某五层教学楼钢筋混凝土现浇框架结构课程设计计算书

'钢筋混凝土现浇框架课程设计计算书系别：土木工程与建筑系专业年级：姓名：学号：指导教师：2012年06月18日 目录一、设计任务11设计内容12设计条件1二.框架结构计算过程21.平面布置22.结构计算简图23.内力计算3(1)恒荷载计算3(2)活荷载计算6(3)荷载转化7(4)水平荷载计算20(5)弯矩调幅24(6)内力组合25三.构件配筋计算321.梁的设计322.柱的设计40四.绘制框架结构施工图4850 一、设计任务某五层教学楼，钢筋混凝土现浇框架结构。建筑平面为一字形，如图1所示。底层层高4.2m，其它层高3.6m，室内外高差0.3m。(结构布置如下图1)图11设计内容（1）结构布置确定柱网尺寸，构件截面尺寸，绘制框架结构平面布置图。（2）框架内力计算竖向荷载作用下可按分层法计算内力，水平荷载作用下按D值法计算框架内力。（3）内力组合（4）框架梁和柱承载力计算①框架梁承载力计算包括正截面和斜截面承载力计算，计算梁的纵向钢筋和箍筋，并配置钢筋。②框架柱承载力计算包括正截面和斜截面承载力计算，计算柱的纵向钢筋和箍筋，并配置钢筋。（5）框架侧移验算验算顶点侧移和层间侧移，使之符合规范要求。（6）绘制框架配筋施工图。2设计条件(1)气象条件基本风压0.5+6×0.01=0.56kN/m2，地面粗糙度为B类。注：以现场按编号布置的为准,本人编号6号(2)工程地质条件地表下0-10m深度土层均可做天然地基，地基承载力为180kPa。(3)屋面及楼面做法:①屋面做法:现浇楼板上铺膨胀珍珠岩保温层（檐口处厚100mm，2%自两侧檐口向中间找坡）；1：2水泥砂浆找平层厚20mm；现浇混凝土楼板100mm；15mm厚纸筋面石灰抹。②楼面做法:顶层为20mm厚水泥砂浆找平；5mm厚1：2水泥砂浆加“107”胶水着色粉面层；现浇混凝土楼板；底层为15mm厚纸筋面石灰抹底。(4)楼面屋面活荷载为：1.5＋28×0.01=1.78kN/m2（注：楼面、屋面活荷载以现场按学号布置的为准,本人学号28）50 二.框架结构计算过程1.平面布置（1）结构平面布置（见图2）图2结构平面布置（2）构件尺寸确定边跨（AB、CD）梁：取中跨（BC）梁：取h=400mm边柱（A轴、D轴）连系梁：取中柱（B轴、C轴）连系梁：取b×h=250mm×400mm柱截面均为b×h=300mm×500mm现浇楼板厚100mm。2.结构计算简图（1）确定结构计算单元阴影（见图1阴影所示）。（2）计算梁、柱线刚度（见图3）（同时由资料可知底层层高为4.5m，其他各层为3.6m）依据1）梁：2）柱：可知：AB,CD跨梁：BC跨梁：上部各层柱:底层柱：50 算竖向荷载柱线刚度乘以0.9系数得：梁柱线刚度图33.内力计算(1)恒荷载计算a)屋面框架梁线荷载的标准值:20mm厚1:2水泥砂浆：100-150mm厚膨胀珍珠岩：50 100mm厚先交钢筋混凝土板：0.10×25=2.515mm厚纸筋石灰抹底：0.015×16=0.24屋面恒荷载：4.18边跨（AB，CD跨）框架梁自重：0.25×0.5×25=3.13梁侧粉刷：3.42×（0.5-0.1）×0.02×17=0.27中跨BC跨框架梁自重：0.25×0.4×25=2.5侧梁粉刷：2.72×（0.4-0.1）×0.02×17=0.2因此，作用在顶屋框架梁上的线荷载为：kN/mkN/mb)楼面框架梁线荷载标准值25mm厚水泥砂浆面层：0.025×20=0.50100mm厚先交钢筋混凝土板：0.10×25=2.515mm厚纸筋石灰抹底：0.015×16=0.24楼面恒荷载：3.24边跨框架梁及侧梁粉刷3.4边跨填充墙自重墙面粉刷中跨框架梁及侧梁粉刷因此，作用在中间层框架梁上的线荷载为：c）屋面框架节点集中荷载标准值边柱连系梁梁自重0.25×0.5×4.5×25=14.1kN50 粉刷0.02×（0.5－0.1）×2×4.5×17=1.22kN连系梁传来的屋面自重0.5×4.5×0.5×4.5×4.18=21.16kN顶层边节点集中荷载36.48kN中柱连系梁自重0.25×0.4×4.5×25=11.25kN粉刷0.02×（0.4-0.1）×2×4.5×17=0.92kN连系梁传来的屋面荷载0.5×（4.5+4.5-3）×1.5×4.18=18.81kN0.5×4.5×2.25×4.18=21.16kN顶层中节点集中荷载52.14kNd)楼面框架节点集中荷载标准值边柱连系梁自重14.1kNkN粉刷1.22kN墙体自重4.5×0.24×(3.6-0.5)×19=63.61kN墙体粉刷4.5×0.02×2×3.6×17=11.02Kn框架柱自重0.3×0.45×3.6×25=12.15kN（柱子粉刷算在墙体之中）连系梁传来的楼面自重0.5×4.5×0.5×4.5×3.24=16.4kN中间层边节点集中荷载118.5Kn中柱连系梁自重11.25kN中柱粉刷0.92kN内纵墙自重4.5×(3.6-0.4)×0.24×19=65.66kN内纵墙粉刷4.5×(3.6-0.4)×2×0.02×17=9.79kN框架柱自重12.15kN（柱子粉刷算在墙体之中）连系梁传来的楼面荷载0.5×（4.5+4.5-3）×1.5×3.24=14.58kN0.5×4.5×2.25×3.24=16.4kN中间层终结点集中荷载130.75Kn50 e）恒荷载作用下的结构简图如图5图5恒荷载作用下结构计算简图(2)活荷载计算屋面活荷载1.78KN/m2，楼面活荷载1.78KN/m2，走廊楼面活荷载1.78KN/m2。