右支座D左支座A右支座B左支座B右支座C左支座C右支座D左VGb103.06118.87111.23112.71133.43121.29114.70135.10114.44114.44140.74119.82调整后剪力V87.60101.0494.5595.80113.42103.1097.50114.8497.2797.27119.63101.85b×h0250*565250*565250*565250*565250*565250*565250*565250*565250*565250*565250*565250*565V'=0.25fcbh0415.59415.59326.22326.22415.59415.59415.59415.59326.22326.22415.59415.59V'>或VV'>VV'>VV'>VV'>VV'>VV'>VV'>VV'>VV'>VV'>VV'>VV"=0.7βftbh0116.37116.3791.3491.34116.37116.37116.37116.3791.3491.34116.37116.37V">或VV">VV"VV">VV">VV">VV"V选筋HRB335Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150Φ8@150ρ=nAsv/（bs）0.270.270.270.270.270.270.270.270.270.270.270.27ρmin0.110.110.110.110.110.110.110.110.110.110.110.11ρ>或<ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρminρ>ρmin\n本科毕业设计说明书第120页共120页表3.21：M(KN·m)11.0584.9622.1189.8845.9682.9438.5778.0545.5762.2161.0679.84N(KN)575.39445.87551.63428.98422.34256.69404.52303.5271.6173.43254.06184.97l0(mm)440044004400440041254125412541254125412541254125b(mm)400400400400400400400400400400400400h0(mm)365365365365365365365365365365365365e0(mm)1919140210109323952571683592404320.3h0(mm)109.5109.5109.5109.5109.5109.5109.5109.5109.5109.5109.5109.5ea(mm)202020202020202020202020ei(mm)3921160230129343115277188379260452l0/h11.011.011.011.010.310.310.310.310.310.310.310.3A柱ξ１0.491.000.641.001.001.001.001.001.001.001.001.00ξ２111111111111η1.3941.1501.3381.1371.2151.0811.2401.1001.1481.0731.1071.061ηei(mm)54.7242.180.4261.1156.5370.8143.1304.9215.5406.4288.1479.4e219.7407.1245.4426.1321.5535.8308.1469.9380.5571.4453.1644.4ξ(ξb=0.528)0.2760.2140.2640.2050.2020.1230.1940.1450.1300.0830.1220.089x100.677.996.475.073.844.970.753.147.530.344.432.3偏心性质大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心e'-100.377.1-84.696.1-8.5205.8-21.9139.950.5241.4123.1314.4000000000000000x<2as000x<2asx<2asx<2asx<2asx<2asＡＳ＝ＡＳ＇-460304-331356-23144-73921912663211ＡＳ＝ＡＳ＇＊１．２５-575380-414445-29180-921152415879264选筋3φ183φ183φ１６3φ１６3φ１６3φ１６实配面积（mm2)763763603603603603\n本科毕业设计说明书第120页共120页ρ%（总配筋率）0.95%0.95%0.83%0.83%0.83%0.83%ρmin%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%\n本科毕业设计说明书第120页共120页截面M1底M1顶M2底M2顶M3底M3顶M(KN·m)0.1192.260.2275.270.2853.050.3953.130.3932.562.1540.97N(KN)955.19637.32858.53568.58568.72375.48550.9369261.9170.29244.08163.81l0(mm)440044004400440041254125412541254125412541254125b(mm)400400400400400400400400400400400400h0(mm)365365365365365365365365365365365365e0(mm)0145013201411144119192500.3h0(mm)109.5109.5109.5109.5109.5109.5109.5109.5109.5109.5109.5109.5ea(mm)202020202020202020202020ei(mm)201652015220161211642121129270l0/h11.011.011.011.010.310.310.310.310.310.310