1论文或设计文本 4 附录 2 3

附录2 内力组合表附录2.1 框架梁的内力组合表层次截面内力SGKSQKSEKSEK组合一组合二组合三组合四组合五组合六组合七组合八组合九组合十组合十一组合十二组合十三剪力调整左风右风左震右震一层AM-92.23-24.57 (-24.74)43.80-27.30160.80-171.40-145.06-49.35-148.89-86.43-176.02-111.79-171.51-30.91-130.4562.65-261.2578.34-245.56144.04V94.1024.4 (24.4)-10.406.50-38.3040.90147.0898.36122.02130.56151.85142.21156.4179.54103.2066.10153.6248.03135.55跨中M120.4835.52 (35.64)2.65-1.659.50-10.10194.30148.29142.27192.67187.25199.68196.07124.19118.17133.73114.62112.9993.88B左M-110.84-31.03 (-30.77)-38.5024.00-141.80151.20-176.44-186.91-99.41-220.61-141.86-212.38-159.88-164.74-77.24-251.8633.82-232.9252.75V99.6026.3 (26.2)-10.406.50-38.3040.90156.34104.96128.62139.55160.85151.50165.6985.04108.7072.63160.1553.47140.99B右M-20.91-5.78 (-5.36)21.10-13.2077.50-82.90-33.184.45-43.57-5.79-49.01-16.17-44.988.63-39.3954.33-102.0657.87-98.52121.80V23.905.8 (4.7)-18.9011.50-69.4074.3036.802.2244.7812.1750.4822.0747.61-2.5640.00-49.91108.88-54.37104.41跨中M1.20-0.36 (-1.08)-2.601.65-9.4510.150.94-2.203.75-2.293.07-0.922.65-2.443.51-8.6210.49-8.7210.39CM-0.17-0.255 (-0.77)-26.3016.50-96.40103.20-0.56-37.0222.90-33.6620.26-22.5713.38-36.9922.93-93.80100.81-93.83100.78V3.700.1 (1.1)-18.9011.50-69.4074.304.58-22.0220.54-19.2519.06-10.7814.75-22.7619.80-72.3586.44-73.0785.71二层AM-89.17-24.31 (-24.99)31.50-19.70137.20-142.80-141.03-62.90-134.58-97.94-162.45-117.74-160.74-45.07-116.7542.28-230.7257.53-215.48110.30V93.8024.4 (24.4)-7.604.70-32.9034.30146.72101.92119.14133.73149.23144.16154.4983.16100.3871.77146.0253.75128.00跨中M123.6036 (35.28)1.55-1.007.10-7.35198.72150.49146.92195.63192.42203.44201.30125.77122.20134.04119.95112.8598.76B左M-109.57-30.77 (-31.03)-28.4017.70-123.00128.10-174.56-171.24-106.70-206.03-147.95-201.92-163.20-149.33-84.79-232.4912.33-213.7331.09V99.9026.3 (26.2)-7.604.70-32.9034.30156.70109.24126.46143.44158.94154.26164.5989.26106.4878.91153.1659.70133.95B右M-22.95-6.035 (-5.19)15.20-9.5066.10-68.90-35.99-6.26-40.84-15.99-47.11-24.13-44.88-1.67-36.2541.46-90.1745.29-86.33101.40V25.606(4.6)-13.408.30-58.4060.9039.1211.9642.3421.4048.7429.1847.416.8437.22-5.9595.75-40.8291.01跨中M2.28-0.48 (-0.96)-1.601.00-7.057.352.060.504.140.123.391.263.450.043.68-5.258.79-5.528.52CM-1.190.34 (0.68)-18.4011.50-80.2083.60-0.95-27.1914.67-24.1813.49-16.738.39-26.9514.91-78.9680.75-78.8380.87V2.000.3 (1)-13.408.30-58.4060.902.82-16.3614.02-14.1113.24-8.269.97-16.7613.62-61.9869.84-62.4169.42注：表中组合一到组合十三的荷载组合式子以及剪力的调整见计算书的4.6.2节（）中的数值为雪荷载作用下的内力；弯矩M的单位为kNm，剪力V的单位为kN。