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1、南京工业大学本科生毕业设计（）1南京工业大学本科生毕业设计（）查规范得抗震等级为 3 级 𝜇为 0.85 𝑁𝑐 = 1.1×8.1×8×5×12 = 302000𝑚𝑚取首层中柱计算𝐴𝑐𝜇𝑓𝑐0.85×16.7取柱为 600×600mm2.梁(1)横向主梁：h = 8100 8100 = 6751012.5b = ( 1 ) = 1935061，12823.5取 250×

2、;700mm(2)纵梁： h = 8000 8000 = 445534 ，b = ( 1 ) = 1272671181523.5取 250×500mm(3)框架梁:250×700mm3.板板厚：AB 跨h l/40 = 4000/40BC 跨h l/40 = 2400/40=100mm,取 120mm，=60mm,取 100mm。2南京工业大学本科生毕业设计（）7矩250X700-08矩250X700-09矩250X700-0910111291011124矩250X700-05矩250X700-06矩250X700-0567856781矩250X700-02矩250X700

3、-03矩250X700-0123412342526272818600324000450039003900390039003900矩600X600-0矩600X600-0矩600X600-0矩600X6矩600X600-0矩600X600-0矩600X600-0矩600X6矩600X600-0矩600X600-0矩600X600-0矩600X6矩600X600-0矩600X600-0矩600X600-0矩600X6810024008100179. 4179. 4179.4179.4179. 4186. 8124.88124.88124.88124.88124.88245. 3245. 3245.

4、3245.3245. 3182. 7245. 3245. 3245.3245.3245. 3182. 7124.82124.82124.82124.82124.82179.4179.4179.4179.4179.4186.8南京工业大学本科生毕业设计（）19.9619.9611.987.017.0211.811.798.387.017.0211.811.798.387.017.0211.811.798.387.017.0211.811.798.387.017.0211.811.798.384南京工业大学本科生毕业设计（）884.83.043.044.82.382.373.043.044.82.

5、382.373.043.044.82.382.373.043.044.82.382.373.043.042.384.82.375292929292939.933.0733.0733.0733.0733.0753.253. 253.253. 253.257.353.253.253.253.253.257.333. 0433. 0433. 0433.0433. 04292929292939.9南京工业大学本科生毕业设计（）62.4.2 楼面横梁竖向线荷载标准值南京工业大学本科生毕业设计（）7南京工业大学本科生毕业设计（）2.4.5 风荷载风荷载计算表 2-18层次𝛽𝑧

6、;𝜇𝑠𝜇𝑧Z（m）𝑊0（KN/m2）A（m2）Pi（KN）61.01.30.83426.70.425.210.9351.01.30.79624.00.431.212.9141.01.30.67216.20.431.210.931.01.30.6512.30.431.210.5521.01.30.658.40.431.210.5511.01.30.654.50.433.611.36南京工业大学本科生毕业设计（）9南京工业大学本科生毕业设计（）横梁、柱线刚度表 2-210项目 𝑖𝑐K=（

7、一般层）2𝑖𝑧K= 𝑖𝑐（底层）𝑖𝑧𝛼𝑐=K/(2+K) (一般层)𝛼𝑐=（0.5+K）/(2+K)（底层）D=𝛼𝑐·𝑖𝑧·（12/h2） (KN/mm)根数层柱类型及截面二至六层边框架（600X600）0.240.117.574边框架中柱（600X600）1.040.3423.44中框架（600X600）0.320.149.6322中框架中柱（600X

8、600）1.380.4128.2222底层边框架（600X600）0.550.4118.374边框架中柱（600X600）2.410.6629.574中框架（600X600）0.730.4520.1622中框架中柱（600X600）3.20.7131.8122南京工业大学本科生毕业设计（）二六层： 𝐷=（7.57+23.4）X4+（9.63+28.22）X22=956.58KN/mm底层： 𝐷=（18.37+29.57）X4+(20.16+31.81)X22=1335.1 KN/mm（2）则自振周期为 T1=1.70𝛼0=1.7X0.6X0.35

