九层框架结构设计计算书

'九层框架结构设计计算书第一章绪论毕业设计是大学本科教育培养目标实现的重要阶段，是毕业前的综合学习阶段，是深化、拓宽、综合教和学的重要过程，是对大学期间所学专业知识的全面总结。通过毕业设计，可以将以前学过的知识重温回顾，对疑难知识再学习，对提高个人的综合知识结构有着重要的作用。通过毕业设计，使我们在资料查找、设计安排、分析计算、施工图绘制、口头表达等各个方面得到综合训练，具备从事相关工作的基本技术素质和技能。目前，我国建筑中仍以钢筋混凝土结构为主，钢筋混凝土造价较低，材料来源丰富，且可以浇筑成各种复杂断面形状，节省钢材，承载力高，经过合理设计可以获得较好的抗震性能。今后几十年，钢筋混凝土结构仍将活跃在我国的建筑业上。框架结构体系的主要特点是平面布置比较灵活，能提供较大的室内空间，对于自选商场类楼房是最常用的结构体系。多层建筑结构的设计，除了要根据建筑高度、抗震设防等级等合理选择结构材料、抗侧力结构体系外，要特别重视建筑体形和结构总体布置。建筑体形是指建筑的平面和立面；结构总体布置指结构构件的平面布置和竖向布置。建筑体形和结构总体布置对结构的抗震性能有决定性的作用。毕业设计的三个月里，在指导老师的帮助下，经过查阅资料、设计计算、论文撰写以及图纸绘制，加深了对规范等相关内容的理解，巩固了专业知识，提高了综合分析、解决问题的能力。并熟练掌握了AutoCAD和结构设计软件PKPMCAD，基本上达到了毕业设计的目的与要求。框架结构设计的计算工作量很大，在计算过程中以手算为主，后面采用办公软件进行内力组合与计算。由于自己水平有限，难免有不妥和疏忽之处，敬请各位老师批评指正。118 第二章建筑设计总说明2.1设计总则2.1.1凡施工及验收规范(如屋面、砌体、地面、门窗等)已对建筑物所用材料、规格、施工要求及验收等有规定者，本说明不再重复，均按有关现行规范执行。2.1.2设计中采用标准图、通用图，不论采用其局部节点或全部详图，均应按照该图集及各图纸说明和要求，全面配合施工。2.1.3所有与工艺、给排水、强弱电、空调通风、煤气动力等专业有关的预埋件、预留孔洞等，施工时必须与相关专业的图纸密切配合施工。2.1.4凡本说明所规定各项，在设计图中另有具体设计和说明时，应按具体设计图的要求施工。2.1.5结构体形系数等应满足国家及行业有关设计规范。2.2工程概况2.2.1工程名称：焦作市山阳区中国人民银行焦作分行2.2.2建设地点：焦作市山阳区2.2.3建设单位：焦作一建2.2.4建筑面积：1088.64m22.2.5建筑高度：层高3.9m，总高度为39.6m。建筑层数：九层+上人屋顶。2.2.6本工程结构体系为钢筋混凝土框架结构。建筑耐火等级：二级。抗震设防裂度：七度(0.10g)。抗震等级为二级。118 2.2.7图中所注尺寸以mm为单位，标高以m为单位，角度为度。绘制的比例与所注尺寸不符时，以所注尺寸为准。2.3设计标高2.3.1本工程±0.000相当于绝对标高，室外地坪标高－0.500相当于绝对标高。室内外高差暂定为500mm。施工时应再根据现场周边房屋基地情况作具体调整。2.3.2本图所注各层标高均为结构面标高，未包括其上的附加层厚度。门窗洞口定标高均为结构预留洞口标高。在施工时应特别注意楼地面与楼梯平台、楼地面完成面与楼梯平台完成面的标高关系。2.4墙体2.4.1室内地坪±0.000以下墙体采用190×190×90的实心混凝土砌块，±0.000以上内外承重墙均采用190×190×90的砌块。砌体材料及砌筑砂浆标号详见结构施工图。2.4.2墙体与钢筋混凝土墙、柱的连接点应先砌墙后浇构造柱，构造柱的做法详见结构一般说明。2.4.3不到顶砌体墙顶部应加设钢筋混凝土压顶圈梁，详见具体设计。2.4.4外墙保温做法详见国家建筑标准设计图集《外装修》06J505_1保温墙体的施工必须严格按照有关规程或技术要求进行，防止保温层及粉刷出现空鼓和裂缝，保温层的钢丝网应有防雷接地措施，详见电器施工图纸。2.4.5底层室内相邻地坪有高差时，应在高差处理土一侧架设防潮层。防潮层做法为：20厚1：2水泥砂浆加5%防水剂。如果土一侧设有花坛和覆土时，还应刷1.5厚聚氨酯防水涂料(或其他防潮材料)。2.4.6所有外墙窗台下均设置现浇钢筋混凝土抗裂圈梁，两边应与构造柱相锚固，其配筋详见结构施工图。2.4.7所有内墙及柱子的阳角处均应设水泥砂护墙角。118 2.5楼地面2.5.1阳台、外廊、室外楼梯平台、厨房、卫生间、洗手间的楼地面王成面标高应低于相邻房间及走道的楼地面完成面标高10mm，有特殊要求者详见单项设计。2.5.2卫生间、洗手间、厨房、阳台、设备间等需设置地漏或排水沟的地面均做0.5%排水，坡向地漏或地沟。2.5.3楼面做法：20mm厚混合砂浆，100mm厚钢筋混凝土板，水磨石地面。2.5.4楼梯踏步面层无具体说明者，同楼面做法。2.6屋面2.6.1屋面防水等级为Ⅱ级，两道防水设防，防水层耐用年限15年。2.6.2平屋面排水坡度为2%，建筑找坡。2.6.3保温层的具体材料和厚度另见墙身剖面图屋面节点详图和说明。2.6.4屋面板做法：20mm厚水泥砂浆找平层，150mm厚水泥硅石保温层，三毡四油防水层，30mm厚细石水泥混凝土保护层，90mm现浇钢筋混凝土钢筋板，20mm厚混合砂浆抹灰。2.6.5屋面为有组织排水时，外落水管采用UPVC管，除注明的外其他外径为100mm。内落水管采用钢管，管径为内径100mm，壁厚5mm，当地建设管理部门有具体规定是按规定选用。2.6.6屋顶女儿墙或檐口边四周需设置避雷支架，无特殊说明者均须预埋4×25mm扁钢，深入墙体100(弯30)mm，外露150mm高，间距@1000mm，转角处每边500mm(如电气有专项设计时应以电气设计为准)。2.6.7屋面外水落管及水斗安装：详见国家建筑标准设计图集99J201-1-33.屋面泛水构造：详见国家建筑标准设计图集99J201-1-26。2.6.8上人屋面，块材与防水层之间设隔离层，采用10厚MU1.0水泥砂浆。118 2.6.9防水层上设置设备时，设备下部的防水层做防水附加层，并在其上浇注细石混凝土，厚度大于50mm。2.6.10屋面防水层工程应经由资质审查合格的防水专业队伍进行施工。2.7门窗2.7.1本工程其门窗的强度设计、构造设计、防烟、防雨、密闭构造等均由承包商负责，并应满足规范要求。2.7.2门窗名称、规格、数量详见门窗表。所有门均设门碰(磁性插入式)。所有木门窗均加贴脸。2.7.3铝合金及塑钢门窗安装应采用弹性连接，与墙体及砂浆接触处应做好表面的防腐处理。2.7.4铝合金推拉门窗采用气密性好，防雨性能好的门窗。门窗除注明外均安装在墙体中，所有门窗加工定货前须对洞口尺寸进行复核。2.7.5外门窗应有由具有行业专业资质的单位承担设计和施工，门窗构造及玻璃厚度应根据工程项目的使用要求，国家规范要求进行设计确定。2.8油漆工程2.8.1所有木门、门套、木扶手等木做油漆：基层清理、除污、砂纸打磨；刷底子油一遍；局部刮腻子，砂纸打磨光平；刷调和漆一遍；刷磁漆二遍(木材本色)。2.8.2楼梯栏杆、金属扶手及露明铁件：金属表面清理、除锈；刷防锈漆一遍；局部刮腻子，砂纸打磨光平；刷银色调和漆一遍。2.8.3凡预埋木砖均做防腐处理。2.9其他2.9.1118 图中所选用标准图中有对结构工种的预埋件、预留洞，如楼梯、平台钢栏杆、门窗、建筑配件等，本图所标注的各种留洞与埋件应与各工种密切配合后，确认无误后方可施工。2.9.2两种材料的墙体交接处，应根据饰面材质在做饰面前加钉金属网或在施工中加贴玻璃丝网格布，防止裂缝。2.9.3楼板留洞的封堵：待设备管线安装完毕后，用C20细石混凝土封堵密实，管道竖井每层进行封堵。管道穿过隔墙楼面时，应作预埋套管处理，并高出楼地面30。2.9.4施工中应严格执行国家各项施工质量验收规范。本说明未尽之事项应严格按有关施工及验收规范执行。2.9.5凡未尽事宜，应按国家现行有关规范和操作规范执行，二次装修不得改变建筑物防火等级。该建筑的防火等级为二级。第三章结构设计总说明3.1工程概述本工程为钢筋混凝土框架结构，独立条形基础，地上9层，檐口标高为35.7m，无地下室，使用年限为50年，建筑物的重要性类别为二类，安全等级为二级，抗震等级为二级，基础设施为乙级。3.2主要设计依据：混凝土结构设计规范GB50010-2010中国建筑工业出版社建筑抗震设计规范GB50011-2010中国建筑工业出版社118 建筑结构荷载规范GB50009-2001中国建筑工业出版社建筑地基基础设计规范GB50007-2002中国建筑工业出版社3.3主要结构设计资料3.3.1基本雪压：0.3kN/m23.3.2抗震设防烈度：7度3.3.3标准冻土深度：1200mm3.3.4场地土类别：Ⅱ类3.3.5屋面活荷载：2.5kN/m23.3.6楼面活荷载：3.0kN/m23.4地基基础3.4.1本工程勘察报告中地层土质自上而下土层依次是：杂填土，层厚约为0.5m，含部分建筑垃圾粉质粘土，层厚约为1.0m，软塑潮湿，承载力特征值为130kpa细沙，层厚约为2.7m，中密，承载力特征值为240kpa3.4.2基坑开挖应采取可靠的支护措施，施工期间应采取有效的防、排水措施，并尽量缩短地基上的暴露时间。3.4.3基槽开挖后应钎探井验槽，如遇异常情况时，应及时通知勘察、监理与设计单位协商处理。3.4.4基坑回填用原土分层回填夯实，压实系数不小于0.94。118 第四章结构设计计算4.1板的计算4.1.1现浇双向板的弹性理论计算概述多跨连续双向板的计算以单区格板计算为基础。基本假定是支撑梁不产生竖向位移且不受扭；双向板沿同一方向相邻跨度的比值lmin/lmax>0.75。(1)跨中最大正弯矩为了求某区格板跨中最大正弯矩，则在本区格布置活载，然后沿两个方向隔跨布置活载，呈棋盘布置。计算时将这种荷载分布情况分解成满布荷载g+q/2及间隔布置±q/2两种情况，，对前一种荷载情况，近似按各区格板周边固接；对后一种荷载情况，近似按各区格板周边简支。楼盖周边应按实际支撑情况确定，分别求出单区格板的跨中弯矩，然后叠加，既得各区格板的跨中最大弯矩。(2)支撑最大负弯矩支座最大负弯矩计算按满布荷载求得，这时按各区格板都周边固接。楼盖周边应按实际支撑情况确定，然后按单区格板计算出各支座的负弯矩。由相邻区格分别求得的同一支座负弯矩不等时，偏安全可取绝对值较大值作为该支座最大负弯矩。(3)配筋方法按弹性理论计算的双向板，当短边跨度lx较大时，可将板在两个方向各分为三个板带：两边板带的宽度均为短边跨度的1/4，其余则为中间板带。在中间板带内，均匀配置按最大跨中正弯矩计算的板底钢筋，板边带内的配筋各为其相应中间板带的一半，连续板的中间支座按最大计算负弯矩钢筋不分板带均与配置。当短边跨度较小时或简化配筋则不分板带，跨中及支座均按计算弯矩配筋。118 河南理工大学本科毕业设计(论文)4.1.2梁板布置如图4.1118 河南理工大学本科毕业设计(论文)4.1.3板厚度的确定：双向板的厚度h不宜小于80mm，也很少大于160mm，且对于简支板，h/l0>1/45；对于连续板，h/l0>1/45。l0为板的较小方向计算跨度。故本设计板厚：3300/40-3300/50=82.5-66，取板厚为110mm，其中卫生间取板厚为100mm。4.1.4确定计算跨度B1：(3300+120)×(6600+120)=3420×6720B3：3300×(6600+120)=3300×6720B4：3300×(6600+120)=3300×6720B5：3000×6000B6：(3300+120)×6000=3420×6000B7：3300×(6600+120)=3000×6720B8：(3000+120)×(6000+120)=3120×61204.1.5荷载计算楼面恒荷载水磨石地面：0.65kN/m2110mm厚钢筋混凝土：2.75kN/m2100mm厚钢筋混凝土：2.5kN/m220mm厚混合砂浆：0.34kN/m2故：110mm厚钢筋混凝土重3.74kN/m2110mm厚钢筋混凝土重2.49kN/m2g1=3.74×1.2=4.488kN/m2g1=2.49×1.2=2.988kN/m2楼面活荷载：为安全起见，取qk=3.0kN/m2，q=1.4×3=4.2kN/m2标准楼面：g+q/2=6.588kN/m2q/2=2.1kN/m2g+q=8.688kN/m2卫生间楼面：g+q/2=5.088kN/m2q/2=2.1kN/m2g+q=7.188kN/m2118 河南理工大学本科毕业设计(论文)4.1.6单块板的计算：如表4-1其中B2为按单向板计算：跨中：M=(g+q)l2/10=8.688×2.72/10=6.34kN·m支座处：M=(g+q)l2/12=8.688×2.72/10=5.281kN·m4.1.7配筋计算：见表4-2双向板的短跨方向受力较大，其跨中受力钢筋应置于板的外侧，而长跨方向的受力钢筋应与短跨方向的受力钢筋垂直，置于内侧；板内钢筋全部采用三级钢HRB400钢筋；由于板的内拱作用，弯矩设计值应折减，但本例中弯矩很小，为安全考虑，一律不进行折减计算；为简化计算，双向板的配筋面积按As=M/fyh0γs计算，其中γs=0.9，fy=360mm2，h0为截面有效高度，跨中长边方向应比短边少10mm，取跨中短边h0为110-25=85mm，长边h0为110-35=75mm。构造规定：钢筋直径不宜小于8mm，间距不宜大于200mm，且单位宽度内的配筋面积不宜小于跨中相应方向板底钢筋截面面积的1/3。钢筋从混凝土梁边、柱边伸入板内的长度不宜小于l0/4。在楼板角部，宜沿两个方向正交、斜向平行或放射状布置附加钢筋。钢筋应在梁内、墙内或柱内可靠锚固。118 河南理工大学本科毕业设计(论文)按弹性理论计算双向板的跨中和支座处弯矩表4-1区格B1B3B4B5B6B7B8lx3420330033003120300030003120ly3720600067206000600067206120跨内U=0Mx(0.055×6.588+0.095×2.1)×3.422=6.57(0.0408×6.588+0.0965×2.1)×3.32=5.13(0.0408×5.088+0.095×2.1)×3.32=4.47(0.0109×6.588+0.0938×2.1)×3.122=2.62(0.04×6.588+0.0965×2.1)×32=4.20(00418×6.588+0.0895×2.1)×32=4.17(0.055×6.588+0.095×2.1)×3.122=5.47My(0.084×6.588+0.0175×2.1)×3.422=1.08(0.0028×6.588+0.0174×2.1)×3.32=0.60(0.0028×5.088+0.0174×2.1)×3.32=0.55(0.0109×6.588+0.181×2.1)×3.122=6.98(0.0038×6.588+0.017×2.1)×32=0.55(0.0012×6.588+0.0144×2.1)×32=0.34(0.008×6.588+0.0175×2.1)×3.122=0.897U=0.2Mx(u)6.57+0.2×1.08=6.795.13+0.6×0.2=5.254.47+0.55×0.2=4.582.62+6.98×0.2=4.024.2+0.55×0.2=4.34.17+0.34×0.2=4.245.47+0.897×0.2=5.6My(u)1.08+6.57×0.2=2.390.6+5.13×0.2=1.630.55+4.47×0.2=1.456.98+2.62×0.2=7.50.55+4.2×0.2=1.40.34+4.17×0.2=1.170.897+5.47×0.2=2.0支座Mx"0.1171×8.688×3.422=11.90.0836×8.688×3.32=7.910.0836×7.188×3.32=6.540.0782×8.688×3.122=6.610.0829×8.688×32=6.480.0845×8.688×32=6.610.1171×8.688×3.122=9.90My"0.0786×8.688×3.422=7.990.0569×8.688×3.32=5.380.0569×7.188×3.32=4.450.1135×8.688×3.122=9.600.057×8.688×32=4.460.0568×8.688×32=4.430.0786×8.688×3.122=6.65118 河南理工大学本科毕业设计(论文)各个区格板的配筋计算表4-2截面区格方向h0MAs配筋实际配筋跨中截面B1区格l01方向856.57238.566@110257l02方向751.0844.446@200141B2区格l01方向856.34230.216@110257l02方向755.28217.286@110257B3区格l01方向855.25190.636@140202l02方向751.6367.086@200141B4区格l01方向754.58188.486@140202l02方向651.4568.856@200141B5区格l01方向857.5272.336@100283l02方向754.02165.436@160177B6区格l01方向854.32156.866@170166l02方向751.3957.206@200141B7区格l01方向854.24153.966@170166l02方向751.1748.156@200141B8区格l01方向855.65205.166@130218l02方向752.0082.306@200141支座截面B1-B3859.91359.848@130387B1-B2856.64241.108@200251B2-B3855.33193.548@200251B3-B4757.23297.538@160314B4-B2754.87200.418@200251B3-B7857.01254.548@180279B6-B2854.87176.838@200251B6-B8857.18260.718@180279B8-B5856.63240.748@200251B3-B6857.2261.448@180279B7-B2854.86176.478@200251118 河南理工大学本科毕业设计(论文)续表4-2各个区格板的配筋计算截面区格h0MAs配筋实际配筋支座截面B4-B4856.54237.478@200251B3-B3857.91287.228@160314B7-B7856.61240.018@200251B6-B6856.48235.298@200251B5-B6857.03255.278@180279B5-B5859.6348.588@130387B8-B8859.9359.488@130387具体配筋详细说明见图纸。