综合办公楼的设计方案

...wd......wd......wd...毕业设计设计题目：某综合办公楼设计姓名学号院〔系〕土木工程与建筑学院专业土木工程指导教师2013摘要本工程是位于某市中天街西段的某综合办公楼，采用框架构造，主体构造七层，本地区抗震设防烈度为7度，场地类别为二类场地。夏季主导风向为东南风，冬季为北风，基本风压0.5。基本雪压0.25。楼﹑屋盖均采用现浇钢筋混凝土构造。本设计贯彻“实用、安全、经济、美观〞的设计原那么。按照建筑设计标准，认真考虑影响设计的各项因素。本设计主要内容为手算选取了构造方案中横向框架第5轴构造设计。在确定框架布局之后，先计算竖向荷载〔恒载及活荷载〕和风荷载作用下的构造内力。然后进展了重力荷载代表值的计算，接着利用能量法求出自振周期，进而按底部剪力法计算水平地震荷载作用，进而求出地震作用下的构造内力〔弯矩、剪力、轴力〕。找出最不利的一组或几组内力组合。选取其中最不利的结果计算配筋并绘图。此外还进展了构造方案中的室内楼梯的设计，完成了平台板、梯段板、平台梁等构件的内力和配筋计算及施工图绘制。对楼板进展了配筋计算。本设计采用独立根基，对根基进展了受力和配筋计算。整个构造在设计过程中，严格遵循现行的国家标准标准，对设计的各个环节进展综合全面的科学性考虑。总之，安全、适用、经济、方便是本设计的原那么。关键词：框架构造，抗震设计，荷载计算，内力计算，计算配筋ABSTRACTTheprojectislocatedinthewesternsectionofacityZhongtianStreetofficebuilding,usingtheframestructure,themainstructureofsevenstoreys,theregionseismicintensityof7degrees,siteclassificationassecond-classvenue.Dominantwinddirectionissoutheastwindinsummerandwinterfromthenorth;thebasicwindpressureis0.5.Basicsnowpressureis0.25.Thefloorandtheroofaremadeofcast-in-placereinforcedconcretestructure.Theprincipleis"practical,safe,economic,andaesthetic".Inaccordancewiththearchitecturaldesignspecifications,carefullyconsiderthevariousfactorsaffectingthedesign.Thedesignofthemaincontentswascalculatingthestructurefortheprogram5thaxistransverseframestructuredesignbyhand.Indeterminingtheframelayout,Firstcalculatetheverticalloads(deadloadandliveload)andwindloadsofstructuralforces.Thencalculatethegravityloadrepresentativevalue,thencalculatethevibrationperiodbyusingtheenergymethod,andthencalculatethehorizontalseismicloadbyusingthebaseshearmethod,andthenfindthestructureunderseismicforces(bendingmoment,shear,andaxialforce).Identifythemostunfavorableforceofagrouporseveralgroupsofforcecombinations.Selectoneofthemostunfavorableresultscalculatedreinforcementanddrawing.Inaddition,thestructureoftheprogramcarriedoutintheinteriorstaircasedesign,completionoftheplatformboard,benchboards,beamsandothercomponentsoftheforceplatformandreinforcementcalculationandconstructiondrawings.Reinforcementcalculationcarriedoutonthefloor.Thisfoundationdesignusesindependentfoundation,CarriedoutonthebasisoftheforceandReinforcement.Inthedesignprocessthewholestructure,strictcompliancewithexistingnationalstandards,allaspectsofthedesignofcomprehensivescientificconsiderations.Inshort,safe,suitable,economicalandconvenientisthedesignprinciple.KEYWORDS:FrameStructure,SeismicDesign，LoadCalculation，Internalforcecalculation，Calculationreinforcement目录前言11.设计基本资料21.1初步设计资料21.2构造选型22.构造布置及计算简图32.1构造的选型与布置32.2框架计算简图及梁柱线刚度43.荷载统计63.1恒载标准值计算63.2活荷载标准值计算73.3竖向荷载下的框架受荷总图73.4风荷载标准值计算113.5风荷载作用下的位移验算134.内力计算154.1恒荷载标准值作用下的内力计算154.2活荷载标准值作用下的内力计算234.3风荷载标准值作用下的内力计算324.4水平地震作用计算355.内力组合415.1框架构造梁内力组合445.2框架构造柱内力组合486.eq\o\ac(○,5)轴框架梁、柱配筋计算546.1框架柱的截面设计546.2柱斜截面受弯承载力计算626.3框架梁的正，斜截面配筋计算647.