【《西安市X大学3号教学楼设计》22000字】

西安市X大学3号教学楼设计摘要本工程位于陕西省西安市，其主要使用功能是本科教学及教师办公，结构形式是框架结构，抗震设防烈度为8度，设计基本地震加速度值0.15g,第一组，特征周期0.35s。建筑耐火等级为二级，屋面防水Ⅱ级。本次《西安X大学华清学院3号教学楼设计》设计为钢筋混凝土框架结构体系，建筑面积5245.2平米，本次毕业设计首先进行建筑图的绘制，其次开始结构计算，最后进行结构图绘制，结构计算时先进行梁柱尺寸估算，再进行进行梁柱线刚度计算，计算完成后进行柱子侧移刚度计算，本次设计进行了竖向荷载的内力分析和地震作用力的内力分析，最后进行梁、板、柱配筋。关键词：框架结构；教学楼；弯矩二次分配；D值法目录TOC\o"1-3"\h\u24798摘要 127801Abstract 147591.建筑设计部分 4213701.1工程概况 433071.2.主要技术条件 485221.3平面设计 4226761.4立面设计 5187961.5剖面设计 5141292.结构设计 6244912.1柱子、框梁截面的选取 6145452.1现浇楼板的确定 8322102.3计算简图的确定 894452.4框架抗侧刚度计算 9222972.4.1梁的线刚度计算 9279442.5计算侧移刚度 11317822.5.1计算柱子的侧移刚度 1156563.荷载计算 1510693.1荷载统计 1551523.3.1楼面荷载的统计 15276243.3.2梁柱线荷载计算 16192303.3.3墙的重度计算 16167693.3.4梁柱子的重度计算 1728703.4重力荷载代表值计算 1772724.地震作用的计算 22165824.1计算结构的基本周期 22287774.1.1地震作用力的侧移验算 24242474.2地震作用了内力计算 25250524.2.1剪力计算 25238554.2.2计算柱端弯矩 26205094.2.3计算梁端弯矩 27120474.2.4计算梁端剪力 29306484.2.5计算柱轴力 2918435.竖向荷载内力计算 3137275.1竖向恒荷载作用力统计 31165195.1.1计算恒荷载作用下的梁端弯矩 3566337.2活荷载作用力计算 43136617.2.1活荷载内力分析计算 4552086.内力组合 53172856.1框架梁控制截面的内力组合 53106477.梁柱配筋计算 65112017.1梁的正截面配筋 6567987.1.1无震作用下梁的正截面配筋 65304587.1.2梁的斜截面配筋 7133797.2框架柱的配筋计算 7456957.3柱子斜截面配筋计算 81280077.3.1柱子的斜截面配筋计算 81206658.板配筋计算 84279848.1内力计算 852758.1.2板配筋计算 8645159.楼梯的计算 8789839.1计算简图及尺寸 87289979.2荷载及内力计算 89233749.3楼梯板配筋计算 89191759.4楼梯梁配筋计算 9012463参考文献 91建筑设计部分1.1工程概况工程项目是西安X大学华清学院3号教学楼设计校区，该办公楼建筑面积为5245.2㎡；建筑层数为5层。1.2.主要技术条件气象条件：冬季平均风速0.70m/s，基本风压w0=0.35KN/㎡；基本雪压:0.25KN/㎡，地面粗糙度：B级。地质条件：地层自上而下分别为：杂填土，厚度2.8～4m,不宜作天然地基；黄土，厚度2.8～3.5m，具有弱湿陷性，承载力标准值fk=150kPa；粉质粘土，揭露厚度15m，夹中砂，卵石等，承载力标准值fk=180kPa，其它荷载请查《荷载规范》。1.3平面设计本方案建筑地点位于西安市，占地面积为1049.04平方米，建筑面积为5245.2平方米，具体房建安排见详图1。图1平面设计图1.4立面设计本建筑面积为5245.4平方米，层高为3.9米具体设计见立面图2。图2建筑立面图1.5剖面设计本方案建筑西安X大学华清学院3号教学楼设计，建筑层高3.9m。剖面图一般从楼梯方向剖开，楼梯设计踏面为300mm,楼梯踢面为150mm，具体见下图3图3建筑剖面2.结构设计2.1柱子、框梁截面的选取框架梁截面初选。框架梁计算公式如下；次梁计算公式；计算主梁AB、CD、的截面尺寸计算过道梁BC的截面尺寸纵向梁为；沿横轴方向的跨中次梁计算在混凝土结构中，框架柱所受的轴向力较大，柱的截面尺寸初选时，一般按照轴压比限值按公式2-2和公式2-3估算。柱的截面面积尺寸可按照以下公式进行估算：(2-2)(2-3)式中：——柱组合的轴压力设计值；——考虑地震作用组合后柱轴力增大系数，边柱取1.3，不等跨内柱取1.25，等跨柱取1.2；n为验算截面以上楼层层数；——按简支状态计算的柱的负载面积；——折算在单位建筑面积上的重力荷载代表值，框架结构中可以近似取；——欲确定的柱截面以上的楼层层数；——欲确定的柱截面面积；——框架柱的轴压比限值，一、二、三级抗震等级分别为0.65、0.75、0.85，非抗震设计取1.0；——混凝土轴心抗压强度设计值。，。柱子所用材料C30混凝土，根据以上结果计算柱子大小，柱子受荷载承载力为综上所述选择柱子长宽为600mm面积满足要求；根据以上计算边柱和中柱的截面尺寸如下表2.1现浇楼板的确定楼板的厚度由短跨方向经验值L/40的计算系数确定所以楼板厚度和楼盖厚度确定为120mm2.3计算简图的确定柱下采用独立基础，假定基础顶面高度为-1m，则底层柱子高度为3.9+1=4.9m，标准层柱子高度为3.9m。计算简图如下：图2.2框架计算简图根基以上计算简图可以确定梁的相对线型刚度；2.4框架抗侧刚度计算本设计中混凝土梁分为底层框架梁和标准层框架梁，框架梁采用的是C30的混凝土.30混凝土弹性模量：；2.4.1梁的线刚度计算梁的线刚度可根据公式2-4进行计算：（2-4）式中：——梁的线刚度；——混凝土的弹性模量；——梁的计算跨度；——梁的截面惯性矩。对现浇楼面及装配整体式楼面，可近似按表1-4计算梁截面惯性矩。2.2框架梁的相对线刚度计算梁类别梁宽b（mm）梁高h（mm）弹性模量Ec计算跨度l（mm）中跨边跨AB梁30070030000780085750000006596153846249471153846BC梁25050030000300026041666675208333333339062500000CD梁300700300007800857500000065961538462494711538462.3框架柱的相对线刚度计算层别柱跨b（mm）柱跨h（mm）计算高度h（mm）弹性模量Ec柱子线刚度5600600390030000108000000008307692307746006003900300001080000000083076923077360060039003000010800000000830769230772600600390030000108000000008307692307716006004900300001080000000066122448980根据以上表格计算，可以得到以下相对线刚度计算简图，见图2-1图2-1：梁柱相对线刚度简图2.5计算侧移刚度2.5.1计算柱子的侧移刚度柱的侧移刚度D值可根据公式2-5进行计算：（2-5）式中：——框架柱侧移刚度修正系数，根据不同的情况按表3-4计算，其中表示梁、柱线刚度比。