柱正截面承载力计算.doc

柱正截面承载力计算层次柱A 柱B柱C柱A 柱B柱C柱A 柱B柱C组合类型Mmax N Nmax M NMIN M三M253.40 288.74 273.78 336.75 17.12 0.00 48.77 20.96 1.41 N173.97 494.48 493.74 463.09 609.06 570.46 96.31 485.22 484.09 REM/KNm202.72 230.99 219.02 39.02 REN/KN139.18 395.58 394.99 77.05 e0=REM/REN/mm1456.56 583.93 554.50 506.39 e0=M/N/mm727.18 28.10 0.00 43.20 2.92 ea=max(20,h/30)/mm20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 21.00 ei=e0+e1/mm1476.56 603.93 574.50 747.18 48.10 20.00 20.00 63.20 23.92 1=0.5fcA/KN12.84 4.52 4.53 3.86 2.93 3.13 23.20 3.68 3.69 l0=1.25H/mm5625.00 5625.00 5625.00 5625.00 5625.00 5625.00 5625.00 5625.00 5625.00 l0/h11.25 11.25 11.25 11.25 11.25 11.25 11.25 11.25 11.25 1.03 1.07 1.07 1.06 1.87 3.10 3.10 1.67 2.76 e=ei+0.5h0-as/mm1716.09 843.47 814.04 986.72 287.64 259.54 259.54 302.73 263.46 x=N/(1fcb)/mm19.47 55.33 55.24 64.77 85.18 79.78 10.78 67.86 67.71 判别大偏心 Xbh0=255.75大大大大大大大大大大偏压As=As1133.58 1037.84 961.10 -1294.19 -1661.95 -1566.58 -99.58 -1351.19 -1348.29 小偏压As=Asminbh/mm21750.00 1750.00 1750.00 1750.00 1750.00 1750.00 1750.00 1750.00 1750.00 2As3500.00 3500.00 3500.00 3500.00 3500.00 3500.00 3500.00 3500.00 3500.00 选用配筋/mm2425,As=1964425425425425425425425425二M441.08 503.12 434.43 126.16 13.12 0.00 306.07 16.03 7.88 N1100.62 2382.62 2284.44 880.12 3003.34 2693.45 235.05 2086.33 1790.63 REM/KNm352.86 402.49 347.55 244.85 REN/KN880.50 1906.10 1827.55 188.04 e0=REM/REN/mm400.75 211.16 190.17 1302.13 e0=M/N/mm143.34 4.37 0.00 7.68 4.40 ea=max(20,h/30)/mm20.00 20.00 20.00 20.00 20.00 21.00 20.00 20.00 21.00 ei=e0+e1/mm420.75 231.16 210.17 163.34 24.37 21.00 20.00 27.68 21.00 1=0.5fcA/KN2.03 0.94 0.98 2.03 0.60 0.66 9.51 0.86 1.00 l0=1.25H/mm5625.00 5625.00 5625.00 5625.00 5625.00 5625.00 5625.00 5625.00 5625.00 l0/h11.25 11.25 11.25 11.25 11.25 11.25 11.25 11.25 11.25 1.10 1.17 1.20 1.26 2.03 2.33 3.10 2.30 3.00 e=ei+0.5h0-as/mm660.29 468.08 448.79 402.88 246.89 246.40 259.54 261.20 260.54 x=N/(1fcb)/mm123.15 266.59 255.60 123.09 420.05 376.71 26.30 291.79 250.44 判别大偏心 Xbh0大小大大小小大小大 0.56 0.84 0.81 0.67 大偏压As=As2303.97 2536.29 546.61 -233.61 -916.65 小偏压As=As3032.81 -77.22 -527.88 -918.22 minbh/mm21750.00 1750.00 1750.00 1750.00 1750.00 1750.00 1750.00 1750.00 1750.00 2As4607.94 6065.63 5072.58 3500.00 3500.00 3500.00 3500.00 3500.00 3500.00 选用配筋/mm2525,As=2454625,As=2945525,As=2454425425，As=1964425425425425一M712.50 744.14 737.05 67.19 7.04 0.00 398.61 18.75 10.02 N1493.40 3014.67 2913.87 1134.65 3829.40 3443.39 204.02 2607.85 2225.50 REM/KNm570.00 595.31 589.64 318.89 REN/KN1194.72 2411.74 2331.09 163.21 e0=REM/REN/mm477.10 246.84 252.95 1953.84 e0=M/N/mm59.22 1.84 0.00 7.19 ea=max(20,h/30)/mm20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 ei=e0+e1/mm497.10 266.84 272.95 79.22 21.84 20.00 20.00 27.19 20.00 1=0.5fcA/KN2.15 1.07 1.10 2.27 0.67 0.75 15.77 0.99 1.16 l0=1.0H/mm5500.00 5500.00 5500.00 5500.00 5500.00 5500.00 5500.00 5500.00 5500.00 l0/h9.17 9.17 9.17 9.17 9.17 9.17 9.17 9.17 9.17 1.06 1.10 1.10 1.35 1.86 2.04 2.40 2.01 2.40 e=ei+0.5h0-as/mm772.51 542.25 548.35 354.63 288.10 288.36 295.41 302.24 295.41 x=N/(1fcb)/mm139.24 281.09 271.69 132.24 446.32 401.33 19.02 303.94 259.38 判别大偏心 X1.0取1.0,l0/h15时取2=1.0,2=1.0。fc=14.3N/mm2,bh0=0.55465=255.75,底层bh0=0.55565=310.75，min=0.007