楼梯计算677.1楼梯设计资料677.2梯段板设计687.3平台板设计687.4平台梁设计698.根基设计708.1地质情况及根基构造708.2初步确定根基尺寸708.3根基受冲切承载力验算(采用荷载基本组合)738.4配筋计算(采用荷载基本组合)749.楼面设计7610.电算校核及分析78结语79致谢80参考文献81前言本设计是按照武汉轻工大学土木工程与建筑工程学院2013年毕业设计要求编写的毕业设计。题目为“某综合办公楼设计〞。内容包括建筑设计、构造设计两部份。办公楼是公共建筑，其标准要求比较严格，能表达处建筑和构造设计的很多重要的方面，选择办公楼建筑和构造设计，从而掌握办公楼设计的基本原理，妥善解决其功能关系，满足使用要求。框架构造的建筑平面布置灵活，使用空间大，延性较好，其具有良好的抗震能力。对办公楼非常适用，能满足其较大使用面积的要求。框架构造的研究，对于建筑的荷载情况，分析其受力，采用不同的方法分别计算出各种荷载作用下的弯矩、剪力、轴力，然后进展内力组合，挑选出最不利的内力组合进展截面的承载力计算，保证构造有足够的强度和稳定性。在对竖向荷载的计算种采用了弯矩分配法，对水平荷载采用了D值法，对钢筋混凝土构件的受力性能，受弯构件的正截面和斜截面计算都有应用。本构造计算选用一品框架为计算单元，采用手算的简化计算方法，其中计算框架在竖向荷载下的内力时使用的弯矩二次分配法，不但使计算结果较为合理，而且计算量较小，是一种不错的手算方法。本设计主要通过工程实例来强化大学期间所学的知识，建设一个完整的设计知识体系，了解设计总过程，通过查阅大量的相关设计资料，提高自己的动手能力。这次设计是在构造教研室各位教师的悉心指导下完成的，在此向你们表示衷心的感谢！1.设计基本资料1.1初步设计资料1、工程名称：某综合办公楼2、工程概况：本工程是某市某街西段，为七层框架构造，一—七层均为办公室，总建筑面积。建筑高度为，室内外高差。建筑防火等级为二级，建筑耐火等级为二级，耐久年限为二级。3、温度：冬季室外温度为摄氏度。4、地震烈度：本工程抗震设防烈度为7度。5、夏季主导风向为东南风，冬季为北风，基本风压。6、雨雪条件：基本雪压。7、水文资料：日最大降雨量为，年最大降雨量为，年最大降雨日数91.3天，土壤标准冻结深度，最高地下水位。8、地质条件：本工程所在地，自然地坪以下为粘土层，承载能力为标准值，为中密细砂层，承载能力标准值为，场地类别为二类。9、材料使用：混凝土：采用；钢筋：纵向受力钢筋采用热轧钢筋，其余采用热轧；窗：均为塑钢窗，；门：木门，。1.2构造选型1、构造体系选型：按设计要求采用钢筋混凝土现浇框架构造体系。2、屋面构造：采用现浇混凝土肋型屋盖，屋面板厚。3、楼面构造：采用现浇混凝土肋型楼盖，板厚。4、楼梯构造：采用钢筋混凝土板式楼梯。2.构造布置及计算简图2.1构造的选型与布置〔1〕构造选型本建筑只有7层，且为办公室，为了便于管理，采用大开间。为了使构造的整体刚度较好，楼面、屋面、楼梯等均采用现浇构造。根基为柱下独立根基。〔2〕构造布置高层框架构造设计成双向柱抗侧力体系，框架梁、柱中心线重合。结合建筑的平面、立面和剖面布置情况，本办公楼的构造平面和剖面布置分别如图2.1所示。框架构造房屋中，经济柱距一般为5~8，本建筑的柱距为7.5和8.1。根据构造布置，本建筑平面全部为双向板。双向板的板厚(为区格短边边长)。本建筑由于楼面活荷载不大，为减轻构造自重和节省材料起见，楼面板和屋面板的厚度均取100。本建筑的材料选用如下：混凝土：采用；钢筋：纵向受力钢筋采用热轧钢筋，其余采用热轧；窗：均为塑钢窗，；门：木门，。图2.1标准层构造平面布置图2.2框架计算简图及梁柱线刚度图2.1所示的框架构造采用纵横向承重体系，是一个空间构造体系，理应按空间构造计算。又?高层建筑混凝土构造技术规程?〔〕允许在纵、横两个方向将其按平面框架计算。故手算时只作横向平面框架计算。〔1〕梁、柱截面尺寸估算1〕框架横梁截面尺寸框架横梁截面高度，截面宽度。本构造中，对主梁：取对次梁：取2〕框架柱截面尺寸底层柱轴力估算：假定构造每平米总荷载设计值为，那么底层中柱的轴力设计值约为：假设采用混凝土捣浇，由?混凝土构造?附表查得。假定柱截面尺寸，那么柱的轴压比为：<0.8故确定取柱截面尺寸为。〔2〕确定框架计算简图框架的计算单元如图2.1所示。框架柱嵌固于根基顶面，框架梁与柱刚接。由于各层柱的截面尺寸不变，故梁跨等于柱截面形心轴线之间的距离。底层柱高从根基顶面算至二层楼面，室内外高差为，根基顶面至室外地坪通常取，故基顶标高至的距离定为，二层楼面标高，故底层柱高为。其余各层柱高从楼面算至上一层楼面〔即层高〕，故均为。由此可绘出框架的计算简图如图2.2所示。〔3〕框架梁柱的线刚度计算由于楼面板与框架梁的混凝土一起捣浇，对于中框架梁取左跨梁：中跨梁：右跨梁：B轴~E轴底层柱：B轴~E轴其余各层柱：令，那么其余各杆件的相对线刚度为：框架梁柱的相对线刚度如图2.2所示，作为计算各节点杆端弯矩分配系数的依据。图2.2计算简图3.荷载统计3.1恒载标准值计算〔1〕屋面〔上人〕找平层：15厚水泥砂浆0.015×20=0.30防水层：〔刚性〕40厚C20细石混凝土防水1.0防水层：〔柔性〕三毡四油铺小石子0.4找平层：15厚水泥砂浆0.015×20=0.30找平层：40厚水泥石灰焦渣砂浆3‰找平0.04×14=0.56保温层：80厚矿渣水泥0.08×14.5=1.16构造层：100厚现浇钢筋混凝土板0.1×25=2.5抹灰层：10厚混合砂浆0.0117=0.17=6.39〔2)各层走廊楼面瓷砖地面0.5520厚水泥砂浆找平层0.02×20=0.4构造层：100厚现浇混凝土板0.1×25=2.5抹灰层：10厚混合砂浆0.01×17=0.17=3.62〔3〕标准层楼面瓷砖地面0.5520厚水泥砂浆找平层0.02×20=0.4构造层：100厚现浇混凝土板0.1×25=2.5抹灰层：10厚混合砂浆0.01×17=0.17=3.62〔4〕梁自重自重25×0.3×〔0.7-0.1〕=4.5抹灰层：10厚混合砂浆0.01××17=0.26=4.76自重25×0.25×〔0.5-0.1〕=2.5抹灰层：10厚混合砂浆0.01××17=0.18=2.68根基梁自重25×0.20×0.4=2.0〔5〕柱自重自重25×0.6×0.6=9抹灰层：10厚混合砂浆0.01×0.6×4×17=0.41=9.41〔6〕外纵墙自重标准层纵墙2.05×0.24×18=8.86塑钢窗0.35×1.15=0.40水泥砂浆粉刷+墙面漆〔3.9-1.15〕×0.45=1.24水泥粉刷内墙面〔3.9-1.15〕×0.36=0.99=11.49底层纵墙〔根基梁〕〔5.0-1.15-0.7-0.4〕×0.24×18=11.88塑钢窗0.35×1.15=0.40水泥砂浆粉刷+墙面漆〔3.9-1.15〕×0.45=1.24水泥粉刷内墙面〔3.9-1.15〕×0.36=0.99=14.51〔7〕内纵〔隔〕墙自重标准层纵墙〔3.9-0.7〕×0.24×18=13.82水泥粉刷内墙面〔3.9-0.7〕×0.36×2=2.31=16.133.2活荷载标准值计算〔1〕屋面和楼面活荷载标准值查?