附录2.1 框架梁的内力组合表（续）层次截面内力SGKSQKSwKSEK组合一组合二组合三组合四组合五组合六组合七组合八组合九组合十组合十一组合十二组合十三强剪弱弯左风右风左震右震三层AM-93.67 -25.25 (-23.8)19.00 -11.90 100.60 -100.80 -147.75 -85.80 -129.06 -120.27 -159.21 -135.23 -161.19 -67.07 -110.33 3.07 -193.29 18.91 -177.46 142.40 V94.00 24.4 (24.4)-4.50 2.80 -24.10 24.20 146.96 106.50 116.72 137.87 147.07 147.03 153.16 87.70 97.92 81.69 135.07 63.64 117.01 跨中M118.08 34.68 (36.84)0.95 -0.60 5.30 -5.10 190.25 143.03 140.86 186.59 184.64 194.19 192.89 119.41 117.24 128.02 117.88 107.54 97.40 B左M-112.88 -31.62 (-30.09)-17.10 10.70 -90.00 90.60 -179.72 -159.40 -120.48 -196.84 -161.82 -197.74 -174.39 -136.82 -97.90 -202.88 -26.80 -183.69 -7.61 V99.70 26.3 (26.3)-4.50 2.80 -24.10 24.20 156.46 113.34 123.56 147.11 156.31 156.59 162.72 93.40 103.62 88.48 141.85 69.29 122.66 B右M-19.64 -5.355 (-6.12)9.10 -5.70 48.20 -48.70 -31.06 -10.82 -31.54 -18.84 -37.49 -24.11 -36.54 -6.90 -27.62 26.57 -67.91 29.97 -64.50 75.40 V23.40 5.6 (5.2)-8.10 5.00 -42.60 43.00 35.92 16.74 35.08 24.93 41.44 30.27 41.28 12.06 30.40 -20.55 74.04 -24.97 69.62 跨中M1.92 0.24 (1.44)-1.00 0.60 -5.15 5.15 2.64 0.90 3.14 1.35 3.36 1.99 3.33 0.52 2.76 -2.65 7.40 -3.04 7.00 CM0.00 -0.17 (-1.02)-11.10 6.90 -58.50 59.00 -0.24 -15.54 9.66 -14.20 8.48 -9.49 5.63 -15.54 9.66 -57.50 57.07 -57.42 57.14 V4.20 0.1 (1.6)-8.10 5.00 -42.60 43.00 5.18 -6.30 12.04 -5.04 11.47 -1.04 9.97 -7.14 11.20 -41.97 52.62 -42.82 51.77 四层AM-74.89 -17.85 (-5.4)7.40 -4.60 46.30 -45.90 -114.85 -79.50 -96.30 -103.03 -118.15 -112.37 -122.45 -64.53 -81.33 -24.66 -114.56 -13.03 -102.92 119.50 V98.40 23.8 (4.8)-1.70 1.00 -10.70 10.70 151.40 115.70 119.48 145.93 149.33 154.74 157.00 96.02 99.80 90.99 114.64 73.86 97.50 跨中M161.40 42.48 (6.36)0.55 -0.35 3.75 -3.60 253.15 194.45 193.19 247.90 246.76 259.98 259.23 162.17 160.91 151.78 144.61 127.09 119.93 B左M-109.31 -27.88 (-6.72)-6.30 3.90 -38.80 38.70 -170.20 -139.99 -125.71 -174.24 -161.39 -180.18 -171.61 -118.13 -103.85 -139.23 -63.67 -122.33 -46.77 