附录 A
表A 梁的内力组合表 层次 截面 内力 M 1-1 V 2-2 M M 四 3-3 V M 4-4 V 5-5 M M 1-1 V 2-2 M M 三 3-3 V M 4-4 V 5-5 M 7.611 -9.316 2.165 -2.601 33.589 0 12.164 -14.821 12.397 -15.126 54.183 -14.456 -30.461 -14.456 54.183 -14.456 -30.461 -14.456 -52.227 -13.932 -13.013 -3.689 8.385 35.268 -82.177 -20.780 -84.160 -21.183 -69.662 24.174 -90.792 -64.701 -69.662 24.174 -90.792 -64.701 51.927 39.085 -26.169 13.772 11.071 -6.793 8.385 6.857 -14.525 81.593 62.401 -40.913 83.598 63.614 -41.985 90.230 69.491 -58.263 69.100 52.212 -21.660 90.230 69.491 -58.263 69.100 52.212 -21.660 8.618 -12.182 -25.284 0.545 -0.742 -6.482 11.409 0 28.238 11.105 -15.657 -39.776 12.168 -17.173 -40.891 25.404 -15.253 -3.288 -3.347 -15.253 -74.448 25.404 -15.253 -3.288 -3.347 -15.253 -74.448 -46.33 -16.384 -3.505 -1.013 3.066 11.979 -60.503 -21.079 -65.980 -23.111 -56.149 -5.844 -63.875 -36.031 -56.149 -5.844 -63.875 -36.031 44.33 37.749 -21.545 3.425 2.661 -1.842 3.066 2.885 -4.934 57.991 49.024 -28.433 63.202 53.569 -30.891 61.375 52.287 -34.392 53.648 45.017 -21.958 61.375 52.287 -34.392 53.648 45.017 -21.958 恒载 活载 风载 1.2×恒载+1.4×活载 -23.551 1.35×恒载+0.7×1.4活载 -25.492 1.2恒载+1.4×0.9（活载±风载） 左风 -9.829 右风 -36.801 -9.829 -36.801 Max Min -17.658 -1.687 10.703 M 1-1 V 二 2-2 M 3-3 M -24.951 51.763 39.401 -26.17 -6.698 13.79 10.889 -6.941 46.388 14.06 10.53 -25.329 -39.318 81.422 62.526 -41.121 -40.248 83.394 63.863 -42.132 20.068 97.207 74.269 -72.064 -96.830 61.775 47.734 -8.235 20.068 97.207 74.269 -8.235 -96.830 61.775 47.734 -72.064 续表A
层次 截面 内力 V M 恒载 活载 风载 1.2×恒载+1.4×活载 1.35×恒载+0.7×1.4活载 1.2恒载+1.4×0.9（活载±风载） 左风 -62.685 57.190 85.664 -14.496 95.233 115.398 95.211 -101.733 -44.494 130.180 156.968 -16.374 右风 -98.116 -97.797 -61.942 -14.496 -159.226 40.897 30.730 23.763 -118.995 -174.543 -133.246 -16.374 Max Min 3-3 二 4-4 -52.391 -13.914 -13.229 7.611 -9.532 -20.2 50.742 40.664 -25.387 -3.515 2.165 -2.427 -6.156 13.696 14.06 61.503 58.574 0 -82.349 -84.364 -20.796 -21.304 12.164 12.397 -62.685 57.190 85.664 -14.496 95.233 115.398 95.211 -101.733 -44.494 130.180 156.968 -16.374 -98.116 -97.797 -61.942 -14.496 -159.226 40.897 30.730 23.763 -118.995 -174.543 -133.246 -17.219 V 5-5 1-1 V 2-2 一 3-3 V M 4-4 V 5-5 M M M M M -14.836 -15.247 100.976 -32.858 -33.303 29.564 80.065 64.545 81.924 65.920 11.249 25.288 -6.762 -49.8 29.564 -39.931 -40.899 -83.706 -85.834 -53.412 -14.008 -14.458 7.611 -10.761 -3.835 2.165 -2.747 120.922 -22.719 -23.277 115.164 0 12.164 12.397 -16.759 -17.219 附录B
表B1 A柱的内力组合表
层次 截面 内力 恒载 活载 风载 1.2×恒载+1.4×活载 1.35×恒载+0.71.2恒载+1.4×0.9（活×1.4活载 载±风载） Max Min 4 3 2 1 8 7 6 5 4 3 2 1 M N M N M N M N M N M N M N M N 19.043 1.897 -10.703 3.066 5.857 3.006 25.207 239.226 -22.851 239.226 575.618 562.324 -22.706 562.324 22.821 874.487 -22.646 874.487 23.089 1186.619 -25.038 1186.619 27.567 260.975 -23.742 260.975 409.987 591.798 -23.297 591.798 23.426 910.310 -23.243 910.310 23.699 1228.791 -26.046 1228.791 左风 11.756 右风 38.728 38.728 260.975 -15.009 260.975 575.618 591.798 17.015 591.798 86.448 910.310 35.690 910.310 98.757 1228.791 43.175 1228.791 11.756 233.444 -29.768 233.520 202.007 476.460 -56.383 