4.2主体结构的框架设计4.2.1结构布置及结构计算简图的确定主体结构为9层，层高为3.9米，其中底层为4.5米，局部突出部分为上人屋顶楼梯间，填充墙采用240mm厚的灰砂砖，重度γ=18kN/m3，外墙做法：一层二层采用花岗岩，墙面重：γ=28×0.03=0.84kN/m2，三层以上贴瓷砖：γ=0.5kN/m2，内墙采用水泥粉刷，墙面重：γ=0.36kN/m2，钢玻璃窗重：γ=0.4kN/m2，钢铁门重：γ=0.4kN/m2。楼盖及屋盖均采用现浇钢筋混凝土结构，楼板厚为110mm，梁截面高度按梁跨度的1/10--1/18估算，宽度按高度的1/2--1/3估算，边跨(BC、DE梁)：h=1/10×6600--1/18×6600=660--367，则取h=550，b=1/2h--1/3h=275--183，则取b=300(最小取300)中跨(CD梁)：h=1/10×2700--1/18×2700=270--150，但因为框架梁的截面高度不得小于400mm，且不宜大于梁净跨的1/4，故取h=400，b=300纵梁：h=1/10×6600--1/18×6600=660--367，则取h=500，b=1/2h--1/3h=250--167,则取b=300(最小取300)其中底层为了安全起见，承受荷载较大，故取梁宽为350，118 河南理工大学本科毕业设计(论文)混凝土全部采用C30，具体表4-3所示梁布置表4-3层次混凝土等级横梁(b×h)纵梁(b×h)BC、DE跨CD跨2-9C30300×550300×400300×5001C30350×550350×400350×500(注：表格中的单位为mm)柱网布置：本工程位于河南省焦作市山阳区，设防烈度为7度，地震加速度值为0.10g，柱截面尺寸可按Ac=N/fcun估算，由抗震设防烈度为8度，框架结构>24米，查2010规范表6.1.2知该框架的抗震等级为一级抗震，查规范表6.3.6轴压比限值得出轴压比μn=0.75；各层的重力荷载代表值近似取13kN/m2，由图可知边柱和中柱的负载面积分别为3.3×6.6m2和6.6×(2.7+6.6)/2m2则边柱：Ac=1.3×3.3×6.6×13×103×9/0.75×14.3=308880mm2中柱：Ac=1.25×6.6×4.65×13×103×9/0.75×14.3=418500mm2门厅柱：Ac=1.3×6.6×1.5×13×103×/0.75×14.3=231200mm2若为正方形，则边柱、中柱、门厅柱的截面高度为556mm、647mm、177mm。根据上述计算结果并综合考虑其他因素，本设计柱截面尺寸取值如下：底层柱700×700mm，其它层为600×600mm，门厅柱240×240mm。根据地基条件，基础离室外标高为500mm，底层柱高度从基础顶面取至一层板顶，即h1=4.5+0.5=5.0m。计算简图见4-2，4-34.2.2重力荷载计算1、屋面(上人屋顶)90mm厚现浇钢筋混凝土板0.09×25=2.25kN/m2300mm厚细石混凝土保护层22×0.03=0.66kN/m2三毡四油防水层0.40kN/m2118 河南理工大学本科毕业设计(论文)20mm厚水泥砂浆找平层20×0.02=0.40kN/m2150mm厚水泥硅石保温层5×0.15=0.75kN/m220mm厚混合砂浆抹灰17×0.02=0.34kN/m2总屋面荷载4.5kN/m2活荷载：q=2.5kN/m2屋面雪荷载Sk=μs×Sq=1.0×0.30=0.30kN/m22楼面恒荷载：水磨石地面0.65kN/m2110mm厚钢筋混凝土2.75kN/m2100mm厚钢筋混凝土2.5kN/m220mm厚混合砂浆0.34kN/m2故：110mm厚钢筋混凝土重3.74kN/m2110mm厚钢筋混凝土重2.49kN/m2g1=3.74×1.2=4.488kN/m2g1=2.49×1.2=2.988kN/m2楼面活荷载：为安全起见，取qk=3.0kN/m2，q=1.4×3=4.2kN/m2标准楼面：g+q/2=6.588kN/m2q/2=2.1kN/m2g+q=8.688kN/m2卫生间楼面：g+q/2=5.088kN/m2q/2=2.1kN/m2g+q=7.188kN/m23次梁的计算取h=(1/14--1/18)l=1/14×6600--1/18×6600=471--366，则取次梁为400×250mm。4梁柱布置图见4-45梁、柱、墙、窗、门重力荷载计算梁、柱可根据截面尺寸、材料容重及粉刷等计算出单位长度上的重力荷载；对墙、门、窗等可计算出单位面积上的重力荷载。具体过从从略，计算结果见表4-4、4-5。118 河南理工大学本科毕业设计(论文)118 河南理工大学本科毕业设计(论文)118 河南理工大学本科毕业设计(论文)墙重力荷载代表值表4-4层构件墙体bhlb门h门n门γ门b窗h窗n窗γ窗内抹外抹nGΣG1边纵E轴1-20.244.455.760000.41.83.120.40.360.842171.95028.6E轴2-30.244.455.90000.41.83.120.40.360.844357.7E轴4-50.244.455.31.5410.41.83.110.40.360.84172.4E轴5-60.244.455.30000.41.83.120.40.360.84174.5E轴6-70.244.455.31.5410.40000.40.360.841100.9A轴1-20.244.455.760000.44.23.110.40.360.842152.8A轴2-30.244.455.90000.44.23.110.40.360.844319.6A轴4-50.244.455.764410.40000.40.360.843183.5118 河南理工大学本科毕业设计(论文)中纵C轴2-30.244.455.91.5410.40000.40.7204423.9D轴2-30.244.455.90.8420.40000.40.7204416.5D轴4-70.244.4510.60000.41.83.120.40.7201188.6边横1轴上0.244.455.670000.40000.40.360.844563.42-9轴0.244.455.670000.40000.40.720111414.4轴0.244.455.671.5410.40000.40.360.843330.4中横1轴上0.244.452.460000.40000.40.360.842122.22轴0.244.452.461.5410.40000.40.720255.9门厅4轴上0.244.452.760000.41.83.110.40.360.84280.02边纵E轴1-20.243.355.820000.41.82.520.40.360.842126.34942.5E轴2-30.243.3560000.41.82.520.40.360.844266.1118 河南理工大学本科毕业设计(论文)续表4-4层构件墙体bhlb门h门n门γ门b窗h窗n窗γ窗内抹外抹nGΣG2边纵E轴4-70.243.3516.20000.41.82.540.40.360.84189.0B轴1-20.243.355.820000.44.22.510.40.360.842110.9B轴2-30.243.3560000.44.22.510.40.360.844245.6B轴4-50.243.355.760000.442.510.40.360.843324.3中纵C轴1-20.243.355.8213.410.40000.40.7204304.3C轴2-30.243.3561.53.410.40000.40.7204360.8D轴2-30.243.3560.83.420.40000.40.7204222.0D轴4-70.243.3516.21.53.420.41.82.520.40.7201102.8边1轴上0.243.355.640000.40000.40.360.8441216118 河南理工大学本科毕业设计(论文)横中间0.243.355.040000.40000.40.720171643.中横1轴上0.243.352.460000.40000.40.360.842189.2门厅4轴上0.243.352.760000.41.82.510.40.360.84246.33-5边纵E轴1-20.243.355.820000.41.82.520.40.360.54237.95086.3E轴2-30.243.3560000.41.82.520.40.360.58501.2E轴4-70.243.3516.20000.41.82.540.40.360.5194.1B轴4-50.243.355.40000.442.510.40.360.53285.3中纵C轴1-20.243.355.8213.410.40000.40.7204304.3C轴2-30.243.3561.53.410.40000.40.7204360.8D轴2-30.243.3560.83.420.40000.40.7204222.0118 河南理工大学本科毕业设计(论文)续表4-4层构件墙体bhlb门h门n门γ门b窗h窗n窗γ窗内抹外抹nGΣG3-5中纵D轴4-70.243.3516.21.53.420.41.82.520.40.720155.5C轴4-70.243.3516.21.53.420.40000.40.720163.5边横1轴上0.243.355.640000.40000.40.360.541141中间0.243.355.040000.40000.40.720171643中横1轴上0.243.352.460000.40000.40.360.52177.56-9边纵墙E轴1-20.243.355.820000.41.82.520.40.360.54237.95493.7E轴2-30.243.3560000.41.82.520.40.360.58501.2E轴4-70.243.3516.20000.41.82.540.40.360.5194.1B轴4-50.243.355.40000.442.510.40.360.53285.3中纵墙C轴1-20.243.355.8213.410.40000.40.7204304.3118 河南理工大学本科毕业设计(论文)C轴2-30.243.3561.53.410.40000.40.7204360.8D轴2-30.243.3560.83.420.40000.40.7204222.0D轴4-70.243.3516.21.53.420.41.82.520.40.720155.5C轴4-70.243.3516.21.53.420.40000.40.7201277.6边横墙1轴上0.243.355.640000.40000.40.360.541141隔墙0.243.355.0413.410.40000.40.7202193.3中间0.243.355.040000.40000.40.720171643.中横1轴上0.243.352.460000.40000.40.360.52177.5注：墙体重度为18kN/m3118 河南理工大学本科毕业设计(论文)主体梁柱重力荷载代表值表4-5层次构件bhγ抹灰glnG总重1边横梁350550251.054.595.4416399.841766.2中横梁350400251.053.682.461090.41次梁250400251.052.636.1417274.00边纵梁350550251.054.595.768211.68中纵梁1350550251.054.595.916433.65中纵梁2350550251.054.595.312292.16外横梁240300251.051.892.76420.87外纵梁240400251.052.525.76343.55柱700700251.113.485402695.02726.6门厅柱240240251.11.585431.682边横梁300550251.053.945.6418399.741652.9中横梁300400251.053.152.461077.49次梁250400251.052.636.2418294.84边纵梁300550251.053.945.828183.33中纵梁1300550251.053.94616378.00中纵梁2300550251.053.945.412255.15外横梁240300251.051.892.76420.87外纵梁240400251.052.525.76343.55柱600700251.111.553.9401801.81826.5门厅柱240240251.11.583.9424.713--9边横梁300550251.053.945.6418399.741588.5中横梁300400251.053.152.461077.49次梁250400251.052.636.2418294.84边纵梁300550251.053.945.828183.33中纵梁1300550251.053.94616378.00中纵梁2300550251.053.945.412255.15柱600600251.19.903.9401544.41544.4118 河南理工大学本科毕业设计(论文)6楼板重力荷载代表值的计算一层：G=[(57.6+0.24)×(6.6×2+2.7+0.24)-0.35×4×(57.6+0.24)-0.35×10×(6.6×2+2.7)-0.250×17×6.6-6×6.6×2]×3.74+(3×18-0.24×3×4)×3.74=2770.4kN二层：G=[(57.6+0.24)×(6.6×2+2.7+0.24)-0.3×4×(57.6+0.24)-0.3×10×(6.6×2+2.7)-0.25×18×6.6]×3.74+51.12×4.5=2779.1kN三--八层：G=[(57.6+0.24)×(6.6×2+2.7+0.24)-0.3×4×(57.6+0.24)-0.3×10×(6.6×2+2.7)-0.25×18×6.6]×3.74=2549.01kN顶层：G=[(57.6+0.24)×(6.6×2+2.7+0.24)-0.3×4×(57.6+0.24)-0.3×10×(6.6×2+2.7)-0.25×18×6.6]×4.5=3540.30kN7附加顶层附加女儿墙：1.2×18×0.24×[57.6+(6.6+2.7+6.6)×2]=766.05kN外抹灰：0.84×1.2×(57.6+6.6+2.7+6.60×2=148.2kN内抹灰：0.36×176.4=63.50kN楼梯间：楼面：6.6×6.6×4.5=196.02kN墙体：18×6.6×4×3×0.24=342.144kN构造柱：0.300×0.3×3×10×25=67.5kN构造梁：0.4×0.24×[(6.6×2+6×3)×2+6.6×11]=249.12kN综上：顶层附加重力荷载代表值为1832.5kN8活荷载一层：Q=[57.6×(6.6×2+2.7)-12×6.6]3=2509.92kN二--九层：Q=57.6×(6.6×2+2.7)×3=2747.52kN雪荷载：0.3×0.5×57.6×(6.6×2+2.7)=137.38kN9综合计算，重力荷载代表值如4-6，质点的重力荷载代表值见上图4-5。118 河南理工大学本科毕业设计(论文)各层重力荷载代表值表4-6层次梁柱墙板活荷载Gi顶1832.3813.071845.4591588.551544.405493.753540.30137.388785.3081588.551544.405493.752549.012509.9213685.6271588.551544.405493.752549.012509.9213685.6261588.551544.405493.752549.012509.9213685.6251588.551544.405086.302549.012509.9213481.9041588.551544.405086.302549.012509.9213278.1831588.551544.405086.302549.012509.9213278.1821652.961826.514942.452779.102747.5213879.4111766.152726.685028.602770.402509.9214308.594.2.3框架侧移刚度计算1横向框架梁侧移刚度计算。其中横纵梁线刚度ib计算过程见表4-7，柱线刚度ic计算过程见表4-8，各个梁柱侧移刚度图见图4-6。