【柱梁板现浇办公楼的机构设计】13000字（论文）

柱梁板现浇办公楼的机构设计摘要本次论文为办公楼设计，位于长沙市芙蓉商务区。主要分为了三个部分，分别为建筑图的设计、一榀框架的计算书、结构图设计。办公楼整体采用柱梁板现浇结构体系，柱子下面设置独立基础，主体为四层，首层3.3m，其余各层均为3m，占地面积938.1m2，总面积为3752.4m2。首先通过计算确定梁板柱的尺寸，进行荷载计算。其次进行恒活载的计算，用天正按比例作出对应的图。抗震和风荷载的计算数据严格按规范取值计算。配筋需满足相对应的条件，最后是基础设计。在平面图的设计中，应当按照论文任务书给出的办公楼总建筑面积计算出建筑物的占地面积，分配各楼层建筑面积，合理布置房间功能分区、楼梯及电梯的位置。通过完成整篇计算书掌握荷载计算、内力组合计算、抗震和风荷载等基本方法。能够独立完成计算机各专业软件作图。夯实自己的动手实践能力。为将来走上工作岗位打好牢固的基础。关键词：荷载计算，内力组合，基础设计目录 绪论 11建筑设计 21.1工程概况 21.2自然气候条件 21.3设计计算资料 22结构设计 42.1结构选型 42.2梁柱线刚度计算 52.3竖向荷载计算 82.4竖向受荷总图 92.5竖向荷载下的内力计算 132.6水平地震作用 272.7风荷载计算 372.8内力组合 422.9梁、柱配筋计算 592.10基础配筋计算 70参考文献 78绪论这篇论文，一开始想着设计的新颖一些但忽略了实用性，转而定草图为这个中规中矩的矩形办公楼，方正简单，实用舒适，正面中间一部分设计玻璃幕墙，简单却不失大气。楼内房间布置充分考虑了使用者在使用时的感受，设置了休息区，茶室，供闲时休息。二楼还设有专门的党员活动室，方便定期开展一些活动。此次论文的题目是“长沙市芙蓉商务区办公楼”。主要内容包括以下部分：从论文的正式计算之前就开始学习一些相关材料，回顾了一下以前学到的一些相关专业知识，例如《混凝土结构设计》、《工程抗震》、《荷载与结构设计方法》、《土木工程CAD》、《PKPM》等。最开始的建筑设计时，查阅了《办公建筑设计标准JGJ/T67-2019》、《建筑设计防火规范GB50016-2014》、《建筑采光设计标准GBT50033-2001》等规范。其次，在设计过程中，根据论文任务书的内容要求，结合老师的建议，不断审查相关规范，同时使用相关的专业软件知识来完成整体的结构设计体系。设计图纸的内容，然后选择框架结构后进行手动计算。最后，经过了设计计算手稿的电脑电子排版、汇总整理后等工作，再加上指导老师的耐心指导和严格审批后，该论文的所有内容均已完成。此次论文在指导老师的耐心指导下完成，由于个人知识水平以及经验、和以及知识储备的不足，本次论文中的缺点和疏漏之处在所难免，敬请各位老师给予批评指正。1建筑设计1.1工程概况1.1.1工程名称长沙芙蓉商务区4号办公楼设计1.1.2施工地点长沙市芙蓉区1.1.3建筑物概况建筑面积3752.40㎡，建筑总高度为13.50m，共4层，标准层层高3m，一层层高3.3m，四层层高3m，室内外高差-0.45m。1.1.4建筑功能分区一楼：办公室、会议室、厨房、餐厅、配电室、储藏室、传达室。二楼：办公室、会议室、茶室、党员活动室。三楼：办公室、健身区、会议室。四楼：董事长办公室、大会议室。1.1.5建筑性质商务办公楼1.1.6电梯及楼梯设置设置3部电梯位于中间，2部载人，1部货梯，有专业人员定期进行安全检查。楼梯结构均采用现浇钢筋混凝土肋形楼盖。中间为双跑楼梯，灯光常亮。两边各设单跑楼梯，楼梯间均设声控灯，楼道内均有安全出口引导标志灯，消防装置。1.2自然气候条件1.2.1气温夏季室外最高气温38℃。1.2.2室内环境类别室内正常环境为一类，与水或土壤接触的环境（主要是基础）为二b类。1.2.3建筑安全等级结构安全等级为二级，设计使用年限为50年，耐久等级为二级，耐火等级为二级，地基基础设计等级为乙级。1.3设计计算资料1.3.1基本风压1.3.2基本雪压2结构设计2.1结构选型2.1.1梁、柱、板截面尺寸确定（1）梁截面尺寸①横向主梁l=7.5m，h=（1/12-1/15）l=625mm-500mm，取h=550mm。b=（1/2-1/3）h=275mm-183mm，取b=250mm。②横向次梁l=7.5m，h=（1/15-1/18）l=500mm-416mm，取h=450mm。b=（1/2-1/3）h=225mm-141mm，取b=200mm。③纵向主梁l=8.5m，h=（1/8-1/12）l=1062mm-708mm，取h=750mm。b=（1/2-1/3）h=375mm-250mm，取b=300mm。（2）柱截面尺寸查规范抗震等级为四级，轴压比限值0.9，混凝土强度等级C35，。N=1.3Ab=h===404mm,取b=h=450mm即柱截面尺寸为450mm×450mm。（3）板截面尺寸（a为短边，b为长边）b/a＜3双向板板厚=（1/35～1/40）I短b/a≥3单向板板厚=（1/25～1/35）I短楼梯板厚（1/25-1/28）I短，取120mm，房间板厚取100mm。2.1.2确定计算简图框架的计算简图布置见图2.1，这里取⑦轴上的一榀框架计算。假定框架柱嵌固于基础顶面，框架梁与基础刚接。底层柱高从基础顶面至二层楼面，基顶标高设定为-1.0m，室内标高为-0.45m，二层楼面标高为3.3m，底层柱高4.75m，其余楼层柱高均为3m。图2.1框架计算简图（mm）2.2梁柱相对线刚度的计算2.2.1梁的计算查规范得，对于中框架梁取I=2I0。左跨梁AB：中跨梁BC:右跨梁CD：底层柱：标准层柱:：2.2.2相对线刚度令i标准层柱=1.0,经计算则其余各杆件的相对线刚度为：左跨梁AB：i=0.27右跨梁CD：i=0.26中跨梁BC：i=0.64底层柱：i=0.63图2.2梁柱相对线刚度图2.3竖向荷载计算2.3.1恒载标准值计算（1）上人屋面恒载40mm厚C20细石混凝土保护层23KN/m3×0.04m=0.92KN/m210mm厚低强度等级砂浆隔离层15KN/m3×0.01m=0.15KN/m2SBS改性沥青防水卷材10KN/m3×0.005m=0.05KN/m220mm厚1：3水泥砂浆找平层21KN/m3×0.02m=0.42KN/m2膨胀珍珠岩保温层4KN/m3×0.08m=0.32KN/m230mm厚LC5.0轻集料混凝土2％找坡层12KN/m3×0.03m=0.36KN/m220mm聚合物砂浆铺卧18KN/m3×0.02m=0.36KN/m2钢筋混凝土屋面板25KN/m3×0.12m=3.00KN/m2合计5.58KN/m2（