六层框架结构毕业设计.doc

第一章 结构布置及计算简图第一节 设计资料一设计标高：室内设计标高+0.000，室内外高差为450mm。二墙身做法：200mm厚加气混凝土砌块做填充墙;外墙面粉刷5mm厚1:2.5水泥砂浆找平，15mm厚混合砂浆抹面，分两次抹灰，刷801胶素水泥浆一遍，胶水配合比为1:4，总厚度为20mm；内墙面粉刷20mm厚混合砂浆。三楼面做法：铺地砖面层10mm，1:4水泥砂浆结合层20mm，1:3水泥砂浆找平层20mm,板底20mm粉刷抹平厨房与卫生间楼面做法：防滑地砖面层10mm，1:4水泥砂浆结合层30mm，c20细石砼找坡60mm，聚胺脂防水涂层2mm，1:3水泥砂浆找平层20mm，板底20mm厚粉刷抹平。四屋面做法：地砖10mm，1:4水泥砂浆结合层25mm，高分子防水卷材4mm，1:3水泥砂浆找平层20mm，聚苯保温板100mm，1:3水泥砂浆找平层20mm，1:6水泥焦渣找坡80mm，板底20mm厚粉刷抹平。五门窗做法：楼梯入口处为铁门，入户门为钢门，其余为木门，钢窗。六活荷载：上人屋面活荷载2.0kn/m2，楼面活荷载为2.0kn/m2。七梁板柱混凝土采用c30，梁板柱中箍筋及基础底板中采用hpb300级钢筋，梁板柱中纵向受力钢筋均采用hrb335级钢筋。第二节 结构选型一结构选型根据该设计的适用功能和建筑设计要求，采用现浇钢筋混凝土框架结构（横向承重）体系。二其它结构选型（一）屋面：采用现浇钢筋混凝土板作承重结构，屋面板按上人屋面的使用荷载选用。（二）楼面：采用现浇钢筋混凝土板，板厚100。（三）基础：因地质情况良好，故采用柱下独立基础。图1-1 标准层结构平面布置图图12 第5轴传力路径图第三节 截面尺寸估算一框架梁，柱，板截面尺寸横向框架梁截面尺寸估算：h=(1/101/18)l0其中l0为框架梁计算长度。h1=(1/101/18)6600mm=367660mm，取h1=500mm，则b1=250mmh2=(1/101/18)5100mm=283510mm，取h2=400mm，则b2=200mm纵向框架梁截面尺寸估算：h=(1/121/20)l0h3=(1/121/20)6900=345mm575mm，取h3=400mm，则b3=200mmh4=(1/121/20)5100=255mm425mm，取h4=400mm，则b2=200mm框架柱截面尺寸估算：hl0/25，bl0/30柱截面的宽与高通常取为柱高的1/151/20，h120mm,h=1/153000=200mm;b100mm,b=1/203000=150mm;考虑到多层房屋建筑中框架柱截面高度和宽度不宜小于300mm，框架柱截面高宽比为12，柱净高与柱截面高度之比宜大于4，故初步选定柱截面为450450。板厚取100mm。二刚度计算ab跨梁的线刚度：i6ab=(2ec/12)0.250.50.50.5/6.6=7.8910-4ecbc跨梁的线刚度：i6bc=(2ec/12)0.20.40.40.4/5.1=4.1810-4ec底层柱线刚度：i11=(ec/12)0.450.450.450.45/4.5=2.7810-4ec中间层柱线刚度：i12=(ec/12)0.450.450.450.45/3.0=4.1710-4ec图13 计算简图第2章 荷载统计第一节 屋面及楼面永久荷载标准值一屋面框架梁线荷载标准值 屋面做法 厚度（mm) 容重(kn/m3) 重量(kn/m2) 地砖 10 20 0.21:4水泥砂浆结合层 25 20 0.5 高分子防水卷材 4 12 0.051:3水泥砂浆找平层 20 20 0.4 聚苯保温板 100 4 0.41:3水泥砂浆找平层 20 20 0.41:6水泥焦渣找坡 80 15 1.2钢筋混凝土楼板 100 25 2.5板底20厚粉刷抹平 20 17 0.34屋面恒载标准值 6.00ab跨框架梁自重:0.250.525=3.13kn/m两侧粉刷：2（0.5-0.1）0.0217=0.27kn/mbc跨框架梁自重：0.20.425=2.0kn/m两侧粉刷：2（0.4-0.1）0.0217=0.2kn/m故作用在顶层框架梁上的线荷载为：g5ab1=3.4kn/m g5bc1=2.2kn/mg5ab2=6.006.9=41.4kn/m g5bc2=6.006.9=41.4kn/m二.