土木工程钢筋混凝土框架结构毕业设计

'土木工程钢筋混凝土框架结构毕业设计一、建筑设计1建筑概况:1.1设计题目：菏泽市牡丹区政府办公楼21.2建筑面积：9442.4m1.3建筑总高度：38.1m1.4建筑层数：地上主体十层，地下一层1.5结构类型：框架结构2工程概况：2该办公楼为框架结构体系，建筑面积约9442.4m，走廊宽度2.7m,地下室层高3.0m，一层层高4.2m，其它层高3.6m，室内外高差0.9m。3设计资料：3.1设计标高:室外地坪绝对标高为45.0m,外高差600mm3.2基本风压：0.4KN/m23.3基本雪压：0.30KN/m23.4建筑场地类别：Ⅱ类场地土；3.5工程做法：屋面：屋28卷材防水膨胀珍珠岩保温屋面20mm厚1:3水泥砂浆抹平压光1×1m分格4mm厚（一层）高聚物改性沥青卷材防水层满涂胶黏剂一层3mm厚高聚物改性沥青二布四涂防水层30mm厚1:3水泥砂浆Φ4@200双向配筋，6×6m分格，缝宽10，油膏嵌缝100mm厚憎水膨胀珍珠岩块保温层1:8水泥膨胀珍珠岩找坡2%最薄处40厚100mm厚现浇钢筋混凝土屋面板楼面：楼17铺地砖楼面8-10mm厚铺地砖，稀水泥浆填缝撒素水泥面（洒适量清水）25mm厚1:2干硬性水泥砂浆结合层刷素水泥砂浆一道100mm厚现浇钢筋混凝土楼板地下室地面100mm厚钢筋混凝土底板40mm厚c20细石混凝土保护层 卷材防水层基层处理剂20mm厚1:3水泥砂浆找平层100mm厚c10混凝土垫层素土夯实地下室墙面200mm厚钢筋混凝土墙20mm厚1:3水泥砂浆找平层基层处理剂卷材防水层刷粘结剂撒粘沙粒20mm厚1:3水泥砂浆保护层保护墙板外墙：外墙42彩色聚氨酯外保温墙面刷混凝土界面处理剂一道6mm厚1:3水泥砂浆打底扫毛7mm厚1:2.5水泥砂浆找平扫毛1.5mm厚聚氨酯胶粘贴30mm厚发泡聚氨酯块500X3007mm厚聚合物砂浆保护层刷外墙涂料内墙：内墙11水泥砂浆抹面刷混凝土界面处理剂一道5mm厚1:3水泥砂浆打底扫毛9mm厚1：1:6水泥石灰膏砂浆扫毛6mm厚1:2.5水泥砂浆压实抹光喷内墙涂料顶棚：棚4抹灰顶棚钢筋混凝土板底用水加10%火碱清洗油腻刷素水泥浆一道6mm厚1:0.5:1水泥石灰膏砂浆打底7mm厚1:3:9水泥石灰膏砂浆抹平3mm厚麻刀（纸筋）灰罩面腻子刮平喷涂料三遍散水：散3细石混凝土散水60mm厚c20细石混凝土撒1:1水泥细砂压实抹光150mm厚3:7灰土夯实素土夯实踢脚：踢4水泥砂浆踢脚刷混凝土界面处理剂一道9mm厚2:1:8水泥石灰膏砂浆打底扫毛7mm厚1：1：6水泥石灰砂浆找平扫毛7mm厚1:2.5水泥砂浆压实抹光墙裙：裙3水泥砂浆墙裙 刷混凝土界面处理剂一道9mm厚1：1:6水泥石灰膏砂浆打底扫毛6mm厚1:3水泥砂浆找平扫毛5mm厚1:2.5水泥砂浆压实抹光门窗：门厅处为玻璃门，其余为门木门，窗户为钢框玻璃窗。3.6活荷载不上人屋面0.5KN/m2组合值ψc=0.7楼面2.0KN/m2组合值ψc=0.7走廊2.5KN/m2组合值ψc=0.74建筑要求建筑等级:耐火等级为Ⅱ级设计使用年限50年5建筑细部设计5.1建筑热工设计应做到因地制宜，保证室内基本的热环境要求，发挥投资的经济效益。5.2建筑体型设计应有利于减少空调与采暖的冷热负荷，做好建筑围护结构的保温和隔热，以利节能。5.3采暖地区的保温隔热标准应符合现行的《民用建筑节能设计标准》的规定。5.4室内应尽量利用天然采光。5.5为满足防火和安全疏散要求，设有三部楼梯，两部楼梯。二、结构设计1、结构选型及布置1.1结构选型框架结构承载能力高，抗震性能较好，可以满足对大空间的需要，布置灵活，由设计要求可确定，本工程采用框架结构。 图1.1结构平面布置图1.2梁板柱截面尺寸的选择1.2.1框架梁11边跨：h=~l=780~975mm取h=800mm81011b=(~)h=200~320mm取b=300mm2.54中跨取300mm300mm纵向框架梁bh=300mm700mm次梁bh=200mm500mm3.2.2板11hl短=3300=82.5mm取100mm4040地下室板厚200mm3.2.3柱截面尺寸800×800mm3.3计算简图假定基础顶面离地下室地面为500mm，地下室层高3.0m，一层室内外高差为900mm，则底层计算高度为3.0+0.5=3.5m，一层为4.2m，其他层为3.6m。各梁柱构件的线刚度经计算后标于图1.2中，其中求梁截面惯性矩时考虑到现浇楼板 I=2I，（I为不考虑楼板翼缘作用的截面惯性矩）,00梁、板采用C30混凝土，E=3.0×104N/mm2c柱子采用C40混凝土，E=3.25×104N/mm2c梁线刚度：AB、CD跨梁：截面尺寸300×800mm431EcIEc2I03.0×10×2.0×300×800×125i====1.02×10KN·mll7500BC跨梁：截面尺寸300×300mm431EcIEc2I03.0×10×2.0×300×300×125i====0.12×10KN·mll3300柱线刚度：柱截面尺寸800×800mm431EcI3.25×10×800×800×125底层柱：i===3.17×10KN·ml3500431EcI3.25×10×800×800×125一层柱：i===2.64×10KN·ml4200431EcI3.25×10×800×800×125其他柱：i===3.08×10KN·ml3600 图1.2框架结构计算简图单位：105KN·m2.荷载统计2.1屋面荷载2.1.1屋面恒荷载屋面框架梁线荷载标准值16mm厚抹灰顶棚（0.006+0.007×17+0.003×16=0.27KN/m2100mm厚现浇钢筋混凝土屋面板0.1×25=2.5KN/m21:8水泥膨胀珍珠岩找坡2%最薄处40厚0.06×15=0.9KN/m2100mm厚憎水膨胀珍珠岩块保温层0.1×4=0.4KN/m230mm厚1:3水泥砂浆Φ4@200双向配筋，6×6m分格，缝宽10，油膏嵌缝0.03×20=0.6KN/m23mm厚高聚物改性沥青二布四涂防水层0.05KN/m24mm厚（一层）高聚物改性沥青卷材防水层0.05KN/m220mm厚1:3水泥砂浆抹平压光1×1m分格0.02×20=0.4KN/m2合计：屋面板恒荷载5.17KN/m22.1.2屋面活荷载不上人屋面0.5KN/m22.2楼面荷载2.2.11-9层楼面恒荷载16mm厚抹灰顶棚（0.006+0.007×17+0.003×16=0.27KN/m2100mm厚现浇钢筋混凝土屋面板0.1×25=2.5KN/m225mm厚1:2干硬性水泥砂浆结合层0.025×20=0.5KN/m28mm厚铺地砖，稀水泥浆填缝0.008×19.8=0.16KN/m2合计：楼面板恒荷载3.43KN/m22.2.2底层楼面恒荷载16mm厚抹灰顶棚（0.006+0.007×17+0.003×16=0.27KN/m2200mm厚现浇钢筋混凝土屋面板0.2×25=5.0KN/m225mm厚1:2干硬性水泥砂浆结合层0.025×20=0.5KN/m28mm厚铺地砖，稀水泥浆填缝0.008×19.8=0.16KN/m2合计：楼面板恒荷载5.93KN/m2 2.2.3楼面活荷载走廊2.5KN/m2其它2.5KN/m22.3墙体标准荷载200mm厚加气混凝土砌块：0.2×5.5=1.1KN/m2内墙面：5mm厚1:3水泥砂浆打底扫毛0.005×20=0.1KN/m29mm厚1:1:6水泥石灰膏砂浆扫毛0.009×17=0.16KN/m26mm厚1:2.5水泥砂浆压实抹光0.006×20=0.12KN/m2小计0.38KN/m2外墙面：6mm厚1:3水泥砂浆打底扫毛0.006×20=0.12KN/m27mm厚1:2.5水泥砂浆找平扫毛0.007×20=0.14KN/m21.5mm厚聚氨酯胶粘贴30mm厚发泡聚氨酯块500X300（0.03+0.0015）×0.5=0.02KN/m27mm厚聚合物砂浆保护层0.007×20=0.14KN/m2小计0.42KN/m2墙体合计：外墙0.42+1.1+0.38=1.90KN/m2内墙0.38×2+1.1=1.86KN/m22.4门窗标准荷载钢框玻璃窗0.45KN/m2木门0.2KN/m22.5计算单元 2.6框架恒载标准值2.6.1均布荷载标准值2.6.1.1屋面框架梁线荷载：屋面传来：gAB1=gCD1=5.17×3.3=17.06KN/mgBC1=5.17×2.7=13.96KN/m梁自重：AB、CD跨梁自重1.1×0.3×0.8×25=6.6KN/mgAB2=gCD2=6.6KN/mBC跨梁自重1.1×0.3×0.3×25=2.48KN/mgBC2=2.48KN/m2.6.1.21-9层楼面框架梁线荷载标准值：楼面传来：gAB1=gCD1=3.43×3.3=11.32KN/mgBC1=3.43×2.7=9.26KN/m梁自重： AB、CD跨梁自重1.1×0.3×0.8×25=6.6KN/mAB、CD跨加气混凝土砌块墙自重（3.6−0.8）×1.86=5.21KN/mgAB2=gCD2=11.81KN/mBC跨梁自重1.1×0.3×0.3×25=2.48KN/mgBC2=2.48KN/m2.6.1.3地下室楼面框架梁线荷载标准值：楼面传来：gAB1=gCD1=5.93×3.3=19.57KN/mgBC1=5.93×2.7=16.01KN/m梁自重：AB、CD跨梁自重1.1×0.3×0.8×25=6.6KN/mAB、CD跨加气混凝土砌块墙自重（4.2−0.8）×1.86=6.33KN/mgAB2=gCD2=12.93KN/mBC跨梁自重1.1×0.3×0.3×25=2.48KN/mgBC2=2.48KN/m2.6.2集中荷载标准值2.6.2．1屋面框架节点A、D柱：边柱连系梁自重1.1×0.3×0.7×6.6×25=38.12KN0.6m女儿墙自重1.9×0.6×6.6=7.53KN连系梁传来屋面重2×1×3.3×1×3.3×5.17=28.15KN22次梁自重1.1×2×1×0.2×0.5×7.8×25=10.73KN4次梁传来屋面重（7.8+7.8−3.3）×3.3/2×5.17=52.46KN2GA=GD=136.99KNB、C柱：连系梁自重1.1×0.3×0.7×6.6×25=38.12KN连系梁传来屋面重6.6+6.6−2.7×2.7/2×5.17+2×1×3.3×1×3.3×5.17=22264.79KN 次梁自重1.1×2×1×0.2×0.5×7.8×25=10.73KN4次梁传来屋面重（7.8+7.8−3.3）×3.3/2×5.17=52.46KN2GB=GC=166.10KN2.6.2．