2）标准层楼面10mm厚水磨石地面0.6KN/m220mm厚1：2干硬性水泥砂浆结合层20KN/m3×0.02m=0.40KN/m210mm混合砂浆抹灰层17KN/m3×0.01m=0.17KN/m2100mm厚现浇钢筋混凝土板25KN/m3×0.10m=0.92KN/m2合计3.67KN/m2（3）梁自重（4）主梁①横向主梁截面尺寸b×h=250mm×550mm梁自重25KN/m3×0.25m×（0.55-0.12）m=2.69KN/m10mm厚混合砂浆抹灰17KN/m3×0.01m×2×（0.55-0.12）m=0.15KN/m总计2.84KN/m②纵向主梁截面尺寸b×h=300mm×750mm梁自重25KN/m3×0.30m×（0.75-0.12）m=4.73KN/m10mm厚混合砂浆抹灰17KN/m3×0.01m×2×（0.75-0.12）m=0.21KN/m总计4.94KN/m（5）次梁次梁截面尺寸b×h=200mm×450mm梁自重25KN/m3×0.20m×（0.45-0.12）m=1.65KN/m10mm厚混合砂浆抹灰17KN/m3×0.01m×2×（0.45-0.12）m=0.12KN/m总计1.77KN/m（6）基础梁基础梁截面尺寸b×h=250mm×400mm梁自重25KN/m3×0.25m×0.4m=2.5KN/m总计2.5KN/m（7）柱柱截面尺寸b×h=450mm×450mm柱自重25KN/m3×0.45m×0.45m=5.06KN/m10mm厚混合砂浆抹灰17KN/m3×0.01m×0.45×4=0.31KN/m总计5.37KN/m（8）墙①纵墙标准层墙自重7.5KN/m3×0.20m×（3-0.75）m=3.38KN/m10mm厚混合砂浆抹灰17KN/m3×0.01m×2×（3-0.75）m=0.77KN/m总计4.15KN/m②纵墙底层墙自重7.5KN/m3×0.20m×（3.3-0.75）m=3.83KN/m10mm厚混合砂浆抹灰17KN/m3×0.01m×2×（3.3-0.75）m=0.87KN/m总计4.70KN/m③横墙标准层墙自重7.5KN/m3×0.20m×（3-0.55）m=2.48KN/m10mm厚混合砂浆抹灰17KN/m3×0.01m×2×（3-0.55）m=0.83KN/m总计3.31KN/m④横墙底层墙自重7.5KN/m3×0.20m×（3.3-0.75）m=3.83KN/m10mm厚混合砂浆抹灰17KN/m3×0.01m×2×（3.3-0.75）m=0.87KN/m总计4.70KN/m⑤女儿墙（屋面为上人屋面，做法：墙高1100mm，100mm的混凝土压顶）墙自重7.5KN/m3×1.1m×0.2m=1.65KN/m100mm混凝土压顶25KN/m3×0.01m×0.2m=0.50KN/m10mm厚混合砂浆抹灰17KN/m3×0.01m×2×1.2m=0.41KN/m总计2.55KN/m2.3.2活载标准值计算（1）办公楼面:2.0kN/㎡走廊：2.5kN/㎡上人屋面：2.0kN/㎡（2）雪荷载：0.45kN/㎡（屋面活荷载和雪荷载不同时考虑，设计时取较大值。）2.4竖向受荷总图2.4.1荷载传递图2.3板传荷载图（mm）荷载传递三角形荷载：q=5梯形荷载：q=（1−2α2（1）A-B轴间框架梁①顶层板传荷载恒载5.58KN/m2×1.5m×1−1.5活载2.0KN/m2×1.5m×1−1.5②楼面板传荷载恒载3.67KN/m2×1.5m×1−1.5活载2.5KN/m2×1.5m×1−1.5梁自重：2.84KN/m墙自重：3.31KN/m顶层梁受到的恒荷载=2.84KN/m+15.44KN/m=18.28KN/m活荷载=5.53KN/m标准层楼面受到的恒荷载=2.84KN/m+3.31KN/m+10.15KN/m=16.3KN/m活荷载=6.92KN/m（2）B-C轴间框架梁①顶层板传荷载恒载5.58KN/m2×3.02活载2.0KN/m2×3.02②楼面板传荷载恒载3.67KN/m2×3.02活载2.5KN/m2×3.02梁自重：2.84KN/m顶层梁受到的恒荷载=2.84KN/m+10.46KN/m=13.3KN/m活荷载=3.75KN/m标准层楼面受到的恒荷载=2.84KN/m+6.88KN/m=9.72KN/m活荷载=4.69KN/m（3）C-D轴间框架梁①顶层板传荷载恒载5.58KN/m2×1.5m×1−1.5活载2.0KN/m2×1.5m×1−1.5②楼面板传荷载恒载3.67KN/m2×1.5m×1−1.5活载2.5KN/m2×1.5m×1−1.5梁自重：2.84KN/m墙自重：3.31KN/m顶层梁受到的恒荷载=2.84KN/m+15.53KN/m=18.47KN/m活荷载=5.57KN/m标准层楼面受到的恒荷载=2.84KN/m+3.31KN/m+10.22KN/m=16.37KN/m活荷载=6.96KN/m(4)A轴柱所受集中荷载女儿墙自重：2.55KN/m顶层柱荷载：2.55KN/m×6m+2.84KN/m×（6-0.45）m+5.58KN/m2×5/8×1.5m×3m×2+5.58KN/m2×1.5m×顶层柱活载：2.0KN/m×5/8×1.5m×3m×2+2.0KN/m2×1.5m×内横墙自重：3.31KN/m标准层柱荷载：4.94KN/m×（6-0.45）m+1.77KN/m×7.2m×2/4+4.15KN/m×（6-0.45）m+3.67KN/m2×5/8×1.5m×3m×2+3.67KN/m2×1.5m×标准层柱活载：2.5KN/m×5/8×1.5m×3m×2+2.5KN/m2×1.5m×(5)B轴柱所受集中荷载顶层柱荷载：2.84KN/m×（6-0.45）m+5.58KN/m2×5/8×1.5m×3m×2+5.58KN/m2×1.5m×1−1.57.22顶层柱活载：2.0KN/m×5/8×1.5m×3m×2+2.0KN/m2×1.5m×1−1.57.22标准层柱荷载：4.94KN/m×（6-0.45）m+1.77KN/m×7.2m×2/4+4.15KN/m×（6-0.45）m+3.67KN/m2×5/8×1.5m×3m×2+3.67KN/m2×1.5m×1−1.57.22标准层柱活载2.5KN/m×5/8×1.5m×3m×2+2.5KN/m2×1.5m×1−1.57.22(6)C轴柱所受集中荷载顶层柱荷载：2.84KN/m×（6-0.45）m+5.58KN/m2×5/8×1.5m×3m×2+5.58KN/m2×1.5m×1−1.57.52顶层柱活载：2.0KN/m×5/8×1.5m×3m×2+2.0KN/m2×1.