横梁线刚度计算表4-7类别层次bhIoLi=EI/L1.5EI/L2EI/L边横梁13505504.85×10966002.21×10103.31×10104.41×10102-93005504.16×10966001.76×10102.65×10103.53×1010中横梁13504001.87×10927002.07×10103.11×10104.15×10102-93004001.60×10927001.66×10102.49×10103.32×1010门厅梁12403005.4×10830005.4×1098.10×1091.08×101022403005.4×10830005.4×1098.10×1091.08×1010柱线刚度计算表4-8类别层次Ec(N/mm2)bhIo(mm4)Hi=EI/L柱13×1047007002.00×101050001.20×10112--93×1046006001.08×101039007.75×1010门厅13×1042402402.76×10850001.66×109118 河南理工大学本科毕业设计(论文)118 河南理工大学本科毕业设计(论文)2柱的分类：根据边柱中柱以及楼梯间分类，具体见图4-7。118 河南理工大学本科毕业设计(论文)3框架柱的抗侧移刚度计算，见表4-9，4-10。一—十号柱子的K、αc值的计算表4-9层次i1i2I3I4icKαchicD1一3.310.0000120.2750.3405121963623.132.650015.50.3720.1573.97.7596093-92.652.650015.50.3410.1463.97.7589271二4.410.0000120.3670.3665122110624.413.530015.50.5120.2043.97.75124673-93.533.530015.50.4550.1853.97.75113421三2.210.0000120.1840.3135121804322.211.760015.50.2560.1133.97.7569413-91.761.760015.50.2270.1023.97.7562351四3.313.1100120.5350.4085122351723.313.112.652.4915.50.7450.2723.97.75166083-92.652.492.652.4915.50.6630.2493.97.75152271五4.414.1500120.7130.4475122575724.414.153.533.3215.50.9940.3323.97.75203023-93.533.323.533.3215.50.8830.3063.97.75187401六2.214.1500120.5300.4075122345022.211.764.153.3215.50.7380.2693.97.75164823-91.763.321.763.3215.50.6550.2473.97.75150931七0.004.1500120.3450.3615122076924.414.153.533.3215.50.9940.3323.97.75203023-93.533.323.533.3215.50.8830.3063.97.75187401八0.810.81000.169.7590.87250.1669520.760.76000.314.8770.7093.90.158671九1.084.4100120.4570.1865121072321.014.411.083.3215.50.6330.4303.97.75263163-93.533.530015.50.4550.1853.97.75113421十1.080.0000120.0900.043512248021.081.011.76015.50.2480.3333.97.75203503-93.533.530015.50.4550.1853.97.7511342118 河南理工大学本科毕业设计(论文)层间柱的侧移刚度表4-10柱子编号层次一(Dj)数目总一119636478544296094384353-98927435709二12110671477412124677872723-911342779394三118043590213269415347073-96235531174四1235174940692166084664313-915227460907五125757923181522030291827213-9187409168659六12345051172492164825824093-915093575464七1207692415372203022406053-918740237480八169542781286743469九1107232214462263162526333-911342222684十1248024961220350240699118 河南理工大学本科毕业设计(论文)3-911342222684经计算各层柱抗侧移刚度总和为：一层D1=830355，二层D2=629380，三--九层D3-9=511471，故D2/D1=0.7579656876，D3-9/D2=0.8126588080均>0.7，故该框架为规则框架。4横向水平荷载作用下框架结构的内力和侧移计算(1)横向自振周期计算。(顶点位移法)将顶部质量折算到主体结构的顶层，即：Ge=1832.5×(1+3×3/2×36.2)=2060.3kN结构顶点的假想侧移计算，计算过程见表4-11，其中G9=Ge＋G9，△ui=Gｉ/ΣDj，ui表示第i层相对于地面的侧向位移。结构顶点的假想侧移计表4-11层次Gi/kNVGi/kNΣDi/(N/mm)Δui/mmui/mm9108461084651147221.2051019.5578136862453151147247.962998.3537136863821751147274.719950.39161368651902511472101.477875.67151348265384511472127.836774.19541327878663511472153.796646.35931327891941511472179.757492.562213879105820629381168.134312.805114309120129830355144.671144.671(2)水平地震作用及楼盖地震剪力计算本例中，结构高度为39.6m，不超过40m，质量和刚度的分布比较均匀，变形以剪切型为主，用底部剪力发计算水平地震作用。框架结构的结构基本自振周期T1=1.7×αt×μt0.5=1.7×0.65×1.019560.5=1.11575s本例中设防烈度为7度，设计基本地震加速度为0.10g，第二组，则在多遇地震作用下，αmax=0.08，场地类别为第Ⅱ组，Tg=0.40g，5Tg=0.40×5=2s，则Tg1.4Tg，故δn＝0.08×T1+0.01(0.35--0.55)内，δn=0.08×1.11575+0.01=0.09926△Fn=δn×FEK=0.09926×3239.083=321.51kN则Fi=GiHi×FEK(1-δn)/ΣGjHj=GiHi×2917.572/ΣGjHj具体计算过程见表4-12，各楼层地震剪力计算各质点横向水平地震作用及楼层地震剪力计算表表4-12层次HiGGiHi∑GiHiFiVi顶39.21845.4572341.642420887.380.029987.1887.18936.28785.30318027.802420887.380.1314383.28470.46832.313685.62442045.582420887.380.1826532.741003.20728.413685.62388671.652420887.380.1605468.411471.61624.513685.62335297.732420887.380.1385404.091875.70520.613481.90277727.122420887.380.1147334.712210.41416.713278.18221745.552420887.380.0916267.242477.65312.813278.18169960.662420887.380.0702204.832682.4828.913879.41123526.732420887.380.0510148.872831.351514308.5971542.932420887.380.029686.222917.57各质点水平地震作用及楼层剪力沿房屋高度的分布图见图4-8(3)水平地震作用下的位移验算。水平地震作用下框架结构的层间位移△ui和顶点位移ui计算，计算过程见表4-13。由表4-13118 河南理工大学本科毕业设计(论文)可见，最大层间弹性位移角发生在第二层，其值0.00115<0.00182=1/550，满足层间弹性位移角的要求。118 河南理工大学本科毕业设计(论文)水平地震作用下的位移验算表4-13层次Vi/kNΣDi/(N/mm)△ui/mmui/mmhi/mmθi=△ui/hi9470.460511471.7100.919831.848439000.0002481003.199511471.7101.961430.928639000.0005071471.613511471.7102.877228.967239000.0007461875.702511471.7103.667326.090039000.0009452210.409511471.7104.321722.422739000.0011142477.650511471.7104.844218.101139000.0012432682.481511471.7105.244613.256939000.0013422831.351629380.6264.49868.012339000.0011512917.572830355.0373.51363.513650000.00070(4)水平地震作用下框架内力计算(D值法)以平面图中2轴线横向框架内力计算为例，说明计算方法，其余框架内力计算从略。具体计算过程见表4.-14，4-15，4-16，4-172轴线边柱和中柱的剪力计算表4-14层次D中D边ΣDiV剪D中/ΣDD边/ΣDV中V边91134218740511471.7470.460.02220.036610.4317.2481134218740511471.71003.200.02220.036622.2536.7671134218740511471.71471.610.02220.036632.6353.92118 河南理工大学本科毕业设计(论文)61134218740511471.71875.700.02220.036641.5968.7251134218740511471.72210.410.02220.036649.0280.9941134218740511471.72477.650.02220.036654.9490.7831134218740511471.72682.480.02220.036659.4898.2821246720302629380.62831.350.01980.032356.0991.3312110625757830355.02917.570.02540.031074.1690.50柱的反弯点位置取决于该柱上下端转角的比值。如果柱上下端转角相同，反弯点就在株高的中央；如果柱上下端转角不同，则反弯点偏向转角较大的一端，亦即偏向约束刚度较小的一端。影响柱梁端转角大小的因素有侧向外荷载的形式、梁柱线刚度比、结构总层数及该柱所在的层次、柱上下横梁线刚度比，上层层高的变化、下层层高的变化等因素。为分析上述因素对反弯点高度的影响，假定框架在节点水平力作用写，同层各节点的转角相等，即假定同层各横梁的反弯点均在各横梁跨度的中央而该点又无竖向位移。修正后的柱反弯点高度y0：梁柱线刚度比及层数、层次对反弯点高度的影响，查表2.1、2.2y1：上下横梁线刚度比对反弯点高度的影响，查附录表2.3y2：上层层高发生变化时，查附录表2.4y3：下层层高发生变化时，查附录表2.4经过修正后，柱底至反弯点的高度由下式求出：yh=(y0+y1+y2+y3)h具体的修正值见表4-15118 河南理工大学本科毕业设计(论文)计算框架柱反弯点高度之比表4-15层次2号柱5号柱Ky0y1y2y3yKy0y1y2y3y90.45550.22770000.22770.88390.350000.3580.45550.350000.350.88390.40000.470.45550.40000.40.88390.450000.4560.45550.42770000.42770.88390.450000.4550.45550.450000.450.88390.490000.49240.45550.450000.450.88390.50000.530.45550.50000.50.88390.50000.520.51230.550.0500.0230.6230.99420.50.0029000.50310.36750.83250-0.001800.83070.71330.70-0.02400.676柱端弯矩及剪力计算表4-16层次层高2号柱5号柱yV剪M上M下yV剪M上M下93.90.227710.43331.4239.2640.3517.23751.91823.52983.90.3522.24656.39430.3660.436.75693.17757.34073.90.432.63376.36250.9080.4553.919126.17094.627118 河南理工大学本科毕业设计(论文)63.90.427741.59492.83769.3800.4568.724153.390120.611118 河南理工大学本科毕业设计(论文)53.90.4549.016105.14086.0240.49280.987173.718155.39943.90.4554.942117.85296.4240.590.779194.721177.01933.90.559.485115.995115.9950.598.284191.653191.65323.90.62356.08782.464136.2730.502991.332134.286179.131150.8307574.15862.756308.0350.67690.50276.587305.896其中M上=v×(h-h×y)，M下=v×y×h梁端弯矩、剪力及柱轴力计表4-17层次边梁中梁柱轴力M左M右LV0系数M左M右LV0系数边柱中柱931.4226.726.68.810.51525.2025.202.718.670.485-8.81-9.86865.6660.066.619.050.51556.6556.652.741.960.485-27.86-32.777106.7394.436.630.480.51589.0889.082.765.980.485-58.34-68.286143.74127.636.641.120.515120.39120.392.789.180.485-99.45-116.335174.52151.466.649.390.515142.87142.872.7105.830.485-148.84-172.774203.88180.176.658.190.515169.95169.952.7125.890.485-207.03-240.473212.42189.726.660.930.515178.95178.952.7132.560.485-267.96-312.102198.46167.736.655.480.515158.21158.212.7117.190.485-323.45-373.811199.03132.056.650.160.516123.67123.672.791.600.484-373.61-415.25注：柱轴力中的负号代表拉力，当为左地震作用时，左侧两根柱为拉力，对应的右侧两根柱为压力，表中M118 河南理工大学本科毕业设计(论文)单位为kN·m，V的单位为kN，l单元为m。水平地震作用下框架的弯矩图、梁剪力图及柱轴力图如图4-9、4-10118 河南理工大学本科毕业设计(论文)118 河南理工大学本科毕业设计(论文)118 河南理工大学本科毕业设计(论文)4.2.4竖向荷载作用下框架结构的内力计算1横向框架内力计算单元(1)计算单元取轴线横向框架进行计算，计算单元宽度为6.6m，如图4-10，由于房间内布置次梁，故直接传给该框架的楼面荷载为如图的水平阴影所示，计算单元范围内的其余楼面荷载则通过次梁和纵梁框架以集中力的形式传给横向框架，作用为各节点上，由于纵向框架梁的中心与柱的中心线不重合，因此，在框架节点上作用有集中力矩。