土木工程毕业设计（论文）-商务式公寓高层钢框架抗震设计

第140页高层钢框架商务式公寓设计摘要 本文完成对高层钢框架商务式公寓的建筑、结构和施工设计。考虑房屋的使用特点而采用钢框架结构。钢框架结构的空间较大，分隔灵活，适应性强，经济性好。基于此，钢框架结构被大量运用于高层建筑的结构设计之中。关键词: 建筑; 结构;施工;钢框架结构1、 设计资料长沙市某区拟按一般建筑标准建筑一幢高层商务楼。要求商务楼地上1012层（28mH40m）。其它资料：（1）建筑安全等级：二级；（2）气象条件：最热月平均29.3，最冷月平均-4.7，夏季极端最高温度40.6，冬季极端最低温度-11.3，相对湿度最热月平均75，全年为西北风，夏季为东南风，基本风压W00.35KN/m2，年降雨量1450mm，暴雨降水强度3.3/s/100m2；最大积雪深度80mm，基本雪压S00.45KN/m2；（3）工程地质条件：自然地表1米内为填土，填土下层3米厚砂质粘土，再下层为砾石层，砂砾粘土承载力标准值为235KN/m2, r=20KN/m3。砾石层允许承载力标准值为350KN/m2；地下水位位于地表以下2m，无侵蚀性；地震设防烈度为7度，场地类别为类。2、 建筑设计2.1平面设计根据建设总体规划要求结合建筑使用功能与周边城市环境的特点，房屋平面采用板式。建筑尺寸（长X宽）为47.60mX15.2m。整栋楼分为二个单元，每单元四户，一层共八户。各单元有一部电梯和一个楼梯。该设计共有A、B两个户型，A户的面积约为84平方米，B户的面积约为63平方米，宽敞明亮，是理想的居住空间。2.2剖面设计根据任务书要求确定：层数：主体：地上11层，无地下层；层高：一层为3.6m，其他均为3.0； 房屋高度：31.6m 2.3立面设计东西立面设计，考虑日晒问题，以实墙面为主。建筑的入口是建筑立面设计的重点，故在设计中特别注意。突出屋顶的楼梯间、电梯井作为高层建筑的特征。3、结构设计3.1结构体系与结构布置3.2 估算梁柱截面3.3计算简图结构计算选取第4轴框架计算，梁跨度取为柱中心线的距离。3.4内力计算框架结构在竖向荷载下的内力计算采用迭代法；水平内力计算包括风荷载作用下的内力计算及地震作用下的内力计算。各种计算均作出内力图，并采用结构设计通用软件3D3S作验算。3.5内力组合根据前面计算出的各种内力分别作抗震设计与非抗震设计的内力组合。3.6截面验算选取最不利内力组合作截面验算。3.7基础设计本设计基础采用柱下条形基础。3.8节点设计3.9 柱脚设计3.10 施工图设计4、施工设计企业实行项目经理负责制。4.1施工方案本工程施工程序基本遵循“先地下，后地上”，“先框架，后砌体”，“先结构，后装饰”，最后做室外工程的程序。4.2施工总平面布置图根据建筑红线，建筑外围尺寸，场地条件，水电管线布置，堆场面积大小及施工作业要求等布置施工总平面布置图。4.3施工进度计划网络图和横道图本工程施工总工期按300个日历天控制，为优化资源，优化工期等，特编制施工进度计划网络图和横道图，以节省劳动力，节省材料，提前竣工。小结本工程主体结构为钢框架结构，既能为建筑平面布置提供较大的使用空间，又具有结构轻巧，整体性好，施工方便，也具有较为经济的特点，因此这种结构已广泛地应用于各类房屋建筑中。The design of commercial steel framework structure of tall buildingAbstract In this paper, designs of architecture and structure, as well as construction for a high commercial steel framework building are presented. In terms of use characters of the building, the steel framework structure is employed. It provides big and free space ,and has lower cost and better adaptability .So it can to be widely used 。Key word: architecture, structure, construction, steel framework structure1. Design informationA high-level commercial building is to be built by general building standards in a district of Changsha City. 1012 request on the ground floor of buildings (28 m H40m)，Design working life : 50 years. Other information：（1）Building security rating: 2；（2）Weather conditions: the hottest month average of 29.3 degrees, the most coldest month average is -4.2 degrees, the highest temperature of 40.6 degrees extreme summer and winter extreme minimum temperature -11.3 degrees, the