框架结构毕业设计-.doc

XX大学本科毕业生毕业论文（设计）承诺书本人按照毕业论文（设计）进度计划积极开展实验（调查）研究活动，实事求是地做好实验（调查）记录，所呈交的毕业论文（设计）是我个人在导师指导下进行的研究工作及取得的研究成果。据我所知，除文中特别加以标注引用参考文献资料外，论文（设计）中所有数据均为自己研究成果，不包含其他人已经发表或撰写过的研究成果。与我一同工作的同志对本研究所做的工作已在论文中作了明确说明并表示谢意。毕业论文（设计）作者签名： 日期： 3：截面尺寸计算3.1：梁截面尺寸 3.11：横向框架梁边跨： h=()l=()7200=900600 取h=750 b=()l=()750=250350 取h=300 取bh=300750中跨(走道) bh=2504503.12：纵向框架梁 bh=2004003.13：次梁 bh=2004003.14：板厚 屋面板 ：90 楼板：80 3.2：柱截面尺寸： 由房屋总高度H=15.60m,抗震设防烈度为7度以及丙类建筑，查表得房屋结构的抗震等级为三级，基础及框架柱采用C30的混凝土。柱截面尺寸的确定法，一般是先估算柱轴向力N，然后由轴压比限制条件确定截面尺寸，由框架抗震等级为三级，查表得框架柱轴压比限值N=0.9,对实验楼上部结构重量可按每m3建筑面积为Pk=14kN/m2估算，则各层柱的截面尺寸如下：1）首层中柱 N=1.25PkF=1.2514(3.6+1.5)6.04=2142kN =166.41032 取bh=4004002)二层（标准层）中柱：N=1.2514(3.6+1.5)63=1606kN =1241032取bh=4004003）首层边柱 N=1.25143.664=1512kN =117.51032取bh=4004004)二层（标准层）边柱 N=1.25143.663=113.4kN =88.11032本工程柱截面尺寸均取bh=4004004：荷载计算查建筑结构荷载规范（GB20092001）得，实验室的楼面可变荷载标准值为2kN/,屋面可变荷载标准值为2kN/ (上人)，在计算地震作用时，楼面可变荷载组合标准值系数均取0.7，屋面可变荷载组合值系数为0.7屋面荷载： 混凝土预制块架空隔热层： 1.3 kN/20厚1：3水泥砂浆找平层： 0.4 kN/水泥砂浆面层（含一布两油防水层）: 0.5 kN/90厚现浇混凝土屋面板自重: 0.09×25=2.25 kN/20厚天棚抹灰： 0.02×17=0.34 kN/屋面永久荷载标准值： 4.79kN/ 屋面可变荷载标准值： 2 kN/楼面荷载：现浇水磨石面层（含找平层） 0.7 kN/80厚现浇钢筋混凝土楼板： 0.08×25=2.0 kN/m220厚板天棚抹灰： 0.34 kN/楼面永久荷载标准值： 3.04 kN/楼面均布可变荷载标准值： 2.0 kN/卫生间、走廊、楼梯均布可变荷载标准值: 2.0 kN/双面粉刷空心墙自重标准值： 3.1 kN/塑钢窗自重标准值： 0.3 kN/ 荷载的汇集 表4-1 构件计算公式荷载/kN四层（屋面）1/2层高=1.8m柱0.4×0.4×1.8×11×4×25316.8屋盖17.6×60.2×4.795075梁（0.75-0.09）×0.3×（7.2-0.4-0.2）×25×2×11+（0.45-0.09）×0.25×（3.0-0.2）×25×11+（0.40-0.09）×0.2×（6.0-0.4）+(6.0-0.25)×25×10×41492女儿墙0.6×(17.6+60.2)×2×3.1289墙（7.2-0.4-0.2）×（1.8-0.75）×15×3.1+（6.0-0.4）×(40-2)×（1.8-0.4）×3.1+（3.0-0.2）×(1.8-0.75)×2×3.1-3.3×（1.8-0.4）×10×2×（3.1-0.3）-1.2×1.4×（10+8）+(3.0-0.2)-1.8×（1.8-0.75）×2×（3.1-0.3）910可变荷载屋面可变荷载组合值系数=0.7（上人屋面）17.6×60.4×2×0.71488G4316.8+5075+1492+289+910+14889511三，二层层高=3.6m柱0.4×0.4×3.6×11×4×25633.6楼盖17.6×60.2×3.043220.9梁（0.75-0.08）×0.3×（7.2-0.4-0.2）×25×2×11+（0.45-0.08）×0.25×（3.0-0.2）×25×11+（0.40-0.08）×0.2×（6.0-0.4）+(6.0-0.25)×25×10×41527墙（7.2-0.4-0.2）×（3.6-0.75）×15×3.1+（5.6-0.4）×(40-2)×（3.6-0.4）×3.1+（3.0-0.2）×(3.6-0.75)×2×3.1-3.3×（3.6-0.4）×10×2×（3.1-0.3）-1.2×2.95×（10+8）+(3.0-0.3)-1.8×2.3×2×2.71958可变荷载楼面可变荷载的组合值系数=0.77