六层框架旅馆含计算书

第一章 结构设计第一节 框架结构的设计一、工程概况旅馆为六层钢筋框架结构体系,建筑面积约10027.5m2,建筑物平面为长方形。层高均为3.6m,室外高差0.3m,因毕业设计未给定0.000标高所对应绝对标高,框架平面柱网布置如图21所示：图2-1 框架平面柱网布置二、 设计资料1、 气象条件基本风压0.40N/m2,基本雪压0.35 N/m22、 抗震设防烈度8度第一组,设计基本地震加速度值为0.2g3、 工程地质条件 地层由杂填土、粉土、粗砂、砾砂组成,地质情况见表2-1,地下稳定水位距地坪6m以下。建筑地层一览表 表2-1序号岩 土分 类土层深度M厚度围M地基承载fkKPa桩端阻力qpKPa桩周摩擦力qsKPa1杂填土0.0-0.50.51102粉 土0.5-1.51.0170103粗 砂1.5-4.53.0250254砾 砂4.5-340240030注：1地下稳定水位居地坪-6M以下；2表中给定土层深度由自然地坪算起。4、 屋面及楼面做法屋面做法：防水层：二毡三油或三毡四油结合层：冷底子油热马蹄脂二道保温层：植物纤维保温板100mm厚找平层：20mm厚1：3水泥砂浆结构层：120mm厚钢筋砼屋面板板底抹灰：粉底15mm厚楼面做法：地砖地面：低温辐射采暖楼面 120现浇砼板 粉底或吊顶15mm厚5、 材料砼强度等级为C30,纵筋HRB335 篐筋HPB2356、 设计依据1、建筑地基基础设计规GB500072001 2、建筑结构荷载规GB500092001 3、混凝土结构设计规GB5000102002 4、建筑抗震设计规GB50001120015、混凝土设计规理解与应用：20026、混凝土结构设计规算例20037、房屋结构毕业设计指南第二节 框架结构设计计算一、梁柱面、梁跨度及柱高的确定1、 初估截面尺寸板厚：取=90mm 取120mm横梁：高=7800=975650 取650mm纵梁：高=7200=900600 取600mm梁宽：b= 且=11.5为了便于施工,统一取梁的宽度b=300mm2、 框架柱的截面尺寸根据柱的轴压比限值,按下列公式计算1柱组合的轴压力设计值注： 考虑地震作用组合后柱轴压力增大系数按简支状态计算柱的负载面积折算在单位建筑面积上的重力荷载代表值,可近似取14kN/ m2 为验算截面以上的楼层层数2注： 为框架柱轴压比限值,本方案为二级框架,则取0.8为混凝土轴心抗压强度设计值,本方案为C30混凝土,则取14.3kN/ 23计算过程对于边柱：=1.313.5146=1474.2kN=1474.2103/0.814.3=128863.63mm 2对于柱：=1.218.18146=1832.54kN=1832.54103/0.814.3=160187.06mm 2因此：取柱bh=550mm550 mm即可满足设计要求 柱：一、二、三、四、五、六层,bh550mm550mm 梁：梁编号见图2-2其中：L1：bh300mm600mmL2：bh300mm650mmL3：bh250mm550mmL4：bh250mm300mmL5：bh200mm300mm图2-2 框架梁编号3、 柱高度底层高度h3.6m+0.3m3.63m,其中3.6m为底层层高,0.3为室外高差。其它柱高等于层高即3.6m,由此得框架计算简图图2-4。图2-4 横向框架计算简图及柱编号二、载荷计算1、 屋面均布恒载按屋面得做法逐项计算均布载荷,吊顶处布做粉底,无吊顶处做粉底,近似取吊顶粉底为相同重量。二毡三油防水层 0.35 kN/冷底子油两道结合层 0.05 kN/ 100 mm厚发植物纤维保温板 0.113=1.3 kN/20 mm厚1：3水泥砂浆找平层 0.0220=0.4 kN/120 mm钢筋砼屋面板结构层 0.12025=3 kN/ 粉底或吊顶 0.5 kN/共 计 5.6kN/屋面恒载设计值为：5.6X1.2=6.72 kN/2、 楼面均布恒载按楼面做法逐项计算低温辐射采暖楼面 2.29KN/120mm厚钢筋混凝土整浇层 0.1225=3 KN/粉底或吊顶 0.5 KN/共计 5.79 KN/ 楼面恒载设计值为：5.79X1.2=6.948 kN/3、 屋面均布活载计算重力载荷代表值时,仅考虑屋面雪载荷0.35 KN/由于屋面雪荷载0.35 KN/ 0.5 KN/则屋面均布活荷载取0.5 KN/活载设计值为:0.5X1.4=0.7 KN/4、 楼面均布活荷载楼面均布活荷载对旅馆的一般房间为2.0kN/m2,会议室、走廊、楼梯、门厅等处为2.0KN/m2。