计算书六月七日

./1.2建筑构造设计1.2.1非上人屋面构造设计［1］<1>25mm厚1﹕3水泥砂浆<2>40mm厚SBS改性沥青防水卷材<3>20mm厚1：3水泥砂浆找平层<4>1：6水泥焦渣找坡层最薄处30mm厚<5>100mm厚阻燃型聚苯乙烯板保温层<6>120mm厚现浇钢筋混凝土屋面板<7>20mm厚板下混合砂浆抹灰1.2.2楼面构造设计<1>20mm厚水磨石地面<2>20mm厚1：3水泥砂浆结合层<3>120mm厚现浇钢筋混凝土板<4>20mm厚板下混合砂浆抹灰1.2.3外墙体构造设计<1>刮大白<2>20mm厚混合砂浆<3>墙体基层<4>外贴50mm厚阻燃型挤塑聚苯乙烯板<5>20mm厚1:3水泥砂浆<6>刷涂料2荷载计算2.1截面尺寸的选取2.1.1截面尺寸选取框架柱：根据轴压比公式初步估定柱截面尺寸：［2］〔三级框架混凝土强度为C30bc=hc=459mm取bc=hc=500×500mm框架梁：由挠度、裂度控制h=<1/12～1/8>Lb=<1/3～1/2>h纵向框架梁截面尺寸：bb×hb=250mm×600mm横向框架梁截面尺寸：bb×hb=250mm×600mm；次梁截面尺寸：bb×hb=250mm×600mm走廊梁截面尺寸：bb×hb=250mm×400mm楼板：取板厚：h=120mm

2.2荷载汇集2.2.1恒载［1］［4］屋面：25mm厚1﹕3水泥砂浆0.025×20=0.5kN/m240mm厚SBS改性沥青防水卷材0.04×2.0=0.08kN/m220mm厚1：3水泥砂浆找平层0.02×20=0.4kN/m21：6水泥焦渣找坡层最薄处30mm厚0.09×14=1.26kN/m2100mm厚阻燃型聚苯乙烯板保温层［6］0.1×1.5=0.15kN/m2120mm厚现浇钢筋混凝土屋面板0.12×25=3kN/m220mm厚混合砂浆抹灰0.02×17=0.34kN/m2∑=5.73kN/m2楼面：［11］20mm厚水磨石地面0.65kN/m220mm厚1：3水泥砂浆结合层0.02×20=0.4kN/m2120mm厚现浇钢筋混凝土板3kN/m220mm厚板下混合砂浆抹灰0.34kN/m2∑=4.39kN/m2梁重：纵梁：梁自重：0.25×0.6×25=3.75kN/m粉刷：0.02×〔0.6-0.12×2×17=0.33kN/m∑=4.08kN/m横梁：自重：0.25×0.6×25＝3.75kN/m粉刷：0.02×〔0.6-0.12×2×17=0.33kN/m∑=4.08kN/m次梁：自重：0.25×0.6×25＝3.75kN/m粉刷：0.02×〔0.6-0.12×2×17=0.33kN/m∑=4.08kN/m走廊横梁：自重：0.25×0.4×25＝2.5kN/m粉刷：0.02×〔0.4-0.12×2×17=0.19kN/m∑=2.69kN/m墙重：〔砌体与抹灰之和外墙：0.37×11=4.07kN/m2内墙：0.24×11=2.64kN/m2女儿墙：0.24×18=4.32kN/m2柱：〔考虑到柱子抹灰,取柱子自重27kN/m30.5×0.5×27=6.75kN/m门、窗：门：0.2kN/m2窗：0.45kN/m22.2.2活荷载［3］风压：0.55kN/m2雪压：0.5kN/m2厕所：2.0kN/m2办公室〔教室：2.0kN/m2走廊、楼梯：2.5kN/m2不上人屋面：0.5kN/m22.3计算简图及层数划分如图图1计算简图图2框架简图2.4各层重力荷载代表值计算第五层的重力荷载代表值:五层上半层女儿墙：〔42+15×2×0.24×0.9×18=443.23kN屋面：42×15×5.73=3609.90kN纵梁：42×4.08×4=685.44kN横梁：6.3×4.08×16=411.26kN次梁：6.6×4.08×14=359.86kN走廊横梁：2.4×2.69×8=51.65kN柱子：×6.75×32=388.8kN外墙：116.4×〔-0.6×4.07=556.78kN内纵墙：6.0×〔-0.6×13×2.64=247.10kN内横墙：6.3×〔-0.6×8×2.64=159.67kN外墙窗洞：-<-0.6>×2.1×14×2×4.07=-287.18kN外墙窗：<-0.6>×2.1×14×2×0.45=31.75kN内门洞：-<2.1-×0.9×16×2.64=-11.40kN内门：〔2.1-×0.9×16×0.2=0.86kN∑＝6651.25KN五层下半层柱子：×6.75×32=388.80kN外墙：114××4.07=835.16kN内纵墙：6.0××13×2.64=370.66kN内横墙：6.3××8×2.64=239.50kN外墙窗洞：-×2.1×14×2×4.07=-430.77kN外墙窗:×2.1×14×2×0.45=47.62kN内门洞：-×0.9×8×2×2.64=-68.42kN内门：×0.9×8×2×0.2=5.18kN∑＝1411.44kN2～4层的重力荷载代表值:四层上半层楼面：6.0×6.3×13×4.39+42×3×4.39+6.0×6.3×5.84=2931.14kN纵梁：42×4.08×4=685.44kN横梁：6.3×4.08×16=411.26kN次梁：6.6×4.08×14=359.86kN走廊横梁：2.4×2.69×8=51.65kN柱子：×6.75×32=388.8kN外墙：116.4×〔-0.6×4.07=556.78kN内纵墙：6.0×〔-0.6×13×2.64=247.10kN内横墙：6.3×〔-0.6×8×2.64=159.67kN外墙窗洞：-<-0.6>×2.1×14×2×4.07=-287.18kN外墙窗：<-0.6>×2.1×14×2×0.45=31.75kN内门洞:-<2.1->×0.9×15×2.64=-14.26kN内门:<2.1->×0.9×15×0.2=1.08kN∑＝5939.68kN四层下半层柱子：×6.75×32=388.80kN外墙：114××4.07=835.16kN内纵墙：6.0××13×2.64=370.66kN内横墙：6.3××8×2.64=239.50kN外墙窗洞：-×2.1×14×2×4.07=-430.77kN外墙窗:×2.1×14×2×0.45=47.62kN内门洞:-×0.9×15×2.64=-64.15kN内门:×0.9×15×0.2=4.86kN∑＝1411.44kN三层上半层等于四层上半层为：5539.68kN三层下半层等于四层下半层为：1411.44kN二层上半层等于三层上半层为：5539.68kN二层下半层等于三层下半层为：1411.44kN一层上半层楼面：6.0×6.3×13×4.39+42×3×4.39+6.0×6.3×5.84=2931.14kN纵梁：42×4.08×4=685.44kN横梁：6.3×4.08×16=411.26kN次梁：6.6×4.08×14=359.86kN走廊横梁：2.4×2.69×8=51.65kN柱子：×6.75×32=388.8kN外墙：116.4×〔-0.6×4.07=556.78kN内纵墙：6.0×<-0.6>×12×2.64=228.01kN内横墙：6.3×<-0.6>×7×2.64=139.71kN外墙窗洞：-<-0.6>×2.1×13×2×4.07=