——柱的线刚度；——框架柱的计算跨度；按照上述公式2-5，可计算出各柱的侧移刚度，将计算单元范围内所有柱的D值相加，即为该层框架的总侧移刚度。表2.4柱侧移刚度修正系数楼层类别边柱中柱一般层底层固端根据上表以计算各层柱子刚度；表2.5计算中间跨一层一榀框架柱子侧移刚度柱子类别计算简图h(mm)A柱1.000.504900.0016510.311.001.00B柱1.790.604900.0019951.561.000.791.00C柱1.790.604900.0019951.560.791.001.00D柱1.000.504900.0016510.311.001.00中跨一层总侧移刚度为72923.75表2.6计算中间跨2-5层一榀框架柱子侧移刚度柱子类别计算简图h(mm)A柱0.790.283900.0018625.991.001.261.00B柱1.420.423900.0027224.351.000.791.261.000.79C柱1.420.423900.0027224.350.791.001.260.791.00D柱0.790.283900.0018625.991.001.261.00中跨一层总侧移刚度为91700.66表2.7计算边跨一层边榀框架柱子侧移刚度柱子类别计算简图h(mm)A柱0.750.454900.0015009.601.001.34B柱1.340.554900.0018201.051.000.791.34C柱1.340.554900.0018201.050.791.001.34D柱0.750.454900.0015009.601.001.34中跨一层总侧移刚度为66421.30表2.8计算边跨2-5层边框架柱子侧移刚度柱子类别计算简图h(mm)A柱0.600.233900.0015037.841.001.681.00B柱1.070.353900.0022784.171.000.791.681.000.79C柱1.070.353900.0022784.170.791.001.680.791.00D柱0.600.233900.0015037.841.001.681.00中跨一层总侧移刚度为75644.01表2.9每一层总侧移刚度层数中跨跨数边跨跨数591700.66675644.012701492.01491700.66675644.012701492.01391700.66675644.012701492.01291700.66675644.012701492.01172923.75666421.302570385.093.荷载计算3.1荷载统计3.3.1楼面荷载的统计不上人屋面 4mm厚高分子卷材0.004×12=0.0520mm厚1:3水泥砂浆找平0.02×20=0.4060mm厚憎水珍珠岩保温层0.06×4=0.2420mm厚1:3水泥砂浆找平0.02×20=0.4050mm厚SBS防水卷材0.05×15=0.75钢筋混凝土楼板0.12×25=3.0020mm厚粉刷抹平0.02×18=0.36总计5.22（2）一般楼面面楼面采用水磨石地面 15mm厚白水泥大理石子面 0.015×25=0.3818mm厚1:3水泥砂浆找平 0.018×20=0.362mm厚纯水泥砂浆一道 0.002×20=0.04钢筋混凝土楼板 0.12×25=3.0020mm厚粉刷抹平抹平 0.02×18=0.36总计4.23.3.2梁柱线荷载计算AB梁0.3×（0.7-0.12)×25+(0.7-0.12)×0.02×18×2= 4.77BC梁0.25×（0.5-0.12)×25+(0.5-0.12)×0.02×18×2= 2.65CD梁0.3×（0.7-0.12)×25+(0.7-0.12)×0.02×18×2= 4.77纵向梁0.3×（0.75-0.12)×25+(0.75-0.12)×0.02×18×2= 5.18AB跨次梁0.25×（0.6-0.12)×25+(0.6-0.12)×0.02×18×2= 3.35CD跨次梁0.25×（0.6-0.12)×25+(0.6-0.12)×0.02×18×2= 3.35柱子0.6×0.6×25+0.6×0.02×18×4=9.863.3.3墙的重度计算内墙0.2×7+18×0.02×2= 2.12外墙0.24×7+18×0.02×2= 2.4女儿墙0.24×7+18×0.02×2= 2.43.3.4梁柱子的重度计算AB梁4.7676×(7.8-0.6)=34.33BC梁2.6486×(3-0.6)=6.36CD梁4.7676×(7.8-0.6)=34.33纵向梁.1786×(8.7-0.6)=41.95AB跨次梁.3456×(7.8-0.6)=24.09CD跨次梁.3456×(7.8-0.6)=24.092-5层柱子9.864×(3.9-0.12)=37.29底层柱子9.864×(4.9-0.12)= 47.153.4重力荷载代表值计算重力荷载代表值G1恒载：首层板重：56.4×18.6×4.2= 4405.968首层框架梁重：34.32672×8+34.32672×8+6.35664×8=600.08064首层次梁重：24.08832×7+24.08832×7=337.23648首层框架柱重：32×47.14992= 1508.79744二层框架柱重：32×37.28592= 1193.14944一层内墙和门重：56.4×(3.9-0.75)×2.12×2+(7.8-0.6)×(3.9-0.6)×4×2.12+(7.8-0.6)×(3.9-0.6)×2.12×8-2.1×0.9×16×(2.12-0.4)=1305.72一层外墙和窗重：[(56.4+18.6)×2-0.6×18]×(3.9-0.75)×2.4-29×2.4×1.8×(2.4-0.4)=801.792二层内墙和门重：56.4×(3.9-0.75)×2.12×2+(7.8-0.6)×(3.9-0.6)×3×2.12+(7.8-0.6)×(3.9-0.6)×2.12×8-2.1×0.9×16×(2.12-0.4)=1255.3488二层外墙和窗重：[(56.4+18.6)×2-0.6×18]×(3.9-0.75)×2.4-29×2.4×1.8×(2.4-0.4)=801.792活荷载：楼面活荷载：56.4×(7.8+7.8)×2+56.4×3×2.5= 2182.68G1=4405.968+600.08064+337.23648+(1508.79744+1193.14944)×1/2+(1305.72+1255.3488)×1/2+(801.792+801.792)×1/2+2182.68×1/2=9867.92496重力荷载代表值G2恒载： 2层板重：56.4×18.6×4.2=4405.9682层框架梁重：34.32672×8+34.32672×8+6.35664×8= 