土木工程(工民建)專業(yè)畢業(yè)設(shè)計附表

1、附表一： KL內(nèi)力登記表構(gòu)件截面內(nèi)力恒載活載活載活載活載活載風(fēng)載(左)風(fēng)載(右)地震(左)地震(右)梁A3B3左端M-14.10 -0.90 0.00 0.00 0.00 0.00 4.51 -4.51 24.64 -24.64 V55.50 4.43 0.00 0.00 0.00 0.00 -1.13 1.13 -5.91 5.91 跨中M47.65 3.89 0.00 0.00 0.00 0.00 0.79 -0.79 5.15 -5.15 右端M-78.93 -6.26 0.00 0.00 0.00 0.00 -2.93 2.93 -14.34 14.34 V-76.79 -6.21 0

2、.00 0.00 0.00 0.00 -1.13 1.13 -5.91 5.91 梁B3C3左端M-74.89 -6.00 0.00 0.00 0.00 0.00 3.39 -3.39 16.64 -16.64 V66.97 5.39 0.00 0.00 0.00 0.00 -1.45 1.45 -7.27 7.27 跨中M30.68 2.49 0.00 0.00 0.00 0.00 -0.75 0.75 -4.12 4.12 右端M-5.52 -0.23 0.00 0.00 0.00 0.00 -4.89 4.89 -24.87 24.87 V-40.25 -3.16 0.00 0.00 0

3、.00 0.00 -1.45 1.45 -7.28 7.28 梁A2B2左端M-27.62 0.00 -13.90 2.92 0.00 0.00 7.79 -7.79 59.57 -59.57 V43.27 0.00 29.99 -2.08 0.00 0.00 -1.92 1.92 -14.28 14.28 跨中M34.41 0.00 24.57 -3.87 0.00 0.00 1.46 -1.46 12.46 -12.46 右端M-64.17 0.00 -26.08 -10.66 0.00 0.00 -4.88 4.88 -34.66 34.66 V-54.68 0.00 -34.03 -2

4、.08 0.00 0.00 -1.92 1.92 -14.28 14.28 梁B2C2左端M-56.17 0.00 -17.25 -14.35 0.00 0.00 5.66 -5.66 40.21 -40.21 V52.66 0.00 3.80 26.45 0.00 0.00 -2.47 2.47 -17.96 17.96 跨中M23.81 0.00 -6.43 18.62 0.00 0.00 -1.39 1.39 -10.96 10.96 右端M-13.60 0.00 4.39 -9.90 0.00 0.00 -8.44 8.44 -62.12 62.12 V-32.63 0.00 3.80

5、 -24.82 0.00 0.00 -2.47 2.47 -17.96 17.96 梁A1B1左端M-21.99 0.00 0.00 0.00 -8.57 1.90 12.30 -12.30 101.31 -101.31 V41.70 0.00 0.00 0.00 19.88 -1.40 -2.92 2.92 -25.39 25.39 跨中M37.15 0.00 0.00 0.00 16.38 -2.72 2.67 -2.67 17.51 -17.51 右端M-63.83 0.00 0.00 0.00 -17.32 -7.34 -6.97 6.97 -66.29 66.29 V-56.99 0

6、.00 0.00 0.00 -22.78 -1.40 -2.92 2.92 -25.39 25.39 梁B1C1左端M-57.43 0.00 0.00 0.00 -10.34 -10.65 8.08 -8.08 76.88 -76.88 V53.63 0.00 0.00 0.00 2.25 18.17 -3.70 3.70 -33.01 33.01 跨中M24.64 0.00 0.00 0.00 -4.03 12.40 -2.46 2.46 -17.20 17.20 右端M-9.82 0.00 0.00 0.00 2.49 -5.05 -12.99 12.99 -111.27 111.27 V

7、-35.26 0.00 0.00 0.00 2.25 -15.97 -3.70 3.70 -33.01 33.01 附表二： KL內(nèi)力組合表構(gòu)件截面內(nèi)力恒+0.7活恒+活恒+0.9(活+風(fēng))恒+0.5活+地震1.35恒標(biāo)+0.71.4活標(biāo)1.2恒標(biāo)+1.4活標(biāo)1.2恒標(biāo)+0.91.4(活標(biāo)+風(fēng)標(biāo))1.2恒標(biāo)+0.51.2活標(biāo)+1.3地震組合項Mmax及相應(yīng)V組合項Mmax及相應(yīng)V組合項Mmax及相應(yīng)V組合項Mmax及相應(yīng)V梁A3B3左端M1.35+0.71.4-19.92 1.2+1.4-18.18 1.2+1.26 (+)-23.74 1.2+0.6+1.3-49.49 V79.27 72.

