《S收费站综合办公楼建筑及结构设计》12000字（论文）

河北工程大学成人教育学院毕业设计（论文）--1绪论我这次选择的毕业设计题目为《S收费站综合办公楼建筑及结构设计》，希望能够站在第一视角，设计出功能齐全适宜员工工作生活的综合办公楼。教育建筑的建造不是机械的，必须是在提高娱乐环境质量的同时，提升建筑质量。如果综合办公楼规划有足够的活动采光空间，元就能有一个舒适的娱乐和工作，有利于工作质量的提高。本文本着人性化和安全性要求的设计理念，并翻阅相关的书籍资料，参观走访不同的收费站综合楼，在我脑海中浮现了大致的设计形象后，进行了最后的毕业设计。2建筑设计2.1工程概况（1）工程名称：S收费站综合办公楼（2）工程概况：建筑总高度为22.2m，共6层，每层层高3.6m，室内外高差0.6m；（3）工程地质条件：该工程位于S收费站旁，从工程勘察的地质调查中可以看出，场地土主要有以下两个特点：1.基坑土层主要为粉土和砂质土，土质较好；2.土的渗透性、流沙的开挖过程、动力水头引起的管涌，基坑工程的设计应是解决基坑管涌问题的关键。根据岩土工程勘察报告，该场地土层自上而下分为7层，各土层主要参数如表3.1所示：表3.1场地土层主要力学参数序号土层名称层厚（m）重度γ(kN/m3)黏聚力ck(kPa)内摩擦角φk(°)渗透系数k(cm-6/s)①杂填土2.218.5211-②粉土6.019.51114.22×10-4③粉质粘土6.519.244113×10-5④混土角砾7.019.630166×10-42.2总平面设计项目位于收费站内，建设用地适宜，周边环境良好。鉴于该项目符合办公和娱乐需要，首先选择框架结构，框架结构强度高，整体性好，刚度大，抗震性好，平面布置灵活，开窗更大，满足本工程的使用要求。根据房间使用要求，确定柱间距横向为6米，纵向为4.5米，房间深度为6米。走廊满足员工的休息和活动要求，柱子之间的距离为4.5米。根据建筑规范，每层楼的高度是36米。根据建筑设计防火规范和初步设计，综合办公楼每层可容纳400人，总设计为三层楼梯，位于综合办公楼正门前和综合办公楼两侧。因此，在紧急情况下，人们可以通过楼梯到达最近的出口，以便快速逃生并满足疏散需要。因为窗户的配置符合通风、采光和采光的要求，也符合建筑的美观。2.3平面设计中学综合办公楼内活动所需空间较大，首先确定使用室的大小，并根据中学校舍设计规范，确定中间过道的宽度，然后确定房间平面图的形状和具体尺寸。房间平面的形状和尺寸，主要由每班员工人数、娱乐仪器特点和采光通风等要求所决定，按照每间教室容纳50人计算，每层楼层容纳人数约为400人。然后初步拟定柱截面为450×450mm，梁截面为300×450mm。图2.2首层平面图图2.3标准层平面图2.4立面设计外部主体和立面反映了内部空间的特点，但不应简单地理解为内部空间的最终装修、建筑师工程竣工后的最终处理，应与室内设计同时进行。整个项目建筑的外部形象在很大程度上取决于使用功能、材料、结构施工技术、经济和周围环境，但建筑外形的艺术美并不是由投资多少决定的。事实上，只要充分发挥设计师的主观能动性，在一定的经济条件下，充分运用材料技术手段和构图规律，力求创新，就完全有可能用较少的投资设计和建造适宜且漂亮的建筑。对于中学综合办公楼，考虑到它的实用性与降低成本的要求，并未对结构进行过多的立面造型设计，简单而质朴。图2.4正立面图2.5剖面设计建筑剖面主要反映建筑构件在垂直方向上的组合比例。剖面设计的主要任务是确定建筑物空间的组合比例。在建筑物的楼层高度，应考虑是否有足够的净空，以防止房间产生压迫感固定高度为3,6米。窗高1.8米，考虑到室内采光和通风要求，女儿墙的高度是1.2米。2.6平面布置这栋楼是综合办公楼，房间主要用作教室。共有普通教室35间，电脑室2间，图书阅览室1间，音乐室2间，音乐欣赏室1间，美术室2间，娱乐办公室5间，党政办公室1间，社团办公室1间，多媒体会议室1间。每层楼有一间教师教室和一间开水房。图2.5剖面图3结构设计3.1结构选型说明（1）楼梯开间4.5m，进深为7.8m，踏步高150mm，宽280mm，单跑级数为12级，符合楼梯设计各项要求，并能保障综合办公楼正常通行。（2）天沟：采用现浇的外天沟。（3）横梁：窗横梁及门横梁均采用钢筋混凝土梁，纵向框架梁兼作窗横梁。（4）基础梁：现浇钢筋混凝土基础梁。（5）基础：由于荷载不是很大，所以在钢筋混凝土柱下，基础采用独立基础的承载能力很大。（6）门窗：大面积门窗洞口，能满足教室采光、疏散要求。（7）台阶：由于室内外高差为0.6m，综合办公楼正门以及两旁侧门前坪均设置有4级150mm×250mm的台阶。（8）材料选用:混凝土：采用C30混凝土；窗：钢塑门窗，γ=0.35kN/m2；门：木门，γ=0.2kN/m23.2框架计算简图及梁柱线刚度3.2.1确定框架计算简图框架计算单元在图3.1中示出，通过取前轴上的一个帧进行计算。假定框架柱固定于基础的上表面，框架梁立即附接到柱上。由于各层柱截面尺寸不同，梁横梁等于柱截面中心轴距。根据地质条件和内外高度的差异，将下部楼板柱的高度从地基的顶面计算到第二层，上部基础高度为-1.20m。，上一层标高3.60m，使下一层柱高为4.80m，其余楼层柱高为一层至一层（即楼层高度）360m。3.2.2框架梁柱的线刚度计算对于中框架梁取I=2I0底层柱（B～E轴）：i底柱=EI/l=3×107kN/m2÷12×(0.45m)4/4.8m=2.1×104kN·m其余各层柱（B～E轴）：i左余柱=EI/l=3×107kN/m2÷12×(0.45m)4/3.6m=2.8×104kN·m令i余柱=1.0，则i、左边梁=2.3×104/2.8×104=0.82i、中边梁=5.1×104/2.8×104=1.07i、右边梁=2.3×104/2.8×104=0.82i、底层柱=2.1×104/2.8×104=0.75图3.1框架梁、柱相对线刚度图3.2结构布置图3.3荷载计算3.3.1恒荷载标准值计算（1）屋面30m厚C20细石混凝土防水1.00kN/m280mm厚聚笨乙烯泡沫塑料0.08m×0.5kN/m3=0.30kN/m21.5mm厚改性沥青0.30kN/m225mm厚1：3水泥砂浆结合层0.025m×20kN/m3=0.50kN/m220mm厚1：3水泥砂浆0.02m×20kN/m3=0.4kN/m21：6水泥焦渣找坡0.9kN/m2120mm厚现浇钢筋混凝土板0.12m×25kN/m3=3kN/m220mm厚混合砂浆0.02m×17kN/m3=0.34kN/m2合计：6.89kN/m2（2）各层走廊楼面10mm面层水磨石地面20mm水泥砂浆打底0.65kN/m2素水泥浆结合层一道（3）柱自重b×h=450mm×450mm柱自重25kN/m3×0.45m×0.45m=5.06kN/m抹灰层：10厚混合砂浆0.41kN/m合计：5.47kN/m标准柱底层柱（4）外纵墙自重标准层：纵