已知彎矩算配筋

構(gòu)件編號(hào),,CT1,柱上板帶面筋,柱上板帶底筋,,,,,

彎矩（M）,M=,12711,800,1400,,,,,

砼抗壓強(qiáng)度（fc）,fc=,14.3,14.3,14.3,,,,,

計(jì)算截面寬度（b）,b=,5000,5000,5000,,,,,

計(jì)算截面有效高度（ho）,ho=,1950,450,450,,,,,

α,M*1000000/(fc*b*ho*ho)=,0.046752459,0.055253389,0.09669343,,,,,

γs,(SQRT(1-2*α)+1)/2=,0.976050177,0.971564742,0.94905822,,,,,

鋼筋抗拉強(qiáng)度設(shè)計(jì)值（fy）,fy=,180,300,180,,,,,

計(jì)算所需鋼筋面積（As）,M*1000000/(ho*γs*fy)=,37102.26798,6099.362884,18211.68634,1000,1000,1000,1000,

每米所需鋼筋面積（As`）,As*1000/b=,7420.453595,1219.872577,3642.337267,615,254,314,380,

配筋率,As`/(ho+50)/10=,0.37102268,0.243974515,0.728467453,80,150,150,150,

實(shí)配鋼筋面積（As）,As,Φ28@80,Φ18@150,Φ20@150+Φ22@150,,,,,

,,7687.5,1693.333333,4626.666667,7687.5,1693.333333,2093.333333,2533.333333,

構(gòu)件編號(hào),,CT2,柱上板帶面筋,柱上板帶底筋,,,,,

彎矩（M）,M=,9700,900,1200,,,,,

砼抗壓強(qiáng)度（fc）,fc=,14.3,14.3,14.3,,,,,

計(jì)算截面寬度（b）,b=,4400,4400,4400,,,,,

計(jì)算截面有效高度（ho）,ho=,1750,450,450,,,,,

α,M*1000000/(fc*b*ho*ho)=,0.050339271,0.070636434,0.094181912,,,,,

γs,(SQRT(1-2*α)+1)/2=,0.974162804,0.963337655,0.950454264,,,,,

鋼筋抗拉強(qiáng)度設(shè)計(jì)值（fy）,fy=,180,300,180,,,,,

計(jì)算所需鋼筋面積（As）,M*1000000/(ho*γs*fy)=,31610.37424,6920.384176,15587.08859,1000,1000,1000,1000,

每米所需鋼筋面積（As`）,As*1000/b=,7184.175963,1572.814586,3542.520135,615,254,314,380,

配筋率,As`/(ho+50)/10=,0.399120887,0.314562917,0.708504027,80,150,150,150,

實(shí)配鋼筋面積（As）,As,Φ28@80,Φ18@150,Φ20@150+Φ22@150,,,,,

,,7687.5,1693.333333,4626.666667,7687.5,1693.333333,2093.333333,2533.333333,

構(gòu)件編號(hào),,CT3,柱上板帶面筋,柱上板帶底筋,,,,,

彎矩（M）,M=,3800,500,600,,,,,

砼抗壓強(qiáng)度（fc）,fc=,14.3,14.3,14.3,,,,,

計(jì)算截面寬度（b）,b=,3800,3800,3800,,,,,

計(jì)算截面有效高度（ho）,ho=,1250,450,450,,,,,

α,M*1000000/(fc*b*ho*ho)=,0.044755245,0.045438642,0.05452637,,,,,

γs,(SQRT(1-2*α)+1)/2=,0.97709787,0.976739634,0.971950013,,,,,

鋼筋抗拉強(qiáng)度設(shè)計(jì)值（fy）,fy=,180,300,180,,,,,

計(jì)算所需鋼筋面積（As）,M*1000000/(ho*γs*fy)=,17284.7464,3791.904795,7621.181447,1000,1000,1000,1000,