活荷载计算值如下：1.78×4.5=8.01kN/m/m/m/m1.78×4.5=8.01kN/m/m50 楼面活荷载作用下的结果计算简图如图6：图6楼面活荷载作用下结构计算简图(3)荷载转化（同时列出弯矩分配系数如下）梯形转化为均布荷载的公式为：50 三角形转化为均布荷载的公式为：弯矩分配系数A.恒载作用下（）=14.48kN/m=14.48+3.4=17.88kN/m=7.84kN/m7.84+2.7=10.54kN/m=11.23kN/m=11.23+19.64=30.87kN/m=6.08kN/m=6.08+2.7=8.78kN/m50 转换后恒荷载均分荷载图屋面恒荷载内力利用弯矩分配计算并利用结构对称性取二分之一结构计算,各杆固端弯矩为:a)顶层：50 弯矩分配法计算恒荷载顶层各柱端弯矩如下表格：()杆件位置A5A4A5B5B5A5B5B4B5C5"C5"B5弯矩分配系数0.400.600.460.300.24　固端弯矩　-53.6453.64　-7.91-3.45第一次弯矩分配21.2432.40-21.08-13.86-10.79　弯矩传递　　　　　　　-10.5416.20　　10.79第二次弯矩分配4.176.37-7.47-4.91-3.82　结果25.42-25.4241.29-18.76-22.537.34A4A5=×25.42=8.47B4B5=-×18.75=-6.25边跨跨中弯矩：47.10中跨跨中弯矩:10.57对应弯矩图如下：b)标准层：50 弯矩分配法计算恒荷载标准层各柱端弯矩如下表格：()杆件位置A4A5A4A3A4B4B4A4B4A3B4B5B4C"4C"4B4弯矩分配系数0.280.280.430.350.230.230.18　固端弯矩　　-92.6192.61　　-6.59-3.29第一次弯矩分配26.3026.3040.01-30.45-19.96-19.96-15.66　弯矩传递　　　`　　　　　-15.2320.00　　　15.66第二次弯矩分配4.324.326.58-7.08-4.64-4.64-3.64　结果30.6330.63-61.2575.08-24.60-24.60-25.8912.37A5A4=×30.63=10.21A3A4=×30.63=10.21B5B4=-×24.6=-8.2B3B4=-×24.6=-8.2边跨跨中弯矩：70.06中跨跨中弯矩:16.01对应弯矩图如下：c)底层：50 弯矩分配法计算恒荷载底层各柱端弯矩如下表格：()A0A1=×26.16=13.08A2A1=×32.68=10.89B0B1=-×20.91=10.46B2B1=-×26.16=8.72边跨跨中弯矩：72.48中跨跨中弯矩:17.08对应弯矩图如下：50 i.叠加分层法计算结果，并进行节点不平衡弯矩分配，得整个结构弯矩图如下图所示:ii.计算梁端剪力梁平衡受力及柱轴力图如下：顶层集中力：36.48kN52.14kN标准层集中力：118.5kN130.75kN梁平衡受力图由梁的平衡条件可得：和50 可知恒荷载标准值作用下梁剪力、柱轴力图如下：（单位：KN）B.活载作用下==6.17kN/m==6.17kN/m==3.34kN/m==3.34kN/m转换后活载均布荷载图50 a)顶层：弯矩分配法计算活荷载顶层各柱端弯矩如下表格：()杆件位置A5A4A5B5B5A5B5B4B5C5"C5"B5弯矩分配系数0.400.600.460.300.24　固端弯矩　-18.5118.51　-2.50-1.25第一次弯矩分配7.3311.18-7.38-4.85-3.78　弯矩传递　　　　　　　-3.695.59　　3.78第二次弯矩分配1.462.23-2.58-1.69-1.32　结果8.79-8.7914.14-6.54-7.602.53A4A5=×8.79=2.93B4B5=-×6.54=-2.18边跨跨中弯矩：16.31中跨跨中弯矩:3.84对应弯矩图如下：()50 b)标准层：弯矩分配法计算活荷载标准层各柱端弯矩如下表格：()杆件位置A4A5A4A3A4B4B4A4B4B3B4B5B4C"4C"4B4弯矩分配系数0.280.280.430.350.230.230.18　固端弯矩　　-18.5118.51　　-2.50-1.25第一次弯矩分配5.265.268.00-5.67-3.71-3.71-2.91　弯矩传递　　　`　　　　　-2.834.00　　　2.91第二次弯矩分配0.800.801.22-1.42-0.93-0.93-0.73　结果6.066.06-12.1215.43-4.64-4.64-6.141.66A5A4=×6.06=2.02A3A4=×6.06=2.02B5B4=-×4.64=-1.55B3B4=-×4.64=-1.55对应弯矩图如下：()13.95边跨跨中弯矩13.95：中跨跨中弯矩:2.6113.9550 