-266.67Kn外墙窗:<-0.6>×2.1×13×2×0.45=29.48kN内门洞:-<2.1->×0.9×13×2.64=-9.27kN内门:<2.1->×0.9×13×0.2=0.70kN雨篷:6.0×3.0×0.08×25=36kN∑＝5581.75kN则恒载+0.5活载：=6651.25+0.5×0.5×42×15=6808.75kN1411.44+5939.68+0.5×[2.0×<6.0×6.3×13+5.4×6.3>+2.5×2.4×6.3+2.5×2.4×42]=7615.77kN1411.44+5939.68+0.5×[2.0×<6.0×6.3×13+5.4×6.3>+2.5×2.4×6.3+2.5×2.4×42]=7615.77kN1411.44+5939.68+0.5×[2.0×<6.0×6.3×13+5.4×6.3>+2.5×2.4×6.3+2.5×2.4×42]=7615.77kN1411.44+5581.75+664.65=7657.84kN3水平荷载作用下的框架内力分析3.1层间侧移刚度计算3.1.1梁线刚度在计算梁线刚度时,考虑楼板对梁刚度的有利影响,即板作为翼缘工作。在工程上,为简化计算,通常梁均先按矩形截面计算某惯性矩I0,然后乘以增大系数:中框架梁I=2.0I0边框架梁I=1.5I0梁采用C30混凝土,EC=3.0×107kN/m2<m4><3-1>KB单位：kNm横向框架：表1框架梁线刚度计算部位截面m2跨度m截面惯性矩边框架中框架I=1.5I0KB=EI/LI=2.0I0KB=EI/L边跨0.25×0.66.34.5×106.8×103.3×109.0×104.3×10中跨0.25×0.42.41.3×102.0×102.5×102.6×103.3×103.1.2柱线刚度柱采用C30混凝土Ec=3.0×107kN/M2,首层高度4.55m,2-5层3.6m。柱截面：500mm×500mm则I1-4=I0==5.2×10-3m4<3-2>表2柱的线刚度计算层次层高b×hEc/KN/M2Ic<m4>Kc=2-53.6m500×5003.0×105.2×104.3×1014.55m500×5003.0×105.2×103.4×103.1.3柱的侧移刚度D［6］一般层：=D=〔3-3首层：=D=〔3-4表3边框架柱子的侧移刚度部位层高M柱子刚度边跨梁线刚度中跨梁线刚度边框架边柱C1〔4根边框架中柱C2〔4根K1α1DC1K2α2DC22-53.64300033000250000.7670.277110291.3490.4031603714.554300033000250000.9710.49597551.7060.59511726表4中框架柱子的侧移刚度部位层高M柱子刚度边跨梁线刚中跨梁a线刚中框架边柱C1〔14根中框架中柱C2〔14根K1α1DC3K2α2DC42-53.64300043000330001.0000.333132581.7670.4691867314.553400043000330001.2650.541106622.2350.646127313.1.4层间侧移刚度的计算表5层间侧移刚度部位各层柱子侧移刚度层间刚度∑DC1∑DC2∑DC3∑DC4∑Di2-5441166414815909622407649143613902046906127944152772366642∑D1/∑D2=0.77﹥0.7满足要求3.2水平地震作用层间地震剪力和弹性位移的计算采用底部剪力法计算水平地震作用3.2.1框架水平地震作用及水平地震剪力计算［5］［6］自振周期计算L0=0.6T1=1.7×0.6×ΔT0.5<3-5>表6横向框架顶点位移计算层次Gi<KN><KN>Di△i-△i-1=∑Gi/D△I<m>56808.756808.754914360.01390.250247615.7714424.524914360.02940.236337615.7722040.294914360.044827615.7729656.054914360.06030.162117657.8437313.893666420.10180.1018T1=1.7×0.6×0.25020.5=0.51s横向地震作用计算:地震作用按7度设计,基本地震加速度为0.10g,Ⅱ类场地,地震分组按一组则Tg=0.35Sαmax=0.08采用底部剪力法计算由于T1=0.51>1.4×0.35=0.49故应考虑顶点附加地震作用取=0.08×0.52+0.01=0.052FEK=<>0.9×αmax×0.85<3-6>=<>0.9×0.08×0.85×37313.89=1808.12KN顶点附加地震作用为:=0.051×1808.12=92.21KN<3-7>=<3-8>表7各层地震作用及楼层地震剪力层hiHiGiGiHiGiHi/∑GiHiFiVi53.618.956808.75129025.810.298511.34603.5543.615.357615.77116902.070.270463.301066.8533.611.757615.7789485.300.207355.191422.0423.68.157615.7762068.530.144247.091669.1314.554.557657.8434843.170.081138.991808.123.2.2水平地震作用下的层间位移和顶点位移计算表8层间位移和顶点位移层Vi<kN>hi<m>ΣDi<kN/m>Δuei=Vi/ΣDi<m>Δuei/hi5603.553.64914360.00121/300041066.853.64914360.00221/163631422.043.64914360.00291/124121669.133.64914360.00341/105911808.124.553666420.00491/929﹤所以满足规范规定的弹性位移要求。3.2.3水平地震作用下的剪力图图3水平地震作用下的剪力图3.3水平地震作用下框架柱剪力和柱弯矩〔采用D值法［6］将层间剪力分配到该层的各个柱子,即求出柱子的剪力,再由柱子的剪力和反弯点高度来求柱上、下端的弯矩。柱端剪力按下式来计算：〔3-9柱上、下端弯矩按下式来计算〔3-10〔3-11〔3-12—反弯点到柱下端结点的距离,即反弯点高度。—标准反弯点高度比。—上下横粱线刚度比对标准反弯点高度比的修正系数。—上层层高变化修正值。—下层层高变化修正值。根据框架总层数,该柱所在层数和梁柱线刚度比查表得。