楼面均布活荷载设计值为：1.4X2=2.8 KN/5、 梁柱自重包括梁侧、梁底、柱得抹灰重量如表12所示梁侧、梁底抹灰、柱周抹灰,近似按加大梁宽及柱宽考虑。例: 梁的净长为7.2M则每根的重量为：其它梁柱自重见表2-2 梁柱自重 表2-2 编号截面长度m根数每根重量kN0.30.67.24832.40.30.657.854380.250.557.82426.80.250.33.6486.750.20.32.4483.6编号截面长度m根数每根重量kN0.550.553.631227.450.550.553.6844=12827.26、 墙体自重墙体均为200厚填充墙,两面抹灰,近似按加厚墙体考虑抹灰重量。单位面积墙体重量为： 0.25.5=1.1kN/墙体自重计算见表23 墙体自重 表23墙体每片面积片数重量kN底层纵墙3.43.426481底层横墙3.36.311366标准层纵墙3.13.427455标准层横墙36.3164847、 载荷分层总汇顶层重力载荷代表值包括：层面载荷,50屋面雪荷载,纵横梁自重,半层柱自重,半层墙的自重。其它层重力载荷代表值包括：楼面恒载50楼面均布活载荷,纵、横梁自重,楼面上、下各半层的柱及纵墙的自重。将前述分项载荷相加,得集中于各层楼面得重力载荷代表值如下：第六层：第二、三、四、五层：第一层：建筑物总重力荷载代表值 为：=67094.45 KN质点重力载荷值见图2-5三、水平地震力作用下框架的侧移验算1、 横梁线刚度混凝土C30,Ec=3103 kN/在框架结构中,现浇层的楼面可以作为梁的有效翼缘,增大梁的有效刚度,减小框架侧移,为考虑这一有利作用,在计算梁截面惯性矩时,对现浇楼面的便框架梁取I=1.5I0I0为梁的截面惯性矩,对中框架梁取I=2.0I0,若为装配楼板,带现浇层的楼面,则对边框架梁取I=1.2I0,对中框梁取I=1.5I0。横梁的线刚度计算结果列于表2-4：横梁线刚度 表2-4梁号截面跨度惯性矩边框架梁中框架梁0.30.67.25.410-38.110-33.31040.30.657.86.810-310.210-33.91040.250.57.82.610-35.410-321040.250.33.60.510-3110-30.81040.20.32.40.410-33.910-331040.810-311042、 横向框架柱的侧移刚度D值柱线刚度列于表2-5,横向框架柱侧移刚度D值计算见表2-6柱线刚度 表2-5柱号截面柱高度惯性矩线刚度0.550.553.637.6210-36.21040.550.553.67.6210-34.34104横向框架柱侧移刚度D值计算 表2-6 项目柱 层 类型数 根数底层边框架边柱0.830.47106304边框架中柱5.120.789178454中框架边柱1.110.5181171612中框架中柱1.930.6181397712422216二三四五六层边框架边柱0.690.257103284边框架中柱2.450.55221044中框架边柱0.920.3151265912中框架中柱1.60.44517884124962443、 横向框架自振周期按顶点位移法计算框架的自振周期。顶点位移法时求结构基频得一种近似方法,将结构按质量分布情况简化成无限质点的悬臂直杆。导出以直杆顶点位移表示的基频公式,这样,只要求出结构的顶点水平位移,就可按下式求得结构的基本周期 。式中：基本周期调整系数,考虑填充墙使框架自振周期减小的影响,取0.8框架的定点位移。在未求出框架的周期前,无法求出框架的地震力及位移。是将框架的重力荷载视为水平作用力,求得假想框架的定点位移,然后由求出,再用求得框架结构的底部剪力,进而求出框架各层剪力和结构真正的位移。横向框架顶点位移计算见表2-7：横向框架顶点位移 表27层次层间相对位移 6437740774862540.0080.1235437743774962440.0090.1524494993264962440.0180.14334949142754962440.0290.12524949192244962440.0390.09614991242154222160.0570.0574、 横向地震作用计算在类场地,8度设防烈度,结构的特征周期和地震影响系数为：=0.35s=0.08由于,应考虑顶点附加地震作用。由于固按计算按底部剪力法求得的基底剪力,若按：分配给各层质点,则水平地震作用呈倒三角形分布。对一般层,这种分布基本符合实际,但对结构上部,水平作用小于按时程分析法和振型分析法求得的结果,特别对周期较长的结果相差更大,地震的宏观震害也表明,结果上部往往震害严重,因此引入,即顶部附加地震作用系数考虑顶部地震力的加大。