宿舍楼设计计算书模板

'宿舍楼设计计算书模板目录摘要IAbstractII引言11工程概况21.1.工程名称21.2.工程概况21.3.设计条件21.4材料使用21.5其它结构选型22结构布置及梁,柱截面尺寸的初步确定32.1确定计算简图32.2梁、柱截面尺寸的估算42.2.1屋面与楼面的恒荷载标准值计算52.2.2屋面与楼面活荷载计算52.2.3梁、柱、板的重力荷载计算63框架的竖向向荷载计算83.1.梁的荷载计算83.1.1顶层屋板传递的荷载83.1.2楼面传递的荷载94横向荷载作用下框架的水平位移验算114.1地震作用114.2横向水平地震作用下的框架的侧向位移114.3水平地震作用下的位移验算：135竖向荷载作用下的内力计算155.1恒荷载作用下的框架内力计算155.1.1计算各点的杆端弯矩155.1.2用弯矩分配法计算各点弯矩165.1.3计算横荷载作用下的跨中弯矩计算175.1.4恒荷载作用下的截面剪力计算：195.2活荷载作用下的框架内力计算22 5.2.1计算各点的杆端弯矩225.2.2用力矩分配法计算225.2.3计算跨中弯矩245.2.4活荷载作用下的截面剪力计算256水平荷载作用下的内力计算286.1水平地震作用下的内力计算286.1.1水平地震作用下的框架柱的柱端弯矩D值法计算286.1.2地震作用下的框架梁的两端弯矩剪力及轴力296.1.3地震作用下的弯矩图296.2风荷载作用下的内力计算316.2.1柱子的计算过程316.2.2风荷载作用下框架梁的内力计算326.2.3弯矩图327内力组合计算347.1柱子的内力组合计算347.2梁的内力组合计算408框架梁柱配筋计算468.1各项参数468.2框架梁配筋计算：468.3框架柱正截面承载力计算489板的配筋509.1荷载设计值509.2弯矩与配筋计算5110基础的配筋计算5510.1基础数据5510.2确定基础尺寸5511楼梯配筋计算5711.1材料选用5711.2踏步板的设计5711.3荷载计算5711.4截面设计5811.5楼梯斜梁设计5811.6平台梁计算59 1工程概况1.1.工程名称：某学院学生宿舍楼设计（5-6层）。1.2.工程概况：建筑面积约为5000m2，是一幢6层的现浇钢筋混凝土框架结构体系的建筑物，层高均为3.0m，室内外高差为0.9m。1.3.设计条件：主导风向:冬季为北偏东风，夏季为东南风；C类粗糙程度，基本风压w0=0.35kN/m2，；雨雪条件：基本雪压为0.45kN/m2其它条件：抗震设防烈度7度。1.4材料使用：（1）.钢筋：多数纵向受力钢筋采用热轧钢筋HRB335,其余采用热轧钢筋HPB235。（2）.混凝土：梁柱板均使用C30类型的混凝土。1.5其它结构选型屋面：使用现浇钢筋混凝土板作为承重结构，屋面板按不上人屋面的使用荷载选用。楼面：使用现浇钢筋混凝土板，板厚为120mm。基础：使用柱下独立基础。2.1确定计算简图 假定框架柱与基础顶面接触，框架梁与柱刚接，设计时为了计算的方便，使每个柱子的尺寸不变，于是梁的跨度和柱截面形心线之间的距离相等。底层的柱子高度为3.9m图2.22.2梁、柱截面尺寸的估算：梁截面BD跨：主梁：取h=600mmb=300mm故该框架的横梁与纵梁的初步设计截面尺寸为b×h=300mm×600mm次梁：h=400mm取b=200mm故框架的次梁初步设计截面尺寸为b×h=400mm×200mmDE跨：主梁：取与BD同样截面柱截面柱截面取400mm×400mm 2.2.1屋面与楼面的恒荷载标准值计算屋面120mm厚的现浇混凝土板0.12m×25＝3顶层抹灰10mm厚混凝土砂浆0.01×17＝0.017附加层3.50合计4.48标准层楼面：地面装饰0.65找平层20mm厚水泥砂浆0.02m×17＝0.34120mm厚现浇钢筋混凝土板0.12m×25＝3抹灰：10厚混合砂浆0.01m×17＝0.17合计：4.332.2.2屋面与楼面活荷载计算一.根据《荷载规范》与计算书查得：楼面：2.0走廊:2.5二.雪荷载Sk=1.0×0.45=0.452.2.3梁、柱、板的重力荷载计算 梁自重：主梁：b×h=300mm×600mm主梁自重：0.3×25×（0.6-0.12）=2.85抹灰：0.01×[(0.6m-0.12m)+0.3m]×2×17=0.13合计：3.02次梁：b×h=200mm×400mm梁自重：(0.4m-0.12m)×25×0.2m=2.69抹灰层：10厚混合砂浆：[(0.4m-0.12m)×2+0.2m]×0.01m×17=0.13合计：1.28柱自重：柱尺寸：b×h=400mm×400mm柱自重：0.4m×0.4m×25=4抹灰层：10厚混合砂浆：0.01m×0.4m×0.4×17=0.03合计：4.03横墙自重：墙体：（3.0-0.6）×0.24×19=11.4 粉刷墙面：（3.0m-0.5）×0.01×2×17=0.85合计：12.25纵墙自重：墙体：（3.0-0.4）×0.24×19=12.31水泥粉刷内墙面：（3.0-0.4）×0.01×17×2=0.98合计：13.23结构的线刚度计算在框架结构中，为了增大梁的有效翼缘，增大梁的有效刚度，减少框架的侧移，现浇楼板的楼可以作为梁的有效翼缘。为考虑这一有利的作用，在计算梁的截面惯性矩的时候，对于中框架取I=2I0（I0为梁的截面惯性矩）。梁采用C30混凝土，查表的，其弹性模量根据框架柱的刚度为1进行折算，则该框架的相对线刚度如下图3-1所示： 图2.33框架的竖向向荷载计算3.1.梁的荷载计算3.1.1顶层屋板传递的荷载顶层板传至梁上的荷载为三角形和梯形荷载两种形式，首先把他们等效为均布荷载，经计算所有现浇板板块的长边与短边比均小于3.0，宜按双向板计算，从四角出45o平分线，区格板被分为四个小块，每小块荷载传给与之相邻的的梁，板传至梁上的三角形或梯形荷载等效为均布荷载。