600.080642层次梁重：24.08832×7+24.08832×7=337.236482层框架柱重：32×37.28592=1193.149443层框架柱重：32×37.28592=1193.149442层内墙和门重：56.4×(3.9-0.75)×2.12×2+(7.8-0.6)×(3.9-0.6)×3×2.12+(7.8-0.6)×(3.9-0.6)×2.12×8-2.1×0.9×16×(2.12-0.4)= 1255.34882层外墙和窗重：[(56.4+18.6)×2-0.6×18]×(3.9-0.75)×2.4-29×2.4×1.8×(2.4-0.4)=801.7923层内墙和门重：56.4×(3.9-0.75)×2.12×2+(7.8-0.6)×(3.9-0.6)×3×2.12+(7.8-0.6)×(3.9-0.6)×2.12×8-2.1×0.9×16×(2.12-0.4)=1255.34883层外墙和窗重：[(56.4+18.6)×2-0.6×18]×(3.9-0.75)×2.4-29×2.4×1.8×(2.4-0.4)=801.792活荷载： 楼面活荷载：56.4×(7.8+7.8)×2+56.4×3×2.5= 2182.68G2=4405.968+600.08+337.23+(1193.149+1193.14944)×1/2+(1255.34+1255.34)×1/2+(801.792+801.792)×1/2+2182.68×1/2=9684.91536重力荷载代表值G3恒载： 3层板重：56.4×18.6×4.2=4405.9683层框架梁重：34.32672×8+34.32672×8+6.35664×8= 600.080643层次梁重：24.08832×7+24.08832×7=337.236483层框架柱重：32×37.28592=1193.149444层框架柱重：32×37.28592=1193.149443层内墙和门重：56.4×(3.9-0.75)×2.12×2+(7.8-0.6)×(3.9-0.6)×3×3.12+(7.8-0.6)×(3.9-0.6)×2.12×8-2.1×0.9×16×(2.12-0.4)= 1255.34883层外墙和窗重：[(56.4+18.6)×2-0.6×18]×(3.9-0.75)×2.4-29×2.4×1.8×(2.4-0.4)=801.7924层内墙和门重：56.4×(3.9-0.75)×2.12×2+(7.8-0.6)×(3.9-0.6)×3×2.12+(7.8-0.6)×(3.9-0.6)×2.12×8-2.1×0.9×16×(2.12-0.4)=1255.34884层外墙和窗重：[(56.4+18.6)×2-0.6×18]×(3.9-0.75)×2.4-29×2.4×1.8×(2.4-0.4)=801.792活荷载： 楼面活荷载：56.4×(7.8+7.8)×2+56.4×3×2.5= 2182.68G3=4405.968+600.08+337.23+(1193.149+1193.14944)×1/2+(1255.34+1255.34)×1/2+(801.792+801.792)×1/2+2182.68×1/2=9684.91536重力荷载代表值G4恒载： 4层板重：56.4×18.6×4.2= 4405.9684层框架梁重：34.32672×8+34.32672×8+6.35664×8= 600.080644层次梁重：24.08832×7+24.08832×7=337.236484层框架柱重：32×37.28592= 1193.149445层框架柱重：32×37.28592= 1193.149444层内墙和门重：56.4×(3.9-0.75)×2.12×2+(7.8-0.6)×(3.9-0.6)×3×2.12+(7.8-0.6)×(3.9-0.6)×2.12×8-2.1×0.9×16×(2.12-0.4)= 1255.34884层外墙和窗重：[(56.4+18.6)×2-0.6×18]×(3.9-0.75)×2.4-29×2.4×1.8×(2.4-0.4)=801.7925层内墙和门重：56.4×(3.9-0.75)×2.12×2+(7.8-0.6)×(3.9-0.6)×3×2.12+(7.8-0.6)×(3.9-0.6)×2.12×8-2.1×0.9×16×(2.12-0.4)= 1255.34885层外墙和窗重：[(56.4+18.6)×2-0.6×18]×(3.9-0.75)×2.4-29×2.4×1.8×(2.4-0.4)=801.792活荷载： 楼面活荷载：56.4×(7.8+7.8)×2+56.4×3×2.5= 2182.68G4=4405.968+600.08064+337.23648+(1193.14944+1193.14944)×1/2+(1255.3488+1255.3488)×1/2+(801.792+801.792)×1/2+2182.68×1/2=9684.91536重力荷载代表值G5恒载： 5层板重：56.4×18.6×5.22= 5475.98885层框架梁重：34.32672×8+34.32672×8+6.35664×8= 600.080645层次梁重：24.08832×7+24.08832×7=337.236485层框架柱重：32×37.28592= 1193.149445层内墙和门重56.4×(3.9-0.75)×2.12×2+(7.8-0.6)×(3.9-0.6)×3×2.12+(7.8-0.6)×(3.9-0.6)×2.12×8-2.1×0.9×16×(2.12-0.4)=1255.34885层外墙和窗重[(56.4+18.6)×2-0.6×18]×(3.9-0.75)×2.4-29×2.4×1.8×(2.4-0.4)=801.792女儿墙重(56.4+18.6)×2×0.9×2.4=324活荷载： 楼面活荷载：56.4×18.6×0.5=524.52G5=5475.9888+600.08064+337.23648+(1193.14944+1255.3488+801.792)×0.5+324+524.52×0.5=8624.71104图3-1重力荷载计算简图 地震作用的计算4.1计算结构的基本周期计算结构的自震周期，采用定点位移法计算结构的基本周期:为假想位移；对于多层取表4-1顶点位移计算楼层58624.718624.71701492.010.01230.215449684.9218309.63701492.010.02610.203139684.9227994.54701492.010.03990.177029684.9237679.46701492.010.05370.137119867.9247547.38570385.090.08340.0834根据本工程抗震设防烈度8度可查到系数，地震加速度0.2g，；结构等效重力荷载横向水平地震作用标准值：由于所以不考虑顶部附加水平地震作用，则要计楼层作用力和地震作用剪力标准值计算如下表4-2表4-2楼层作用力和地震作用剪力标准值楼层层高