c)底层：弯矩分配法计算活荷载底层各柱端弯矩如下表格：()杆件位置A1A0A1A2A1B1B1A1B1B0B1B2BC"1C"1B1弯矩分配系数0.240.300.460.370.200.240.19　固端弯矩　　-18.5118.51　　-2.50-1.25第一次弯矩分配4.465.578.48-5.94-3.12-3.91-3.04　弯矩传递　　　　　　　　　　-2.974.24　　　3.04第二次弯矩分配0.720.891.36-1.57-0.83-1.03-0.81　结果5.186.47-11.6415.24-3.95-4.94-6.351.79A0A1=×5.18=2.59A2A1=×6.47=2.16B0B1=-×3.95=-1.98B2B1=-×4.94=-1.67边跨跨中弯矩：14.33中跨跨中弯矩:2.99对应弯矩图如下：50 i叠加分层法计算结果，并进行节点不平衡弯矩分配，得整个活载下结构弯矩图如下图所示:50 ii计算梁端剪力梁平衡受力及柱轴力图如下：梁平衡受力图由梁的平衡条件可得：和可知恒荷载标准值作用下梁剪力、柱轴力图如下：（单位：KN）50 (4)水平荷载计算风压彼岸准直计算公式：因为高度H=23m<30m,可取=1.3，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，计算过程如下表。Z为框架节点到室外地面高度，，A为一榀框架各层节点的受风面积计算如下表：层次51.01.318.91.2260.568.17.2341.01.315.31.1470.5616.213.5331.01.311.71.0480.5616.212.3621.01.38.11.000.5616.211.7911.01.34.51.000.5618.2313.2750 D值法计算线刚度计算（单位为）50 由公式：可知：满足要求满足要求满足要求满足要求满足要求（此层h取5m）顶层总位移为：50 风荷载作用下的框架内力图：（kN）50 (5)弯矩调幅换算公式：弯矩调幅至80％将框架梁在各种荷载作用下经弯矩调幅并换算至柱边截面的弯矩如下表：框架梁在恒荷载作用下梁端剪力算到柱边截面：梁端弯矩调幅及剪力换算到柱边后数值　　　V/kNgkN/mb/m调幅前M/kN·m调幅后M/kN·mM"/kN·mV"/kN恒载上层边左52.4317.880.3037.0129.6122.1549.75边右54.7717.880.3044.0235.2227.4052.09中跨左13.1710.540.3020.7416.5914.8511.59标准层边左90.6930.870.3070.9456.7543.8486.06边右94.5330.870.3082.4865.9852.5089.90中跨左13.178.780.3023.4718.7817.0011.85底层边左91.1430.870.3070.4356.3443.3786.51边右94.0830.870.3079.2763.4250.0089.45中跨左13.178.780.3024.6119.6917.9111.85梁端弯矩调幅及剪力换算到柱边后数值　　　V/kNpkN/mb/m调幅前M/kN·m调幅后M/kN·mM"/kN·mV"/kN活载上层边左17.96.170.3010.968.776.2216.97边右19.136.170.3014.6511.728.9918.20中跨左5.013.340.307.35.845.164.51标准层边左17.836.170.3013.2510.608.0616.90边右19.196.170.3017.3513.8811.1418.26中跨左5.013.340.305.344.273.604.51底层边左18.186.170.3013.8111.058.4617.25边右18.826.170.3015.7512.609.9217.895.013.340.306.124.904.224.5150 中跨左梁端弯矩调幅及剪力换算到柱边后数值　　　V/kNb/m调幅前M/kN·m调幅后M/kN·mM"/kN·mV"/kN风载五层边左0.920.303.452.762.620.92边右0.920.302.071.661.520.92中跨左1.440.302.161.731.511.44四层边左3.10.3011.148.918.453.10边右3.10.307.475.985.513.10中跨左5.190.307.786.225.455.19三层边左5.230.3019.9615.9715.185.23边右5.230.3013.2110.579.785.23中跨左9.170.3013.7511.009.629.17二层边左7.910.3028.1522.5221.337.91边右7.910.3019.9315.9414.767.91中跨左13.850.3020.7716.6214.5413.85一层边左10.270.3038.1630.5328.9910.27边右10.270.3023.4818.7817.2410.27中跨左16.290.3024.4419.5517.1116.29(6)内力组合根据内力计算结果，即可进行框架各梁柱各控制截面上的内力组合，其中梁的控制截面为梁端柱边及跨中。