荷载的传递示意图如下：图3.13.1.2楼面传递的荷载屋面板传给主梁的荷载BD段恒载：6.57×1.8×2=23.65kN/m 活载：2.45×1.8×2=8.82kN/mDE段恒载：6.57×2.1×1.414/2=9.75kN/m活载：2.45×2.9/2=3.64kN/mBD段楼面板传给主梁的荷载：BD段恒载：4.33×1.8×2=15.59kN/m活载：2×1.8×2=7.2kN/mDE段恒载：4.33×2.1×1.414/2=6.43kN/m活载：2×2.9/2=2.9kN/m三角形荷载与梯形荷载的等效荷载转化计算如下对于梯形荷载Q=q/l均布荷载q=（1-2Q2+Q3）图3.2图3.3同理可得荷载的均布值见下表：恒荷载 顶层标准层图3.4图3.5活荷载顶层标准层图3.6图3.74横向荷载作用下框架的水平位移验算4.1地震作用G=(G上柱+G下柱)×0.5+G梁自重+（G上墙+G下墙）×0.5+0.5×G活载G1=(4.03×4.0×50)×0.5+(18.54×11+5.4×4)×3.02+1.28×(36×4+9.6)+738053×4033+(18.54×12+4×41.64)×13.23=10800.72KNG2=(4.03×3.0×50)×0.5+（18.54×11）+5.4×4×3.02+1.28×(36×4+9.6)+728.53×4.33+(18.54×12+4×41.64)×13.23+0.5×2.0×(41.64×18.54)=10396.82KNG2=G3=G4=G5G1=(4.03×3.0×50)×0.5+(18.54×11+5.4×4)×3.02+1.28×(36×4+9.6)+738.53×6.57+(18.54+4×41.64)×0.5×2=9051.12KN所以地震荷载集中于各层标高处的重力荷载代表值Gi 4.2横向水平地震作用下的框架的侧向位移:层数Gi（KN）Vi(KN)Di69051.129051.122048160510396.8219447.942048160410396.8229844.762048160310396.8240241.582048160210396.8250638.42048160110800.7261438.121575508表4.1Wr=0.7，T1=1.7×Wr×=0.38S由于结构的高度不超过40m，变形一剪切变形为主，且质量和刚度分布比较均匀，故使用底部剪力法计算水平地震作用。结构总的横向水平地震作用如下Geq=0.85×61438.12=52222.40KN查表得：Tg=0.25Sa=0.08因为Tg1.47g计算各质点的水平地震作用标准值。计算见下表层次HiGiGiHiGiHi/FiVi 618.89051.15170161.060.24661.76661.76515.810396.82164269.760.24661.761323.52412.810396.82133.79.300.20551.471874.9939.810396.82101888.840.15413.602288.5926.810396.8270698.380.10275.732564.3213.810800.7241042.740.06165.442729.76表4.2各质点的水平地震作用如下图图4.14.3水平地震作用下的位移验算：横向水平地震作用下的一榀框架结构每层间的位移△U和顶点的位移U按下面公式计算△U=层数Hi楼层相对侧移转角6661.7621481600.32102.8430001/937551323.5220481600.6598.4230001/461541874.9920481600.9288.9230001/326132288.5920481601.1274.3530001/267922564.3220481601.2554.7230001/240012729.7620481601.333039001/2932表4.3由上表可知，该一拼框架的最大层间位移在第二层，其1/2400<【△U/h】，满足要求。风荷载的标准值计算及位移的验算： 层数us61.31.00.8418.90.3510.84.1351.31.00.7415.90.3510.83.6441.31.00.7412.90.3510.83.6431.31.00.749.90.3510.83.6421.31.00.746.90.3510.83.6411.31.00.743.90.3510.83.64表4.4该框架在风荷载作用下的标准值见下图：图4.2风荷载作用下的框架的层间位移计算：△U=层数PkVi△UHj△U/H64.1320481604.130.0000023.01/150000053.6420481607.770.00000383.01/789473.6843.64204816011.410.00000563.01/53571433.64204816015.050.000000733.01/4109623.64204816018.690.00000913.01/32967013.64204816022.330.0000113.91/354545表4.5经验算，满足最大位移要求。水平地震作用下的位移验算横向水平地震作用下的一榀框架结构每层间的位移△U和顶点的位移U按下面公式计算△U=层数6661.7621481600.32102.8430001/937551323.5220481600.6598.4230001/461541874.9920481600.9288.9230001/3261 32288.5920481601.1274.3530001/267922564.3220481601.2554.7230001/240012729.7620481601.333039001/2932表4.6上表可知，该一拼框架的最大层间位移在第二层，其1/2400<【△U/h】，满足要求。