楼面框架梁线荷载标准值 楼面做法 厚度（mm) 容重(kn/m3) 重量(kn/m2) 铺地砖面层 10 20 0.21:4水泥砂浆结合层 20 20 0.41:3水泥砂浆找平层 20 20 0.4钢筋混凝土楼板 100 25 2.5板底20厚粉刷抹平 20 17 0.34楼面恒载标准值 3.84ab跨框架梁及两侧粉刷：3.4kn/mab跨填充墙自重：0.20（3.0-0.5）5.5=2.75kn/m墙面粉刷：（3.0-0.5）0.02217=1.7kn/mbc跨框架梁及两侧粉刷：2.2kn/mbc跨填充墙自重：0.20（3.0-0.4）5.5=2.86kn/m墙面粉刷：（3.0-0.4）0.02217=1.77kn/m故作用在中间层框架梁上的线荷载为：gab1=7.85kn/m gbc1=6.83kn/mgab2=3.846.9=26.50kn/m gbc2=3.846.9=26.50kn/m三.屋面框架节点集中荷载标准值 a边柱连系梁自重：0.20.46.925=13.8kn 粉刷：0.02（0.40-0.10）26.917=1.41kn 1米高女儿墙自重：10.25.56.9=7.59kn 女儿墙粉刷：10.0226.917=11.56kn连系梁传来屋面自重：0.5（6.9+6.9-6.6）0.56.66.00=68.31kn顶层a轴边节点集中荷载：g6a=102.67kn c边柱连系梁自重：0.20.46.925=13.8kn 粉刷：0.02（0.40-0.10）26.917=1.41kn 1米高女儿墙自重：10.25.56.9=7.59kn 女儿墙粉刷：10.0226.17=11.56kn连系梁传来屋面自重：0.5（6.9+6.9-5.1）0.55.16.00=63.50kn顶层c轴边节点集中荷载：g6c=97.86kn 中柱连系梁自重：0.20.46.925=13.8kn 粉刷：0.02（0.40-0.10）26.917=1.41kn连系梁传来屋面荷载：0.5（6.9+6.9-6.6）0.56.66.00=68.31kn 0.5（6.9+6.9-5.1）0.55.16.00=63.50kn顶层b轴中节点集中荷载：g6b=147.02kn四.楼面框架节点集中荷载标准值 a边柱连系梁自重：0.20.46.925=13.8kn 粉刷：0.02（0.40-0.10）26.917=1.41kn 钢窗自重：（2.4+2.1）1.50.45=3.04kn 窗下墙体自重：0.20.96.95.5=6.83kn 粉刷：0.020.926.917=4.22kn 窗边墙体自重：（6.9-2.1-2.4）1.50.25.5=3.96kn 粉刷：（6.9-2.1-2.4）1.50.02217=2.45kn 框架柱自重：0.450.453.025=15.19kn 粉刷：（0.454-0.23）0.023.017=0.82kn连系梁传来楼面自重：0.5（6.9+6.9-6.6）0.56.63.84=45.62kn中间层a轴边节点集中荷载：ga=91.34kn c边柱连系梁自重：0.20.46.925=13.8kn 粉刷：0.02（0.40-0.10）26.917=1.41kn 钢窗自重：（2.4+2.1）1.50.45=3.04kn 窗下墙体自重：0.20.96.95.5=6.83kn 粉刷：0.020.926.917=4.22kn 窗边墙体自重：（6.9-2.1-2.4）1.50.25.5=3.96kn 粉刷：（6.9-2.1-2.4）1.50.02217=2.45kn 框架柱自重：0.450.453.025=15.19kn 粉刷：（0.454-0.23）0.023.017=0.82kn连系梁传来楼面自重：0.5（6.9+6.9-5.1）0.55.13.84=40.64kn中间层c轴边节点集中荷载：gc=86.36kn 中柱连系梁自重：0.20.46.925=13.8kn 粉刷：0.02（0.40-0.10）26.917=1.41kn 内纵墙自重：6.9（3.0-0.4）0.25.5=19.73kn 粉刷：6.9（3.0-0.4）0.02217=12.20kn扣除门洞重加门重：-2.10.90.25.5-2.10.90.02217-1.22.90.25.5-1.22.90.02217=-9.56kn 框架柱自重：0.450.453.025=15.19kn 粉刷：（0.454-0.23）0.023.017=0.82kn连系梁传来屋面荷载：0.5（6.9+6.9-6.6）0.56.63.84=45.62kn 