.310.3C柱ξ１0.351.000.351.000.351.000.351.000.361.000.411.00ξ２111111111111η1.5471.1911.5451.2071.4761.1721.4731.1691.4631.1311.3981.103ηei(mm)31.1196.331.3183.930.2189.030.5191.731.4238.940.3297.8e196.1361.3196.3348.9195.2354.0195.5356.7196.4403.9205.3462.8ξ(ξb=0.528)0.4580.3050.4110.2720.2720.1800.2640.1770.1250.0820.1170.078x167.0111.4150.199.499.465.696.364.545.829.842.728.6偏心性质大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心e'-133.931.3-133.718.9-134.824.0-134.526.7-133.673.9-124.7132.8000000000000000x<2as000x<2asx<2asx<2asx<2asx<2asＡＳ＝ＡＳ＇-687279-677161-57511-56312020-246ＡＳ＝ＡＳ＇＊１．２５-858349-846201-71813-70315-125-357选筋3φ183φ183φ１６3φ１６3φ１６3φ１６实配面积（mm2)763763603603603603ρ%（总配筋率）0.95%0.95%0.83%0.83%0.83%0.83%ρmin%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%\n本科毕业设计说明书第120页共120页截面M1底M1顶M2底M2顶M(KN·m)0.1492.250.3875.550.6153.091.5153.25N(KN)1122.31751.591089.86734.7791.7532.94761.14520.27l0(mm)44004400440044004125412541254125b(mm)400400400400400400400400h0(mm)365365365365365365365365e0(mm)01230103110021020.3h0(mm)109.5109.5109.5109.5109.5109.5109.5109.5ea(mm)2020202020202020ei(mm)20143201232112022122l0/h11.011.011.011.010.310.310.310.3F柱ξ１0.351.000.351.000.351.000.361.00ξ２11111111η1.5471.2211.5431.2571.4721.2321.4571.227ηei(mm)31.1174.331.4154.430.6147.332.0150.1e196.1339.3196.4319.4195.6312.3197.0315.1ξ(ξb=0.528)0.5380.3600.5220.3520.3790.2550.3650.249x196.2131.4190.5128.4138.493.2133.191.0偏心性质小偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心e'-133.99.3-133.6-10.6-134.4-17.7-133.0-14.9000000000000000000000000ＡＳ＝ＡＳ＇111253-673115-668-27-650-19ＡＳ＝ＡＳ＇*1.25139316-841144-835-34-812-24选筋3φ183φ183φ１６3φ１６实配面积（mm2)763763603603\n本科毕业设计说明书第120页共120页ρ%（总配筋率）0.95%0.95%0.83%0.83%ρmin%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%截面M3底M3顶M4底M4顶M(KN·m)1.7832.890.4536.97017.3021.14N(KN)472.31327.53466.75314.86197.15136.13180.95124.61l0(mm)41254125412541254125412541254125b(mm)400400400400400400400400h0(mm)365365365365365365365365e0(mm)41001117012701700.3h0(mm)109.5109.5109.5109.5109.5109.5109.5109.5ea(mm)2020202020202020ei(mm)24120211372014720190l0/h10.310.310.310.310.310.310.310.3F柱ξ１0.381.000.361.000.351.000.351.00ξ２11111111η1.4381.2301.4701.2021.4821.1891.4821.146ηei(mm)34.2148.130.8165.129.6174.829.6217.4e199.2313.1195.8330.1194.6339.8194.6382.4ξ(ξb=0.528)0.2260.1570.2240.1510.0940.0650.0870.060x82.657.381.655.034.523.831.621.8偏心性质大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心e'-130.8-16.9-134.20.1-135.49.8-135.452.4ＡＳ＝ＡＳ＇000x<2as000x<2asx<2asx<2asx<2asx<2asＡＳ＝ＡＳ＇*1.25-495-5-50400109\n本科毕业设计说明书第120页共120页选筋-619-6-631002012实配面积（mm2)3φ１６3φ１