由于对称性，每层有5个控制截面，即下图6-7中的1、2、3、4、5号截面，表1给出了各层梁的内力组合过程。柱则分柱边和中柱（即A柱、B柱），每个柱每层有两个控制截面，以图6-7中第三层为例，控制截面为5、6号截面，表2给出了各层柱的内力组合过程。50 图6-7注：使梁下部受拉的弯矩为正，使梁截开部分产生顺时针方向转动的剪力为正。表1：楼层控制截面荷载类型恒载活载风载左风右风五　MVMVMVMV1-22.1549.75-6.2216.972.620.92-2.62-0.92239.95-1.1714.97-0.620.69-0.92-0.690.923-27.40-52.098.99-18.201.52-0.92-1.520.924-14.8511.91-5.164.511.51-1.44-1.511.445-9.080.00-3.770.000.00-1.440.001.44四1-43.8486.06-8.0616.908.45-3.10-8.453.10262.21-1.9212.47-0.681.17-3.10-1.173.103-52.05-89.90-11.14-18.26-5.51-3.105.513.104-17.0011.85-3.604.515.45-5.19-5.455.195-13.590.00-1.800.000.00-5.190.005.19三1-43.8486.06-8.0616.9015.18-5.23-15.185.23262.21-1.9212.47-0.683.38-5.23-3.385.233-52.05-89.90-11.14-18.26-9.78-5.239.785.234-17.0011.85-3.604.519.62-9.17-9.629.175-13.590.00-1.800.000.00-9.170.009.17二1-43.8486.06-8.0616.9021.33-7.91-21.337.91262.21-1.9212.47-0.684.11-7.91-4.117.913-52.05-89.90-11.14-18.26-14.76-7.9114.767.914-17.0011.85-3.604.5114.54-13.38-14.5413.385-13.590.00-1.800.000.00-13.850.0013.85一1-43.3786.51-8.0618.2528.99-10.27-28.9910.27269.87-1.4712.99-0.327.34-10.27-7.3410.27350.00-89.45-11.14-17.89-17.24-10.2717.2410.27417.9111.85-3.604.5117.11-16.29-17.1116.2950 5-14.730.00-2.590.000.00-16.290.0016.29续表1：内力组合恒载×1.2+活载×1.4恒载×1.2+0.9×(活载×1.4+风载×1.4)左风右风左风右风MVM　VMV-35.2983.46-31.1282.24-37.7279.9268.90-2.2767.67-3.3465.93-1.02-20.29-87.99-19.64-86.60-23.47-84.28-25.0420.61-22.4218.16-26.2221.79-16.170.00-15.65-1.81-15.651.81-63.89126.93-52.12120.66-73.41128.4792.11-3.2691.84-7.0788.890.75-78.06-133.44-83.44-134.79-69.55-126.98-25.4420.53-18.0713.36-31.8026.44-18.830.00-18.58-6.54-18.586.54-63.89126.93-43.64117.98-81.89131.1692.11-3.2694.62-9.7586.113.43-78.06-133.44-88.82-137.48-64.17-124.30-25.4420.53-12.818.35-37.0631.46-18.830.00-18.58-11.55-18.5811.55-63.89126.93-35.89114.60-89.64134.5392.11-3.2695.54-13.1385.196.81-78.06-133.44-95.09-140.85-57.90-120.92-25.4420.53-6.623.04-43.2636.76-18.830.00-18.58-17.45-18.5817.45-63.33129.36-25.67113.87-98.73139.75102.03-2.21109.46-15.1190.9610.7744.40-132.3924.24-142.8267.69-116.9416.4520.5338.51-0.62-4.6040.43-21.300.00-20.94-20.53-20.9420.5350 续表1：内力组合　　