每米所需鋼筋面積（As`）,As*1000/b=,4548.617473,997.869683,2005.574065,380,254,314,0,

配筋率,As`/(ho+50)/10=,0.349893652,0.199573937,0.401114813,80,150,150,150,

實(shí)配鋼筋面積（As）,As,Φ22@80,Φ18@150,Φ20@150,,,,,

,,4750,1693.333333,2093.333333,4750,1693.333333,2093.333333,0,

構(gòu)件編號(hào),,CT4,柱上板帶面筋,柱上板帶底筋,,,,,

彎矩（M）,M=,5000,700,1000,,,,,

砼抗壓強(qiáng)度（fc）,fc=,14.3,14.3,14.3,,,,,

計(jì)算截面寬度（b）,b=,3600,3600,3600,,,,,

計(jì)算截面有效高度（ho）,ho=,1550,450,450,,,,,

α,M*1000000/(fc*b*ho*ho)=,0.040426679,0.067148215,0.095926022,,,,,

γs,(SQRT(1-2*α)+1)/2=,0.979360679,0.965215963,0.949485249,,,,,

鋼筋抗拉強(qiáng)度設(shè)計(jì)值（fy）,fy=,180,300,180,,,,,

計(jì)算所需鋼筋面積（As）,M*1000000/(ho*γs*fy)=,18298.82222,5372.046654,13002.49691,1000,1000,1000,1000,

每米所需鋼筋面積（As`）,As*1000/b=,5083.006173,1492.235182,3611.804696,490,254,314,254,

配筋率,As`/(ho+50)/10=,0.317687886,0.298447036,0.722360939,80,150,150,150,

實(shí)配鋼筋面積（As）,As,Φ25@80,Φ18@150,Φ20@150+Φ18@150,,,,,

,,6125,1693.333333,3786.666667,6125,1693.333333,2093.333333,1693.333333,

構(gòu)件編號(hào),,CT5,柱上板帶面筋,柱上板帶底筋,,,,,

彎矩（M）,M=,27000,1500,2600,,,,,

砼抗壓強(qiáng)度（fc）,fc=,14.3,14.3,14.3,,,,,

計(jì)算截面寬度（b）,b=,6000,6000,6000,,,,,

計(jì)算截面有效高度（ho）,ho=,2550,650,650,,,,,

α,M*1000000/(fc*b*ho*ho)=,0.048394512,0.04137874,0.071723149,,,,,

γs,(SQRT(1-2*α)+1)/2=,0.975187062,0.978863895,0.962750933,,,,,

鋼筋抗拉強(qiáng)度設(shè)計(jì)值（fy）,fy=,180,300,180,,,,,

計(jì)算所需鋼筋面積（As）,M*1000000/(ho*γs*fy)=,60320.25208,7858.403737,23082.0054,1000,1000,1000,1000,1000

每米所需鋼筋面積（As`）,As*1000/b=,10053.37535,1309.733956,3847.000899,804,314,201,314,380

配筋率,As`/(ho+50)/10=,0.386668283,0.187104851,0.549571557,80,150,150,150,150

實(shí)配鋼筋面積（As）,As,Φ32@80,Φ20@150+Φ16@150,Φ20@150+Φ22@150,,,,,

,,10050,3433.333333,4626.666667,10050,2093.333333,1340,2093.333333,2533.333333

構(gòu)件編號(hào),,CT6,柱上板帶面筋,柱上板帶底筋,,,,,

彎矩（M）,M=,21500,1300,2600,,,,,

砼抗壓強(qiáng)度（fc）,fc=,14.3,14.3,14.3,,,,,

計(jì)算截面寬度（b）,b=,6000,6000,6000,,,,,

計(jì)算截面有效高度（ho）,ho=,2350,650,650,,,,,

α,M*1000000/(fc*b*ho*ho)=,0.045374876,0.035861574,0.071723149,,,,,

γs,(SQRT(1-2*α)+1)/2=,0.976773072,0.981735625,0.962750933,,,,,

鋼筋抗拉強(qiáng)度設(shè)計(jì)值（fy）,fy=,180,300,180,,,,,

計(jì)算所需鋼筋面積（As）,M*1000000/(ho*γs*fy)=,52036.06101,6790.694454,23082.0054,1000,1000,1000,1000,1000