表9边柱〔中框层h<m>y0y1y2y3Y53.61.0000.350.0000.0000.0001.2643.61.0000.450.0000.0000.0001.6233.61.0000.450.0000.0000.0001.6223.61.0000.500.0000.0000.0001.8014.551.2650.650.0000.0000.0002.96表10中柱〔中框层h<m>y0y1y2y3Y53.61.7670.390.0000.0000.0001.4043.61.7670.450.0000.0000.0001.6233.61.7670.490.0000.0000.0001.7623.61.7670.500.0000.0000.0001.8014.552.2350.630.0000.0000.0002.87表11边柱〔中框层H<m>∑Di<kN/m>D<kN/mD/∑DiVi<kN>Vik<kN>YM下〔kNmM上<kNm>53.6491436132580.0270603.5516.281.2620.5138.1043.6491436132580.02701066.8528.781.6246.6256.9833.6491436132580.02701422.0438.361.6262.1470.0523.6491436132580.02701669.1340.031.8072.0575.9514.55366642106620.02911808.1252.582.96155.6483.60表12中柱〔中框层H<m>∑Di<kN/m>D<kN/m>D/∑DiVi<kN>Vik<kN>YM下〔kNmM上<kNm>53.6491436186730.0380603.5522.931.4032.1050.4543.6491436186730.03801066.8540.541.6265.6780.2733.6491436186730.03801422.0454.031.7695.0992.0623.6491436186730.03801669.1363.421.80114.16114.1614.55366642127310.03471808.1262.782.87174.53105.473.4水平地震作用下梁端弯矩计算［6］根据节点平衡由柱端弯矩求得梁轴线处弯矩µB1=KB1/<KB1+KB2>〔3-13MB1=<MC上+MC下>×µB1〔3-14µB2=KB2/<KB1+KB2>〔3-15MB2=<MC上+MC下>×µB2〔3-16表13水平地震作用下梁端弯矩层A轴B轴MC上MC下µB1MABMC上MC下µB1µB2MBAMBC50.0038.10138.00.0050.450.570.4328.7621.69420.5156.98177.4932.1080.270.570.4359.5648.32346.6275.951122.5765.6792.060.570.4389.9167.82262.1470.051132.1995.09114.160.570.43119.2789.98172.0583.601155.65114.16105.470.570.43125.1994.443.5水平地震作用下的梁端剪力和柱轴力标准值［6］〔3-17〔3-18表14水平地震作用下梁端剪力和柱轴力层AB跨梁端剪力BC跨梁端剪力柱轴力LL边柱<KN>中柱<KN>56.338.1028.7610.612.421.6918.0818.0810.6118.0846.377.4959.5621.652.448.3240.2740.2740.2726.0936.3122.5789.9133.732.467.8256.5256.5256.5248.8826.3132.19119.2739.912.489.9874.9874.9874.9883.9516.3155.65125.1944.582.494.4478.7078.7078.70118.07

3.6水平地震作用下的框架内力图图4水平地震作用下的框架内力图

3.7横向风荷载计算自然情况：地区基本风压W0=0.55kN/m2,地面粗糙程度C类。风荷载计算［3］风荷载标准值：〔3-19表15风荷载作用下的剪力层βZμSμZiW0WkiFWkiVi51.01.30.830.550.5939.609.6140.740.52911.4321.0430.740.52911.4332.4720.740.52911.4343.9010.740.52911.4355.33注：〔1在实际工程中,对于高度不大于30M,高宽比小于1.5的高层建筑,取风振系数βZ=1.0。〔2〔3-203.7.2风荷载作用分布图图5风荷载作用分布图3.8风荷载作用下框架柱剪力和柱弯矩〔D值法表16边柱〔中框层H<m>∑Di<kN/m>D<kN/m>D/∑DiVi<kN>Vik<kN>YM下〔kNmM上<kNm>53.663862132580.2089.612.001.262.524.6843.663862132580.20821.044.381.627.108.6733.663862132580.20832.476.751.6210.9313.3723.663862132580.20843.909.131.8016.4316.4314.5546786106620.22955.3312.672.9637.5020.15表17中柱〔中框层H<m>∑Di<kN/m>D<kN/m>D/∑DiVi<kN>Vik<kN>YM下〔kNmM上<kNm>53.663862186730.2929.612.811.403.936.1843.663862186730.29221.046.141.629.9512.1633.663862186730.29232.479.481.7616.6817.4423.663862186730.29243.9012.821.8030.0830.0814.5546786127310.27255.3315.102.8743.3425.373.9风荷载作用下梁端弯矩计算表18风荷载作用下梁端弯矩层A轴B轴MC上MC下µB1MABMC上MC下µB1µB2MBAMBC50.004.6814.680.006.180.570.433.522.6642.528.67111.193.9312.160.570.436.935.2337.1013.37120.479.9517.440.570.439.947.50210.9316.43127.3616.6830.080.570.4317.1512.93116.4320.15136.5830.0825.370.570.4314.4610.913.10风荷载作用下的梁端剪力和柱轴力标准值表19风荷载作用下的梁端剪力和柱轴力层AB跨梁端剪力BC跨梁端剪力柱轴力LL边柱<KN>中柱<KN>56.34.683.522.002.42.662.662.222.000.2246.311.196.932.862.45.235.234.364.881.7036.320.479.944.832.47.507.506.259.713.1226.327.3617.157.072.412.9312.9310.7816.786.8316.336.5814.468.102.410.9110.919.0924.887.823.11风荷载作用下的框架内力图图6风荷载作用下的框架内力图4竖向荷载作用下的内力分析图7荷载传递路线4.1恒载4.1.1屋面梁上线荷载标准值梁重：横梁:边跨4.08kN/m,中跨2.69kN/m屋面板荷载：<按双向板计算>4.1.2屋面板及楼面板的折减系数边跨为梯形荷载:中跨为梯形荷载:5/8=0.6254.1.3屋面梁上线荷载标准值边跨：g1=5.73×3.0×0.90+4.08=19.55kN/m中跨：g2=5.73×2.4×0.625+2.69=11.29kN/m4.1.4楼面梁上线荷载标准值边跨：g1=4.39×3.0×0.