5竖向荷载作用下的内力计算5.1恒荷载作用下的框架内力计算5.1.1计算各点的杆端弯矩顶层MBD=-MDB=-1/12×15.21×6.6×6.6=-4.89KN.MMDE=-MED=-1//12×10.55×2.1×2.1=-2.93KN.M标准层MBD=-MDB=-1/12×20.95×6.6×6.6=-76.60KN.MMDE=-MED=-1//12×16.31×2.1×2.1=-4.34KN.M由梁与柱的相对线刚度求出个点的弯矩分配系数Uij。分配系数如下图B柱：底层标准层顶层D柱 底层标准层顶层图5.15.1.2用弯矩分配法计算各点弯矩图5.2 图5.3图5.45.1.3计算横荷载作用下的跨中弯矩计算梁BD顶层M=1/8×15.12×6.6×6.6-1/2(36.48+55.19)=36.49KN.M标准层M=/8×20.95×6.6×6.6-1/2(61.3+75.12)=46.08KN.M 底层M=/8×20.95×6.6×6.6-1/2(60.44+75.26)=47.04KN.M梁DE顶层M=1/8×7.98×2.1×2.1-1/2(37.73+37.73)=-33.33KN.M标准层M=1/8×20.95×2.1×2.1-1/2(41.8)×2=-34.56KN.M底层M=1/8×16.31×2.1×2.1-1/2(41.96)×2=-35.42KN.M恒荷载作用下的边跨柱的轴力计算：轴力包括梁传来的荷载和柱自重N6=115.83KNN5=129.66KNN4=N3=N2=N1恒荷载作用下的中间跨柱子的轴力计算N6=133.3KNN5=191.57KNN4=N3=N2=N1恒载作用下的弯矩图如下 图5.55.1.4恒荷载作用下的截面剪力计算：顶层QBD=(36.48-55.19)/6.6+0.5×15.12×6.6=47.06KNQDB=(36.48-55.19)/6.6-0.5×15.12×6.6=-52.73KNQDE=0.5×7.98×2.1=8.38KNQED=-8.38KN同理可得标准层：QBD=67.72KNQDB=-71.54KNQDE=12.42KNQED=-12.42KN底层QBD=67.38KNQDB=-71.88KNQDE=12.42KNQED=-12.42KN柱端剪力计算：B柱Q6=-(36.48+15.62)/3.0=-17.37KNQ5=-(31.22+31.22)/3=20.82KNQ4=Q3=Q2Q1=-(24.84+4.14)/3.9=-8.5KND柱Q6=(17.46+8.51)/3=8.6KNQ5=17.02×2/3=11.34KNQ4=Q3=Q2 Q1=(14.18+4.72)/3.9=4.82KN框架梁剪力图如下：图5.6框架柱轴力图如下： 图5.75.2活荷载作用下的框架内力计算5.2.1计算各点的杆端弯矩顶层MBD=-MDB=-1/12×5×6.6×6.6=-18.19KN.MMDE=-MED=-1/12×2.28×2.1×2.1=-0.84KN.M标准层和底层MBD=-MDB=-1/12×4.08×6.6×6.6=-14.81KN.MMDE=-MED=-1/12×1.86×2.1×2.1=-0.68KN.M5.2.2用力矩分配法计算： 图5.85.2.3计算跨中弯矩梁BD顶层M=1/8×5×6.6×6.6-1/2(12.04+18.5)=11.96KN.M标准层M=/8×4.08×6.6×6.6-1/2(12.02+14.41)=9KN.M底层M=1/8×4.08×6.6×6.6-1/2(12.43+314.53)=8.74KN.M梁DE顶层M=1/8×2.28×2.1×2.1-1/2(12.17+12.17)=-10.91KN.M标准层M=1/8×1.86×2.1×2.1-1/2×6.34×2=-5.31KN.M底层M=1/8×1.86×2.1×2.1-1/2(8.18)×2=-7.15KN.M活荷载作用下的边跨柱的轴力计算：N6=20.91KNN5=17.06KNN4=N3=N2=N1活荷载作用下的中间跨柱子的轴力计算N6=25.87KNN5=21.124KNN4=N3=N2=N1活载作用下的弯矩图如下 图5.95.2.4活荷载作用下的截面剪力计算：顶层QBD=(12.04-18.5)/6.6+0.5×5×6.6=15.52KNQDB=(12.04-18.5)/6.6-0.5×5×6.6=-22.96KNQDE=0.5×2.28×2.1=2.39KNQED=-2.39KN同理可得标准层：QBD=16.14KNQDB=-16.87KNQDE=1.95KN QED=-1.95KN底层QBD=16.18KNQDB=-16.87KNQDE=1.95KNQED=-1.95KN柱端剪力计算：B柱Q6=-(12.04+6.06)/3.0=-6.03KNQ5=-(6.06+6.06)/3=2.97KNQ4=Q3=Q2Q1=-(5.1+1.7)/3.9=-1.74KND柱Q6=(5.57+3.35)/3=6.03KNQ5=3.35×2/3=2.23KNQ4=Q3=Q2Q1=(2.77+0.92)/3.9=0.95KN框架柱剪力图如下： 图5.10框架柱轴力图如下：图5.11 6水平荷载作用下的内力计算6.1水平地震作用下的内力计算：6.1.1水平地震作用下的框架柱的柱端弯矩D值法计算。