476.460 -46.849 713.279 -74.974 713.279 -58.699 941.078 -87.546 941.078 183.366 13.705 -15.189 -3.303 183.366 13.705 13.832 241.171 233.444 -15.009 -29.768 241.095 233.520 491.516 547.916 567.148 538.292 -3.086 -41.269 399.3 -22.381 388.572 68.598 11.451 -14.515 -3.777 15.152 388.572 68.598 11.451 14.611 3.777 -31.236 567.148 538.292 -17.065 61.650 584.645 123.509 25.211 -14.491 -3.755 25.932 584.645 123.509 25.211 14.778 3.825 -41.03 889.339 825.051 10.554 -54.795 889.339 825.051 -29.145 74.251 780.702 178.412 45.665 -16.705 -3.566 34.063 780.702 178.412 45.665 1219.179 1104.104 18.380 -67.459 1219.179 1104.104 表B1 B柱的内力组合表 层次 截面 内力 恒载 活载 风载 1.2×恒载+1.41.35×恒载+0.71.2恒载+1.4×0.9（活×活载 ×1.4活载 载±风载） Max Min 4 3 2 1 8 7 6 5 4 3 2 1 M N M N M N M N M N M N M N M N -21.725 286.711 20.298 286.711 -22.008 696.816 21.229 696.858 -21.244 1096.561 20.927 1096.561 -22.383 1496.027 26.584 1496.027 -23.394 311.498 21.017 311.498 -22.550 728.725 21.758 728.754 -21.775 1134.306 21.450 1134.306 -22.941 1539.569 27.249 1539.569 左风 -42.789 右风 -0.168 -0.168 311.498 60.375 311.498 68.022 728.725 100.088 728.754 94.839 1171.548 131.338 1171.548 114.377 -42.789 246.216 -24.668 246.216 -106.098 531.122 -63.343 531.140 -131.613 771.443 -95.114 771.443 -153.121 985.375 -110.739 985.375 -16.053 -1.758 -16.913 217.257 18.573 13.35 3.056 8.343 13.838 8.343 294.623 273.598 37.306 2.435 217.257 18.573 294.623 273.598 -66.791 23.815 -14.009 -3.712 -35.955 472.458 92.762 33.547 13.525 3.571 33.748 726.099 641.561 63.252 -21.793 472.458 92.792 33.547 -13.537 -3.571 -53.084 719.046 166.933 78.061 13.334 3.519 53.084 726.137 641.598 -87.630 46.142 1171.548 974.834 87.321 -46.451 719.046 166.933 78.061 -14.262 -3.763 -69.728 965.392 241.112 140.753 16.942 4.467 69.728 1171.548 974.834 -109.713 66.002 1639.620 1284.923 1639.620 113.816 -61.898 156.760 965.392 241.112 140.753 1639.620 1284.923 1639.620 附录C
表C1 重力荷载代表值下梁段剪力计算 层次 AB跨 q(kN/m) l ql/2 ∑M/l BC跨 q(kN/m) l ql/2 ∑M/l VB=VC=ql/2±∑M/l VA=ql/2 -∑M/l VB=ql/2 +∑M/l 4 3 2 1 24.29 5.1 61.94 30.454 5.1 77.658 30.454 5.1 77.658 30.454 5.1 77.658 0.933 0.022 0.315 1.292 61.007 77.636 77.343 76.366 62.873 77.68 77.973 78.95 12.93 12.646 12.646 12.646 2.1 2.1 2.1 2.1 13.577 13.278 13.278 13.278 0 0 0 0 13.577 13.278 13.278 13.278 表C2 框架梁剪力调整表 层次 截面 AB左 四 AB右 BC左 AB左 三 AB右 BC左 AB左 二 AB右 BC左 AB左 一 AB右 BC左 -(1.3MEK+1.2MGE) 55.098 42.12 57.079 106.763 73.397 109.612 137.301 92.433 156.061 204.639 122.578 233.468 1.3MEK-1.0MGE 14.395 -7.305 19.92 43.348 8.233 76.925 75.047 27.224 123.09 153.427 59.289 197.442 Ml 55.098 14.395 57.079 106.763 43.348 109.612 137.301 75.047 156.061 204.639 153.427 233.468 Mr -7.305 42.12 19.92 8.233 73.397 76.925 27.224 92.433 123.09 59.289 122.578 197.442 ln 4.65 4.65 1.65 4.65 4.65 1.65 4.65 4.65 1.65 4.65 4.65 1.65 VGE 61.007 62.873 13.577 77.636 77.68 13.278 77.343 77.973 13.278 76.366 78.95 13.278 V=1.1(Ml+Mr)/ln+VGE 72.313 76.242 64.91 104.839 105.297 137.636 116.263 117.592 199.379 138.801 144.242 300.55 表C3 框架柱柱端弯矩调整表 框架柱 层次 轴压比 柱截面位置 Mc(kN·m) ∑Mc(kN·m) 梁截面位置 Mb(kN·m) 1.1∑Mb(kN·m) ∑Mc是否大于1.1∑Mb 调整后Mc(kN·m)
土木工程毕业设计