墙0.7m×0.24m×18kN/m3=3.02kN/m铝合金窗0.95kN/m水刷石外墙面0.75kN/m水泥粉刷内墙面0.54kN/m合计：5.26kN/m底层：纵墙（4.8m-2.2m-0.3m）×0.24m×18kN/m3=9.94kN/m铝合金窗0.95kN/m水刷石外墙面0.75kN/m水泥粉刷内墙面0.54kN/m合计：12.18kN/m（5）内纵墙自重标准层：纵墙3.3m×0.24m×18kN/m3=14.26kN/m水泥粉刷内墙面2.59kN/m合计：16.85kN/m（6）内隔墙自重标准层：内隔墙0.7m×0.29m×9.8kN/m3=1.99kN/m铝合金窗0.95kN/m水泥粉刷墙面0.65kN/m合计：3.59kN/m底层：内隔墙（4.8m-2.2m-0.3m）×0.29m×9.8kN/m3=6.54kN/m铝合金窗0.95kN/m水泥粉刷内墙面1.15kN/m合计：8.64kN/m（9）栏杆自重0.24m×1.1m×18kN/m3+0.05m×0.24m×25kN/m3=5.05kN/m图3.3荷载传递示意图3.3.2活荷载标准值计算（1）屋面和楼面活荷载标准值上人屋面：2.0kN/m2楼面：教室2.0kN/m2走廊2.5kN/m2（2）雪荷载Sk=1.0m×0.35kN/m2=0.35kN/m2屋面活荷载与雪荷载不同时考虑，两者中取大值。3.3.3竖向荷载下框架受荷总图屋面板传荷载：板传至三角形或梯形荷载，为简化计算近似等效为均布荷载，荷载的传递示意图如图3.3所示。顶层柱：女儿墙自重（做法：墙高1100mm，100mm的混凝土压顶）：18kN/m3×1.1m×0.24m+25kN/m3×0.1m×0.24m+（1.2m×2+0.24m）×0.5kN/m2=6.67kN/m图3.4天沟构造天沟自重（琉璃瓦+现浇天沟，上图所示）：琉璃瓦自重：1.05m×1.1kN/m2=1.16kN/m现浇天沟自重：25kN/m3×［0.60m+（0.20m-0.080m）］×0.08m+（0.6m+0.2m）×（0.5kN/m2+0.36kN/m2）=2.13kN/m合计：3.29kN/m顶层柱恒载=女儿墙及天沟自重+梁自重+板传荷载=（6.67kN/m+3.29kN/m）×6m+2.75kN/m×（6m-0.45m）+16.24kN/m×6m=172.46kN顶层柱活载=板传活载=7.5kN/m×3m=22.50kN标准层恒载=墙自重+梁自重+板传荷载=5.26kN/m×（6m-0.45m）+2.75kN/m×（6m-0.45m）+16.24kN/m×3m=93.18kN标准层柱活荷载=板传活载=7.5kN/m×3m=22.50kN基础顶面恒载=底层外纵墙+基础梁自重=12.18kN/m×（6m-0.45m）+2.75kN/m×（6m-0.45m）=82.86kN（5）C和D轴柱纵向集中荷载的计算顶层柱恒载=梁自重+板传荷载=2.75N/m×（6m-0.45m）+6.89kN/m2×2.25m×5/8×4.5m+6.89kN/m2×2.25m×（1-2×0.52+0.53）×4.5m=90.15kN顶层柱活载=板传荷载=2.0kN/m2×2.25m×5/8×4.5m+2.0kN/m2×2.25m×（1-2×0.52+0.53）×4.5m=30.11kN标准层恒载=梁自重+板传荷载=2.75kN/m×（6m-0.45m）+4.33kN/m2×2.25m×5/8×4.5m+4.33kN/m2×2.25m×（1-2×0.52+0.53）×4.5m=88.01kN标准层活载=板传荷载=2.5kN/m2×2.25m×（1-2×0.52+0.53）×4.5m+2.0kN/m2×2.25m×5/8×4.5m=30.11kN基础顶面恒载=基础梁自重+底层内隔墙自重=2.5kN/m×（6m-0.45m）+8.64kN/m×（6m-0.45m）=61.83kN框架在水平作用下的受荷总图如图所示（图中数值均为标准值）。图3.5竖向受荷总图3.4内力计算3.4.1水平作用下的内力计算与侧移验算表3.1集中风荷载标准值21.60.951.291.411.30.53.62.415.9618.00.791.221.341.30.53.63.617.2114.40.631.141.251.30.53.63.615.0110.80.471.041.201.30.53.63.613.147.20.321.001.111.30.53.63.611.693.60.161.001.041.30.54.83.610.59水平作用下框架侧移计算水平荷载作用下框架的层间侧移可按下式计算：Δuj=Vj/∑Dij（3.2）式中Vj——第j层的总剪力；∑Dij——第j层所有柱的抗侧刚度之和；Δuj——第j层的层间侧移。j层侧移:uj=∑Δuj（3.3）顶点侧移:u=∑Δuj表3.2横向2-6层D值计算构件名称==D=B轴柱0.2917544C轴柱0.48612600D轴柱0.48612600E轴柱0.2917544∑D=7544+12600+12600+7544=40288kN/m表3.3横向底层D值计算构件名称==D=B轴柱0.5165644C轴柱0.6687306D轴柱0.6687306E轴柱0.5165644∑D=5644+7306+7306+5644=25900kN/m表3.4水平作用下框架侧移计算层次Wk/kNVi/kN∑D/（kN/m）Δuj/mΔuj/h615.9615.96402880.00041/9000517.2133.17402880.00081/4500415.0148.18402880.00121/3000313.1461.32402880.00151/2400211.6973.01402880.00181/2000110.5983.96259000.00321/1500u=∑Δuj=0.0089侧移验算：层间侧移最大值：1/1500＜1/550（满足要求）水平作用的内力计算：框架在风荷载（从左向右吹）作用下的内力用D值法（改进的反弯点法）进行计算。（1）求各柱反弯点处的剪力值；（2）求各柱反弯点高度；（3）求各柱的杆端弯矩及梁端弯矩；（4）求各柱的轴力和梁剪力。第i层第m柱所分配的剪力为：Vim=Vi，Vi=∑Wi（3.4）框架柱反弯点位置，计算结果见下表。