0.5（6.9+6.9-5.1）0.55.13.84=40.64kn中间层b轴中节点集中荷载：gb=133.85kn 图21恒荷载作用下的结构计算简图第二节 楼面活荷载计算一上人屋面活荷载p6ab=2.06.6=13.2kn/m p6bc=2.05.1=10.2kn/mp6a=0.5（6.9+6.9-6.6）0.56.62.0=23.76knp6c=0.5（6.9+6.9-5.1）0.55.12.0=21.17knp6b=0.5（6.9+6.9-6.6）0.56.62.0+0.5（6.9+6.9-5.1）0.55.12.0=44.93kn二楼面活荷载pab=2.06.6=13.2kn/m pbc=2.05.1=10.2kn/mpa=0.5（6.9+6.9-6.6）0.56.62.0=23.76knpc=0.5（6.9+6.9-5.1）0.55.12.0=21.17knpb=0.5（6.9+6.9-6.6）0.56.62.0+0.5（6.9+6.9-5.1）0.55.12.0=44.93kn 图22活荷载作用下的结构计算简图第三节 风荷载计算风压标准值计算公式：=zsz0 因结构高度h=15m30m,可取z=1.0；对矩形平面s=1.3；z可查建筑结构荷载规范。将风荷载换算成作用于框架每层节点上的集中荷载，计算过程如下（z为框架节点至室外地面的高度，a为一榀框架各层节点的受风面积）：表21层次zsz（m）z0（kn/m2）a（m2）pw（kn）51.01.315.50.740.3517.255.8141.01.312.50.740.3520.76.9731.01.39.50.740.3520.76.9721.01.36.50.740.3520.76.9711.01.33.50.740.3522.437.55图23 风荷载作用下结构计算简图第三章 内力计算第一节 恒荷载作用下的内力计算恒荷载（竖向荷载）作用下的内力计算采用分层法，分层法计算简图如下 图31分层法计算简图(a) 图32分层法计算简图(b)屋顶梁上分布荷载由矩形和三角形组成，可将三角形荷载化为等效均布荷载如图（b）,把三角形荷载划作等效均布荷载：g6ab=g5ab1+5g5ab2/8=3.4+541.4/8=29.28kn/mg6bc=g5bc1+5g5bc2/8=2.2+541.4/8=28.08kn/m各杆固端弯矩为：m6ab=g6abl6ab2/12=29.286.62/12=106.29kn.mm6bc=g6bcl6bc2/12=28.085.12/12=60.86kn.m中间层：gab=gab1+5gab2/8=7.85+526.50/8=24.41kn/mgbc=gbc1+5gbc2/8=6.83+526.50/8=23.39kn/m各杆固端弯矩为：mab=gablab2/12=24.416.62/12=88.61kn.mmbc=gbclbc2/12=23.395.12/12=50.70kn.m横梁跨中弯矩计算：m5ab中=0.0963.46.620.06441.46.62=129.63kn.mm5bc中=0.0962.25.120.06441.45.12=74.41kn.mmab中=0.0967.856.620.06426.56.62=106.70kn.mmbc中=0.0966.835.120.06426.55.12=61.17kn.m表31恒荷载弯矩分配表上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.350.650.490.250.260.50.5-106.29106.290.00-60.8660.8637.2069.09-22.26-11.36-11.81-30.43-30.437.38-11.1334.54-2.53-15.22-5.91-5.581.312.44-8.23-4.20-4.375.745.7445.90-45.90110.34-18.09-92.2630.27-30.270.250.260.490.390.20.20.210.340.330.33-88.6188.610.00-50.7050.7022.1523.0443.42-14.78-7.58-7.58-7.96-17.24-16.73-16.7312.407.38-7.3921.71-3.79-2.53-8.62-3.98-10.14-5.58-3.10-3.22-6.07-2.64-1.36-1.36-1