.0×11.8×2×8×0.7+（5.8×7.0×4+2.8×60）×25×0.71503G3,G21503+1958+1527+3220.9+633.68842.9一层，1/2层高=2.1m柱0.4×0.4×（2.1+1.8）×11×4×25686.4楼盖17.6×60.2×3.043220.9梁（0.75-0.08）×0.3×（7.2-0.4-0.2）×25×2×11+（0.45-0.08）×0.25×（3.0-0.2）×25×11+（0.40-0.08）×0.2×（6.0-0.4）+(6.0-0.25)×25×10×41527墙（7.2-0.4-0.2）×（3.6-0.75）×15×3.1+（5.6-0.4）×(40-2)×（3.6-0.4）×3.1+（3.0-0.2）×(3.6-0.75)×2×3.1-3.3×（3.6-0.4）×10×2×（3.1-0.3）-1.2×2.95×（10+8）+(3.0-0.3)-1.8×2.3×2×2.72718可变荷载楼面可变荷载组合系数=0.57.0×11.8×2×8×0.7+(5.8×7.0×4+2.8×60)×0.7×251503G11503+2718+1527+3220.9+686.49655GiG1+G2+G3+G436912各质点的Gi见下图4-2 5：框架横向刚度计算采用D值法计算框架刚度，其中先交框架的惯性矩：中间框架取I=2I0边框取I=1.5Io,混凝土的弹性模量;C30为Ec=30kN/2，计算结果列于表1-2 结构基本自重周期计算：结构基本自重周期采用能量法计算，并考虑非承重充墙的刚度影响，取折减系数=0.6T1=2=2=0.52s表5-1梁的线刚度的计算类别混凝土强度等级截面跨度矩形截面惯性矩边框架中框架b×h/m2l/m2I0(×10-3)/m4I(×10-3)/m4Ib=EcI/l(×104)/kNI(×103)/m4Ic=EcI/l(×104)/ kN大梁C300.30.757.010.5415.816.7821.089.03走道梁C300.250.453.21.902.852.673.803.56表5-2柱的线刚度的计算层号混凝土强度等级截面跨度惯性矩线刚度=（一般层）bh/m2H/mI0(10-3)/m4Ic=EcI/H(104)/kN=（首层）（首层）边框架边柱4C300.40.43.62.131.78=3.81=0.6610.883，2C300.40.43.62.131.78=3.81=0.6610.881C300.40.44.22.131.52=4.46=0.777.96边框架中柱 中框架边柱 4C300.40.43.62.131.785.310.7312.033，2C300.40.43.62.131.785.310.7312.031C300.40.44.22.131.526.220.828.48 中框架中柱 4C300.40.43.62.131.785.070.7211.873，2C300.40.43.62.131.785.070.7211.871C300.40.44.22.131.525.940.707.24 框架总刚度 4C300.40.43.62.131.787.070.7812.863，2C300.40.43.62.131.787.070.7812.861C300.40.44.22.131.528.280.858.79 层号D(×103)/KN/mD(×105)/KN/m-1中框架边柱Z中框架中柱Z边框架边柱Z边框架中柱Z4，3，21811.87=213.661812.86=231410.88=43.52412.03=48.125.341187.24=130.22188.79=158.2247.96=31.8448.48=33.923.54 表5-3用能量法计算结构基本自震周期层号Gi/kNDi(105)/(kN)GiGi495715.340.0179230.2077201988.08412.97388435.340.0344830.1897971678.38318.55288435.340.0510430.1553141373.44213.31196553.540.1042710.1042711006.73104.97369120.2077206046.641049.80 :多遇地震影响时的横向水平地震作用。 主体结构的总高度为15.0m,且楼底的质量和刚度沿高度分布较均匀。可采用底部剪力法计算水平地震作用。 