h(m)高度附加489.77重力附加到顶层53.9020.508624.71176806.580.29761130.681620.4543.9016.609684.92160769.590.27061028.122648.5733.9012.709684.92122998.430.2070786.583435.1423.908.809684.9285227.260.1434545.033980.1714.904.909867.9248352.830.0814309.224289.39总和47547.38594154.681.00004289.39验算剪重比是否满足要求：根据抗震规范要求，8度0.2g的最小减震比系数为0.016，剪重比计算如下表格5.2表格4-3剪重比计算楼层判断是否满足要求58624.718624.711620.450.190.016满足49684.9218309.632648.570.270.016满足39684.9227994.543435.140.350.016满足29684.9237679.463980.170.410.016满足19867.9247547.384289.390.430.016满足满足最小的剪力系数，满足规范要求。各层的水平地震如下图4.1图4.1各层的水平地震作用力4.1.1地震作用力的侧移验算地震作用力的位移验算和风荷载作用力一样的计算公式，所以具体计算见下表6.2表4-4地震作用力的位移验算楼层H层高（mm）判断是否满足要求51620.45701492.012.3139000.00061/1688满足要求42648.57701492.013.7839000.00101/1032满足要求33435.14701492.014.9039000.00131/796满足要求23980.17701492.015.6739000.00151/687满足要求14289.39570385.097.5249000.00151/651满足要求层间最大位移角满足要求：再加之墙上荷载度没有去掉洞口质量而计算所以计算结果稍微接近最大位移角，因此满足要求。4.2地震作用了内力计算4.2.1剪力计算剪力分配按下式计算：式中：——第层第根柱分配到的剪力；——第层第根柱的侧移刚度；——第层第根柱的侧移刚度，设该层有根柱。计算数据见表4-5。表4-5水平地震作用下各柱剪力计算层数A柱B柱C柱D柱518625.9927224.3527224.3518625.99701492.011620.4543.0362.8962.8943.03418625.9927224.3527224.3518625.99701492.012648.5770.32102.79102.7970.32318625.9927224.3527224.3518625.99701492.013435.1491.21133.32133.3291.21218625.9927224.3527224.3518625.99701492.013980.17105.68154.47154.47105.68116510.3119951.5619951.5616510.31570385.094289.39124.16150.04150.04124.164.2.2计算柱端弯矩计算柱端弯矩采用反弯点法。反弯点按下式计算：式中：——柱的反弯点高度比；——柱的标准反弯点高度比；——考虑柱上、下端横梁线刚度变化时柱反弯点的修正系数；——考虑上层层高与本层层高不同时柱反弯点的修正系数；——考虑下层层高与本层层高不同时柱反弯点的修正系数。对于，（顶层不算）；对于，（底层不算）。层高不变，。计算数据见表4-6。柱端弯矩按下式计算：上端：下端：式中：——第层第根柱上端弯矩；——第层第根柱下端弯矩；——第层第根柱柱高。计算数据见表4-6。表4-6水平地震作用下各柱端弯矩层数53.9043.03-83.90-83.9062.89-122.63-122.6362.89-122.63-122.6343.03-83.90-83.9043.9070.32-137.13-137.13102.79-200.44-200.44102.79-200.44-200.4470.32-137.13-137.1333.9091.21-177.86-177.86133.32-259.96-259.96133.32-259.96-259.9691.21-177.86-177.8623.90105.68-206.08-206.08154.47-301.21-301.21154.47-301.21-301.21105.68-206.08-206.0814.90124.16-202.80-405.59150.04-245.06-490.13150.04-245.06-490.13124.16-202.80-405.594.2.3计算梁端弯矩柱端弯矩按下式计算：左端：右端：式中：——节点左侧梁端弯矩；——节点右侧梁端弯矩；——节点处上下柱端弯矩之和；——节点左侧梁线刚度；——节点右侧梁线刚度。计算数据见表4-7。表4-7水平地震作用下梁端弯矩计算层数AB跨梁端弯矩BC跨梁端弯矩CD跨梁端弯矩51.000.791.0083.9068.5254.1154.1168.5283.9041.000.791.00221.03180.53142.54142.54180.53221.0331.000.791.00314.99257.27203.14203.14257.27314.9921.000.791.00383.94313.58247.60247.60313.58383.9411.000.791.00408.87305.25241.03241.03305.25408.87）框架弯矩图（）4.2.4计算梁端剪力梁端剪力按下式计算：式中：——梁左侧剪力；——梁右侧剪力；——梁左、右端弯矩之和；——梁的计算跨度。计算数据见表3-14。表4-8水平地震作用下梁端剪力计算层数AB跨梁端弯矩KNBC跨梁端弯矩KNCD跨梁端弯矩KN跨度（m）AB梁（m）BC（m）CD（m）AB梁剪力（KN）BC梁剪力（KN）CD梁剪力（KN）583.9068.5254.1154.1168.5283.907.803.007.80-19.54-36.07-19.544221.03180.53142.54142.54180.53221.037.803.007.80-51.48-95.03-51.483314.99257.27203.14203.14257.27314.997.803.007.80-73.37-135.42-73.372383.94313.58247.60247.60313.58383.947.803.007.80-89.42-165.07-89.421408.87305.25241.03241.03305.25408.877.803.007.80-91.55-160.68-91.554.2.5计算柱轴力柱轴力按下式计算：式中：——第层第根柱上端轴力；——第层与第层第根柱对应的柱下端轴力；——第层第根柱上端节点处左右梁端剪力代数和。