四层建筑设计说明书毕业设计

混凝土:楼层梁板均采用C30混凝土,方柱采用C30混凝土.楼层板厚:l01/l02=1.5<2,按双向板计算.简支双向板h≥1/40×l=90mm.连231L3LB2B33LB3B33LB4B9B10L7LB33LB11B3B7B8B1B1B1B1B1B1B1B22B5B32B3B32B3B64B6B33B3B33B3B35B4LLLLLLL板自重办公室:板自重会议室,接待室:板自重展览厅:板自重微机房:板自重板自重卫生间:板自重2.1.4.3荷载组合:6780=ln+b=2000+250=2250s=251mm2nq/2作用下的跨中弯矩值两者之和。支座L01=5.4+0.4-0.25=5.55mL015m1m’m’2L02(m)m’22+(0.0750+(0.0151+0.2×3.62+(0.0271+2=-8.182=-6.082+(0.0750+2+(0.0271+2=-8.952=-6.432+(0.0750+2+(0.0271+2=-6.232=-4.482=1.622=1.222=3.662=3.21m’m’22=2.182=1.0101截面弯矩设计值:该板四周与梁整浇,故弯矩值按如下折减:56489B2B3B4B5B6B7B8B9B10B878288867562662/m)3.2.1.基本材料:4567:h×b=400mm×200mm6.23KN/m板传来:梯形荷载：q=1.2×2.7×3.6×中0/6=917mm,b+Sn/2=200+3375/2=188820min=nAsv1/bs=2×50.3/200×250=0.201%>0.24ft/fyv=0.24×1.43/300=0.114%梁项号项目2b’Ms=fbhs=ξL1L2L3L6L8yρφ8@φ8@φ8@φ8@φ8@φ8@φ8@φ8@材料:混凝土强度等级C30,板主钢筋HRB335钢筋,粱主钢筋HRB400钢筋楼梯简图如下:0511.荷载:2.力短跨梯段板:梯段粱150mm×300mm板跨度(18s=57mm2s=157mm2主楼梯的边楼梯:1.荷载:2.力0/6=3250/6=541mm,b+Sn/2=150+1550/2=950mms=226mm2主楼梯的中楼梯:s=308mm23.3.3平台粱的计算:平台板自重:（结构层、面层、抹灰)1.梯段粱传来均布荷载:1.2×2.74×2.25/16.07KN25.08KN2b.力计算0/6=7200/6=1200mm,b+Sn/2=250+2025/2=1263mmcbfhf中b2=5400mm3=2400mm4=2400mm4=13200mm3.3米处:4.2米处:7.2×5.4+(179.65+89.83)+2.9×7.2×5.4+(179.65+89.83)+2.9×2.9+10.8×5.4)+3.0×4.7×5.4+3.5×7.2×5楼层重力荷载代表值简图:0000009000000003000303303030303303044045100.24KN5537.04KNL’面I0-3m4)2.62.61.3b=1.5I0-3m4)4kNb=2I0-3m4)4kNcc柱根数柱根数Σi515122)bc444444412345678912345671234567123456711334532511235212352113520.58α=1.31.24ΣGΣDΣGiUi-ui-1=ΣDmaxg1层次544321348101ViiDiiihiKL2250*500000003KL2250*500KL3250*400KL2250*5003030033KL2250*500KL3250*400KL2250*5003030033KL2250*500KL3250*400KL2250*5003030033KL2250*500KL3250*400KL2250*500304040*0004A000*4*00045400B000*4*00042400C000*4*00045400D该榀框架所承受的重力荷载代表值,计算过程同横向整体框架从略:V4=71.68KNV2=162.3KN层次543215边柱9200中柱边柱9200中柱边柱9200中柱边柱5500中柱6800力层高322.6564.6842.6298.1155.4926.9542.6355.4922.2550.2765.1665.1644.5850.2760.2360.2344.0860.2360.2384.1894.9394.9384.1826.9526.9564.6846.6222.0598.1155.4942.6255.4971.4971.4994.6393.0894.6393.08EQ\*jc3\*hps29\o\al(\s\up3(5),2)11.3491.3336.7111.3499.9825.913.7513.5.3553.570.4950.5050.4950.505-2.54-2.594.33-4.330.5050.495-1.18-1.45-0.59-3.740.3060.2790.4150.3060.2790.4150.584.01-5.070.2870.2870.427-1.42-1.42-2.110.2870.2870.427-1.1-1.1-