hottest month on average 75% relative humidity, the wind to the northwest, southeast winds for the summer. Reference wind pressure W0=0.35KN/m2 , annual rainfall is 1450 millimeter and the storm precipitation intensity is 3.3/s/100m2；the largest snow depth is 80 millimeter, the reference snow pressure S0=0.45KN/m2；（3）Geological conditions: 1-meter natural surface for filling, filling the lower 3 m thick sandy clay, and then the lower layer of gravel, sand and gravel to clay bear 235KN/m2 standard value. Gravel layer allows for the value of supporting standards 350KN/m2; surface water in the 2.0m, without erosion；Seismic fortification intensity of 7 degrees, the site for category .2. Architectural Design2.1 Plan DesignAccording to the overall plan for building construction combined with the use of the functional characteristics of the surrounding urban environment, housing graphic adopts the ban type.47.600m for the construction length, width to 15.200m . A whole floor is divided into four modules,and each module has two households.So a whole floor has a total of eight households. Each module has a lift and a staircase. There are A, B two Huxing .The area of A apartment is about 84 square meters. The area of B apartment is about 63 square meters.The room is spacious and bright. It is an ideal inhabitable space. 2.2 Profile DesignAccording to the mandate established for the book :Storey : main : 11 on the ground floor, there is no ground floors; Floor: 3.0m except the first floor is 3.6m. Housing height:31.6m ；2.3 Aguilar face designConsidering the sun, the design of east and west faces is mainly in real walls. The entrance of the building is the keystone of the face design, so special attention should be paid in the design. Highlighting the floor, roof, elevators in high-rise buildings as the character.3. Structural design3.1 Structural systems and structural layout3.2 Beams cross-sectional estimations3.3 Calculated sketchSelecting the forthly axle structure as a framework for the calculation, and pillar axis lines for the span of the beam distance. 