9、2=0.605s11杆件截面EC(KN/mm2)I0(mm4)I(mm4)L(mm)𝐸𝐶𝐼i=𝐿（KN·mm）相对刚度B（mm）H（mm）边框架梁25070031.57.1X1091.07X101081004.161X1071边框架梁25070031.57.1X1091.07X101024001.404X1083.374中框架梁25070031.57.1X1091.42X101081005.522X1071.327中框架梁25070031.57.1X1091.42X101024001.864X1084.48中层框架 柱6

10、0060031.51.08X10101.08X101039008.723X1072.096底层框架 柱60060031.51.08X10101.08X101045007.56X1070.867层Gi（KN） Gi（KN）D(KN/mm) = Gi/D（层间相对位移）总位移（mm）616854.6816854.68956.5817.62352.14517678.6434533.32956.5836.1334.52417678.6452211.96956.5854.58298.42317678.6469890.6956.5873.06243.84217678.6487569.24956.5891.

11、54170.78118220.79105790.031335.179.2479.24南京工业大学本科生毕业设计（） GiHi=1494188.36kNFn =0.118X4855.76=572.98kN𝜇𝑒𝜃𝑒hi12层次h（m）Vi（KN）𝐷𝑖（KN/mm）𝜇𝑒=Vi/𝐷𝑖 (mm)𝜃𝑒hi(mm)63.91732.43956.581.817.0953.92750.94956.582.887.0943.

12、93571.83956.583.737.0933.94195.1956.584.397.0923.94620.75956.584.837.0914.54855.771335.13.648.18层Hi（m）Gi（KN）GiHiFi=Fn+Fn（顶层）GiHiFi= GiHiFEK（1-n）（其它层）楼层剪力Vi(KN)624.016854.68404512.321159.45+572.981732.43520.117678.64355340.661018.512750.94416.217678.64286393.97820.893571.83312.317678.64217447.27623.2

13、74195.128.417678.64148500.58425.654620.7514.518220.7981993.56235.024855.77南京工业大学本科生毕业设计（）第三章 框架内力计算3.1 恒载作用下的框架内力3.1.1 弯矩分配系数结点 D1：= 4𝑖𝐷1𝐷0 = 4 × 7.56 = 30.24，𝑆𝐷1𝐷0= 4𝑖𝐷1𝐶1 = 4 × 5.522 = 22.088,𝑆𝐷1w

14、862;1= 4𝑖𝐷1𝐷2 = 4 × 8.723 = 34.892,S=87.22；𝑆𝐷1𝐷2𝑆𝐷1𝐷030.24𝜇= 0.347,故：𝐷1𝐷0𝑆87.22𝑆𝐷1𝐶122.088𝜇= 0.253,𝐷1𝐶1𝑆87.22𝑆𝐷1⻒

15、3;234.892𝜇= 0.400;𝐷1𝐷2𝑆87.22结点𝐶1：= 2𝑖𝐶1𝐵1 = 37.28,𝑆𝐶1𝐵1S=87.22+37.28=124.5𝑆𝐶1𝐷122.088𝜇= 0.177，故：𝐶1𝐷1𝑆124.5𝑆𝐶1𝐶234.892𝜇= 0.28

16、,𝐶1𝐶2𝑆124.5𝑆𝐶1𝐵137.28𝜇= 0.3,𝐶1𝐵1𝑆124.5𝑆𝐶1𝐶030.24𝜇= 0.243;𝐶1𝐶0𝑆124.5结点𝐷2：故：S=22.088+34.892+34.892=91.872𝑆𝐷2𝐷134.892𝜇= 0.38,&#

17、119863;2𝐷1𝑆91.872𝑆𝐷2𝐷334.892𝜇= 0.38,𝐷2𝐷3𝑆91.872𝑆𝐷2𝐶222.088𝜇= 0.24;𝐷2𝐶2𝑆91.872结点𝐶2：S=22.088+34.892×2+37.28=129.15213南京工业大学本科生毕业设计（）𝑆𝐶2𝐷2