计算数据见表4-9表4-9水平地震作用下柱轴力计算层数V（KN）柱子轴力（KN）AB梁剪力（KN）BC梁剪力（KN）CD梁剪力（KN）A柱子轴力（KN）B柱子轴力（KN）C柱子轴力（KN）D柱子轴力（KN）5-19.54-36.07-19.54-19.5416.53-16.5319.544-51.48-95.03-51.48-71.0260.08-60.0871.023-73.37-135.42-73.37-144.39122.14-122.14144.392-89.42-165.07-89.42-233.81197.78-197.78233.811-91.55-160.68-91.55-325.37266.91-266.91325.37水平地震作用下框架的弯矩图、梁端剪力图和柱轴力见图4-2。）框架梁剪力图（）(）框架柱轴力图（）图4-2水平地震作用下框架的弯矩图、梁端剪力图和柱轴力图竖向荷载内力计算5.1竖向恒荷载作用力统计一般层梁上均布荷载计算AB梁上均布荷载计算过程 AB跨梁线荷载:4.77(kN/m)AB跨梁上墙体线荷载:2.12×(3.9-0.7)=6.78(kN/m)梯形板的峰值4.2×4.2=17.64(kN/m)梯形板的峰值转换成均布荷载(1-2×0.54^2+0.54^3)×17.64=10.16(kN/m)AB梁上均布荷载为：4.7676+6.784+10.16=21.72(kN/m)BC梁上均布荷载 计算过程 BC跨梁线荷载: 2.65(kN/m)三角形板的峰值 4.2×(1.5+1.5)=12.60(kN/m)三角形的峰值转换成均布荷载5/8×12.6=7.88(kN/m)BC梁上均布荷载为：2.6486+7.875=10.52(kN/m)CD梁上均布荷载计算过程 CD跨梁线荷载:4.77(kN/m)CD跨梁上墙体线荷载:2.12×(3.9-0.7)=6.78(kN/m)梯形板的峰值4.2×4.2=17.64(kN/m)梯形板的峰值转换成均布荷载(1-2×0.54^2+0.54^3)×17.64=10.16(kN/m)CD梁上均布荷载为：4.7676+6.784+10.16=21.72(kN/m)屋面层梁上均布荷载计算AB跨梁线荷载:4.77(kN/m)梯形板的峰值4.2×5.22=21.92(kN/m)梯形板的峰值转换成均布荷载(1-2×0.54^2+0.54^3)×21.924=12.63(kN/m)AB梁上均布荷载为：4.7676+12.63=17.40(kN/m)BC跨梁线荷载:2.65(kN/m)三角形板的峰值5.22×(1.5+1.5)=15.66(kN/m)三角形的峰值转换成均布荷载5/8×15.66=9.79(kN/m)BC梁上均布荷载为：2.6486+9.7875=12.44(kN/m)CD跨梁线荷载:4.77(kN/m)梯形板的峰值4.2×5.22=21.92(kN/m)梯形板的峰值转换成均布荷载(1-2×0.54^2+0.54^3)×21.924=12.63(kN/m)CD梁上均布荷载为：4.7676+12.63=17.40(kN/m)一般层柱端集中荷载A柱集中荷载kN柱子重力荷载37.29kN外纵墙重力荷载2.4×(4.2+4.2)×(3.9-0.75)=63.50kN三角形板传递荷载4.2×2.1÷2×4.2=18.52kN梯形板传递荷载(3.6+7.8)×2.1÷2×4.2=50.27kN纵向梁重力荷载(4.2+4.2)×5.1786=43.50kN横向次梁7.8×3.3456×1/2=13.05kNA柱集中荷载37.28592+63.504+18.522+50.274+43.50024+13.04784=226.13kNB柱集中荷载kN柱子重力荷载37.29kN内纵墙重力荷载2.12×(4.2+4.2)×(3.9-0.75)=56.10kN三角形板传递荷载4.2×2.1÷2×4.2=18.52kN梯形板传递荷载(5.4+4.2+4.2)×1.5÷2×4.2+(3.6+7.8)×2.1÷2×4.2=93.74kN纵向梁重力荷载5.1786×(4.2+4.2)=43.50kN横向次梁7.8×0.5×3.3456=13.05kNB柱集中荷载37.28592+56.0952+18.522+93.744+43.50024+13.04784=262.20kNC柱集中荷载kN柱子重力荷载37.29kN内纵墙重力荷载2.12×(4.2+4.2)×(3.9-0.75)=56.10kN三角形板传递荷载4.2×2.1÷2×4.2=18.52kN梯形板传递荷载(5.4+4.2+4.2)×1.5÷2×4.2+(3.6+7.8)×2.1÷2×4.2=93.74kN纵向梁重力荷载5.1786×(4.2+4.2)=43.50kN横向次梁7.8×0.5×3.3456=13.05kNC柱集中荷载37.28592+56.0952+18.522+93.744+43.50024+13.04784=262.20kND柱集中荷载kN柱子重力荷载37.29kN外纵墙重力荷载2.4×(4.2+4.2)×(3.9-0.75)=63.50kN三角形板传递荷载4.2×2.1÷2×4.2=18.52kN梯形板传递荷载(3.6+7.8)×2.1÷2×4.2=50.27kN纵向梁重力荷载(4.2+4.2)×5.1786=43.50kN横向次梁7.8×3.3456×1/2=13.05kND柱集中荷载37.28592+63.504+18.522+50.274+43.50024+13.04784=226.13kN屋面层柱端集中荷载A柱集中荷载kN柱子重力荷载37.29外纵墙重力荷载2.4×(4.2+4.2)×1.2=224.19kN三角形板传递荷载4.2×2.1÷2×5.22=23.02kN梯形板传递荷载(3.6+7.8)×2.1÷2×5.22=62.48kN纵向梁重力荷载(4.2+4.2)×5.1786=43.50kN横向次梁7.8×3.3456×1/2=13.05kNA柱集中荷载37.28592+24.192+23.0202+62.4834+43.50024+13.04784=203.53kNB柱集中荷载kN柱子重力荷载37.29kN三角形板传递荷载4.2×2.1÷2×5.22=23.02kN梯形板传递荷载(5.4+4.2+4.2)×1.5÷2×5.22+(3.6+7.8)×2.1÷2×5.22=116.51kN纵向梁重力荷载5.1786×(4.2+4.2)=43.50kN横向次梁7.8×0.5×3.3456=13.05kNB柱集中荷载37.28592+23.0202+116.5104+43.50024+13.04784=233.36kNC柱集中荷载kN柱子重力荷载37.29kN三角形板传递荷载4.2×2.1÷2×5.22=23.02kN梯形板传递荷载(5.4+4.2+4.2)×1.5÷2×5.22+(3.6+7.8)×2.1÷2×5.22=116.51kN纵向梁重力荷载5.1786×(4.2+4.2)=43.50kN横向次梁7.8×0.5×3.3456=13.05kNC柱集中荷载37.28592+23.0202+116.5104+43.50024+13.04784=233.36kND柱集中荷载kN柱子重力荷载37.29外纵墙重力荷载2.4×(4.2+4.2)×1.2=224.19kN三角形板传递荷载4.2×2.1÷2×5.22=23.02kN梯形板传递荷载(3.6+7.8)×2.1÷2×5.22=62.48kN纵向梁重力荷载(4.2+4.2)×5.1786=43.50kN横向次梁7.8×3.3456×1/2=13.05