每米所需鋼筋面積（As`）,As*1000/b=,8672.676835,1131.782409,3847.000899,615,314,201,314,380

配筋率,As`/(ho+50)/10=,0.361361535,0.161683201,0.549571557,70,150,150,150,150

實(shí)配鋼筋面積（As）,As,Φ28@70,Φ20@150+Φ16@150,Φ20@150+Φ22@150,,,,,

,,8785.714286,3433.333333,4626.666667,8785.714286,2093.333333,1340,2093.333333,2533.333333

構(gòu)件編號(hào),,CT7,柱上板帶面筋,柱上板帶底筋,,,,,

彎矩（M）,M=,4500,900,1000,,,,,

砼抗壓強(qiáng)度（fc）,fc=,14.3,14.3,14.3,,,,,

計(jì)算截面寬度（b）,b=,4400,4400,4400,,,,,

計(jì)算截面有效高度（ho）,ho=,1450,650,650,,,,,

α,M*1000000/(fc*b*ho*ho)=,0.034016357,0.033855332,0.037617036,,,,,

γs,(SQRT(1-2*α)+1)/2=,0.982692264,0.982775656,0.980823754,,,,,

鋼筋抗拉強(qiáng)度設(shè)計(jì)值（fy）,fy=,180,300,180,,,,,

計(jì)算所需鋼筋面積（As）,M*1000000/(ho*γs*fy)=,17545.04431,4696.27487,8714.112516,1000,1000,1000,1000,

每米所需鋼筋面積（As`）,As*1000/b=,3987.510069,1067.335198,1980.480117,380,314,314,0,

配筋率,As`/(ho+50)/10=,0.265834005,0.152476457,0.282925731,80,150,150,150,

實(shí)配鋼筋面積（As）,As,Φ22@80,Φ20@150,Φ20@150,,,,,

,,4750,2093.333333,2093.333333,4750,2093.333333,2093.333333,0,

構(gòu)件編號(hào),,CT8,柱上板帶面筋,柱上板帶底筋,,,,,

彎矩（M）,M=,8400,1300,2000,,,,,

砼抗壓強(qiáng)度（fc）,fc=,14.3,14.3,14.3,,,,,

計(jì)算截面寬度（b）,b=,4400,4400,4400,,,,,

計(jì)算截面有效高度（ho）,ho=,1750,650,650,,,,,

α,M*1000000/(fc*b*ho*ho)=,0.043592771,0.048902147,0.075234072,,,,,

γs,(SQRT(1-2*α)+1)/2=,0.97770662,0.974919916,0.960850262,,,,,

鋼筋抗拉強(qiáng)度設(shè)計(jì)值（fy）,fy=,180,300,180,,,,,

計(jì)算所需鋼筋面積（As）,M*1000000/(ho*γs*fy)=,27274.7122,6838.168507,17790.51094,1000,1000,1000,1000,1000