６3φ１６3φ１６3φ１６3φ１６ρ%（总配筋率）603603603603ρmin%0.83%0.83%0.83%0.83%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%\n本科毕业设计说明书第120页共120页表3.22：截面M1底M1顶M2底M2顶M(KN·m)12.1384.3524.2591.151.4686.3646.9383.92N(KN)590.7347.23569.58330.33433.7333.42417.86253.02l0(mm)44004400440044004125412541254125b(mm)400400400400400400400400h0(mm)365365365365365365365365e0(mm)21243432761192591123320.3h0(mm)109.5109.5109.5109.5109.5109.5109.5109.5ea(mm)2020202020202020ei(mm)4126363296139279132352l0/h11.011.011.011.010.310.310.310.3H柱ξ１0.501.000.661.001.001.001.001.00ξ２11111111η1.3891.1201.3341.1071.2001.0991.2101.079ηei(mm)56.3294.583.5327.3166.4306.7160.0379.4e221.3459.5248.5492.3331.4471.7325.0544.4ξ(ξb=0.528)0.2830.1660.2730.1580.2080.1600.2000.121x103.360.799.657.875.858.373.144.2偏心性质大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心e'-108.7129.5-81.5162.31.4141.7-5.0214.4ＡＳ＝ＡＳ＇000x<2as000x<2as000x<2as000x<2asＡＳ＝ＡＳ＇*1.25-45892-32012416103-12151选筋-572115-40015620129-15189实配面积（mm2)3φ183φ183φ１６3φ１６3φ１６ρ%（总配筋率）763763603603ρmin%0.95%0.95%0.83%0.83%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%\n本科毕业设计说明书第120页共120页截面M3底M3顶M4底M4顶M(KN·m)46.2162.7745.7969.0342.4245.6144.1452.21N(KN)264.43210.37248.59156.23103.1461.3294.6360.99l0(mm)41254125412541254125412541254125b(mm)400400400400400400400400h0(mm)365365365365365365365365e0(mm)1752981844424117444668560.3h0(mm)109.5109.5109.5109.5109.5109.5109.5109.5ea(mm)2020202020202020ei(mm)195318204462431764486876l0/h10.310.310.310.310.310.310.310.3H柱ξ１1.001.001.001.001.001.001.001.00ξ２11111111η1.1421.0871.1361.0601.0641.0361.0571.032ηei(mm)222.5346.1231.9489.6459.0791.5514.2903.8e387.5511.1396.9654.6624.0956.5679.21068.8ξ(ξb=0.528)0.1270.1010.1190.0750.0490.0290.0450.029x46.236.843.527.318.010.716.510.7偏心性质大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心e'57.5181.166.9324.6294.0626.5349.2738.8ＡＳ＝ＡＳ＇x<2asx<2asx<2asx<2asx<2asx<2asx<2asx<2asＡＳ＝ＡＳ＇*1.252296261891054413024选筋28120322361315516230\n本科毕业设计说明书第120页共120页实配面积（mm2)3φ１６3φ１６3φ１６3φ１６3φ１６3φ１６ρ%（总配筋率）603603603603\n本科毕业设计说明书第120页共120页3.5基础设计:3.5.1工程地质条件一、拟建场地位于岗地地貌单元，场地地形较平坦，相对高差为0.96米。孔口高程引测自西侧教工俱乐部南大门内室内地坪。场地在勘查深度内的岩土体，据其成因及工程地质特征可分为3个工程地质层，其特征分述如下：①层素填土：灰黄色，湿，以粉质粘土为主，含少量碎砖、石子，结构松散，土质不均。厚度1.40～2.00米，场地内均有分布，其工程地质条件较差。②层粉质粘土：灰黄～褐黄色，湿，可塑～硬塑，含铁锰质结核和灰绿色粘土团块和条带。层底埋深2.809.00米，厚度1.407.10米。为中压缩性、中等强度地基土。③层强风化粉砂质泥岩：紫红～灰黄色，原岩结构已基本破坏，上部呈砂土状，易碎，下部含碎块。顶面向北西方向倾斜，控制厚度达3.00米。上述各岩土层的分布和变化情况详见工程地质剖面图。二、水文地质概况场地下水为孔隙潜水，勘察期间地下水位埋深0.90～1.10米，水位升降与大气降水有关，岩土层渗透性较弱。水质类型为HCO3Ca·Na型，经判别，水质对砼无侵蚀性。三、场地土类型与场区类别本区地震基本烈度为７度，接近震考虑。场地内无液化土层分布，场地土类型为中硬场地土，场地类别为Ⅰ类。