8、80 73.61 76.94 跨中M1.35+0.71.468.14 1.2+1.462.63 1.2+1.26 (+)63.08 1.2+0.6+1.366.21 右端M1.35+0.71.4-112.69 1.2+1.4-103.48 1.2+1.26 (+)-106.30 1.2+0.6+1.3-117.11 V-109.75 -100.84 -101.40 -103.56 梁B3C3左端M1.35+0.71.4-106.98 1.2+1.4-98.27 1.2+1.26 (+)-101.70 1.2+0.6+1.3-115.10 V95.69 87.91 88.98 93.05 跨中M

9、1.35+0.71.443.86 1.2+1.440.30 1.2+1.26 (+)40.90 1.2+0.6+1.343.67 右端M1.35+0.71.4-7.68 1.2+1.4-6.95 1.2+1.26 (+)-13.08 1.2+0.6+1.3-39.09 V-57.43 -52.72 -54.11 -59.66 梁A2B2左端M1.35+0.71.4-50.91 1.2+1.4-52.60 1.2+1.26 (+)-60.47 1.2+0.6+1.3-118.93 V87.80 93.91 92.13 88.48 跨中M1.35+0.71.470.53 1.2+1.475.69

10、1.2+1.26 (+)74.09 1.2+0.6+1.372.23 右端M1.35+0.71.4(+)66.74 1.2+1.4(+)70.27 1.2+1.26 (+)-129.45 1.2+0.6+1.3-144.11 V-122.63 -128.44 -113.53 -105.85 梁B2C2左端M1.35+0.71.4(+)-109.21 1.2+1.4(+)-116.17 1.2+1.26 (+)-114.35 1.2+0.6+1.3-138.64 V-106.80 -111.64 104.42 104.69 跨中M1.35+0.71.450.39 1.2+1.454.64 1.2

11、+1.26 (+)53.78 1.2+0.6+1.353.99 右端M1.35+0.71.4-28.06 1.2+1.4-30.18 1.2+1.26 (+)-39.43 1.2+0.6+1.3-103.02 V-68.37 -73.90 -73.54 -77.40 梁A1B1左端M1.35+0.71.4-38.09 1.2+1.47-38.39 1.2+1.26 (+)-52.68 1.2+0.6+1.3-163.23 V75.78 77.87 78.77 94.98 跨中M1.35+0.71.466.20 1.2+1.467.51 1.2+1.26 (+)68.58 1.2+0.6+1.3

12、77.17 右端M1.35+0.71.4(+)-110.34 1.2+1.4(+)-111.12 1.2+1.26 (+)-116.45 1.2+0.6+1.3-177.57 V-100.63 -102.24 -102.53 -115.90 梁B1C1左端M1.35+0.71.4(+)-98.10 1.2+1.4(+)-98.30 1.2+1.26 (+)-105.54 1.2+0.6+1.3-181.45 V92.41 92.94 94.75 119.52 跨中M1.35+0.71.445.42 1.2+1.446.93 1.2+1.26 (+)48.29 1.2+0.6+1.359.37

13、右端M1.35+0.71.4-18.21 1.2+1.4-18.85 1.2+1.26 (+)-34.51 1.2+0.6+1.3-159.47 V-63.25 -64.67 -67.10 -94.81 附表三： KZ內(nèi)力登記表構(gòu)件截面內(nèi)力恒載活載活載活載活載活載風(fēng)載(左)風(fēng)載(右)地震(左)地震(右)柱A2A3上端M29.642.143.72-0.490.000.00-4.514.51-24.6424.64N111.457.130.000.000.000.00-1.131.13-5.915.91下端M-21.27-0.71-11.151.460.000.003.69-3.6917.12-17