5m×1−1.57.52标准层柱荷载：4.94KN/m×（6-0.45）m+1.77KN/m×7.2m×2/4+4.15KN/m×（6-0.45）m+3.67KN/m2×5/8×1.5m×3m×2+3.67KN/m2×1.5m×1−1.57.52标准层柱活载2.5KN/m×5/8×1.5m×3m×2+2.5KN/m2×1.5m×1−1.57.52(7)A轴柱所受集中荷载女儿墙自重：2.55KN/m顶层柱荷载：2.55KN/m×6m+2.84KN/m×（6-0.45）m+5.58KN/m2×5/8×1.5m×3m×2+5.58KN/m2×1.5m×顶层柱活载：2.0KN/m×5/8×1.5m×3m×2+2.0KN/m2×1.5m×内横墙自重：3.31KN/m标准层柱荷载：4.94KN/m×（6-0.45）m+1.77KN/m×7.5m×2/4+4.15KN/m×（6-0.45）m+3.67KN/m2×5/8×1.5m×3m×2+3.67KN/m2×1.5m×标准层柱活载：2.5KN/m×5/8×1.5m×3m×2+2.5KN/m2×1.5m×2.4.2竖向受荷总图图2.4竖向受荷总图(线荷载：KN/m，集中力：KN)2.5竖向荷载下的内力计算2.5.1恒载表2.1恒载弯矩计算（二次分配法，kN•m)上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.790.210.2080000040.140.340.3460.530.140.210.8偏心矩偏心矩偏心矩偏心矩0.00-79.9779.970.00-14.9614.960-86.5886.58063.1816.79-13.52-9.10-22.1024.7837.9610.03-18.18-69.2615.49-6.768.40-10.1112.39-11.0511.18-9.095.01-16.88-6.90-1.83-2.22-1.49-3.633.104.751.252.499.4971.77-71.7772.62-20.71-28.3031.7953.89-84.3975.90-76.650.440.440.120.090.340.340.220.090.340.340.220.120.440.440.00-70.4270.420.00-10.9410.940.00-76.7376.730.0030.9830.988.45-5.35-20.22-20.22-13.095.9222.3722.3714.47-9.21-33.76-33.7631.5915.49-2.684.23-4.55-10.112.96-6.5418.9811.18-4.607.24-34.63-16.88-19.54-19.54-5.330.672.542.541.64-1.71-6.47-6.47-4.185.3119.4819.4843.0426.94-69.9769.96-22.23-27.79-19.428.6134.8827.09-71.0480.07-48.91-31.160.440.440.120.090.340.340.220.090.340.340.220.120.440.440.00-70.4270.420.00-10.9410.940.00-76.7376.730.0030.9830.988.45-5.35-20.22-20.22-13.095.9222.3722.3714.47-9.21-33.76-33.7615.4918.66-2.684.23-10.11-11.602.96-6.5411.1813.16-4.607.24-16.88-20.33-13.85-13.85-3.781.314.944.943.20-1.19-4.49-4.49-2.903.6013.1913.1932.6335.80-68.4270.60-25.40-26.88-17.879.1329.0731.04-69.7678.36-37.45-40.900.530.140.330.110.390.250.250.250.40.110.250.140.530.330.00-70.4270.420.00-10.9410.940.00-76.7376.730.0037.329.8623.24-6.54-23.20-14.87-14.8716.4526.327.2416.45-10.74-40.67-25.3215.49-3.2711.62-10.118.22-7.4411.18-5.378.22-16.88-6.48-1.71-4.03-1.07-3.80-2.43-2.430.410.650.180.411.214.592.8646.348.15-54.4974.43-37.10-17.30-20.0220.3638.157.42-65.2575.42-52.96-22.464.08-8.653.71-11.23表2.2恒荷载和弯矩引起的剪力（kN)恒载荷载引起的剪力弯矩引起的剪力层次AB跨BC跨CD跨AB跨BC跨CD跨465.8119.9566.49-0.190.19-1.161.160.13-0.13358.6814.5858.93-0.0010.001-1.51.51.2-1.2258.6814.5858.93-0.30.3-2.912.911.15-1.15158.6814.5858.93-2.772.77-0.110.111.36-1.36表2.3恒载作用下的总剪力(kN)恒载层次465.6266.018.7921.1169.3969.13358.6858.6813.0816.0862.5960.19258.3858.9811.6717.4962.5460.24155.9161.4517.4714.6962.7560.03(3)柱轴力：梁端剪力，P-节点集中力及柱自重表2.4恒载作用下的柱轴力(kN)恒载N=V+PA轴B轴C轴D轴4162.23178.34210.8226.91217.85233.96183.71167.63146.37162.48196.9213.01202.55218.66175.59159.482146.07162.18195.79211.9204.01220.12178.54162.431153.6171.32204.06221.78201.0218.72177.36159.64内力图如下图2.5恒载未调幅弯矩图（KN·m）图2.6恒载0.85调幅后弯矩图（KN·m）图2.7恒载作用下剪力图（KN）图2.8恒载作用下轴力图（KN）2.5.2活载(1)弯矩：弯矩：M=ql2/12跨中：M=