(2)荷载计算，计算简图如图118 河南理工大学本科毕业设计(论文)①恒载计算对于第九层层q1边，q1中代表横梁自重，为均布荷载形式，由图可计算出q1边=3.94kN/m，q1中=3.15kN/mq2边分别为房间和走道板传给横梁的梯形荷载和三角形荷载，由图可计算出q2边=4.5×6.6=29.7kN/mq2中=4.5×2.7=12.15kN/mP边、P中分别由边纵梁、中纵梁直接传个柱的恒载，它包括梁自重，楼板重和女儿墙等的重力荷载，计算如下P边=3.3×1.65×0.5×2×4.5+0.5×(3.3+6.6)×1.65×4.5+3.15×6.6×0.5+2.63+6.6×1+1.2×0.24×18×6.6=130.154kNP=3.3×1.65×0.5×2×4.5+0.5×(3.3+6.6)×1.65×4.5+3.15×6.6×0.5+2.63+6.6×1+0.5×(1.95+3.3)×1.35×4.5=127.834kN集中力矩M边=130.87×(0.6-0.3)/2=19.52kN·mM中=127.834×(0.6-0.3)/2=19.18kN·m对于2-8层q1边，q1中代表横梁自重，为均布荷载形式，由图可计算出q1边=3.94+0.24×3.4×18+3.4×0.72=21.076kN/m，q1中=3.15kN/mq2边分别为房间和走道板传给横梁的梯形荷载和三角形荷载，由图可计算出q2边=3.74×6.6=26.448kN/mq2中=3.74×2.7=10.098kN/mP边、P中分别由边纵梁、中纵梁直接传个柱的恒载P边=3.3×1.65×0.5×2×3.74+0.5×(3.3+6.6)×1.65×3.74+2.63×6.6×0.5+3.94×6.6+(110.94/2+245.63/4)/2=144.034kNP中=3.3×1.65×0.5×2×3.74+0.5×(3.3+6.6)×1.65×3.74+2.63×6.6×0.5+3.94×6.6+0.5×(1.95+3.3)×1.35×2×3.75+(304.27/4+360.78/4)/2=195.054kN集中力矩M边=144.034×(0.6-0.3)/2=21.61kN·mM中=195.054×(0.6-0.3)/2=29.26kN·m对于底层q1边，q1中代表横梁自重，为均布荷载形式，由图可计算出118 河南理工大学本科毕业设计(论文)q1边=4.59+0.24×3.4×18+3.4×0.75=21.076kN/m，q1中=3.67kN/mq2边分别为房间和走道板传给横梁的梯形荷载和三角形荷载，由图可计算出q2边=3.74×6.6=24.684kN/mq2中=3.24×2.7=10.098kN/mP边、P中分别由边纵梁、中纵梁直接传个柱的恒载P边=3.3×1.65×0.5×2×3.74+0.5×(3.3+6.6)×1.65×3.74+2.63×6.6×0.5+4.59×6.6+110.94/2+245.63/4)/2=148.32kNP中=3.3×1.65×0.5×2×3.74+0.5×(3.3+6.6)×1.65×3.74+2.63×6.6×0.5+4.59×6.6+0.5×(1.95+3.3)×1.35×2×3.75+(304.27/4+360.78/4)/2=199.344kN集中力矩M边=148.32×(0.7-0.35)/2=25.96kNmM中=199.344×(0.7-0.35)/2=34.89kNm活载计算对于顶层q2边分别为房间和走道板传给横梁的梯形荷载和三角形荷载，由图可计算出q2边=6.6×2.5=16.5kN/mq2中=2.5×2.7=6.75kN/mP边、P中分别由边纵梁、中纵梁直接传个柱的活载，由图可计算出P边=0.5×3.3×1.65×2×2.5+0.5×(3.3+6.6)×1.65×2.5=34.03kNP中=0.5×3.3×1.65×2×2.5+0.5×(3.3+6.6)×1.65×2.5+0.5×(1.95+3.3)×1.35×2×2.5=51.75kN集中力矩M边=34.03×(0.6-0.3)/2=5.1kNmM中=51.75×(0.6-0.3)/2=7.76kNm对于2-6层q2边分别为房间和走道板传给横梁的梯形荷载和三角形荷载，由图可计算出q2边=3×6.6=19.8kN/mq2中=2.7×3=8.1kN/mP边、P中分别由边纵梁、中纵梁直接传个柱的活载，由图可计算出P边=0.5×3.3×1.65×2×3+0.5×(3.3+6.6)×1.6×3=40.84kNP中=0.5×3.3×1.65×2×3+0.5×(3.3+6.6)×1.6×3+0.5×(1.95+3.3)×1.35×2×3=62.10kN集中力矩M边=40.84×(0.6-0.3)/2=6.13kN·m118 河南理工大学本科毕业设计(论文)M中=62.10×(0.6-0.3)/2=9.32kN·m对于底层q2边分别为房间和走道板传给横梁的梯形荷载和三角形荷载，由图可计算出q2边=3×6.6=19.8kN/mq2中=2.7×3=8.1kN/mP边、P中分别由边纵梁、中纵梁直接传个柱的活载，由图可计算出P边=0.5×3.3×1.65×2×3+0.5×(3.3+6.6)×1.6×3=40.84kNP中=0.5×3.3×1.65×2×3+0.5×(3.3+6.6)×1.6×3+0.5×(1.95+3.3)×1.35×2×3=62.10kN集中力矩M边=40.84×(0.7-0.35)/2=7.15kN·mM中=62.10×(0.7-0.35)/2=10.87kN·m③、雪荷载计算对于顶层q2边分别为房间和走道板传给横梁的梯形荷载和三角形荷载，由图可计算出q2边=0.3×6.6=1.98kN/mq2中=0.3×2.7=0.81kN/mP边、P中分别由边纵梁、中纵梁直接传个柱的活载，由图可计算出P边=0.5×3.3×1.65×2×0.3+0.5×(3.6+6.6)×1.65×0.3=4.08kNP中=0.5×3.3×1.65×2×0.3+0.5×(3.6+6.6)×1.65×0.3+0.5×(1.95+3.3)1.35×2×0.3=6.21kN集中力矩M边=4.08×(0.6-0.3)/2=0.612kN·mM中=6.21×(0.6-0.3)/2=0.93kN·m将以上结果汇总：如表4-18，4-19横向框架恒载汇总表表4-18层次q1边q1中q2边q2中P边P中M边M中93.943.1529.712.15130.154127.83419.5219.18821.0763.1524.68410.098144.034195.05421.6129.26721.0763.1524.68410.098144.034195.05421.6129.26621.0763.1524.68410.098144.034195.05421.6129.26521.0763.1524.68410.098144.034195.05421.6129.26118 河南理工大学本科毕业设计(论文)421.0763.1524.68410.098144.034195.05421.6129.26118 河南理工大学本科毕业设计(论文)续表4-16层次q1边q1中q2边q2中P边P中M边M中321.0763.1524.68410.098144.034195.05421.6129.26221.0763.1524.68410.098144.034195.05421.6129.26121.7263.6724.68410.098148.32199.34425.9634.89横向框架活荷载汇总表表4-19层次q2边q2中P边P中M边M中916.5(1.98)6.75(0.87)34.03(4.08)51.75(6.21)5.1(0.612)7.76(0.93)819.88.140.8462.16.139.32719.88.140.8462.16.139.32619.88.140.8462.16.139.32519.88.140.8462.16.139.32419.88.140.8462.16.139.32319.88.140.8462.16.139.32219.88.140.8462.16.139.32119.88.140.8462.17.1510.87(括号内为雪荷载作用下的荷载标准值)(3)内力计算①恒载、活载雪荷载的计算计算固端弯矩的时候采用折算计算方法，即：把梯形和三角形的荷载转化成均布荷载，具体计算如下：恒载第九层：g边=3.94+(1-2a2+a3)×29.70(其中a=1650/6600)=30.392kN/mg中=3.15+(1-2a2+a3)×12.15(其中a=1350/2700)=10.74kN/m中间层：g边=21.076+(1-2a2+a3)×24.684(其中a=1650/6600)118 河南理工大学本科毕业设计(论文)=43.06kN/mg中=3.15+(1-2a2+a3)×10.098(其中a=1350/2700)=9.46kN/m第一层：g边=21.726+(1-2a2+a3)×24.684(其中a=1650/6600)=30.392kN/mg中=3.67+(1-2a2+a3)×10.098(其中a=1350/2700)=9.98kN/m活载：第九层：g边=(1-2a2+a3)×16.5(其中a=1650/6600)=14.69kN/mg中=(1-2a2+a3)×6.75(其中a=1350/2700)=4.22kN/m中间层：g边=17.63kN/mg中=5.06kN/m第一层：g边=17.63kN/mg中=5.06kN/m雪荷载：顶层：g边=(1-2a2+a3)×1.98=1.76kN/m(其中a=1650/6600)g中=(1-2a2+a3)×0.87=0.54kN/m(其中a=1350/2700)(4)横向框架结构的弯矩二次分配梁端、柱端弯矩采用弯矩二次分配法计算。由于结构和荷载均对称，故计算时可用框架。弯矩图计算如下列各图。包括顶层弯矩分配，中间层弯矩分配，底层弯矩分配。其中梁端剪力可根据梁上竖向荷载引起的剪力与梁端弯矩引起的剪力叠加而得，柱轴力可由梁端剪力和节点集中力叠加得到。恒荷载作用下，框架的弯矩分配计算见图，框架的弯矩图见图4-13，未折减；活荷载作用下，框架的弯矩分配计算见图，框架的弯矩图见图4-14，未折减；恒活荷载作用下，框架梁端剪力及轴力分别见表4-22；4-23118 河南理工大学本科毕业设计(论文)上柱下柱右梁九左梁上柱下柱右梁0.6870.313层0.2910.6400.06919.52-110.32110.3219.18-6562.3828.42-24.63-54.17-5.8427.41-12.3214.21-23.66-10.37-4.72-2.75-6.05-0.6579.42-98.94102.65-71.78-11.690.4070.4070.185八0.1780.3900.3900.04221.61-156.31层156.3129.26-5.7354.8254.8224.92-21.59-47.31-47.31-5.0931.1924.71-10.8012.4627.09-23.66-18.36-18.36-8.346.8214.9314.931.6167.6561.17-150.53153.99-59.47-56.04-9.210.4070.4070.185七0.1780.3900.3900.04221.62-156.31层156.3129.26-5.7354.8254.8224.92-21.59-47.31-47.31-5.0927.4127.41-10.8012.46-23.66-23.66-17.92-17.92-8.146.2113.6013.601.4664.3164.31-150.33153.39-57.37-57.37-9.360.4070.4070.185六0.1780.3900.3900.04221.62-156.31层156.3129.26-5.7354.8254.8224.92-21.59-47.31-47.31-5.0927.4127.41-10.8012.46-23.66-23.66-17.92-17.92-8.146.2113.6013.601.4664.3164.31-150.33153.39-57.37-57.37-9.36118 河南理工大学本科毕业设计(论文)0.4070.4070.185五0.1780.3900.3900.04221.62-156.31层156.3129.26-5.7354.8254.8224.92-21.59-47.31-47.31-5.0927.4127.41-10.8012.46-23.66-23.66-17.92-17.92-8.146.2113.6013.601.4664.3164.31-150.33153.39-57.37-57.37-9.360.4070.4070.185四0.1780.3900.3900.04221.62-156.31层156.3129.26-5.7354.8254.8224.92-21.59-47.31-47.31-5.0927.4127.41-10.8012.46-23.66-23.66-17.92-17.92-8.146.2113.6013.601.4664.3164.31-150.33153.39-57.37-57.37-9.360.4070.4070.185三0.1780.3900.3900.04221.62-156.31层156.3129.26-5.7354.8254.8224.92-21.59-47.31-47.31-5.0927.4127.41-10.8012.46-23.66-23.66-17.92-17.92-8.146.2113.6013.601.4664.3164.31-150.33153.39-57.37-57.37-9.360.4070.4070.185二0.1780.3900.3900.04221.62-156.31层156.3129.26-5.7354.8254.8224.92-21.59-47.31-47.31-5.0921.4121.30-10.8012.46-23.66-10.30-12.99-12.99-5.903.838.398.390.9263.2463.13-148.09151.01-62.58-49.22-9.920.4070.4070.185一0.1780.3900.3900.042118 河南理工大学本科毕业设计(论文)42.6025.9665.82-158.6724.29层158.67-20.6034.89-36.26-56.03-6.06-4.8327.41-5.49-8.49-10.3-3.1312.152.01-23.663.555.480.4764.5257.3328.67-147.81152.23-56.37-50.55-25.28-10.42恒荷载弯矩二次分配上柱下柱右梁九左梁上柱下柱右梁0.6870.3130.2910.6400.0695.1-53.3253.227.76-2.6933.1315.09-12.48-27.44-2.9611.78-6.247.55-10.07-3.81-1.730.731.610.1741.10-46.2049.12-35.9-5.480.4070.4070.185八0.1780.3900.3900.0426.13-64.0064.009.32-3.0723.5523.5510.71-9.19-20.13-20.13-2.1716.6611.78-4.605.36-13.72-10.07-9.70-9.70-4.413.287.197.190.7730.5125.63-62.3063.45-26.66-23.01-4.470.4070.4070.185七0.1780.3900.3900.0426.13-64.0064.009.32-3.0723.5523.5510.71-9.19-20.13-20.13-2.1711.7811.78-4.605.36-10.07-10.07-7.72-7.72-3.512.635.765.760.2627.6127.61-61.4062.80-24.44-24.44-4.62118 河南理工大学本科毕业设计(论文)0.4070.4070.185六0.1780.3900.3900.0426.13-64.0064.009.32-3.0723.5523.5510.71-9.19-20.13-20.13-2.1711.7811.78-4.605.36-10.07-10.07-7.72-7.72-3.512.635.765.760.2627.6127.61-61.4062.80-24.44-24.44-4.620.4070.4070.185五0.1780.3900.3900.0426.13-64.0064.009.32-3.0723.5523.5510.71-9.19-20.13-20.13-2.1711.7811.78-4.605.36-10.07-10.07-7.72-7.72-3.512.635.765.760.2627.6127.61-61.4062.80-24.44-24.44-4.620.4070.4070.185四0.1780.3900.3900.0426.13-64.0064.009.32-3.0723.5523.5510.71-9.19-20.13-20.13-2.1711.7811.78-4.605.36-10.07-10.07-7.72-7.72-3.512.635.765.760.2627.6127.61-61.4062.80-24.44-24.44-4.620.4070.4070.185三0.1780.3900.3900.0426.13-64.0064.009.32-3.0723.5523.5510.71-9.19-20.13-20.13-2.1711.7811.78-4.605.36-10.07-10.07-7.72-7.72-3.512.635.765.760.2627.6127.61-61.4062.80-24.44-24.44-4.620.4070.4070.185二0.1780.3900.3900.042118 