最不利内力值恒载×1.35+1.4×(活载×0.7+风载×0.6)左风右风MVMV︱Mmax︱︱Mmin︱︱Vmax︱-33.8084.57-38.2083.02　-38.2084.5769.18-2.9668.02-1.4169.18　-3.34-26.90-88.93-29.46-87.38　-29.46-88.93-23.8419.29-26.3721.71　-26.3721.79-15.95-1.21-15.951.21　-16.171.81-59.98130.14-74.18135.35　-74.18135.3597.19-5.8695.22-0.6597.19　-7.07-85.81-141.86-76.56-136.66　-85.81-141.36-21.9016.06-31.0624.78　-31.8026.44-20.11-4.36-20.114.36　-20.116.54-54.33128.35-79.83137.14　-79.83137.1499.04-7.6593.361.1399.04　-9.75-89.40-143.65-72.97-134.87　-89.00-143.65-18.4012.71-34.5628.12　-34.5631.46-20.11-7.70-20.117.70　-20.1111.55-49.17126.10-85.00139.39　-89.64139.3999.66-9.9092.753.3999.66　-13.13-93.58-145.90-68.79-132.62　-93.58-145.90-14.269.18-38.6931.66　-43.2636.76-20.11-11.63-20.1111.63　-20.1117.45-42.10126.05-90.80143.30　-98.73143.30113.22-10.92100.896.33113.22　-15.1142.10-146.9271.06-129.66　-71.06-146.9235.026.736.2834.10　-38.5140.43-22.42-13.68-22.4213.68　-22.42-20.5350 表2：楼层柱子控制截面荷载类型恒载活载风载左风右风MNMNMNVMNV五A柱顶37.088.911.017.9-3.50.91.53.5-0.9-1.5底33.55.5-2.02.0B柱顶-23.1120.1-7.424.1-4.20.52.19.1-0.5-2.1底-28.3-6.3-3.36.6四A柱顶37.4299.17.835.7-9.11.04.49.1-1.0-4.4底33.55.5-6.66.6B柱顶-30.7358.5-5.848.3-11.92.66.011.9-2.6-6.0底-28.3-6.3-9.89.8三A柱顶37.4507.37.853.6-13.49.37.013.4-9.3-7.0底33.55.5-11.311.3B柱顶-30.7597.0-5.872.5-17.26.69.617.2-6.6-9.6底-28.3-6.3-17.217.2二A柱顶37.4716.57.871.4-17.017.29.417.0-17.2-9.4底48.35.517.0-17.0B柱顶-30.7835.4-5.896.7-23.512.513.023.5-12.5-13.0底-35.0-6.3-23.523.5一A柱顶22.2926.14.489.6-21.227.413.421.2-27.4-13.4底11.12.2-27.027.0B柱顶-19.21073.4-3.8120.6-24.518.515.724.5-18.5-15.7底-9.1-1.9-31.131.150 续表2：恒载×1.2+活载×1.4恒载×1.2+0.9×(活载×1.4+风载×1.4)左风右风MNMNVMNV59.8131.853.9130.41.962.6128.1-1.947.944.649.6-38.0177.9-42.3175.22.6-25.5173.9-2.6-42.7-46.0-33.555.8408.943.2405.25.566.2402.7-5.547.938.855.4-44.9497.9-59.2494.47.6-29.1487.9-7.6-42.7-54.1-29.555.8683.737.9687.98.871.6664.6-8.847.932.961.3-44.9817.9-65.8816.012.0-22.4799.5-12.0-42.7-63.5-20.155.8959.733.3971.311.976.1928.1-11.965.686.243.4-44.91138.0-73.71140.116.4-14.61108.7-16.4-50.7-79.4-20.332.81236.75.51258.816.958.91189.6-16.916.4-17.950.1-28.51456.9-58.71463.419.82.91416.7-19.8-13.6-52.525.950 