ql2/8表2.5活载弯矩计算（二次分配法，kN•m)上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.790.210.2080000040.140.340.3460.530.140.210.8偏心矩偏心矩偏心矩偏心矩0.00-23.8923.890.00-4.224.220-26.1126.11018.875.02-4.09-2.75-6.697.5711.603.06-5.48-20.896.58-2.052.51-4.183.79-3.344.65-2.741.53-7.18-3.58-0.95-0.44-0.30-0.720.500.760.201.194.5221.87-21.8721.87-7.23-7.848.9517.01-25.5923.34-23.550.440.440.120.090.340.340.220.090.340.340.220.120.440.440.00-29.8929.890.00-5.285.280.00-32.6332.630.0013.1513.153.59-2.21-8.37-8.37-5.412.469.309.306.02-3.92-14.36-14.369.446.58-1.111.79-1.38-4.181.23-2.715.804.65-1.963.01-10.44-7.18-6.56-6.56-1.790.230.860.860.56-0.52-1.97-1.97-1.271.756.436.4316.0313.17-29.2029.70-8.88-11.69-8.914.5113.1311.98-29.8433.48-18.37-15.110.440.440.120.090.340.340.220.090.340.340.220.120.440.440.00-29.8929.890.00-5.285.280.00-32.6332.630.0013.1513.153.59-2.21-8.37-8.37-5.412.469.309.306.02-3.92-14.36-14.366.587.92-1.111.79-4.18-4.801.23-2.714.655.47-1.963.01-7.18-8.65-5.89-5.89-1.610.542.032.031.31-0.49-1.85-1.85-1.201.545.645.6413.8415.18-29.0230.00-10.53-11.14-8.154.5412.0912.91-29.7733.26-15.90-17.360.530.140.330.110.390.250.250.250.40.110.250.140.530.330.00-29.8929.890.00-5.285.280.00-32.6332.630.0015.844.189.86-2.71-9.60-6.15-6.156.8410.943.016.84-4.57-17.29-10.776.58-1.354.93-4.183.42-3.084.65-2.283.42-7.18-2.77-0.73-1.72-0.46-1.63-1.04-1.040.180.280.080.180.531.991.2419.653.45-23.1031.66-15.41-7.19-9.069.2215.873.09-27.9032.01-22.48-9.531.73-3.601.54-4.76表2.6活荷载和弯矩引起的剪力（kN)恒载荷载引起的剪力弯矩引起的剪力层次AB跨BC跨CD跨AB跨BC跨CD跨419.915.6320.8900-0.370.370.3-0.3324.917.0426.1-0.070.07-1.471.470.53-0.53224.917.0426.1-0.140.14-1.21.20.47-0.47124.917.0426.1-1.191.19-0.050.050.55-0.55表2.7活载作用下的总剪力(kN)恒载层次419.9119.915.266.0021.1920.59324.8424.985.578.5126.6325.57224.7725.055.848.2426.5725.63123.7226.106.997.0926.6525.55(3)柱轴力：梁端剪力，P-节点集中力及柱自重表2.8活载作用下的柱轴力(kN)恒载N=V+PA轴B轴C轴D轴441.1257.2362.7778.8864.9081.1058.3942.28350.9967.1073.0993.2082.2898.3968.7952.68250.9267.0377.4393.5481.9598.0668.8552.74149.8767.5979.6397.3580.8898.6070.3852.66内力图如下图2.9活载未调幅弯矩图（KN·m）图2.10活载0.85调幅后弯矩图（KN·m）图2.11活载作用下剪力图（KN）图2.12活载作用下轴力图（KN）2.6水平地震作用2.6.1重力荷载代表值（1）顶层重力荷载女儿墙2×6m×2.55KN/m=30.6KN屋面恒载5.58KN/m×17.7m×6m=592.6KN50%雪荷载0.5×0.45KN/m2×17.7m×6m=24.9KN纵梁自重4.94KN/m×6m×4=118.56KN横向主梁2.84KN/m×（7.5+7.2）m+1.77KN/m×7.5m×2=68.94KN横向次梁1.77KN/m×7.2m×2=25.49KN半层墙0.5×3.31KN/m（7.2+7.5）m+4.15KN/m×6m×2=49.23KN半层柱5.37KN/m×3/2m×4=40.28KN合计949.6KN（2）第三层重力荷载楼面恒载3.67KN/m×17.7m×6m=389.75KN50%楼面活载0.5×2.0KN/m2×17.7m×6m=106.2KN纵梁自重118.56KN横梁自重93.43KN上下半墙自重49.23KN×2=98.46KN上下半柱自重40.28KN×2=80.56KN合计886.96KN（3）第二层重力荷载楼面恒载389.75KN50%楼面活载106.2KN纵梁自重118.56KN横梁自重93.43KN上下半墙自重49.23KN×2=98.46KN上下半柱自重40.28KN+5.37KN/m×4.75/2m×4=91.30KN合计897.70KN（4）第一层重力荷载楼面恒载389.75KN50%楼面活载106.2KN纵梁自重118.56KN横梁自重93.43KN上半层墙自重49.23KN上半层柱自重5.37KN/m×4.75/2m×