考虑了结构周期和场地的影响,且使修正后的剪力分布与实际更加吻合。因此引入n= =0.080.53+0.07=0.112 结构横向总水平地震作用标准值：=注：为多质点体系结构等效总重力荷载按规定应取总重力荷载代表值得85% 顶点附加水平地震作用：各层横向地震剪力计算见表2-8,其中：格层横向地震作用及楼层地震剪力 表28层次63.618.754377820690.298426.82426.8253.618.754377820690.298426.82426.8243.615.154949749770.272273.66700.4833.611.554949571610.208209.27909.7523.67.954949393440.143143.861053.6113.634.354991217110.07979.481133.09注：表中第五层中加入了横向框架各层水平地震作用和地震剪力见图2-6图2-6横向框架各层水平地震作用和地震剪力a水平地震作用 b地震剪力5、 横向框架抗震变动验算多遇地震作用下,层间弹性位移验算见表29,层间弹性相对转角均满足要求横向变形验算 层次层间剪力层间刚度层间位移层高层间相对弹性转角6426.824962440.000863.61/41865426.824962440.000863.61/41864700.484962440.001413.61/25533909.754962440.001833.61/196721053.614962440.002123.61/169811133.094222160.002683.631/1623四、水平地震作用下,横向框架得力分析以中框架为例进行计算,边框架和纵向框架的计算方法、步骤与横向中框架完全相同。故不再在赘述。框架柱剪力及弯矩计算,采用D值法,其结果见表210框架柱剪力及弯矩计算表 表2-10层 次654321层 高3.63.63.63.63.63.63层间剪力426.82426.82700.48909.751053.61133.1层间刚度496244496244496244496244496244422216L轴柱Q12659126591265912659126591265911716111111182327310.920.920.920.920.921.110.350.350.400.450.500.6425.7425.7438.8845.5448.648.5513.8613.8625.9237.2648.686.3M轴柱P1788417884178841788417884139771515233338381.61.61.61.61.61.930.370.370.420.470.50.5734.0234.0252.262.9668.471.08注：框架梁端弯矩、剪力及柱轴力见表211地震作用下框架深端弯矩及柱轴力 表2-11层次54321LM跨6.7756.7756.7756.7756.77525.7452.7471.4685.8697.1519.5941.5658.0171.5380.316.6913.9219.1123.2326.19MP跨2.652.652.652.652.6514.4330.6242.7552.7159.1714.4330.6242.7552.7159.1710.8123.1132.2639.7844.66柱轴力6.6920.6139.7262.9589.144.126.6927.367.02129.97中柱两侧梁端弯矩按深线刚度分配,地震力作用下框架弯矩见图2-7,剪力及柱轴力见图2-8图2-7 地震作用下框架弯矩图kNm图2-8地震力作用下框架梁端剪力及柱轴力kN五、竖向荷载作用下横梁框架的力分析仍取中柱架计算1、荷载计算第六层梁的均布线荷载LM跨屋面均布恒载传给梁 5.63.6=20.16kN/m横梁自重包括抹灰 0.30.625=4.35kN/m恒载 26.19 kN/mDE跨屋面均布恒载传给梁 5.63.6=21.84kN/m横梁自重包括抹灰 0.30.425=2.9kN/m恒载 24.74 kN/m第六层活载： 0.53.6=1.95kN/m第一、二、三、四、五层梁均布线荷载：BC跨楼面均布恒载传给梁 4.153.9=16.185 kN/m横梁自重包括抹灰 0.290.425=2.9 kN/m横墙自重包括抹灰 0.295.53.6-0.6=4.785 kN/m恒载 23.87 kN/mDE跨楼面均布恒载传给梁 4.153.9=16.185 kN/m横梁自重包括粉刷 0.290.425=2.9 