14、.12N125.857.130.000.000.000.00-1.131.13-5.915.91柱B2B3上端M-6.01-0.49-2.621.850.000.00-6.326.32-30.9830.98N211.6616.700.000.000.000.00-0.320.32-1.371.37下端M4.010.167.875.550.000.005.39-5.3928.60-28.60N226.0616.700.000.000.000.00-0.320.32-1.371.37柱C2C3上端M-16.79-1.110.73-2.480.000.00-4.894.89-24.8724.87N9

15、5.935.830.000.000.000.001.45-1.457.28-7.28下端M11.030.37-2.197.430.000.004.00-4.0020.35-20.35N110.335.830.000.000.000.001.45-1.457.28-7.28柱A1A2上端M18.840.0011.15-1.462.62-0.35-4.104.10-42.4542.45N240.807.1346.15-2.080.000.00-3.053.05-20.1920.19下端M-21.300.00-3.720.49-7.871.064.10-4.1034.73-34.73N255.217

16、.1346.15-2.080.000.00-3.053.05-20.1920.19柱B1B2上端M-4.390.00-7.875.55-1.811.29-5.155.15-46.2746.27N445.7516.7066.3857.740.000.00-0.870.87-3.683.68下端M4.340.002.62-1.855.43-3.866.56-6.5663.89-63.89N460.1516.7066.3857.740.000.00-0.870.87-3.683.68柱C1C2上端M-12.720.002.19-7.430.46-1.82-4.444.44-41.8141.81N21

17、8.015.83-3.8040.010.000.003.92-3.9225.24-25.24下端M12.460.00-0.732.48-1.385.454.44-4.4441.81-41.81N232.415.83-3.8040.010.000.003.92-3.9225.24-25.24柱A0A1上端M12.630.000.000.006.28-0.84-8.208.20-66.5866.58N368.607.1346.15-2.0830.65-1.40-5.975.97-45.5845.58下端M-6.320.000.000.00-3.140.4210.02-10.0281.38-81.3

18、8V-3.680.000.000.00-1.830.243.54-3.5428.73-28.73N389.207.1346.15-2.0830.65-1.40-5.975.97-45.5845.58柱B0B1上端M-2.730.000.000.00-4.343.08-8.498.49-79.2879.28N682.3816.7066.3857.7444.0638.52-1.651.65-7.627.62下端M1.370.000.000.002.17-1.5410.38-10.3896.90-96.90V0.800.000.000.001.26-0.903.66-3.6634.21-34.21N

19、702.9816.7066.3857.7444.0638.52-1.651.65-7.627.62柱C0C1上端M-7.230.000.000.001.11-4.07-8.558.55-69.4669.46N339.125.83-3.8040.01-2.2526.627.62-7.6258.25-58.25下端M3.620.000.000.00-0.562.0410.45-10.4584.89-84.89V2.110.000.000.00-0.321.183.69-3.6929.97-29.97N359.725.83-3.8040.01-2.2526.627.62-7.6258.25-58.2

20、5附表四： KZ內(nèi)力組合表一構(gòu)件截面內(nèi)力恒+0.7活恒+活1.35*恒標(biāo)+0.7*1.4*活標(biāo)1.2*恒標(biāo)+1.4*活標(biāo)組合項Mmax組合項-Mmax組合項Nmin組合項Nmax組合項Mmax組合項-Mmax組合項Nmin組合項Nmax柱A2A3上端M45.7642.1143.7738.56N157.44157.44143.72143.72下端M-40.34-29.41-42.13-26.52N176.88176.88161.00161.00柱B2B3上端M-11.16-8.59-11.57-7.90N302.11302.11277.37277.37下端M13.285.5716.055.04N

21、321.55321.55294.65294.65柱C2C3上端M-26.18-23.75-25.17-21.70N135.22135.22123.28123.28下端M22.5315.2524.1613.75N154.66154.66140.56140.56柱A1A2上端M38.9324.0036.3641.8920.5638.22N377.29323.04377.29353.57286.05363.55下端M-40.11-28.27-32.40-41.79-24.87-30.77N389.76342.50396.75370.86303.34380.84柱B1B2上端M-15.41-8.20-