4=91.30KN合计808.19KN图2.13重力荷载代表值2.6.2横向框架侧移刚度的计算各梁柱的线刚度如下：梁AB线刚度梁BC线刚度梁CD线刚度2-4层柱线刚度==3.42×1010，1层=2.16×1010表2.9A、B、C、D柱侧移刚度D计算表柱层数截面b×h层高H(m)线刚度A2-40.45×0.453.003.420.270.120.547B1.460.421.915C1.450.421.915D0.260.120.547A14.752.160.430.180.518B1.440.421.210C1.430.421.210D0.410.170.490表2.10柱侧移刚度D总计算表层柱∑2-45470191501915054705470+19150+19150+5470=4924015180121001210049005180+12100+12100+4900=342802.6.3横向水平作用下框架结构的内力和侧移计算（1）横向框架自振周期计算：采用顶点位移法计算自振周期。表2.11横向框架顶点位移的计算层(KN)（KN）（KN/m）层间相对位移(m)位移值(m)4949.60949.60492400.0190.1723889.961839.560.0370.1692897.702737.260.0560.1431808.193545.45342800.1030.103按式T1=1.7××=1.7×0.7×0.1721/2=0.494s（2）横向地震作用及楼层地震V计算已知：场地Ⅱ类，设防烈度6度，设计地震分组第一组，基本地震加速度0.05g,特征周期，最大影响系数。本工程建筑物高度不超过40m,质量和刚度沿高度变化均匀，变形以剪切变形为主，故采用底部剪力法计算水平地震作用。结构总水平地震作用标准值按公式即=0.85×3545.45kN=3013.63kN.<=0.494s<5，选取阻尼调整系数=1.0，γ=0.9，所以=(0.35/0.494)0.9×1.0×0.04=0.0291.4=1.40.35s=0.49s<=0.494s,考虑顶部附加地震影响。=0.08T1+0.07=0.08×0.494+0.07=0.109结构总水平地震作用标准值顶部附加地震作用=0.109×87.41kN=9.53kN用V计算公式：各层横向地震作用及楼层地震V如下表：表2.12楼层/43.013.75949.6013057.000.39139.9839.9833.010.75886.969567.070.28622.2762.2523.07.75897.706957.180.20816.2078.4514.754.75808.193838.900.1158.9687.4113.75—3545.4537259.05187.41—各质点水平地震作用及各楼层地震剪力沿屋不同高度的分布图图2.14图2.15（3）水平地震作用下框架位移计算：表2.13层楼层剪力楼层侧移刚度层间侧移绝对侧移439.98492400.484.0830001/6250362.25492400.823.6630001/3658278.45492401.082.8430001/2777187.41342801.761.7647501/2698表中为各层的层间弹性位移角由表得，最大的位移在首层，为1/2698<1/550。=1/550满足要求。2.6.4地震荷载下的弯矩、剪力及轴力计算各柱V值（1）计算柱的反弯点高度本设计用的的是改进的反弯点法-D值法进行计算表2.14反弯点位置A轴框架柱层号h/mΥ/m43.000.270.1200.120.3630.300.300.9020.51500.5151.54514.750.430.6000.602.85B轴框架柱层号h/mΥ/m43.001.460.37300.37251.11930.450.451.3520.422500.42251.26814.751.440.57200.5722.717C轴框架柱层号h/mΥ/m43.001.450.372500.37251.11830.450.451.3520.472500.47251.41814.751.430.571500.57152.458D轴框架柱层号h/mΥ/m43.000.260.1100.110.3330.300.300.9020.5300.531.5914.750.410.74500.7453.539（2）计算柱端弯矩、剪力表2.15各层柱端弯矩、剪力计算层次柱4层3.0A2.610.120.360.93962.646.89B9.140.37255.4049.3561.88317.21C9.140.37255.4049.3561.88317.21D2.610.110.330.86132.676.973层3.0A4.530.300.904.0772.109.51B15.840.451.3521.3841.6526.14C15.840.451.3521.3841.6526.14D4.530.300.904.0772.109.512层3.0A5.920.5151.5459.14641.4558.61B20.730.42251.267526.2751.73325.93C20.730.47251.417529.3851.58332.82D5.920.531.599.41281.418.351层4.75A10.000.602.8528.501.9019.0B21.250.5722.71757.7362.03343.20C21.250.57152.71557.7362.03543.24D8.610.7453.53930.471.21110.43（3）计算梁端弯矩、剪力和轴力：公式：中间轴轴力公式：表2.16各层梁端弯矩、剪力计算层次梁4层AB6.893.66-1.47BC5.775.79-3.85CD3.556.97-1.413层AB1.248.06-1.29BC16.6016.66-11.09CD6.761.19-1.062层AB1.5110.41-1.66BC10.4111.92-7.44CD4.861.43-0.8411层AB4.007.39-1.58BC17.5118.37-11.96CD7.872.73-1.41表2.17轴力计算层次梁4层AB6.893.66-1.47-1.472.38-2.441.41BC5.775.79-3.85CD3.556.97-1.413层AB1.248.06-1.29-2.7612.18-12.472.47BC16.6016.66-11.09CD6.761.19-1.062层AB1.5110.41-1.66-4.4