21-9层楼面框架节点A、D柱：边柱连系梁自重1.1×0.3×0.7×6.6×25=38.12KN连系梁传来楼面重2×1×3.3×1×3.3×3.43=18.68KN22次梁自重1.1×2×1×0.2×0.5×7.8×25=10.73KN4次梁传来楼面重（7.8+7.8−3.3）×3.3/2×3.43=34.81KN2钢窗自重2×1.8×1.8×0.45=2.92KN窗下墙重2×（3.3−0.4）×0.9×1.9=9.92KN窗边墙重2×（3.3−0.4−1.8）×1.8×1.9=7.53KN框架柱自重1.1×0.8×0.8×3.6×25=63.36KNGA=GD=186.07KNB、C柱：连系梁自重1.1×0.3×0.7×6.6×25=38.12KN连系梁传来楼面重6.6+6.6−2.7×2.7/2×3.43+2×1×3.3×1×3.3×3.43222=42.99KN次梁自重1.1×2×1×0.2×0.5×7.8×25=10.73KN4次梁传来楼面重（7.8+7.8−3.3）×3.3/2×3.43=34.81KN2墙重2×[（3.3−0.4)×(3.6−0.7)×1.86−1.0×2.1×1.86]=23.47KN木门重2×1.0×2.1×0.2=0.84KN框架柱自重1.1×0.8×0.8×3.6×25=63.36KNGB=GC=214.32KN2.6.2．3地下室楼面框架节点 A柱：边柱连系梁自重1.1×0.3×0.7×6.6×25=38.12KN连系梁传来楼面重2×1×3.3×1×3.3×5.93=32.29KN22次梁自重1.1×2×1×0.2×0.5×7.8×25=10.73KN4次梁传来楼面重（7.8+7.8−3.3）×3.3/2×5.93=60.17KN2窗重1.8×2.4×0.45+1.0×2.4×0.45=3.03KN门重1.0×2.1×0.45=0.95KN钢窗自重2×1.8×1.8×0.45=2.92KN墙重3.3−1.8−0.4×2.4×1.9+3.3−0.4×0.9×1.9+0.5×2.4×1.9+1.5×0.9×1.9+[1.3×4.2−0.7−1.0×2.1]×1.9=19.48KN框架柱自重1.1×0.8×0.8×4.2×25=73.92KNGA=238.69KND柱：边柱连系梁自重1.1×0.3×0.7×6.6×25=38.12KN连系梁传来楼面重2×1×3.3×1×3.3×5.93=32.29KN22次梁自重1.1×2×1×0.2×0.5×7.8×25=10.73KN4次梁传来楼面重（7.8+7.8−3.3）×3.3/2×5.93=60.17KN2窗重2×1.8×2.4×0.45=3.89KN墙重2×3.3−0.4×0.9×1.90+2×（3.3−0.4−1.8）×2.4×1.9=19.95KN框架柱自重1.1×0.8×0.8×4.2×25=73.92KNGD=239.07KNB、C柱：连系梁自重1.1×0.3×0.7×6.6×25=38.12KN连系梁传来屋面重6.6+6.6−2.7×2.7/2×5.93+2×1×3.3×1×3.3×5.93222=74.32KN 次梁自重1.1×2×1×0.2×0.5×7.8×25=10.73KN4次梁传来屋面重（7.8+7.8−3.3）×3.3/2×5.93=60.17KN2墙重2×[（3.3−0.4)×(4.2−0.7)×1.86−1.0×2.1×1.86]=29.95KN木门重2×1.0×2.1×0.2=0.84KN框架柱自重1.1×0.8×0.8×4.2×25=73.92KNGB=GC=288.05KN2.6.3恒荷载作用下计算简图2.7框架活荷载标准值2.7.1均布活荷载2.7.1．1屋面均布活荷载qAB=qCD=0.5×3.3=1.65KN/mqBC=0.5×2.7=1.35KN/m 2.7.1．1楼面均布活荷载qAB=qCD=2.0×3.3=6.6KN/mqBC=2.5×2.7=6.75KN/m2.7.2集中活荷载2.7.2.1屋面集中荷载A、D柱连系梁传来屋面活载2×1×3.3×1×3.3×0.5=2.73KN22次梁传来屋面活载（7.8+7.8−3.3）×3.3/2×0.5=5.08KN2qA=qD=7.81KNB、C柱连系梁传来屋面活载6.6+6.6−2.7×2.7/2×0.5+2×1×3.3×221×3.3×0.5=6.27KN2次梁传来屋面活载（7.8+7.8−3.3）×3.3/2×0.5=5.08KN2qB=qC=11.35KN2.7.2.2楼面集中荷载A、D柱连系梁传来屋面活载2×1×3.3×1×3.3×2.0=10.89KN22次梁传来屋面活载（7.8+7.8−3.3）×3.3/2×2.0=20.30KN2qA=qD=31.19KNB、C柱连系梁传来屋面活载6.6+6.6−2.7×2.7/2×2.5+2×1×3.3×221×3.3×2.0=28.61KN2次梁传来屋面活载（7.8+7.8−3.3）×3.3/2×2.0=20.30KN2qB=qC=48.91KN2.7.3活荷载作用下计算简图 2.8框架风荷载基本风压：ξ地面粗糙程度为C类，风荷载体型系数：μs=0.8+0.5=1.3,βZ:因结构高度H=38.1m30且H/B=38.1/18.5=2.061.5且忽略扭转影响，根据荷载规范得βZ=1+ξvφZ/μZ结构为钢筋混凝土框架结构−3H2−338.12T1=0.25+0.53×10×=0.25+0.53×10×=0.429sB18.5wT2=0.62×0.40×0.4292=0.05,01查荷载规范得脉动增大系数ξ=1.18结构迎风面宽度较大且外形、质量沿高度比较均匀，H=38.1m，H/B=38.1/46.4=0.8，查荷载规范得脉动影响系数v=0.42 风荷载计算层μsZμZw0ξVZ/HφZβZ=1+wK=q=6.6FK次(m)ξvφZβ/ZμsμZw0×wK（KN）（KN/m2）(KN/m)μZ101.337.51.100.401.180.420.980.9721.440.8245.43813.0591.337.51.100.401.180.420.980.9721.440.8245.43819.5881.330.31.000.401.180.420.800.7401.370.7124.69918.2571.330.31.000.401.180.420.800.7401.370.7124.69916.9261.323.10.890.401.180.420.610.4721.260.5833.84815.3851.323.10.890.401.180.420.610.4721.260.5833.84813.8541.315.90.760.401.180.420.420.2921.190.4703.10212.5131.315.90.760.401.180.420.420.2921.190.4703.10211.1721.38.70.740.401.180.420.230.1071.070.4122.71910.4811.38.70.740.401.180.420.230.1071.070.4122.71910.60-11.38.70.740.401.180.420.230.1071.070.4122.7198.16左风荷载图 3.内力分析3.1恒载计算（分层法）3.1．1除底层外其他各层柱的线刚度均乘以0.9的折减系数修正后的线刚度 3.1．2化为等效荷载顶层：梯形荷载等效为均布荷载3.3α1=0.5×=0.2127.8g"=g"=g+1−2α2+α3gABCDAB211AB1=6.6+1−2×0.2122+0.2123×17.06=22.29KN/m三角形等效为均布荷载"55gBC=gBC2+8×gBC1=2.48+8×13.96=11.21KN/m中间层g"=g"=11.81+1−2×0.2122+0.2123×11.32=22.22KN/mABCD"5g=2.48+×9.26=8.27KN/mBC8底层 g"=g"=12.93+1−2×0.2122+0.2123×19.57=30.93KN/mg"=ABCDBC52.48+×16.01=12.49KN/m83.1．3弯矩计算底层:结构内力可用弯矩分配法计算并利用结构对称性取二分之一结构计算。各杆的固端弯矩：1"212MAB=−12gABlAB=−12×22.29×7.5=−104.48KN·m1"213.321"2MBC"=−3gBCl中=−3×11.21×(2)=−10.17KN·mMC"B=−6gBCl中=−13.32×11.21×()=−5.09KN·m62中间层： 1"212MAB=−12gABlAB=−12×22.22×7.5=−104.16KN·m1"213.321"2MBC"=−3gBCl中=−3×8.27×(2)=−7.51KN·mMC"B=−6gBCl中=−13.32×8.27×()=−3.75KN·m62 一层1"212MAB=−12gABlAB=−12×22.22×7.5=−104.16KN·mMBC"=1"213.321"21−3gBCl中=−3×8.27×(2)=−7.51KN·mMC"B=−6gBCl中=−6×3.328.27×()=−3.75KN·m2 底层1"212MAB=−12gABlAB=−12×30.93×7.5=−144.98KN·mMBC"=1"213.32−3gBCl中=−3×12.49×(2)=−11.33KN·mMC"B=−1"213.32gl=−×12.49×()=−5.67KN·m6BC中62 将各层分层法求得的弯矩图叠加，叠加后框架各节点弯矩不能达到平衡，故将节点不平衡弯矩再分配一次进行修正顶层：九层： 中间层 二层 一层3.1.4内力图3.1.4．1弯矩图 3.1.4．2剪力图 3.1.4．3轴力图 3.2活载计算（分层法）活荷载采用满跨布置方式，梁跨中弯矩应乘以1.2的系数予以扩大，利用分层法计算。3.2．