计算过程见下表：柱剪力D值楼层剪力Y0M上M下B6661.7612654.49130591.720.0587.134.5951323.5212654.491305183.440.20146.7536.6941874.9912654.491305259.870.30181.9177.9632288.5912654.491305317.20.40190.32126.8822564.3212654.491305355.41.060142.16213.2512729.761579569394.4621.330.55279.6341.73D6661.7632998.191305239.170.45131.54107.6351623.5232998.191305478.330.45263.08215.2541874.9932998.191305677.640.45372.70304.9432288.5932998.191305827.120.5413.56413.5622564.3232998.191305926.770.5463.39463.3912729.7618902.269394.4743.550.55334.6408.95表6.16.1.2地震作用下的框架梁的两端弯矩剪力及轴力层数LBDLDE柱轴力M左M右VbM左M右VbNBND66.68.71328.191.7472.110.33510.3.359.8.431.7479.84356.615.1348.9483.6.492.128.12328.1.0326.7.85.39636.62346.621.8614.1925.4.622.140.10340.1.0338.1.9310.85874.81636.626.82817.3436.6.932.154.50754.5.0751.9.1117.55112.672726.626.90421.1647.2.882.166.53166.5.363.3.624.83190.09 13916.649.28519.62310.4.12.160.17660.1.7657.3.035.28247.4表6.26.1.3地震作用下的弯矩图如下：图6.1地震作用下的剪力与轴力图如下： 图6.26.2风荷载作用下的内力计算。6.2.1柱子的计算过程见下表：（表6.3）柱层号剪力D值剪力Y0M上M下B64.1312654.4913050.571.050.030.5453.6412654.4913050.500.200.40.143.6412654.4913050.500.300.350.1533.6412654.4913050.500.400.30.223.6412654.4913050.500.600.20.313.641579569394.40.830.550.370.46D64.1332998.1913051.490.450.820.6753.6432998.1913051.320.450.740.5843.6432998.1913051.320.450.740.5833.6432998.1913051.320.500.660.6623.6432998.1913051.320.500.660.6613.6418902.269394.410.550.450.55图5.76.2.2风荷载作用下框架梁的内力计算见下表： 层数LBDLDE柱轴力M左M右VbM左M右VbNBND66.60.030.180.032.10.640.640.610.030.6156.60.940.30.192.11.111.111.060.210.6746.60.450.280.112.11.041.040.990.322.6636.60.450.260.112.10.980.980.930.433.5926.60.40.280.102.11.041.100.990.534.5816.60.670.230.142.10.880.880.840.675.42表6.46.2.3弯矩图：图6.3剪力与轴力图如下： 图6.4 7内力组合计算7.1柱子的内力组合计算见下表：（表7.1）框架柱内力组合表第1层层次杆件截面内力恒载活载地震地震内力组合最不利内力组合左右1.2恒+1.4活1.35恒+0.98活1.2(恒+0.5活)+MmaxMM①②③④1.3地震左1.3地震右NNmaxNmin1B上端M24.845.10-27.9627.9636.9538.53-3.4869.2264.1926.09-14.54N763.29115.11-35.2835.281077.101143.25939.151060.30825.51898.87721.93下端M24.841.70-34.1734.1732.1935.20-13.5975.2564.1922.75-24.66N763.29115.11-44.4044.401077.101143.25927.291042.73825.51898.87710.07D上端M14.18-2.77-37.4637.4613.1416.43-33.3464.05-60.57-14.2-60.57N894.04149.13-24.7424.741281.631353.101130.161194.49875.881060.3875.88下端M-2.36-0.92-40.9040.90-4.12-4.09-56.5549.79-63.93-12.39-63.93N894.04149.13-33.8633.861281.631353.101118.311206.34864.021061.3864.02框架柱内力组合表第2层层次杆件截面内力恒载活载地震地震内力组合最不利内力组合左右1.2恒+1.4活1.35恒+0.98活1.2(恒+0.5活)+MmaxMM①②③④1.3地震左1.3地震右NNmaxNmin2B上端M31.226.06-14.2214.2245.9548.0922.6159.5940.8740.873.89N633.6998.93-24.8424.84898.93952.43787.49852.08677.91677.91677.91下端M35.607.23-21.3321.3352.8455.1519.3374.7953.4331.48-2.03N633.6998.93-35.2835.28898.93952.43773.92865.65691.48756.49599.75D上M17.02-3.35-46.3946.3915.7319.69-41.8978.72-72.53-14.77-72.53 