第4章 框架结构内力组合.doc

第4章 框架内力组合第4章 框架内力组合注：组合所用的内力值均为电算结果4.1框架梁内力的内力组合：（1）框架梁内力计算结果：荷载类型编号恒载1-59.8445.79-63.9759.26-60.412-77.5143.97-77.9867.69-68.013-72.9547.62-76.2367.44-68.354-12.01-1.15-12.0114.48-14.485-12.213.78-12.2121.33-21.336-13.952.05-13.9521.33-21.33活载1-6.523.81-6.605.75-5.772-25.4715.65-26.3022.96-23.193-25.0216.02-26.0222.94-23.214-0.880.18-0.881.41-1.415-4.380.89-4.387.04-7.046-4.560.72-4.567.04-7.04雪荷载1-4.373.71-4.794.55-4.672-0.28-0.23-0.170.020.0230.070.060.040.000.004-1.02-0.17-1.021.13-1.1350.110.110.110.000.006-0.03-0.03-0.030.000.00重力荷载=恒载+0.5活载+0.5雪荷载1-65.29 49.55 -69.67 64.41 -65.63 2-90.39 51.68 -91.22 79.18 -79.60 3-85.43 55.66 -89.22 78.91 -79.96 4-12.96 -1.15 -12.96 15.75 -15.75 5-14.35 4.28 -14.35 24.85 -24.85 6-16.25 2.40 -16.25 24.85 -24.85 地震160.080.00-56.51-16.19-16.192105.720.00-103.01-28.99-28.993134.020.00-128.15-36.41-36.41427.450.00-27.45-18.30-18.30551.990.00-51.99-34.66-34.66663.390.00-63.39-42.26-42.26（2）框架梁的内力调整结果：荷载类型编号恒载1-36.8554.95（56.73）-39.9355.11-56.262-49.41 52.76（58.37） -49.73 62.98 -63.30 3-45.82 57.14（60.90）-48.26 62.73 -63.64 4-7.19 -1.15 -7.19 12.07 -12.07 5-6.21 4.54 （5.56）-6.21 17.78 -17.78 6-7.61 2.46 （5.56）-7.61 17.78 -17.78 活载1-4.15 4.57 （5.00）-4.21 5.35 -5.37 2-16.10 18.78（20.28）-16.72 21.36 -21.59 3-15.75 19.22 （20.57）-16.49 21.34 -21.61 4-0.47 0.22（0.37） -0.47 1.18 -1.18 5-2.33 1.07 （1.83）-2.33 5.87 -5.87 6-2.47 0.86 （1.83）-2.47 5.87 -5.87 雪荷载1 -2.65 4.45 -2.96 4.23 -4.35 2 -0.22 -0.23 -0.14 0.02 0.02 3 0.06 0.07 0.03 0.00 0.00 4 -0.78 -0.17 -0.63 0.94-0.94 5 0.09 0.13 0.09 0.00 0.00 6 -0.02 -0.03 -0.02 0.00 0.00 重力荷载=恒载+0.5活载+0.5雪荷载1-40.25 59.46（61.46） -43.51 59.90 -61.12 2-57.58 62.04（68.40）-58.16 73.66 -74.08 3-53.66 66.79（71.22）-56.49 74.44-74.44 4-7.82 -1.13（-1.05）-7.74 -13.13-13.13 5-7.33 5.14（6.54）-7.33 20.71 -20.71 6-8.85 2.88（6.46）-8.85 20.71 -20.71 地震156.03 0.00 -52.46 -16.19-16.19298.47 0.00 -95.76 -28.99-28.993124.92 0.00 -119.05 -36.41-36.41422.88 0.00 -22.88 -18.3-18.3543.33 0.00 -43.33 -34.66-34.66652.83 0.00 -52.83 -42.26-42.26其中， 式中，为梁端控制截面的剪力和弯矩；，为内力分析得到的柱轴线处的梁端剪力和弯矩，q为梁上作用的均布荷载；hc为柱截面高度；为调幅系数，梁端负弯矩取0.8，跨中正弯矩取1.2，跨中负弯矩不进行调整。另外由于地震荷载的作用方向不固定，所以都不折减，保证安全。检查调整后是否满足要求：部分梁的跨中弯矩不满足条件，进行调整后的值列于上表的括号中。（3）框架梁内力的组合结果组合规则梁编号无地震组合可变荷载控制=1.2恒载+1.4活载1-50.03 75.08 -53.81 73.62 -75.03 2-81.83 98.44-83.08 105.48 -106.19 3-77.03 101.88 -81.00 105.15 -106.62 4-9.29 -0.86 -9.29 16.14 -16.14 5-10.71 9.23 -10.71 29.55 -29.55 6-12.59 9.23 -12.59 29.55 -29.55 永久荷载控制=1.35恒载+0.7*1.4活载1-53.81 81.49 -58.03 79.64 -81.21 2-82.48 98.67 -83.52 105.96 -106.61 3-77.29 102.37 -81.31 105.60 -107.09 4-10.17 -1.19 -10.17 