90+4.08=15.93kN/m中跨：g2=4.39×2.4×0.625+2.69=9.28kN/m4.2活载屋面:边跨q1=0.5×3.0×0.90=1.35kN/m中跨q2=0.5×2.4×0.625=0.75kN/m楼面:边跨q1=2.0×3.0×0.90=10.96kN/m中跨q2=2.5×3.0×0.625=4.69kN/m4.3框架计算简图图8框架计算简图4.4梁固端弯矩梁端弯矩以绕杆端顺时针为正,反之为负M固=〔4-1表20竖向荷载作用下框架的固端弯矩荷载部位边跨中跨跨度均布荷载固端弯矩跨度均布荷载固端弯矩左右左右恒载顶层6.319.55-64.4464.662.411.29-5.425.42其他层6.315.93-52.6952.692.49.28-4.454.45活载顶层6.31.35-4.474.472.40.75-0.360.36其他层6.35.40-17.8617.862.43.75-1.801.804.5内力分配系数计算表21转动刚度S及相对转动刚度计算构件名称转动刚度S〔KNm相对转动刚度框架梁边跨1.00中跨0.38框架柱顶层1.00一般层1.00底层分配系数计算：〔4-2表22各杆件分配系数表节点层<><>边节点51.00+1.00=2.000.500.5041.00+1.00+1.00=3.000.340.330.3331.00+1.00+1.00=3.000.340.330.3321.00+1.00+1.00=3.000.340.330.3311.00+0.79+1.00=2.790.360.360.28中间节点51.00+1.00+0.38=2.380.420.160.4241.00+1.00+1.00+0.38=3.380.290.110.300.3031.00+1.00+1.00+0.38=3.380.290.110.300.3021.00+1.00+1.00+0.38=3.380.290.110.300.3011.00+0.79+1.00+0.38=3.170.320.120.320.244.6弯矩分配与传递方法：首先将各点的分配系数填在相应方框内,将梁的固端弯矩填写框架横梁相应位置上,然后将节点放松,把各节点不平衡弯矩同时进行分配。假定远端固定进行传递〔不向滑动端传递,右〔左梁分配弯矩向左〔右梁传递,上〔下分配弯矩向下〔上柱传递〔传递系数均为0.5。第一次分配弯矩传递后,再进行第二次弯矩分配。［8］恒载作用下的力矩分配图9恒荷载作用下的力矩分配活载作用下的力矩分配图9活荷载作用下的力矩分配重力荷载作用下的力矩分配图10重力荷载作用下的力矩分配恒荷载作用下的弯矩图图11恒荷载作用下的弯矩图活荷载作用下弯矩图:图12活荷载作用下的弯矩图重力荷载作用下的弯矩图图13重力荷载作用下的弯矩图表23恒载作用下的弯矩楼层BC跨CD跨左端中间右端-左端=右端中间MMMMM5-42.9050.5749.9312.45-4.324-47.4330.0250.9010.48-3.973-45.1131.8949.4611.13-4.452-45.1631.9149.3911.08-4.401-41.3435.3246.3911.53-4.85表24活载作用下的弯矩楼层BC跨CD跨左端中间右端-左端=右端中间MMMMM5-4.142.793.680.370.314-14.7111.4116.052.75-0.053-15.3310.8316.602.580.122-15.4310.0816.552.560.141-14.1412.0415.372.97-0.27表25重力荷载作用下的弯矩楼层BC跨CD跨左端中间右端-左端=右端中间MMMMM5-44.9851.8252.0612.72-4.324-54.7735.4559.2011.86-.3833-52.5437.3057.7212.41--4.832-52.8637.0757.8712.36-4.331-48.4141.2154.0413.69-5.66注:弯矩符号逆时针为正4.7梁端剪力均布荷载下:<4-3><4-4>V’=V—q×<4-5>表26恒载作用下梁端剪力<BC跨>BC跨梁端剪力层qkN/mLmqL/2〔kN<kN><kN><kN>〔kN<kN>519.556.361.581.2260.3662.8055.4757.91415.936.350.190.5549.6450.7445.6646.75315.936.350.190.6949.5050.8845.5246.90215.936.350.190.6749.5250.8645.5446.88115.936.350.190.8019.3950.9945.4147.01表27恒载作用下梁端剪力<CD跨>CD跨梁端剪力层qkN/MLqL/2〔kN<kN><kN><kN>〔kN<kN>511.292.413.55013.5513.5510.7310.7549.282.411.14011.1411.149.089.0839.282.411.14011.1411.149.089.0829.282.411.14011.1411.149.089.0819.282.411.14011.1411.149.089.08表28活载作用下梁端剪力<BC跨>BC跨梁端剪力层qkN/mLmqL/2〔kN<kN><kN><kN>〔kN<kN>51.356.34.250.074.184.323.843.9845.46.317.010.2116.8017.2215.4515.8735.46.317.010.2016.8117.2115.4615.8625.46.317.010.1816.8317.1915.4815.8415.46.317.010.2016.8117.2115.4615.86表29活载作用下梁端剪力<CD跨>CD跨梁端剪力层q<kN/m>L<m>qL/2〔kN<kN><kN><kN>〔kN<kN>50.752.40.900.90.90.710.7143.752.44.504.54.53.563.5633.752.44.504.54.53.563.5623.752.44.504.54.53.563.5613.752.44.504.54.53.563.564.8柱轴力和剪力表30荷载作用下的柱轴力剪力<边柱>边柱<单位:KN>层截面楼屋盖恒荷楼屋盖活荷墙重梁自重柱自重恒荷引起轴力活荷引起轴力恒荷引起剪力活荷引起剪力5顶130.889.4570.7976.1624.3207.049.4519.5462.94底231.344顶82.9737.870.7976.1624.3461.3747.2511.784.43底485.673顶82.9737.870.7976.1624.3644.885.0512.394.23底669.12顶82.9737.870.7976.1624.3899.13122.8513.864.74底923.431顶82.9737.870.7976.1624.31153.43160.654.971.62底1184.17表31荷载作用下的柱轴力剪力<中柱>中柱<单位:KN>层截面楼屋盖恒荷楼屋盖活荷墙重梁自重柱自重恒荷引起轴力活荷引起轴力恒荷引起剪力活荷引起剪力5顶149.5513.0572.4785.9624.3235.5113.0516.882.56底259.814顶114.5852.272.4785.9624.3532.8265.2510.163.99底557.123顶114.5852.272.4785.9624.3830.13117.4510.613.85底854.432顶114.5852.272.4785.9624.31127.44169.6511.624.22底1151.741顶114.5852.272.4785.9624.31424.75221.854.931.78底1455.465内力组合5.1竖向荷载作用下梁端弯矩的调幅由于钢筋混凝土结构具有塑性内力重分布性质,因此在重力荷载作用下对梁端弯矩进行调幅,去调幅系数为0.8。