查表，由设计地震分组为第二组及类场地可得，特征周期Tg=0.55s,则0.52=T1Tg=1.4s=0.77s 故不考虑顶部附加水平地震作用,查表得，多遇地震时水平地震影响系数最大值,由0.1<T1<Tg,水平地震影响系数为 则多遇地震时水平地震作用标准值Fek=kN=2510kN 各质点的水平地震作用标准值Fi为 = ：楼层地震剪力标准值 :轴框架楼层地震剪力标准值表5-4多遇地震影响时横向水平地震作用下Fi及楼层地震剪力标准值Vi层号Gi/kNHi/mGiHi/kNVi=/kND6i/(kN)Di/(kN) 4957115.01435651018101849.4653494.303884311.4100810715173349.46534160.31288437.868975489222249.46534205.81196554.240551288251032.06354227.32369123539012510 (a)横向水平地震作用Fi (b)楼层地震剪力标准值Vi(V6i)（kN） (7)：横向水平风荷载计算（轴框架）由题知，基本风压=0.60kN/m2H=3.64+0.6+0.6=15.6m<30m故,=0.8+0.5=1.3则=1.01.30.6kN/m2=0.78kN/m2风压高度变化系数的取值（地面粗糙度为C类）。见表1-7各节点处（各标高处）的集中水平荷载为=4.5(hi+hi+1)/2=2.25(hi+hi+1)计算过程如下：表5-5水平集中风荷载计算层号H/mZ/m/(kN=2.25(hi+hi+1) /kN女儿墙0.615.643.615.00.740.5785.4633.611.40.740.5789.3623.67.80.740.5789.3614.24.20.620.507风荷载分布图1-8 6：内力计算及内力组合：6.1内力计算6.11 轴横向框架梁上竖向荷载因为l1/l2=6.0/2.4=2.5,楼板可近似的按单向板计算分析。梁的自重及横隔墙的自重近似按均布荷载考虑（表1-9） 表6-1竖向荷载汇总荷载计算公式荷载四层（屋面）永久荷载Pk14（4.792.4+0.20.3125）6.078.276kNPk04（4.791.2+0.20.3125+0.63.1）6.052.074 kNMPK040.1 Pk045.207 kNPk24（4.792.7+0.20.3125）6.0-4.791.51.576.12 kNMPK240.1 Pk247.612 kNPk140.30（0.75-0.09）254.95 kN-1Pk24(min)0.25（0.45-0.09）252.25 kN-1Pk24(max)4.791.5+2.259.44 kN-1可变荷载QK140.76.02.410.08 kNQK040.7QK147.056 kNMQK040.1QK040.71 kN QK240.702.76.0-0.71.51.59.76 kNMQK240.1QK240.98 kNqk24(min)0.00 kN-1qk24(max)0.71.51.05 kN-1一三层（i=13）永久荷载Pk1i（3.042.4+0.20.3225）6.053.38 kNPk0i（3.041.2+0.20.3225+3.23.1）6.0-3.041.51.5-1.22.85（3.1-0.3）61.44 kNMPK0i0.1Pk0i6.14 kNPk2i（3.042.7+0.20.3125+3.23.1）6.0-3.041.51.5-1.22.85（3.1-0.3）101.62 kNMPK2i0.1Pk2i10.16 kNPk1i0.30（0.75-0.08）25+3.1（3.6-0.75）13.86 kN-1Pk2i(min)0.25（0.45-0.08）252.31 kN-1Pk2i(max)2.31+3.041.56.87 kN-1可变荷载QK1i26.02.428.8 kNQK0i0.5QK1414.4 kNMQK0i0.1QK0i1.44 kNQK2i（21.2+2.51.5）6.0-2.51.51.531.28 kNMQK2i0.1QK2i3.13 kNqk2i(min)0.00 kN-1qk2i(max)2.51.53.75 kN-1竖向荷载（包括永久荷载与可变荷载）作用下轴框架梁的计算简图如图6-26.12：永久荷载作用下的内力计算：内力计算采用弯矩二次分配法，轴框架的内力计算详见图6-1，永久荷载作用下的框架内力图如图6-26.13：可变荷载作用下的内力计算：可变荷载作用下的计算详见图6-3所示，内力计算采用弯矩二次分配法。 图6-1横向框架梁上荷载示意图图6-2为永久荷载作用框架内力计算图(a)永久荷载弯矩图 （b）永久荷载剪力图 （c）永久荷载轴力图图6-3为可变荷载作用框架内力计算图 剪力图 轴力图(a)弯矩图6.14:横向水平地震作用下的内力计算：表6-1 D值法计算横向水平地震作用下的柱内力层h/mV6i/kN左（右）边柱D/Vij/kNy43.694.3049.4611.870.2422.635.070.4544.8136.6633.6160.5149.4611.870.2438.525.070.5069.3469.3423.6205.8149.4611.870.2449.395.070.5088.9088.9014.2227.3232.067.240.2352.285.940.5598.81120.77中间柱43.694.3049.4612.860.2624.527.070.4548.5539.2233.6160.5149.4612.860.2641.737.070.5075.1175.1123.6205.8149.4612.860.2653.517.070.5096.3296.3214.2227.3232.068.790.2761.388.280.55116.01141.79注：1:柱反弯点的高度比y近似取用标准反弯点的高度比y02：M使杆端逆时针转动为+梁端水平地震作用弯矩标准值 