kN/m恒载 19.085 kN/m第一、二、三、四、五层活载 2.03.6=7.8 kN/m第一、二、三、四、五层集中荷载纵梁自重包括抹灰 0.290.5253.6=14.14 kN纵墙自重包括抹灰 0.295.53.63.6-0.5=19.28kN柱自重包括抹灰 0.540.543.625=26.244 kN总计 P = 59.67 kN第一层柱自重：0.540.543.6325=31.7 kN中框架恒载及活荷载见图2-9见图2-9 框架竖向荷载示意a恒载示意b活载示意2、用弯矩分配法计算框架弯矩竖向荷载作用下框架的力分析,除活荷载较大的工业厂房外,对一般的工业与民用建筑可不考虑活荷载的不利布置,这样求得的框架力,梁跨中弯矩较考虑活荷载不利布置法求得的弯矩偏低,但当荷载占总荷载比例较小时,其影响很小,若活荷载占总荷载比例较大,可在截面陪筋时,将跨中弯矩乘1.11.2的放大系数予以调整。1固端弯矩计算将框架梁视为两端固定梁计算固端弯矩,计算结果见表2-12固端弯矩计算表2-12LM跨MP跨简 图固端弯矩简 图固端弯矩2分配系数计算考虑框架计算性,取半框架计算,半框架的梁柱线刚度如图2-10所示,切断的横梁线刚度为原来的一倍,分配系数按与节点连接的转动刚度比值计算.图2-10半框架梁柱刚度示意例：L柱顶层节点。3传递系数远端固定,传递系为1/2 远端滑动铰支传递系数为-14弯矩分配恒荷载作用下,框架的弯矩分配计算见图2-11,框架的弯矩图见图2-13活荷载作用下,框架的弯矩分配计算见图2-12 框架的弯矩图见图2-14上柱 下柱 右梁 左梁 上柱 下柱 右梁48.1127.58-72.991.471.221.36-3.6-0.451.35-1.12-1.2515.66-11.9433.2327.4830.59-91.380.89-22.55-20.43-37.85-0.31-0.28-0.12-0.34-0.631.68-0.89-0.8-0.33-0.9315.30-12.3-23.88-21.47-8.81-25.9691.3-11.736.7441.85-78.520.430.430.39-3.470.681.54-7.2-7.2-6.6115.6616.62-11.331.3231.3228.76-91.383.38-34.12-18.18-31.090.540.580.20.58-3.31-0.471.883.073.351.133.3514.38-12.98-12.3-22.6-24.6-8.33-24.691.3-11.1737.2638.89-76.182.442.442.24-5.23-3.61.73-6.93-6.93-6.3115.6615.66-11.331.3231.3228.67-91.383.06-31.81-18.11-30.9-0.31-0.340.12-0.34-3.161.682.593.453.751.273.7514.38-12.3-12.3-22.6-24.6-8.33-24.691.3-11.1747.6633.27-80.860.210.210.190.48-3.472.38-10.45-10.45-9.5926.1015.66-11.331.3231.3228.76-91.384.59-28.5-17.18-39.271.551.690.571.69-4.81.88-2.594.765.181.755.1814.38-12.3-18.95-22.60-24.60-8.33-24.6091.3-11.1783.82-54.13-35.53-1.24-1.35-6.460.452.59-4.67-5.18-1.7624.00-12.3-34.81-37.89-12.83100.18-14.4867.44-67.443.963.65-5.23-2.380.960.8915.56-17.4152.1947.99-100.180.2980.2680.1100.3240.3640.3010.3350.2820.3070.1040.3070.3430.3430.3150.2820.3070.1040.3070.3430.3430.3150.2820.3070.1040.3070.3430.3150.4070.4430.150.5210.4790.343图2-11恒载弯矩分配图kNM13.19-11.28上柱 下柱 右梁 左梁 上柱 下柱 