1.630.3090.2310.460-0.14-0.04-0.020.2400.358-2.79-1.87-2.79-1.87-10.14-7.49-6.80-11.391.877.76-0.58-2.660.94-5.69-1.54-1.54-1.04-1.742.2931.89-9.20-10.5-12.19-1.540.4270.2870.2870.4270.2870.287-6.11-4.11-4.11-6.11-4.11-4.1110.88-4.63-6.26-7.91-5.33-5.33-8.94.642.782.784.125.96-3.4-2.4420.4270.2870.287-7.64-5.140.4270.2870.287-7.64-5.14-5.1413.55-6.71-6.86-7.22-4.86-4.86-8.135.803.473.475.15-1.04-0.7-0.7-1.171.630.980.981.4522.39-8.23-7.76-6.43.365.845.90.4600.3090.2310.4600.3090.231-6.59-4.42-3.312.43-2.57-6.59-4.42-3.312.43-2.57-6.51-4.39-2.27-3.04.882.97-11.090.4950.5050.5050.4950.2830.2090.1900.0.2830.2090.1900.02-11.64-8.6-7.82-13.00.659.03-4.35-4.185.33-6.54-6.54-1.65-1.22-1.114.5438.07-14.17-13.11-10.8.0.3060.2790.4150.2870.2870.4270.4270.2870.2870.4270.2870.2870.2870.2870.427-16.07-10.8-10.829.26-14.73-14.739.72-3.91-4.185.0.4270.2870.2870.4270.2870.2870.3090.2310.460-16.07-10.8-10.829.37-14.49-14.499.72-4.18-4.450.4600.3090.2310.4600.3090.231-17.31-11.63-8.6925.79-17.07-8.734.334.3326.7331.899.23.273.272.353.873.443.4422.069.7124.819.2122.398.238.246.266.264.355.534.633.365.843.365.845.916.715.915.026.632.994.055.562.976.873.21qVm=(31.47-25.38)/5.4=1.13KNqVm=(11.69-10.09)/5.4=0.29其余B、C、D柱计算同A柱,计算结果见表左右左右ABMEAMGARAMEAMGAxqMEBMGBRAMEBMGB框架梁内力组合图Mmax=MGE=RA2/2q-MGA+MABBCCDABB3CD力MVMVMVMVMVMMABMBCMCDMVMVMVMVMVMV-26.7333.17-31.8928.88-12.19 4.44-1.54 4.44-2.35 -3.44 26.48-6.87 6.87-22.0527.74-24.8128.37-7.37 -1.88 -11.7516.07-10.88荷载类别地震荷载③10.0119.7410.0122.257.5218.357.5216.288.0126.958.017.191.955.3464.6820.2344.5820.2350.2741.8950.2741.8944.5820.2364.6820.23竖向荷载组合1.35①+1.4*φ*②-71.6080.70-82.6594.21-26.538.94-14.81-32.6249.97-25.4847.3295.91-18.25-68.8986.81-77.5888.32-23.038.32-12.794.27-55.77-50.16②-77.7889.28-90.3399.02-30.03-13.989.34-30.2448.13-24.4746.0099.26-19.85-72.8991.84-82.0993.51-24.378.61-12.36-55.79-50.3462.7462.7442.5140.0469.6560.62-- 88.938.65 ---13.3250.4687.42---28.8395.95-- - ---97.1246.8861.2354.4957.6311.5786.9242.4485.15 - ---3CBCMVMVMVMVMVMVMVMVMVM---5D左跨中A右B左跨中MMVMVM0.005.305.3070.3470.4747.9128.5970.8372.8748.0326.4068.22力MNMNMNMNMNMNMNMNM54.2266.2220.7121.3121.58 14.5658.5658.5610.27 