某房地产公司住宅楼毕业设计

2 2 2 2 3 3 3 3 3 3 4 4 4 4 5 5 6 6.专业.专注. 6 6 7 7 7 8 8 22 40 46 49 58 62 .专业.专注..专业.专注..专业.专注..专业.专注..专业.专注..专业.专注..专业.专注..专业.专注.限值,为防止梁产生剪切脆性破坏,梁的净跨与截面高度之比不宜小于4,梁的截面宽n.专业.专注.（3—1）N根据结构平面布置图,选定第(25—25)轴线作为计算单元.如图1所示房间直接传.专业.专注.③梁的计算跨度:.专业.专注.性矩时，对现浇楼面的边框架取I=1.5I（I为梁的截面惯性矩）；对中框架取I=2.0I。若为装配楼板，带现浇层的楼面，则边框架梁取I=1.2I，对中框架取0 （m2）Ib=2.0I0EI4I=（m4）-3I1.5IlL（m）（m4）-3（m4）-3LLL-34.专业.专注.-3-34-34Z（㎡m）B、CB、C8.专业.专注.00ii顶层:墙自重（240㎜厚加气混凝土砌块）.专业.专注.墙自重（240㎜厚加气混凝土砌块）|墙自重（240㎜厚加气混凝土砌块）楼面均布恒载传给：墙自重（㎜后加气混凝土砌块）8.5×0.24×2（0.50×3.95×0.50×5.30+0.5×0.6+0..专业.专注.（0.50×3.3×0.50×3.0+0.5×3.3×0.6+0.专业.专注..专业.专注..专业.专注.PB=1.5×0.5×3.3×3.95=9.标准层:PA=2.0×0.5×3.95×0.5×5.3=PB=2.0×0.5×3.3×3.95=13.0PC=2.0×0.5×3.3×0.5×3.0=4.9.专业.专注.w0（3—5）μμzw0—本地区基本风压为：ω0风压高度变化系数2)=0.35KN/m2Z.专业.专注.zHi（第层距离外地面3642853642857kWW=1.0×1.3×0.85×0.35=0.387kN/.专业.专注..专业.专注.用弯矩分配法计算框架弯矩:（kN/m）（kN/m）表3—10恒荷载作用下框架的弯矩计算.专业.专注.7-31.48-16.8221.729.76-4.54-3.99-6.13-10.18-6.644.28-2.274.88-1.05-5.09-3.07-1.59-1.39-0.6224.61-24.61-4.7-27.51-6.396-31.48-16.82-3.56-3.14-3.14-4.82-7.30-4.76-4.764.28-1.78-1.33-1.05-3.65-2.41-1.59-2.21-3.97-3.97-1.80-29.26-3.80-3.52-24.269.80-4.59-5.21-31.48-16.82-3.56-3.14-.314-4.82-7.30-4.76-4.764.284.28-1.78-1.05-1.05-3.65-2.41-1.59-1.59-2.77-2.77-1.24-28.70-3.58-3.58-24.359.54-4.77-4.772-31.48-16.82-3.56-3.14-.314-4.82-7.30-4.76-4.764.284.94-1.78-1.05-1.11-3.65-2.41-1.72-1.59-3.04-3.04-1.36-29.82-3.57-3.63-24.339.59-4.86-4.731-31.48-16.82-3.77-3.33-2.46-5.10-7.89-3.78-5.154.28-1.89-1.05-3.95-2.55-1.59-1.10-0.80-0.499.75-27.38-3.98-2.16-25.268.32-2.85-5.47AB-1.23-1.89C.专业.专注..专业.专注..专业.专注.BC跨BC跨4.84L(m)4.70L(m)（kN4.84L(m)4.70L(m)（kN/m）4.749.004.89⑵楼面活载作用下框架的弯矩计算表3—12楼面活载作用下框架的弯矩计算.专业.专注.70.6900.310-9.000.3109.000.2720.418-4.840.6054.840.395-1.29-1.13-1.74-2.93-1.91-0.30-1.47-0.87-0.45-0.39-0.18-7.049.23-1.33-7.90-1.840.4080.4080.1830.2430.2140.2140.3290.4340.2830.2836-9.009.00-4.844.84-1.01-0.89-0.89-1.37-2.10-1.37-1.37-0.51-0.38-0.30-1.05-0.69-0.46-0.64-1.13-1.13-0.524.61-8.379.04-1.08-1.00-6.96-1.32-1.500.4080.4080.1830.2430.2140.2140.3290.4340.2830.283-9.009.00-4.844.84-1.01-0.89-0.89-1.37-2.10-1.37-1.37-0.51-0.30-0.30-1.05-0.69-0.46-0.46-0.79-0.79-0.354.104.10-8.209.02-1.01-1.01-7.00-1.37-1.370.4080.4080.1830.2430.2140.2140.3290.4340.2830.2832-9.009.00-4.844.84-1.01-0.89-0.89-1.37-2.10-1.37-1.37-0.51-0.30-0.31-1.05-0.69-0.49-0.46-0.85-0.85-0.394.044.20-8.249.02-1.01-1.02-6.99-1.4-1.370.4590.3350.2060.2570.2270.1680.3480.4690.2250.3061-9.009.00-4.844.844.13-1.07-0.94-0.70-1.45-2.27-1.09-1.48-0.54-0.30-1.14-0.46-0.31-0.23-0.140.009-7.838.99-1.13-0.61-7.25-0.82-1.58AB-0.35-0.55C.