表3.5B轴框架柱反弯点位置层号h/my0y1y2y3yyh/m63.60.820.310000.311.1253.60.820.400000.401.4443.60.820.450000.451.6233.60.820.450000.451.6223.60.820.5000-0.0330.531.9114.81.100.650-0.01100.763.65表3.6C轴框架柱反弯点位置层号h/my0y1y2y3yyh/m63.61.890.390000.391.4053.61.890.440000.441.5843.61.890.450000.451.6233.61.890.490000.491.7623.61.890.500000.501.8014.82.520.550000.552.64表3.7D轴框架柱反弯点位置层号h/my0y1y2y3yyh/m63.61.890.390000.391.4053.61.890.440000.441.5843.61.890.450000.451.6233.61.890.490000.491.7623.61.890.500000.501.8014.82.520.550000.552.64表3.8E轴框架柱反弯点位置层号h/my0y1y2y3yyh/m63.60.820.310000.311.1253.60.820.400000.401.4443.60.820.450000.451.6233.60.820.450000.451.6223.60.820.5000-0.0330.531.9114.81.100.650-0.01100.763.65梁端剪力、弯矩、柱轴力计算公式：M＝柱剪力×h（1-y）（3.5）M=柱剪力×h×y（3.6）（3.7）（3.8）（3.9）（3.10）表3.9水平作用下B、E轴框架柱剪力和梁柱端弯矩的计算层VikN∑DkN/mDimkN/mDim/∑DVimkNyhmMc上kN·mMc下kN·mMb总kN·m615.964028875440.1893.021.127.493.387.49533.174028875440.1896.271.4413.549.0316.92448.184028875440.1899.111.6218.0414.7627.07361.324028875440.18911.591.6222.9518.7637.71273.014028875440.18913.801.9123.3226.3642.10183.602590056440.21818.223.6520.9566.5047.31表3.10水平作用下C、D轴框架柱剪力和梁柱端弯矩的计算层VikN∑DkN/mDimkN/mDim∑DVimkNyhmMc上kN·mMc下kN·mMb左kN·mMb右kN·m615.9640288126000.3135.001.40117.004.776.23533.1740288126000.31310.381.5820.9716.4012.1415.83448.1840288126000.31315.081.6229.8624.4320.0726.19361.3240288126000.31319.191.7635.3133.7725.9233.82273.0140288126000.31322.851.8041.1341.1332.5042.40183.602590073060.28223.582.6450.9362.2539.9552.12表3.11水平作用下框架柱轴力与梁端剪力层梁端剪力/kN柱轴力/kNBC跨VbBCCD跨VbCDDE跨VbDEB轴NcBC轴D轴E轴NcEVbBC-VbCDNcCVbCD-VbDENcD62.042.772.04-2.04-0.72-0.720.720.722.0454.847.044.84-6.89-2.19-2.922.192.926.8947.8611.647.86-14.75-3.78-6.703.786.7014.75310.6115.0310.61-25.36-4.43-11.124.4311.1225.36212.4318.8412.43-37.79-6.41-17.546.4117.5437.79114.5423.1614.54-52.33-8.62-26.168.6226.1652.33注：轴力压力为正，拉力为负。图3.6水平作用下框架弯矩图(单位：KNm)图3.7水平作用下框架剪力图(单位：KN)图3.8水平作用下框架轴力图(单位：KN)3.4.2恒、活荷载作用下的内力计算（1）计算方法和荷载传递路线竖向荷载作用下的内力一般可采用近似法，有分层法，弯矩二次分配法和迭代法。当框架为少层少跨时，采用弯矩二次分配法较为理想。这里竖向荷载作用下的内力计算采用弯矩二次分配法。（2）框架横梁均布恒荷载、活荷载可从前面荷载计算中查得。（3）竖向荷载设计值、固端弯矩的计算作用于屋面处均布竖向荷载设计值的计算恒载：活载：作用于楼面处均布竖向荷载设计值的计算恒载：活载：因为活载产生的内力小于恒载产生的内力，可不考虑活载的最不利布置，而把活载同时满布于各跨。以下固端弯矩均为满布活载后计算的。由均布竖向荷载设计值在屋面处引起的固端弯矩恒载：活载：由均布竖向荷载设计值在楼面处引起的固端弯矩恒载：活载：分配系数的计算以为例:表3.12分配系数的计算层号相对线刚度i分配系数B轴C轴B轴C轴上柱下柱右梁左梁上柱下柱右梁上柱下柱右梁左梁上柱下柱右梁顶层—1.00.820.82—1.01.07—0.550.450.28—0.350.37标准层1.01.00.820.821.01.01.070.350.350.300.200.260.260.28底层1.00.750.820.821.00.751.070.390.290.320.230.270.210.29B、C轴的分配系数与D、E轴的分配系数分别反对称。分配与传递恒载作用下的分配图见图13，活载作用下的分配图见图3.9。梁柱内力计算考虑到钢筋混凝土结构中塑性内力重分布的有利影响，和“强柱弱梁”的抗震要求，在竖向荷载下可以适当降低梁端弯矩，进行调幅（调幅系数取0.8），以减少负弯矩钢筋的拥挤现象。图3.9恒载作用下横向框架弯矩的二次分配图图3.10活载作用下横向框架弯矩的二次分配图图3.11竖向恒载作用下的弯矩图(单位：KNm)注：（括号里的数为调幅后的弯矩值，调幅系数：0.8）表3.13竖向恒载作用下横梁的跨中弯矩层号BC、DE跨梁CD跨梁683.26154.471.1466.2867.230.95566.76102.635.8435.7145.369.65463.79102.638.8137.1745.368.19363.79102.638.8137.1745.368.19264.01102.638.5937.1245.368.24160.60102.642.0039.1145.366.25图3.12竖向活载满布作用下的弯矩图(单位：KNm)注：（括号里的数为调幅后的弯矩值，调幅系数：0.8）表3.14竖向活载满布作用下横梁的跨中弯矩层号BC、DE跨梁CD跨梁626.8447.2520.4119.6619.870.21514.1647.2533.0916.3319.873.54413.6147.2533.6416.5619.873.31313.6147.2533.6416.5619.873.31213.7147.2533.5416.5319.873.34112.4947.2534.7617