河南理工大学本科毕业设计(论文)6.13-6.464.009.32-3.0723.5523.5510.71-9.19-20.13-20.13-2.1711.789.13-4.605.36-10.07-7.71-6.64-6.64-3.022.214.844.840.5228.6926.04-60.9162.38-25.36-23.00-4.720.4070.4070.185一0.1780.3900.3900.04218.257.1528.20-64.0010.4064.00-8.7610.87-15.42-23.83-3.07-2.0511.78-2.38-3.67-4.38-1.355.200.85-10.071.502.320.227.6524.5312.16-59.3361.2923.99-21.51-10.76-4.9活荷载弯矩二次分配0.6870.313九0.2910.6400.0690.612-6.396.390.93-0.373.9691.809-1.493-3.283-0.3540.7470.9050.5130.234-0.263-0.579-0.0624.482-5.0945.539-3.862-0.7460.4070.4070.185八0.1780.3900.3900.0421.985-0.808-0.808-0.3670.292-1.6420.6400.640.0691.177-0.808-0.3670.292-1.0020.640.069雪荷载弯矩二次分配118 河南理工大学本科毕业设计(论文)118 河南理工大学本科毕业设计(论文)118 河南理工大学本科毕业设计(论文)恒载作用下梁端剪力(kN)表4-20层次荷载引起剪力弯矩引起剪力总剪力BC跨CD跨BC跨CD跨BC跨CD跨Vb=VcVc=VdVb=-VcVc=VdVbVcVd=Vc986.5118.6-0.56085.9587.0718.68130.6417.21-0.520130.12131.1617.217130.6417.21-0.460130.18131.1017.216130.6417.21-0.460130.18131.1017.215130.6417.21-0.460130.18131.1017.214130.6417.21-0.460130.18131.1017.213130.6417.21-0.460130.18131.1017.212130.6417.21-0.440130.2131.0817.211132.7918.93-0.670132.12133.4618.93恒载作用下柱轴力(kN)表4-21层次总剪力柱轴力BC跨CD跨边柱中柱VbVcVd=VcN顶N底N顶N底985.9587.0718.6216.10254.71233.50272.118130.12131.1617.21528.87567.48615.54654.157130.18131.1017.21841.69880.30997.511036.126130.18131.1017.211154.521193.131379.491418.105130.18131.1017.211467.341505.951761.461800.074130.18131.1017.211780.161818.772143.432182.043130.18131.1017.212092.992131.602525.412564.022130.2131.0817.212405.832444.442907.362945.971132.12133.4618.932724.882792.263297.713365.08118 河南理工大学本科毕业设计(论文)活载作用下梁端剪力及柱轴力(kN)表4-22层次荷载引起剪力弯矩引起剪力总剪力柱轴力BC跨CD跨BC跨CD跨BC跨CD跨边柱中柱Vb=VcVc=VdVb=-VcVc=VdVbVcVd=VcN顶=N底N顶=N底940.844.56-0.44040.441.284.5674.4397.59849.015.47-0.17048.849.185.47164.11257.71749.015.47-0.21048.849.225.47253.75417.83649.015.47-0.21048.849.225.47343.39577.95549.015.47-0.21048.849.225.47433.03738.07449.015.47-0.21048.849.225.47522.67898.19349.015.47-0.21048.849.225.47612.311058.3249.015.47-0.22048.849.235.47701.941218.4149.015.47-0.3048.749.315.47791.491378.5雪荷载作用下梁端剪力及柱轴力(kN)表4-23层次荷载引起剪力弯矩引起剪力总剪力柱轴力BC跨CD跨BC跨CD跨BC跨CD跨边柱中柱Vb=VcVc=VdVb=-VcVc=VdVbVcVd=VcN顶=N底N顶=N底94.7520.5870.0704.824.6850.598.9011.48849.015.47-0.08048.949.085.4798.67128.14749.015.47-0.21048.849.225.47188.31244.93649.015.47-0.21048.849.225.47277.95361.72549.015.47-0.21048.849.225.47367.59478.50449.015.47-0.21048.849.225.47457.23595.29118 河南理工大学本科毕业设计(论文)349.015.47-0.21048.849.225.47546.87712.08249.015.47-0.22048.849.235.47636.50828.88149.015.47-0.3048.749.315.47726.05945.764.3横向框架内力组合4.3.1结构抗震等级结构的抗震等级可根据结构类型，地震烈度，房屋高度等因素，确定该工程的框架为二级抗震等级。4.3.2框架梁内力组合本例考虑三种内力组合，即1.2SGk+1.4SQk，1.35SGk+1.0SQk及1.2SGE+1.3SEk。各层梁的内力组合结果见表4-24，表中SGk，SQk两列中的梁端弯矩M为为经过调幅后的弯矩，组合时进行调幅，(调幅系数取0.8)，跨中弯矩调幅系数适当取1.25。四级抗震等级的框架梁可直接取考虑地震作用组合的剪力计算值。一、二、三级抗震等级框架梁的剪力设计值，应根据强剪弱弯的抗震设计目标。根据梁端弯矩调整梁端剪力设计值，即按下式计算：式中、--分别为梁左、右端逆时针或顺时针方向截面组合的弯矩设计值。--梁剪力增大系数，一、二、三级分别去1.3，1.2和1.1ln--梁的净跨VGb--考虑地震作用组合的重力荷载代表值作用下，按简支梁分析的梁端截面剪力设计值。强剪弱弯调整后计算见表4-25118 河南理工大学本科毕业设计(论文)框架梁内力组合表4-24层次截面内力SGKSQkSEK左SEK右γRE[1.2(SGK+0.5SQK)+1.3SEK]1.35SGK+SQK1.2SGK+1.4SQK九层有雪荷载BM-98.94-0.3731.40-31.40-40.75-101.98-107.15-95.39V85.954.82-8.818.8180.3999.86120.85109.89C左M-102.65-5.54-26.2226.22-101.47-50.34-115.29-130.93V87.074.698.81-8.81100.9481.47122.2388.83C右M-11.69-0.7525.20-25.2015.88-33.26-13.22-12.06V18.600.59-18.6718.67-1.3639.6025.7023.14跨间MBC84.085.552.34-2.3491.1883.18119.06108.67MCD-1.90-0.250.000.00-1.46-1.46-2.25-2.10九层BM-98.94-46.2031.40-31.40-57.25-118.48-143.82-146.73V85.9540.40-8.818.8198.54118.01156.43159.70C左M-102.65-49.12-26.2226.22-117.16-66.03-150.16-153.56V87.0741.288.81-8.81119.60100.13158.82162.28C右M-11.69-5.4825.20-25.2014.18-34.96-17.01-17.36V18.605.47-18.6718.671.1342.3930.5823.98跨间MBC84.0842.032.34-2.34109.79104.61155.54127.79118 河南理工大学本科毕业设计(论文)MCD-1.902.120.000.00-0.61-0.61-0.360.55八层BM-150.53-62.3065.60-65.60-66.85-194.77-212.41-214.28118 河南理工大学本科毕业设计(论文)续表4-24层次截面内力SGKSQkSEK左SEK右γRE[1.2(SGK+0.5SQK)+1.3SEK]1.35SGK+SQK1.2SGK+1.4SQKV130.1248.84-19.0519.05136.58178.68224.50224.52C左M-153.99-63.45-60.0660.06-192.27-75.16-217.07-218.89V131.1649.1819.05-19.05179.92137.81226.25226.24C右M-9.21-4.4756.65-56.6546.99-63.47-13.52-13.85V17.215.47-41.9641.96-26.0266.7128.7028.31跨间MBC106.8643.062.77-2.77134.02127.89187.32188.51MCD-0.590.180.000.00-0.36-0.36-0.49-0.36七层BM-150.53-61.40106.73-106.73-26.42-234.55-211.69-213.28V130.1848.80-30.4830.48123.99191.35224.54224.54C左M-153.99-62.80-94.4394.43-225.55-41.41-216.55-218.17V131.1049.1830.48-30.48192.48125.12226.17226.17C右M-9.21-4.6289.08-89.0878.56-95.15-13.64-14.02V17.215.47-65.9865.98-52.5693.2528.7028.31跨间MBC106.9944.076.15-6.15138.40124.81188.51190.09MCD-0.74-0.010.000.00-0.54-0.54-0.81-0.72118 河南理工大学本科毕业设计(论文)六层BM-150.53-61.40143.74-143.749.66-270.63-211.69-213.28V130.1848.80-41.1241.12112.23203.11224.54224.54118 河南理工大学本科毕业设计(论文)续表4-24层次截面内力SGKSQkSEK左SEK右γRE[1.2(SGK+0.5SQK)+1.3SEK]1.35SGK+SQK1.2SGK+1.4SQK六层C左M-153.99-62.80-127.63127.63-257.92-9.04-216.55-218.17V131.1049.1841.12-41.12204.24113.37226.17226.17C右M-9.21-4.62120.39-120.39109.09-125.67-13.64-14.02V17.215.47-89.1889.18-78.20118.8928.7028.31跨间MBC106.9944.078.14-8.14140.60122.61188.51190.09MCD-0.74-0.010.000.00-0.54-0.54-0.81-0.72五层BM-150.53-61.40174.52-174.5239.67-300.64-211.69-213.28V130.1848.80-49.3949.39103.10212.25224.54224.54C左M-153.99-62.80-151.46151.46-281.1514.19-216.55-218.17V131.1049.1849.39-49.39213.38104.23226.17226.17C右M-9.21-4.62142.87-142.87131.00-147.59-13.64-14.02V17.215.47-105.83105.83-96.60137.2928.7028.31跨间MBC106.9944.0711.53-11.53144.35118.86188.51190.09MCD-0.74-0.010.000.00-0.54-0.54-0.81-0.72四层BM-150.53-61.40203.88-203.8868.30-329.27-211.69-213.28V130.1848.80-58.1958.1993.37221.97224.54224.54118 河南理工大学本科毕业设计(论文)C左M-153.99-62.80-180.17180.17-309.1542.18-216.55-218.17118 河南理工大学本科毕业设计(论文)续表4-24层次截面内力SGKSQkSEK左SEK右γRE[1.2(SGK+0.5SQK)+1.3SEK]1.35SGK+SQK1.2SGK+1.4SQK四层V131.1049.1858.19-58.19223.1094.50226.17226.17C右M-9.21-4.62169.95-169.95157.41-174.00-13.64-14.02V17.215.47-125.09125.09-117.88158.5728.7028.31跨间MBC106.9944.0711.86-11.86144.71118.50188.51190.09MCD-0.74-0.010.000.00-0.54-0.54-0.81-0.72三层BM-150.53-61.40212.42-212.4276.62-337.60-211.69-213.28V130.1848.80-60.9360.9390.34225.00224.54224.54C左M-153.99-62.80-189.72189.72-318.4651.50-216.55-218.17V131.1049.1860.93-60.93226.1391.48226.17226.17C右M-9.21-4.62178.95-178.95166.18-182.77-13.64-14.02V17.215.47-132.56132.56-126.13166.8228.7028.31跨间MBC106.9944.0711.35-11.35144.15119.06188.51190.09MCD-0.74-0.010.000.00-0.54-0.54-0.81-0.72二层BM-148.09-60.91198.46-198.4664.95-322.05-208.67-210.39V130.2048.79-55.4855.4896.38218.99224.56224.55C左M-151.01-62.38-167.73167.73-294.7232.35-212.99-214.84118 河南理工大学本科毕业设计(论文)V131.0849.2355.48-55.48220.1197.50226.19226.22118 河南理工大学本科毕业设计(论文)续表4-24层次截面内力SGKSQkSEK左SEK右γRE[1.2(SGK+0.5SQK)+1.3SEK]1.35SGK+SQK1.2SGK+1.4SQK二层C右M-9.92-4.72158.21-158.21145.41-163.10-14.49-14.81V17.215.47-117.19117.19-109.15149.8428.7028.31跨间MBC110.3844.6615.37-15.37152.35118.38193.68194.98MCD-1.30-0.110.000.00-0.98-0.98-1.49-1.37一层BM-147.81-59.33199.03-199.0366.27-321.84-207.10-208.35V132.1248.71-50.1650.16104.18215.03227.07226.74C左M-152.23-61.29-132.05132.05-260.42-2.92-213.44-214.79V133.4649.3150.16-50.16216.70105.85229.48229.19C右M-10.42-4.90123.67-123.67111.31-129.84-15.17-15.49V18.935.47-91.6091.60-79.12123.3231.0330.37跨间MBC114.3746.4066.98-66.98214.3466.31200.80202.21MCD-1.33-0.290.000.00-1.06-1.06-1.67-1.60118 河南理工大学本科毕业设计(论文)横向框架梁的剪力设计值计算表4-25层次截面位置恒+0.5活lnVGbMbcMbrV调9边跨37.7355.64138.337146.73153.56202.228中跨12.852.4620.54734.9634.9654.6548边跨51.8755.64190.174214.28218.89282.338中跨11.992.4619.17263.4763.4781.0947边跨51.8755.64190.174234.55225.55288.067中跨11.992.4619.17295.1595.15112.0016边跨51.8755.64190.174270.63257.92302.631中跨11.992.4619.172125.67125.67141.7775边跨51.8755.64190.174300.64281.15313.959中跨11.992.4619.172147.59147.59163.1624边跨51.8755.64190.174309.15329.27326.008中跨11.992.4619.172174.00174.00188.9283边跨51.8755.64190.174337.60318.46329.761中跨11.992.4619.172182.77182.77197.4842边跨51.8755.64190.174322.05294.72321.401中跨11.992.4619.172163.10163.10178.2941边跨52.5255.44185.728321.84260.42314.168中跨12.512.4620.003129.84129.84146.6774.3.3框架柱内力组合1框架柱的弯矩，剪力和轴力沿线性变化的，因此取每层柱顶和柱底两个控制截面，考虑到柱内一般采用对称配筋，柱子控制截面的最不利组合内力一般有：|Mmax|及相应的N、V；Nmax及相应的M；Nmin及相应的M。