每米所需鋼筋面積（As`）,As*1000/b=,6198.798226,1554.129206,4043.29794,490,314,0,314,380

配筋率,As`/(ho+50)/10=,0.344377679,0.222018458,0.577613991,70,150,150,150,150

實(shí)配鋼筋面積（As）,As,Φ25@70,Φ20@150,Φ20@150+Φ22@150,,,,,

,,7000,2093.333333,4626.666667,7000,2093.333333,0,2093.333333,2533.333333

構(gòu)件編號(hào),,CT9,柱上板帶面筋,柱上板帶底筋,,,,,

彎矩（M）,M=,40300,1500,3750,,,,,

砼抗壓強(qiáng)度（fc）,fc=,14.3,14.3,14.3,,,,,

計(jì)算截面寬度（b）,b=,8000,8000,8000,,,,,

計(jì)算截面有效高度（ho）,ho=,2550,450,650,,,,,

α,M*1000000/(fc*b*ho*ho)=,0.054174968,0.064750065,0.077585137,,,,,

γs,(SQRT(1-2*α)+1)/2=,0.97213612,0.966502913,0.959573097,,,,,

鋼筋抗拉強(qiáng)度設(shè)計(jì)值（fy）,fy=,180,300,180,,,,,

計(jì)算所需鋼筋面積（As）,M*1000000/(ho*γs*fy)=,90316.12182,11496.20034,33401.60551,1000,1000,1000,1000,1000

每米所需鋼筋面積（As`）,As*1000/b=,11289.51523,1437.025042,4175.200689,804,314,0,314,314

配筋率,As`/(ho+50)/10=,0.434212124,0.287405008,0.596457241,70,150,150,150,150

實(shí)配鋼筋面積（As）,As,Φ32@70,Φ20@150,Φ20@150+Φ20@150,,,,,

,,11485.71429,2093.333333,4186.666667,11485.71429,2093.333333,0,2093.333333,2093.333333

構(gòu)件編號(hào),,CT10,柱上板帶面筋,柱上板帶底筋,,,,,

彎矩（M）,M=,24700,3000,3200,,,,,

砼抗壓強(qiáng)度（fc）,fc=,14.3,14.3,14.3,,,,,

計(jì)算截面寬度（b）,b=,6800,6800,6800,,,,,

計(jì)算截面有效高度（ho）,ho=,2350,650,650,,,,,

α,M*1000000/(fc*b*ho*ho)=,0.045995599,0.073021305,0.077889392,,,,,

γs,(SQRT(1-2*α)+1)/2=,0.976447479,0.962049075,0.959407558,,,,,

鋼筋抗拉強(qiáng)度設(shè)計(jì)值（fy）,fy=,180,300,180,,,,,

計(jì)算所需鋼筋面積（As）,M*1000000/(ho*γs*fy)=,59800.89685,15991.50791,28507.62133,1000,1000,1000,1000,1000

每米所需鋼筋面積（As`）,As*1000/b=,8794.249537,2351.692339,4192.297254,615,314,254,314,314

配筋率,As`/(ho+50)/10=,0.366427064,0.335956048,0.598899608,70,150,150,150,150

實(shí)配鋼筋面積（As）,As,Φ28@70,Φ20@150+Φ18@150,Φ20@150+Φ20@150,,,,,

,,8785.714286,3786.666667,4186.666667,8785.714286,2093.333333,1693.333333,2093.333333,2093.333333

構(gòu)件編號(hào),,CT11,柱上板帶面筋,柱上板帶底筋,,,,,

彎矩（M）,M=,27600,1400,3550,,,,,

砼抗壓強(qiáng)度（fc）,fc=,14.3,14.3,14.3,,,,,

計(jì)算截面寬度（b）,b=,7600,7600,7600,,,,,

計(jì)算截面有效高度（ho）,ho=,2350,650,650,,,,,

α,M*1000000/(fc*b*ho*ho)=,0.045985798,0.030489598,0.077312908,,,,,

γs,(SQRT(1-2*α)+1)/2=,0.976452622,0.984515429,0.959721161,,,,,

鋼筋抗拉強(qiáng)度設(shè)計(jì)值（fy）,fy=,180,300,180,,,,,

計(jì)算所需鋼筋面積（As）,M*1000000/(ho*γs*fy)=,66821.70285,7292.406971,31615.30825,1000,1000,1000,1000,1000

每米所需鋼筋面積（As`）,As*1000/b=,8792.329322,959.527233,4159.908981,615,314,254,314,314

配筋率,As`/(ho+50)/10=,0.366347055,0.137075319,0.594272712,70,150,150,150,150

實(shí)配鋼筋面積（As）,As,Φ28@70,Φ20@150+Φ18@150,Φ20@150+Φ20@150,,,,,

,,8785.714286,3786.666667,4186.666667,8785.714286,2093.333333,1693.333333,2093.333333,2093.333333