端N742.88130.36-19.1019.101073.961130.64944.84994.50749.69911.09749.69下端M-18.36-3.59-46.3446.34-27.06-28.30-84.4336.06-74.17-16.76-74.17N742.88130.36-24.7424.741073.961130.64937.511001.83742.35911.09742.35（表7.2）框架柱内力组合表第3层层次杆件截面内力恒载活载地震地震内力组合最不利内力组合左右1.2恒+1.4活1.35恒+0.98活1.2(恒+0.5活)+MmaxMM①②③④1.3地震左1.3地震右NNmaxNmin3B上端M31.226.06-19.0319.0345.9548.0916.3665.8447.1227.03-2.36N504.0979.15-17.5517.55715.72758.09629.58675.21543.9610.36498.27下端M31.226.06-12.6912.6945.9548.0924.6057.6038.8827.035.88N504.0979.15-24.8424.84715.72758.09620.11684.69553.37610.36488.79D上端M17.02-3.35-41.3641.3615.7319.69-35.3572.18-65.99-14.77-65.99N586.72105.89-12.6712.67852.31895.84751.13784.07610.15737.25610.15下端M-17.02-3.35-41.3641.36-25.11-26.26-76.2031.33-65.99-14.77-65.99N586.72105.89-19.1019.10852.31895.84742.77792.43601.79737.25601.79框架柱内力组合表第4层层次杆件截面内力恒载活载地震地震内力组合最不利内力组合左右1.2恒+1.4活1.35恒+0.98活1.2(恒+0.5活)+MmaxMM①②③④1.3地震左1.3地震右NNmaxNmin 4B上端M31.226.06-18.1918.1945.9548.0917.4564.7546.0327.03-1.27N375.0959.41-10.8610.86533.28564.59471.64499.87410.09463.59381.85下端M31.226.06-7.807.8045.9548.0930.9651.2432.5227.0312.24N375.0959.41-17.5517.55533.28564.59462.94508.57418.79463.59373.16D上端M-17.02-3.35-37.2737.27-25.11-26.26-70.8926.02-60.67-14.77-60.67N735.5681.37-7.487.48996.591072.75921.77941.22468.97563.35468.97下端M-17.02-3.35-30.4930.49-25.11-26.26-62.0717.20-51.86-14.77-51.86N435.5681.37-12.6712.67636.59667.75555.02587.97462.23563.35462.23 框架柱内力组合表第5层层次杆件截面内力恒载活载地震地震内力组合最不利内力组合左右1.2恒+1.4活1.35恒+0.98活1.2(恒+0.5活)+MmaxMM①②③④1.3地震左1.3地震右NNmaxNmin5B上端M31.226.06-14.6814.6845.9548.0922.0260.1841.4627.033.3N245.4939.67-5.405.40350.13370.29311.38325.40279.07318.16265.04下端M31.226.06-3.673.6745.9548.0936.3345.8727.2327.0327.15N245.4939.6710.86-10.86350.13370.29332.51304.27303.79318.16257.94D上端M-17.02-6.34-26.3026.30-29.30-29.19-58.429.96-48.21-17.7-48.21N284.4056.85-3.663.66420.87439.65370.63380.15326.02389.46326.02下端M-17.02-3.35-21.5221.52-25.11-26.26-50.415.54-40.2-14.77-40.2N284.4056.85-7.487.48420.87439.65365.67385.11321.05389.46321.05框架柱内力组合表第6层层次杆件截面内力恒载活载地震地震内力组合最不利内力组合左右1.2恒+1.4活1.35恒+0.98活1.2(恒+0.5活)+MmaxMM①②③④1.3地震左1.3地震右NNmaxNmin6B上端M36.4812.04-8.718.7160.6361.0539.6862.3262.3261.0539.68N112.9919.93-1.751.75163.49172.07145.27149.82149.82172.07145.27下端M15.626.06-4.594.5927.2327.0316.4128.3527.2327.0316.41N112.9919.93-5.405.40163.49172.07140.53154.57172.07172.07140.53 