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32B10L7B8LL1B2B3B3B3B4B3B3B76B8LLB9B11B1B1B1B1B1B1B1B22B5B32B3B32B3B64B6B33B3B33B3B35B4LLLLLLL板自重板自重会议室,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=2250ys=251mm2n=0.42%>in=0.21%0q/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+1.4×3.62=4.41(0.0151+0.2×3.62+(0.0271+1.4×3.62=2.212=-8.182=-6.085.552+(0.0750+2+(0.0271+2=-8.952=-6.432+(0.0750+1.4×3.62=3.76(0.0076+0.2×0.0368)×4.642+(0.0271+1.4×3.621.662=-6.232=-4.482=1.622=1.222=3.662=3.21m’2××4.70.552=2.1801截面弯矩设计值:该板四周与梁整浇,故弯矩值按如下折减:56489B2B3B4B5B6B7B8BBB2B3B4B5B6B7B8BB2/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=1888y20min=nAsv1/bs=2×50.3/200×250=0.201%>0.24ft/fyv=0.24×1.43/300=0.114%梁项目2b’Ms=fbhs=ξL1L2L3L5L6L7L8fyρφ8@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ys=57mm2ys=157mm21.荷载:0/6=3250/6=541mm,b+Sn/2=150+1550/2=950mmys=226mm2s=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by2=5400mm3=2400mm4=2400mm4=13200mm553.3米处:4.2米处:7.2×5.4+(179.65+89.83)+2.9×3.75×7.2×28+3.125×2.4×2+3.125×57.2×5.4+(179.65+89.83)+2.9×2.9+10.8×5.4)+3.0×4.7×5.4+3.5×7.2×53.75×7.2×28+3.125×2.4×2+3.125×5楼层重力荷载代表值简图:5100.24KN5537.04KN90430303030304303000000ccEQ\*jc3\*hps36\o\al(\s\up5(EQ\*jc3\*hps36\o\al(\s\up5(层),次)442)43212345678912345671234567113345325112352123520.581.31.2412356711352α=ΣGΣD根据经验公式:T1=0.33+0.00069=0.44s,其中H=17.4m,B=13.2mmax=0.08Tg=0.40s0.91iiDiiiDi48101ii00003030033030303303030330440304400040*04A40*04250*500250*500250*500250*500250*500**5400250*400250*400250*400250*500250*500250*500KL3250*400KL2250*5000000000000044**444**0000000000044444240054002400CBCD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:555V4=71.68KNV2=162.3KN高3高3边柱9200中柱边柱9200中柱边柱9200中柱边柱5500中柱6800力54532下端下端5453234.6342.6260.2360.2355.4955.4978.4178.4172.4126.9522.2526.9526.9522.6564.6842.6298.1155.4942.6355.4944.5850.2760.2360.2350.2744.0860.2360.2384.1894.9394.9384.1822.0542.6255.4964.6846.6298.1155.4971.4971.495.0694.6393.08EQ\*jc3\*hps29\o\al(\s\up3(5),2)EQ\*jc3\*hps29\o\al(\s\up2(3),5)91.3399.9899.9847.5247.520.4950.5050.4950.5055.71-0.59-2.54-2.594.33-4.330.5050.495-1.18-1.45-0.59-3.74-2.79-1.87-2.79-1.870.3060.2790.4150.2400.358-10.14-7.49-6.80-11.391.877.76-0.58-2.660.94-5.69-1.54-1.54-1.04-1.742.2931.89-9.20-10.5-12.19-1.54 27.46-14.31-7.91-5.33-5.33-8.94.642.782.784.120.2870.2870.427-1.42-1.42-2.110.2870.2870.4274.013.43-3.61-1.1-1.1-1.630.3090.2310.460-0.14-0.04-0.020.4270.2870.287-6.11-4.11-4.112.06-0.94-2.5710.88-4.63-6.260.4270.2870.287-7.22-4.86-4.86-8.135-7.22-4.86-4.86-8.135.803.47-1.04-0.7-0.7-1.171.630.9822.39-8.23-7.76-6.43.365.84-7.64-5.14-5.142.58-2.06-2.2113.55-6.71-6.86-6.51-4.39-2.27-3.04.88-6.51-4.39-2.27-3.04.882.97-11.09-6.59-4.42-3.312.43-2.57A0.4950.5050.5050.4950.2830.2090.1900.0.2830.2090.1900.02-11.64-8.6-7.82-13.00.659.03-4.35-4.185.33-6.54-6.54-1.65-1.22-1.114.5438.07-14.17-13.11-10.8.0.3060.2790.4150.2870.2870.4270.2870.2870.4270.2870.2870.4270.4270.2870.287-16.07-10.8-10.829.26-14.73-14.739.72-3.91-4.185.0.4270.2870.287-16.07-10.8-10.80.4270.2870.287-16.07-10.8-10.829.37-14.49-14.490.4600.3090.231-17.31-11.63-8.6925.79-17.07-8.730.4600.3090.231-17.31-11.63-8.6925.79-17.07-8.730.3090.2310.4604.333.273.274.333.273.442.353.442.3531.893.873.873.449.23.449.224.8122.0624.814.354.358.246.268.246.264.635.539.214.635.539.2122.3922.393.366.865.849.716.865.845.918.236.715.918.236.716.632.994.055.564.055.563.212.976.872.976.87qqq右左右左qVm=(