专业.专注..专业.专注..专业.专注.ΣΣwwΣΣΣDw（i=6（i=6cKα=α=.专业.专注.cA4A3B4B3C4C3A3A2B3B2C3C2A2A1B2BKΣDA1A0C1ΣDA1A0C1C00.6130.4260.69421.200.6130.4260.69421.200.7330.4760.6320.411cA7A6K0.44823yy1.专业.专注.C7C6层数柱号A6A5C6C5A5A4C5C4A4A3C4C3A3A2C3C2层数柱号A2A1C2C1A1A0C1C02.670K0.4482.6701.534y1K0.4482.6701.534y1第4层（m=7，n=4，h=3.00m）K0.4482.6701.534y1K0.4482.6701.534y1y1y1y1K0.4482.6701.5341K0.6133.615222222-0.02333333-0.050.00-0.03yyyyyy2.专业.专注.下.专业.专注..专业.专注.上—下.专业.专注..专业.专注..专业.专注.在恒载和活载作用下，跨间M可以近似取跨中的M代替MMM、M、M1M＝ql2.专业.专注.ABX处截面弯矩为=RAx--MGA+MEA（3—17）将x代入任一截面x处的弯矩表达式,可得跨间最大弯矩为1Mmax=MGE=-MGA+MEA=-MGA+MEA（3—18）当右震时公式中M、M反号③在竖向荷载与风荷载组合时,跨间最大弯矩M同样采用数解法计算。荷载类别风荷载③1.2.专业.专注.跨中跨中跨中MVMMVMVMMVMVMMVMVMMVMVMMVMVMMV-22.1538.5721.25-28.89-41.87-24.7635.8811.36-5.75-28.80-25.8339.2521.25-28.36-41.13-21.9233.7812.62-8.54-23.90-24.6439.2121.25-28.26-41.17-22.7332.9712.62-7.49-24.71-6.3311.02-8.31-11.96-6.399.80-1.66-6.80-7.3811.326.08-8.12-11.66-6.309.51-2.47-7.08-7.0511.246.08-8.09-11.74-6.539.69-2.16-6.91-35.4461.7134.01-46.30-66.99-38.6656.7818.18-9.22-44.08-41.3362.9534.01-45.4-65.68-31.9453.8519.39-13.71-38.59-39.4462.7934.01-45.24-65.84-36.4253.1319.69-12.01-39.33-27.6061.3134.76-47.03-62.56-33.9757.0318.20-13.61-40.34-4.0372.3240.90-63.13-51.57-7.5766.0553.85-49.15-22.9116.6678.1246.98-69.67-45.680.2425.68-60.17-13.91-40.6257.4830.71-42.08-66.39-40.6652.4116.80-13.61-44.96-75.5348.8324.57-24.26-74.89-60.0337.6666.0522.77-51.30-92.5842.7314.49-17.41-81.07-70.3327.1312.3537.05-61.84.专业.专注.力荷载类别风荷载③竖向荷载与风荷载组合1.2×①+1.4×0.85×(②+③)MNVMNMNVMN±±±±MNVMN±7.91MNVMNMNVMN-2.71±±MNVMN±±-17.2628.21MNVMN-1.05-1.51±±.专业.专注.竖向荷载竖向荷载与风荷载组合竖向荷载竖向荷载与风荷载组合1.2×①+1.41.2×①+1.4×0.85×(②+力力风荷载③千千千千千千MNVMNMNVMNMNVMNMNVMNMNVMNMNVMNMNVMN±±±±±±±±±±±±±±③)力M荷载类别风荷载③竖向荷载竖向荷载与风荷载组合1.2×①+1.41.2×①+1.4×0.85×(②+.专业.专注.NVMNMNVMNMNVMNMNVMNMNVMNMNVMNMNVMN(f=300N/mm2),箍筋为Ⅰ级(f=210N/mm2)。.专业.专注.V(kN)b×h0cM=M-bVα=0A=Ms0/YA=MA.专业.专注.ABⅠ-92.58250×415-104.300.2040.7964Ф20Ⅱ46.98250×41546.980.0920.908415.62Ф18Ⅲ-69.67-81.07250×415-16.21-53.460.1040.896479.22Ф18BCⅣ-70.33250×415-85.340.1670.833822.94Ф18Ⅴ25.68250×41525.680.050217.12Ф14Ⅵ-60.17250×415-12.37-47.800.907423.32Ф18minminⅠ计算面积计算面积AAⅢ5Ⅲ56ⅡⅣⅤⅠⅥⅢⅣⅤⅥⅡb；剪压比应满足：V≤0.25fcbh0=0.〈0.25满足最小截面尺寸要求。4.专业.专注.4经计算比较可知，计算所需箍筋很小，因此全部按照最小配箍率配置箍筋。VbVb（kN）0.25βfbhA右81.0761.8466.05A右44.9250×415308.66AS箍筋直径AS箍筋直径加密区0.4％；非加密区0.2%0.14%0n.专业.