18、=22.088故：= 0.171,𝜇𝐶2𝐷2𝑆129.152𝑆𝐶2𝐶3=34.892= 0.27,𝜇𝐶2𝐶3𝑆129.152𝑆𝐶2𝐵2=37.28𝜇= 0.289,𝐶2𝐵2𝑆129.152𝑆𝐵2𝐵1=34.892= 0.27;𝜇𝐶2

19、𝐶1𝑆129.152结点 D3、D4、D5 同结点 D2，结点 C3、C4、C5 同结点 C2结点𝐷6：S=38.893+22.088=60.98𝑆𝐷5𝐷5=38.893 = 0.638,故：𝜇𝐷5𝐷5𝑆60.98𝑆𝐷6𝐶622.088𝜇= 0.362;𝐷6𝐶6𝑆60.98结点𝐶6：S=22.088+34.89

20、2+37.28=94.26𝑆𝐶6𝐷622.08𝜇= 0.234,故：𝐶6𝐷6𝑆94.26𝑆𝐶6𝐶534.892𝜇= 0.37,𝐶6𝐶5𝑆94.26𝑆𝐶6𝐵637.28𝜇= 0.396;𝐶6𝐵6𝑆94.2614179.4179.4179.4179.4179.4186

21、.8124.88124.88124.88124.88124.88245.3245.3245.3245.3245.3182.7245.3245.3245.3245.3245.3182.7124.82124.82124.82124.82124.82179.4179.4179.4179.4179.4186.8南京工业大学本科生毕业设计（）19. 9619. 9611. 987. 017. 0211. 811. 798. 387. 017. 0211. 811. 798. 387. 017. 0211. 811. 798. 387. 027. 0111. 811. 798. 387. 017. 021

22、1. 811. 798. 3815南京工业大学本科生毕业设计（）1.92 × (6 × 8.12 8 × 8.1 × 1.9 + 3 × 1.92)15=×× 30.95 ×1288.12=-24.96 kN·m31=𝑞𝑎 (4𝑙 3𝑎)MC6D612𝑙26.23 × (4 × 8.1 3 × 6.2)15=×× 30.95 ×1288.12=80.81 kN

23、3;m32= 𝑞𝑎 (4𝑙 3𝑎)MD6C612𝑙26.23 × (4 × 8.1 3 × 6.2)15=×× 9.48 ×1288.12=-24.75 kN·m22=𝑞𝑎 (6𝑙2 8𝑙𝑎 + 3𝑎2)MC6D612𝑙21.9215=22×× 9.48 ×× (6 × 8.1 8 &#

24、215; 8.1 × 1.9 + 3 × 1.9 )1288.1216南京工业大学本科生毕业设计（）=7.64 kN·m𝐹𝑝𝑎𝑏2M223=136.2 × 1.9 × 6.2 /8.1 =-151.62kN·m=D6C6𝑙2𝐹𝑝𝑏𝑎2M=136.2 × 6.2 × 1.9 /8.1 =46.46 kN·m223C6D6𝑙2115M 𝑞

25、;𝑙 = × 10.78 ×× 2.4 = 12.94 kN·m221=C6B6338115M221= 𝑞𝑙 = × 10.78 ×× 2.4 = 6.47 kN·mB6C6668𝐹2.4M𝑝𝑙2= 139.52 ÷ 2 ×= 83.71 kN·mC6B622𝐹M𝑝𝑙= 83.71kN·m2B6C62（2）二至六层横梁自重作用：1M=

26、-M=𝑞𝑙2=-1/12×4.77×8.12=-26.08kN·mD5C5C5D5121M2-1/3×4.79×2.42=-24.45 kN·m= 𝑞𝑙 =C5B531M= 𝑞𝑙2=-1/6×4.79×2.42=-12.23 kN·mB5C56板传来的荷载作用21= 𝑞𝑎 (6𝑙2 8𝑙𝑎 + 3𝑎2)MD1C112

27、𝑙21.92 × (6 × 8.12 8 × 8.1 × 1.9 + 3 × 1.92)15=×× 24.75 ×1288.12=-41.14kN·m31=𝑞𝑎 (4𝑙 3𝑎)= 16.23 × (4 × 8.1 3 × 6.2)5M×× 24.75 ×1288.12C1D112𝑙2=25.16 kN·m17南京工业大学本科生毕业设计（）32

28、= 𝑞𝑎 (4𝑙 3𝑎)MD1C112𝑙26.23 × (4 × 8.1 3 × 6.2)15=×× 7.58 ×1288.12=-4.41kN·m22=𝑞𝑎 (6𝑙2 8𝑙𝑎 + 3𝑎2)MC1D112𝑙21.9215=22×× 7.58 ×× (6 × 8.1 8 × 8.