层号边柱处中柱处444.81-44.8148.550.72-34.910.28-13.593106.00-106.00114.330.72-82.220.28-32.012158.24-158.24171.430.72-123.330.28-48.001187.71-187.71212.330.72-152.880.28-59.45 (a)左边地震作用下框架的弯矩图与轴力图 (b)右边地震作用下框架的弯矩图与轴力图6.15:横向水平风荷载作用下的内力计算（采用D值法） D值法计算横向水平地震作用下的柱内力层h/mV6i/kN左（右）边柱D/Vij/kNy43.65.4649.4611.870.241.315.070.452.592.1233.614.8249.4611.870.243.565.070.456.416.4123.624.1849.4611.870.245.805.070.5010.4410.4414.233.0832.067.240.237.615.940.5511.2313.72中间柱43.65.4649.4612.860.261.427.070.452.812.3033.641.8249.4612.860.263.857.070.506.936.9323.624.1849.4612.860.266.297.070.5011.3211.3214.233.0832.068.790.278.938.280.5516.8820.63注：1、柱反弯点的高度比y近似取用标准反弯点的高度比y02、M使杆端逆时针转动为+梁端水平风荷载作用弯矩标准值层号边柱处中柱处42.59-2.592.810.72-2.080.28-0.7938.53-8.539.230.72-6.650.28-2.58216.85-16.8518.250.72-13.140.28-5.11121.67-21.6728.200.72-20.300.28-7.90（a）左风荷载作用下框架弯矩图与轴力图（b）右风荷载作用下框架弯矩图与轴力图6.2 现浇框架梁梁和柱的内力组合现浇框架梁的内力组合表地震作用1.3Ek效应值（9）244.02-63.25198.74-63.2522.6477.29-51.5277.29-51.520.00风 荷 载0.9×1.4Wk效应值（8）27.30-7.5525.58-7.550.869.95-6.649.95-6.640.001. 4Wk效应值（7）30.34-8.3928.43-8.390.9611.06-7.3711.06-7.370.00可 变 荷 载1.2×0.5Lk效应值（6）-8.2016.7611.12-17.8022.13-4.561.84.56-1.8-2.580.9×1.4LK效应值（5）-17.2335.2023.35-37.3846.48-9.593.789.59-3.78-5.421.4Lk效应值（4）-19.1439.1025.94-41.5451.65-10.654.210.65-4.2-6.02永 久 荷 载1.35Gk效应值（3）-76.1190.73102.49-100.1777.88-38.889.9238.38-9.92-28.741.2Gk效应值（2）-67.6680.6591.104-89.0469.23-34.128.8234.12-8.82-25.551.0Gk效应值（1）-56.3867.2175.92-74.2057.69-28.437.3528.43-7.35-21.29荷载效应种类M/（kN·m）V/kNM/（kN·m）V/kNM/（kN·m）M/（kN·m）V/kNM/（kN·m）V/kNM/（kN·m）截面梁端G(G)梁端H(H)跨中梁端H梁端H跨中杆件底层梁GH(GH)底层梁HH内力组合1.0Gk-1.3Ek+1.2×0.5×Lk14（1）+（6）-（9）-308.60147.22-111.70-28.7557.18×1.1=62.90-110.2860.67-44.3042.37-23.87×1.1=-26.261.0Gk+1.3Ek+1.2×0.5×Lk13（1）+（6）+（9）179.4420.72285.78-155.25102.64×1.1=112.9044.30-42.37110.28-60.67-23.87×1.1=-26.261.2Gk-1.3Ek+1.2×0.5×Lk12（2）+（6）-（9）-319.88160.66-96.52-43.5968.72×1.1=75.59-115.9762.14-38.6140