表32梁端弯矩的调幅表层数梁左端MGKMGK,,MQKMQK,,M1MGEBC跨542.9034.324.143.3144.9858.61447.4337.9414.7111.7754.7743.82345.1136.0915.3312.2652.5442.03245.1636.1315.4312.3452.8642.29141.3433.0714.1411.3148.4138.73CD跨512.459.960.370.3012.7210.18410.488.382.752.2011.869.49311.138.902.582.0612.419.93211.088.862.562.0512.369.89111.539.222.972.3813.6910.95表33梁跨中弯矩的调幅表层数梁跨中MGKMGK,,MQKMQK,,M2MGEBC跨550.5759.852.793.5751.8261.52430.0239.8511.4114.4935.4546.85331.8941.3510.8314.0237.3048.36231.9141.3710.8014.0137.0748.14135.3244.0912.0414.9941.4051.65CD跨5-4.32-1.830.310.38-4.32-1.794-3.79-1.69-0.050.50-3.83-1.463-4.45-2.220.120.64-4.83-2.352-4.40-2.180.140.65-4.33-1.661-4.85-2.54-0.270.38-5.66-2.92表34梁端弯矩的调幅表层数梁右端MGKMGK,,MQKMQK,,M3MGEBC跨549.9339.943.682.9452.0640.04450.9040.7216.0512.8459.2047.36349.4639.5716.6013.2857.7246.18249.3939.5716.6513.3257.8746.30146.3937.1115.3712.3054.0443.23CD跨512.459.960.370.3012.7210.18410.488.382.752.2011.869.49311.138.902.582.0612.419.93211.088.862.562.0513.3610.69111.539.222.972.3813.6910.95注：①；<5-1>②=<5-2><5-3>③；<5-4>；<5-5>④5.2控制截面及其内力组合5.2.1控制截面梁：梁端及跨中柱：上下柱端截面竖向荷载作用下梁控制截面处剪力表35控制截面处剪力表<梁左端>层b梁左端BC跨50.555.473.8457.2358.6121.6240.545.6615.4553.3943.8230.4930.545.5215.4653.2542.0328.9120.545.5415.4853.2842.2928.9910.545.4115.4653.1438.7325.49CD跨50.510.730.7111.0910.187.2340.59.083.5610.919.496.7630.59.083.5610.919.937.2220.59.083.5610.919.897.1610.59.083.5610.9110.957.70表36控制截面处剪力表<梁右端>层b梁右端BC跨50.557.913.9859.9040.0425.0740.546.7515.8754.6947.3633.6930.546.9015.8654.8346.1832.4720.546.8815.8454.8046.3032.6010.547.0115.8654.9443.2329.50D跨50.510.750.7111.1110.187.4040.59.083.5610.869.496.7830.59.083.5610.869.937.2220.59.083.5610.8610.697.9810.59.083.5610.8610.958.24注：；<5-6><5-7>5.2.3梁控制截面处弯矩表37梁控制截面处弯矩表<梁左端>层b梁左端BC跨50.534.3255.4720.453.313.842.3540.537.9445.6626.5311.7715.457.9130.536.0945.5224.7112.2615.468.4020.536.1345.5424.7512.3415.488.4710.533.0745.4121.7211.3115.467.45CD跨50.59.9610.737.280.301.710.1240.58.389.086.112.23.561.3130.58.909.086.630.063.561.1720.58.869.086.592.053.561.1610.59.229.086.952.383.561.49表38梁控制截面处弯矩表<梁右端>层b梁右端BC跨50.539.9457.9125.462.943.981.9540.540.7246.7529.0312.8415.878.8730.539.5746.9027.8513.2815.869.3220.539.5146.8827.7913.3215.849.3210.537.1147.0125.3612.3015.868.34CD跨50.59.9610.757.270.300.710.1240.58.389.086.112.203.561.3130.58.909.086.632.063.561.1720.58.869.086.592.053.561.1610.59.229.086.952.383.561.49注：<5-8><5-9>5.2.4水平地震作用下梁控制截面处的内力表39水平地震作用下梁控制截面处的内力表层V〔kNb<m>梁左端梁右端跨中BC跨510.610.538.1035.4528.7626.114.67421.650.577.4972.0859.5654.158.97333.730.5122.57114.1489.9181.4816.33239.910.5132.19122.21119.27109.296.46144.580.5155.65144.44125.19114.0515.23CD跨518.080.521.6917.1721.6917.170.000440.270.548.3238.2548.3238.250.000356.520.567.8253.6967.8253.690.000274.980.589.9871