.426.706.506.5031.4527.20-58.6692.89-12.72-11.46-68.7036.18-20.37-15.810.250.260.490.390.20.20.210.340.330.33-88.6188.610.00-50.7050.7022.1523.0443.42-14.78-7.58-7.58-7.96-17.24-16.73-16.737.687.38-7.3921.71-2.53-2.53-8.62-3.98-5.58-5.58-1.92-1.99-3.76-3.13-1.61-1.61-1.695.154.994.9927.9128.43-56.3492.40-11.72-11.72-68.9734.63-17.31-17.310.250.260.490.390.20.20.210.340.330.33-88.6188.610.00-50.7050.7022.1523.0443.42-14.78-7.58-7.58-7.96-17.24-16.73-16.737.688.27-7.3921.71-2.53-2.78-8.62-3.98-5.58-6.25-2.14-2.22-4.19-3.04-1.56-1.56-1.635.385.225.2227.6929.08-56.7892.50-11.67-11.92-68.9134.86-17.09-17.770.280.190.530.410.220.220.150.380.370.25-88.6188.610.00-50.7050.7024.8116.8446.96-15.54-8.34-8.34-5.69-19.27-18.76-12.687.680.00-7.7723.48-2.530.00-9.63-2.84-5.580.000.030.020.05-4.64-2.49-2.49-1.703.203.122.1132.5216.85-49.3791.91-13.36-10.83-67.7231.79-21.22-10.57梁端弯矩调幅： 采用调幅系数降低各支座截面弯矩，可按公式m=(1-)me其中不宜超过0.2,取为0.1 图33 框架梁在恒荷载作用下经调幅并算至柱边截面的弯矩图（单位：kn.m） 轴力和剪力的计算剪力公式为;式中volk 、vork简支梁支座左端和右端的剪力标准值，当梁上无荷载作用时，volk =vork=0 mijk、mjik 梁端弯矩标准值。轴力计算公式：n=v+p （v 表示梁端剪力； p 表示节点集中力及柱自重）恒荷载的剪力计算：v5ab=(41.34-99.31)6.60.541.46.6=8.78136.62=127.84knv5ba=(8.78136.62)=145.4knv5bc=(83.03-27.24)5.10.541.45.1=10.94105.57=116.51knv5cb=(10.94105.57)=94.36knv4ab=(52.74-83.25)6.60.526.506.6=4.6287.45=82.83knv4ba=(4.6287.45)=92.07knv4bc=(62.02-31.37)5.10.526.505.1=6.0187.45=93.46knv4cb=(6.0187.45)=81.44knv3ab=(51.10-83.25)6.60.526.506.6=4.8787.45=82.58knv3ba=(4.8787.45)=92.32knv3bc=(62.02-31.37)5.10.526.505.1=6.0187.45=93.46knv3cb=(6.0187.45)=81.44knv2ab=(51.10-83.25)6.60.526.506.6=4.8787.45=82.58knv2ba=(4.8787.45)=92.32knv2bc=(62.02-31.37)5.10.526.505.1=6.0187.45=93.46knv2cb=(6.0187.45)=81.44knv1ab=(44.43-82.72)6.60.526.506.6=5.8087.45=81.65knv1ba=(5.8087.45)=93.25knv1bc=(60.95-28.61)5.10.526.505.1=6.3487.45=93.79knv1cb=(6.3487.45)=81.11kn 