1化为等效荷载顶层：梯形荷载等效为均布荷载3.3α1=0.5×=0.2127.8q"=q"=1−2α2+α3q=1−2×0.2122+0.2123×1.65=1.52KN/mABCD11AB三角形等效为均布荷载"55qBC=8×qBC=8×1.35=0.84KN/m其它层q"=q"=1−2×0.2122+0.2123×6.6=6.07KN/mABCD"5q=×6.75=4.22KN/mBC83.2．2弯矩计算结构内力可用弯矩分配法计算并利用结构对称性取二分之一结构计算。底层:各杆的固端弯矩：1"212MAB=−12qABlAB=−12×1.52×7.5=−7.13KN·mMBC"=−1"213.321"213qBCl中=−3×0.84×(2)=−0.76KN·mMC"B=−6qBCl中=−6× 3.320.84×()=−0.38KN·m2中间层各杆的固端弯矩：1"212MAB=−12qABlAB=−12×6.07×7.5=−28.45KN·mMBC"=1"213.32−3qBCl中=−3×4.22×(2)=−3.83KN·mMC"B=−1"213.32ql=−×4.22×()=−1.91KN·m6BC中62 一层各杆的固端弯矩：1"212MAB=−12qABlAB=−12×6.07×7.5=−28.45KN·mMBC"=1"213.32−3qBCl中=−3×4.22×(2)=−3.83KN·mMC"B=− 1"213.32ql=−×4.22×()=−1.91KN·m6BC中62底层各杆的固端弯矩：1"212MAB=−12qABlAB=−12×6.07×7.5=−28.45KN·mMBC"= 1"213.32−3qBCl中=−3×4.22×(2)=−3.83KN·mMC"B=−1"213.32ql=−×4.22×()=−1.91KN·m6BC中62将各层分层法求得的弯矩图叠加，叠加后框架各节点弯矩不能达到平衡，故将节点不平衡弯矩再分配一次进行修正顶层 九层中间层 二层 一层 底层 3.2.3内力图3.2.3．1弯矩图 3.2.3．2剪力图 3.2.3．2轴力图 3.3风荷载计算（D值法） 3.3.1梁柱线刚度3.3.2框架柱剪力标准值计算层数柱号KαcDi=αcicVi=Di/Di×Vj（Vj）10A、D0.3310.1420.4373.11V10=13.05B、C0.3700.1560.4803.429A、D0.3310.1420.4377.77V9=32.63B、C0.3700.1560.4808.548A、D0.3310.1420.43712.12V8=50.88B、C0.3700.1560.48013.327A、D0.3310.1420.43716.16V7=67.80B、C0.3700.1560.48017.746A、D0.3310.1420.43719.82 V6=83.18B、C0.3700.1560.48021.775A、D0.3310.1420.43723.12V5=97.03B、C0.3700.1560.48025.394A、D0.3310.1420.43726.10V4=109.54B、C0.3700.1560.48028.673A、D0.3310.1420.43728.76V3=120.71B、C0.3700.1560.48031.592A、D0.3310.1420.43731.26V2=131.19B、C0.3700.1560.48034.341A、D0.3860.1620.42833.79V1=141.79B、C0.4320.1780.47037.11-1A、D0.3220.3541.12236.96V−1=149.95B、C0.3600.3641.15438.013.3.3框架柱的反弯点高度计算层数第十层（n=11，j=11，h=3.6m）柱号Ky0y1α2y2α3y3yh=y0+y1+y2+y3hA、D0.3310.130-01.000.47B、C0.3700.170-01.000.61第九层（n=11，j=10，h=3.6m）A、D0.3310.2701.001.000.97B、C0.3700.2901.001.001.04第八层（n=11，j=9，h=3.6m）A、D0.3310.3201.001.001.15B、C0.3700.3401.001.001.22第七层（n=11，j=8，h=3.6m）A、D0.3310.3701.001.001.33B、C0.3700.3901.001.001.40第六层（n=11，j=7，h=3.6m） A、D0.3310.4201.001.001.51B、C0.3700.4401.001.001.58第五层（n=11，j=6，h=3.6m）A、D0.3310.4201.001.001.51B、C0.3700.4401.001.001.58第四层（n=11，j=5，h=3.6m）A、D0.3310.4201.001.001.51B、C0.3700.4401.001.001.58第三层（n=11，j=4，h=3.6m）A、D0.3310.4501.001.001.62B、C0.3700.4501.001.001.62第二层（n=11，j=3，h=3.6m）A、D0.3310.5001.001.17-0.031.69B、C0.3700.5001.001.17-0.021.73第一层（n=11，j=2，h=4.2m）A、D0.3860.5600.8600.8302.35B、C0.4320.5500.8600.8302.31地下一层（n=11，j=1，h=3.5m）A、D0.3220.8401.20.04-03.08B、C0.3600.8201.20.02-02.943.3.4各柱柱端弯矩层数柱号ViYhMh−yhM下上10A、D3.110.471.463.139.73B、C3.420.612.092.9910.239A、D7.770.797.542.6320.44B、C8.541.048.882.5621.868A、D12.121.1513.942.4529.69B、C13.321.2216.252.3831.70 7A、D16.161.3321.492.2736.68B、C17.741.4024.842.2039.036A、D19.821.5129.932.0941.42B、C21.771.5834.402.0243.985A、D23.121.5134.912.0948.32B、C25.391.5840.122.0251.294A、D26.101.5139.412.0954.55B、C28.671.5845.302.0257.913A、D28.761.6246.591.9856.94B、C31.591.6251.181.9862.552A、D31.261.6952.831.9159.71B、C34.341.7359.411.8764.221A、D33.792.3579.411.8562.51B、C37.112.3185.721.8970.14-1A、D36.963.08113.840.4215.52B、C38.012.94111.750.5621.293.3.5利用节点平衡计算梁端弯矩层数梁编号梁左ML梁右MR10AB9.739.15BC1.081.089AB21.9021.43BC2.522.528AB37.2336.31BC4.274.277AB50.6249.46BC5.825.826AB62.9161.58BC7.247.24 5AB78.2576.67BC9.029.024AB89.4687.71BC10.3210.323AB96.3596.50BC11.3511.352AB106.30103.25BC12.1512.151AB115.34115.91BC13.6413.64-1AB94.9395.75BC11.2611.263.3.6风荷载作用下侧移计算层数层高Vjic柱号KαC12icVj∆ujDjk=αC2∆uj=hjDjkhjhj103.613.053.08×105A、D0.3310.1424.05×1047.68×10−52.13×10−5B、C0.3700.1564.05×10493.632.633.08×105A、D0.3310.1424.05×1041.92×10−45.33×10−5B、C0.3700.1564.05×10483.650.883.08×105A、D0.3310.1424.05×1042.99×10−48.31×10−5B、C0.3700.1564.05×10473.667.803.08×105A、D0.3310.1424.05×1043.99×10−41.11×10−4B、C0.3700.1564.05×10463.683.183.08×105A、D0.3310.1424.05×1044.89×10−41.36×10−4B、C0.3700.1564.05×10453.697.033.08×105A、D0.3310.1424.05×1045.71×10−41.59×10−4 B、C0.3700.1564.05×10443.6109.543.08×105A、D0.3310.1424.05×1046.44×10−41.79×10−4B、C0.3700.1564.05×10433.6120.713.08×105A、D0.3310.1424.05×1047.10×10−41.97×10−4B、C0.3700.1564.05×10423.6131.193.08×105A、D0.3310.1424.05×1047.72×10−42.14×10−4B、C0.3700.1564.05×10414.2141.792.64×105A、D0.3860.1624.05×1041.16×10−32.76×10−4B、C0.4320.1784.05×104-13.5149.953．17×105A、D0.3220.3541.10×1053.36×10−49.6×10−5B、C0.3600.3641.13×105∆uj1−3查规范的<=1.83×10，由表格得都满足要求。hj5503.3.6风荷载作用下内力图3.3.6．1弯矩图 3.3.6．2剪力图 3.3.6．3轴力图 4、框架内力组合 根据以上内力计算的结果，即可进行框架各梁柱各控制控制截面上的内力组合，梁的控制截面为梁端柱边，及跨中，柱的控制截面为柱上，柱下。分别按框架梁内力组合与框架柱内力组合进行计算，具体计算过程及结果见表：4.1框架梁内力组合：内力组合恒活左风右风恒+0.9恒+0.9恒+0.7恒+0.7恒+左恒+右恒+活（活+（活+活+0.6活+0.6风风左风）右风）左风右风截在此处键入公式。