22、18.82-8.52N666.81739.77627.83732.05下端M13.756.6116.486.29N686.25759.21645.11749.33柱C1C2上端M-26.24-15.03-24.45-28.21-12.20-25.67N339.24290.59339.24317.63256.29325.79下端M24.5916.1119.2526.0516.5718.42N352.96310.03358.68334.91320.81343.07柱A0A1上端M23.2016.2323.2023.9516.6723.95N527.65494.20579.86485.23511.8

23、6559.82下端M-11.61-8.12-11.61-11.98-7.00-11.98V-6.76-4.73-6.76-6.98-4.08-6.98N555.46522.01607.67509.95462.17584.54柱B0B1上端M-7.94-4.92-9.35-5.04N964.391140.15880.541131.62下端M3.982.474.682.53V2.311.432.721.46N992.201167.96905.261156.34柱C0C1上端M-13.75-8.67-13.75-14.37-7.12-14.37N483.90451.88528.82444.21398

24、.47508.39下端M6.894.346.897.203.567.20V4.002.534.004.182.084.18N511.71479.69556.63468.93423.19533.11附表四： KZ內(nèi)力組合表二構(gòu)件截面內(nèi)力恒+0.9活+風(fēng)重力荷載+地震作用1.2*恒標(biāo)+0.9*1.4*活標(biāo)+風(fēng)標(biāo)1.2*恒標(biāo)+0.5*活標(biāo)+1.3*地震組合項Mmax組合項-Mmax組合項Nmin組合項Nmax組合項Mmax組合項-Mmax組合項Nmin組合項Nmax柱A2A3上端M48.6329.8943.9571.123.5468.88N144.15132.32144.15145.70126.06

25、145.70下端M-45.12-20.87-31.07-54.90-3.27-48.21N161.43149.60161.43162.98143.34162.98柱B2B3上端M-19.09-15.180.13-49.35-47.4932.77N274.63253.59275.44262.23252.21265.79下端M21.7211.60-1.7846.8141.99-32.27N291.91270.87292.72279.51269.49283.07柱C2C3上端M-30.83-13.99-27.71-54.6312.18-53.15N124.29113.29124.29128.0810

26、5.65128.08下端M28.108.2018.7444.37-13.2239.91N141.57130.57141.57145.36122.93145.36柱A1A2上端M45.1215.6041.8286.06-33.4584.48N350.95282.50359.94342.90261.47347.18下端M-45.33-19.78-35.41-77.6619.88-72.94N368.24299.79377.23360.19278.76364.47柱B1B2上端M-23.95-11.76-1.70-71.23-65.4253.49N617.44533.80713.43569.9453

27、0.12624.18下端M23.6213.47-2.0993.1088.27-77.39N634.72551.08730.71587.22547.40641.46柱C1C2上端M-32.51-6.91-30.22-75.1740.40-74.08N316.96251.88324.31318.43226.52321.93下端M30.548.4423.6774.06-39.8470.79N334.24269.16341.59335.71243.80339.21柱A0A1上端M33.403.7733.40105.48-71.90105.48N488.46430.41555.59519.96380.9

28、8551.93下端M-24.175.57-24.17-115.2698.46-115.26V-11.180.35-11.18-42.8633.08-42.86N513.18455.13580.31544.68405.70576.65柱B0B1上端M-19.44-13.975.83-108.94-106.3499.03N872.29816.781102.42835.39808.95962.80下端M17.4614.72-10.64128.92127.61-123.95V7.165.57-3.2046.1945.43-43.30N897.01841.501127.14860.11833.67987

29、.52柱C0C1上端M-24.583.50-24.58-101.4282.29-101.42N450.09389.72507.84498.64327.59526.15下端M20.08-9.5320.08115.93-106.35115.93V8.67-2.528.6742.20-36.6242.20N474.81414.44532.56523.36352.31550.87附表五： KL的配筋計算表層數(shù)框梁編號截面位置框架梁正截面配筋縱筋框架梁斜截面配筋箍筋備注Mb(kN*m)b(mm)h0(mm)ssAs鋼筋選配鋼筋實配Vb(kN)1.25fyvh00.42ftbho箍筋選配三層框梁A3B3左

