柱正截面承载力计算
柱正截面承载力计算柱正截面承载力计算 层 次 组合类型 M N γ REM/KN·m γ REN/KN e 0=γREM/γREN/mm e 0=M/N/mm e a=max(20,h/30)/m m e i=e0+e1/mm ξ 1=0.5fcA/KN l 0=1.25H/mm 柱 A柱 B柱 C柱 A柱 B柱 C柱 A 48.77 96.31 39.02 77.05 506.39 20.00 20.00 23.20 柱 B N MIN M 20.96 485.22 43.20 20.00 63.20 3.68 柱 C 1.41 484.09 2.92 21.00 23.92 3.69 ︱Mmax ︱ N 253.40288.74273.78 173.97494.48493.74 202.72 139.18 1456.56 20.00 1476.56 12.84 230.99 395.58 583.93 20.00 603.93 4.52 219.02 394.99 554.50 20.00 574.50 4.53 ︱Nmax ︱ M 336.7517.120.00 609.06570.46463.09 727.18 20.00 747.18 3.86 28.10 20.00 48.10 2.93 0.00 20.00 20.00 3.13 三 5625.005625.005625.005625.005625.005625.005625.005625.005625.00 11.25 1.87 11.25 3.10 11.25 3.10 11.25 1.67 11.25 2.76 η =1+ l 0/h 1 1400 e i h 0 ( l 0 11.25 )2 12 h 1.03 11.25 1.07 11.25 1.07 11.25 1.06 e=ηe i+0.5h0-as/mm 1716.09 19.47 x=N/(α 1fcb)/mm 判别大偏心 Xξ 大 bh0=255.75 N b1 f cbh0 N e f cbh0 1 f cbh0 ( 1 b )(h 0 a s ) b 843.47 55.33 大 814.04 55.24 大 986.72 64.77 大 287.64 85.18 大 259.54 79.78 大 259.54 10.78 大 302.73 67.86 大 263.46 67.71 大 大偏压 A s=As′ 小偏压 A s=As′ ρ minbh/mm 2 2As 1133.581037.84961.10-1294.19-1661.95-1566.58-99.58-1351.19-1348.29 1750.001750.001750.001750.001750.00 3500.003500.003500.003500.003500.00 1750.001750.001750.001750.00 3500.003500.003500.003500.00 4Ф N 1 b1 2f选用配筋/mm cbh0 l 0 25,As=19 2 η=1+)2 1b ( e i N e f cbh 644Ф254Ф254Ф25h 01400 1 f cbh0h 0) ( 1 M441.08503.12434.43126.16 b )(h 0 a s 1100.622382.622284.44880.12N 4Ф254Ф25 13.120.00 3003.342693.45 4.37 20.00 24.37 0.00 21.00 21.00 4Ф25 306.07 235.05 244.85 188.04 1302.13 20.00 20.00 4Ф254Ф25 16.037.88 2086.331790.63 7.68 20.00 27.68 4.40 21.00 21.00 γ REM/KN·m γ REN/KN 二 e 0=γREM/γREN/mm e 0=M/N/mm e a=max(20,h/30)/m m e i=e0+e1/mm 352.86 880.50 400.75 20.00 420.75 402.49 211.16 20.00 231.16 347.55 190.17 20.00 210.17 143.34 20.00 163.34 1906.101827.55 ξ 1=0.5fcA/KN l 0=1.25H/mm 2.030.940.982.030.600.669.510.861.00 5625.005625.005625.005625.00 11.25 1.17 468.08 266.59 小 11.25 1.20 448.79 255.60 大 11.25 1.26 402.88 123.09 大 5625.005625.005625.005625.005625.00 11.25 2.03 246.89 420.05 小 11.25 2.33 246.40 376.71 小 11.25 3.10 259.54 26.30 大 11.25 2.30 261.20 291.79 小 11.25 3.00 260.54 250.44 大 l 11.25 1 η =1+ l 0/h(0)2 12e i h 1400 h 0 1.10 e=ηe i+0.5h0-as/mm x=N/(α 1fcb)/mm 判别大偏心 Xξ bh 0 N b1 f cbh0 660.29 123.15 大 b N e f cbh0 1 f cbh0 ( 1 b )(h 0 a s ) 2303.97 0.56 3032.81 2536.29546.61 0.84 -77.22 0.81 -527.88 -233.61 0.67 -918.22 -916.65大偏压 A s=As′ 小偏压 A s=As′ ρ minbh/mm 2 2As 一 选用配筋/mm2 M N 1750.001750.00 4607.946065.63 5Ф6Ф 25,As=2425,As=294 545 712.50744.14 1493.403014.67 1750.001750.001750.001750.001750.001750.001750.00 5072.583500.003500.003500.003500.003500.003500.00 5Ф 25,As=244Ф25， 544Ф25As=19644Ф254Ф254Ф254Ф25 737.0567.197.040.00398.6118.7510.02 2913.871134.653829.403443.39204.022607.852225.50 γ REM/KN·m γ REN/KN e 0=γREM/γREN/mm e 0=M/N/mm e a=max(20,h/30)/m m e i=e0+e1/mm ξ 1=0.5fcA/KN l 0=1.0H/m
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