.2489.9871.240.000178.700.594.4474.7794.4474.770.000注：<5-10>5.3基本组合公式框架梁内力组合［7］<1>梁端负弯矩组合公式:①<5-11>②<5-12>③<5-13><2>梁端正弯矩组合公式:④<5-14><3>梁跨中正弯矩组合公式:⑤<5-15>⑥<5-16>⑦<5-17><4>梁端剪力组合公式:⑧<5-18>⑨<5-19>⑩<5-20>表40梁的内力组合表<边跨5层>位置楼层内力及组合梁左端梁跨中梁右端MK<kN>VK<kN>MK<kN>VK<kN>MK<kN>VK<kN>边跨梁5永久荷载-20.4555.4759.85-1.2225.46-57.91可变荷载-2.353.843.75-0.071.95-3.98重力荷载代表值-21.6257.3961.64-1.2626.44-59.90地震作用左来35.45-10.614.67-10.6126.11-10.61右来-35.4510.61-4.6710.61-26.1110.61-MMAX<梁端>①-27.8671.9432.28-70.06②-29.9178.6536.28-82.08③-54.0362.0049.25-64.25+MMAX<梁端>④18.35-53.395.6334.58+MMAX<跨中>⑤76.82-1.56⑥84.30-1.72⑦60.11-11.47VMAX<梁端>⑧-27.8371.9432.28-70.06⑨-29.9178.6536.28-82.08⑩-61.2370.2655.82-68.74表41梁的内力组合表<边跨4层>位置楼层内力及组合梁左端梁跨中梁右端MK<kN>VK<kN>MK<kN>VK<kN>MK<kN>VK<kN>边跨梁4永久荷载-26.5345.6639.85-0.5529.03-46.75可变荷载-7.9115.4514.49-0.218.87-15.87重力荷载代表值-30.4953.3947.10-0.5633.47-54.69地震作用左来72.08-21.658.97-21.6554.15-21.65右来-72.0821.65-8.9721.65-54.1521.65-MMAX<梁端>①-42.9176.4247.25-78.32②-43.5776.7847.88-78.67③-97.5369.1982.91-70.32+MMAX<梁端>④47.41-61.1527.6919.91+MMAX<跨中>⑤68.11-0.95⑥67.00-0.95⑦51.13-21.70VMAX<梁端>⑧-42.9176.4247.25-78.32⑨-43.5776.7847.88-78.67⑩-110.7578.3893.9879.71-表42梁的内力组合表<边跨3层>位置楼层内力及组合梁左端梁跨中梁右端MK<kN>VK<kN>MK<kN>VK<kN>MK<kN>VK<kN>边跨梁3永久荷载-24.7145.5241.35-0.6927.85-46.90可变荷载-8.415.4614.02-0.209.32-15.86重力荷载代表值-28.9153.2548.36-0.7932.51-54.83地震作用左来114.14-33.7316.33-33.7381.48-33.73右来-114.1433.73-16.3333.73-81.4833.73-MMAX<梁端>①-41.4176.2746.47-78.48②-41.5976.6046.73-78.86③-137.3180.81108.70-82.23+MMAX<梁端>④89.60-72.8255.068.24+MMAX<跨中>⑤69.25-1.11⑥69.56-1.13⑦59.45-33.60VMAX<梁端>⑧-41.4176.2746.47-78.48⑨41.5976.6046.73-78.86⑩-155.6191.59123.20-93.20表43梁的内力组合表<边跨2层>位置楼层内力及组合梁左端梁跨中梁右端MK<kN>VK<kN>MK<kN>VK<kN>MK<kN>VK<kN>边跨梁2永久荷载-24.7545.5441.37-0.6727.79-46.88可变荷载-8.4715.4814.01-0.819.36-15.84重力荷载代表值-28.9953.2848.38-0.7632.47-54.80地震作用左来122.21-39.916.46-39.91109.29-39.91右来-122.2139.91-6.4639.91-109.2939.91-MMAX<梁端>①-41.5676.3246.45-78.43②-41.7176.6546.69-78.81③-145.2486.86135.78-88.23+MMAX<梁端>④97.41-78.8782.212.19+MMAX<跨中>⑤69.26-1.06⑥69.58-1.08⑦49.84-39.59VMAX<梁端>⑧-41.5676.3246.45-78.43⑨-41.7176.6546.69-78.81⑩-164.6197.78148.37-100.00表44梁的内力组合表<边跨1层>位置楼层内力及组合梁左端梁跨中梁右端MK<kN>VK<kN>MK<kN>VK<kN>MK<kN>VK<kN>边跨梁1永久荷载-21.7245.4144.09-0.825.36-47.01可变荷载-7.4515.4614.99-0.28.43-15.86重力荷载代表值-25.4553.1451.59-0.929.58-54.94地震作用左来144.44-44.5615.32-44.56114.05-44.56右来-144.4444.56-15.3244.56-114.0544.56-MMAX<梁端>①-36.4976.1442.11-78.62②-36.6276.4542..41-79.01③-163.7391.27137.78-92.89+MMAX<梁端>④121.74-83.3089.05-2.24+MMAX<跨中>⑤73.89-1.24⑥74.21-1.28⑦61.36-44.26VMAX<梁端>⑧-36.4976.1442.11-78.62⑨-36.6276.4542.41-79.01⑩-185.57103.44156.20-105.28注：角标K表示内力标准值；表45梁的内力组合表<中跨5层>位置楼层内力及组合梁左<右>端梁跨中MK<kN>VK<kN>MK<kN>VK<kN>中跨梁5永久荷载-7.2810.73-1.830.00可变荷载-0.120.710.380.00重力荷载代表值-7.3411.09-1.640.00地震作用左来17.17-18.080.00-18.08右来-17.1718.080.0018.08-MMAX<梁端>①-8.9013.87②-9.9515.18③-23.45127.61+MMAX<梁端>④11.24-25.95+MMAX<跨中>⑤-1.660.00⑥-2.100.00⑦-1.48-17.26VMAX<梁端>⑧-8.9013.87⑨-9.9515.18⑩-26.4631.29表46梁的内力组合表<中跨4层>位置楼层内力及组合梁左<右>端梁跨中MK<kN>VK<kN>MK<kN>VK<Kn>中跨梁4永久荷载-6.119.08-1.690.00可变荷载-