续表2：|M|max,N,VNmax,MNmin,MMNVMNMN63.6136.31.357.813.8.362.2128.152.348.949.6-42.3175.22.6-41.9186.2-25.5173.9-47.1186.2-2.6-47.1-33.566.2402.7-5.550.5439.766.2402.756.145.155.4-59.2494.4-7.6-57.1533.6-29.1487.9-54.1-52.5-29.571.6664.6-8.846.9745.171.6664.661.341.161.3-65.8816.012.0-61.6882.5-22.4799.5-63.5-58.8-20.176.1928.1-11.943.91051.676.1928.184.81051.6-7.984.843.3-73.71140.116.4-66.81233.1-14.61108.7-79.4-73.0-20.358.91189.6-16.916.51361.158.91189.650.1-5.550.1-58.71463.419.8-50.31582.82.91416.750 -52.5-40.225.9三.构件配筋计算1.梁的设计梁的混凝土强度等级为C30，最小保护层厚度为25mm。受力钢筋采用HRB335级，其他均为HPB235级钢筋。A）正截面受弯承载力计算查表可得，边跨梁的截面尺寸为。设，则梁端控制截面1：对于梁端，不考虑现浇混凝土板的作用。，可以选用416，实有。验算：50 梁跨中控制截面2：考虑混凝土现浇板翼缘受压，按T型梁计算。翼缘计算宽度：属于第一类型的T型截面，用计算。，可以选用320，实有。验算：梁端控制截面3：对于梁端，不考虑现浇混凝土板的作用。，可以50 选用220，实有。验算：中跨梁的截面尺寸为。设，则梁端控制截面4：对于梁端，不考虑现浇混凝土板的作用。，可以选用312，实有。验算：梁跨中控制截面5：不考虑混凝土现浇板的作用。，可以50 选用212，实有。验算：注：其他层梁跨中控制截面2：考虑混凝土现浇板翼缘受压，按T型梁计算。翼缘计算宽度可知其他层梁跨中控制截面也均属于第一类型的T型截面，用计算。计算过程同第三层，结果列于表3：B）斜截面受剪承载力计算AB跨：取较大设计剪力V=143.65KNa.验算截面尺寸，属于厚腹梁截面符合。b.验算是否需要按计算配置箍筋，故需按计算配置箍筋。c.只配箍筋选用Φ8@200，间距查表取得200mm实有，可以箍筋配筋率50 ，可以。BC跨：取较大设计剪力V=31.46KN。a.验算截面尺寸，属于厚腹梁，截面符合要求。b.验算是否需要按计算配置箍筋，故只需按构造配置箍筋，c.构造配箍筋选用Φ8@200，箍筋配筋率，可以。其他层的梁配筋计算过程同上，配筋计算结果列于表4表3：楼层控制截面︱M︱(kN*m)︱V︱(kN)fc(N/mm2)fy(N/mm2)ft(N/mm2)fyv(N/mm2)α1β1五138.284.5714.33001.4321010.8269.183.3414.33001.4321010.8329.4688.9314.33001.4321010.8426.3721.7914.33001.4321010.8516.171.8114.33001.4321010.8四174.18135.3514.33001.4321010.8297.197.0714.33001.4321010.8385.81141.3614.33001.4321010.8431.826.4414.33001.4321010.8520.116.5414.33001.4321010.8三179.83137.1414.33001.4321010.8299.049.7514.33001.4321010.8389143.6514.33001.4321010.8434.5631.4614.33001.4321010.850 520.1111.5514.33001.4321010.8二189.64139.3914.33001.4321010.8299.6613.1314.33001.4321010.8393.58145.9014.33001.4321010.8443.2636.7614.33001.4321010.8520.1117.4514.33001.4321010.8一198.73143.3014.33001.4321010.82113.2215.1114.33001.4321010.8371.06146.9214.33001.4321010.8438.5140.4314.33001.4321010.8522.4220.5314.33001.4321010.8续表3：βcb(mm)h(mm)ho(mm)asξξbγsAs(mm2)实配筋n（）d（㎜）12505004650.0490.050.550.9728131212505004650.0890.090.550.9552031612505004650.0380.040.550.9821521212504003650.0550.060.550.9724831212504003650.0340.030.550.9815021212505004650.0960.100.550.9556031612505004650.1260.130.550.9374741612505004650.1110.120.550.9465