B柱C柱NMNMNMNMNMNMNMNMNMNMNMNMN-6.31-2.51-3.33-8.24-7.76-4.053.8714.305.307.365.3034.637.7934.637.7960.2324.9560.2324.9578.4160.4578.4060.4534.63-10.9896.19-27.53364.3327.56382.15-26.61687.3326.86705.15-26.6828.67-15.39-11.0989.48-29.79368.4629.37384.30-28.01704.7628.23720.60-27.8229.64-15.82D柱MNMNMNMNMNMNMNMNMNMNMNMNM-3.7216.645.5377.94-5.8477.945.912.9712.93-3.4315.884.2315.88-6.2657.536.7157.53-6.866.870.4953.1492.558.018.0121.9022.14887.7212.95-25.47154.9024.03172.72-26.02392.4126.14410.23-26.28651.6729.7822.3922.81868.8613.09-24.46146.0823.60161.92-26.44379.2326.78395.07-26.99637.1830.10-7.48-3.2172.4198.18NMNMNyM=-103.88M=-103.88M=-115.6694.8754.09V=88.25V=95.41M=72.87M=-19.26M=51.17M=-159.6495.60V=98.17M=-108.11V=93.47M=-152.0992.92M=-124.5746.67V=100.03Ⅸα1fcbffhfα1fcbffhfVGb=1.2(qA8BCCDbVEQ\*jc3\*hps37\o\al(\s\up9(b),2)EQ\*jc3\*hps37\o\al(\s\up9(hξ),0)fyⅠⅠ1800465ⅢⅢⅣⅣⅤⅥⅥ 46EQ\*jc3\*hps32\o\al(\s\up1(h),0)2bVM0=M-bv2fbh2fyⅠ465465465ⅥbVMEQ\*jc3\*hps29\o\al(\s\up5(α),1)fEQ\*jc3\*hps34\o\al(\s\up4(h),0)20EQ\*jc3\*hps37\o\al(\s\up2(α),1)fEQ\*jc3\*hps37\o\al(\s\up1(hξ),0)fbVEQ\*jc3\*hps37\o\al(\s\up2(α),1)fEQ\*jc3\*hps37\o\al(\s\up1(hξ),0)EQ\*jc3\*hps37\o\al(\s\up0(α),1)EQ\*jc3\*hps37\o\al(\s\up0(hξ),0)选筋fy-64.39-13.3999.26-75.45-14.88Ⅵ9.93250365ⅠⅠbV0EQ\*jc3\*hps35\o\al(\s\up0(α),1)EQ\*jc3\*hps34\o\al(\s\up2147483647(h),0)选筋f支座A右28.57415.59 右跨左右跨左左右跨左右跨左右29.22326.22 右右104.24415.59 跨左右103.90326.22 跨左右101.19415.59 跨左yNN底c=N/Afc=1004.0×1000/(400×400×14.3)=0.44<0.9c—节点上、下柱端顺时针或反时针方向截面组合的弯矩设计值之和b—节点左、右梁端顺时针或反时针方向截面组合的弯矩设计值之和cc’的差值按柱的弹性分析弯矩之比分配给节点上下柱端i+0.5h-as大偏心受压)大偏心受压) 0—轴向力对截面形心的偏心距V=η(Ml+Mu)/H=1.1(Mlncl—分别为柱上、下端顺时针方向或反时针方向截面组合的+0.56N=1.05/4×1.43×400×365+0.56×686400ηex＇＊ 0.79 4125 0.73 92.0exAS=AS'AS=AS'*1.25 exAS=AS'AS=AS'*1.2545.6149.8 11######3 10.3exAS=AS'AS=AS'*1.25 1 33exAS=AS'AS=AS'*1.2544.5179.2 0.55 11######3 10.3exAS=AS'AS=AS'*1.250exAS=AS'AS=AS'*1.2549.1145.4 83.3 3φ16 1 φ166exAS=AS'AS=AS'*1.251 63φ16b=L’面L’面I0-3m4)EIb=b=2I0-3m4)EIL4kNb=1.5I044kN-3m4)ccc层次54331层高)柱号12123456123412341234柱根数22847171111111α=44ΣGΣDmaxg1层次33544321ii1/8501/85085KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*60003003KL1250*6000KL1250*60003KL1250*6000KL1250*60003KL1250*6000KL1250*6000444纵向框架结构简图54.8620.204.8638.715.6734.425.6740.175.6734.425.6740.175.6725.815