.4819.872.39表3.15竖向恒载作用下BC、DE跨梁端剪力计算层号634.316.00102.936.5196.42109.44522.796.0068.371.3866.9969.75422.796.0068.372.0366.3470.40322.796.0068.372.0366.3470.40222.796.0068.371.9666.4170.33122.796.0068.372.4365.9470.80表3.16竖向恒载作用下CD跨梁端剪力计算层号626.564.5059.760.0059.7659.76517.924.5040.320.0040.3240.32417.924.5040.320.0040.3240.32317.924.5040.320.0040.3240.32217.924.5040.320.0040.3240.32117.924.5040.320.0040.3240.32表3.17竖向活载满布作用下BC、DE跨梁端剪力计算层号610.506.0031.501.4630.0432.96510.506.0031.500.7830.7232.28410.506.0031.500.9130.5932.41310.506.0031.500.9130.5932.41210.506.0031.500.8830.6232.38110.506.0031.501.0930.4132.59表3.18竖向活载作用下CD跨梁端剪力计算层号67.854.5017.660.0017.6617.6657.854.5017.660.0017.6617.6647.854.5017.660.0017.6617.6637.854.5017.660.0017.6617.6627.854.5017.660.0017.6617.6617.854.5017.660.0017.6617.66表3.19竖向荷载设计值下各柱剪力计算层号恒载活载hB、E轴柱C、D轴柱hB、E轴柱C、D轴柱63.6-26.9015.453.6-12.025.5453.6-14.448.713.6-7.094.2543.6-16.039.083.6-7.404.3133.6-15.949.123.6-7.394.3123.6-18.179.633.6-8.594.5914.8-6.324.424.8-3.171.74表3.20恒载作用下B、E轴柱向力的计算层号柱端横梁传剪力纵向集中荷载柱自重柱轴力6上端96.42172.4619.69268.88268.88下端288.57288.575上端66.9993.1819.69160.17429.05下端179.86468.434上端66.3493.1819.69159.52608.26下端179.21667.333上端66.3493.1819.69159.52807.16下端179.21885.922上端66.4193.1819.69159.591025.82下端179.281124.271上端65.9482.8626.26148.81246.81下端175.061351.83表3.21恒载作用下C、D轴柱向力的计算层号柱端横梁传剪力纵向集中荷载柱自重柱轴力左梁右梁6上端109.4459.7690.1519.69259.35259.35下端279.04279.045上端69.7540.3288.0119.69198.08457.43下端217.77496.814上端70.4040.3288.0119.69198.73656.16下端218.42715.233上端70.4040.3288.0119.69198.73854.89下端218.42933.652上端70.3340.3288.0119.69198.661053.55下端218.351152.001上端70.8040.3288.0126.26199.131351.13下端225.391456.15表3.22活载满布作用下B、E轴柱向力的计算层号柱端横梁传剪力纵向集中荷载柱自重柱轴力6上端30.0422.0519.6952.0952.09下端71.7871.785上端30.7222.0519.6952.77104.86下端72.46144.244上端30.5922.0519.6952.64157.50下端72.33216.573上端30.5922.0519.6952.64210.14下端72.33288.902上端30.6222.0519.6952.67262.81下端72.36361.261上端30.4122.0526.2652.46413.72下端78.72518.74表3.23活载满布作用下C、D轴柱向力的计算层号柱端横梁传剪力纵向集中荷载柱自重柱轴力左梁右梁6上端32.9617.6630.1119.6980.7380.73下端100.42100.425上端32.2817.6630.1119.6980.05160.78下端99.74200.164上端32.4117.6630.1119.6980.18240.96下端99.87300.033上端32.4117.6630.1119.6980.18321.14下端99.87399.902上端32.0817.6630.1119.6979.85400.99下端99.54499.441上端32.5917.6630.1126.2680.36579.80下端106.62684.823.5内力组合各控制截面内力的计算、各内力组合见下面表3.24-3.26图3.13竖向恒载作用下框架剪力图(单位：KN)图3.14竖向恒载作用下框架轴力图(单位：KN)图3.15竖向活载作用下框架剪力图(单位：KN)图3.16竖向活载作用下框架轴力图(单位：KN)表3.24横向框架B、E柱弯矩和轴力组合层次截面位置内力6柱顶M64.8022.447.49-7.49115.47109.92109.17115.47N268.8852.092.04-2.04390.86415.08395.58390.86415.08柱底M-32.05-20.84-3.383.38-68.98-64.11-67.6468.98N288.5771.782.04-2.04439.30461.35446.78439.30461.35V-26.90-12.02-3.023.02-51.23-48.34-49.115柱顶M23.1312.2113.54-13.5460.2043.4444.8560.20N429.05104.866.89-6.89655.67684.08661.66655.67684.08柱底M-28.85-13.32-9.039.03-62.78-52.27-53.2762.78N468.43144.246.89-6.89752.54776.62764.05752.54766.52V-14.44-7.09-6.276.27-34.16-26.58-27.254柱顶M28.8