具体组合见表4-26，4-27118 河南理工大学本科毕业设计(论文)横向框架柱边柱弯矩和轴力组合表4-26层次截面内力SGKSQKSQK雪SEK左右震γRE[1.2(SGK+0.5SQK)+1.3SEK]1.35SGK+SQK1.2SGK+1.4SQK9柱顶M79.4241.104.48-31.4231.4245.72111.07148.32152.84N216.1074.438.90-8.818.81202.57220.89366.17363.53柱底M-67.65-30.51-1.189.26-9.26-55.87-75.14-121.84-123.89N254.7174.438.90-8.818.81239.64257.96418.29409.868柱顶M61.1725.630.81-56.3956.390.46117.76108.21109.29N528.87164.1198.67-27.8627.86526.11584.05878.08864.40柱底M-64.31-27.61-27.6130.37-30.37-43.41-106.57-114.43-115.83N567.48164.1198.67-27.8627.86563.17621.11930.21910.737柱顶M64.3127.6127.61-76.3676.36-4.43154.41114.43115.83N841.69253.75188.31-58.3458.34837.75959.081390.031365.28柱底M-64.31-27.61-27.6150.91-50.91-22.05-127.93-114.43-115.83N880.30253.75188.31-58.3458.34874.81996.151442.161411.616柱顶M64.3127.6127.61-92.8492.84-21.56171.54114.43115.83N1154.52343.39277.95-99.4599.451138.321345.181901.991866.17柱底M-64.31-27.61-27.6169.38-69.38-2.84-147.15-114.43-115.83N1193.13343.39277.95-99.4599.451175.391382.251954.111912.505柱顶M64.3127.6127.61-105.14105.14-34.36184.34114.43115.83118 河南理工大学本科毕业设计(论文)N1467.34433.03367.59-148.84148.841430.291739.892413.942367.05118 河南理工大学本科毕业设计(论文)续表4-26层次截面内力SGKSQKSQK雪SEK左SEK右γRE[1.2(SGK+0.5SQK)+1.3SEK]1.35SGK+SQK1.2SGK+1.4SQK柱底M-64.31-27.61-27.6186.02-86.0214.47-164.46-114.43-115.83N1505.95433.03367.59-148.84148.841467.361776.952466.062413.384柱顶M64.3127.6127.61-117.85117.85-47.58197.56114.43115.83N1780.16522.67457.23-207.03207.031713.122143.742925.892867.93柱底M-64.31-27.61-27.6196.42-96.4225.29-175.27-114.43-115.83N1818.77522.67457.23-207.03207.031750.182180.812978.012914.273柱顶M64.3127.6127.61-116.00116.00-45.64195.63114.43115.83N2092.99612.31546.87-267.96267.961993.092550.453437.843368.82柱底M-64.31-27.61-27.61116.00-116.0045.64-195.63-114.43-115.83N2131.60612.31546.87-267.96267.962030.152587.523489.973415.152柱顶M63.1326.0426.04-82.4682.46-12.66158.87111.27112.21N2405.83701.94636.50-323.45323.452278.742951.503949.813869.71柱底M-63.24-28.69-28.69136.27-136.2767.24-216.21-114.06-116.05N2444.44701.94636.50-323.45323.452315.802988.574001.943916.051柱顶M57.3327.6527.65-62.7662.763.04133.58105.05107.51N2724.88791.49726.05-373.61373.612575.843352.954470.084377.94柱底M-28.67-12.16-12.16308.04-308.04287.00-353.72-50.86-51.43118 河南理工大学本科毕业设计(论文)N2792.26791.49726.05-373.61373.612640.523417.634561.044458.79横向框架柱中柱弯矩和轴力组合表4-27层次截面内力SGKSQKSQK雪SEK左SEK右γRE[1.2(SGK+0.5SQK)+1.3SEK]1.35SGK+SQK1.2SGK+1.4SQK9柱顶M-71.78-35.90-3.862-51.9251.92-124.76-16.77-132.80-136.40N233.5097.5911.482-9.869.86219.42239.93412.82416.83柱底M59.4726.661.00223.53-23.5382.0433.10106.94108.69N272.1197.5911.482-9.869.86256.49276.99464.94463.168柱顶M-56.04-23.01-0.64-93.1293.12-150.9542.74-98.66-99.46N615.54257.71128.137-32.7732.77618.34686.511088.691099.44柱底M57.3724.4424.4451.34-51.34120.2013.41101.89103.06N654.15257.71128.137-32.7732.77655.40723.571140.811145.777柱顶M-57.37-24.44-24.44-126.17126.17-198.0264.41-101.89-103.06N997.51417.83244.927-68.3368.331004.111146.241764.471781.98柱底M57.3724.4424.4494.63-94.63165.22-31.61101.89103.06N1036.12417.83244.927-68.3368.331041.171183.311816.591828.316柱顶M-57.37-24.44-24.44-153.39153.39-226.3392.72-101.89-103.06N1379.49577.95361.717-116.33116.331376.941618.922440.262464.51柱底M57.3724.4424.44120.61-120.6192.24-58.63101.89103.06N1418.10577.95361.717-116.33116.331414.011655.982492.382510.85118 河南理工大学本科毕业设计(论文)5柱顶M-57.37-24.44-24.44-173.72173.72-247.47113.86-101.89-103.06N1761.46738.07478.507-172.77172.771741.002100.373116.043147.05118 河南理工大学本科毕业设计(论文)续表4-27层次截面内力SGKSQKSQK雪SEK左SEK右γRE[1.2(SGK+0.5SQK)+1.3SEK]1.35SGK+SQK1.2SGK+1.4SQK5柱底M57.3724.4424.44155.40-155.4228.42-94.81101.89103.06N1800.07738.07478.507-172.77172.771778.072137.433168.163193.384柱顶M-57.37-24.44-24.44-194.72194.72-269.32135.70-101.89-103.06N2143.43898.19595.297-240.47240.472093.352593.533791.833829.59柱底M57.3724.4424.44117.02-117.0188.51-54.89101.89103.06N2182.04898.19595.297-240.47240.472130.422630.593843.953875.923柱顶M-57.37-24.44-24.44-191.62191.62-266.09132.48-101.89-103.06N2525.411058.31712.087-312.10312.102441.613090.774467.614512.12柱底M62.5825.3625.36191.65-191.6271.57-127.07109.84110.60N2564.021058.31712.087-312.10312.102478.683127.844519.734558.462柱顶M-49.22-23.00-23-134.29134.29-197.9581.37-89.45-91.26N2907.361218.43828.887-373.81373.812800.173577.695143.375194.64柱底M56.3723.9923.99179.13-179.1251.93-120.67100.09101.23N2945.971218.43828.887-373.81373.812837.243614.765195.495240.971柱顶M-50.55-21.51-21.51-76.5976.59-138.5020.80-89.75-90.77N3297.711378.55945.767-415.25415.253187.914051.625830.455887.22M25.2810.7610.76305.90-305.9347.57-288.7044.8945.40118 河南理工大学本科毕业设计(论文)柱底N3365.081378.55945.767-415.21415.213252.634116.265921.415968.07118 河南理工大学本科毕业设计(论文)2框架柱正截面偏心受压弯矩、轴力值的强柱弱梁调整：当有地震作用组合时，应考虑正截面承载力抗震调整系数。四级框架柱的柱端弯矩设计值可直接取考虑地震作用组合的弯矩值。对于一、二、三级框架柱，为保证“强柱弱梁”设计目标的实现，节点上下柱端的弯矩设计值应根据梁端弯矩调整如下：式中ηv--柱端弯矩增大系数，对框架结构，二、三级抗震等级分别取1.5、1.3；对其他结构中的框架，一、二、三、四级抗震等级分别取1.4、1.2、1.1、、--同一节点上下柱端截面考虑抗震等级的弯矩设计值；、--同一节点左右两端截面考虑地震作用组合的弯矩设计值；对顶层柱、轴压比小于0.15的柱及框支梁柱节点柱，可直接采用地震作用组合所得的弯矩设计值，对一、二、三级抗震等级的框架结构底层柱下端截面的弯矩设计值，应分别乘以1.7、1.5和1.3的增大系数以提高柱根的承载力。底层框架柱纵向钢筋应按上下端的不利情况配置，考虑到角柱为双向偏心受压的不利因素，一、二、三级抗震设计角柱的弯矩设计值应在经上述调整后再乘以不小于1.1的增大系数。以第一层C轴柱为例说明，根据C柱内力组合，将支座中心处的弯矩换算至支座边缘，并与柱端弯矩的调整值比较厚，选出最不利内力，进行配筋计算。C节点左右梁端弯矩：左：-260.42/0.75+216.70/0.85×(0.35/2+0.7-0.35)=-213.38kN·m右：111.31/0.75-79.12/0.85×0.35/2=132.12kN·mC节点上下柱端弯矩上：251.93/0.8=314.91kN·m下：-138.50/0.8=-173.13kN·m则：ΣMb=345.50kN·mΣMc=488.04kN·mΣMc/ΣMb=1.291.5×ΣMb=1.5×345.50=518.25kN·m所以Mc上柱=518.25×314.91×0.8/488.04=267.55kN·mMc下柱=518.25×173.13×0.8/488.04=147.06kN·m118 河南理工大学本科毕业设计(论文)其他计算从略，具体的调整组合见表4-28，4-29。118 河南理工大学本科毕业设计(论文)边柱弯矩的调整计算表4-28层次M梁V剪e1.5MMc上Mc下M总柱M调上M调下9-118.48118.010.45-143.250.00152.04-152.040.00114.608-194.77178.680.45-247.65-123.89117.76-241.65101.5796.557-234.55191.350.45-317.15-115.83154.41-270.24108.75144.976-270.63203.110.45-379.97-127.93171.54-299.47129.85174.125-300.64212.250.45-432.73-147.15184.34-331.49153.67192.514-329.27221.970.45-482.27-164.46197.56-362.02175.27210.553-337.60225.000.45-496.52-175.27195.63-370.90187.71209.512-322.05218.990.45-470.20-195.63158.87-354.50207.58168.581-321.84215.030.53-444.46-216.31133.58-349.89219.82135.75中柱弯矩的调整计算表4-29层次M左梁V左剪e1M右梁V右剪e2Mc上Mc下M调上M调下9-117.16119.600.4514.181.130.150.00-136.490.00134.408-192.27179.920.4546.99-26.020.15108.69-150.95-110.10152.917-225.55192.480.4578.56-52.560.15120.20-198.02-133.40219.766-257.92204.240.45109.09-78.200.15165.22-226.33-186.05254.865-281.15213.380.45131.00-96.600.15192.24-247.47-220.10283.334-309.15223.100.45157.41-117.880.15228.42-269.32-266.08313.723-318.46226.130.45166.18-126.130.15188.51-266.09-250.90354.162-294.72220.110.45145.41-109.150.15271.57-197.95-313.06228.20118 河南理工大学本科毕业设计(论文)1-260.42216.700.53111.31-79.120.18251.97-138.50-267.55147.06118 河南理工大学本科毕业设计(论文)3框架柱斜截面剪力设计值的强剪弱弯调整计算：非抗震设计及四级抗震设计的框架柱，取相应的内力组合所得的最大剪力作为剪力设计值。