構(gòu)件編號(hào),,CT12,柱上板帶面筋,柱上板帶底筋,,,,,

彎矩（M）,M=,14250,1100,2000,,,,,

砼抗壓強(qiáng)度（fc）,fc=,14.3,14.3,14.3,,,,,

計(jì)算截面寬度（b）,b=,5000,5000,5000,,,,,

計(jì)算截面有效高度（ho）,ho=,2150,650,650,,,,,

α,M*1000000/(fc*b*ho*ho)=,0.043115349,0.036413291,0.066205983,,,,,

γs,(SQRT(1-2*α)+1)/2=,0.977956406,0.981449223,0.965722029,,,,,

鋼筋抗拉強(qiáng)度設(shè)計(jì)值（fy）,fy=,180,300,180,,,,,

計(jì)算所需鋼筋面積（As）,M*1000000/(ho*γs*fy)=,37651.68387,5747.648994,17700.76335,1000,1000,1000,1000,1000

每米所需鋼筋面積（As`）,As*1000/b=,7530.336775,1149.529799,3540.152669,615,314,254,314,254

配筋率,As`/(ho+50)/10=,0.342288035,0.164218543,0.505736096,70,150,150,150,150

實(shí)配鋼筋面積（As）,As,Φ28@70,Φ20@150,Φ20@150+Φ18@150,,,,,

,,8785.714286,2093.333333,3786.666667,8785.714286,2093.333333,1693.333333,2093.333333,1693.333333

構(gòu)件編號(hào),,CT13,柱上板帶面筋,柱上板帶底筋,,,,,

彎矩（M）,M=,10350,800,1600,,,,,

砼抗壓強(qiáng)度（fc）,fc=,14.3,14.3,14.3,,,,,

計(jì)算截面寬度（b）,b=,4400,4400,4400,,,,,

計(jì)算截面有效高度（ho）,ho=,1850,450,450,,,,,

α,M*1000000/(fc*b*ho*ho)=,0.048062702,0.062787942,0.125575883,,,,,

γs,(SQRT(1-2*α)+1)/2=,0.975361598,0.967553237,0.932680088,,,,,

鋼筋抗拉強(qiáng)度設(shè)計(jì)值（fy）,fy=,180,300,180,,,,,

計(jì)算所需鋼筋面積（As）,M*1000000/(ho*γs*fy)=,31866.21365,6124.651028,21178.84436,1000,1000,1000,1000,1000

每米所需鋼筋面積（As`）,As*1000/b=,7242.321285,1391.966143,4813.373719,615,254,0,314,490

配筋率,As`/(ho+50)/10=,0.381174804,0.278393229,0.962674744,80,150,150,150,150

實(shí)配鋼筋面積（As）,As,Φ28@80,Φ18@150,Φ20@150+Φ25@150,,,,,

,,7687.5,1693.333333,5360,7687.5,1693.333333,0,2093.333333,3266.666667

構(gòu)件編號(hào),,CT14,柱上板帶面筋,柱上板帶底筋,,,,,

彎矩（M）,M=,12000,800,1650,,,,,

砼抗壓強(qiáng)度（fc）,fc=,14.3,14.3,14.3,,,,,

計(jì)算截面寬度（b）,b=,5000,5000,5000,,,,,

計(jì)算截面有效高度（ho）,ho=,1950,450,450,,,,,

α,M*1000000/(fc*b*ho*ho)=,0.044137322,0.055253389,0.113960114,,,,,

γs,(SQRT(1-2*α)+1)/2=,0.977421553,0.971564742,0.93934035,,,,,

鋼筋抗拉強(qiáng)度設(shè)計(jì)值（fy）,fy=,180,300,180,,,,,

計(jì)算所需鋼筋面積（As）,M*1000000/(ho*γs*fy)=,34977.77811,6099.362884,21685.82492,1000,1000,1000,1000,1000