混凝土构造?〔中册〕附表5得：上人屋面2.0楼面：办公室2.0走廊2.5〔2〕雪荷载标准值=1.0×0.35=0.35屋面活荷载与雪荷载不同时考虑，两者中取大值。3.3竖向荷载下的框架受荷总图〔1〕B-C轴间框架梁屋面板传给梁的荷载：确定板传给梁的荷载时，要一个板区格一个板区格地考虑。确定每个板区格上的荷载传递时，先要区分此板区格是单向板还是双向板，假设为单向板，可沿板的短跨作中线，将板上荷载平均分给两长边的梁；假设为双向板，可沿四角点作线，将区格板分为四小块，将每小块板上的荷载传递给与之相邻的梁。板传至梁上的三角形或梯形荷载可等效为均布荷载。本构造楼面荷载的传递示意图如图3.1所示。图3.1板传荷载示意图屋面板传给梁的荷载：恒载：6.39×4.05/2×〔1-2×+〕×2=22.62活载：2.0×4.05/2×〔1-2×+〕×2=7.08楼面板传给梁的荷载：恒载：3.62×4.05/2×〔1-2×+〕×2=12.81活载：2.0×4.05/2×〔1-2×+〕×2=7.08梁自重标准值：4.76B-C轴间框架梁均布荷载为：屋面梁恒载=梁自重+板传荷载=4.76+22.62=27.38活载=板传荷载=7.08楼面梁恒载=梁自重+板传荷载+内墙自重=4.76+12.81+16.13=33.70活载=板传荷载=7.08〔2〕C-D轴间框架梁屋面板传给梁的荷载：恒载：6.39×3/2×5/8×2=11.98活载：2.0×3/2×5/8×2=3.75楼面板传给梁的荷载：恒载：3.62×3/2×5/8×2=6.79活载：2.5×3/2×5/8×2=4.69梁自重标准值：4.76C-D轴间框架梁均布荷载为：屋面梁恒载=梁自重+板传荷载=4.76+11.98=16.74活载=板传荷载=3.75楼面梁恒载=梁自重+板传荷载=4.76+6.79=11.55活载=板传荷载=4.69〔3〕D-E轴间框架梁屋面板传给梁的荷载：恒载：6.39×4.05/2×〔1-2×+〕×2=21.75活载：2.0×4.05/2×〔1-2×+〕×2=6.81楼面板传给梁的荷载：恒载：3.62×4.05/2×〔1-2×+〕×2=12.32活载：2.0×4.05/2×〔1-2×+〕×2=6.81梁自重标准值：4.76D-E轴间框架梁均布荷载为：屋面梁恒载=梁自重+板传荷载=4.76+21.75=26.51活载=板传荷载=6.81楼面梁恒载=梁自重+板传荷载+内墙自重=4.76+12.32+16.13=33.21活载=板传荷载=6.81〔4〕B轴柱纵向集中荷载的计算顶层柱女儿墙自重：〔做法：墙高1100mm，100mm的混凝土压顶〕0.24×1.1×18+25×0.1×0.24+〔1.2×2+0.24〕×0.5=6.67顶层柱恒载=女儿墙自重+梁自重+板传荷载+次梁自重及次梁传递荷载=6.67×8.1+4.76×〔8.1-0.6〕+22.62/2×7.5+2.68×7.5/2+6.39×4.05/2×5/8×8.1=250.11kN顶层柱活载=板传活载=7.08/2×7.5+2.0×4.05/2×5/8×8.1=47.05kN标准层柱恒载=墙自重+主梁自重+板传荷载+次梁自重及次梁传递荷载=〔11.49+4.76〕×〔8.1-0.6〕+3.62×4.05/2×5/8×8.1+12.81/2×7.5+2.68×7.5/2=217.08kN标准层活载=板传活载=7.08/2×7.5+2.0×4.05/2×5/8×8.1=47.05kN根基顶面恒载=底层外纵墙自重+根基梁自重+次梁传递荷载=〔14.51+2.5〕×〔8.1-0.6〕+2.68×7.5/2=137.63kN〔5〕C轴柱纵向集中荷载的计算顶层柱恒载=梁自重+板传荷载+次梁自重及次梁传递荷载=4.76×〔8.1-0.6〕+8.09×8.1+8.99×8.1+2.68×7.5/2+22.62/2×7.5=268.92kN顶层柱活载=板传活载=7.08/2×7.5+2.0×4.05/2×5/8×8.1+2.0×3/2×0.938=49.87kN标准层柱恒载=墙自重+主梁自重+板传荷载+次梁自重及次梁传递荷载=〔16.13+4.76〕×〔8.1-0.6〕+4.582×8.1+5.09×8.1+2.68×7.5/2+12.81/2×7.5=293.11kN标准层活载=板传活载=7.08/2×7.5+2.0×4.05/2×5/8×8.1+2.5×3/2×0.938=50.57kN根基顶面恒载=底层外纵墙自重+根基梁自重+次梁传递荷载=〔16.13+2.5〕×〔8.1-0.6〕+2.68×7.5/2=149.78kN〔6〕D轴柱纵向集中荷载的计算顶层柱恒载=梁自重+板传荷载+次梁自重及次梁传递荷载=4.76×〔8.1-0.6〕+6.39×4.05/2×5/8×8.1+8.99×8.1+2.68×6.6/2+21.75/2×6.6=254.65kN顶层柱活载=板传活载=6.81/2×6.6+2.0×4.05/2×5/8×8.1+2.0×3/2×0.938=45.79kN标准层柱恒载=墙自重+主梁自重+板传荷载+次梁自重及次梁传递荷载=〔16.13+4.76〕×〔8.1-0.6〕+4.582×8.1+5.09×8.1+2.68×7.5/2+12.32/2×7.5=255.57kN标准层活载=板传活载=6.81/2×6.6+2.531×8.1+2.5×3/2×0.938=46.49kN根基顶面恒载=底层外纵墙自重+根基梁自重+次梁传递荷载=〔16.13+2.5〕×〔8.1-0.6〕+2.68×6.6/2=148.57kN〔7〕E轴柱纵向集中荷载的计算顶层柱恒载=女儿墙自重+梁自重+板传荷载+次梁自重及次梁传递荷载=6.67×8.1+4.76×〔8.1-0.6〕+21.75/2×6.6+2.68×6.6/2+8.09×8.1=235.88kN顶层柱活载=板传活载=6.81/2×6.6+2.0×4.05/2×5/8×8.1=42.98kN标准层柱恒载=墙自重+主梁自重+板传荷载+次梁自重及次梁传递荷载=〔11.49+4.76〕×〔8.1-0.6〕+4.582×8.1+12.32/2×6.6+2.68×6.6/2=208.49kN标准层活载=板传活载=6.81/2×6.6+2.0×4.05/2×5/8×8.1=42.98kN根基顶面恒载=底层外纵墙自重+根基梁自重+次梁传递荷载=〔14.51+2.5〕×〔8.1-0.6〕+2.68×6.6/2=136.42kN框架在竖向荷载作用下的受荷总图如图3.2所示〔图中数值均为标准值〕。