V108.60 26.8 (5.2)-1.70 1.00 -10.70 10.70 167.84 127.94 131.72 161.95 165.35 171.45 173.71 106.22 110.00 101.60 125.25 82.70 106.34 B右M-37.32 -9.44 (-0.6)3.60 -2.20 22.20 -22.40 -57.99 -39.74 -47.86 -52.13 -59.44 -56.60 -61.47 -32.28 -40.40 -12.21 -55.69 -6.56 -50.05 59.70 V34.00 8 (0.8)-3.30 2.00 -20.60 20.80 52.00 36.18 43.60 46.72 53.40 50.97 55.42 29.38 36.80 12.33 58.07 6.48 52.22 跨中M0.00 0 (0)-0.55 0.35 -3.60 3.70 0.00 -0.77 0.49 -0.69 0.44 -0.46 0.29 -0.77 0.49 -3.51 3.61 -3.51 3.61 CM6.55 -1.28 (-0.09)-4.70 2.90 -29.40 29.80 6.07 1.27 11.91 0.33 9.90 3.64 10.02 -0.04 10.61 -22.81 34.91 -23.79 33.93 V7.90 -2.2 (0.3)-3.30 2.00 -20.60 20.80 6.40 4.86 12.28 2.55 9.23 5.74 10.19 3.28 10.70 -14.55 31.20 -15.92 29.83 注：表中组合一到组合十三的荷载组合式子以及剪力的调整见计算书的4.6.2节；（）中的数值为雪荷载作用下的内力；弯矩M的单位为kNm，剪力V的单位为kN附录2.2（a） 框架A柱的M和N组合表层次截面内力SGKSQKSwKSEK组合一组合二组合三组合四组合五组合六组合七组合八组合九组合十组合十一组合十二组合十三|Mmax| NNmin MNmax M左风右风左震右震四层柱顶M-77.01 -20 (-6.1)7.40 -4.60 46.30 -45.90 -120.41 -82.05 -98.85 -108.29 -123.41 -117.35 -127.43 -66.65 -83.45 -26.91 -116.81 -14.90 -104.80 -127.43 -14.90 -127.43 N-208.80 -34 (-6.9)1.70 -1.00 10.70 -10.70 -298.16 -248.18 -251.96 -291.26 -294.66 -313.77 -316.04 -206.42 -210.20 -180.59 -201.46 -148.76 -169.62 -316.04 -148.76 -316.04 柱底M57.70 15.6 (-11.6)-4.90 3.00 -34.60 34.10 91.08 62.38 73.44 82.72 92.68 89.07 95.70 50.84 61.90 12.98 79.96 5.19 72.17 95.70 5.19 95.70 N-232.63 -34 (-6.9)1.70 -1.00 10.70 -10.70 -326.76 -276.78 -280.56 -319.85 -323.26 -345.94 -348.21 -230.25 -234.03 -202.04 -222.90 -166.63 -187.49 -348.21 -166.63 -348.21 三层柱顶M-45.90 -13 (-15.3)14.10 -8.80 65.90 -66.60 -73.28 -35.34 -67.40 -53.69 -82.55 -62.86 -82.10 -26.16 -58.22 17.13 -120.67 25.70 -112.10 -120.67 25.70 -82.10 N-392.40 -68.5 (-41.4)6.30 -3.90 34.90 -34.80 -566.78 -462.06 -476.34 -549.25 -562.10 -591.58 -600.15 -383.58 -397.86 -360.28 -432.77 -294.18 -366.67 -432.77 -294.18 -600.15 柱底M49.00 13.7 ( 14.5)-11.30 7.00 -57.70 57.20 77.98 42.98 68.60 61.82 84.88 70.08 85.46 33.18 58.80 -6.01 113.49 -15.01 104.49 113.49 -15.01 85.46 N-416.23 -68.5 (-41.4)6.30 -3.90 34.90 -34.80 -595.38 -490.66 -504.94 -577.85 -590.70 -623.75 -632.32 -407.41 -421.69 -383.16 -455.64 -313.25 -385.74 -455.64 -313.25 -632.32 二层柱顶M-49.20 -13.9 (-13.9)20.10 -12.60 79.50 -85.50 -78.50 -30.90 -76.68 -51.23 -92.43 -63.16 -90.63 -21.06 -66.84 28.78 -142.82 37.76 -133.84 -142.82 37.76 -90.63 N-575.80 -103 (-76)13.90 -8.70 67.90 -69.30 -835.16 -671.50 -703.14 -803.23 -831.70 -866.59 -885.58 -556.34 -587.98 -518.63 -661.32 -420.42 -563.11 -661.32 -420.42 -885.58 柱底M47.40 13.7 (14)-17.20 10.80 -73.70 78.60 76.06 32.80 72.00 52.47 87.75 62.97 86.49 23.32 62.52 -24.42 133.97 -33.13 125.26 133.97 -33.13 86.49 N-599.63 -103 (-76)13.90 -8.70 67.90 -69.30 -863.76 -700.10 -731.74 -831.82 -860.30 -898.76 -917.75 -580.17 -611.81 -541.51 -684.20 -439.49 -582.18 -684.20 -439.49 -917.75 一层柱顶M-37.90 -11.2 (-11.8)26.50 -16.40 87.00 -92.70 -61.16 -8.38 -68.44 -26.20 -80.26 -39.88 -75.92 -0.80 -60.86 48.43 -138.46 55.44 -131.45 -138.46 55.44 -75.92 N-759.40 -137.6 (-110.5)24.30 -15.20 106.30 -110.20 -1103.92 -877.26 -932.56 -1054.04 -1103.81 -1139.63 -1172.81 -725.38 -780.68 -671.51 -896.67 -541.17 -766.33 -896.67 -541.17 -1172.81 柱底M17.10 5 (5.2)-38.30 23.80 -130.30 138.80 27.52 -33.10 53.84 -21.44 56.81 -4.19 47.98 -36.52 50.42 -116.60 163.26 -119.75 160.11 163.26 -119.75 47.98 N-796.82 -137.6 (-110.5)24.30 -15.20 106.30 -110.20 -1148.82 -922.16 -977.46 -1098.94 -1148.71 -1190.14 -1223.32 -762.80 -818.10 -707.44 -932.60 -571.10 -796.26 -932.60 -571.10 -1223.32 注：表中组合一到组合十三的荷载组合式子见计算书的4.6.3节；（）中的数值为雪荷载作用下的内力；弯矩M的单位为kNm，剪力V的单位为kN附录2.2（b） 框架A柱柱端弯矩组合设计值的调整值层次4321截面柱顶柱底柱顶柱底柱顶柱底柱顶柱底RE（Mc=cMb）131.66 -129.94 174.24 -143.38 211.36 -152.42 224.89 REN-202.04 -360.28 -383.16 -518.63 -541.51 -671.51 -707.44 附录2.3（a） 框架B柱的M和N组合表层次截面内力SGKSQKSwKSEK组合一组合二组合三组合四组合五组合六组合七组合八组合九组合十组合十一组合十二组合十三|M|max NNmin MNmax M左风右风左震右震四层柱顶M74.30 19.8 (6.8)9.90 -6.20 61.00 -61.20 116.88 103.02 80.48 126.58 106.30 128.03 114.50 88.16 65.62 129.41 10.26 117.75 -1.40 129.41 117.75 114.50 N-246.40 -52.9 (-9.7)1.50 -0.90 9.80 -10.10 -369.74 -293.58 -296.94 -360.44 -363.47 -383.22 -385.24 -244.30 -247.66 -216.57 -235.97 -178.88 -198.29 -216.57 -178.88 -385.24 柱底M-58.80 -16.3 (-11.4)-7.90 4.90 -51.30 51.30 -93.38 -81.62 -63.70 -101.05 -84.92 -101.99 -91.24 -69.86 -51.94 -107.89 -7.85 -98.24 1.79 -107.89 -98.24 -91.24 N-270.23 -52.9 (-9.7)1.50 -0.90 9.80 -10.10 -398.34 -322.18 -325.54 -389.04 -392.06 -415.39 -417.41 -268.13 -271.49 -238.02 -257.42 -196.76 -216.16 -238.02 -196.76 -417.41 三层柱顶M43.80 12.7 (15.3)18.40 -11.50 87.00 -88.00 70.34 78.32 36.46 91.75 54.07 87.03 61.92 69.56 27.70 139.87 -42.13 131.64 -50.36 139.87 131.64 61.92 N-463.20 -102.9 (-59.4)5.00 -3.10 28.30 -28.90 -699.90 -548.84 -560.18 -679.19 -689.40 -721.96 -728.77 -456.20 -467.54 -443.75 -503.24 -364.89 -424.38 -443.75 -364.89 -728.77 柱底M-46.70 -13.4 (-14.6)-16.30 10.20 -81.10 81.20 -74.80 -78.86 -41.76 -93.46 -60.07 -89.87 -67.61 -69.52 -32.42 -136.18 32.61 -127.54 41.25 -136.18 -127.54 -67.61 N-487.03 -102.9 (-59.4)5.00 -3.10 28.30 -28.90 -728.50 -577.44 -588.78 -707.79 -718.00 -754.13 -760.94 -480.03 -491.37 -466.63 -526.12 -383.95 -443.44 -466.63 -383.95 -760.94 二层柱顶M48.10 13.8 (13.9)27.20 -17.00 108.00 -115.80 77.04 95.80 33.92 109.38 53.69 101.31 64.18 86.18 24.30 165.17 -67.58 156.36 -76.39 165.17 156.36 64.18 N-682.40 -153.3 (-108.4)10.90 -6.80 53.70 -55.50 -1033.50 -803.62 -828.40 -998.30 -1020.61 -1062.32 -1077.19 -667.14 -691.92 -651.29 -764.86 -533.43 -647.00 -651.29 -533.43 -1077.19 柱底M-46.60 -13.6 (-14.1)-25.60 16.00 -105.20 112.30 -74.96 -91.76 -33.52 -105.31 -52.90 -97.74 -62.80 -82.44 -24.20 -160.91 65.29 -152.33 73.87 -160.91 -152.33 -62.80 N-706.23 -153.3 (-108.4)10.90 -6.80 53.70 -55.50 -1062.10 -832.22 -857.00 -1026.90 -1049.20 -1094.49 -1109.36 -690.97 -715.75 -674.16 -787.73 -552.50 -666.06 -674.16 -552.50 -1109.36 一层柱顶M34.70 10.2 (10.9)33.90 -21.20 114.10 -121.90 55.92 89.10 11.96 97.21 27.78 85.32 39.03 82.16 5.02 157.21 -88.23 150.78 -94.66 157.21 150.78 39.03 N-899.70 -203.6 (-157.5)19.40 -12.10 84.80 -88.90 -1364.68 -1052.48 -1096.58 -1311.73 -1351.42 -1397.83 -1424.29 -872.54 -916.64 -851.12 -1031.77 -694.57 -875.22 -851.12 -694.57 -1424.29 柱底M-19.40 -5.8 (-6.1)-41.90 26.20 -143.70 153.40 -31.40 -81.94 13.40 -83.38 2.42 -67.07 -9.87 -78.06 17.28 -171.00 137.98 -167.41 141.58 -171.00 -167.41 -9.87 N-937.12 -203.6 (-157.5)19.40 -12.10 84.80 -88.90 -1409.58 -1097.38 -1141.48 -1356.64 -1396.33 -1448.34 -1474.80 -909.96 -954.06 -887.04 -1067.69 -724.50 -905.15 -887.04 -724.50 -1474.80 注：表中组合一到组合十三的荷载组合式子见计算书的4.6.3节；（）中的数值为雪荷载作用下的内力；弯矩M的单位为kNm，轴力N的单位为kN附录2.3（b） 框架B柱柱端弯矩组合设计值的调整值层次4321截面柱顶柱底柱顶柱底柱顶柱底柱顶柱底RE（Mc=cMb）-178.60 