每米所需鋼筋面積（As`）,As*1000/b=,6995.555622,1219.872577,4337.164985,490,254,0,314,490

配筋率,As`/(ho+50)/10=,0.349777781,0.243974515,0.867432997,70,150,150,150,150

實(shí)配鋼筋面積（As）,As,Φ25@70,Φ18@150,Φ20@150+Φ25@150,,,,,

,,7000,1693.333333,5360,7000,1693.333333,0,2093.333333,3266.666667

構(gòu)件編號(hào),,CT15,柱上板帶面筋,柱上板帶底筋,,,,,

彎矩（M）,M=,20000,1500,1860,,,,,

砼抗壓強(qiáng)度（fc）,fc=,14.3,14.3,14.3,,,,,

計(jì)算截面寬度（b）,b=,6000,6000,6000,,,,,

計(jì)算截面有效高度（ho）,ho=,2150,650,650,,,,,

α,M*1000000/(fc*b*ho*ho)=,0.050427308,0.04137874,0.051309637,,,,,

γs,(SQRT(1-2*α)+1)/2=,0.974116384,0.978863895,0.973650907,,,,,

鋼筋抗拉強(qiáng)度設(shè)計(jì)值（fy）,fy=,180,300,180,,,,,

計(jì)算所需鋼筋面積（As）,M*1000000/(ho*γs*fy)=,53052.78445,7858.403737,16327.6548,1000,1000,1000,1000,1000

每米所需鋼筋面積（As`）,As*1000/b=,8842.130742,1309.733956,2721.275799,615,314,0,314,380

配筋率,As`/(ho+50)/10=,0.401915034,0.187104851,0.388753686,70,150,150,150,150

實(shí)配鋼筋面積（As）,As,Φ28@70,Φ20@150,Φ20@150+Φ22@150,,,,,

,,8785.714286,2093.333333,4626.666667,8785.714286,2093.333333,0,2093.333333,2533.333333

構(gòu)件編號(hào),,CT16,柱上板帶面筋,柱上板帶底筋,,,,,

彎矩（M）,M=,18500,800,2150,,,,,

砼抗壓強(qiáng)度（fc）,fc=,14.3,14.3,14.3,,,,,

計(jì)算截面寬度（b）,b=,5400,5400,5400,,,,,

計(jì)算截面有效高度（ho）,ho=,2250,450,450,,,,,

α,M*1000000/(fc*b*ho*ho)=,0.047323504,0.051160545,0.137493965,,,,,

γs,(SQRT(1-2*α)+1)/2=,0.975750195,0.973729593,0.925738203,,,,,

鋼筋抗拉強(qiáng)度設(shè)計(jì)值（fy）,fy=,180,300,180,,,,,

計(jì)算所需鋼筋面積（As）,M*1000000/(ho*γs*fy)=,46814.24875,6085.802431,28672.47974,1000,1000,1000,1000,1000