对于一、二、三级抗震等级的框架结构，为提高柱的延性，框架柱的设计除了应满足“强柱弱梁”的要求外，还应满足“强剪弱弯”的要求，即柱的斜截面受剪承载力应大于柱正截面受弯承载力，柱的剪力设计值应为：式中、--考虑抗震等级，按强柱弱梁要求修正后的框架柱上下端弯矩设计值ηv--柱端弯矩增大系数，对框架结构，二、三级抗震等级分别取1.5、1.3；对其他结构中的框架，一、二、三、四级抗震等级分别取1.4、1.2、1.1、1.1；Hn--柱的净高。以第九层边柱为例计算说明，其他计算从略，详见表4-30、31、32=152.04kN·m=123.89kN·m，Hn=3.9-0.55=3.35m所以：Vc=1.5×(152.04+123.89)/3.35=123.55kN横向框架边柱剪力组合表4-30层次SGKSQKSEK左SEK右γRE[1.2(SGK+0.5SQK)+1.3SEK]1.35SGK+SQK1.2SGK+1.4SQK9-37.17-18.3610.43-10.43-35.75-58.80-68.54-70.318-32.17-13.6522.25-22.25-15.19-64.36-57.08-57.717-32.98-14.1632.63-32.63-4.80-76.92-58.68-59.406-32.98-14.1641.59-41.595.10-86.82-58.68-59.405-32.98-14.1649.02-49.0213.30-95.02-58.68-59.404-32.98-14.1654.94-54.9419.85-101.57-58.68-59.403-32.71-14.4459.48-59.4825.00-106.46-58.60-59.472-32.73-13.7756.09-56.0921.57-102.38-57.96-58.551-17.20-7.3474.16-74.1660.66-103.23-30.56-30.92118 河南理工大学本科毕业设计(论文)118 河南理工大学本科毕业设计(论文)横向框架中柱剪力组合表4-31层次SGKSQKSEK左SEK右γRE[1.2(SGK+0.5SQK)+1.3SEK]1.35SGK+SQK1.2SGK+1.4SQK933.6516.0419.35-19.3563.8821.1361.4762.84829.0812.1738.59-38.5978.51-6.7851.4351.93729.4212.5356.61-56.6198.96-26.1652.2552.85629.4212.5370.26-70.26114.03-41.2352.2552.85529.4212.5384.39-84.39129.65-56.8552.2552.85429.4212.5395.32-95.32141.72-68.9352.2552.85330.7612.7798.28-98.28146.49-70.7254.3054.79227.078.4880.36-80.36120.74-56.8745.0244.36115.176.4576.50-76.50103.29-65.7726.9327.23框架柱的剪力调整表4-32层次边柱中柱MctMcbHnVMctMcbHnV9152.04123.893.35123.55136.49110.103.35110.418117.76115.833.35104.59152.91133.403.35128.207154.41129.853.35127.28219.77186.053.35181.716174.12153.673.35146.77254.86220.103.35212.675192.51175.273.35164.68283.33266.083.35246.004210.55187.713.35178.32313.72250.903.35252.823209.51207.583.35186.76354.16313.063.35298.762168.58219.823.35173.91228.20267.553.35221.971135.75530.583.95253.04147.06521.363.95253.834综上所述，框架中、边柱经过强剪弱弯调整后的轴力，弯矩，剪力见下表4-33、34118 河南理工大学本科毕业设计(论文)框架边柱的轴力、弯矩、剪力调整值表4-33层次柱顶Mc柱底Mc柱顶N柱底N剪力V9152.04123.89363.53409.8682.378117.76115.83584.05910.7369.737154.41129.85959.08996.1584.856174.12153.671345.181382.2597.855192.51175.271739.891776.95109.794210.55187.712143.742180.81118.883209.51207.582550.452587.52124.512168.58219.822951.502988.57115.941135.75530.583352.953417.63168.69框架中柱的轴力、弯矩、剪力调整值表4-34层次柱顶Mc柱底Mc柱顶N柱底N剪力V9136.49110.098416.83463.1673.618152.906133.399618.34655.485.467219.765186.0451004.111041.17121.146254.858220.0961376.941414.01141.785283.329266.07817411778.07164.004313.721250.92093.352130.42168.543354.156313.0642441.612478.68199.172228.195267.5462800.172837.24147.981147.062521.3553187.913252.63169.224.4框架梁的正、斜截面的配筋计算(截面设计)4.4.1框架梁截面受弯承载力计算(以第一层为例说明)从表中选出第一层BC跨胯间截面最不利内力，并将支座中心处的弯矩换算成为支座边缘控制截面的弯矩进行配筋计算。118 河南理工大学本科毕业设计(论文)支座弯矩：Mb=321.84/0.75-215.03/0.85×(0.7-0.35/2)=296.31kN·mγREMb=0.75×296.31=222.23kN·m=260.42/0.75-216.70×0.85×(0.7-0.35/2)=213.38kN·mγRE=0.75×213.38=160.04kN·mBC跨间弯矩取控制截面，即支座边缘处的正弯矩，由前表可得相应的剪力：V=1.3×50.16-(132.12+0.5×48.74)=-91.28kN则支座边缘外：Mmax=214.34/0.75-V×(0.7-0.35/2)=333.71kN·mγREMmax=0.75×333.71=250.28kN·mCD跨：支座弯矩：=129.84÷0.75-123.32/0.85×0.35/2=147.73kN·mγRE=0.75×147.73=110.80kN·mCD跨弯矩取控制截面，即支座边缘处的正弯矩，由前表可得相应的剪力：V=1.3×91.6-(18.93+0.5×5.47)=97.415kN则支座边缘外：Mmax=-1.67-V×0.35/2=－18.72kN·m当梁下部受拉时，按T形截面设计，当梁上部受拉时，按矩形截面设计边跨胯间配筋计算：翼缘计算宽度：按跨度考虑时：bf"=l/3=6.6/3=2.2m按梁间距考虑时：bf"=b+Sn=350+3300-350=3.3m按翼缘厚度考虑时：h0=h-as=550-40=510mm，则hf"/h0=110/510=0.22>0.1，不予考虑综上取bf"=2200mm梁内纵向钢筋选用三级钢(fy=fy"=360N/mm2)，ζ=0.518，下部胯间截面按单筋T形截面计算：118 河南理工大学本科毕业设计(论文)因为1.0×14.3×2200×(510-110/2)=1431.43>250.28kN·m所以截面类型属于第一类截面实配422，As=1520mm2，，故满足配筋率。同理中跨胯间计算：翼缘计算宽度：按跨度考虑时：bf"=l/3=2.7/3=900mm按梁间距考虑时：bf"=b+Sn=350+2700-350=2700mm按翼缘厚度考虑时：h0=h-as=550-40=510mm，则hf"/h0=110/510=0.22>0.1，不予考虑综上取bf"=900mm梁内纵向钢筋选用三级钢(fy=fy"=360N/mm2)，ζ=0.518，下部胯间截面按单筋T形截面计算：因为1.0×14.3×900×(510-110/2)=585.585kN·m>18.72kN·m所以截面类型属于第一类截面118 河南理工大学本科毕业设计(论文)故按最小配筋率配筋，实配216支座B上部：将下部胯间截面的钢筋伸入支座，作为支座负弯矩作用下的受压钢筋，As"=1520mm2，再计算受拉钢筋As，说明As"富裕，可近似取，实配425，As=1964同理支座C左端：，实配225+218，As=1491同理支座C右端：，实配225+218，As=1491其余框架梁的配筋计算，详见表4-35、4-36118 河南理工大学本科毕业设计(论文)横向框架梁的跨间配筋计算表4-35层位置VEVQVGV总eM跨中M配筋bf"h0αsζAs实配As实际1边跨50.1648.71132.1-91.270.53214.3250.32.25100.0310.0311384.64221520中跨91.605.4718.9397.420.18-1.67-18.720.93600.0110.011145.252164022边跨55.4848.79130.2-82.470.55194.9240.32.25100.0290.0301328.84221520中跨117.195.4717.21132.400.15-1.49-21.350.93600.0130.013165.812164023边跨60.9348.80130.2-75.370.55190.0231.52.25100.0280.0291279.54221520中跨132.565.4717.21152.380.15-0.81-23.670.93600.0140.014183.932164024边跨58.1948.80130.2-78.930.55190.1233.52.25100.0290.0291290.44221520中跨125.095.4717.21142.670.15-0.81-22.210.93600.0130.013172.542164025边跨49.3948.80130.2-90.370.55190.1239.82.25100.0290.0301325.74221520中跨105.835.4717.21117.630.15-0.81-18.460.93600.0110.011143.202164026边跨41.1248.80130.2-101.10.55190.1245.72.25100.0300.0301359.04221520中跨89.185.4717.2195.990.15-0.81-15.210.93600.0090.009117.892164027边跨30.4848.80130.2-114.960.55190.1253.32.25100.0310.0311401.74221520中跨65.985.4717.2165.830.15-0.81-10.680.93600.0060.00682.712164028边跨19.0548.84130.1-129.80.55188.3259.72.25100.0320.0321437.64221520118 河南理工大学本科毕业设计(论文)中跨41.965.4717.2134.600.15-0.49-5.680.93600.0030.00343.912164029边跨8.8140.4085.95-94.700.55155.5207.62.25100.0250.0261145.64201520中跨18.675.4718.602.940.15-0.61-0.940.93600.0010.0017.26216402横向框架梁的支座处配筋计算表4-36层次支座M组合后V组合后e偏心M配筋As胯间hh0fyAs实配As实际1边支座B321.84215.030.53296.3115205505103601751.234251964支座C左260.42216.700.53213.3815205505103601261.13225+2181491支座C右129.84123.320.18147.734024003603601282.38225+21814912边支座B322.05218.990.55287.7015205505103601700.364251964支座C左294.72220.110.55250.5415205505103601480.71225+2201610支座C右163.10149.380.15191.114024003603601658.9042519643边支座B337.60225.000.55304.5515205505103601799.914251964支座C左318.46226.130.55278.2915205505103601644.76225+2201610支座C右182.77166.820.15214.254024003603601859.8542519644边支座B329.27221.970.55295.4015205505103601745.864251964支座C左309.15223.100.55267.8415205505103601582.99225+2201610支座C右174.00158.570.15204.024024003603601770.984251964118 河南理工大学本科毕业设计(论文)5边支座B300.64212.250.55263.5215205505103601557.42225+2201610支座C左281.15213.380.55236.8015205505103601399.51225+2181491支座C右147.59137.290.15172.564024003603601497.91225+21814916边支座B270.63203.110.55229.4215205505103601355.89225+2201610支座C左257.92204.240.55211.7415205505103601251.41225+2181491118 河南理工大学本科毕业设计(论文)续表4-36层次支座M组合后V组合后e偏心M配筋As胯间hh0fyAs实配As实际6支座C右125.67118.890.15146.584024003603601272.39225+21814917边支座B234.55191.350.55188.9215205505103601116.544201256支座C左225.55192.480.55176.1915205505103601041.304201256支座C右95.1593.250.15110.41402400360360958.4342012568边支座B194.77178.680.55144.081520550510360851.524201256支座C左192.27179.920.55139.941520550510360827.114201256支座C右63.4766.710.1572.85402400360360632.4242012569边支座B118.48118.010.5581.611520550510360482.35416804支座C左117.16119.600.5578.831520550510360465.87416804支座C右34.9642.390.1539.13402400360360339.69416804118 河南理工大学本科毕业设计(论文)118 河南理工大学本科毕业设计(论文)4.4.2横向框架梁截面受剪承载力计算(以第一层为例)1梁受剪截面限制条件：梁跨高比：6.6/0.55=12>2.5，则：满足截面要求。求出：取8，Asv=50.3，4肢箍，则S=178mm，故有构造配箍筋：加密区l=1m，间距S=50mm，非加密区S=100mm。其他框架梁的剪力配筋计算见表4-37、4-38边跨梁剪力配筋计算表4-37层次bh0.2fcbh0VAsv/S84(2)S加密非加密9300550514.8202.230.601201.2334.8501008300550514.8282.341.037201.2194.0501007300550514.8288.071.068201.2188.3501006300550514.8302.631.148201.2175.3501005300550514.8313.961.210201.2166.3501004300550514.8326.011.275201.2157.8501003300550514.8329.761.296201.2155.3501002300550514.8321.401.250201.2161.0501001350550600.6314.171.127201.2178.550100118 河南理工大学本科毕业设计(论文)中跨梁剪力配筋计算表4-38层次bh0.2fcbh0VAsv/S8(2)S加密非加密9300400363.454.65-0.08100.6501008300400363.481.090.125100.6803.4501007300400363.4112.000.364100.6276.6501006300400363.4141.780.593100.6169.5501005300400363.4163.160.758100.6132.6501004300400363.4188.930.957100.6105.1501003300400363.4197.480.794100.6126.5501002300400363.4178.290.875100.6114.9501001350400424.0146.680.548100.6183.6501004.5横向框架柱的剪跨比和轴压比验算表4-39、40给出了框架柱各层剪跨比和轴压比计算结果，其中剪跨比λ也可取Hn/(2h0)。