3.4 Internal force calculationFramework of the internal force in the vertical load calculated using iterative law；The level internal force calculations include the wind load and the earthquake load. Calculations were made internal force chart, and checked with the introduction of structural design for generic software 3D3S.3.5 Internal force combinationAccording to the previous calculated various internal force, separately make internal force combination of earthquake design and non-earthquake design.3.6 Cross-section of checking computationsSelecting the most disadvantaged groups of internal force as the Cross-section of checking computations.3.7 Foundation designThe design basis is a reinforced Strip foundation.3.8 Node design3.9 Pillar feet design4. Construction designEnterprise applies project manager responsibility system4.1 Construction projectThe basic construction procedures followed first underground, after the ground, first framework after brickwork, first structure after decoration, and finally doing outdoor work procedures. The project is divided into two constructions of a flowing work, including:4.2 Total construction graphic layout planBased on the red line under construction, the construction outlying size, the venue conditions, utilities pipeline layout, construction and operation of container size requirements set out graphic layout of the total figure.4.3 Construction progress chart and map network planThe total time limit for the project is 300 calendar days.To optimize resources, and optimize the time limit for the project, the preparation of special plans networks, and construction progress chart so as to save labors 、materials savings, and earlier completion. SummaryThe main structure of this project is cast in place steel framework structures, which provides for the construction of two-dimensional layout of the larger use of space, but also has the structure of light, the overall good construction convenience, but also a more economic characteristics, therefore，such structures have been widely used in various types of construction.商务式公寓高层钢框架抗震设计1、设计资料1.1 结构平面布置本工程为11层纯钢框架办公楼，结构平面布置如图1.1所示，横向两跨，跨度为6.9m和7.2m。框架11层，7榀横向框架，柱距7.8m。 2.1. 设计基本资料 1） 建筑结构的安全等级为二级，设计使用年限为50年；2） 抗震设防烈度为7度，设计基本地震加速度值为0.05g，设计地震分组为第一组；建筑抗震设防类别为丙类；3） 建筑场地土类别为III类；4） 该场地岩石层按性质分为三层，从上到下为杂填土、红粘土、微风化岩石。杂填土0.5m，红粘土8m，以下为微风化岩石，地下水位为室外地坪下3m。红粘土的含水比为0.4，地基承载力特征值为235kN/ m2,各层土的重度均为20 kN/ m35） 基本风压值,地面粗糙度为B类。图1.1 结构平面布置图2、框架计算简图及梁柱线刚度2.1确定框架的计算简图框架的计算简图如图2.1所示，取轴上的一榀框架计算。假定框架柱嵌固于地面，框架梁与柱刚接，梁跨等于轴线之间的距离。底层柱高从基础顶面算至二层楼面，底层柱高为：3.60.64.2m，其余各层柱高从楼面算至上一层楼面（即层高），各层均为3.3m。由此可绘出框架的计算简图如图2.1所示。