913.3218.04-18.0474.1852.3253.3274.18N608.26157.5014.75-14.75946.95978.65950.41946.95978.65柱底M-28.85-13.32-14.7614.76-70.00-52.27-53.2770.00N667.33216.5714.75-14.751092.261117.471103.991092.261117.47V-16.03-7.40-9.119.11-40.04-29.04-29.603柱顶M28.8513.3222.95-22.9580.3252.2753.2780.32N807.16210.14265.36-265.361567.721299.811262.791262.791567.72柱底M-28.37-13.10-18.7618.76-74.19-51.40-52.3874.19N885.92288.9025.36-25.361459.071484.891467.561459.071484.89V-15.94-7.39-11.5711.57-43.02-28.91-29.472柱顶M29.7413.7323.32-23.3282.3753.8854.9182.37N1025.82262.8137.79-37.791609.741647.671598.921598.921647.67柱底M-35.67-16.46-26.3626.36-96.76-64.61-65.8596.76N1124.27361.2637.79-37.791851.931879.021854.891851.931879.02V-18.17-8.59-13.8013.80-50.02-33.12-33.831柱顶M17.638.1420.95-20.9557.8131.9432.5557.81N1246.81413.7252.33-52.332083.402096.912075.382075.382096.91柱底M-12.71-6.82-66.5066.50-107.64-23.98-24.80107.64N1351.83518.7452.33-52.332341.742343.712348.432341.742348.43V-6.32-4.42-18.2218.22-23.51-12.95-13.77表3.25横向框架C、D柱弯矩和轴力组合层次截面位置内力6柱顶M35.4311.5711.00-11.0070.9559.4058.7170.95N259.3580.730.72-0.72413.86430.85424.24413.86430.85柱底M-20.20-8.36-7.007.00-43.59-35.63-35.9443.59N279.04100.420.72-0.72462.28477.12475.44462.28477.12V15.455.545.00-5.0031.8226.4026.305柱顶M14.997.5520.97-20.9753.9227.7928.5653.92N457.43160.782.19-2.19754.26778.31774.01754.26778.31柱底M-16.35-7.76-16.4016.40-50.06-29.83-30.4850.06N496.81200.162.19-2.19851.13870.85876.40851.13876.40V8.714.2510.38-10.3828.8916.0116.404柱顶M16.357.7629.86-29.8667.0229.8330.4867.02N656.16240.966.70-6.701099.441126.781124.741099.441126.78柱底M-16.35-7.76-24.4324.43-60.18-29.83-30.4860.18N715.23300.036.70-6.701244.761265.591278.321244.761278.32V9.084.3115.08-15.0835.3316.5716.933柱顶M16.357.7635.31-35.3173.8629.8330.4873.86N854.89321.1411.12-11.121444.521475.241475.461444.521475.46柱底M-16.49-7.74-33.7733.77-72.09-30.00-30.6272.09N933.65399.911.12-11.121638.071660.331680.241638.071680.24V9.124.3119.19-19.1940.5516.6216.982柱顶M16.37.8341.13-41.1381.2529.8430.5281.25N1053.55400.996.41-6.411777.581823.281825.651777.581825.65柱底M-18.36-8.71-41.1341.13-84.83-33.50-34.2384.83N1152499.446.41-6.412019.772054.642081.622019.772081.62V9.634.5922.85-22.8546.4317.5917.981柱顶M10.424.4950.93-50.9382.3318.5618.7982.33N1351.13579.88.62-8.622362.772403.832433.082362.772433.08柱底M-10.72-3.84-62.2562.25-96.14-18.31-18.2496.14N1456.13684.828.62-8.622621.092650.602706.102621.092706.10V4.421.7423.58-23.5837.217.717.74表3.26框架梁内力组合表层号杆件名称截面位置内力六层BC左M-30.15-11.19-7.03-59.14-51.89-51.85V89.9928.352.04146.28149.84147.68跨中M56.9116.331.3690.5893.1691.15右M-56.75-17.56-14.31-108.26-94.17-92.68V-103.01-31.27-2.04-165.58-170.33-167.39CD左M39.5711.765.6169.3765.1863.95V54.7816.392.7789.8890.3488.68跨中M0.760.1701.131.201.15五层BC左M-62.62-8.22-3.08-89.38-92.76-86.65V101.148.920.75133.55145.46133.86跨中M71.894.060.4992.00101.1191.95右M-82.87-8.322.10-112.57-120.20-111.09V-108.48-8.96-0.75-142.41-155.41