17.45 -17.45 5-10.67 9.30 -10.67 29.76 -29.76 6-12.69 9.30 -12.69 29.76 -29.76 有地震组合=1.2重力荷载+1.3地震124.54 73.75 -120.41 50.83 -94.39 258.92 82.08 -194.28 50.71 -126.58 398.00 85.46 -222.55 40.74 -136.66 420.36 -1.26 -39.03 -8.49 -39.55 547.53 7.85 -65.13 -20.21 -69.91 658.06 7.75 -79.30 -30.09 -79.79 =1.2重力荷载-1.3地震1-121.14 73.75 15.99 92.93 -52.30 2-197.11 82.08 54.70 126.08 -51.21 3-226.79 85.46 86.98 135.40 -42.00 4-39.13 -1.26 20.46 39.558.495-65.13 7.85 47.53 69.91 20.21 6-79.30 7.75 58.06 79.79 30.09 4.2框架柱内力组合（1）框架柱内力计算结果柱的弯矩计算规定以左侧受拉为正，右侧受拉为负，剪力、轴力值统一用绝对值表示：荷载类型柱编号恒载A159.84-42.5827.6886.56A234.93-44.5421.48242.43A328.42-14.219.07398.05B1-54.9636.8624.00118.89B2-29.9038.0418.36292.83B3-24.2412.127.74467.02活载A16.52-10.344.567.78A215.13-16.088.4338.84A38.94-4.472.8569.88B1-5.718.943.9611.17B2-12.9813.797.2459.29B3-7.673.832.45107.43雪载A14.37-1.311.536.17A2-1.030.300.366.18A30.23-0.110.076.18B1-3.771.141.338.98B20.87-0.250.308.97B3-0.190.090.068.97重力荷载=恒载+0.5活载+0.5雪载A165.29 -48.41 30.73 93.54 A241.98 -52.4325.88 264.94 A333.01 -16.50 10.53 436.08 B1-59.70 41.90 26.65 128.97 B2-35.96 44.81 22.13 326.96 B3-28.17 14.08 9.00 525.22 地震荷载A1-60.0823.8122.6716.19A2-81.9256.4637.4045.18A3-77.56166.7051.9781.60B1-83.9745.6435.032.11B2-109.3691.5554.307.78B3-99.99177.9259.1313.63（2）框架柱内力调整结果：假想原来计算的柱端弯矩作用在梁高度的中部，并偏于安全的取较小高度的梁（走廊处）的高度值h300mm对柱端弯矩进行折算，即：和（底层柱子柱底弯矩不折算）荷载类型柱编号恒载A152.92-35.6627.6886.56A229.56 -39.17 21.48 242.43 A326.15 -14.21 9.07 398.05 B1-51.36 33.26 24.00 118.89 B2-27.15 35.29 18.36 292.83 B3-23.08 12.12 7.74 467.02 活载A15.38 -9.66 4.56 7.78 A213.02 -14.82 8.43 38.84 A38.23 -4.47 2.85 69.88 B1-5.12 8.35 3.96 11.17 B2-11.89 12.70 7.24 59.29 B3-7.30 3.83 2.45 107.43 雪载A13.99 -0.93 1.53 6.17 A2-0.94 0.21 0.36 6.18 A30.21 -0.11 0.07 6.18 B1-3.57 0.94 1.33 8.98 B20.83 -0.21 0.30 8.97 B3-0.18 0.09 0.06 8.97 重力荷载=恒载+0.5活载+0.5雪载A157.60 -40.95 30.73 93.54 A235.60 -46.47 25.88 264.94 A330.37 -16.50 10.53 436.08 B1-55.70 37.90 26.65 128.97 B2-32.68 41.54 22.13 326.96 B3-26.82 14.08 9.00 525.22 地震荷载A1-54.41 20.41 22.67 16.19 A2-72.57 50.85 37.40 45.18 A3-64.57 166.70 51.97 81.60 B1-75.21 40.39 35.03 2.11 B2-95.79 83.41 54.30 7.78 B3-85.21 177.92 59.13 13.63 （3）框架柱的内力组合计算：组合规则柱编号无地震组合可变荷载控制=1.2恒载+1.4活载A171.04-56.3139.60114.76A253.70-67.7537.58345.29A342.90-23.3114.87575.49B1-68.7951.6034.34158.31B2-49.2360.1332.17434.40B3-37.9219.9112.72710.83永久荷载控制=1.35恒载+0.7*1.4活载A176.71-57.6041.84124.48A252.67-67.4037.26365.34A343.37-23.5615.04605.85B1-74.3553.0836.28171.45B2-48.3060.0931.88453.42B3-38.3120.1212.85735.76有地震组合=1.2重力荷载+1.3地震A1-1.61-22.6166.34133.29A2-51.6210.3479.6737