面内梁1.35①位力SQKSWK1SWK2控制内编+0.7置1.35①力号1②③④1.2①1.2①×1.4②+0.71.2①1.2①1.2①+0.9×+0.9×1+×1.4②+1.4②+1.4③+1.4④1.4(②.4(②++0.6+③)④)×1.4④0.6×1.4③A10梁M-89.68-6.659.73-9.73-116.93--121.24--128.25--135.76-135.7B10左6V83.095.69-2.522.52107.67-103.24-110.05-119.86119.86跨M74.835.880.30-0.3098.0390.22-97.58-107.03-107.03中梁M-93.38-6.76-9.159.15-121.52-124.87--132.10--140.37--140.3右7V-84.08-5.71-2.522.52-108.89-104.42--111.27--121.22--121.22B10梁M-11.65-0.821.08-1.08-15.13--15.49--16.37--17.44-17.44C10左V18.501.39-0.650.6524.15-23.11-24.77-26.8826.88跨M-3.60-0.4000-4.88--4.32--4.82--5.25-5.25中A9梁M-98.81-26.321.90-21.9-155.42--149.23--179.33--177.58-179.3B9左203V83.1922.65-5.785.78131.54-107.92-135.65-139.36139.36跨M63.3123.620.23-0.23109.0476.29-106.02-108.81-109.04中梁M-99.83-27.3-21.421.4-157.78-149.80--180.98--179.36--180.9右1338V-83.46-22.8-5.785.78-132.17-108.24--136.25--139.94--139.974B9梁M-8.11-4.042.52-2.52-15.39--13.26--18.00--17.02-18.00 C9左V13.656.96-1.531.5326.12-18.52-27.08-26.5327.08跨M-3.14-2.0400-6.62-3.77--6.34--6.24--6.62中A8梁M-97.58-26.537.23-37.2-154.25--169.22--197.45--189.02-197.4B8左435V83.1422.66-9.819.81131.49-113.50-140.68-142.69142.69跨M64.3623.400.49-0.49109.9977.92-107.33-110.23-110.23中梁M-98.96-27.2-36.336.3-156.94-169.59--198.88--190.83--198.8右8118V-83.51-22.8-9.819.81-132.22-113.51--141.38--143.38--143.368B8梁M-8.24-4.024.27-4.27-15.52--15.87--20.33--18.65-20.33C8左V13.656.96-2.592.5926.12-20.01-28.41-27.4228.41跨M-3.01-2.0600-6.50--3.61--6.21--6.08-6.50中A7梁M-97.58-26.550.62-50.6-154.25--187.96--214.32--200.26-214.3B7左422V83.1422.66-13.313.3131.49-118.44-145.13-145.65145.6544跨M64.3623.400.53-0.53109.9977.97-107.38-110.26-110.26中梁M-98.96-27.2-49.449.4-156.94-188.00--215.44--201.88--215.4右8664V-83.15-22.8-13.313.3-132.22-118.46--145.39--145.86--145.86446B7梁M-8.24-4.025.82-5.82-15.52--18.04--22.29--19.95-22.29C7左V13.656.96-3.533.5326.12-21.32-29.60-28.1229.60跨M-3.01-2.0600-6.50-3.61--6.21--6.08--6.50中A6梁M-97.58-26.562.91-62.9-154.25--205.17--229.80--210.59-229.8B6左410V83.1422.66-16.616.6131.49-123.01-149.24-148.39149.2400跨M64.3623.400.66-0.66109.9978.16-107.55-110.37-110.37中梁M-98.96-27.2-61.561.5-156.94-204.96--230.72--212.06--230.7右8882V-83.15-22.8-16.616.6-132.22-123.02--149.50--148.60--149.56000B6梁M-8.24-4.027.24-7.24-15.52--20.02--24.08--21.15-24.08C6左V13.656.96-4.394.3926.12-22.53-30.68-28.9430.68跨M-3.01-2.0600-6.50--3.61--6.21--6.08-6.50 中A5梁M-97.58-26.578.25-78.2-154.25--226.65--249.13--223.47-249.1B5左453V83.1422.66-20.620.6131.49-128.69-154.35-151.80154.3566跨M64.3623.400.83-0.83109.9978.39-107.76-110.52-110.52中梁M-98.96-27.2-76.676.6-156.94-226.09--249.73--224.73--249.7右8773V-83.15-22.8-20.620.6-132.22-128.70--154.62--152.01--154.66662B5梁M-8.24-4.029.02-9.02-15.52--22.52--26.32--22.64-26.32C5左V13.656.96-5.475.4726.12-24.04-32.04-29.8432.04跨M-3.01-2.0600-6.50--3.61--6.21--6.08-6.50中A4梁M-97.58-26.589.46-89.4-154.25--242.34--263.26--232.89-263.2B4左466V83.1422.66-23.623.6131.49-132.84-158.08-154.29158.0822跨M64.3623.400.94-0.94109.9978.55-107.90-110.61-110.61中梁M-98.96-27.2-87.787.7-156.94-241.55--263.64--234.01--263.6右8114V-83.15-22.8-23.623.6-132.22-132.85--158.34--154.50--158.36224B4梁M-8.24-4.0210.32-10.3-15.52--24.34--27.96--23.73-27.96C4左2V13.656.96-6.256.2526.12-25.13-33.02-30.5033.02跨M-3.01-2.0600-6.50--3.61--6.21--6.08-6.50中A3梁M-97.58-26.596.35-96.3-154.25--251.99--271.94--238.68-271.9B3左454V83.1422.66-25.725.7131.49-135.76-160.71-156.04160.7111跨M64.3623.40-0.080.08109.99-77.34-106.82-109.89109.99中梁M-98.96-27.2-96.596.5-156.94-253.85--274.71--241.39--274.7右8001V-83.15-22.8-25.725.7-132.22-135.77--160.98--156.25--160.96118B3梁M-8.24-4.0211.35-11.3-15.52--25.78--29.25--24.60-29.25C3左5 V13.656.96-6.886.8826.12-26.01-33.82-31.0333.82跨M-3.01-2.0600-6.50--3.61--6.21--6.08-6.50中A2梁M-97.67-26.5106.3-106.-154.42--266.02--284.63--247.19-284.6B2左80303V83.1422.67-27.927.9131.51-138.88-163.54-157.93163.5444跨M64.2823.361.40-1.40109.8479.10-108.33-110.85-110.85中梁M-99.04-27.2-103.103.-157.05-263.40--283.33--247.18--283.3右925253V-83.51-22.8-27.927.9-132.22-139.33--164.22--158.61--164.26442B2梁M-8.23-4.0112.15-12.1-15.49--26.89--30.24--25.25-30.24C2左5V13.656.96-7.367.3626.12-26.68-34.42-31.4334.42跨M-3.02-2.0800-6.54--3.62--6.24--6.12-6.54中A1梁M-97.49-26.3115.3-115.-153.92--278.46--295.56--254.35-295.5B1左84346V83.1522.66-30.830.8131.94-142.94-167.18-160.36167.1833跨M64.5023.59-0.310.31`110.43-77.83-107.51-110.45110.45中梁M-98.77-27.1-115.115.