217.96-19.073.31BC10.4111.92-7.44CD4.861.43-0.8411层AB4.007.39-1.58-6.0028.34-29.624.72BC17.5118.37-11.96CD7.872.73-1.41图2.16地震荷载作用下框架梁柱弯矩图图2.17地震作用下的剪力图图2.18地震作用下的轴力图2.7风荷载计算风吹到墙上是面荷载要简化成等效集中荷载，其标准值按——————表2.18集中风荷载标准值离地高度13.750.651.01.30.353.02.75.0610.7535.327.7535.324.754.753.39.542.7.1风荷载作用下的位移验算（1）（2）风荷载作用下框架的层间侧移计算按规范见下表表2.19风荷载作用下框架侧移的计算层45.065.06492400.000111/2727235.3210.380.000321/937525.3215.700.000541/555519.5425.24342800.001191/3991=0.00216m：1/3991<1/550满足要求2.7.2风荷载下的弯矩、剪力及轴力（1）表2.20反弯点位置A轴框架柱层号h/mΥ/m43.000.270.1200.120.3630.300.300.9020.51500.5151.54514.750.430.6000.602.85B轴框架柱层号h/mΥ/m43.001.460.37300.37251.11930.450.451.3520.422500.42251.26814.751.440.57200.5722.717C轴框架柱层号h/mΥ/m43.001.450.372500.37251.11830.450.451.3520.472500.47251.41814.751.430.571500.57152.458D轴框架柱层号h/mΥ/m43.000.260.1100.110.3330.300.300.9020.5300.531.5914.750.410.74500.7453.539（2）计算柱端弯矩、剪力表2.21风荷载作用下A轴框架柱剪力和梁柱端弯矩的计算层号Vi/KN∑D/(KN/m)Dim/(KN/m)Dim/∑DVim/KNMa总45.064924054700.1110.5620.361.480.201.4835.320.5910.901.240.531.4425.320.5911.5450.860.911.3919.543428051800.1511.4222.852.704.053.61表2.22风荷载作用下B轴框架柱剪力和梁柱端弯矩的计算层号Vi/KN∑D/(KN/m)Dim/(KN/m)Dim/∑DVim/KN45.0649240191500.3891.9681.1193.702.200.5221.24035.322.0691.353.412.790.5221.23425.322.0691.2683.272.930.5641.33319.5434280121000.3533.3682.7176.869.141.0412.477表2.23风荷载作用下C轴框架柱剪力和梁柱端弯矩的计算层号Vi/KN∑D/(KN/m)Dim/(KN/m)Dim/∑DVim/KN45.0649240191500.3891.9681.1183.702.201.2470.50735.322.0691.353.412.791.2400.50525.322.0691.4183.272.931.3390.54519.5434280121000.3533.3682.4586.869.142.4671.006表2.24风荷载作用下D轴框架柱剪力和梁柱端弯矩的计算层号Vi/KN∑D/(KN/m)Dim/(KN/m)Dim/∑DVim/KN45.064924054700.1110.5620.331.500.191.5035.320.5910.901.240.531.4325.320.5911.590.830.941.3619.543428049000.1431.3643.5391.654.832.59表2.25各层梁端弯矩、剪力计算层次梁4层AB1.480.522-0.278BC1.2401.247-0.829CD0.5071.50-0.2683准层AB1.440.522-0.273BC1.2341.240-0.825CD0.5051.43-0.2582层AB1.390.564-0.271BC1.3331.339-0.891CD0.5451.36-0.0931层AB3.611.041-0.646BC2.4772.467-1.648CD1.0062.59-0.479表2.26轴力计算层次梁4层AB1.480.522-0.278-0.2780.551-0.5610.268BC1.2401.247-0.829CD0.5071.50-0.2683层AB1.440.522-0.273-0.5511.103-1.1280.526BC1.2341.240-0.825CD0.5051.43-0.2582层AB1.390.564-0.271-0.8221.723-1.9260.619BC1.3331.339-0.891CD0.5451.36-0.0931层AB3.611.041-0.646-1.4682.725-3.0951.098BC2.4772.467-1.648CD1.0062.59-0.479图2.19风荷载下框架梁柱弯矩图图2.20风荷载下的剪力图图2.21风荷载下的轴力图2.8内力组合2.8.1各柱边缘处内力计算在竖向荷载作用下：，在地震、风作用下：，表2.27各柱边缘处轴力计算表各柱边缘处轴力计算柱宽0.45米层次截面恒载内力活载内力地震内力风载内力柱轴线处柱边缘处柱轴线处柱边缘处柱轴线处柱边缘处柱轴线处柱边缘处均布恒载均布活载MVMVMVMVMVMVMVMV4A61.0065.6231.4757.3918.5919.919.6317.426.891.476.231.471.480.2781.350.27818.285.53Bl61.7366.631.7658.3718.5920.289.4617.793.661.473.001.470.5220.2780.400.27818.285.53Br24.0519.9515.0713.977.845.265.473.575.773.854.043.851.240.8290.870.82913.33.75Cl27.0262.59-1.1556.618.956.006.254.315.793.854.063.851.2470.8290.870.82913