每米所需鋼筋面積（As`）,As*1000/b=,8669.305325,1127.00045,5309.71847,615,254,0,314,490

配筋率,As`/(ho+50)/10=,0.376926318,0.22540009,1.061943694,70,150,150,150,150

實(shí)配鋼筋面積（As）,As,Φ28@70,Φ18@150,Φ20@150+Φ25@150,,,,,

,,8785.714286,1693.333333,5360,8785.714286,1693.333333,0,2093.333333,3266.666667

構(gòu)件編號(hào),,CT17,柱上板帶面筋,柱上板帶底筋,,,,,

彎矩（M）,M=,18500,800,1850,,,,,

砼抗壓強(qiáng)度（fc）,fc=,14.3,14.3,14.3,,,,,

計(jì)算截面寬度（b）,b=,5400,5400,5400,,,,,

計(jì)算截面有效高度（ho）,ho=,2450,450,450,,,,,

α,M*1000000/(fc*b*ho*ho)=,0.039912576,0.051160545,0.11830876,,,,,

γs,(SQRT(1-2*α)+1)/2=,0.979628723,0.973729593,0.93685881,,,,,

鋼筋抗拉強(qiáng)度設(shè)計(jì)值（fy）,fy=,180,300,180,,,,,

計(jì)算所需鋼筋面積（As）,M*1000000/(ho*γs*fy)=,42822.46161,6085.802431,24378.81347,1000,1000,1000,1000,1000

每米所需鋼筋面積（As`）,As*1000/b=,7930.085483,1127.00045,4514.595086,615,254,0,314,490

配筋率,As`/(ho+50)/10=,0.317203419,0.22540009,0.902919017,70,150,150,150,150

實(shí)配鋼筋面積（As）,As,Φ28@70,Φ18@150,Φ20@150+Φ25@150,,,,,

,,8785.714286,1693.333333,5360,8785.714286,1693.333333,0,2093.333333,3266.666667

構(gòu)件編號(hào),,CT18,柱上板帶面筋,柱上板帶底筋,,,,,

彎矩（M）,M=,6100,700,1200,,,,,

砼抗壓強(qiáng)度（fc）,fc=,14.3,14.3,14.3,,,,,

計(jì)算截面寬度（b）,b=,4400,4400,4400,,,,,

計(jì)算截面有效高度（ho）,ho=,1650,450,450,,,,,

α,M*1000000/(fc*b*ho*ho)=,0.035610103,0.054939449,0.094181912,,,,,

γs,(SQRT(1-2*α)+1)/2=,0.98186611,0.971731148,0.950454264,,,,,

鋼筋抗拉強(qiáng)度設(shè)計(jì)值（fy）,fy=,180,300,180,,,,,

計(jì)算所需鋼筋面積（As）,M*1000000/(ho*γs*fy)=,20918.04608,5336.02859,15587.08859,1000,1000,1000,1000,1000

每米所需鋼筋面積（As`）,As*1000/b=,4754.101381,1212.73377,3542.520135,490,254,0,314,380

配筋率,As`/(ho+50)/10=,0.279653022,0.242546754,0.708504027,70,150,150,150,150

實(shí)配鋼筋面積（As）,As,Φ25@80,Φ18@150,Φ20@150+Φ22@150,,,,,

,,7000,1693.333333,4626.666667,7000,1693.333333,0,2093.333333,2533.333333

構(gòu)件編號(hào),,CT19,柱上板帶面筋,柱上板帶底筋,,,,,

彎矩（M）,M=,24000,800,2400,,,,,

砼抗壓強(qiáng)度（fc）,fc=,14.3,14.3,14.3,,,,,

計(jì)算截面寬度（b）,b=,6800,6800,6800,,,,,

計(jì)算截面有效高度（ho）,ho=,2350,450,450,,,,,

α,M*1000000/(fc*b*ho*ho)=,0.04469208,0.040627492,0.121882475,,,,,

γs,(SQRT(1-2*α)+1)/2=,0.977130967,0.979255938,0.934808881,,,,,

鋼筋抗拉強(qiáng)度設(shè)計(jì)值（fy）,fy=,180,300,180,,,,,

計(jì)算所需鋼筋面積（As）,M*1000000/(ho*γs*fy)=,58065.49024,6051.45774,31695.92229,1000,1000,1000,1000,1000

每米所需鋼筋面積（As`）,As*1000/b=,8539.042683,889.9202559,4661.165042,615,254,0,314,380

配筋率,As`/(ho+50)/10=,0.355793445,0.177984051,0.932233008,70,150,150,150,150

實(shí)配鋼筋面積（As）,As,Φ28@70,Φ18@150,Φ20@150+Φ22@150,,,,,

,,8785.714286,1693.333333,4626.666667,8785.714286,1693.333333,0,2093.333333,2533.333333