441612504003650.0670.070.550.9730131212504003650.0420.040.550.9818821212505004650.1030.110.550.9560541612505004650.1280.140.550.9376241612505004650.1150.120.550.9468041612504003650.0730.080.550.9632831212504003650.0420.040.550.9818821212505004650.1160.120.550.9468541612505004650.1290.140.550.9376841612505004650.1210.130.550.9471741612504003650.0910.100.550.9541541212504003650.0420.040.550.9818821212505004650.1280.140.550.9376041612505004650.1460.160.550.9288232012505004650.0920.100.550.9553551212504003650.0810.080.550.9636721612504003650.0470.050.550.9821021250 续表3：实际面积As(mm2)配筋率ρ(%)ρmin(%)0.2%ρmin(%)3390.2920.2150.0236030.5190.2150.0232260.1940.2150.0233390.3720.2190.0242260.2480.2190.0246030.5190.2150.0238040.6910.2150.0238040.6910.2150.0233390.3720.2190.0242260.2480.2190.0248040.6910.2150.0238040.6910.2150.0238040.6910.2150.0233390.3720.2190.0242260.2480.2190.0248040.6910.2150.0238040.6910.2150.0238040.6910.2150.0234520.4960.2190.0242260.2480.2190.0248040.6910.2150.0239420.8100.2150.0235650.4860.2150.0234020.4400.2190.02450 2260.2480.2190.024表4：楼层位置Vmax(kN)截面验算(kN)hw(=ho)b（mm）hw/b0.25β·cfcbho判断梁分类五AB跨88.934652501.86V<415.6厚腹梁V<116.37BC跨21.793652501.46V<415.6厚腹梁V<116.37四AB跨141.364652501.86V<415.6厚腹梁V>116.37BC跨26.443652501.46V<415.6厚腹梁V<116.37三AB跨143.654652501.86V<415.6厚腹梁V>116.37BC跨31.463652501.46V<415.6厚腹梁V<116.37二AB跨145.904652501.86V<415.6厚腹梁V>116.37BC跨36.763652501.46V<415.6厚腹梁V<116.37一AB跨146.924652501.86V<415.6厚腹梁V>116.37BC跨40.433652501.46V<415.6厚腹梁V<116.3750 续表4：结论选用箍筋ft(N/mm2)fyv(N/mm2)ns(mm)Asv1ρsv(%)ρmin(%)构造配筋φ8@2001.43210220050.240.2010.163构造配筋φ8@2001.43210220050.240.2010.163计算配筋φ8@2001.43210220050.240.2010.163构造配筋φ8@2001.43210220050.240.2010.163计算配筋φ8@2001.43210220050.240.2010.163构造配筋φ8@2001.43210220050.240.2010.163计算配筋φ8@2001.43210220050.240.2010.163构造配筋φ8@2001.43210220050.240.2010.163计算配筋φ8@2001.43210220050.240.2010.163构造配筋φ8@2001.43210220050.240.2010.1632、柱的设计 1).第一层A轴线柱，其最不利组合如下。50 柱的截面尺寸为查表可得：    A.受力纵筋的计算    柱A：柱的计算长度，属于小偏心受压情况，；50 314，。轴心受压验算垂直于弯矩作用方向的承载力的验算：由，查表得满足要求B.抗剪强度计算a.验算截面尺寸属于一般柱截面满足要求b.验算是否需要计算配筋箍筋50 ，取，取故可按构造要求配置箍筋，取φ8@200。2)第三层B轴线柱为例，其最不利组合如下：柱的截面尺寸为查表可得：A.受力纵筋的计算    柱B：柱的计算长度，属于大偏心受压情况。；50 故按构造配筋。每边选用314，实有。轴心受压验算垂直于弯矩作用方向的承载力的验算：由，查表得满足要求B.