-156.49-280.80--298.74--257.28--298.7右291914V-83.50-22.8-30.830.8-132.20-143.36--167.85--148.50--167.86335B1梁M-8.22-4.0313.64-13.6-15.51--28.69--32.13--26.50-32.13C1左4V13.656.96-8.278.2726.12-27.96-35.57-32.2035.57跨M-3.05-2.0600-6.54--3.66--6.26--6.14-6.54中A−1梁M-133.2-16.194.93-94.9-196.46--292.74--312.41--285.20-312.4B−1左0631V115.6622.66-25.425.4218.52-174.38-199.37-199.70218.5222跨M94.0723.83-0.510.51146.25-113.60-143.55-150.78150.78中梁M-135.6-26.9-95.795.7-200.54-296.88--317.42--290.01--296.8右94558V-116.3-22.8-25.425.4-171.60-175.17--200.43--200.80--200.827220 B−1梁M-12.51-4.0311.26-11.2-20.65--30.78--34.28--30.30-34.28C−1左6V20.616.96-6.286.2834.48-33.52-41.41-39.3141.41跨M-4.24-2.0500-7.96-5.09--7.67--7.73--7.96中4.2A轴框架柱内力组合表恒活左风右风Nmax及相应的Nmin及相应的Mmax及相应的N、V柱截内MMSQKSWK1SWK2号面力组合组合23③④值值组合项目值项目项目A10上M89.686.65-9.739.731.35135.761.293.991.2①128.25N220.0813.50-2.522.52①312.45①260.57+0.9×1.4(②284.28V40.775.18-3.113.11+0.762.73+1.444.57+④)59.37×1.4③②+0.6×1.4④下M-56.02-12.001.46-1.461.35-88.821.2-65.181.35①-88.82N283.4413.50-2.522.52①397.99①336.60+0.7×1.4②397.99V40.775.18-3.113.11+0.762.73+1.444.57+0.6×1.4④62.73×1.4③②+0.6×1.4④A9上M42.7914.32-20.4420.441.3588.971.222.731.2①95.15N489.3467.34-8.308.30①733.57①575.59+0.9×1.4(②682.51V25.447.66-7.777.77+0.748.38+1.419.65+④)49.97×1.4③②+0.6×1.4④下M-48.79-14.327.54-7.541.35-86.231.2-47.991.35①-86.23N552.7067.34-8.308.30①819.11①651.62+0.7×1.4②819.11V25.447.66-7.777.77+0.748.38+1.419.65+0.6×1.4④48.38×1.4③②+0.6×1.4 ④A8上M48.7913.27-29.6929.691.35103.811.216.981.2①112.68N758.55121.19-18.1118.11①1158.02①884.91+0.9×1.4(②1085.78V27.117.37-12.1212.12+0.754.00+1.415.56+④)57.09×1.4③②+0.6×1.4④下M-48.79-13.2713.94-13.941.35-90.581.2-39.031.2①92.83N821.91121.19-18.1118.11①1243.56①960.94+0.9×1.4(②1161.81V27.117.37-12.1212.12+0.754.00+1.415.56+④)57.09×1.4③②+0.6×1.4④A7上M48.7913.27-36.6836.681.35109.681.27.201.2①121.49N1027.76175.04-31.4531.45①1585.43①1189.28+0.9×1.4(②1493.49V27.117.37-16.1616.16+0.757.40+1.49.91+④)62.18×1.4③②+0.6×1.4④下M-48.79-13.2721.49-21.491.35-96.921.2-28.461.2①102.35N1091.12175.04-31.4531.45①1670.97①1265.39+0.9×1.4(②1569.52V27.117.37-16.1616.16+0.757.40+1.49.91+④)62.18×1.4③②+0.6×1.4④A6上M48.7913.27-41.4241.421.35113.661.20.561.2①127.46N1296.97228.89-48.0548.05①2015.58①1489.09+0.9×1.4(②1905.31V27.117.37-19.8219.82+0.760.47+1.44.78+④)66.79×1.4③②+0.6×1.4④下M-48.79-13.2729.93-29.931.35-104.011.2-16.651.2①112.98N1360.33228.89-48.0548.05①2101.12①1565.13+0.9×1.4(②1981.34V27.117.37-19.8219.82+0.760.47+1.44.78+④)66.79 ×1.4③②+0.6×1.4④A5上M48.7913.27-48.3248.321.35119.461.2-9.101.2①136.15N1566.18282.74-68.7168.71①2449.14①1783.22+0.9×1.4(②2322.24V27.117.37-23.1223.12+0.763.24+1.40.16+④)70.95×1.4③②+0.6×1.4④下M-48.79-13.2734.91-34.911.35-108.201.2-9.671.2①119.25N1629.54282.74-68.7168.71①2534.68①1859.25+0.9×1.4(②2398.28V27.117.37-23.1223.12+0.763.24+1.40.16+④)70.95×1.4③②+0.6×1.4④A4上M48.7913.27-54.5554.441.35124.691.2-17.821.2①144.00N1835.39336.59-92.3392.33①2885.19①2073.21+0.9×1.4(②2742.91V27.117.37-26.1026.10+0.765.75+1.4-4.01+④)74.70×1.4③②+0.6×1.4④下M-48.79-13.2739.41-39.411.35-111.981.2-3.371.2①124.92N1898.75336.59-92.3392.33①2970.73①2149.24+0.9×1.4(②2818.94V27.117.37-26.1026.10+0.765.75+1.4-4.01+④)74.40×1.4③②+0.6×1.4④A3上M48.7913.27-56.9456.941.35126.701.2-21.171.2①147.01N2014.60390.44-118.04118.04①3201.49①2252.26+0.9×1.4(②3058.20V26.967.34-28.7628.76+0.767.75+1.4-7.91+④)77.84×1.4③②+0.6×1.4 ④下M-48.26-13.1446.59-46.591.35-117.161.27.311.2①133.17N2077.96390.44-118.04118.04①3287.03①2328.30+0.9×1.4(②3134.24V26.967.34-28.7628.76+0.767.75+1.4-7.91+④)77.84×1.4③②+0.6×1.4④A2上M49.3813.44-59.7159.711.35129.991.2-24.341.2①151.43N2373.81444.30-145.98145.98①3762.68①2644.20+0.9×1.4(②3592.32V27.497.68-31.2631.26+0.770.90+1.4-10.78+④)82.05×1.4③②+0.6×1.4④下M-49.60-14.1952.38-52.381.35-125.241.214.441.2①143.97N2437.17444.30-145.98145.98①3848.22①2720.23+0.9×1.4(②3668.36V27.497.68-31.2631.26+0.770.70+1.4-10.78+④)82.05×1.4④②+0.6×1.4④A1上M47.8912.19-62.5162.511.35129.111.2-30.051.2①151.59N2643.03498.15-176.81176.81①4204.80①2924.10+0.9×1.4(②4022.09V16.966.11-33.7933.79+0.770.77+1.4-14.95+④)82.63×1.4③②+0.6×1.4④下M-65.36-13.4779.41-79.411.35-168.141.232.741.2①195.46N2716.75498.15-176.81176.81①4304.32①3012.57+0.9×1.4(②4110.55V16.966.11-33.7933.79+0.770.77+1.4-14.95+④)82.63×1.4③②+0.6×1.4④A−1上M67.8412.69-15.5215.521.35117.061.259.681.35①117.06N2997.38552.00-202.23202.23①4757.30①3313.73+0.7×1.4②4757.30V30.155.73-36.9636.96+0.777.36+1.4-15.56+0.6×1.4④77.36 ×1.4③②+0.6×1.4④下M-37.70-7.37113.84-113.841.35-153.741.2114.141.2①197.96N3058.98552.00-202.23202.23①4840.46①3387.65+0.9×1.4(②4621.11V30.155.73-36.9636.96+0.777.36+1.4-15.56+④)89.97×1.4③②+0.6×1.4④4.3B轴框架柱内力组合表恒活左风右风Nmin及相应的Nmax及相应的MMmax及相应的N、V柱截内MSQKSWK1SWK2号面力组合组合①②③④值值组合项目值项目项目B10上M-81.37-5.94-10.2310.231.35①-124.261.2-83.321.35①-124.26N268.6818.451.87-1.87+0.7382.37①319.80+0.7×1.4②382.37V-36.98-4.58-3.423.42×1.4-57.28+1.4-39.59+0.6×1.4③-57.28②④+0.6×1.4③下M51.7410.562.09-2.091.35①81.591.259.161.35①81.59N332.0418.451.87-1.87+0.7467.91①395.83+0.7×1.4②467.91V-36.98-4.58-3.423.42×1.4-57.28+1.4-39.59+0.6×1.4③-57.28②④+0.6×1.4③B9上M-39.98-12.53-21.8621.861.35①-78.621.2-17.371.2①91.31N580.1197.196.12-6.12+0.7883.54①687.56+0.9×1.4(②826.30V-23.71-6.71-8.548.54×1.4-45.76+1.4-16.50+③)-47.67②④+0.6×1.4 ③下M45.3611.638.88-8.881.35①80.091.242.001.2①80.27N643.4797.196.12-6.12+0.7969.07①763.60+0.9×1.4(②902.33V-23.71-6.71-8.548.54×1.4-45.76+1.4-16.50+③)-47.67②④+0.6×1.4③B8上M-45.36-11.63-31.7031.701.35①-99.261.2-10.051.2①109.03N891.59175.9213.34-13.34+0.71387.25①1051.23+0.9×1.4(②1308.38V-25.20-6.46-13.3213.32×1.4-51.54+1.4-11.59+③)-55.16②④+0.6×1.4③下M45.3611.6316.25-16.251.35①86.281.231.681.2①89.56N954.95175.9213.34-13.34+0.71472.79①1127.26+0.9×1.4(②1384.41V-25.20-6.46-13.3213.32×1.4-51.54+1.4-11.59+③)-55.16②④+0.6×1.4③B7上M-45.36-11.63-39.0339.031.35①-105.421.20.211.2①118.26N1203.07254.6523.15-23.15+0.71893.15①1411.27+0.9×1.4(②1793.71V-25.20-6.46-17.7417.74×1.4-55.25+1.4-5.40+③)-60.73②④+0.6×1.4③下M45.3611.6324.84-24.841.35①93.501.219.661.2①100.38N1266.43254.6523.15-23.15+0.71978.68①1487.31+0.9×1.4(②1869.74V-25.20-6.46-17.7417.74×1.4-55.25+1.4-5.40+③)-60.73②④+0.6×1.4③B6上M-45.36-11.63-43.9843.981.35①-109.581.27.141.2①124.50N1514.55333.3835.36-35.36+0.72401.06①1767.96+0.9×1.4(②2282.07V-25.20-6.46-21.7721.77×1.4-58.64+1.40.24+③)-65.81②④+0.6×1.4③下M45.3611.6334.40-34.401.35①101.531.27.141.2①112.43 N1577.91333.3835.36-35.36+0.72486.59①1767.96+0.9×1.4(②2358.10V-25.20-6.46-21.7721.77×1.4-58.64+1.40.24+③)-65.81②④+0.6×1.4③B5上M-45.36-11.63-51.2951.291.35①-115.721.217.371.2①133.71N1826.03412.1150.55-50.55+0.72911.47①2120.47+0.9×1.4(②2774.19V-25.20-6.46-25.3925.39×1.4-61.68+1.45.31+③)-70.37②④+0.6×1.4③下M45.3611.6340.12-40.121.35①106.331.2-1.741.2①119.64N1889.39412.1150.55-50.55+0.72997.00①2196.50+0.9×1.4(②2850.22V-25.20-6.46-25.3925.39×1.4-61.68+1.45.31+③)-70.37②④+0.6×1.4③B4上M-45.36-11.63-57.9157.911.35①-121.281.2-8.991.2①142.05N2137.51490.8467.92-67.92+0.73423.71①2545.96+0.9×1.4(②3269.05V-25.20-6.46-28.6728.67×1.4-64.43+1.49.90+③)-74.50②④+0.6×1.4③下M45.3611.6345.30-45.301.35①110.691.2-8.991.2①126.16N2200.87490.8467.92-67.92+0.73509.25①2545.96+0.9×1.4(②3345.08V-25.20-6.46-28.6728.67×1.4-64.43+1.49.90+③)-74.50②④+0.6×1.4③B3上M-45.36-11.63-62.5562.551.35①-125.181.233.141.2①147.90N2448.99569.5786.75-86.75+0.73937.19①2817.34+0.9×1.4(②3765.75V-25.08-6.43-31.5931.59×1.4-66.70+1.414.13+③)-78.00②④+0.6×1.4③下M44.9111.5151.18-51.181.35①114.901.2-17.761.2①132.88N2512.35569.5786.75-86.75+0.74022.72①2893.37+0.9×1.4(②3841.78V-25.08-6.43-31.5931.59×1.4-66.70+1.414.13+③)-78.00 ②④+0.6×1.4③B2上M-45.90-11.77-64.2264.221.35①-127.441.234.831.2①150.83N2760.47648.30107.33-107.33+0.74452.13①3162.30+0.9×1.4(②4264.66V-25.55-6.72-34.3434.34×1.4-69.92+1.417.42+③)-82.40②④+0.6×1.4③下M46.0912.4159.41-59.411.35①124.291.2-27.871.2①145.80N2823.83648.30107.33-107.33+0.74537.66①3238.33+0.9×1.4(②4340.69V-25.55-6.72-34.3434.34×1.4-69.92+1.417.42+③)-82.40②④+0.6×1.4③B1上M-44.46-10.68-70.1470.141.35①-129.411.244.841.2①155.19N3071.49727.03129.89-129.89+0.74968.11①3503.94+0.9×1.4(②4765.51V-25.00-5.35-37.1137.11×1.4-70.17+1.421.95+③)-83.50②④+0.6×1.4③下M60.5411.8085.72-85.721.35①165.301.2-47.361.2①195.52N3145.41727.03129.89-129.89+0.75067.90①3592.15+0.9×1.4(②4854.21V-25.00-5.35-37.1137.11×1.4-70.17+1.421.95+③)-83.50②④+0.6×1.4③B−1上M-62.64-11.11-21.2921.291.35①-113.341.2-45.361.2①115.99N3496.47805.77148.49-148.49+0.75634.62①3987.88+0.9×1.4(②5398.13V-27.85-5.02-38.0138.01×1.4-74.45+1.419.79+③)-87.64②④+0.6×1.4③下M34.846.46111.75-111.751.35①147.231.2-114.641.2①190.75N3558.07805.77148.49-148.49+0.75717.78①4061.80+0.9×1.4(②5472.05V-27.85-5.02-38.0138.01×1.4-74.45+1.419.79+③)-87.64②④+0.6 ×1.4③5、梁柱截面配筋计算5.1框架梁正截面受弯承载力计算：梁内纵向受力钢筋选用HRB400，f=f"=360N/mm2，ξ=0.518，混凝土采用C30，f=yybc14.3N/mm2，f=1.43N/mm2。α=1.0。t1跨中按T形梁计算，梁端按单筋矩形梁计算AB、CD跨梁跨中按T形梁计算，BC跨梁跨中弯矩为负弯矩，故按单筋矩形梁计算。