右梁0.2980.2860.1000.3240.3640.3010.33514.788.89-23.770.50.410.46-1.2-0.17-0.50-0.41-0.465.12-3.7610.868.9810.00-29.8426.75-7.06-7.54-11.91-0.01-0.01-0.00-0.01-0.230.5-0.34-0.3-0.12-0.375-3.87-7.51-6.75-2.77-8.1629.84-4.650.2820.3070.1040.3070.3430.3430.31512.1313.34-25.310.320.320.43-1.15-0.250.46-2.4-2.4-2.215.125.43-3.5510.2410.249.40-29.8427.39-10.86-6.88-9.990.130.140.050.14-1.11-0.190.470.921.000.341.004.7-4.08-3.87-7.10-7.73-2.62-7.7329.84-4.6512.9312.34-25.240.470.470.43-0.61-0.120.43-2.29-2.292.115.125.12-3.5510.2410.249.40-29.840.2820.3070.1040.3070.3430.3430.31527.37-10.03-6.9-10.440.130.140.050.14-1.060.500.090.860.930.320.934.70-3.87-3.87-7.10-7.73-2.62-7.7329.84-4.6510.6913.71-24.370.710.710.65-1.00-1.150.0808-1.21-1.21-1.111.955.12-3.5510.2410.249.40-29.8426.94-11.07-7.26-8.61-0.1-0.11-0.04-0.11-0.560.470.460.160.170.050.174.70-3.87-1.4-7.10-7.73-2.62-7.7329.84-4.656.95-5.291.660.340.370.12-0.920.090.850.920.311.79-3.871.79-3.877.46-1.146.49-6.490.090.09-0.610.43-2.00-1.835.12-1.293.893.57-7.460.4070.4430.150.5210.4790.2820.3070.1040.3070.3430.3150.343图2-12 活载弯矩分配图kNM4.49-3.53图2-13恒荷载作用下框架弯矩图图2-14活荷载作用下框架弯矩图3、梁端剪力及柱轴力计算 梁端剪力梁上均布荷载引起的剪力,梁端弯矩引起的剪力,柱轴力 式中： 梁端剪力 节点集中力及柱自重 以LM跨四、五层梁在恒荷载作用下,梁端剪力及柱轴力计算为例。由框架竖向荷载示意图查得梁上均布荷载为四层：集中荷载：柱自重：五层：由恒载作用下框架弯矩图查得：四层梁端弯矩 五层梁端弯矩 括号为调幅后的数值五层两端剪力调幅前 调幅后 同理可得四层梁端剪力调幅前 调幅后 五层L柱柱顶记柱底轴力四层L柱柱顶及柱底轴力其它梁端剪力及柱轴力 见表2-13恒载作用下梁端剪力及柱轴里kN 表2-13层 次654321荷载引起剪力LM跨88.7288.7280.8680.8680.8680.86MP跨32.7832.7825.2825.2825.2825.28弯矩引起剪力LM跨-2.24-1.94-2.24-1.94-0.55-0.44-1.02-0.81-0.72-0.57-1.17-0.93MP跨000000总剪力LM跨86.386.7886.386.7880.3180.4279.8480.0480.1480.2979.6979.9391.1490.6691.1490.6681.4181.381.8881.6981.5881.4382.0381.79MP跨23.7823.7825.2825.2825.2825.28柱轴力A柱86.7886.78226.87366.58506.54646.14112.98112.98253.07392.78532.74677.84B柱123.92123.92290.28457.11623.64790.62150.12150.12316.48483.31649.84822.32注:括号为调幅后的剪力值活荷载作用下梁端剪力及柱轴力计算见表2-14活载作用下梁端剪力及柱轴里kN 2-14层 次54321荷载引起剪力LM跨6.6126.4226.4226.4226.42MP跨2.5810.3410.3410.3410.34弯矩引起剪力LM跨-0.07-0.05-0.38-0.30-0.31-0.25-0.31-0.25-0.44-0.35MP跨00000总剪力LM跨6.546.5626.0426.1226.1126.1726.1126.1725.9826.076.686.6626.826.7226.7326.6726.7326.6726.8626.77MP跨2.5810.3410.3410.3410.34柱轴力A柱=6.5632.6858.8585.02111.09B柱=9.2646.483.47120.54157.74注:括号为调幅后的剪力值六、力组合1、框架梁力组合在恒荷载和活荷载作用下,跨间可近似取跨中的代替。