2.2框架梁柱的线刚度计算对于中框架梁取I=1.5I0，全部钢材采用Q345B钢，各构件的尺寸及刚度如下： AB跨梁：选用HN450200914iABEI/l=1.52.06105N/mm233700104mm4/6900mm=15.09109Nmm=1.509104kNmBC跨梁：选用HN450200914iBCEI/l=1.52.06105N/mm233700104mm4/7200mm=14.46109Nmm=1.446104kNm边柱： 16层选用 5005001624711层选用 3503501014 EI/l=2.06105N/mm2148373.52104mm4/4200mm=7.277104kNmi26EI/l=2.06105N/mm2148373.52104mm4/3300mm=9.262104kNmi 711EI/l=2.06105N/mm230457.71104mm4/3300mm=1.9104kNm中柱： 16层选用 6506501624711层选用 4504501422 EI/l=2.06105N/mm2334902104mm4/4200mm=16.426104kNmi26EI/l=2.06105N/mm2334902104mm4/3300mm=20.91104kNmi 711EI/l=2.06105N/mm298563.67104mm4/3300mm=6.153104kNm3.框架柱相对线刚度计算令边柱i261.0，则其余各杆件的相对线刚度为：框架梁柱的相对线刚度如图2.1所示，作为计算各节点杆端弯矩分配系数的依据。图2.1 框架相对线刚度图3、荷载取值及荷载组合3.1.可变荷载取值1） 屋面和楼面活荷载标准值 根据建筑结构荷载规范（GB20009-2001）查得：上人屋面： 2.0kN/m2 楼面（住宅楼）： 2.0 kN/m2 2） 风荷载标准值基本风压：按长沙地区50年一遇风荷载取其标准值为：0.35kN/m2。3） 雪荷载Sk1.00.45kN/m20.45kN/m2屋面活荷载与雪荷载不同时考虑，两者中取大值。4） 地震荷载本设计中考虑地震荷载的作用。3.2.永久荷载取值：1）女儿墙自重（做法：墙高1300mm，100mm的混凝土压顶）：1.3m0.20m11.8kN/m3+0.1m0.20m25kN/m3=3.568kN/m2）屋面防水层（刚性）：30厚C20细石混凝土防水 1.0 kN/m2找平层： 煤渣混凝土 0.05m16kN/m3=0.80 kN/m2防水层（柔性）：二毡三油铺小石子 0.40 kN/m2找平层：15厚水泥砂浆 0.015m20 kN/m3=0.30 kN/m2结构层：80厚压型钢板组合楼板 混凝土部分： 0 .08m25kN/m3=2.00kN 多波型V-125压型钢板： 0.065 kN/m2装饰层： 0.30 kN/m2合计 4.87kN/m23） 楼面 1.10 kN/m2结构层：80厚压型钢板组合楼板 砼部分： 0 .08m25kN/m3=2.00kN 多波型V-125压型钢板： 0.065 kN/m2装饰层： 0.30 kN/m2合计 3.53kN/m24）梁自重主梁 HN450200914： 76.5 kN/m0.765 kN/m装饰层： 0.30 kN/m合计 1.06kN/m 纵次梁HN3001506.59： 0.004753m278.5 kN/m30.37kN/m装饰层： 0.30 kN/m合计 0.67kN/m横次梁HN350175711： 0.006366m278.5 kN/m30.50kN/m装饰层： 0.30 kN/m合计 0.80kN/m基础梁（用于基础计算）： bh250mm400mm 25kN/m30.25m0.4m=2.5kN/m 5）柱自重16层：边柱HW5005001624： 245.17kg/m2.45kN/m装饰层： 0.50 kN/m合计 2.95kN/m中柱HW6506501624： 320.53 kg/m3.21kN/m装饰层： 0.50 kN/m合计 3.71kN/m711层：边柱HW3503501014： 102.2 kg/m1.02kN/m装饰层： 0.50 kN/m合计 1.52kN/m中柱HW4504501422： 200.04 kg/m2.00kN/m装饰层： 0.50 kN/m合计 2.50kN/m6） 外纵墙自重底层纵墙 (4.2m3.9m0.15m 2.1m1.5m0.15m)6.5kN/m3/3.9m=2.72kN/m铝合金窗 0.35kN/m21.5m2.1m/3.9m =0.28kN/m合计 3.00kN/m标准层纵墙 (3.3m3.9m0.15m - 2.1m1.5m0.15m)6.5kN/m3/3.9m=2.43kN/m铝合金窗 0.35kN/m21.5m2.1m/3.9m =0.28 kN/m水泥粉刷内墙 0.36 kN/m2(2.5m3.9m- 2.1m1.5m) /3.9m =0.61kN/m合计 3.32kN/m7）内隔墙自重纵横隔户墙采用100厚ALC板。（不计隔墙中门窗洞口）： 6.5kN/m3墙体 0.10m（2.573.9-2.10.9）m6.5kN/m3=5.29kN木门自重 0.2KN/ 合计 5.67kN线荷载： 5.67kN/3.9 m=1.45 kN/m3.3.