抗剪强度计算a.验算截面尺寸属于一般梁截面满足要求b.验算是否需要计算配筋箍筋，取50 取故可按构造要求配置箍筋，取φ8@200。其余各层柱的各控制截面的配筋方法同上，计算结果见表5：表五：楼层柱子M(kN·m)N(kN)V(kN)柱截面（b×h）㎜fc(N/mm2)fy(N/mm3)f"y(N/mm4)五A63.6136.31.3300×45014.3300300B47.1186.22.6300×45014.3300300四A66.2402.75.5300×45014.3300300B59.2494.47.6300×45014.3300300三A71.6664.68.8300×45014.3300300B65.8816.012.0300×45014.3300300二A84.81051.67.9300×45014.3300300B79.41140.116.4300×45014.3300300一A58.91189.616.9300×45014.3300300B58.71463.419.8300×45014.3300300续表五：α1β1ξbas(㎜)as"(㎜)lo(㎜)H(㎜)ho(㎜)x(m)xb(m)10.80.5540403600450041031.8225.510.80.5540403600450041043.4225.510.80.5540403600450041093.9225.510.80.55404036004500410115.2225.510.80.55404036004500410154.9225.510.80.55404036004500410190.2225.510.80.55404036004500410245.1225.550 10.80.55404036004500410265.8225.510.80.55404050005000410277.3225.510.80.55404050005000410341.1225.5续表五：判断大小偏压eo(㎜)ea(㎜)ei(m)z1""确定z1lo/h确定z2hhei(㎜)大偏压466.6220486.627.0821.0008.0011.039505.36大偏压252.9520272.955.1841.0008.0011.069291.70大偏压164.3920184.392.3971.0008.0011.102203.13大偏压119.7420139.741.9521.0008.0011.134158.48大偏压107.7320127.731.4521.0008.0011.147146.48大偏压80.6420100.641.1831.0008.0011.186119.38小偏压80.6420100.640.9180.9188.0011.171117.84小偏压69.642089.640.8470.8478.0011.177105.51小偏压49.512069.510.8110.81111.1111.42298.85小偏压40.112060.110.6600.66011.1111.39783.9650 续表五：e(㎜)ξAsAs’=As每边实配筋实际面积（mm2）单边ρ(%)单边ρmin(%)n(㎜)d(㎜)690.36363.8363.83144620.000.2476.70　363.8363.83144620.340.2388.13　148.3148.33144620.340.2343.48　90.990.93144620.340.2331.48　-39.6-39.63144620.340.2304.38　-6.4-6.43144620.340.2302.840.596152.1152.13144620.340.2290.510.637163.7163.73144620.340.2283.850.658173.5173.53144620.340.2268.960.736523.3523.34146150.460.2续表五：双边ρ(%)双边ρmin(%)　0.3fcA（kN）N"0.680.6119.323.00579.15136.30.680.644.183.00579.15186.20.680.629.363.00579.15402.70.680.619.003.00579.15494.40.680.619.843.00579.15579.150.680.613.373.00579.15579.1550 0.680.626.183.00579.15579.150.680.611.813.00579.15579.150.680.68.503.00579.15579.150.910.67.233.00579.15579.15续表五：(kN)结论箍筋89>1.3构造配箍筋φ8@200　92>2.6构造配箍筋φ8@200　107>5.5构造配箍筋φ8@200　114>7.6构造配箍筋φ8@200　120>8.8构造配箍筋φ8@200　120>12构造配箍筋φ8@200　120>7.9构造配箍筋φ8@200　120>16.4构造配箍筋φ8@200　120>16.9构造配箍筋φ8@200　120>19.8构造配箍筋φ8@200　四.绘制框架结构施工图（见图纸）50'