AB、CD跨梁跨中：翼缘计算宽度"l7800按跨度考虑b===2600mmf33按梁间距考虑b"=b+s=300+6300=6600mmfn按翼缘厚度考虑h0=800−35=765mmh"100f"==0.130.1，则这种情况不起控制作用，故b=2600mm。h0765f5．1.1十层1、AB跨梁1）跨中：按T形梁截面计算"""hf100fbhh1.014.326001007651cff0222658.37kNm107.03kNm"属于第一类T形截面bb2600mmf6M107.03100.005s22fbh1.014.326007651c0112s1120.0050.005<ξb=0.51811s112s(1120.005)0.977226M107.03102A390mmsfh3600.997765ys0f1.43t0.450.450.00180.2%f360y2取min0.2%Asmin3008000.2%480mm 2取220A628mmAsSminAs628ρ=0.27%bh03007652）A支座截面：按单筋矩形截面计算6M135.76100.054s22fbh1.014.33007651c0112s1120.0540.056<ξb=0.51811s112s(1120.054)0.972226M135.76102A507mmsfh3600.972765ys02取220A628mmAsSminAs628ρ=0.27%bh03007653）B支座截面：按单筋矩形截面计算6M140.37100.056s22fbh1.014.33007651c0112s1120.0560.058<ξb=0.51811s112s(1120.056)0.971226M140.37102A525mmsfh3600.971765ys02取220A628mmAsSminAs628ρ=0.27%bh03007652、BC跨梁1)跨中按单筋矩形截面计算6M5.25100.017s22fbh1.014.33002651c0 112s1120.0170.017<ξb=0.51811s112s(1120.017)0.991226M5.25102A56mmsfh3600.991265ys02取min0.2%Asmin3003000.2%180mm2取212A226mmAsSminAs226ρ=0.28%bh03002652）B支座截面：按单筋矩形截面计算6M17.44100.058s22fbh1.014.33002651c0112s1120.0580.06<ξb=0.51811s112s(1120.058)0.970226M17.44102A189mmsfh3600.970265ys02取220A628mmAsSminAs628ρ=0.79%bh0300265C支座与B支座相同5．1.2中间层1、AB跨梁1）跨中：按T形梁截面计算"""hf100fbhh1.014.326001007651cff0222658.37kNm110.85kNm"属于第一类T形截面bb2600mmf 6M110.85100.005s22fbh1.014.326007651c0112s1120.0050.005<ξb=0.51811s112s(1120.005)0.977226M110.85102A404mmsfh3600.997765ys0f1.43t0.450.450.18%0.2%f360y2取min0.2%Asmin3008000.2%480mm2取220A628mmAsSminAs628ρ=0.27%bh03007652）A支座截面：按单筋矩形截面计算6M284.63100.113s22fbh1.014.33007651c0112s1120.1130.120<ξb=0.51811s112s(1120.113)0.940226M284.63102A1099mmsfh3600.940765ys02取420A1256mmAsSminAs1256ρ=0.55%bh03007653）B支座截面：按单筋矩形截面计算6M283.33100.113s22fbh1.014.33007651c0112s1120.1130.120<ξb=0.518 11s112s(1120.113)0.940226M283.33102A1094mmsfh3600.940765ys02取420A1256mmAsSminAs1256ρ=0.55%bh03007652、BC跨梁1)跨中按单筋矩形截面计算6M6.54100.022s22fbh1.014.33002651c0112s1120.0220.022<ξb=0.51811s112s(1120.022)0.989226M6.54102A69mmsfh3600.989265ys02取min0.2%Asmin3003000.2%180mm2取212A226mmAsSminAs226ρ=0.28%bh03002652）B支座截面：按单筋矩形截面计算6M30.24100.100s22fbh1.014.33002651c0112s1120.1000.106<ξb=0.51811s112s(1120.100)0.947226M30.24102A335mmsfh3600.947265ys02取220A628mmAsSmin As628ρ=0.79%bh0300265C支座与B支座相同5．1.3一层1、AB跨梁1）跨中：按T形梁截面计算"""hf100fbhh1.014.326001007651cff0222658.37kNm110.45kNm"属于第一类T形截面bb2600mmf6M110.45100.005s22fbh1.014.326007651c0112s1120.0050.005<ξb=0.51811s112s(1120.005)0.977226M110.45102A402mmsfh3600.997765ys0f1.43t0.450.450.18%0.2%f360y2取min0.2%Asmin3008000.2%480mm2取220A628mmAsSminAs628ρ=0.27%bh03007652）A支座截面：按单筋矩形截面计算6M295.56100.118s22fbh1.014.33007651c0112s1120.1180.126<ξb=0.51811s112s(1120.118)0.93722 6M295.56102A1145mmsfh3600.937765ys02取420A1256mmAsSminAs1256ρ=0.55%bh03007653）B支座截面：按单筋矩形截面计算6M298.74100.119s22fbh1.014.33007651c0112s1120.1190.127<ξb=0.51811s112s(1120.119)0.936226M298.47102A1159mmsfh3600.936765ys02取420A1256mmAsSminAs1256ρ=0.55%bh03007652、BC跨梁1)跨中按单筋矩形截面计算6M6.54100.022s22fbh1.014.33002651c0112s1120.0220.022<ξb=0.51811s112s(1120.022)0.989226M6.54102A69mmsfh3600.989265ys02取min0.2%Asmin3003000.2%180mm2取212A226mmAsSmin As226ρ=0.28%bh03002652）B支座截面：按单筋矩形截面计算6M32.13100.107s22fbh1.014.33002651c0112s1120.1070.113<ξb=0.51811s112s(1120.107)0.943226M32.15102A357mmsfh3600.943265ys02取220A628mmAsSminAs628ρ=0.79%bh0300265C支座与B支座相同5．1.4底层1、AB跨梁1）跨中：按T形梁截面计算翼缘计算宽度"l7800按跨度考虑b===2600mmf33按梁间距考虑b"=b+s=300+6300=6600mmfn按翼缘厚度考虑h0=800−35=765mmh"200f"==0.260.1，则这种情况不起控制作用，故b=2600mm。h0765f"""hf200fbhh1.014.326002007651cff0224944kNm150.78kNm"属于第一类T形截面bb2600mmf 6M150.78100.007s22fbh1.014.326007651c0112s1120.0070.007<ξb=0.51811s112s(1120.007)0.996226M150.78102A550mmsfh3600.996765ys0f1.43t0.450.450.18%0.2%f360y2取min0.2%Asmin3008000.2%480mm2取220A628mmAsSminAs628ρ=0.27%bh03007652）A支座截面：按单筋矩形截面计算6M312.41100.124s22fbh1.014.33007651c0112s1120.1240.133<ξb=0.51811s112s(1120.124)0.934226M312.41102A1214mmsfh3600.934765ys02取420A1256mmAsSminAs1256ρ=0.55%bh03007653）B支座截面：按单筋矩形截面计算6M296.88100.118s22fbh1.014.33007651c0112s1120.1180.126<ξb=0.518 11s112s(1120.118)0.937226M296.88102A1150mmsfh3600.937765ys02取420A1256mmAsSminAs1256ρ=0.55%bh03007652、BC跨梁1)跨中按单筋矩形截面计算6M7.96100.026s22fbh1.014.33002651c0112s1120.0260.026<ξb=0.51811s112s(1120.026)0.987226M7.96102A85mmsfh3600.987265ys02取min0.2%Asmin3003000.2%180mm2取212A226mmAsSminAs226ρ=0.28%bh03002652）B支座截面：按单筋矩形截面计算6M34.28100.114s22fbh1.014.33002651c0112s1120.1140.121<ξb=0.51811s112s(1120.114)0.939226M34.28102A383mmsfh3600.939265ys02取220A628mmAsSmin As628ρ=0.79%bh0300265C支座与B支座相同框架梁配筋计算结果层数截面γs配筋Μb(bf)h0As实配钢筋asξ率/(kN·m)/mm/mm/mm2A2s/mmρ(%)10支座A135.763007650.0540.0560.9725072206280.27B左140.373007650.0560.0580.9715252206280.27AB跨间107.0326007650.0050.0050.9973902206280.27支座B右17.443002650.0580.0600.9701892206280.79BC跨间5.253002650.0170.0170.991562122260.282-9284.633007650.1130.1200.94010994200.55支座A1256283.333007650.1130.1200.94010944200.55B左1256AB跨间110．