.33.75Cr71.7369.3940.5061.0825.5921.1916.0518.683.551.412.921.410.5070.2680.390.26818.475.57D64.5269.1333.4160.8223.3426.6311.3624.126.971.416.341.411.500.2681.380.26818.475.573A59.4758.6833.0651.3529.2024.8418.0221.731.241.290.661.291.440.2731.320.27316.36.92Bl59.4758.6833.0651.3529.7024.9818.4621.878.061.297.481.290.5220.2730.400.27316.36.92Br16.5114.589.9510.218.915.576.403.4616.6011.0911.6111.091.2340.8250.860.8259.724.69Cl7.3262.54-20.8258.174.518.510.686.4016.6611.0911.6711.091.240.8250.870.8259.724.69Cr60.3865.6230.8558.2529.8426.6317.8623.506.761.066.281.060.5050.2580.390.25816.376.96D68.0660.1940.9752.8233.4825.5721.9722.441.191.060.711.061.430.2581.310.25816.376.962A58.1658.3831.8951.0529.0224.7717.8721.661.511.660.761.661.390.2711.270.27116.306.92Bl60.0158.9833.4751.653025.0518.7321.9410.411.669.661.660.5640.2710.440.27116.306.92Br15.1914.588.6310.218.155.845.523.7310.417.447.067.441.3330.8910.930.8919.724.69Cl7.7662.54-20.3858.174.548.240.836.1311.927.448.577.441.3390.8910.940.8919.724.69Cr59.3065.6229.7758.2529.7726.5717.8123.444.860.844.480.840.5450.0930.500.09316.376.96D66.6160.2439.5052.8733.2625.6321.7322.501.430.841.050.841.360.0931.320.09316.376.961A46.3255.9121.1648.5823.1023.7212.4320.614.01.583.291.583.610.6463.320.64616.306.92Bl63.2761.4535.6254.1231.6626.1019.9222.997.391.586.681.581.0410.6460.750.64616.306.92Br25.414.5818.8410.219.066.995.914.8817.5111.0912.5211.092.4771.6481.741.6489.724.69Cl31.0465.621.5161.259.227.096.034.9818.3711.0913.3811.092.4671.6481.731.6489.724.69Cr55.4665.6225.9358.2527.926.6515.9123.527.871.417.241.411.0060.4790.790.47916.376.96D64.1160.0337.1052.6632.0125.5520.5122.422.731.412.101.412.590.4792.370.47916.376.96表2.28AB梁内力组合层次截面位置内力恒载活载左风右风左震右震活载起控制作用考虑地震荷载作用左震右震

左风右风4层左M-31.47-10.591.35-1.356.23-6.23-51.46-53.72-27.01-39.160.75V57.3919.16-0.280.28-1.471.4795.4695.9366.6969.930.85中M44.2613.220.48-0.481.62-1.6234.2035.0132.3135.460.75V0.000.000.000.000.000.000.000.000.000.000.85右M-31.76-10.410.40-0.403.00-3.0023.87-23.20-26.8220.970.75V-58.3719.57-0.280.28-1.471.47-42.88-42.41-47.93-51.180.853层左M-33.06-19.821.32-1.320.66-0.66-66.31-68.53-38.03-39.320.75V51.3523.90-0.270.27-1.291.2994.8595.3163.1465.990.85中M35.6616.930.46-0.463.41-3.4118.7019.4821.1527.800.75V0.000.000.000.000.000.000.000.000.000.000.85右M-33.06-20.310.40-0.407.48-7.48-11.57-10.90-27.9113.320.75V-51.3524.06-0.270.27-1.291.29-28.16-27.71-41.53-38.680.852层左M-31.89-19.661.27-1.270.76-0.76-64.73-66.86-36.81-38.290.75V51.0523.83-0.270.27-1.661.6694.4094.8562.3966.060.85中M36.5616.860.41-0.414.45-4.4519.9220.6120.9829.660.75V0.000.000.000.000.000.000.000.000.000.000.85右M-33.47-20.600.44-0.449.66-9.66-11.69-10.95-30.2711.430.75V-51.6524.13-0.270.27-1.661.66-28.42-27.97-42.21-38.540.851层左M-21.16-13.673.32-3.323.29-3.29-41.74-47.32-21.99-28.400.75V48.5822.67-0.650.65-1.581.5889.4990.5859.3762.860.85中M41.0419.212.57-2.571.70-1.70-20.2024.51-26.63-29.950.75V0.000.000.000.000.000.000.000.000.000.000.85右M-35.62-21.910.75-0.756.68-6.6812.7011.44-28.7115.690.75V-54.1225.29-0.650.65-1.581.58-30.08-28.99-44.05-40.560.85注;为考虑活载不利布置，表中梁跨中弯矩为调幅后跨中弯矩乘以增大系数1.1之后所得表2.29BC梁内力组合层次截面位置内力恒载活载左风右风左震右震活载起控制作用考虑地震荷载作用左震右震