kND柱集中荷载37.28592+24.192+23.0202+62.4834+43.50024+13.04784=203.53kN图5.1恒荷载作用下计算简图5.1.1计算恒荷载作用下的梁端弯矩1、标准层恒载作用下梁端弯矩：；表5.1梁固端弯矩计算层数梁上均布荷载(kN/m)梁跨度AB梁(m)AB梁端弯矩(kN.m)BC梁端弯矩(kN.m)CD梁端弯矩(kN.m)AB梁(kN/m)BC梁(kN/m)CD梁(kN/m)AB梁跨度(m)BC梁跨度(m)CD梁跨度(m)M左M右M左M右M左M右517.4012.4417.407.803.007.80-88.2288.22-9.339.33-88.2288.22421.7210.5221.727.803.007.80-110.10110.10-7.897.89-110.10110.10321.7210.5221.727.803.007.80-110.10110.10-7.897.89-110.10110.10221.7210.5221.727.803.007.80-110.10110.10-7.897.89-110.10110.10121.7210.5221.727.803.007.80-110.10110.10-7.897.89-110.10110.10表5.2各杆端的分配系数层数A点分配系数B点分配系数C点分配系数D点分配系数5AB梁左0.44AB梁右0.33BC梁右0.26CD梁右0.44柱上端0.56柱上端0.41柱上端0.41柱上端0.56BC梁左0.26CD梁左0.334A点分配系数B点分配系数C点分配系数D点分配系数AB梁左0.28AB梁右0.23BC梁右0.18CD梁右0.285层柱底0.365层柱底0.295层柱底0.295层柱底0.364层柱顶0.364层柱顶0.294层柱顶0.294层柱顶0.36BC梁左0.18CD梁左0.233A点分配系数B点分配系数C点分配系数D点分配系数AB梁左0.28AB梁右0.23BC梁右0.18CD梁右0.284层柱底0.364层柱底0.294层柱底0.294层柱底0.363层柱顶0.363层柱顶0.293层柱顶0.293层柱顶0.36BC梁左0.18CD梁左0.232A点分配系数B点分配系数C点分配系数D点分配系数AB梁左0.28AB梁右0.23BC梁右0.18CD梁右0.283层柱底0.363层柱底0.293层柱底0.293层柱底0.362层柱顶0.362层柱顶0.292层柱顶0.292层柱顶0.36BC梁左0.18CD梁左0.231A点分配系数B点分配系数C点分配系数D点分配系数AB梁左0.31AB梁右0.25BC梁右0.19CD梁右0.312层柱底0.392层柱底0.312层柱底0.312层柱底0.391层柱顶0.311层柱顶0.251层柱顶0.251层柱顶0.31BC梁左0.19CD梁左0.25表5.3恒荷载作用下弯矩二次分配计算-88.2288.22-9.339.33-88.2288.225层A柱顶5层AB梁左5层AB梁右5层B柱顶5层BC梁左5层BC梁右5层C柱顶5层CD梁左5层CD梁右5层D柱顶0.560.440.330.410.260.260.410.330.440.5649.1839.05-25.88-32.59-20.4320.4332.5925.88-39.05-49.1819.70-12.9419.52-14.9410.22-10.2216.29-19.5212.94-19.70-3.77-2.99-4.85-6.11-3.833.485.554.412.993.7765.11-65.1177.02-53.64-23.3823.0254.44-77.4665.11-65.11-110.10110.10-7.897.89-110.10110.105层A柱底4层A柱顶4层AB梁左4层AB梁右4层B柱顶5层B柱底4层BC梁左4层BC梁右5层C柱底4层C柱顶4层CD梁左4层CD梁右4层D柱顶5层D柱底0.360.360.280.230.290.290.180.180.290.290.230.280.360.3639.4139.4131.29-23.72-29.88-29.88-18.7318.7329.8829.8823.72-31.29-39.41-39.4124.5919.70-11.8615.64-14.94-16.299.37-9.3716.2914.94-15.6411.86-19.70-24.59-11.61-11.61-9.221.441.821.821.14-1.14-1.82-1.82-1.449.2211.6111.6152.3947.50-99.89103.47-43.00-44.35-16.1216.1244.3543.00-103.4799.89-47.50-52.39-110.10110.10-7.897.89-110.10110.104层A柱底3层A柱顶3层AB梁左3层AB梁右3层B柱顶4层B柱底3层BC梁左3层BC梁右4层C柱底3层C柱顶3层CD梁左3层CD梁右3层D柱顶4层D柱底0.360.360.280.230.290.290.180.180.290.290.230.280.360.3639.4139.4131.29-23.72-29.88-29.88-18.7318.7329.8829.8823.72-31.29-39.41-39.4119.7019.70-11.8615.64-14.94-14.949.37-9.3714.9414.94-15.6411.86-19.70-19.70-9.86-9.86-7.831.131.421.420.89-0.89-1.42-1.42-1.137.839.869.8649.2549.25-98.50103.15-43.39-43.39-16.3716.3743.3943.39-103.1598.50-49.25-49.25-110.10110.10-7.897.89-110.10110.103层A柱底2层A柱顶2层AB梁左2层AB梁右2层B柱顶3层B柱底2层BC梁左2层BC梁右3层C柱底2层C柱顶2层CD梁左2层CD梁右2层D柱顶3层D柱底0.360.360.280.230.290.290.180.180.290.290.230.280.360.3639.4139.4131.29-23.72-29.88-29.88-18.7318.7329.8829.8823.72-31.29-39.41-39.4119.7021.26-11.8615.64-15.89-14.949.37-9.3714.9415.89-15.6411.86-21.26-19.70-10.41-10.41-8.271.351.701.701.07-1.07-1.70-1.70-1.358.2710.4110.4148.7050.25-98.94103.37-44.06-43.12-16.1916.1943.1244.06-103.3798.94-50.25-48.70-110.10110.10-7.897.89-110.10110.102层A柱底1层A柱顶1层AB梁左1层AB梁右1层B柱顶2层B柱底1层BC梁左1层BC梁右2层C柱底1层