3.4风荷载标准值计算作用在屋面梁和楼面梁节点处的集中风荷载标准值：为简化计算，将计算单元范围内外墙面的分布风荷载化为等量的作用于楼面集中风荷载，计算公式如下：图3.2竖向受荷总图〔单位：〕 〔3.1〕式〔3.1〕中，基本风压=0.5；——风压高度变化系数，本工程地面粗糙度为B类；——风荷载体型系数，本建筑=30.9/17.1=1.81＜4，=1.3；——风振系数，〔：第i层标高；：建筑总高度〕；——下层柱高；——上层柱高，对顶层为女儿墙高度的2倍；——计算单元迎风面的宽度，=8.1m。计算过程见表3.1：表3.1各层楼面处集中风荷载标准值离地高度27.91.381.402.432.0424.01.321.33.936.863.933.883.930.5112.31.03.93.926.778.41.003.93.924.024.51.001.03.924.103.5风荷载作用下的位移验算位移计算时，各荷载均采用标准值。〔1〕侧移刚度计算过程见表3.2和表3.3：表3.2横向2-7层值的计算构件名称B轴柱0.29319187C轴柱0.59238766D轴柱0.60139355E轴柱0.32020955〔2〕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：〔3.2〕式〔3.2〕中——第层的总剪力标准值；——第层所有柱的抗侧刚度之和；——第层的层间侧移。表3.3横向底层值的计算构件名称B轴柱0.51015863C轴柱0.73822955D轴柱0.74423141E轴柱0.53216547第一层的层间侧移值求出以后，就可以计算各楼板标高处的侧移值的顶点侧移值，各层楼板标高处的侧移值是该层以下各层层间侧移之和。顶点侧移是所有各层层间侧移之和。层侧移 〔3.3〕顶点侧移〔3.4〕框架在风荷载作用下侧移的计算见表3.4。表3.4风荷载作用下框架楼层层间位移与层高之比计算层次732.0432.041182630.00031/14395636.8668.901182630.00061/6694533.88102.781182630.00091/4488430.51133.291182630.00111/3460326.77160.061182630.00141/2882224.02184.081182630.00161/2506124.10208.18785060.00271/1886侧移验算：对于框架构造，楼层层间最大位移与层高之比的限值为1/550。本框架的层间最大位移与层高之比在底层，其值为1/1886，满足要求：1/1886＜1/550框架抗侧刚度足够。4.内力计算4.1恒荷载标准值作用下的内力计算〔1〕恒荷载作用下的弯矩计算弯矩二次分配法比分层法作了更进一步的简化。在分层法中，用弯矩分配法计算分层单元的杆端弯矩时，任一节点的不平衡弯矩都将影响到节点所在单元中的所有杆件。而弯矩二次分配法假定任一节点的不平衡弯矩只影响至与该节点相交的各杆件的远端。因此可将弯矩分配法的循环次数简化到一次分配、一次传递、再一次分配。所以本框架设计采用弯矩分配法计算框架内力，传递系数为1/2。各节点分配两次即可。由前述的刚度比可根据下式求得节点各杆端的弯矩分配系数如表4.2和4.3所示：〔4.1〕均布荷载引起的固端弯矩：〔4.2〕根据公式〔4.2〕计算的恒荷载作用下梁固端弯矩如表4.2和4.3所示。将固端弯矩填入表4.2和4.3后，即可进展弯矩二次分配法的运算，最后可得各杆端的弯矩。〔2〕恒载作用下剪力及轴力计算梁端剪力计算过程如表4.1和4.4所示：表4.1恒载作用下的框架梁端剪力计算表层数BC跨梁端剪力CD跨梁端剪力7102.684.7797.91107.4525.11-8.066126.381.91124.47128.2917.33-6.745126.382.20124.18128.5817.33-6.794126.382.20124.18128.5817.33-6.793126.382.20124.18128.5817.33-6.792126.382.12124.26128.5017.33-6.751126.383.34123.04129.7217.33-7.70表4.2恒荷载作用下的内力计算表〔B轴、C轴〕层次B轴C轴上柱下柱右梁左梁上柱下柱右梁70.5460.4540.2130.2560.531-128.34128.34-12.5670.0758.27-24.66-29.64-61.4827.88-12.3329.14-15.2321.59-8.49-7.06-7.56-9.09-18.8589.46-89.46125.26-53.96-71.360.3530.3530.2940.1690.2040.2040.423-157.97157.97-8.6655.7655.7646.45-25.23-30.46-30.46-63.1635.0427.88-12.6223.23-14.82-15.2323.11-17.76-17.76-14.79-2.75-3.32-3.32-6.8973.0465.88-138.93153.22-48.6-49.01-55.63~50.3530.3530.2940.1690.2040.2040.423-157.97157.97-8.6655.7655.7646.45-25.23-30.46-30.46-63.1627.8827.88-12.6223.23-15.23-15.2323.11-15.23-15.23-12.68-2.68-3.24-3.24-6.7268.4168.41-136.82153.29-48.93-48.93-55.4320.3530.3530.2940.1690.2040.2040.423-157.97157.97-8.6655.7655.7646.45-25.23-30.46-30.46-63.1627.8