構(gòu)件編號(hào),,CT20,柱上板帶面筋,柱上板帶底筋,,,,,

彎矩（M）,M=,4100,800,1200,,,,,

砼抗壓強(qiáng)度（fc）,fc=,14.3,14.3,14.3,,,,,

計(jì)算截面寬度（b）,b=,3600,3600,3600,,,,,

計(jì)算截面有效高度（ho）,ho=,1450,450,450,,,,,

α,M*1000000/(fc*b*ho*ho)=,0.037879943,0.076740817,0.115111226,,,,,

γs,(SQRT(1-2*α)+1)/2=,0.980687038,0.960032163,0.938684838,,,,,

鋼筋抗拉強(qiáng)度設(shè)計(jì)值（fy）,fy=,180,300,180,,,,,

計(jì)算所需鋼筋面積（As）,M*1000000/(ho*γs*fy)=,16018.17058,6172.632702,15782.52276,1000,1000,1000,1000,1000

每米所需鋼筋面積（As`）,As*1000/b=,4449.491827,1714.620195,4384.034099,380,254,0,314,380

配筋率,As`/(ho+50)/10=,0.296632788,0.342924039,0.87680682,80,150,150,150,150

實(shí)配鋼筋面積（As）,As,Φ22@80,Φ18@150,Φ20@150+Φ22@150,,,,,

,,4750,1693.333333,4626.666667,4750,1693.333333,0,2093.333333,2533.333333

構(gòu)件編號(hào),,CT21,柱上板帶面筋,柱上板帶底筋,,,,,

彎矩（M）,M=,27750,1100,2800,,,,,

砼抗壓強(qiáng)度（fc）,fc=,14.3,14.3,14.3,,,,,

計(jì)算截面寬度（b）,b=,7000,7000,7000,,,,,

計(jì)算截面有效高度（ho）,ho=,2450,450,450,,,,,

α,M*1000000/(fc*b*ho*ho)=,0.046184553,0.054266721,0.138133471,,,,,

γs,(SQRT(1-2*α)+1)/2=,0.976348322,0.972087534,0.925362509,,,,,

鋼筋抗拉強(qiáng)度設(shè)計(jì)值（fy）,fy=,180,300,180,,,,,

計(jì)算所需鋼筋面積（As）,M*1000000/(ho*γs*fy)=,64449.50912,8382.113611,37356.06413,1000,1000,1000,1000,1000

每米所需鋼筋面積（As`）,As*1000/b=,9207.072731,1197.444802,5336.580589,804,254,0,314,490

配筋率,As`/(ho+50)/10=,0.368282909,0.23948896,1.067316118,80,150,150,150,150

實(shí)配鋼筋面積（As）,As,Φ32@80,Φ18@150,Φ20@150+Φ25@150,,,,,

,,10050,1693.333333,5360,10050,1693.333333,0,2093.333333,3266.666667

構(gòu)件編號(hào),,CT22,柱上板帶面筋,柱上板帶底筋,,,,,

彎矩（M）,M=,11000,1050,2000,,,,,

砼抗壓強(qiáng)度（fc）,fc=,14.3,14.3,14.3,,,,,

計(jì)算截面寬度（b）,b=,5000,5000,5000,,,,,

計(jì)算截面有效高度（ho）,ho=,2050,450,450,,,,,

α,M*1000000/(fc*b*ho*ho)=,0.036608246,0.072520073,0.138133471,,,,,

γs,(SQRT(1-2*α)+1)/2=,0.981347979,0.962320196,0.925362509,,,,,

鋼筋抗拉強(qiáng)度設(shè)計(jì)值（fy）,fy=,180,300,180,,,,,

計(jì)算所需鋼筋面積（As）,M*1000000/(ho*γs*fy)=,30376.88846,8082.317932,26682.90295,1000,1000,1000,1000,10