框架荷载计算（1）AB轴间框架梁屋面板传均布荷载：恒载：3.9m4.865kN/m2 =18.97kN/m活载：3.9m2.00kN/m2 =7.80kN/m楼面板传均布荷载：恒载：3.9m3.525kN/m2 =13.75kN/m活载：3.9m2.00kN/m2 =7.80kN/mAB轴间框架梁集中荷载为（均为恒载）：屋面梁：因不布置次梁，故无集中荷载楼面梁：恒载 =次梁自重+次梁上墙体自重=（0.67 kN/m2 +3.32 kN/m2）3.9m15.56kN AB轴间框架梁均布荷载为：屋面梁：主梁自重 +屋面板传荷载=1.06kN/m+18.97kN/m=20.03kN/m楼面梁：主梁自重+楼面板传荷载+内横墙自重=1.06kN/m+13.75kN/m+1.45kN/m =16.26kN/m屋面、楼面梁活载=板传活载=7.80 kN/m（2）BC轴间框架梁屋面板传均布荷载：恒载：3.9m4.865kN/m2 =18.97kN/m活载：3.9m2.00kN/m2 =7.80kN/m楼面板传均布荷载：恒载：3.9m3.525kN/m2 =13.75kN/m活载：3.9m2.00kN/m2 =7.80kN/mBC轴间框架梁集中荷载为（均为恒载）：屋面梁：因不布置次梁，故无集中荷载楼面梁：恒载 =次梁自重+次梁上墙体自重=（0.67 kN/m2 +1.45kN/m2）3.9m8.27kN BC轴间框架梁均布荷载为：屋面梁：主梁自重 +屋面板传荷载=1.06kN/m+18.97kN/m=20.03kN/m楼面梁：主梁自重+楼面板传荷载+内横墙自重=1.06kN/m+13.75kN/m+1.45kN/m =16.26kN/m屋面、楼面梁活载=板传活载=7.80 kN/m（3）A轴柱纵向集中荷载的计算AB跨轴线次梁上荷载屋面板传均布荷载：恒载：3.9m4.865kN/m2 =18.97kN/m活载：3.9m2.00kN/m2 =7.80kN/m楼面板传均布荷载：恒载：3.9m3.525kN/m2 =13.75kN/m活载：3.9m2.00kN/m2 =7.80kN/m轴间框架梁集中荷载为（均为恒载）：屋面梁：轴线次梁自重=7.2m0.80kN/m =5.76kN楼面梁：恒载 =轴线次梁自重+次梁上墙体自重+二级次梁上墙体自重=5.76kN+7.2m1.45kN/m+（0.67 kN/m2 +1.45 kN/m2）1.95m432.74kNA、 B柱分别受次梁所传荷载为：恒载：屋面=板传荷载+梁传荷载=（18.97kN/m7.20m +5.76kN）/4=35.59 kN楼面=板传荷载+梁传荷载=（13.75kN/m7.2m +32.74kN）/4=32.94kN活载：屋面=板传荷载=（2.00kN/m3.90m6.90m）/4 =13.46kN楼面=板传荷载=（2.00kN/m3.90m 6.90m ）/4=13.46 kN顶层柱：天沟自重（采用0.3厚混凝土天沟，内天沟，可不考虑自重）顶层柱恒载 女儿墙自重纵主梁自重轴线次梁所传荷载轴线次梁所传荷载3.57kN/m7.8m+1.06kN/m7.8m+35.59kN+35.59kN=107.29kN顶层柱活载 次梁板传活载=（2.00kN/m3.90m 6.90m ）/2=26.92 kN标准层柱恒载纵主梁自重及其上墙体自重轴线次梁所传荷载轴线次梁所传荷载（1.06kN/m+3.32kN/m）7.8m+32.94kN+32.94kN=100.04kN标准层柱活载次梁板传活载=（2.00kN/m3.90m 6.90m ）/2=26.92 kN（4）B轴柱纵向集中荷载的计算BC跨轴线次梁上荷载屋面板传均布荷载：恒载：3.9m4.87kN/m2 =18.99kN/m活载：3.9m2.00kN/m2 =7.80kN/m楼面板传均布荷载：恒载：3.9m3.53kN/m2 =13.77kN/m活载：3.9m2.00kN/m2 =7.80kN/m轴间框架梁集中荷载为（均为恒载）：屋面梁：轴线次梁自重=7.2m0.80kN/m =5.76kN楼面梁：恒载 =轴线次梁自重+次梁上墙体自重+二级次梁上墙体自重=5.76kN+7.2m1.45kN/m+（0.67 kN/m2 +1.45kN/m2）1.95m224.47kNB、 C柱分别受次梁所传荷载为：恒载：屋面=板传荷载+梁传荷载=（18.99kN/m7.2m +5.76kN ）/4=35.62kN 楼面=板传荷载+梁传荷载=（13.77kN/m7.20m +24.47kN）/4=30.9kN活载：屋面=板传荷载=（2.00kN/m3.90m7.20m）/4 =14.04kN楼面=板传荷载=（2.00kN/m3.90m 7.20m）/4 =14.04 kN顶层柱：天沟自重（采用0.3厚混凝土天沟，内天沟，可不考虑自重）顶层柱恒载 纵主梁自重轴线次梁所传荷载轴线次梁所传荷载1.06kN/m7.8m+（3559kN+35.62 kN）2=150.69kN顶层柱活载次梁板传活载2.00kN/m3.90m（6.90m+7.2 m ）/2=55.00 kN标准层柱恒载纵主梁自重及其上墙体自重1/4轴线次梁所传荷载1/5轴线次梁所传荷载（1.06kN/m+3.32kN/m）7.8m+（32.94kN+30.9N）2=161.84kN标准层柱活载次梁板传活载2.00kN/m3.90m（6.90m+7.2 m ）/2=55.00 kN （5）C轴柱纵向集中荷载的计算顶层柱：天沟自重（采用0.3厚混凝土天沟，内天沟，可不考虑自重）顶层柱恒载女儿墙自重纵主梁自重轴线次梁所传荷载轴线次梁所传荷载3.57kN/m7.8m+1.06kN/m7.8m+35.62kN+35.62kN=107.35kN顶层柱活载次梁板传活载2.00kN/m3.90m/27.20m =28.08kN标准层柱恒载纵主梁自重及其上墙体自重轴线次梁所传荷载轴线次梁所传荷载（1.06kN/m+3.32kN/m）7.8m+30.90kN+30.9kN=95.96kN标准层柱活载次梁板传活载2.00kN/m3.90m7.20m/2=28.08kN（6）柱自重边柱：711柱自重： 1.52kN/m3.3m =5.02kN26层柱自重： 1.52kN/m3.3m =9.74kN底层柱自重： 2.95kN/m4.2m =10.62kN中柱：711柱自重： 2.50kN/m3.3m =8.25kN26 层柱自重： 3.71kN/m3.3m =12.24kN底层柱自重： 3.71kN/m4.2m =13.36kN3.4 荷载计算汇总（1） 竖向集中荷载标准值计算根据以下计算所得数据，列出以下荷载计算值如表3.3.1所示。