C柱顶1层CD梁左1层CD梁右1层D柱顶2层D柱底0.390.310.310.250.250.310.190.190.310.250.250.310.310.3942.5133.8433.75-25.23-25.29-31.77-19.9219.9231.7725.2925.23-33.75-33.84-42.5119.700.00-12.6116.880.00-14.949.96-9.9614.940.00-16.8812.610.00-19.70-2.74-2.18-2.17-2.94-2.94-3.70-2.322.323.702.942.942.172.182.7459.4831.66-91.1498.82-28.23-50.41-20.1720.1750.4128.23-98.8291.14-31.66-59.481层A柱低16.92-12.641层B柱低1层C柱低12.64-16.921层D柱低ABCD进行恒载弯矩图绘制：梁的跨中弯矩、为梁左右两端的弯矩，q为梁上均布荷载计算标准层连AB、CD、BC梁跨中弯矩以此方法进行计算，其他梁跨中弯矩计算如下表7-2表5.4梁跨中弯矩层数梁跨度(m)梁上均布荷载（kN/m）AB梁左右端弯矩(kN.m)BC梁左右端弯矩(kN.m)CD梁左右端弯矩(kN.m)跨中弯矩(kN.m)AB梁跨度(m)BC梁跨度(m)CD梁跨度(m)AB跨梁（kN/m）BC跨梁（kN/m）CD跨梁（kN/m）M左（kN.m）M右（kN.m）M左（kN.m）M右（kN.m）M左（kN.m）M右（kN.m）AB梁(kN.m)BC梁(kN.m)CD梁(kN.m)57.803.007.8017.4012.4417.4065.1177.0223.3823.0277.4665.1161.27-9.2161.0547.803.007.8021.7210.5221.7299.89103.4716.1216.12103.4799.8963.47-4.2863.4737.803.007.8021.7210.5221.7298.50103.1516.3716.37103.1598.5064.33-4.5364.3327.803.007.8021.7210.5221.7298.94103.3716.1916.19103.3798.9463.99-4.3563.9917.803.007.8021.7210.5221.7291.1498.8220.1720.1798.8291.1470.18-8.3370.18恒载作用下的弯矩图5-2图5-2恒荷载弯矩计算简图计算梁端，和柱端剪力EQ\o\ac(○,1):以6层梁AB跨为例进行计算；已知梁上受均布荷载，根据此条件可以得到以下计算公式即：均布荷载下:则AB梁两端剪力计算如下其他梁端剪力计算如下表5.5表5.5梁端剪力计算表层数梁跨度长（m）梁上均布荷载（kN/m）AB梁端弯矩（kN.m）BC梁端弯矩（kN.m）CD梁端弯矩（kN.m）AB梁剪力（kN）BC梁剪力（kN）CD梁剪力（kN）AB梁跨度(m)BC梁跨度(m)CD梁跨度(m)AB梁均布荷载（kN/m）BC梁均布荷载（kN/mCD梁均布荷载（kN/mM左（kN.m）M右（kN.m）M左（kN.m）M右（kN.m）M左（kN.m）M右（kN.m）V左（kN）V右（kN）V左（kN）V右（kN）V左（kN）V右（kN）57.803.007.8017.4012.4417.40-65.1177.02-23.3823.02-77.4665.1166.3469.3918.7718.5469.4566.2847.803.007.8021.7210.5221.72-99.89103.47-16.1216.12-103.4799.8984.2485.1515.7915.7985.1584.2437.803.007.8021.7210.5221.72-98.50103.15-16.3716.37-103.1598.5084.1085.2915.7915.7985.2984.1027.803.007.8021.7210.5221.72-98.94103.37-16.1916.19-103.3798.9484.1385.2615.7915.7985.2684.1317.803.007.8021.7210.5221.72-91.1498.82-20.1720.17-98.8291.1483.7185.6815.7915.7985.6883.71计算恒载作用下柱端剪力；柱子上的剪力计算公式为：具体计算如下表5.6表5.6恒载作用下柱端剪力层数A柱端弯矩（kN.m）B柱端弯矩（kN.m）C柱端弯矩（kN.m）D柱端弯矩（kN.m）层高（m）A柱剪力（kN）B柱剪力（kN）C柱剪力（kN）D柱剪力（kN）Mu（kN.m）Mb（kN.m）Mu（kN.m）Mb（kN.m）Mu（kN.m）Mb（kN.m）Mu（kN.m）Mb（kN.m）Vu（kN）Vb（kN）Vu（kN）Vb（kN）Vu（kN）Vb（kN）Vu（kN）Vb（kN）565.1152.39-53.64-44.3554.4444.35-65.11-52.393.90-30.13-30.1325.1325.13-25.33-25.3330.1330.13447.5049.25-43.00-43.3943.0043.39-47.50-49.253.90-24.81-24.8122.1522.15-22.15-22.1524.8124.81349.2548.70-43.39-43.1243.3943.12-49.25-48.703.90-25.11-25.1122.1822.18-22.18-22.1825.1125.11250.2559.48-44.06-50.4144.0650.41-50.25-59.483.90-28.14-28.1424.2224.22-24.22-24.2228.1428.14131.6616.92-28.23-12.6428.2312.64-31.66-16.924.90-9.91-9.918.348.34-8.34-8.349.919.91恒载作用下梁柱端剪力图如5-3图5-3恒荷载计算简图柱子恒载产生的轴力是梁端恒载作用下产生的梁端剪力还有柱子产生的集中力叠加的结果，具体计算如下表格5.7表5.7恒载作用下柱子上的轴力计算表层数柱端集中荷载AB梁剪力（kN）BC梁剪力（kN）CD梁剪力（kN）柱子轴立A柱荷载（kN）B柱荷载（kN）C柱荷载（kN）D柱荷载（kN）V左（kN）V右（kN）V左（kN）V右（kN）V左（kN）V右（kN）NA柱（kN）NB柱（kN）NC柱（kN）ND柱（kN）5203.53233.36233.36203.5366.3469.3918.7718.5469.4566.28269.87321.53321.35269.814226.13262.20262.20226.1384.2485.1515.7915.7985.1584.24580.24684.66684.48580.183226.13262.20262.20226.1384.1085.2915.7915.7985.2984.10890.471047.931047