D上端M17.466.33-13.1513.1529.8129.777.6641.8541.8541.857.66N136.1232.33-9.849.84208.61215.45169.95195.53195.53195.53169.95下端M8.513.35-10.7610.7614.9014.77-1.7726.2126.2126.2114.90N136.1232.33-26.7826.78208.61215.45147.93217.56350.88350.88341.93 7.2梁的内力组合计算：梁内力组合(1层)层号杆件号截面内力荷载类别内力组合恒①活②地震左③地震右④1.2①+1.4②1.35①+0.98②1.2×(①+0.5②)+　1.3×③1.3×④1层BDB右M62.4812.4349.29-49.2992.3896.53146.5118.36V67.3816.18-10.4410.44103.51106.8276.99104.14跨中M47.048.7419.620.0068.6872.0787.2061.69D左M75.2614.53-45.3645.36110.65115.8440.06158.00V71.9816.82-24.7424.74109.92113.6664.31128.63DED右M41.968.1860.17-60.1761.8064.66133.48-22.96V12.421.95-57.3157.3117.6318.68-58.4390.58跨中M37.627.150.000.0055.1557.7949.4349.43（表7.7）梁内力组合(2层)层号杆件号截面内力荷载类别内力组合恒①活②地震左③地震右④1.2①+1.4②1.35①+0.98②1.2×(①+0.5②)+　1.3×③1.3×④2层BDB右M61.4812.0226.90-26.9090.6094.78115.9646.02V67.7216.147.29-7.29103.86107.24100.4381.47跨中M46.069.000.000.0067.8771.0060.6760.67D左M75.1214.47-21.1621.16110.40115.5971.32126.33 V71.5416.87-19.0119.01109.47113.1171.26120.68DED右M41.086.3466.53-66.5358.1761.67139.59-33.39V12.421.95-63.3663.3617.6318.68-66.2998.44跨中M35.065.310.000.0049.5152.5345.2645.26（表7.8）梁内力组合(3层)层号杆件号截面内力荷载类别内力组合恒①活②地震左③地震右④1.2①+1.4②1.35①+0.98②1.2×(①+0.5②)+　1.3×③1.3×④3层BDB右M62.4812.0226.83-26.8391.8096.13117.0747.31V67.7216.14-6.696.69103.86107.2482.2599.65跨中M46.089.000.000.0067.9071.0360.7060.70D左M75.1214.47-17.3417.34110.40115.5976.28121.37V71.5416.87-12.6712.67109.47113.1179.50112.44DED右M41.086.3454.51-54.5158.1761.67123.96-17.76V12.421.95-51.9151.9117.6318.68-51.4183.56跨中M34.565.310.000.0048.9151.8644.6644.66（表7.9） 梁内力组合(4层)层号杆件号截面内力荷载类别内力组合恒①活②地震左③地震右④1.2①+1.4②1.35①+0.98②1.2×(①+0.5②)+　1.3×③1.3×④4层BDB右M62.4812.0221.86-21.8691.8096.13110.6153.77V67.7216.14-5.465.46103.86107.2483.8598.05跨中M46.089.000.000.0067.9071.0360.7060.70D左M73.1214.47-14.1914.19108.00112.8977.98114.87V71.5416.87-7.487.48109.47113.1186.25105.69DED右M41.086.3440.10-40.1058.1761.67105.230.97V12.421.95-38.1938.1917.6318.68-33.5765.72跨中M34.565.310.000.0048.9151.8644.6644.66（表7.10） 梁内力组合(5层)层号杆件号截面内力荷载类别内力组合恒①活②地震左③地震右④1.2①+1.4②1.35①+0.98②1.2×(①+0.5②)+　