图34恒荷载作用下的剪力图（单位：kn）恒荷载轴力计算c轴柱:5层：n5c=梁端剪力纵梁传来恒载+柱自重94.3697.8615.19201.41kn4层：n4c=n5c梁端剪力纵梁传来恒载201.4181.4486.36369.21kn3层：n3c=n4c梁端剪力纵梁传来恒载369.2181.4486.36537.01kn2层：n2c=n3c梁端剪力纵梁传来恒载537.0181.4486.36704.81kn1层：n1c=n2c梁端剪力纵梁传来恒载704.8181.1186.36872.28knb轴柱:5层：n5b=（左右）梁端剪力纵梁传来恒载+柱自重145.4116.51147.0215.19418.12kn4层:n4b=n5b（左右）梁端剪力纵梁传来恒载418.1292.0793.46+133.85737.5kn3层：n3b=n4b（左右）梁端剪力纵梁传来恒载737.592.3293.46133.851057.13kn2层：n2b=n3b（左右）梁端剪力纵梁传来恒载1057.1392.3293.46133.851376.76kn1层：n1b=n2b（左右）梁端剪力纵梁传来恒载1376.7693.2593.79133.851697.65kna轴柱:5层：n5a=梁端剪力纵梁传来恒载+柱自重127.84102.6715.19239.7kn4层：n4a=n5a梁端剪力纵梁传来恒载239.782.8391.34413.87kn3层：n3a=n4a梁端剪力纵梁传来恒载413.8782.5891.34587.79kn2层：n2a=n3a梁端剪力纵梁传来恒载587.7982.5891.34761.71kn1层：n1a=n2a梁端剪力纵梁传来恒载761.7181.6591.34934.7kn 图35恒荷载作用下的轴力图（单位：kn）第二节 活荷载作用下的内力计算顶层屋面活荷载呈三角形分布，把三角形荷载划作等效均布荷载：p6ab=513.2/8=8.63kn/m p6bc=510.2/8=6.38kn/m各杆固端弯矩为：m6ab=p6abl6ab2/12=8.636.62/12=31.33kn.mm6bc=p6bcl6bc2/12=6.385.12/12=13.83kn.m中间层楼面活荷载：pab=513.2/8=8.63kn/m pbc=510.2/8=6.38kn/m各杆固端弯矩为：mab=pablab2/12=8.636.62/12=31.33kn.mmbc=pbclbc2/12=6.385.12/12=13.83kn.m横梁跨中弯矩计算：m5ab中=0.0648.636.62=24.06kn.m m5bc中=0.0646.385.12=10.62kn.mmab中=0.0648.636.62=24.06kn.m mbc中=0.0646.385.12=10.62kn.m表32活荷载弯矩分配表上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.350.650.490.250.260.50.5-8.638.630.00-6.386.383.025.61-1.10-0.56-0.59-3.19-3.190.72-0.552.80-0.15-1.60-0.29-0.70-0.06-0.11-0.52-0.26-0.280.500.503.68-3.689.81-0.98-8.843.39-3.390.250.260.490.390.20.20.210.340.330.33-8.638.630.00-6.386.382.162.244.23-0.88-0.45-0.45-0.47-2.17-2.11-2.111.010.72-0.442.11-0.19-0.15-1.08-0.24-1.06-0.70-0.32-0.33-0.63-0.27-0.14-0.14-0.150.680.660.662.842.63-5.479.60-0.78-0.74-8.084.66-2.51-2.150.250.260.490.390.20.20.210.340.330.33-8.638.630.00-6.386.382.162.244.23-0.88-0.45-0.45-0.47-2.17-2.11-2.110.750.72-0.442.11-0.15-0.15-1.08-0.24-0.70-0.70-0.26-0.27-0.50-0.28-0.15-0.15-0.150.560.540.542.652.70-5.349.58-0.75-0.75-8.094.53-2.