830.25-12.6223.23-15.23-15.9823.11-16.07-16.07-13.38-2.56-3.09-3.09-6.467.5769.94-137.52153.41-48.78-49.53-55.1110.3830.2990.3180.1770.2140.1670.442-157.97157.97-8.6660.547.2350.24-26.43-31.95-24.93-6627.880-13.2225.12-15.23024.17-5.61-4.38-4.66-6.03-7.29-5.69-15.0582.7742.85-125.61150.63-54.47-30.62-65.54柱底21.43-15.31表4.3恒荷载作用下的内力计算表〔D轴、E轴〕层次D轴E轴左梁上柱下柱右梁左梁上柱下柱70.5160.2490.2350.4850.51512.56-96.2396.2343.1720.8319.66-46.67-49.56-30.7411.19-23.349.83-20.522.1310.6810.085.175.547.1242.7-89.8364.56-64.5660.4870.320.340.348.66-120.55120.5546.2122.3822.3820.92-38.57-40.99-40.99-31.5810.4211.19-19.2910.46-24.78-20.512.085.855.855.4711.1411.8411.8435.3738.6539.42-113.45103.58-53.93-49.653~50.4870.320.340.348.66-120.55120.5546.2122.3822.3820.92-38.57-40.99-40.99-31.5811.1911.19-19.2910.46-20.5-20.511.739.7710.3810.3835.0639.2739.27-113.59102.21-51.11-51.1120.4870.320.340.348.66-120.55120.5546.2122.3822.3820.92-38.57-40.99-40.99-31.5811.1911.19-19.2910.46-20.5-20.511.739.7710.3810.3835.0639.2739.27-113.59102.21-51.11-51.1110.4320.2090.1630.1960.3460.3680.2868.66-120.55120.5548.3423.3918.2421.93-41.71-44.36-34.48-3311.190-20.8610.97-20.5018.438.926.968.363.33.512.7342.4343.525.2-111.1293.11-61.35-31.75柱底12.6-15.88图4.1恒荷载作用下的图〔单位：〕表4.4恒载作用下的框架梁端剪力计算表DE跨梁端剪力CD跨梁端剪力87.48-3.8391.3183.6533.1717.05109.59-1.50111.09108.0924.0710.59109.59-1.72111.31107.8724.1210.54109.59-1.72111.31107.8724.1210.54109.59-1.72111.31107.8724.1210.54109.59-1.66111.25107.9324.1310.58109.59-2.73112.32106.8625.039.63由公式进展柱轴力计算，计算过程如表4.5所示：表4.5恒载作用下的框架柱端轴力计算表楼层B柱C柱D柱E柱柱顶柱底柱顶柱底柱顶柱底柱顶柱底7348.02384.72409.54446.24363.01399.71319.53356.236726.27762.97891.71928.41776.96813.66672.81709.5151104.231140.931374.221410.921191.081227.781025.871062.5741482.191518.891856.731893.431605.201641.901378.931415.6331860.151896.852339.242375.942019.322056.021731.991768.6922238.192274.892821.682858.382433.422470.122085.112121.8112535.562582.613162.913209.962740.642787.692365.092412.14柱端剪力计算过程如表4.6和4.7所示：表4.6恒载作用下的框架柱端剪力计算表楼层B柱C柱上柱下柱上柱下柱789.4673.0441.67-53.96-48.60-26.30665.8868.4134.43-49.01-48.93-25.11568.4168.4135.08-48.93-48.93-25.09468.4168.4135.08-48.93-48.93-25.09368.4167.5734.87-48.93-48.78-25.05269.9482.7739.16-49.53-54.47-26.67142.8521.4312.86-30.62-15.31-9.19表4.7恒载作用下的框架柱端剪力计算表楼层D柱E柱上柱下柱上柱下柱742.738.6520.86-64.56-53.93-30.38639.4239.2720.18-49.65-51.11-25.84539.2739.2720.14-51.11-51.11-26.21439.2739.2720.14-51.11-51.11-26.21339.2739.1720.11-51.11-50.54-26.06239.6843.521.33-52.22-61.35-29.12125.212.607.56-31.75-15.88-9.53图4.2恒荷载作用下梁的图(单位：)图4.3恒荷载作用下柱的图(单位：)图4.4恒荷载作用下柱的图(单位：)4.2活荷载标准值作用下的内力计算〔1〕活荷载作用下的弯矩计算根据公式〔4.2〕计算的活荷载作用下梁固端弯矩如表4.8和4.9所示。将固端弯矩填入表4.8和4.9后，即可进展弯矩二次分配法的运算，最后可得各杆端的弯矩。