-142.72CD左M-34.44-1.43-2.41-46.16-47.92-43.33V20.321.591.7828.6329.0226.61跨中M23.470.57028.8832.2628.96四层BC左M-51.42-34.02-8.45-115.22-103.44-109.33V83.0844.132.10157.95156.29161.48跨中M53.2826.131.2198.3998.06100.52右M-72.54-37.036.03-141.30-134.96-138.90V-83.96-45.23-2.10-160.39-158.58-164.07CD左M-15.06-9.21-6.92-38.39-29.54-30.97V16.556.805.1234.8829.1429.38跨中M6.745.54015.0714.6415.84层号杆件名称截面位置内力三层BC左M-66.75-35.58-13.91-142.45-125.69-129.91V82.6644.263.511159.38155.85161.16跨中M46.3224.921.7989.2487.4590.47右M-71.14-37.8910.32-146.12-133.93-138.41V-84.38-45.10-3.51-162.51-159.01-164.40CD左M-16.65-8.24-11.84-45.29-30.72-31.52V16.556.808.7739.4829.1429.38跨中M7.714.58015.0214.9915.66二层BC左M-66.76-35.78-19.97-150.36-125.91-130.20V82.7144.295.13161.53155.95161.26跨中M46.2724.792.2689.6187.2690.23右M-71.22-37.9415.45-152.73-134.09-138.58V-84.33-45.07-5.13-164.45-158.92-164.29CD左M-16.55-8.19-17.72-52.48-30.53-31.33V16.556.8013.1144.9529.1429.38跨中M7.624.52014.8414.8115.47一层BC左M-60.28-32.31-28.54-149.01-113.69-117.57V81.9743.907.24162.80154.56159.82跨中M50.727.182.2697.9495.6398.89右M-68.85-36.6421.39-155.74-129.59-133.92V-85.07-45.46-7.24-168.48-160.31-165.73CD左M-20.54-10.36-24.55-68.63-38.09-39.15V16.556.8018.1851.3429.1429.38跨中M11.616.7022.3722.3723.313.6截面设计与配筋计算混凝土强度：C25，，柱：C30，，；梁：C30，，板：C30，，；钢筋强度：HPB235，；HRB400，；（3.13）3.6.1框架梁正截面受弯承载力计算计算公式：（3.14）（3.15）（3.16）无论梁是上部，还是下部受拉，都按矩形截面设计，其配筋计算见表3.27。3.6.2框架梁斜截面受剪承载力计算计算公式：≥V（3.17）V<（18）其配筋计算见表28。3.6.3框架柱截面计算大偏压构件（）（3.19）小偏心构件（）计算如下：（3.20）的较大值（3.21）（3.22）（3.23）（3.24）（3.25）（3.26）（3.27）最小配筋率：全截面，每侧B轴柱截面设计：（1）轴压比验算底层柱：；轴压比：，故轴压比满足要求。（3.28）（2）截面尺寸复核取，，属一般柱；（3.29），故尺寸满足要求。（3）正截面受弯承载力计算柱同一截面分别承受正反向弯矩，故采用对称配筋。A轴柱：第一层：B轴柱以内力组合表可见，选用，的组合，最不利组合为：；（3.30）第二组内力组合：；；；，取；又，故取；；；；,为小偏压情况；(3.30)；故按构造配筋，由于纵向受力钢筋采用HRB400，最小总配筋率，；每侧实配416，实际配筋；（4）垂直于弯矩作用平面得受压承载力验算第一层：；，查规范表格有：；(3.32)，故承载力满足要求。（5）斜截面受剪承载力计算第一层：最不利内力组合：；因为剪跨比：，故；(3.33)所以；故可按构造配筋，取四支箍φ8@150。其它各层配筋计算见表3.29-3.34。表3.27框架梁正截面配筋计算层号计算公式截面梁BC梁CDB跨中C左C右跨中六层M/(kN·m)81.7090.6690.7064.6744.740.1110.1230.1230.0880.0610.1170.1310.1310.0920.063581650650454310360360360360360实配钢筋318318318318318五层M/(kN·m)87.8258.4378.3532.8632.120.1190.0790.1060.0440.0430.1270.0820.1120.0460.045五层628408556226220360360360360360实配钢筋318318318318318四层M/(kN·m)93.4289.4896.2160.0128.890.1260.1210.1300.0810.0390.1360.1290.1400.0850.040671641693420198360360360360360实配钢筋318(763)318(763)318(763)318(763)318(763)三层M/(kN·m)105.7465.8790.2273.5433.220.1430.0890.1220.1000.0450.1550.0940.1310.1050.046768463647520228360360360360360实配钢筋318(763)318(763)318(763)318(763)318(763)二层M/(kN·m)112.8667.73134.12168.9365.910.2510.1530.1820.2290.8920.2940.1670.2020.2630.09414578259991303463360360360360360实配钢筋422(1520)422(1520)422(1520)422(1520)422(1520)一层M/(kN·m)109.7467.73134.12168.9365.910.1490.0920.1810.2290.0890.1620.0960.2010.2630.0948004779991303463360360360360360实配钢筋422(1520)422(1520)422(1520)422(1520)422(1520)表3.28框架梁斜截面配筋计算层号计算公式截面梁BC梁CDB跨中C左C右跨中六层截面B支座BC