四、岩土参数的分析与选用按《南京地区地基基础设计规范》（DB32/112-95）对场地内岩土层物理力学指标及现场测试数据进行分层统计分析，其结果见表１、表２；在据统计结果查表、计算，结合勘查经验提供各岩土层工程设计参数见表３。五、结论与建议1、拟建场地位于岗地地貌单元，目前场地较平坦，除①层填土工程地质条件较差外，②、③层岩土体工程地质条件较好，但③层基岩面起伏超过10%，②层厚度变化较大。2、场地地下水位埋深0.90-1.10米，水质对砼无侵蚀性。\n本科毕业设计说明书第120页共120页3、场地土类型为中硬场地土，Ⅰ类场地。4、根据建筑物上部荷载及场地工程地质条件，建议采用天然地基，以②层为持力层。因建筑物上部结构1-5层不等，且场地内②层土厚度不均，为防止产生不均匀沉降，应增强上部结构的整体刚度。基坑开挖时，若发现明显异常，请及时通知我院进行验槽或施工勘察。3.5.2基础材料：混凝土采用C30（fc=14.3N/mm2,ft=1.43N/mm2）,钢筋采用HRB335级钢筋（fy=300N/mm2）；基础下用C10混凝土做厚100mm伸出基础底板100mm的垫层。基础设计时也根据基顶轴力把基础分为两类，分类方法同设计短柱时的一致。基顶受力如下：第一组：N=675KN，M=75.80KN·m,V=35.97KN;第二组：N=1293KN，M=78.41KN·m,V=27.80KN.3.5.3地基设计1.初定基础埋深：根据持力层初定基础埋深为2.1m。2.预估地基承载力设计值预估地基承载力设计值，先不考虑宽度修正：对粉质粘土，e=0.694<0.85,ηd=2.2，fk=250KPa地质及基础剖面γ0=[19.5*1.0+(19.9-10)*0.6+(19.5-10)*0.5]/2.1=14.38KN/m3则f=250+2.2*14.38*(2.1-0.5)=300.6KPa3.确定基础底面尺寸：考虑到基础荷载有偏心，初定轴力增大20%；(1).第一组基础：A>=1.2*675/(300.6-20*2.1)=3.13m2取基础尺寸2.0*2.0=4.0m2①.验算荷载的偏心距e：\n本科毕业设计说明书第120页共120页e==(78.41+35.97*0.55)/(675+4.00*20*0.55)=0.14m0满足要求。③.基底净反力验算：pj=P/A=675/4.00=168.75KPapjmax=pj(1+6e/l)=168.75*(1+6*0.14/2)=239.63KPapjmin=pj(1-6e/l)=168.75*(1-6*0.14/2)=97.87KPa④.基础高度验算：设基础高度h=500mm,保护层厚度40mm,则h0=0.55-0.04=0.51mb+2h0=500+2*860=2220mm<2700mmAl=[(b/2-bc/2-h0)l-(l/2-lc/2-h0)2]=[(2.7/2-0.5/2-0.86)*2.7-(2.7/2-0.5/2-0.86)2]=0.59m2A1=a2/4-(ac/2+h0)2=4/4-(0.2+0.55)2=0.44m20.7*0.992*1.43*1000*(0.4+0.4+2*0.51)/2*0.51=664.3KN>pjmazAl=239.63*0.44=105.44KPa⑤内力及配筋：a’=0.4m,b’=0.4ma1=2/2-0.4/2=0.8mpj=239.63-0.8/2.0*(239.63-97.87)=182.93\n本科毕业设计说明书第120页共120页KPaMⅠ==1/12*0.82[(2*2.0+0.4)*(239.63+182.93)+(239.63-182.93)*2.0]=104.58KN·mAsⅠ=MⅠ/(0.9fyh0)=104.58*106/(0.9*300*550)=704mm2选10φ12@200As=1131mm2；矩形基础底板计算示意图MⅡ==1/48（2.0-0.4）2(2*2.0+0.4)(239.63+97.87)=79.2KN·mAsⅡ=MⅡ/[0.9fy(h0-d)]=79.2*106/(0.9*300*550)=533mm2由于地震作用具有不定性，所以沿x向或y向均按最大不利弯矩配筋，即两方向均配置选10φ12@200As=1131mm2；(2).第二组基础：A>=1.2*1293/(300.6-20*2.1)=6.0m2取基础尺寸2.5*2.5=6.25m2①.验算荷载的偏心距e：e==(78.41+27.80*0.55)/(1293+6.25*20*0.55)=0.07m0满足要求。③.基底净反力验算：pj=P/A=1293/6.25=207KPapjmax=pj(1+6e/l)=207*(1+6*0.07/2.5)=241.78KPapjmin=pj(1-6e/l)=207*(1-6*0.07/2.5)=172.22KPa④.基础高度验算：设基础高度h=550mm,保护层厚度40mm,则h0=0.55-0.04=0.51mA1=a2/4-(ac/2+h0)2=6.25/4-(0.2+0.55)2=1.0m20.7*0.992*1.43*1000*(0.4+0.4+2*0.55)/2*0.86=811.27KN>pjmazAl=241.78*1.0=241.78KPa⑤内力及配筋：a’=0.4m,b’=0.4ma1=2.5/2-0.4/2=1.05mpj=241.78-1.05/2.5*(241.78-172.22)=212.56KPaMⅠ==1/12*1.052[(2*2.5+0.4)(241.78+212.56)+(241.78-212.56)*2.5]=232.12KN·mAsⅠ=MⅠ/(0.9fyh0)=232.12*106/(0.9*300*550)=1563mm2选17φ12@150As=1922mm2；矩形基础底板计算示意图MⅡ==1/48（2.5-0.4）2(2*2.5+0.4)(241.78+172.22)\n本科毕业设计说明书第120页共120页=225.4KN·mAsⅡ=MⅡ/[0.9fy(h0-d)]=225.4*106/(0.9*300*550)=1517mm2由于地震作用具有不定性，所以沿x向或y向均按最大不利弯矩配筋，即两方向均配置选17φ12@150As=1922mm2；