27-2.270.250.260.490.390.20.20.210.340.330.33-8.638.630.00-6.386.382.162.244.23-0.88-0.45-0.45-0.47-2.17-2.11-2.110.750.81-0.442.11-0.15-0.17-1.08-0.24-0.70-0.79-0.28-0.29-0.55-0.28-0.14-0.14-0.150.590.570.572.632.76-5.399.59-0.74-0.76-8.094.56-2.24-2.320.280.190.530.410.220.220.150.380.370.25-8.638.630.00-6.386.382.421.644.57-0.92-0.50-0.50-0.34-2.42-2.36-1.600.750.00-0.462.29-0.150.00-1.21-0.17-0.700.00-0.08-0.05-0.15-0.38-0.20-0.20-0.140.330.320.223.081.59-4.679.62-0.85-0.70-8.074.12-2.74-1.38梁端弯矩调幅： 采用调幅系数降低各支座截面弯矩，可按公式m=(1-)me其中不宜超过0.2，取为0.1 图36 框架梁在活荷载作用下经调幅并算至柱边截面的弯矩图（单位：kn.m）活荷载的剪力计算：v5ab=(3.31-8.83)6.60.513.26.6=0.8443.56=42.72knv5ba=(0.8443.56)=44.40knv5bc=(7.96-3.05)5.10.510.25.1=0.9626.01=26.97knv5cb=(0.9626.01)=25.05knv4ab=(4.92-8.64)6.60.513.26.6=0.5643.56=43knv4ba=(0.5643.56)=44.12knv4bc=(7.27-4.19)5.10.510.25.1=0.6026.01=26.61knv4cb=(0.6026.01)=25.41knv3ab=(4.92-8.64)6.60.513.26.6=0.5643.56=43knv3ba=(0.5643.56)=44.12knv3bc=(7.27-4.07)5.10.510.25.1=0.6326.01=26.64knv3cb=(0.6326.01)=25.38knv2ab=(4.92-8.64)6.60.513.26.6=0.5643.56=43knv2ba=(0.5643.56)=44.12knv2bc=(7.27-4.07)5.10.510.25.1=0.6326.01=26.64knv2cb=(0.6326.01)=25.38knv1ab=(4.20-8.64)6.60.513.26.6=0.6743.56=42.89knv1ba=(0.6743.56)=44.23knv1bc=(7.27-3.71)5.10.510.25.1=0.7026.01=26.71knv1cb=(0.7026.01)=25.31kn 图37活荷载作用下的剪力图（单位：kn)活荷载轴力计算c轴柱:5层：n5c=梁端剪力纵梁传来活载25.0521.1746.22kn4层：n4c=n5c梁端剪力纵梁传来活载46.2225.4121.1792.8kn3层：n3c=n4c梁端剪力纵梁传来活载92.825.3821.17139.35kn2层：n2c=n3c梁端剪力纵梁传来活载139.3525.3821.17185.9kn1层：n1c=n2c梁端剪力纵梁传来活载185.925.3121.17232.38knb轴柱:5层：n5b=（左右）梁端剪力纵梁传来活载44.426.9744.93116.35kn4层:n4b=n5b（左右）梁端剪力纵梁传来活载116.3544.1226.61+44.93232.01kn3层：n3b=n4b（左右）梁端剪力纵梁传来活载232.0144.1226.61+44.93347.7kn2层：n2b=n3b（左右）梁端剪力纵梁传来活载347.744.1226.61+44.93463.39kn1层：n1b=n2b（左右）梁端剪力纵梁传来活载463.3944.2326.7144.93579.26kna轴柱:5层：n5a=梁端剪力纵梁传来活载42.7223.7666.48kn4层：n4a=n5a梁端剪力纵梁传来活载66.484323.76133.24kn3层：n3a=n4a梁端剪力纵梁传来活载133.244323.76200kn2层：n2a=n3a梁端剪力纵梁传来活载2004323.76266.76kn1层：n1a=n2a梁端剪力纵梁传来活载266.7642.8923.76333.41kn 图38活荷载作用下的轴力图(单位：kn)第三节 风荷载作用下的内力计算风荷载作用下的内力计算采用d值法。