跨中C支座左C支座右CD跨中V/(KN)126.12126.12127.5217.8217.82445.09445.09445.09445.09445.09>0>0>0>0>0实配箍筋2Φ8@2002Φ8@2002Φ8@2002Φ8@2002Φ8@200五层截面B支座BC跨中C支座左C支座右CD跨中V/(KN)95.0295.0294.4217.8217.82445.09445.09445.09445.09445.09>0>0>0>0>0实配箍筋2Φ8@2002Φ8@2002Φ8@2002Φ8@2002Φ8@200四层截面B支座BC跨中C支座左C支座右CD跨中V/(KN)98.0598.0598.2129.9729.97445.09445.09445.09445.09445.09>0>0>0>0>0实配箍筋2Φ8@2002Φ8@2002Φ8@2002Φ8@2002Φ8@200三层截面B支座BC跨中C支座左C支座右CD跨中V/(KN)100.66100.6690.2241.3241.32445.09445.09445.09445.09445.09>0>0>0>0>0实配箍筋2Φ8@2002Φ8@2002Φ8@2002Φ8@2002Φ8@200二层截面B支座BC跨中C支座左C支座右CD跨中V/(KN)99.6299.6299.9150.7650.76445.09445.09445.09445.09445.09>0>0>0>0>0实配箍筋2Φ8@2002Φ8@2002Φ8@2002Φ8@2002Φ8@200一层截面B支座BC跨中C支座左C支座右CD跨中V/(KN)109.51109.51111.2460.2260.22445.09445.09445.09445.09445.09>0>0>0>0>0实配箍筋2Φ8@2002Φ8@2002Φ8@2002Φ8@2002Φ8@200表3.29B框架轴柱正截面配筋计算截面六层五层四层三层二层一层MmaxNmaxMmaxNmaxMmaxNmaxMmaxNmaxMmaxNmaxMmaxNmaxM(kN·m)75.7945.8341.5031.4055.0732.8758.8910.9763.5739.9776.0011.34N(kN)366.93418.39633.54693.13901.41967.141174.191241.121446.971515.521759.031797.89Nb(kN)1383.31383.31383.31383.31383.31383.31383.31383.31383.31383.31383.31383.3偏心大大大大大大大大小小小小l0(mm)3.603.603.603.603.603.603.603.603.603.604.804.80e0(mm)206.55109.5465.5045.3061.0933.9950.158.8443.9326.3743.216.31ea(mm)202020202020202020202020ei(mm)226.55129.5485.5065.3081.0953.9970.1526.8463.9346.3763.2126.31l0/h(mm)8.008.008.008.008.008.008.008.008.008.0010.6710.67ζ11.01.01.01.01.01.01.01.01.00.9550.8230.805ζ21.01.01.01.01.01.01.01.01.01.01.01.0η1.0841.1461.2221.2911.2341.3511.2701.6581.2971.3911.4392.032ηei(mm)245.52148.51104.4884.27100.0672.9689.1347.8182.9064.5090.9753.47e(mm)435.52338.51294.48274.27290.06262.96279.13237.81272.90254.50280.96243.47ξ0.0850.0490.0320.0240.0300.0200.0260.0110.5510.5240.6590.673As=As'132﹤0﹤0﹤0﹤0﹤0﹤0﹤0﹤0﹤032.16﹤0ρ(%)0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%Asmin709709709709709709709709709709709709配筋416416416416416416416416416416416416实配面积(mm)804mm2804mm2804mm2804mm2804mm2804mm2804mm2804mm2804mm2804mm2804mm2804mm2表3.30C轴框架柱正截面配筋计算截面六层五层四层三层二层一层MmaxNmaxMmaxNmaxMmaxNmaxMmaxNmaxMmaxNmaxMmaxNmaxM(kN·m)73.0159.7946.2841.5580.0280.0291.1591.15104.9548.2671.5210.21N(kN)282.76297.41528.17552.52800.33800.331070.891070.891998.092049.131933.562316.73Nb(kN)1383.31383.31383.31383.31383.31383.31383.31383.31383.31383.31383.31383.3偏心大大大大大大大大小小小小l0(mm)3.603.603.603.603.603.603.603.603.603.604.804.80e0(mm)258.20201.0487.6275.2099.9899.9885.1285.1252.5323.5536.994.41ea(mm)202020202020202020202020ei(mm)278.20221.04107.6295.20119.98119.98105.12105.1272.5343.5556.9924.41l0/hmm8.008.008.008.008.008.008.008.008.008.0010.6710.67ζ11.01.01.01.01.01.01.01.01.00.9550.8230.805ζ21.01.01.01.01.01.01.01.00.7250.7070.7490.625η1.1211.1521.3131.3541.2811.2811.3201.3201.3361.5471.4431.863ηeimm311.93254.76141.35128.93153.71153.71138.84138.8496.9767.3882.2445.49e(mm)501.93444.76331.35318.93343.71343.71328.84328.84286.96257.38272.24235.49ξ0.1060.1110.1980.2070.2