1.313.560.500.00重力荷载代表值-6.7610.86-1.440.00地震作用左来38.25-40.270.00-40.27右来-38.2515.880.0040.27-MMAX<梁端>①-9.1715.75②-9.5349.04③-43.38-63.21+MMAX<梁端>④32.22-47.41+MMAX<跨中>⑤-1.330.00⑥-1.790.00⑦-1.3039.26VMAX<梁端>⑧-9.1715.88⑨-9.5315.75⑩-49.1655.58表47梁的内力组合表<中跨3层>位置楼层内力及组合梁左<右>端梁跨中MK<kN>VK<kN>MK<kN>VK<kN>中跨梁3永久荷载-6.639.08-2.220.00可变荷载-1.173.560.640.00重力荷载代表值-7.2210.86-1.900.00地震作用左来53.69-56.520.00-56.52右来-53.6956.520.0056.52-MMAX<梁端>①-9.5915.88②-10.1015.75③-58.8564.88+MMAX<梁端>④46.93-63.25+MMAX<跨中>⑤-1.770.00⑥-2.380.00⑦-1.71-55.12VMAX<梁端>⑧-9.5915.88⑨-10.1015.75⑩-66.6973.53表48梁的内力组合表<中跨2层>位置楼层内力及组合梁左<右>端梁跨中MK<kN>VK<kN>MK<kN>VK<kN>中跨梁2永久荷载-6.599.08-2.180.00可变荷载-1.163.560.650.00重力荷载代表值-7.1610.86-1.850.00地震作用左来71.24-74.980.00-74.98右来-71.2474.980.0074.98-MMAX<梁端>①-9.5315.88②-10.0315.75③-75.9082.88+MMAX<梁端>④64.09-81.26+MMAX<跨中>⑤-1.710.00⑥-2.310.00⑦-1.67-73.01VMAX<梁端>⑧-9.5315.88⑨-10.0315.75⑩-86.0294.48表49梁的内力组合表<中跨1层>位置楼层内力及组合梁左<右>端梁跨中MK<kN>VK<kN>MK<kN>VK<kN>中跨梁1永久荷载-6.959.08-2.540.00可变荷载-1.493.560.380.00重力荷载代表值-7.7010.86-2.730.00地震作用左来74.77-78.700.00-78.70右来-74.7778.700.0078.70-MMAX<梁端>①-10.4315.88②-10.8415.75③-79.8386.51+MMAX<梁端>④67.13-84.88+MMAX<跨中>⑤-2.510.00⑥-3.060.00⑦-2.46-76.73VMAX<梁端>⑧-10.4315.58⑨-10.8415.75⑩-90.4798.045.3.2框架柱内力组合［7］考虑地震作用时：①1.3×地+1.2×<恒+0.5×活>不考虑地震作用时：②γ0<1.35×恒+0.7×1.4×活>③γ0<1.2×恒+1.4×活>表50柱的内力组合表楼层截面位置内力种类内力值组合结果恒载活载代表值地震作用|Mmax|NminNmax左来右来①②③5边柱上端M42.94.1444.98-38.1038.10103.5161.9757.65N207.049.15211.77-10.6110.61267.92288.77261.68V-19.54-2.94-21.0116.28-16.28-46.38-29.26-27.56下端M27.456.4430.66-20.5120.5163.4543.3742.06N231.349.45236.07-10.6110.61279.08321.57290.84V-19.54-2.94-21.0116.28-16.28-46.38-29.26-27.56中柱上端M-37.47-3.32-39.13-50.4550.45112.54-53.84-49.60N235.5113.05242.04-7.477.47300.16330.73300.88V16.682.5617.9622.93-22.9351.3625.3023.6下端M-23.28-5.88-26.22-32.1032.10-73.20-37.19-36.17N259.8113.05266.34-7.477.47329.32363.53328.84V16.882.5617.9622.93-22.9351.3625.3023.844边柱上端M19.988.2724.1-56.9856.98103.0035.0835.55N461.3747.25484.99-32.2632.26623.93669.15619.79V-11.78-4.43-13.9928.78-28.78-54.20-20.24-20.34下端M22.447.6626.27-46.6246.6292.1337.8037.65N485.6747.25509.30-32.2632.26653.10701.96648.95N-11.78-4.43-13.9928.78-28.78-54.20-20.24-20.34中柱上端M-17.41-7.42-21.11-80.2780.27-129.68-30.78-31.28N542.8265.25565.45-26.0926.09712.46783.25730.73V10.163.9912.1640.54-40.5467.2917.6317.78下端M-19.17-69.96-22.65-65.6765.67-112.5532.70-32.75N557.1265.25589.75-26.0926.09741.62816.06759.89V10.163.9912.1640.54-40.5467.2917.6317.783边柱上端M22.447.6626.27-75.9575.95130.2637.8037.65N64.4885.05687.33-65.9965.99910.58953.83892.83V-12.39-4.23-14.5138.36-38.36-67.28-20.87-20.79下端M22.187.5725.96-62.1462.14119.9337.3637.21N669.185.05709.35-65.9965.99937.01986.63921.99V-12.39-4.23-14.5138.36-38.36-67.28-20.87-20.79中柱上端M-19.17-6.96-22.65-92.0692.06-146.86-32.70-32.75N830.13117.45888.86-48.8848.881130.181235.781160.59V10.613.8512.5454.03-54.0385.2918.1018.12下端M-19.04-6.91-22.46-95.0995.09-150.57-32.48-32.52N850.43117.45909.06-48.8848.881154.541263.181184.95V10.613.8512.5454.03-54.0385.2918.1018.12<续表>楼层截面位置内力种类内力值组合结果恒载活载代表值地震作用|Mmax