表33 d值计算表层构件名称25层边柱c1.000.331.8348中柱b2.890.593.2804边柱a1.890.492.72447.8396底层边柱c1.500.570.9390中柱b4.340.761.2520边柱a2.840.691.13673.3277表34风荷载作用下层间剪力及侧移计算层数层高（mm）v剪力（kn)u(m)u/h限值530005.817.83960.000077/3000001/5504300012.787.83960.00022/300003300019.757.83960.00031/100002300026.727.83960.00031/100001300034.273.32770.0011/3000风荷载作用下内力计算框架在风荷载下的内力用d值法进行计算。一反弯点的高度：各柱反弯点高度比y按式确定，其中底层柱需考虑修正值，第二层柱需考虑修正值，其余柱均无修正。二根据各柱分配到的剪力及反弯点的位置计算柱端弯矩，再由柱端弯矩根据节点平衡求梁端弯矩。公式为和边跨梁端弯矩为中柱梁端弯矩为风荷载作用下框架结构内力计算过程：表35风载作用下的柱反弯点高度计算表层柱hky0y1y2y3yyh/m5边柱c3.01.000.350000.351.05中柱b3.02.890.450000.451.35边柱a3.01.890.400000.401.204边柱c3.01.000.400000.401.20中柱b3.02.890.450000.451.35边柱a3.01.890.450000.451.353边柱c3.01.000.450000.451.35中柱b3.02.890.500000.501.50边柱a3.01.890.500000.501.502边柱c3.01.000.5000.0500.551.65中柱b3.02.890.5000.0500.551.65边柱a3.01.890.5000.0500.551.651边柱c4.51.500.6000-0.050.552.48中柱b4.54.340.5500-0.050.502.25边柱a4.52.840.5500-0.050.502.25表36风荷载作用下边柱a剪力和梁柱端弯矩计算表层数i/(kn)(n/mm)dim(n/mm)vim（kn）yh/(m)mc上/(knm)mc下/ (knm)mb总/(knm)55.817.83962.72442.031.203.652.443.65412.787.83962.72444.471.357.386.039.82319.757.83962.72446.911.5010.3710.3716.40226.727.83962.72449.351.6512.6215.4322.99134.273.32771.136711.652.2526.2126.2141.64表37风荷载作用下中柱b剪力和梁柱端弯矩计算表层数i/(kn)(n/mm)dim(n/mm)vim（kn）yh/(m)mc上/(knm)mc下/ (knm)mb左(knm)mb右/(knm)55.817.83963.28042.441.354.033.292.621.41412.787.83963.28045.371.358.867.257.904.25319.757.83963.28048.301.5012.4512.4512.816.89226.727.83963.280411.221.6515.1518.5117.949.66134.273.32771.252013.022.2529.3029.3031.0816.73表38风荷载作用下中柱c剪力和梁柱端弯矩计算表层数i/(kn)(n/mm)dim(n/mm)vim（kn）yh/(m)mc上/(knm)mc下/ (knm)mb总/(knm)55.817.83961.83481.341.052.611.412.61412.787.83961.83482.941.205.293.536.70319.757.83961.83484.541.357.496.1311.02226.72