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qqMEAMEAMGAMEBRARARAMEBMGBMEBMGBMEAMEAxB—竖向荷载与地震荷载共同x框架梁内力组合图Mmax=MGE=RA2/2q-MGA+M43ABBCCDABBCCD力MVMVMVMVMVMVMABMBCMCDMVMVMVMVMVMV-26.73-31.8928.88-12.194.44-1.544.44-2.35-3.4426.48-6.87-22.0527.74-24.8128.37-7.37-1.88-11.75-10.88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*②-71.6080.70-82.6594.21-26.538.94-14.81-32.6249.97-25.4847.3295.91-18.25-68.8986.81-77.5888.32-23.038.32-12.794.27-55.77-50.16②-77.7889.28-90.3399.02-30.03-13.989.34-30.2448.13-24.4746.0099.26-19.85-72.8991.84-82.0993.51-24.378.61-12.36-55.79-50.34-62.7462.74---88.938.65------42.5140.0413.3250.4687.42-42.5140.04--69.6528.8395.9569.65------60.62-97.1246.8861.2354.4957.6311.5786.9242.4485.15-----60.62-跨3中AM右VBM左VBM右V-CM2左V-CM右VDM左V跨中AM右VBM1左VBM右V-CM47.9129.41MMVMVM68.2268.225力5.3095.3687.9854.2266.2220.7121.3121.5812.61MNMNMNMNMNMNMNMNM14.305.307.365.3034.637.7934.637.7960.2324.9560.2324.9578.4160.4578.4060.4534.630.49MMNMNNMNMNMNMNM12.2112.1116.645.5377.94-5.8477.945.910.4992.5592.5526.958.0122.058.0142.6228.2442.6227.2455.4958.4855.4921.9022.1422.3922.8172.4198.1898.18NMNMNyM=-103.88M=-103.88M=-115.6694.8754.09V=88.25V=95.41M=72.87M=-19.26M=51.17M=-152.0992.92M=-124.5746.67V=100.03M=-159.6495.60V=98.17M=-108.11V=93.47 Ⅱ、Ⅷ截面:α1fcbffhfα1fcbffhf满足要求。VGb=1.2(qA8BCCDVEQ\*jc3\*hps37\o\al(\s\up9(b),2)fyⅠⅠ1800465Ⅲ15.00ⅢⅣⅣⅤⅥⅥ 95. αfbh2VM0=M-bv2fbh2 fy0ⅦⅦ 467.0180018001800465465ⅥⅢⅥⅤⅠⅣVMEQ\*jc3\*hps29\o\al(\s\up5(α),1)f2yⅦⅦⅤVⅣⅤVⅣⅡ0Ⅰ9.932503651.987.95ⅥⅢ0 48. ybV0选筋fV'>或<VV'>VV'>VV">或<VV">VV">V左右左右左右右右跨左右跨左右跨左yc=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bci+0.5h-as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——fbh+0.56N=1.05/4×1.43×400×365+0.56×686400ηexS'＇＊-106.24.844.53 0.79 4125 0.73 92.0exAS=AS'AS=AS'*1.25- 1 exAS=AS'AS=AS'*1.25 3 3 exAS=AS'AS=AS'*1.2541254125x33750 3139.4exAS=AS'AS=AS'*1.25 0.55 3 3 exAS=AS'AS=AS'*1.25 0exAS=AS'AS=AS'*1.25-115.9-19.6 83.3 3φ16 00.65 0φ16exAS=AS'AS=AS'*1.256412541253φ16b×hb×hL’面I0-3m4)b=1.5I0ccc412123456123412342284717111112)c240.70.90.70.9123411α=4ΣGΣDmax=0.08Tg=0.40s0.91i544321851/850KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*600KL1250*60003003KL1250*600KL1250*60003KL1250*600KL1250*60003KL1250*6000KL1250*6000444纵向框架结构简图559.759.759.750.780.780.7822.6822.68纵向框架活载受力图00046.9746.970009.8409.8405.825.8200044.38044.380纵向框架活载弯矩图FG③54.8147.7147.714.242.852.852.852.854.24MVMVMVMVMVMVMVMVMV4456.1365.1765.1757.29---------跨中AAM右VBM左VBM右VCM左VCMVDM左VDM右VEM左VEM右VFMFGGHBCCM57.3359.0163.8652.5688.2236.6774.0447.2349.6946.4649.1848.2759.6165.5265.5223.4623.4620.8826.0426.6718.3220.7420.7420.5719.1724.4822.0825.7423.4623.467.727.7292.9194.92-1.3093.4855.0069.1271.9767.2591.5037.0493.34右VDM左VDM右VEM左VEM右VFM左VFM右VGM左VGM右VHM左V跨中AM右VMB左VBM右VCM左VCMVDM左VDM右VEM左VEM右VFM左VFM右V110.95115.46-75.3779.1265.5120.6025.1720.4717.4636.3018.4019.2625.2599.2299.0891.7693.0179.5193.8217.1361.6725.7025.70MVMVM②38.5739.7135.5335.5310.2664.0921.12MNMNMN层次6.286.286.286.286.286.282.982.982.982.982.982.984.244.245.395.395.395.395.395.391.391.393.073.073.073.073.073.071.391.395.045.044.244.2411.9112.1373.92-5.822.91VMαfbfyaⅠ941941941Ⅲ0941dⅣ0ⅤⅥ0VMαsfyaⅠⅢ21.510fⅣ00 23.20cⅣVⅡ0ⅢⅥⅠⅤMααfbhsfyfyVMαsfygⅦⅦ21.1721.17ⅧⅨ0dssⅠⅡⅢ0eⅣff右 415.59 0.270.11 左 0.270.11 右 415.59 0.270.11 左 0.270.11 右 0.270.11 右 0.270.11 跨左 0.270.11 跨左 0.270.11 exAS=AS'AS=AS'*1.25 242.1407.10.214 245.40.264 261.1426.10.205 321.50.202 343 370.8535.80.123 3φ16 308.10.194 7311340AS=AS'AS=AS'*1.25MM