.6740.175.679.759.759.759.759.759.759.759.759.759.750.780.780.7822.6822.68纵向框架活载受力图000000046.9746.97009.849.84044.38005.8200044.38纵向框架活载弯矩图层次4位置D右E左E右F左F右G左G右H左力MVMVMVMVMVMVMVMV--------③跨中BBCCDDEEFMVMVMVMVMVMVMVMVMVMFGGHBCCVMVMVMVMVMVMVMVMVM57.3359.0163.8652.5688.2236.6774.0447.2349.6946.4649.1848.2759.6165.5223.4623.4620.8826.0426.6718.3220.7420.7420.5719.1724.4822.0825.7423.467.727.72100.39102.65106.67-87.23 145.23 120.28 -84.67 105.70111.44 101.64103.66105.86-87.91 143.20 117.88 -86.73 107.57111.4792.9194.92-1.3093.4855.0069.1271.9767.2591.5037.0493.34右D左D右E左E右F左F右G左G右H左VMVMVMVMVMVMVMVMVMV跨中AM右VMB左VCCDDEEFFMVMVMVMVMVMVMVMVMVGHMVMVM65.0965.5150.9336.5766.2368.7848.1168.9823.4626.3220.6025.1720.4717.4636.3018.4017.1361.6725.7025.7030.8474.0479.1299.2299.0891.7693.0179.5193.82柱号A柱层次层次力MNMNMN21.1235.5335.5310.26②②B柱C柱MNMNMNMNMNMNMNMNMNMNMNMNMN-6.12-0.73-0.71-0.29-0.215.821.370.000.000.006.286.286.286.286.286.282.982.982.98-2.33-2.09-0.39-0.28-2.79-2.46-0.35-0.25D柱E柱MNMNMNMNMNMNMNMNMNMNMNMNMN-0.0821.36-7.92-3.59-3.01-1.09-4.32-0.06-1.17-0.670.002.982.984.244.245.395.395.395.395.395.391.391.39-5.13-5.14-6.49196.79-0.08212.99-4.71-5.15-6.12184.84-0.07199.24MNMNMNMNMNMNMNMNMNMNMNMNMN -2.16 -0.55 -0.22 0.92 3.12 0.000.000.46-0.143.073.073.073.073.07503.08 780.38 798.20-0.81 180.95 197.15 466.75-1.24484.57 773.88-0.61791.70 488.76 766.92 782.76-1.95 170.75 185.15 456.47-1.78472.31 761.14-1.04776.98 G柱HHMNMNMNMNMNMNMNMNMNMNMNMNMN-3.27-3.48-2.28-0.8763.75-1.21-0.60-6.111.391.395.045.044.244.24-5.83-5.03-4.26-44.1494.6342.42110.83-44.96255.1145.96272.93-46.77426.11-5.94-4.65-4.43-42.4746.21 11.9112.1373.92-5.822.91MNMNMNbVMEQ\*jc3\*hps29\o\al(\s\up1(αf),1)EQ\*jc3\*hps26\o\al(\s\up2(h2EQ\*jc3\*hps29\o\al(\s\up1(αf),1)EQ\*jc3\*hps26\o\al(\s\up2(h2),0)f94118001800941941ⅢbⅢ0941Ⅳ0ⅤⅥeⅥ0bVMαfbh2sEQ\*jc3\*hps37\o\al(\s\up8(f),y)ⅢbⅢ0ⅥgⅥ0Mαfbh2 fbVM faⅠⅦ02400ⅨhⅨ0bVEQ\*jc3\*hps29\o\al(\s\up10(α),-1)eⅢ0ff50.270.270.270.270.270.270.110.110.110.110.110.11 0.270.270.270.270.270.270.110.110.110.110.110.11 右左右左exAS=AS'AS=AS'*1.25 4400 242.1407.10.214 400 245.40.264 4400 261.1426.10.205 4125 321.50.202 4125 535.80.123 3φ16400 308.10.194 7311340C柱ξ10.35ξ21AS=AS'AS=AS'*1.25 361.30.305 400 0.272 354.00.180 3φ16