29、1 × 1.9 + 3 × 1.9 )1288.12=14.01 kN·m𝐹𝑝𝑎𝑏2M=192.2 × 1.9 × 6.2 /8.1 =-213.95kN·m223=D5C5𝑙2𝐹𝑝𝑏𝑎2M223=192.2 × 6.2 × 1.9 /8.1 =65.57 kN·mC1D1𝑙2115M221= 𝑞𝑙 = ×

30、 8.38 ×× 2.4 = 10.06kN·mC1B1338115M221= 𝑞𝑙 = × 8.38 ×× 2.4 = 5.03 kN·mB1C1668𝐹𝑝𝑙2= 188.1 ÷ 2 × 2.4 = 112.86 kN·mMC1B122𝐹𝑝𝑙2= 112.86 kN·mMB1C12纵梁引起柱端附加弯矩楼层外纵梁MD1=- MA1=87.59×0.1

31、75=15.33 kN·m18南京工业大学本科生毕业设计（）轴力，结果见表 3-1、表 3-2、表 3-3、表 3-4。续表 3-1续表 3-119层VD=1 +2 +4 +6 -8Vc=-（1 +3 +5 +7 +8 ）6108.32-122.655142.47-146.464137.94-150.993145.96-142.972138.88-150.051144.81-144.12层𝑞𝑏32𝑙3 (2𝑙 𝑏)4𝑞𝑏 (2𝑙3 2𝑙

32、19887;2 + 𝑏3) 2𝑙35𝐹𝑝𝑏2（l + 2a）𝐹𝑝𝑎2(l + 2b)𝑙37MDCMCD𝑀𝑖𝑘/𝑙8𝑙3660.5410.7112.748.44-169.24175.680.850.448.5617.4966.73-254.79146.12-13.4240.448.5617.4966.73-229.77157.75-8.8930.448.5617.4966.7

33、3-271.96134.96-16.9120.448.5617.4966.73-235.38155.79-9.8310.448.5617.4966.73-265.05137.38-15.76层q（kN/m）（板传作用）g（kN/m）（自重作用）a (m)L(m)b (m)𝑔𝑙 21𝑞𝑎(2𝑙3 2𝑙𝑎2 + 𝑎3)2𝑙32𝑞𝑎32𝑙3 (2𝑙 𝑎)3619.34/5.934

34、.776.28.11.919.3276.5643.38515.47/4.7412.32+4.776.28.11.949.961.2234.69415.47/4.7412.32+4.776.28.11.949.961.2234.69315.47/4.7412.32+4.776.28.11.949.961.2234.69215.47/4.7412.32+4.776.28.11.949.961.2234.69115.47/4.7412.32+4.776.28.11.949.961.2234.69南京工业大学本科生毕业设计（）手算图图 3-2 恒载弯矩分配过程20层qgl𝑔Ү

35、97; 2𝑞𝑙 2𝐹𝑝 2VCVB南京工业大学本科生毕业设计（）手算图21层A 轴、D 轴中柱B 轴、C 轴横梁端部纵梁端部柱重柱轴力横梁端部纵梁端部柱重柱轴力6柱顶108.32100.7835.1209.1239.11139.5235.1378.63柱底244.2413.735柱顶142.4787.5935.1474.26313.78188.135.1915.61柱底509.36950.714柱顶137.9487.5935.1734.89318.31188.135.11457.12柱底769.991492.223柱顶145.96

36、87.5935.11003.54310.29188.135.11990.61柱底1038.642025.712柱顶138.8887.5935.11265.11317.37188.135.12531.18柱底1300.212566.281柱顶144.8187.5940.51532.61311.44188.140.53065.82柱底1573.113106.32层qgMDCVD2525M=𝑔𝑙2 +𝑞𝑙2 𝑀𝐷𝐶 𝑉𝐷 × 6.212812861