1.3×③1.3×④5层BDB右M62.4812.0215.13-15.1391.8096.13101.8662.52V67.7216.14-3.653.65103.86107.2486.2095.69跨中M46.089.000.000.0067.9071.0360.7060.70D左M75.1214.478.95-8.95110.40114.94110.4687.19V71.5416.87-3.663.66109.47113.1191.21100.73DED右M41.086.3428.12-28.1258.1761.6789.6616.54V12.421.95-26.7826.7817.6318.68-18.7450.89跨中M34.565.310.000.0048.9151.8644.6644.66 梁内力组合(6层)层号杆件号截面内力荷载类别内力组合恒①活②地震左③地震右④1.2①+1.4②1.35①+0.98②1.2×(①+0.5②)+　1.3×③1.3×④6层BDB右M36.4812.048.71-8.7160.6361.0562.3239.68V47.0615.52-1.751.7578.2078.7463.5168.06跨中M36.4911.960.000.0060.5360.9850.9650.96D左M55.1918.50-28.1928.1992.1392.6440.68113.98V35.7322.96-9.849.8475.0270.7443.8669.44DED右M37.7312.1710.34-10.3462.3162.8666.0239.14V8.382.39-9.849.8413.4013.66-1.3024.28跨中M33.3310.910.000.0055.2755.6946.5446.54 8框架梁柱配筋计算8.1各项参数本工程使用混凝土等级全部为C30，经查表的fc=14.3N/mm2，ft=1.4314.3N/mm2，纵向受力钢筋用HRB335，fy=300N/mm2，箍筋用HRB235，fy=210N/mm2。8.2框架梁配筋计算：以第一层BD跨梁为例：BD跨中h0=h-αs=600-40=560mm，b=300mmαs=M/α1fcbh02=0.108ξ=1-=0.114As=α1fcbh0ε/fy=926.78mm20.45ft/fy=0.45×1.43/300=0.002取ρmin=0.002Amin=0.002×300×600=360mm2B支座截面αs=M/α1fcbh02=87.2×106/1.0×14.3×300×5602=0.08ε=1-=0.08As=α1fcbh0ε/fy=640.65mm2同理可得其它梁配筋如下图层号梁BD梁DE 左中右左中右1-5M146.5187.2115.84133.48139.59133.480.1080.0650.0860.10.1040.10.1140.0670.090.10.110.1As926.78537.06722.08838.41879.15838.41Amin360360360360360360实配钢筋420（1256）420（1256）420（1256）418（1017）418（1017）418（1017）6M62.3260.98113.9866.0255.6966.020.0460.0450.0850.0490.0410.0490.0470.0460.0890.050.0420.05As379.97371.6709.92403.12338.65403.12Amin360360360360360360实配钢筋420（1256）420（1256）420（1256）418（1017）418（1017）418（1017）（表8.1）相关计算公式受剪承载力验算以第一层BD为例V=85.44<0.25βcfcbh0=600.6KN故截面尺寸满足要求Asv/s=V-0.7ftbh0/1.25fyvh0=85.44×1000-0.7×14.3×300×460/1.25×210×460<0按构造配筋，取双肢箍φ8@200，加密区φ8@100，架立筋选用2φ14验算配筋率：Ρmin=max﹙0.2%，0.45ft/fy﹚=0.2%A>Amin，故满足要求。其他梁的斜截面承载力计算如下表 1-56VBD左D右BD左D右107.24120.6898.4478.7470.7498.44600.6600.6600.6600.6600.6600.6<0<0<0<0<0<0按构造配按构造配按构造配按构造配按构造配按构造配取双肢箍，φ8@200，加密区φ8@100，架立筋选用2φ14（表8.2）8.3框架柱正截面承载力计算轴压比验算：﹙内外柱构件按底层计算，偏于安全﹚Nb=1148.29KN底层柱Nmax=1060.3KN则轴压比μN=N/fA=0.46<[1.05]满足要求截面尺寸复核0.2βcfcbh0=0.2×1.0×14.3×300×460=394.68KNea=400/300=13.3<20，取ea=20ε1=0.5fcA/N=7.9>0，取ε1=1L0/h=3900/400=9.25<15，取ε2=1验算大小偏心如下：以底层柱柱为例Nb=1148.29KNNmaxNk/﹙fa-γmd﹚=3.32m2初步选用A=L×b=2×3=6m2承载力验算W=bl2/6=3×22/6=2m2Gk=γmdA=20×2×6=240KN fa=fak+ηd×γm×﹙d-0.5﹚=230KPa基础边缘最大、最小承载力PKmax=﹙NK+GK﹚/bL+﹙MK+Vkh﹚/W=244.22KN/m2PKmax=﹙NK+GK﹚/bL-﹙MK+Vkh﹚/W=123.78KN/m2校核地基承载力Pk=﹙PKmax+PKmax﹚/2=184KN/m2PKmax=244.22<1.2fa=276KN/m2验算基础高度，地基反力Pjmax=NK/Lb+﹙MK+Vkh﹚/W=204.22KN/m2Pjmax=83.78KN/m2基础的长方体高度h0=100-45=955mmAc=400mmbc=400mmh01=455所以A1=（b/2-ac/2-h0）×l-(l/2-bc/2-h0/2)×(l/2-bc/2-h0/2)=1.01m2Fj=PjmaxA1=206.26KN0.7ft(ac+h0)h0=1065.48KN>Fj所以满足要求。