30、-37.122505650.0480.975224.5831876353.5814831365258構(gòu)造配筋8200中68.142505650.0890.953421.68318763右-112.692505650.1470.920722.6031876380.40148313652580.1028200框梁B3C3左-106.982505650.1400.924682.7131876369.41148313652580.0288200中43.862505650.0570.971266.62318763右-29.322505650.0380.980176.4231876336.17148313

31、65258構(gòu)造配筋8200二層框梁A2B2左-89.202505650.1160.938561.0832094248.2914831365258構(gòu)造配筋8200中75.692505650.0990.948471.10320942右-129.452505650.1690.907842.1732094262.5714831365258構(gòu)造配筋8200框梁B2C2左-116.172505650.1520.917747.1132094252.1014831365258構(gòu)造配筋8200中54.642505650.0710.963334.76320942右-77.272505650.1010.947481

32、.5232094235.4414831365258構(gòu)造配筋8200一層框梁A1B1左-122.422505650.1600.912791.5532094253.5214831365258構(gòu)造配筋8200中68.582505650.0900.953424.54320942右-133.182505650.1740.904869.3232094257.3414831365258構(gòu)造配筋8200框梁B1C1左-136.092505650.1780.901890.6432094247.3014831365258構(gòu)造配筋8200中48.292505650.0630.967294.49320942右-119

33、.602505650.1560.915771.4432094240.2414831365258構(gòu)造配筋8200附表六： KZ的正截面配筋計算表(一)層數(shù)框柱編號截面M(kN*m)N(kN)MbNbe0eax類型判別As(As)鋼筋選配實配面積三層A2A3上端71.12145.700.064 62.59 116.56 537 20557 9.00 111.04 578.06 20.38 201大偏心486.32 31660345.76157.440.069 40.27 125.95 320 20340 9.00 111.06 360.83 22.02 201大偏心249.15 3166033.5

34、4126.060.055 3.12 100.85 31 2051 9.00 111.41 72.01 17.63 201大偏心負(fù)值316603下端-54.90162.980.071 -48.31 130.38 371 20391 9.00 111.05 411.65 22.79 201大偏心324.85 316603-40.34176.880.077 -35.50 141.50 251 20271 9.00 111.08 291.99 24.74 201大偏心181.51 316603-3.27143.340.063 -2.88 114.67 25 2045 9.00 111.47 66.21

35、 20.05 201大偏心負(fù)值316603B2B3上端-47.49262.230.115 -41.79 209.78 199 20219 9.00 111.10 240.33 36.68 201大偏心159.62 316603-11.57277.370.121 -10.18 221.90 46 2066 9.00 111.32 87.00 38.79 201大偏心負(fù)值31660332.77265.790.116 28.84 212.63 136 20156 9.00 111.14 176.74 37.17 201大偏心25.22 316603下端46.81279.510.122 41.19 2

36、23.61 184 20204 9.00 111.10 225.34 39.09 201大偏心136.28 31660313.28321.550.141 11.69 257.24 45 2065 9.00 111.32 86.55 44.97 201大偏心負(fù)值31660341.99269.490.118 36.95 215.59 171 20191 9.00 111.11 212.51 37.69 201大偏心103.47 316603C2C3上端-54.63128.080.056 -48.07 102.46 469 20489 9.00 111.04 510.30 17.91 201大偏心3

37、57.38 316603-23.75135.220.059 -20.90 108.18 193 20213 9.00 111.10 234.32 18.91 201大偏心75.75 31660312.18105.650.046 10.72 84.52 127 20147 9.00 111.14 167.93 14.78 201大偏心2.50 316603下端44.37145.360.064 39.05 116.29 336 20356 9.00 111.06 376.88 20.33 201大偏心248.88 31660322.53154.660.068 19.83 123.73 160 20