.90-28.13×1.1=-30.941.2Gk+1.3Ek+1.2×0.5×Lk11（2）+（6）+（9）168.1634.16300.96-170.09114.0×1.1=125.4038.61-40.90115.97-62.14-28.13×1.1=-30.941.0Gk+0.9×1.4(Lk-Wk)10（1）+（5）-（8）-100.91109.9673.69-104.03103.31×1.1=113.64-47.9717.7728.07-4.49-26.71×1.1=-29.381.0Gk+0.9×1.4(Lk+Wk)9（1）+（5）+（8）-46.3194.86124.85-119.13105.03×1.1=115.53-28.074.4947.97-17.77-26.71×1.1=-29.381.2Gk+0.9×1.4(Lk-Wk)8（2）+（5）-（8）-112.19123.4088.87-118.87114.85×1.1=126.34-53.6619.2433.76-5.76-30.97×1.1=-34.071.2Gk+0.9×1.4(Lk+Wk)7（2）+（5）+（8）-57.59108.33140.03-133.97116.57×1.1=128.23-33.765.9653.66-19.24-30.97×1.1=-34.071.0Gk-1.4Wk6（1）-（7）-86.7275.647.5-65.8156.73×1.1=62.40-39.4914.7217.370.02-21.29×1.1=-23.421.0Gk+1.4Wk5（1）+（7）-26.0458.82104.34-82.5958.65×1.1=64.52-17.37-0.0239.49-14.72-21.29×1.1=-23.421.2Gk-1.4Wk4（2）-（7）-98.0089.0462.68-80.6568.27×1.1=75.10-45.1816.1923.06-1.45-25.55×1.1=-28.111.2Gk+1.4Wk3（2）+（7）-37.3272.26119.52-97.4370.19×1.1=77.21-23.061.4545.18-16.19-25.55×1.1=-28.111.0Gk+1.4Lk2（1）+（4）-75.52106.31101.86-115.74109.34×1.1=120.27-39.0811.5539.08-11.55-27.31×1.1=-30.041.35Gk+1.4Lk1（3）+（4）-92.25129.83128.43-141.71129.53×1.1=142.48-49.0314.1249.03-14.12-34.76×1.1=-38.24荷载效应种类M/（kN·m）V/kNM/（kN·m）V/kNM/（kN·m）M/（kN·m）V/（kNM/（kN·m）V/（kNM/（kN·m）截面梁端G(G)梁端H(H)跨中梁端H梁端H跨中杆件底层梁GH(GH”)底层梁HH现浇框架柱的内力组合表地震作用1.3Ek效应值（9）-128.45-165.36-19.30-157.00-165.36-79.30-150.8141.28-93.09-184.3341.28-93.09风 荷 载0.9×1.4Ek效应值（8）-14.15-16.52-8.73-17.29-16.52-8.73-21.273.6513.13-25.993.6513.131. 4Wk效应值（7）-15.72-18.35-9.70-19.21-18.35-9.70-23.634.0614.58-28.884.0614.58可 变 荷 载1.2×0.5Lk效应值（6）4.24-86.381.762.12-86.381.76-3.86-127.60-1.61-1.93-127.60-1.610.9×1.4Lk效应值（5）8.90-181.403.704.45-181.403.70-8.10-267.96-3.38-4.06-267.96-3.381.4Lk效应值（4）9.88-201.564.124.94-201.564.12-9.00-297.74-3.75-4.51-297.74-3.75永 久 荷 载1.35Gk效应值（3）39.33-760.1416.3919.67-779.5216.39-36.02-841.47-15.01-18.01-860.91-15.011.2Gk效应值（2）34.96-675.6814.5717.48-692.9014.57-32.02-747.97-13.34-16.01-765.25-13.341.0Gk效应值（1）29.13-563.0712.1414.57-577.4212.14-26.68-623.31-11.12-13.34-637.71-11.21荷载效应种类M/（kN·m）N/kNV/kNM/（kN·m）N/kNV/kNM/（kN·m）N/kNV/kNM/（kN·m）N/kNV/kN截面柱端G(G)柱 端J(J)柱 端H(H)柱