式中：梁左右端弯矩,见图2-13、2-14括号的数值,跨中若小于,应取在竖向荷载与地震力组合时,跨间最大弯矩采用数解法计算,则及其的具体取值见表2-15：MGE及Xi值计算 表2-15项层 目 跨 次1.2恒+0.5活1.3地震qLM跨567.8583.8133.4625.4732.6489.3394.1368.5654.0333.32385.2492.8892.975.41287.5393.19111.6292.99181.4876.61126.3104.4MP跨534.934.918.7618.7630.86419.9719.9739.8139.8127.58320.720.755.5855.58220.7520.7568.5268.52123.2323.2316.9276.92项层 目 跨 次BC跨56.77599.38/116.773.05/3.58117.08/107.83494.07/130.262.82/3.91112.01/96.72386.9/136.592.61/4.1120.98/101.81281.84/142.242.46/4.27124.58/104.437179.54/147.642.39/4.43139.75/119.32DE跨52.65026.73/55.050.87/1.78-4.56/-4.5746.5/66.590.24/2.4120.6/20.63-5.4/78.49-0.2/2.8534.88/34.882-15.17/88.26-0.55/3.247.77/47.771-21.51/94.6-0.78/3.4353.69/53.69注：当或时,表示最大弯矩发生在支座处。应取或,用计算重力荷载作用下梁端的弯矩水平地震作用下梁端弯矩竖向荷载与地震荷载共同作用下梁端反力梁力组合表 表2-16层次位置力荷载类别竖向何载组合竖向何载与地震力组合恒载活载地震何载1.2+1.41.2+0.51.36-53.95-5.1925.74-72.01-34.39-101.3286.786.566.69113.32116.77-67.06-5.5619.59-88.26-109.28-58.3491.146.686.69118.72122.07-28.42-1.3314.43-35.97-16.14-53.6632.782.5810.8142.9554.94跨中LM89.765.81115.85177.08107.83MP-6.7/10.80.38/0.86-7.5/14.25-64.69-19.552.74-104.93-20.77-157.8980.4226.1213.92133.07130.27-67.67-21.5541.56-111.37-148.16-40.1181.4126.813.92135.21131.87-13.74-5.8130.62-24.6219.83-59.7825.2810.3423.1144.8166.85跨中LM70.7824.23118.86112.0196.72MP3.01/8.371.04/3.425.07/14.83-60.94-20.1971.46-101.397.66-178.1480.0426.1719.11132.69136.59-66.45-21.958.01-110.4-168.29-17.4781.8826.7319.11135.68139.14-14.49-5.5242.75-25.1235.88-76.2825.2810.3432.2644.8178.48跨中LM73.2723.71121.12120.98101.81MP2.26/8.371.33/3.424.57/14.82-62.82-20.2585.86-103.7424.08-199.1580.2926.1723.23132.986142.25-66.7-21.9171.53-110.71-186.18-0.281.5826.7323.23135.32144.13-14.54-5.552.71-25.1