8526007650.0050.0050.9974042206280.27支座B右30.243002650.1000.1060.9473352206280.79BC跨间6.543002650.0220.0220.989692122260.281295.563007650.1180.1260.93711454200.55支座A1256298.743007650.1190.1270.93611594200.55B左1256AB跨间110.4526007650.0050.0050.9974022206280.27支座B右32.133002650.1070.1130.9433572206280.79BC跨间6.543002650.0220.0220.989692122260.28-1312.413007650.1240.1330.93412144200.55支座A1256296.883007650.1180.1260.93711504200.55B左1256 AB跨间150.7830026000.0070.0070.9965502206280.27支座B右34.283002650.1140.1210.9393832206280.79BC跨间7.963002650.0260.0260.987852122260.285.2框架梁斜截面受剪承载力计算箍筋采用HPB235，fyv=210N/mm25.2.1十层1）AB跨Vmax=121.22KNh=h−h"=800−100=700mmwfhw7002.3<4，b300V121.22KN0.25fbh0.251.014.3300765Cc0820.46kN故截面尺寸满足要求0.7ftbh00.71.43300765229.73KNVmax=121.22KN故需按构造配筋取双肢箍Ф8@150250.3ft1.430.224%0.260.260.178%svsv,min300150fyv210满足要求2）BC跨Vmax=26.88KNh=h−h"=300−100=200mmwfhw2000.67<4，b300V26.88KN0.25fbh0.251.014.3300265Cc0284.21kN故截面尺寸满足要求0.7ftbh00.71.4330026579.58KNVmax=26.88KN 故需按构造配筋取双肢箍Ф8@150250.3ft1.430.224%0.260.260.178%svsv,min300150fyv210满足要求5.2.2中间层1）AB跨Vmax=164.22KNh=h−h"=800−100=700mmwfhw7002.3<4，b300V164.22KN0.25fbh0.251.014.3300765Cc0820.46kN故截面尺寸满足要求0.7ftbh00.71.43300765229.73KNVmax=164.22KN故需按构造配筋取双肢箍Ф8@150250.3ft1.430.224%0.260.260.178%svsv,min300150fyv210满足要求2）BC跨Vmax=34.42KNh=h−h"=300−100=200mmwfhw2000.67<4，b300V34.42KN0.25fbh0.251.014.3300265Cc0284.21kN故截面尺寸满足要求0.7ftbh00.71.4330026579.58KNVmax=34.42KN 故需按构造配筋取双肢箍Ф8@150250.3ft1.430.224%0.260.260.178%svsv,min300150fyv210满足要求5.2.3一层1）AB跨Vmax=167.85KNh=h−h"=800−100=700mmwfhw7002.3<4，b300V167.85KN0.25fbh0.251.014.3300765Cc0820.46kN故截面尺寸满足要求0.7ftbh00.71.43300765229.73KNVmax=167.85KN故需按构造配筋取双肢箍Ф8@150250.3ft1.430.224%0.260.260.178%svsv,min300150fyv210满足要求2）BC跨Vmax=35.57KNh=h−h"=300−100=200mmwfhw2000.67<4，b300V35.57KN0.25fbh0.251.014.3300265Cc0284.21kN故截面尺寸满足要求0.7ftbh00.71.4330026579.58KNVmax=35.57KN 故需按构造配筋取双肢箍Ф8@150250.3ft1.430.224%0.260.260.178%svsv,min300150fyv210满足要求5.2.4底层1）AB跨Vmax=218.52KNh=h−h"=800−200=600mmwfhw6002<4，b300V218.52KN0.25fbh0.251.014.3300765Cc0820.46kN故截面尺寸满足要求0.7ftbh00.71.43300765229.73KNVmax=218.522KN故需按构造配筋取双肢箍Ф8@150250.3ft1.430.224%0.260.260.178%svsv,min300150fyv210满足要求2）BC跨Vmax=41.41KNh=h−h"=300−200=100mmwfhw1000.33<4，b300V41.41KN0.25fbh0.251.014.3300265Cc0284.21kN故截面尺寸满足要求0.7ftbh00.71.4330026579.58KNVmax=41.41KN 故需按构造配筋取双肢箍Ф8@150250.3ft1.430.224%0.260.260.178%svsv,min300150fyv210满足要求框架梁箍筋配置层数截面剪力（KN）0.25fbhV0.7ftbh0实配钢筋配箍率ρsvCc010AB121.22820.46<0双肢Ф8＠1500.224%BC26.88284.21<0双肢Ф8＠1500.224%2-9AB164.44820.46<0双肢Ф8＠1500.224%BC34.42284.21<0双肢Ф8＠1500.224%1AB167.85820.46<0双肢Ф8＠1500.224%BC35.57284.21<0双肢Ф8＠1500.224%-1AB218.52820.46<0双肢Ф8＠1500.224%BC41.41284.21<0双肢Ф8＠1500.224%5.3框架柱截面计算混凝土采用C40，f=19.1N/mm2，f=1.71N/mm2；柱内纵向钢筋选用HRB400，f=f"=ctyy360N/mm2；箍筋采用HPB235，fyv=210N/mm2。5.3.1轴压比验算N5717.78kNMAX3N5717.7810N20.471.05满足要求fA19.1800c5.3.2截面尺寸复核取h80040760mm，V89.97kN则0MAX0.25fbh0.251.019.18007602903.20kNVCc0MAX满足要求5.3.3框架柱正截面承载力计算柱子的计算长度： 底层柱：l0H3500mm第一层：l01.25H1.242005250mm其它层：l01.25H1.236004500mm根据A住内力组合表，本应将支座中心处的弯矩换算成支座边缘，但本结构的柱端弯矩较小，以支座中心处弯矩计算应偏于安全且偏差不大，故不再折,算边缘弯矩，柱同一截面分别承受正反向弯矩，故采用对称配筋,AsAs。,取as=as=40mm。Nfbh1.019.18007600.5186015.43KNb1c0b由内力组合表可得，柱子均为大偏心受压。1）十层①A柱第一种组合NMAX相应的MM88.82kNmN397.99kNM88.82kNm800e223mme27mm20mm0aN397.99kN30eee22320243mmi0a20.5fcA0.519.1800115.4＞1，N397.991000故取1.01l4500因为01.05.615，2h800221l014500111.01.01.0712eh243800i14001400h7600N397.991000x26＜2as24080mm1fcb1.019.1800800h,397.991000(1.0724340)N(eia),2s2则As=As,＜0fy(h0a)360(76040)s 按构造要求配筋A,=22ASmin0.2%8001280mmsmin"2取625AA1964mmss219640.614%＞0.6%800800第二种组合Nmin相应的MM93.99kNmN260.99kNM88.82kNm800e223mme27mm20mm0aN397.99kN30eee22320243mmi0a20.5fcA0.519.1800115.4＞1，N397.991000故取1.01l4500因为01.05.615，2h800221l014500111.01.01.0712eh243800i14001400h7600N397.991000x26＜2as24080mm1fcb1.019.1800800h,397.991000(1.0724340)N(eia),2s2则As=As,＜0fy(h0a)360(76040)s按构造要求配筋A,=22ASmin0.2%8001280mmsmin"2取625AA1964mmss219640.614%＞0.6%800800 '