表3.1竖向集中荷载标准值计算 (单位：kN)楼面集中荷载位置女儿墙重外纵墙重柱自重内隔墙重纵向主梁重次梁和墙体重楼屋面荷载竖向集中荷载恒载活载恒载（之和）活载屋面A轴线27.858.2771.18107.326.92AB跨B轴线8.27142.4255150.6955BC跨C轴线27.858.2771.2428.0899.0928.08标准层A轴线25.98.2765.8826.92100.0426.92AB跨中15.5615.56B轴线25.98.27127.6855161.8555BC跨中7.7815.56C轴线25.98.2761.8028.0895.9728.08 （2）竖向均布荷载标准值计算 框架梁自重和横向轻质隔墙自重以均布荷载的形式作用在框架梁上：表3.2竖向均布荷载标准值计算表 （单位：kN/m）楼层均布力位置横梁型号梁自重隔墙自重板传荷载均布荷载值+屋面AB跨（6.9m）HN450X200X9X141.0618.9720.03BC跨（7.2m）HN450X200X9X141.0618.9720.03标准层楼面AB跨（6.9m）HN450X200X9X141.063.3213.7517.07BC跨（6.9m）HN450X200X9X141.063.3213.7517.07（3） 水平集中荷载标准值计算在本算例中由于不考虑地震荷载的作用，所以水平荷载计算即风荷载的计算。作用在屋面梁和楼面梁节点处的集中风荷载标准值：式中 基本风压(本工程位于长沙市)风压高度变化系数，因建筑地点位于长沙市郊区，所以地面粗糙度为B类；风荷载体型系数，根据建筑物的体型查得；风振系数，基本自振周期对于钢框架结构可用,应考虑风压脉动对结构发生顺风向风振的影响，,查表得，, 下层柱高；上层柱高，对顶层为女儿墙高度的2倍；迎风面的宽度，B7.8m。 表3.3 集中风荷载标准值离地高度Z/m37.051.511.001.661.030.353.32.626.2433.751.470.861.581.030.353.33.327.2030.451.420.751.521.030.353.33.325.2827.151.360.681.501.030.353.33.323.8923.851.310.521.391.030.353.33.321.3320.551.250.411.331.030.353.33.319.4717.251.180.331.281.030.353.33.317.6913.951.100.231.211.030.353.33.315.5910.651.010.151.151.030.353.33.313.607.351.000.061.061.030.353.33.312.414.051.000.021.021.030.354.23.311.95以上的荷载值见荷载图3.1。4.风荷载作用下的位移验算4.1.侧移刚度见表4.1、表4.2、表4.3.表4.1 横向610层D值的计算构件名称A轴柱0.780.285862B轴柱0.440.1813424C轴柱0.740.275653表4.2 横向25层D值的计算构件名称A轴柱0.1630.0757655B轴柱0.1410.06615207C轴柱0.1560.0727348表4.3 横向底层D值的计算构件名称A轴柱0.2060.3215841B轴柱0.1800.31234863C轴柱0.1980.318157422风荷载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： 式中 第j层的总剪力；第j层所有柱的抗侧刚度之和；第j层的侧移刚度；j层侧移 顶层侧移 钢框架在风荷载作用下侧移的计算见表4.4表4.4风荷载作用下框架侧移计算层数1126.2426.24247590.00111/30001027.2053.44247590.00111/3000925.2878.72247590.00321/1031823.89102.61247590.00411/805721.33123.94247590.00501/660619.47143.41302100.00471/702517.69161.1302100.00531/623415.59176.69302100.00581/569313.60190.29302100.00631/524212.41202.7302100.00671/493111.95214.65664460.00321/1300侧移验算: 层间侧移最大值 1/4931/400 满足要求 柱顶侧移最大值 总=0.0465/37.2=1/8001/500 满足要求。5水平地震作用下的计算5.1重力代表值的计算(1) 该建筑高度为36.6m，采用底部剪力法计算。