表4.8活荷载作用下的内力计算表〔B轴、C轴〕层次B轴C轴上柱下柱右梁左梁上柱下柱右梁70.5460.4540.2130.2560.531-33.1933.19-2.8118.1215.07-6.47-7.78-16.135.86-3.247.54-3.035.66-1.43-1.19-2.17-2.6-5.422.55-22.5532.09-13.41-18.6860.3530.3530.2940.1690.2040.2040.423-33.1933.19-3.5211.7211.729.76-5.01-6.05-6.05-12.559.065.86-2.514.88-3.89-3.034.38-4.38-4.38-3.65-0.4-0.48-0.48-0.9916.413.2-29.5932.66-10.42-9.56-12.683~50.3530.3530.2940.1690.2040.2040.423-33.1933.19-3.5211.7211.729.76-5.01-6.05-6.05-12.555.865.86-2.514.88-3.03-3.034.38-3.25-3.25-2.71-0.54-0.65-0.65-1.3514.3314.33-28.6532.52-9.73-9.73-13.0420.3530.3530.2940.1690.2040.2040.423-33.1933.19-3.5211.7211.729.76-5.01-6.05-6.05-12.555.866.36-2.514.88-3.03-3.184.38-3.43-3.43-2.85-0.52-0.62-0.62-1.2914.1514.65-28.7932.54-9.7-9.85-12.9810.3830.2990.3180.1770.2140.1670.442-33.1933.19-3.5212.719.9210.55-5.25-6.35-4.95-13.115.860-2.635.28-3.0304.58-1.24-0.97-1.03-1.21-1.46-1.14-3.0217.338.95-26.332.01-10.84-6.09-15.07柱底4.48-3.05表4.9活荷载作用下的内力计算表〔D轴、E轴〕层次D轴E轴左梁上柱下柱右梁左梁上柱下柱70.5160.2490.2350.4850.5152.81-24.7224.7211.315.465.15-11.99-12.73-8.072.12-62.58-82.810.790.8312.2210.56-22.7616.1-16.160.4870.320.340.343.52-24.7224.728.76-7.91-8.4-8.4-6.282.732.12-3.961.98-6.37-81.081.012.752.922.928.238.057.44-23.7121.54-11.85-9.683~50.4870.320.340.343.52-24.7224.728.76-7.91-8.4-8.4-6.282.122.12-3.961.98-4.2-4.22.422.087.567.56-23.620.84-10.42-10.4220.4870.320.340.343.52-24.7224.728.76-7.91-8.4-8.4-6.282.122.22-3.961.98-4.2-4.552.48.447.547.64-23.6220.96-10.3-10.6510.4320.2090.1630.1960.3460.3680.2863.52-24.7224.729.164.433.464.16-8.55-9.1-7.07-6.562.120-4.282.08-4.203.771.821.421.710.730.780.619.898.374.88-23.1318.98-12.52-6.46柱底2.44-3.23图4.5活荷载作用下的图〔单位：〕〔2〕活荷载作用下剪力及轴力计算梁端剪力计算过程如表4.10和4.11所示：表4.10活荷载作用下的框架梁端剪力计算表层数BC跨梁端剪力CD跨梁端剪力726.551.2725.2827.825.63-2.15626.550.4126.1426.967.04-1.48526.550.5326.0227.087.04-1.52426.550.5226.0327.077.04-1.52326.550.5226.0327.077.04-1.52226.550.5026.0527.057.04-1.51126.550.7625.7927.317.04-1.73表4.11活荷载作用下的框架梁端剪力计算表DE跨梁端剪力CD跨梁端剪力22.47-1.0123.4821.467.783.4822.47-0.3322.8022.148.525.5622.47-0.4222.8922.058.565.5222.47-0.4222.8922.058.565.5222.47-0.4222.8922.058.565.5222.47-0.4022.8722.078.555.5322.47-0.6323.1021.848.775.31由公式进展柱轴力计算，计算过程如表4.12所示：表4.12活荷载作用下的框架柱端轴力计算表楼层B柱C柱D柱E柱772.3385.4772.7564.446145.52171.52147.60129.565218.59257.73222.50194.594291.67343.93297.40259.623364.75430.13372.30324.652437.85516.30447.19389.701510.69602.95522.09454.52柱端剪力计算过程如表4.13和4.14所示：表4.13活荷载作用下的框架柱端剪力计算表楼层B柱C柱上柱下柱上柱下柱722.5516.409.99-13.41-10.42-6.11613.2014.337.06-9.56-9.73-4.95514.3314.337.35-9.73-9.73-4.99414.3314.337.35-9.73-9.73-4.99314.3314.157.30-9.73-9.70-4.98214.6517.338.20-9.85-10.84-5.3118.954.482.69-6.09-3.05-1.83表4.14活荷载作用下的框架柱端剪力计算表楼层D柱E柱上柱下柱上柱下柱710.568.054.77-16.10-11.85-7.1767.447.563.85-9.68-10.42-5.1557.567.563.88-10.42-10.42-5.3447.567.563.88-10.42-10.42-5.3437.567.543.87-10.42-10.30-5.3127.648.374.11-10.65-12.52-5.9414.882.441.46-6.46-3.23-1.94图4.6活荷载作用下梁的图(单位：)图4.7活荷载作用下柱的图(单位：)图4.8活荷载作用以以下列图(单位：)4.3风荷载标准值作用下的内力计算框架在风荷载〔从左向右吹〕下的内力用D值法进展计算。