左风右风4层左M-15.07-6.020.87-0.874.04-4.04-25.78-27.24-12.33-20.210.75V13.973.93-0.830.83-3.853.8521.5622.9612.0020.510.85中M15.084.600.000.000.000.0011.6611.6611.5011.500.75V0.000.000.000.000.000.000.000.000.000.000.85右M-1.15-6.880.87-0.874.06-4.06-7.51-8.98-1.90-6.020.75V-56.614.74-0.830.83-3.853.85-61.99-60.60-59.58-51.070.853层左M-9.95-7.040.86-0.8611.61-11.61-21.07-22.52-0.80-23.440.75V10.213.81-0.830.83-11.0911.0916.8918.280.1024.610.85中M3.081.570.000.000.000.001.501.502.072.070.75V0.000.000.000.000.000.000.000.000.000.000.85右M-20.82-0.750.87-0.8711.67-11.67-24.66-23.20-29.787.020.75V-58.177.04-0.830.83-11.0911.09-60.65-59.25-68.00-43.490.852层左M-8.63-6.070.93-0.937.06-7.06-18.07-19.64-3.62-17.380.75V10.214.10-0.900.90-7.447.4417.2418.754.2820.730.85中M2.571.180.000.000.000.001.431.431.781.780.75V0.000.000.000.000.000.000.000.000.000.000.85右M-20.38-0.910.94-0.948.578.57-23.97-22.39-26.299.580.75V-58.176.74-0.900.90-7.447.44-61.12-59.61-47.670.851层左M-18.84-6.501.74-1.7412.52-12.52-30.25-33.17-64.12-32.090.75V10.215.37-1.651.65-11.0911.0918.3821.160.9025.410.85中M9.264.250.000.000.000.005.165.166.426.420.75V0.000.000.000.000.000.000.000.000.000.000.85右M-1.51-6.631.73-1.7313.38-13.38-6.02-8.92-11.42-14.670.75V-61.255.48-1.651.65-11.0911.09-67.21-64.44-71.93-47.430.85注;为考虑活载不利布置，表中梁跨中弯矩为调幅后跨中弯矩乘以增大系数1.1之后所得表2.30CD梁内力组合层次截面位置内力恒载活载左风右风左震右震活载起控制作用考虑地震荷载作用左震右震

左风右风4层左M-40.15-17.660.39-0.392.92-2.92-72.58-73.23-41.24-46.930.75V61.0820.55-0.270.27-1.411.41101.84102.2971.2274.340.85中M33.4116.170.50-0.501.71-1.7117.0317.8721.1324.460.75V60.820.000.000.000.000.0072.9872.9862.0462.040.85右M-49.72-12.501.38-1.386.34-6.34-76.00-78.32-44.19-56.550.75V0.0026.53-0.270.27-1.411.4136.9237.3711.9715.090.853层左M-30.85-19.650.39-0.396.28-6.28-64.20-64.86-30.48-42.730.75V58.2525.85-0.260.26-1.061.06105.87106.3171.4373.770.85中M52.8319.010.46-0.462.79-2.7989.6290.4053.3858.820.75V0.000.000.000.000.000.000.000.000.000.000.85右M-40.97-24.171.31-1.310.71-0.71-16.43-14.23-26.6925.300.75V-52.8224.68-0.260.26-1.061.06-29.05-28.61-42.46-40.120.852层左M-29.77-19.590.50-0.504.48-4.48-62.73-63.57-31.24-39.980.75V58.2525.78-0.090.09-0.840.84105.91106.0771.6373.490.85中M40.5519.160.41-0.411.72-1.7221.4922.1826.2029.550.75V0.000.000.000.000.000.000.000.000.000.000.85右M-39.50-23.901.32-1.321.05-1.0515.05-12.83-25.8223.770.75V-52.8724.75-0.090.09-0.840.84-28.87-28.72-42.23-40.380.851层左M-25.93-17.500.79-0.797.24-7.24-54.95-56.28-24.15-38.270.75V58.2