990.2990.4010.4010.6900.7300.6930.8As=As'226115﹤0﹤0﹤0﹤0﹤0﹤0530100170100ρ(%)0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%0.70%Asmin709709709709709709709709709709709709配筋416416416416416416416416416416416416实配面积(mm)804mm2804mm2804mm2804mm2804mm2804mm2804mm2804mm2804mm2804mm2804mm2804mm2表3.31B轴框架柱斜截面配筋计算层数六层五层四层三层二层一层N/kN390.55656.63925.041197.811470.591759.03rRE*N331.97558.14786.281018.141250.001495.18Vmax-34.47-22.92-28.91-30.98-37.39-24.77rRE*V-29.30-19.48-24.57-26.33-31.78-21.05Hn(m)3.63.63.63.63.64.8λ=Hn/(2h0)4.344.344.344.344.345.78λ(>3时取3)3333330.2βcfcbh0667.63667.63667.63667.63667.63667.63截面是否满足满足满足满足满足满足满足0.3fcbh(KN)868.73868.73868.73868.73868.73868.73N/kN(实取值)331.97558.14786.28868.73868.73868.73〈0〈0〈0〈0〈0〈0构造配筋构造配筋构造配筋构造配筋构造配筋构造配筋实配箍筋加密区4Φ8@1004Φ8@1004Φ8@1004Φ8@1004Φ8@1004Φ8@100非加密区4Φ8@1504Φ8@1504Φ8@1504Φ8@1504Φ8@1504Φ8@150表3.32C轴框架柱斜截面配筋计算层数六层五层四层三层二层一层N/kN282.79537.01800.331070.891998.092348.35rRE*N240.37456.46680.28910.261698.381996.10Vmax40.233.3841.4546.5553.3533.85rRE*V34.1728.3735.2339.5745.3528.77Hn(m)3.63.63.63.63.64.8λ=Hn/(2h0)4.344.344.344.344.345.78λ(>3时取3)3333330.2βcfcbh0667.63667.63667.63667.63667.63667.63截面是否满足满足满足满足满足满足满足0.3fcbh(KN)868.73868.73868.73868.73868.73868.73N/kN(实取值)240.37456.46680.28868.73868.73868.73〈0〈0〈0〈0〈0〈0构造配筋构造配筋构造配筋构造配筋构造配筋构造配筋实配箍筋加密区非加密区表3.33D轴框架柱斜截面配筋计算层数六层五层四层三层二层一层N/kN282.79537.01800.331070.891998.092348.35rRE*N240.37456.46680.28910.261698.381996.10Vmax40.233.3841.4546.5553.3533.85rRE*V34.1728.3735.2339.5745.3528.77Hn(m)3.63.63.63.63.64.8λ=Hn/(2h0)4.344.344.344.344.345.78λ(>3时取3)3333330.2βcfcbh0667.63667.63667.63667.63667.63667.63截面是否满足满足满足满足满足满足满足0.3fcbh(KN)868.73868.73868.73868.73868.73868.73N/kN(实取值)240.37456.46680.28868.73868.73868.73〈0〈0〈0〈0〈0〈0构造配筋构造配筋构造配筋构造配筋构造配筋构造配筋表3.34E轴框架柱斜截面配筋计算层数六层五层四层三层二层一层N/kN390.55656.63925.041197.811470.591759.03rRE*N331.97558.14786.281018.141250.001495.18Vmax-34.47-22.92-28.91-30.98-37.39-24.77rRE*V-29.30-19.48-24.57-26.33-31.78-21.05Hn(m)3.63.63.63.63.64.8λ=Hn/(2h0)4.344.344.344.344.345.78λ(>3时取3)3333330.2βcfcbh0667.63667.63667.63667.63667.63667.63截面是否满足满足满足满足满足满足满足0.3fcbh(KN)868.73868.73868.73868.73868.73868.73N/kN(实取值)331.97558.14786.28868.73868.73868.73〈0〈0〈0〈0〈0〈0构造配筋构造配筋构造配筋构造配筋构造配筋构造配筋3.7楼板设计3.7.1楼板的计算板的内力计算：A、B、C、D区格板的计算：由于板的，故按双向板计算，且按弹性理论计算。在求各区格跨内正弯矩时，按恒荷载均布及活荷载棋盘式布置计算，取荷载：22222'00.628.26.42mkNmkNmkNqgg；（1）由可变荷载效应控制的组合：荷载设计值：；（2）由永久荷载效应控制的组合：荷载设计值：；故采用第（1）种荷载设计值进行计算。3.7.2塑性理论内力计算对双向板进行分区如下图所示：图3.17区格板划分表3.35A、B区格双向板的弯矩计算区格AB计算简图跨内支座计算简图表3.36C、D区格双向板的弯矩计算区格CD计算简图跨内支座计算简图A-B支座：A-C支座：B-D支座：C-D支座：3.7.3配筋计算板的最小配筋率：，故取，则。按照上面的计算方法，即可求得配筋表，如下表37所示：3.8楼梯设计楼梯间墙240mm，楼梯中距为l=3.75m，上平台楼梯梁宽度b1=250mm，下平台楼梯梁宽b2=250mm，踏步为水磨石，采用C30混凝土，Ⅰ，Ⅱ级钢筋。3.8.1梯斜板计算（1）板厚(33)cosψ===0.881,(34)取板厚取为h=120mm。表3.37板配筋计算截面选配钢筋实配面积/跨中A区格2.6080163φ8@2002521.5670112φ8@200252B区格2.2680142φ8@2002521.367098φ8@200252C区格2.9980187φ8@2002521.8070129φ8@200252D区格6.1280384φ10@2003933.2370232φ10@200393支座A-B5.2080326φ10@15052