某4层教学楼全套设计（7258平含计算书建筑图结构图）

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某4层教学楼全套设计7258平，含计算书，建筑图，结构图.zip

某4层教学楼全套设计（7258平，含计算书，建筑图，结构图）

1论文或设计文本

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4 附录1.doc---(点击预览)

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2 图纸

建筑图

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建筑图.bak

结构图

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预览图

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关键词：: 教学楼全套设计计算建筑结构图

资源描述：: 某4层教学楼全套设计（7258平含计算书建筑图结构图）,教学楼,全套,设计,计算,建筑,结构图

内容简介：: 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 -399.24 -299.56 -429.65 -339.94 -445.37 -385.56 -342.92 -243.24 -449.48 -69.04 -405.62 -25.18 -69.04 -25.18 -449.48 柱底M1.70 0.5 (0.4)-33.90 21.30 -115.00 122.80 2.74 -45.42 31.86 -40.04 29.51 -25.69 20.68 -45.76 31.52 -110.42 121.44 -110.70 121.16 121.44 121.16 -25.69 N-319.02 -29 (-21.6)-43.80 27.40 -191.10 199.10 -423.42 -444.14 -344.46 -474.55 -384.84 -495.89 -436.08 -380.34 -280.66 -483.16 -102.72 -433.69 -53.24 -102.72 -53.24 -495.89 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2.4 框架A柱的V组合及调整表层次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vc（Mt+Mb）/Hn左风右风左震右震4-32.10 -8.5 (-4.2)2.90 -1.80 19.20 -19.00 -50.42 -34.46 -41.04 -45.58 -51.50 -49.23 -53.18 -28.04 -34.62 -13.67 -55.88 -7.85 -50.07 -67.72 3-22.60 -6.3 (-7.1)6.00 -3.70 29.40 -29.40 -35.94 -18.72 -32.30 -27.50 -39.72 -31.64 -39.79 -14.20 -27.78 5.81 -59.16 10.26 -54.71 -121.78 2-23.00 -6.5 (-6.6)8.90 -5.50 36.40 -39.10 -36.70 -15.14 -35.30 -24.58 -42.72 -29.94 -42.04 -10.54 -30.70 13.40 -70.03 17.87 -65.56 -142.02 1-10.20 -3 (-3.1)12.00 -7.40 40.20 -42.80 -8.04 4.56 -22.60 6.66 -17.78 -0.75 -17.05 6.60 -20.56 32.44 -59.28 34.43 -57.28 -118.02 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；剪力V的单位为kN附录2.5 框架B柱的V组合及调整表层次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vc（Mt+Mb）/Hn左风右风左震右震431.70 8.6 (4.2)4.20 -2.60 26.70 -26.70 50.08 43.92 34.40 54.17 45.60 54.75 49.04 37.58 28.06 63.98 4.97 58.23 -0.77 131.60 321.50 6.2 (7.1)8.20 -5.10 40.00 -40.30 34.48 37.28 18.66 43.94 27.19 41.99 30.82 32.98 14.36 69.75 -18.98 65.49 -23.24 151.61 222.50 6.5 (6.6)12.60 -7.80 50.70 -54.30 36.10 44.64 16.08 51.07 25.36 47.33 30.19 40.14 11.58 82.34 -33.69 77.95 -38.07 177.45 110.00 2.9 (3.1)14.00 -8.70 47.70 -51.00 16.06 31.60 -0.18 33.29 4.69 28.10 9.03 29.60 -2.18 64.49 -44.57 62.53 -46.54 133.15 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；剪力V的单位为kN附录2.6 框架C柱的V组合及调整表层次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vc（Mt+Mb）/Hn左风右风左震右震40.30 0.1 (0)1.50 -0.90 10.70 -10.90 0.50 2.46 -0.90 2.38 -0.65 1.76 -0.25 2.40 -0.96 12.13 -11.74 12.08 -11.79 31.00 0.1 (0)3.60 -2.20 17.70 -17.50 1.34 6.24 -1.88 5.86 -1.45 4.47 -0.40 6.04 -2.08 20.58 -18.32 20.41 -18.49 20.40 0 (0)4.90 -3.00 20.80 -22.70 0.48 7.34 -3.72 6.65 -3.30 4.66 -1.98 7.26 -3.80 23.39 -24.68 23.32 -24.74 10.10 0 (0)9.60 -6.00 31.80 -34.00 0.12 13.56 -8.28 12.22 -7.44 8.20 -4.91 13.54 -8.30 35.24 -37.47 35.22 -37.49 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；剪力V的单位为kN附录3 柱子的配筋表附录3 框架柱纵向受力钢筋计算表柱号层次位置设计内力e0(mm)ea(mm)ei(mm)l0（m）l0/h0.5fc/A12x(mm)e（mm）大小偏心x是否小于2asAs（mm2）取x=2as令As=0，求AS（mm）Asmin选钢筋实配面积(mm2)M (kNm)N (kN)As （mm2）sAs (mm2)A4柱顶127.43 180.59 705.63 20725.63 5.25 11.67 9.36 111.05 24.03 950.49 大是787 0.14 0.15 753 405 8182036 柱底131.66 202.04 651.65 20671.65 5.25 11.67 8.37 111.06 26.88 896.51 大是799 0.14 0.16 769 405 柱顶9.71 148.76 65.27 2085.27 5.25 11.67 11.37 111.47 19.80 310.13 大是-67 0.04 0.04 -95 405 柱底7.79 166.63 46.75 2066.75 5.25 11.67 10.15 111.60

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