|NminNmax左来右来①②③2边柱上端M22.857.8426.88-70.0570.05123.1938.5338.40N899.13122.85960.56-105.90105.901290.341334.221250.95V-13.86-4.74-16.2340.03-40.03-71.52-23.36-23.27下端M27.069.2431.67-72.0572.05131.6745.5945.41N923.43122.85984.86-105.90105.901319.501367.021280.11V-13.86-4.74-16.2340.03-40.03-71.52-23.36-23.27中柱上端M-19.487.07-22.98-114.16114.06-175.98-33.23-33.27N1127.44169.651212.27-83.9583.951563.861688.301590.44V16.624.2218.7363.42-63.42104.9226.5725.85下端M-22.36-8.12-26.41-114.16114.16-180.1-38.14-38.20N1151.74169.651239.57-83.9583.951596.621721.111619.60V16.624.2218.7363.42-63.42104.9226.5725.851边柱上端M14.284.8516.72-83.6083.60128.7424.0323.93N1153.46169.751238.34-150.48150.481681.631723.531621.80V-4.76-1.62-5.5752.58-52.58-75.04-8.01-7.98下端M7.142.458.36-155.64155.64212.3612.0412.00N1184.17169.751269.05-150.48150.481718.481764.981658.65V-4.76-1.62-5.5752.58-52.58-75.04-8.01-7.98中柱上端M-11.84-4.28-13.97-105.47105.47-153.88-20.18-20.20N1424.75221.851535.68-118.07118.071997.512140.832020.29V4.931.785.8262.78-62.7888.608.408.41下端M-5.92-2.14-6.99-174.53174.53-235.28-10.09-10.1N1455.46221.851566.39-118.07118.072033.162182.282057.14V4.931.785.8262.78-62.7888.608.408.41

6框架结构配筋计算6.1框架梁配筋计算6.1.1截面尺寸边跨：梁端b×h0=250mm×565mm〔h0=h-35跨中bf′×h0=2100mm×565mm〔h0=h-35中跨：梁端b×h0=250mm×365mm〔h0=h-35跨中bf′×h0=800mm×365mm〔h0=h-356.1.2材料强度［7］混凝土等级C30fc=14.3N/mm2ft=1.43N/mm2钢筋等级纵向受力筋HRB335fy=300N/mm2箍筋HPB235fy=210N/mm26.1.3配筋率［7］纵向受力筋:支座截面=0.2%=箍筋:沿梁全长:加密区:应满足规范要求。6.1.4抗弯承载力计算表51五层框架梁纵筋计算公式五层边跨中跨左端跨中右端左〔右端跨中负弯矩正弯矩负弯矩正弯矩负弯矩正弯矩M<KN.M>86.8318.3584.3049.255.6323.4511.242.10αS0.0470.0160.0090.0430.0050.0490.0240.0014ξ.0480.0160.0090.0440.0490.0500.0240.0014As<mm2>3921314985563826512619实配面积42242242242242242242242215201520152015201520152015201520表52四层框架梁纵筋计算公式四层边跨中跨左端跨中右端左〔右端跨中负弯矩正弯矩负弯矩正弯矩负弯矩正弯矩M<KN.M>97.7347.4168.1182.9127.6943.3832.221.79αS0.0860.0420.0070.0730.0240.0910.0680.0012ξ0.0900.0430.0070.0760.0240.0960.070.0012As<mm2>72834339661018450036617实配面积42242242242242242242242215201520152015201520152015201520表53三层框架梁纵筋计算公式三层边跨中跨左端跨中右端左〔右端跨中负弯矩正弯矩负弯矩正弯矩负弯矩正弯矩M<KN.M>137.3189.6069.56108.7055.0658.8546.932.38αS0.12030.0790.0070.0950.0480.1240.0990.0016ξ0.1290.0820.0070.100.0490.1330.1040.0016As<mm2>10396613968104069154222实配面积42242242242242242242242215201520152015201520152015201520表54二层框架梁纵筋计算公式二层边跨中跨左端跨中右端左〔右端跨中负弯矩正弯矩负弯矩正弯矩负弯矩正弯矩M<KN.M>145.2497.4169.58135.7882.2175.9064.092.31αS0.1270.0850.0070.1190.0720.1590.1350.0015ξ0.1360.0890.0070.1270.0750.1740.1460.0015As<mm2>1104721396102660591175721实配面积42242242242242242242242215201520152015201520152015201520表55一层框架梁纵筋计算公式一层边跨中跨左端跨中右端左〔右端跨中负弯矩正弯矩负弯矩正弯矩负弯矩正弯矩M<KN.M>163.75121.7474.21137.7889.0579.8367.133.06αS.1430.1070.0080.1210.0780.1680.1410.002ξ0.1550.1130.0080.1290.0810.1850.1530.002As<mm2>1257913452104365896479728实配面积422422422422422422422422152015201520152015201520152015206.1.5框架梁抗剪计算［2］［7］框架梁抗剪计算中,设计剪力取组合和调整剪力,计算：=0.85=1.1=1.2表56五四层框架梁箍筋五层四层边跨中跨边跨中跨左端右端左〔右端左端右端左〔右端组合78.6582.0831.2978.3879.7155.58调整100.87100.8749.5394.8194.8177.08403.97403.97260.97403.97403.97260.970.00610.0061<0<0<00.011实配箍筋双肢8@100双肢8@100双肢8@100双肢