其步骤为：求各柱反弯点处的剪力值；求各柱反弯点高度；求各柱的杆端弯矩及梁端弯矩；求各柱的轴力和梁剪力。第层第柱所分配的剪力为：，，为第层楼面处集中风荷载标准值。为第层第根柱的抗侧刚度。框架柱自柱底开场计算的反弯点位置与柱高之比，、、、查?混凝土构造?〔中册〕可得，计算结果见表4.15~4.18。表4.15B轴框架柱反弯点位置层号73.90.830.320000.321.24863.90.830.400000.401.5653.90.830.450000.451.75543.90.830.450000.451.75533.90.830.450000.451.75523.90.830.5000-0.020.481.8215.01.0640.730-0.00500.7253.625表4.16C层号450000.4451.7450000.451.76950000.4950.9300000.501.9500000.501.9500000.501.9515.03.7180.5640000.5642.82框架各柱的杆端弯矩、梁端弯矩按下式计算，计算过程如表4.19、4.20、4.21和4.22所示： 〔4.3〕 〔4.4〕表4.17D轴框架柱反弯点位置层号73.93.010.450000.451.7663.93.010.450000.451.7653.93.010.500000.501.9543.93.010.500000.501.9533.93.010.500000.501.9523.93.010.500000.501.9515.03.860.5570000.5572.79表4.18E轴框架柱反弯点位置层号73.90.940.350000.351.3763.90.940.400000.401.5653.90.940.450000.451.7643.90.940.450000.451.7633.90.940.450000.451.7623.90.940.500000.501.9515.01.2050.700-0.00500.6953.48中梁〔4.5〕〔4.6〕边梁〔4.7〕表4.19风荷载作用下B轴框架柱剪力和梁柱端弯矩的计算层号732.04118263191870.1625.201.24813.796.4913.79668.90118263191870.16211.181.5626.1617.4432.655102.78118263191870.16216.681.75535.7829.2753.224133.29118263191870.16221.621.75546.3737.9475.643160.06118263191870.16225.971.75555.7145.5893.652184.08118263191870.16229.871.8260.5855.92106.161208.1878506158630.20242.073.62557.85152.5113.77表4.20风荷载作用下C轴框架柱剪力和梁柱端弯矩的计算层732.04118263387660.32810.501.7422.7318.276.5016.23668.90118263387660.32822.591.7648.4639.7619.0847.655102.78118263387660.32833.690.9366.3565.0230.3575.764133.29118263387660.32843.691.9585.2085.2042.96107.263160.06118263387660.32852.471.95102.3102.353.63133.892184.08118263387660.32860.341.95117.7117.762.91157.071208.1878506229550.29260.872.82132.7171.771.60178.76表4.21风荷载作用下D轴框架柱剪力和梁柱端弯矩的计算层732.04118263393550.33310.661.7622.8718.7615.747.14668.90118263393550.33322.931.7649.1840.3646.7421.205102.78118263393550.33334.201.9566.6966.6973.6533.404133.29118263393550.33344.361.9586.5086.50105.3947.803160.06118263393550.33353.261.95103.9103.9130.9759.392184.08118263393550.33361.261.95119.5119.5153.6469.681208.1878506231410.29561.362.79135.9171.2175.6979.68表4.22风荷载作用下E轴框架柱剪力和梁柱端弯矩的计算层号732.04118263209550.1775.681.3714.407.7514.40668.90118263209550.17712.211.5628.5719.0536.325102.78118263209550.17718.211.7639.0631.9658.114133.29118263209550.17723.621.7650.6641.4582.623160.06118263209550.17728.361.7660.8349.77102.32184.08118263209550.17732.621.9563.6163.61113.41208.1878506165470.21143.883.4866.92152.5130.5框架柱轴力与梁端剪力的计算结果见表4.23：表4.23风荷载作用下框架柱轴力与梁端剪力层号梁端剪力〔〕柱轴力〔〕BC跨CD跨DE跨B轴C轴D轴E轴72.7110.663.26-2.71-7.95-7.957.407.403.2666.9031.468.72-9.61-24.56-32.5122.7430.1411.98511.1449.8013.87-20.8-38.66-71.1735.9366.0725.85415.8170.8819.76-36.6-55.07-126.2451.12117.245.61319.6488.2924.50-56.2-68.65-194.8963.79181.070.11222.54103.627.74-78.7-81.03-275.9275.83256.897.85124.72118.231.85-103.5-93.43-369.3586.30343.1129.74.4水平地震作用计算该建筑物的高度为29.6m＜40m，以剪切变形为主，且质量和刚度沿高度均匀分布，故可采用底部剪力法计算水平地震作用。