150.04 -228.64 179.73 -263.65 183.00 -265.25REN-238.02 -443.75 -466.63 -651.29 -674.16 -851.12 -887.04 附录2.4（a） 框架C柱的M和N组合表层次截面内力SGKSQKSWKSEK组合一组合二组合三组合四组合五组合六组合七组合八组合九组合十组合十一组合十二组合十三|M|max NNmin MNmax M左风右风左震右震四层柱顶M-0.50 -0.7 (-0.3)4.70 -2.90 29.40 -29.80 -1.58 5.98 -4.66 4.44 -5.14 2.59 -3.80 6.08 -4.56 28.08 -29.64 28.18 -29.54 -29.64 28.18 -3.80 N63.90 -5.6 (-1.8)-3.30 2.00 -20.60 20.80 68.84 72.06 79.48 65.47 72.14 78.01 82.46 59.28 66.70 36.62 76.98 27.17 67.53 76.98 27.17 82.46 柱底M2.20 0.2 (-0.3)-1.60 1.00 -15.70 16.10 2.92 0.40 4.04 0.88 4.15 1.82 4.01 -0.04 3.60 -13.46 17.54 -13.77 17.24 17.54 -13.77 17.54 N40.07 -5.6 (-1.8)-3.30 2.00 -20.60 20.80 40.24 43.46 50.88 36.87 43.55 45.83 50.29 35.45 42.87 15.17 55.53 9.29 49.66 55.53 9.29 55.53 三层柱顶M-2.30 -0.3 (-0.1)9.40 -5.90 42.70 -42.90 -3.18 10.40 -11.02 8.71 -10.57 4.50 -8.36 10.86 -10.56 39.52 -43.94 39.87 -43.59 -43.94 -43.59 4.50 N-137.40 -13.6 (-8.1)-11.40 7.10 -63.20 63.80 -183.92 -180.84 -154.94 -196.38 -173.07 -208.39 -192.85 -153.36 -127.46 -188.93 -65.10 -167.71 -43.88 -65.10 -43.88 -208.39 柱底M1.90 -0.2 (0)-5.80 3.60 -31.90 30.50 2.00 -5.84 7.32 -5.28 6.56 -2.50 5.39 -6.22 6.94 -29.39 31.45 -29.68 31.16 31.45 31.16 -2.50 N-161.23 -13.6 (-8.1)-11.40 7.10 -63.20 63.80 -212.52 -209.44 -183.54 -224.98 -201.67 -240.56 -225.02 -177.19 -151.29 -210.37 -86.55 -185.58 -61.76 -86.55 -61.76 -240.56 二层柱顶M-1.10 0.2 (0)12.50 -7.80 48.20 -53.10 -1.04 16.18 -12.24 14.68 -10.90 9.21 -7.84 16.40 -12.02 46.01 -52.76 46.17 -52.60 -52.76 -52.60 9.21 N-208.80 -21.2 (-14.9)-24.80 15.50 -121.70 124.80 -280.24 -285.28 -228.86 -308.52 -257.74 -323.49 -289.64 -243.52 -187.10 -313.28 -72.95 -280.85 -40.51 -72.95 -40.51 -323.49 柱底M0.70 0(0)-8.30 5.10 -39.40 42.40 0.84 -10.78 7.98 -9.62 7.27 -6.03 5.23 -10.92 7.84 -37.79 41.97 -37.89 41.87 41.97 41.87 -6.03 N-232.63 -21.2 (-14.9)-24.80 15.50 -121.70 124.80 -308.84 -313.88 -257.46 -337.12 -286.34 -355.66 -321.81 -267.35 -210.93 -334.73 -94.39 -298.72 -58.38 -94.39 -58.38 -355.66 一层柱顶M-0.70 -0.2 (-0.4)18.00 -11.30 56.90 -60.70 -1.12 24.36 -16.66 21.59 -15.33 13.98 -10.63 24.50 -16.52 54.67 -59.99 54.80 -59.86 -59.99 -59.86 54.67 N-281.60 -29 (21.6)-43.80 27.40 -191.10 199.10 -378.52 -39