547.78-89.2725.2810.3439.7844.8188.25跨中LM72.223.67119.78124.58104.44MP2.21/8.371.35/3.424.45/14.8层次位置力荷载类别竖向何载组合竖向何载与地震力组合恒载活载地震何载1.2+1.41.2+0.51.31-58.39-19.0297.15-96.6944.82-207.7879.9326.0726.19132.41145.61-64.71-21.480.31-107.61-194.913.9182.0326.8626.19136.04148.6-16.34-6.0359.17-28.0553.7-100.1526.2810.3444.6644.8194.6跨中LM75.4124.54124.85139.75119.32MP0.41/8.370.82/3.421.64/14.8注：表中弯矩的单位为kNm,剪力的单位为kN。表中跨中弯矩中组合弯矩未填写处均为跨间最大弯矩发生在支座处,其值与支座正弯矩组合值相同。柱B、C力组合见表2-17、2-18 L柱力组合表 表2-17层次位置力荷载类别竖向何载组合竖向何载与地震力组合恒载活载,地震何载1.2+1.41.2+0.51.36柱顶M67.446.4925.7490.0151.36118.28N86.786.566.69113.32116.7799.375柱底M-47.66-10.6913.86-72.16-45.59-81.62N112.986.656.69144.76130.82148.214柱顶M33.2713.7138.8859.12-2.3998.69N226.8732.6820.61317.996265.059318.65柱底M-37.26-12.3925.92-62.81-18.77-86.17N253.0732.6820.61349.44295.5350.093柱顶M38.8912.3445.5463.944-5.13113.27N366.5858.8539.72522.286423.57526.84柱底M-36.74-12.1337.26-61.07-2.93-99.8N392.7858.8539.72553.73455.01558.282柱顶M41.8513.3448.668.9-4.96121.4N506.5485.0262.95726.88577.03740.7柱底M-48.11-14.7848.6-78.42-3.42-129.78N532.7485.0262.95758.32608.47772.14层次位置力荷载类别竖向何载组合竖向何载与地震力组合恒载活载,地震何载1.2+1.41.2+0.51.31柱顶M27.588.8948.5545.67-24.63101.6N646.14111.0989.14930.89726.14957.904柱底M-13.79-4.4986.3-22.8392.95-131.43N667.84111.0989.14968.93764.18995.94注: 表中弯矩单位为kNm,轴力单位为kN。M柱力组合表 表2-18层次位置力荷载类别竖向何载组合竖向何载与地震力组合恒载活载,地震何载1.2+1.41.2+0.51.35柱顶M-54.13-5.2934.02-72.362-112.36-23.9N123.929.264.12161.67148.9159.62柱底M39.278.6119.9859.1878.2626.32N150.129.264.12193.11180.34191.064柱顶M-28.5-11.0752.2-49.7-108.727.02N290.2846.46.69413.3367.48384.87柱底M30.910.4437.851.792.48-5.8N316.4846.46.69444.74398.92416.313柱顶M-31.81-10.0362.96-52.21-126.0437.66N457.1183.4727.3665.39563.12634.1柱底M31.099.9955.8451.29155.89-29.29N483.3183.4727.3696.83594.56665.542柱顶M-34.12-10.8668.4-56.15-136.3841.46N623.64120.5467.02917.12733.57907.82柱底M37.8511.9168.462.09141.49-36.35N649.84120.5467.02948.56765.01939.261柱顶M-22.55-7.0671.08-36.94