38、180 9.00 111.12 201.36 21.63 201大偏心45.44 316603-13.22 122.930.054 -11.63 98.34 118 20138 9.00 111.15 159.41 17.19 201大偏心負(fù)值316603附表六： KZ的正截面配筋計算表(二)層數(shù)框柱編號截面M(kN*m)N(kN)MbNbe0eax類型判別As(As)鋼筋選配實配面積二層A1A2上端86.06 342.900.150 75.73 274.32 276 20296 9.00 111.07 317.19 47.96 201大偏心421.71 31660338.93 377.290

39、.165 34.26 301.83 114 20134 9.00 111.16 154.62 52.77 201大偏心負(fù)值 316603-33.45 261.47 0.114 -29.44 209.18 141 20161 9.00 111.13 181.84 36.57 201大偏心35.58 316603下端-77.66 360.190.157 -68.34 288.15 237 20257 9.00 111.08 278.29 50.38 201大偏心329.74 316603-32.40 396.750.173 -28.51 317.40 90 20110 9.00 111.19 13

40、0.95 55.49 201大偏心負(fù)值31660319.88 278.760.122 17.49 223.01 78 2098 9.00 111.21 119.57 38.99 201大偏心負(fù)值316603B1B2上端-71.23 569.94 0.249 -62.68 455.95 137 20157 9.00 111.13 178.59 79.71 201大偏心84.97 316603-8.52 732.050.320 -7.50 585.64 13 2033 9.00 111.64 53.92 102.38 201大偏心負(fù)值316603-65.42 530.12 0.232 -57.57

41、 424.10 136 20156 9.00 111.14 176.86 74.14 201大偏心59.70 316603下端93.10 587.220.257 81.93 469.78 174 20194 9.00 111.11 215.52 82.13 201大偏心268.49 3166036.61 759.210.332 5.82 607.37 10 2030 9.00 111.71 50.69 106.18 201大偏心負(fù)值31660388.27 547.40 0.239 77.68 437.92 177 20197 9.00 111.11 218.50 76.56 201大偏心251

42、.15 316603C1C2上端-75.17 318.430.139 -66.15 254.74 260 20280 9.00 111.08 300.79 44.54 201大偏心349.41 316603-24.45 339.240.148 -21.52 271.39 79 2099 9.00 111.21 120.40 47.45 201大偏心負(fù)值31660340.40 226.520.099 35.55 181.22 196 20216 9.00 111.10 237.30 31.68 201大偏心132.35 316603下端74.06 335.710.147 65.17 268.57

43、 243 20263 9.00 111.08 283.79 46.95 201大偏心322.24 31660319.25 358.680.157 16.94 286.94 59 2079 9.00 111.27 100.15 50.17 201大偏心負(fù)值316603-39.84 243.80 0.107 -35.06 195.04 180 20200 9.00 111.11 220.87 34.10 201大偏心110.07 316603附表六： KZ的正截面配筋計算表(三)層數(shù)框柱編號截面M(kN*m)N(kN)MbNbe0eax類型判別As(As)鋼筋選配實配面積一層A0A1上端105.4

44、8 519.96 0.227 106.75 415.97 257 20277 12.88 111.16 319.84 72.72 201大偏心656.30 32094223.20 579.86 0.253 23.48 463.89 51 2071 12.88 111.61 113.83 81.10 201大偏心負(fù)值320942-71.90 380.98 0.167 -72.76 304.78 239 20259 12.88 111.17 301.95 53.28 201大偏心421.63 320942下端-115.26 544.68 0.238 -116.64 435.74 268 20288

45、 12.88 111.15 330.90 76.18 201大偏心743.82 320942-11.61 607.670.266 -11.75 486.14 24 2044 12.88 111.98 87.39 84.99 201大偏心負(fù)值32094298.46 405.70 0.177 99.64 324.56 307 20327 12.88 111.13 370.22 56.74 201大偏心672.80 320942B0B1上端-108.94 835.39 0.365 -110.25 668.31 165 20185 12.88 111.23 228.18 116.84 201大偏心584.61 320942-4.92 1140.15 0.498 -4.98 912.12 5 2025 12.88 112.70 68.68 159.46 201大偏心負(fù)值320942-106.34 808.95 0.354 -107.62 647.16 166 20186 12.88 111.23 229.51 113.14 201大偏心562.68 320942下端128.92 860.11 0.376 130.47 688.09 190 20