37、9.344.77-169.24108.32-193.388515.4712.32-254.79142.47-272.41415.4712.32-229.77137.94-269.344315.4712.32-271.96145.96-276.878215.4712.32-235.38138.88-269.562115.4712.32-265.05144.81-276.65866.744.798.119.427.369.76116.46-116.4655.2412.348.15021.2296.1167.32-167.3245.2412.348.15021.2296.1167.32-167.32

38、35.2412.348.15021.2296.1167.32-167.3225.2412.348.15021.2296.1167.32-167.3215.2412.348.15021.2296.1167.32-167.32南京工业大学本科生毕业设计（）22南京工业大学本科生毕业设计（）手算图3.2 活载作用下的框架内力（可上机计算）23南京工业大学本科生毕业设计（）节点荷载24工况节点号垂直力水平力活荷载129.000.00活荷载253.200.00活荷载353.200.00活荷载429.000.00活荷载529.000.00活荷载653.200.00活荷载753.200.00活荷载829.0

39、00.00活荷载929.000.00活荷载1053.200.00活荷载1153.200.00活荷载1229.000.00活荷载1329.000.00活荷载1453.200.00活荷载1553.200.00活荷载1629.000.00活荷载1729.000.00活荷载1853.200.00活荷载1953.200.00活荷载2029.000.00活荷载39.900.00南京工业大学本科生毕业设计（）梁荷载25工况连续数荷载个数荷载类型荷载值 1荷载参数 1荷载值 2荷载参数 2活荷载1312.380.000.000.00活荷载433.071.910.000.00活荷载33.046.190.000.

40、00活荷载1164.801.200.000.00活荷载1312.370.000.000.00活荷载433.046.200.000.00活荷载23.046.200.000.00活荷载1312.380.000.000.00活荷载433.071.910.000.00活荷载33.046.190.000.00工况节点号垂直力水平力21活荷载2257.300.00活荷载2357.300.00活荷载2439.900.00南京工业大学本科生毕业设计（）26工况连续数荷载个数荷载类型荷载值 1荷载参数 1荷载值 2荷载参数 2活荷载1164.801.200.000.00活荷载1312.370.000.000.0

41、0活荷载433.046.200.000.00活荷载23.046.200.000.00活荷载1312.380.000.000.00活荷载433.071.910.000.00活荷载33.046.190.000.00活荷载1164.801.200.000.00活荷载1312.370.000.000.00活荷载433.046.200.000.00活荷载23.046.200.000.00活荷载1312.380.000.000.00活荷载433.071.910.000.00活荷33.046.190.000.00南京工业大学本科生毕业设计（）27工况连续数荷载个数荷载类型荷载值 1荷载参数 1荷载值 2荷载

42、参数 2载活荷载1164.801.200.000.00活荷载1312.370.000.000.00活荷载433.046.200.000.00活荷载23.046.200.000.00活荷载1312.380.000.000.00活荷载433.071.910.000.00活荷载33.046.190.000.00活荷载1164.801.200.000.00活荷载1312.370.000.000.00活荷载433.046.200.000.00活荷载23.046.200.000.00活荷载1168.002.000.000.00活荷载1164.801.200.000.00南京工业大学本科生毕业设计（）由图可

43、知，已考虑活载最不利位置28工况连续数荷载个数荷载类型荷载值 1荷载参数 1荷载值 2荷载参数 2活荷载1168.002.000.000.00南京工业大学本科生毕业设计（）43.79.615.137.437. 415.19.643.610.739.1-40.432.7-151050-32.740.4-10.79.816.130.029. 916.19.839.010.539.1-39.929.4-141747-29.439.9-10.59.715.230.630.615.29.739.010.537.8-39.929.0-131636-28.939.8-10.58.614.629.729. 614.68.637.79.936.3-38.727.3-121424-27238.6-9.96.712.629.129.012.66.736.24.528.9-37.326.0-78 78-25937.3-4.55.77. 819.219. 27.85.728.83.9-16.111.