基础弯矩设计值与配筋计算取1-1截面进行计算Pj1=Pj.min+（b+bc）/2b(Pj.max-Pj.min)=152.74KN.MM1=1//48[(Pj.max+Pj1)（2l+ac）+（Pj.max-Pj1）l](b-bc)(b-bc)=321.74KN.MA1=M1/0.9fyh0=1247.78mm2取截面2-2进行计算 Pj2=83.78+（3+1.2）/6×(204.22-83.78)=168.09KPaM2=240.88KN.MAs2=M2/0.9fyh0=1960.76mm2综上可知，以截面2-2计算所得钢筋面积配筋，所以取用622（As=2281mm2）11楼梯配筋计算11.1材料选用在楼梯中，混凝土选用C30，fc=14.3N/mm2，ft=1.43N/mm2，平台梁与斜梁中用钢筋HRB335，fy=300N/mm2，板和踏步受力筋及其他所有钢筋用HPB235，fy=210N/mm2，平台梁和斜梁截面尺寸均为200mm×400mm，每踏步取b×h=300mm×150mm。11.2踏步板的设计取一个踏步为计算单元：B=300mm，h=150mm，则L=335mmCosα=b/l=0.896平均高度h1=h/2+t/cosα=120mm11.3荷载计算： 踏步自重：1.2×0.15×0.3×25=1.08KN/M踏步面层：1.×（0.3+0.15）×0.65=0.35KN/M踏步板抹灰：1.2×0.02×0.335×17=0.14KN/M合计：1.57KN/M活载：2.0KN/M所以P=1.2×1.57+1.4×2=4.68KN/M11.4截面设计：踏度：Lh=3.6-0.12/2-0.2=1.54m弯矩设计值M=pLn2/8=4.68×1.542/8=1.39KN·m该踏步板的高度h0=120-20=100mmαs=N/α1fcbh02=1.39×106/14.3×300×1202=0.0225ε=1-=0.023As=εbh0α1fc/fy=0.023×300×100×14.3/210=46.99mm2Pmin=max﹛0.2%，0.45ftfy﹜=0.308%Amin=Pminbh=0.308%×300×120=110.16mm2>As所以查表得：实配φ12@150﹙实配754﹚，即每踏步实配2φ1211.5楼梯斜梁设计荷载计算：踏步传荷：4.68×﹙1.2+2×0.5﹚/2=5.15KN/m斜梁自重：1.2×0.15×0.3×25/0.896=2.68KN/m抹灰：1.2×0.4×0.02×17/0.896=0.182KN/M合力8.012KN/M 合力计算：﹙按简支梁计算﹚计算跨度：L=L0+b=3.00+0.2=3.20mM=8.012×3.22/8=10.26KNmV=8.012×3×0.896/2=10.77KNh0=h-as=365mmαs=M/γsfyh02=10.26×106/14.3×1.0×150×2652=0.068γs=0.5×﹙1+﹚=0.96As=M/γsfyh0=10.26×106/﹙0.99×300×265﹚=268.87mm2Amin=0.215%×2150×300=172mm2故选用2φ14﹙As=308﹚架立筋取2φ120.7bh0ft=0.7×200×365×1.43=73.07KN>V故可按构造配箍筋，选用双肢箍φ8@200，加密区采用φ8@10011.6平台梁计算：斜梁传递P=8.012×3/2=12.02KN梁自重1.2×0.2×0.4×25=2.4KN/M平台板传递4.68×﹙2.8/2+0.2﹚=7.49KN/M抹灰自重1.2×0.02﹙0.2+0.4×2﹚×17=0.408KN/M合计q=10.30KN/M计算跨度L=3.6-0.3=3.3mM=ql02/8+ql0/2l0/2=10.30×3.32/8+12.02×3.32/4=14.02+32.72=46.74KN·M剪力V=p/2+ql0=6.01+10.3×3.3/2=23KN配筋计算：h0=h-as=365mm αs=M/α1fcbh02=46.74×106/1.0×14.3×200×3652=0.123ε=1-=0.132<εbγs=1-0.5ε=0.934As=M/γsfyh0=46.74×106/﹙0.934×300×365﹚=426.85mm2>ρminρmin=0.215%×200×400=172mm2选配2φ20架立筋2φ160.7bh0ft=0.7×200×365×1.43=73.07>V=23KN所以，按构造配筋，选双肢箍φ8@200，加密区φ8@100袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇羅膃蚈螂羁膂莈蚅袇膁蒀袀螃膀薂蚃肂腿节衿羈腿莄蚂袄芈蒇袇螀芇蕿蚀聿芆艿蒃肅芅蒁螈羁芄薃薁袆芃芃螆螂芃莅蕿肁节蒈螅羇莁薀薈袃莀艿螃蝿荿莂薆膈莈薄袁肄莇蚆蚄羀莇莆袀袆羃蒈蚂螂羂薁袈肀肁芀蚁羆肁莃袆袂肀薅虿袈聿蚇蒂膇肈莇螇肃肇葿薀罿肆薂螆袅肅芁薈螁膅莃螄聿膄蒆薇袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈葿螈聿蒄葿袁羁莀蒈羃膇芆蒇蚃羀膂蒆螅膅蒁薅袇羈莇薄罿膄芃薃虿羆艿薃袁节膅薂羄肅蒃薁蚃芀荿薀螆肃芅蕿袈芈膁蚈羀肁蒀蚇蚀袄莆蚇螂肀莂蚆羅袂芈蚅蚄膈膄蚄螇羁蒂蚃衿膆莈蚂羁罿芄螁蚁膄膀螁螃羇葿螀袅膃蒅蝿肈羆莁螈螇芁芇莄袀肄膃莄羂艿蒂莃蚂肂莈蒂螄芈芄蒁袆肀膀蒀罿袃薈'