.75890.412226.13262.20262.20226.1384.1385.2615.7915.7985.2684.131200.731411.171411.001200.671226.13262.20262.20226.1383.7185.6815.7915.7985.6883.711510.571774.831774.661510.52柱子在恒载作用下的轴力图5-4图5-4恒载作用下柱子的轴力7.2活荷载作用力计算2-4层梁上均布荷载AB梁上峰值:4.2×2=8.40kN/m转换成均布荷载:(1-2×0.54^2+0.54^3)×8.4=4.84kN/mBC梁上峰值:(1.5+1.5)×2.5=7.50kN/m转换成均布荷载:5/8×7.5=4.69kN/mCD梁上峰值:4.2×2=8.40kN/m转换成均布荷载:(1-2×0.54^2+0.54^3)×8.4=4.84kN/m5层梁上均布荷载AB梁上峰值:4.2×0.5=2.10kN/m转换成均布荷载:(1-2×0.54^2+0.54^3)×2.1=1.21kN/mBC梁上峰值:(1.5+1.5)×0.5=1.50kN/m转换成均布荷载:5/8×1.5=0.94kN/mCD梁上峰值:4.2×0.5=2.10kN/m转换成均布荷载:(1-2×0.534^2+0.54^3)×2.1=1.21kN/m2-4层柱端集中荷载荷载A柱集中荷载三角形板及梯形板荷载：4.2×2.1÷2×2+(3.6+7.8)×2.1÷2×2=32.76kNB柱集中荷载三角形板及梯形板荷载：4.2×2.1/2×2+(5.4+4.2+4.2)×1.5/2×2.5+(3.6+7.8)×2.1/2×2=58.64kNC柱集中荷载三角形板及梯形板荷载：4.2×2.1/2×2+(5.4+4.2+4.2)×1.5/2×2.5+(3.6+7.8)×2.1/2×2=58.64kND柱集中荷载三角形板及梯形板荷载：4.2×2.1÷2×2+(3.6+7.8)×2.1÷2×2=32.76kN5层柱端集中荷载荷载A柱集中荷载三角形板及梯形板荷载：4.2×2.1÷2×0.5+(3.6+7.8)×2.1÷2×0.5=8.19kNB柱集中荷载三角形板及梯形板荷载：4.2×2.1/2×0.5+(3.6+7.8)×2.1/2×0.5+(5.4+4.2+4.2)×1.5/2×0.5=13.37kNC柱集中荷载三角形板及梯形板荷载：4.2×2.1/2×0.5+(3.6+7.8)×2.1/2×0.5+(5.4+4.2+4.2)×1.5/2×0.5=13.37kND柱集中荷载三角形板及梯形板荷载：4.2×2.1÷2×0.5+(3.6+7.8)×2.1÷2×0.5=8.19kN图5-5活荷载作用下梁上均布荷载简图7.2.1活荷载内力分析计算表5.8活荷载固端弯矩计算层数梁上均布荷载(kN/m)梁跨度AB梁(m)AB梁端弯矩(kN.m)BC梁端弯矩(kN.m)CD梁端弯矩(kN.m)AB梁(kN/m)BC梁(kN/m)CD梁(kN/m)AB梁跨度(m)BC梁跨度(m)CD梁跨度(m)M左M右M左M右M左M右51.210.941.217.803.007.80-6.146.14-0.700.70-6.146.1444.844.694.847.803.007.80-24.5424.54-3.523.52-24.5424.5434.844.694.847.803.007.80-24.5424.54-3.523.52-24.5424.5424.844.694.847.803.007.80-24.5424.54-3.523.52-24.5424.5414.844.694.847.803.007.80-24.5424.54-3.523.52-24.5424.54图5.9活载作用下的内力二次分配-6.146.14-0.700.70-6.146.145层A柱顶5层AB梁左5层AB梁右5层B柱顶5层BC梁左5层BC梁右5层C柱顶5层CD梁左5层CD梁右5层D柱顶0.560.440.330.410.260.260.410.330.440.563.422.72-1.78-2.24-1.411.412.241.78-2.72-3.424.39-0.891.36-3.070.70-0.703.07-1.360.89-4.39-1.95-1.550.330.420.26-0.26-0.42-0.331.551.955.86-5.866.04-4.90-1.141.144.90-6.045.86-5.86-24.5424.54-3.523.52-24.5424.545层A柱底4层A柱顶4层AB梁左4层AB梁右4层B柱顶5层B柱底4层BC梁左4层BC梁右5层C柱底4层C柱顶4层CD梁左4层CD梁右4层D柱顶5层D柱底0.360.360.280.230.290.290.180.180.290.290.230.280.360.368.788.786.97-4.88-6.15-6.15-3.853.856.156.154.88-6.97-8.78-8.781.714.39-2.443.49-3.07-1.121.93-1.931.123.07-3.492.44-4.39-1.71-1.31-1.31-1.04-0.28-0.36-0.36-0.220.220.360.360.281.041.311.319.1811.86-21.0522.87-9.58-7.62-5.675.677.629.58-22.8721.05-11.86-9.18-24.5424.54-3.523.52-24.5424.544层A柱底3层A柱顶3层AB梁左3层AB梁右3层B柱顶4层B柱底3层BC梁左3层BC梁右4层C柱底3层C柱顶3层CD梁左3层CD梁右3层D柱顶4层D柱底0.360.360.280.230.290.290.180.180.290.290.230.280.360.368.788.786.97-4.88-6.15-6.15-3.853.856.156.154.88-6.97-8.78-8.784.394.39-2.443.49-3.07-3.071.93-1.933.073.07-3.492.44-4.39-4.39-2.27-2.27-1.800.170.210.210.13-0.13-0.21-0.21-0.171.802.272.2710.9010.90-21.8123.32-9.01-9.01-5.315.319.019.01-23.3221.81-10.90-10.90-24.5424.54-3.523.52-24.5424.543层A柱底2层A柱顶2层AB梁左2层AB梁右2层B柱顶3层B柱底2层BC梁左2层BC梁右3层C柱底2层C柱顶2层CD梁左2层CD梁右2层D柱顶3层D柱底0.360.360.280.230.290.290.180.180.290.290.230.280.360.368.788.786.97-4.88-6.15-6.15-3.853.856.156.154.88-6.97-8.78-8.784.394.74-2.443.49-3.27-3.071.93-1.933.073.27-3.492.44-4.74-4.39-2.39-