专注.Nfbh1234567b（mm）h0（mm）2n12345674004004004004004004002n1051.98876.02702.70535.77370.35203.19N(kN)1387.541168.91949.75730.66511.54292.86λλ4.32NfbhNfbhb（mm）h0（mm）2)Hn（mm）N(kN)λ1400913.164.322400768.863400634.674400503.475400376.05Nfbh.专业.专注.6740067400N=fbhε=11.9×400×365×0.550=955.57KN算，对于N>N小偏压，选用M大N大的组合，对N≤N小偏压，选用M大N小的组a.专业.专注.A'Nb=fcbh0εb=11.9×400×365×0.550=955.57KNaiNefbh2ξ(10.5ξ)'=fEQ\*jc3\*hps20\o\al(\s\up9(0),h)22.专业.专注.Nb=fcbh0εb=11.9×400×365×0.550=955.57KNa22M1=-13.04kNm，N1=26M1=-13.04kNm，N1=26a.专业.专注. i'Nb=fcbh0εb=11.9×400×365×0.550=955.57KNai.专业.专注.M1=-14.59kNm，N1=11M1=-14.59kNm，N1=11aiA'.专业.专注.（3—43）cnccc（3—45）λ——框架的计算剪跨比。当λ<1时，取λ=1；当λ>3，取λ=3；N=0.3fbh0柱的抗剪承载能力:.专业.专注.)4ф18(1017mm2)4ф18(1017mm2)4ф20(1256mm2)加密区gggg.专业.专注.g+q/2=5.535kN/m2.专业.专注.=1.745+0.408=2.153kN.m=0.592+0.094=0.686kN.m=0.156+0.246=0.402kN.m010.专业.专注.ABCDEFGHIJK01l02910.82845.61282.8282.8282.8282.8282.8282.8282.8282.8282.8282.8282.8282.8282.8282.8282.8282.8282.8282.8282.8282.8282.8282.88150815081508150815081508150815081508150815081508150815081508150815081508150815081508150As=rminbhA-B914.19230.80282.88150A-D914.68257.79282.88150282.88150C-E916.744371.48282.8D-E915.678312.76282.88150.专业.专注.D-FD-F282.88150D-H208.76282.88150E-J6.744371.48282.8F-F2.455282.88150F-G99.09282.88150G-G0.83545.99282.88150H-I282.88150H-K6.634365.42282.86.744371.48282.865.88282.88150304.83282.88150bbM=95.38×0.134=12.78KNmbM1A=-79.13KNmN1A=1237.93KNV1A=19.57KNM2A=-79.13KNmN2A=1237.93KNV2A=19.57KNM1A=91.91KNmN1A=1333.31KNV1A=19.57KN.专业.专注.GKN/m2<1.2×298.11=357Pmin=1333.31/(2.0×3.0)-Pm=(Pmax+Pmin)/2=222.22KN/m2<f=2980l]=0.6ftbmh0=0.6×0.9×(600+300+850×2)×0.5×850=596.7KN柱边处基底的冲切力：∵b/2=2000/2=1000mm=bcFl=258.73×（3.0/2-0.6/2-0.85）×2.0=181.11KN<[Fl]=柱边截面处的净反力:P=222.22+[(258.73-110.71)/2]×0.6/3.0=237.故柱边截面以外基底的平均净反力:柱边截面处:ІAsI=190.63×106/0.9×210×850=1186.62m变阶处截面（a1=ac+2h2=600+450×2=变阶处截面净反力:.专业.专注.P=222.22+[((258.73-110.71)/2]×1.5/3.0=259.故变阶截面以外基底的平均净反力:A=90.05×106/0.9×210×400A=176.61×106/0.9×210×840=1112.43mAsIV=129.17×106/0.9×210×390=1752.35mbM=87.40×0.134=11.71KNmbM1c=1.97KNmN1c=1613.66KNM=40.91KNmN=1532.65KNV1c=1.32KNM1c=1.97+11.71=13.68KNmN1c=1613.66+87.40=1701.06KNV1c=1.32KNM=40.91+11.71=52.70KNmN=1532.65+87.40=1620.05KNV=16.01KN.专业.专注.bγ,γ—分别为基地下土的重度、基地以上的加权平均重度0G（1620.05+20×2.5×2.5×0.95)0Pmax=1701.06/(2.5×2.5)+(1.97+1.32×0.9)/(2.5×2.5×1/6)=275.Pmin=1701.06/(2.5×2.5)-(1.97+1.32×0.9)/(2.5×2.5×1/6)=269.1l]=0.6ftbmh0=0.6×0.9×(400+400+850×2)×0.5×850=573.75KN.专业.专注.00.5-0.85）2]=.59KN<[F柱边截面处的净反力:故柱边截面以外基底的平均