〔1〕重力荷载代表值的计算屋面处重力荷载代表值=构造和构配件自重标准值+0.5×活荷载标准值楼面处重力荷载代表值=构造和构配件自重标准值+0.5×楼面活荷载标准值其中构造和构配件自重取楼面上、下各半层层高范围内〔屋面处取顶层的一半〕的构造及构配件自重。屋面处的重力荷载标准值的计算女儿墙的重力荷载代表值的计算屋面板构造层及构造层自重标准值：顶层的墙重：其余各层楼面处重力荷载标准值计算底层楼面处重力荷载标准值计算屋顶活荷载标准值计算楼面活荷载标准值计算总重力荷载代表值的计算屋面处：=屋面处构造和构件自重+0.5×活荷载标准值=14503.56+0.5×2463.84=15735.48kN〔设计值为20853.65kN〕楼面处：=楼面处构造和构件自重+0.5×活荷载标准值=13253.57+0.5×2527.56=14517.35kN〔设计值为19442.87kN〕底层楼面处：=楼面处构造和构件自重+0.5×活荷载标准值=16834+0.5×2527.56=18097.78kN〔设计值为23739.38kN〕〔2〕框架柱抗侧刚度和构造基本自振周期计算横向值的计算，见表4.24和4.25。表4.24横向2-7层值计算构件名称值〔〕数量B轴柱1918710191870C轴柱3876610387660D轴柱3935510393550E轴柱2095510209550表4.25横向首层D值计算构件名称D值〔kN/m〕数量B轴柱1586310158630C轴柱2295510229550D轴柱2314110231410E轴柱1654710165470构造基本自振周期计算用能量法计算： 〔4.8〕非构造墙影响折减系数和的计算结果见表4.26。表4.26能量法计算构造基本周期列表层次714719.1514719.1511826300.39305784.632273.36629236.514517.3511826300.38065525.302102.93543753.8514517.3511826300.35595166.721838.84458271.214517.3511826300.31894629.581476.37372788.5514517.3511826300.26963913.881055.18287305.914517.3511826300.20813021.06628.681105403.6818097.787850600.13432430.53326.4230471.79701.78将数字带入上述计算公式得：〔3〕多遇水平地震作用计算由于该工程所在地区抗震设防烈度为7度，场地土为Ⅱ类，设计地震分组为第一组，查表得：由于＜＜5，故 〔4.8〕式中——衰减指数，在＜＜5的区间取0.9；——阻尼调整系数，建筑构造的阻尼比应取0.05，相应的=1.0。纵向地震影响系数：＞1.4=0.49s需要考虑顶部附加水平地震作用的影响，顶部附加地震作用系数：对于多质点体系，构造底部总纵向水平地震作用标准值：附加顶部集中力：质点i的水平地震作用标准值，楼层地震剪力及楼层层间位移的计算过程见表4.27：表4.27，和的计算层714719.1528.4418023.91720711.5840.11329.611826300.00112614517.3524.5355675.11720711.5714.82044.311826300.00173514517.3520.6299057.41720711.5601.02645.311826300.00224414517.3516.7242439.81720711.5487.23132.511826300.00265314517.3512.8185822.11720711.5373.43506.011826300.00296214517.358.9129204.41720711.5259.73765.611826300.00318118097.785.090488.91720711.5181.93947.57850600.00503楼层最大位移与楼层层高之比：满足位移要求。〔4〕刚重比和剪重比验算为了保证构造的稳定和安全，需分别按如下公式进展构造刚重比和剪重比验算。各层的刚重比和剪重比见表4.28。第i楼层的弹性等效侧向刚度 〔4.9〕第i层对应于水平地震作用标准值的剪力 〔4.10〕表4.28各层刚重比和剪重比层73.9118263046122571329.614719.218007.9256.120.090363.9118263046122572044.329236.537450.8123.160.069953.9118263046122572645.343753.956893.781.070.060543.9118263046122573132.558271.276336.560.420.053833.9118263046122573506.072788.695779.448.160.048223.9118263046122573765.687305.9115222.340.030.043115.078506039253003947.5105403.7138961.628.250.0375由表4.28可见，各层的刚重比均大于20，不必考虑重力二阶效应；各层的剪重比均大于0.016，满足剪重比的要求。〔5〕框架地震内力计算框架柱剪力和柱端弯矩计算采用D值法，计算过程见表4.29~4.32。表4.29横向水平地震荷载作用下B轴框架柱剪力和柱端弯矩的计算层71329.61182630191870.01621.270.3256.4126.5462044.31182630191870.01632.710.4076.5451.0352645.31182630191870.01642.330.4590.8074.2943132.51182630191870.01650.120.45