表中的Mc、Vc和N都不应考虑承载力抗震调整系数，由表可见，各柱的剪跨比和轴压比均满足规范要求。边柱的剪跨比和轴压比验算表4-39层次bhfcMcVcNMc/Vch0N/fcbh960060014.3111.0758.80257.963.5840.063860060014.3117.7664.36621.113.4720.151760060014.3154.4176.92996.153.8090.242660060014.3171.5486.821382.253.7490.336560060014.3184.3495.021776.953.6810.431460060014.3197.56101.572180.813.6900.530360060014.3195.63106.462587.523.4870.628260060014.3158.87102.382988.572.9440.726170070014.3353.72103.233417.635.5160.610118 河南理工大学本科毕业设计(论文)中柱的剪跨比和轴压比验算表4-40层次bhfcMcVcNMc/Vch0N/fcbh960060014.3124.7663.88276.993.7060.067860060014.3150.9578.51723.573.6480.176760060014.3198.0298.961183.313.7970.287660060014.3226.33114.031655.983.7660.402560060014.3247.47129.652137.433.6220.519460060014.3269.32141.722630.593.6050.639360060014.3266.09146.493127.843.4460.734260060014.3197.95120.743577.693.1110.745170070014.3347.57103.294116.265.4170.7234.6横向框架柱的截面设计(以第九层C轴为例)4.6.1横向框架住的正截面配筋计算：混凝土强度为C30，纵筋采用HRB400级钢筋，采用对称配筋，则fy=fy"=360N/mm2，fc=14.3N/mm2。1二阶效应的考虑：，取ea=20mm，取ζc=1.0118 河南理工大学本科毕业设计(论文)则，故M1=M2=152.04kN2判断偏心受压类型判定为大偏心，但x<2as"=80mm，按x=80mm计算3计算钢筋面积近似取x=2as"配筋率：则As=1440mm2，按构造配筋其他柱的配筋计算详见表4-41在4-41表中：若，为小偏心受压截面，按下式计算当时，取当时，取，按上式计算。118 河南理工大学本科毕业设计(论文)边柱正截面受压配筋计算表4-41层次顶M顶N底M底NM1/M2Cmh/30eabhfcζcηns9152.04363.53123.89409.860.8150.944202060060014.37.081.048117.76584.05115.83910.730.9840.995202060060014.34.411.087154.41959.08129.85996.150.8410.952202060060014.32.681.106174.121345.18153.671382.250.8830.965202060060014.31.911.125192.5111739.89175.271776.950.9100.973202060060014.31.481.144210.5462143.74187.712180.810.8920.967202060060014.31.201.153209.5122550.45207.582587.520.9910.997202060060014.31.011.182168.5762951.5219.822988.570.7670.930202060060014.30.861.171135.7483352.95530.583417.630.2560.77723.32070070014.31.031.10续表4-41层次Cmηns1M后Xζbh0偏心2as"eie"小偏心As大偏心Asx<2as"x>2as"ζζ后As90.981.00152.0447.8290.08大80390.96650.961425.281.081.08126.80106.1290.08大80159.23419.23<071.051.05161.83116.1290.08大80182.45442.45<0118 河南理工大学本科毕业设计(论文)61.081.08188.44161.1290.08大80156.33416.33<0118 河南理工大学本科毕业设计(论文)续表4-41层次Cmηns1M后Xζbh0偏心2as"eie"小偏心As大偏心Asx<2as"x>2as"ζζ后As51.111.11213.44207.1290.08大80140.11400.11<041.121.12235.06254.2290.08大80127.78387.78<031.171.17246.16301.6290.08小80115.13375.130.5370.537<021.091.09238.70348.3290.08小8099.87359.870.6140.615<010.861.00530.58341.4341.88小80175.25485.250.5170.518<0中柱正截面受压配筋计算表4-42层次顶M顶N底M底NM1/M2Cmh/30eabhfcζcηns9136.49416.83110.10463.160.8070.942202060060014.36.181.058152.91618.34133.40655.400.8720.962202060060014.34.161.077219.771004.11186.051041.170.8470.954202060060014.32.561.086254.861376.94220.101414.010.8640.959202060060014.31.871.095283.331741.00266.081778.070.9390.982202060060014.31.481.104313.722093.35250.902130.420.8000.940202060060014.31.231.113354.162441.61313.062478.680.8840.965202060060014.31.051.112228.202800.17267.552837.240.8530.956202060060014.30.911.14118 河南理工大学本科毕业设计(论文)1147.063187.91521.363252.630.2820.78523.32070070014.31.081.10续表4-42层次Cmηns1M后Xζbh0偏心2as"eie"小偏心As大偏心Asx<2as"x>2as"ζζ后As90.991.00136.4953.98290.08大80314.69574.691421.881.031.03157.0776.39290.08大80259.65519.651819.371.031.03225.62121.35290.08大80236.70496.70<061.041.04266.12164.80290.08大80208.20468.20<051.081.08305.86207.23290.08大80192.02452.02<041.041.04326.47248.30290.08大80173.24433.24<031.071.07379.52288.89290.08大80173.11433.11<021.091.09292.68330.68290.08小80123.16383.160.5850.585<010.861.00521.36324.94341.88小80180.29490.290.4940.518<0118 河南理工大学本科毕业设计(论文)118 河南理工大学本科毕业设计(论文)4.6.2横向框架柱的斜截面配筋计算：以第一层柱为例进行计算，其余柱的剪力计算见表4-43、44满足截面要求，由剪跨比和轴压比表知λ=5.16>3，取(λ=3)N=3417.62kN>0.3×fc×A=2102.1kN，取N=2102.1kN带入数字，求得，故该层柱应按构造配置箍筋柱端加密区箍筋选用4肢8@50。边柱斜截面配筋计算表4-40层h0N0.3fcA0.2fcbh0VAsv/s8(4)加密非加密9560409.861544.4960.96123.55<0201.2501008560910.731544.4960.96104.59<0201.2501007560996.151544.4960.96127.28<0201.25010065601382.251544.4960.96146.77<0201.25010055601776.951544.4960.96164.68<0201.25010045602180.811544.4960.96178.32<0201.25010035602587.521544.4960.96186.760.034201.25010025602988.571544.4960.96173.91<0201.25010016603417.632102.11321.3253.040.024201.250100中柱斜截面配筋计算表4-41层h0N0.3fcA0.2fcbh0VAsv/s8(4)加密非加密9560463.161544.4960.96110.41<0201.2501008560655.41544.4960.96128.20<0201.25010075601041.171544.4960.96181.710.009201.25010065601414.011544.4960.96212.670.162201.250100118 河南理工大学本科毕业设计(论文)续表4-41层h0N0.3fcA0.2fcbh0VAsv/s8(4)加密非加密55601778.071544.4960.96246.000.328201.25010045602130.421544.4960.96252.820.361201.25010035602478.681544.4960.96298.760.589201.25010025602837.241544.4960.96221.970.209201.25010016603252.632102.11321.3253.830.027201.250100118 河南理工大学本科毕业设计(论文)第五章楼梯的计算5.1楼梯简述楼梯是多层及高层房屋中的重要组成部分。楼梯上的永久性荷载和可变荷载都以水平投影面上的均布荷载来计量，楼梯的栏杆应考虑作用月其顶部的水平线荷载约为1kN/m。板式楼梯：由梯段斜板、平台板和平台梁组成，梯段斜板的两端支撑在平台梁及楼层梁上。板式楼梯宜用于可变荷载较小，梯段跨度不大于3m的情况，故本例不与考虑采用板式楼梯。梁式楼梯：由踏步板、梯段斜梁、平台板和平台梁组成，踏步板支撑在斜梁上，斜梁再支撑在平台梁及楼层梁上，斜梁可位于踏步板下面或上面，也可用现浇栏杆板兼做斜梁，当梯段板跨度大于3m时，采用梁式楼梯较为经济。(1)踏步板，梁式楼梯的踏步板为梁端支撑在梯段斜梁上的单向板，由于每个踏步的受力情况是相同的，故计算时，可在竖向切除一个踏步作为计算单元，其跨中弯矩为M=(g+q)l02/8；当踏步板的两端与梯段斜梁整体连接时，考虑支座的嵌固作用，其跨中弯矩可取M=(g+q)l02/10。踏步板的截面为梯形，可按截面面积相等的原则，折算为同宽度的矩形截面的简支梁计算，截面折算高度为h0=c/2+δ/cosα。由于三角形踏步部分参与工总，故斜板厚度可以薄一些，其最小厚度可取δ=40mm。(2)梯段斜梁，梯段斜梁的计算原理与板式楼梯中的梯段斜板相同，可简化为简支斜梁，再将其化作水平梁计算。梯段斜梁按倒L形截面梁计算，踏步板下斜板为其受压翼缘。梯段梁的截面高度一般取h>l0/20(l0为斜梁水平投影计算跨度)。梯段梁的配筋与一般梁相同，当梯段不宽时，可以采用单根斜梁并放置在楼梯宽度的中央，称为单梁式楼梯。这时踏步板按双悬板设计，斜中梁应按T形截面的弯剪扭设计。(3)118 河南理工大学本科毕业设计(论文)梁式楼梯的平台梁、平台板计算与板式楼梯基本相同，其不同处仅在于梁式楼梯中的平台梁除承受平台板传来的均布荷载与平台梁自重外，还承受梯段斜梁传来的集中荷载。5.2楼梯的结构布置如下图5-15.3边跨踏步板的计算5.3.1荷载计算踏步尺寸为300×150mm，斜板厚度取δ=40mm，，则截面平均高度为：恒荷载：踏步板自重：1.2×0.12×0.3×25=1.08kN/m踏步板面层重：1.2×(0.3+0.15)×0.65=0.35kN/m踏步板抹灰重：1.2×0.335×0.02×17=0.14kN/m118 河南理工大学本科毕业设计(论文)恒载总计：g=1.57kN/m活载总计：q=1.4×2.5×0.3=1.05kN/m总计：g+q=1.57+1.05=2.62kN/m5.3.2内力计算斜梁截面尺寸选用b×h=150×300mm，则踏步板计算跨度为：l1=l0+b=1.24+0.15=1.39m，踏步板跨中弯矩：5.3.3截面承载力计算踏步板计算截面尺寸b×h=300×120，折算后，相当于矩形，h0=h-as=120-20=100mm，采用C30混凝土，则故踏步板应按构造配筋，每踏步采用28，(As=101mm2)，取踏步内斜板分布钢筋8@3005.3.4中间跨踏步板的计算g+q=1.57+1.05=2.62kN/m此处斜梁截面尺寸采用b×h=200×300mm则计算跨度l=2680+200=2880mm截面承载力计算：踏步板计算截面尺寸b×h=300×120，折算后，相当于矩形，h0=h-as=120-20=100mm，采用C30混凝土，则118 河南理工大学本科毕业设计(论文)故踏步板应按构造配筋，每踏步采用28，(As=101mm2)，取踏步内斜板分布钢筋8@3005.4楼梯斜梁计算5.4.1荷载计算：踏步板传来荷载：0.5×2.62×1.54/0.3=8.03kN/m斜梁自重：1.2×(0.30-0.04)×0.15×25÷0.894=1.31kN/m斜梁抹灰：1.2×(0.30-0.04)×0.02×17÷0.984=0.24kN/m总计：g+q=9.58kN/m5.4.2内力计算取平台梁截面尺寸：h=6600/12=550，取h=500mm，b=300mm。斜梁水平方向的计算跨度为：l=l0+b=3.9+3.00÷2=4.05m斜梁跨中截面弯矩及支座截面剪力分别为：5.4.3承载力计算：斜梁按T形截面进行配筋计算，取h0=h-as=300-30=270mm，翼缘有效宽度bf’按倒L形截面计算按跨度考虑时：bf"=l/6=4.05/6=0.675m按梁间距考虑时：bf"=b+Sn/6=150+1240/2=770m118 河南理工大学本科毕业设计(论文)按翼缘厚度考虑时：hf"/h0=40/270=0.148>0.1，不予考虑故取bf"=675mm首先按第一类T形截面进行验算：故结构确定为第一类T形截面选用214，As=308mm2斜截面验算计算，满足截面要求，故按构造配筋，双肢箍8@2005.4.4中间跨斜梁的计算：荷载计算：踏步板传来荷载：0.5×2.62×(2.68+2×0.2)÷0.3=13.45kN/m斜梁自重：1.2×(0.3-0.04)×0.2×25÷0.984=1.74kN/m斜梁抹灰：1.2×(0.3-0.04)×0.02×17×2÷0.894=0.24kN/m总计：g+q=15.43kN/m内力计算：斜梁跨中截面弯矩及支座截面剪力分别为：承载力截面设计118 河南理工大学本科毕业设计(论文)同前取bf"=675mm首先按第一类T形截面进行验算：故结构确定为第一类T形截面选用314，As=461mm2斜截面验算计算，满足要求，故按构造配筋，双肢箍8@2005.5平台板设计：设平台板厚110mm，取1m宽板带计算5.5.1荷载计算恒载:水磨石面层：0.65kN/m110mm厚混凝土板：0.11×25=2.75kN/m板底抹灰：0.02×17=0.34kN/m活载：q=2.5kN/m总计：1.2×(0.65+2.75+0.34)+1.4×2.5=7.988kN/m5.5.2截面设计平台板计算跨度：l0=2250-300+300/2+240=2340mm118 河南理工大学本科毕业设计(论文)弯矩设计值板的有效高度：h0=110-25=85mm，118 河南理工大学本科毕业设计(论文)选用6@180，As=157mm25.6平台梁的设计平台梁截面尺寸为b×h=500×300，计算简图如下图5.25.6.1荷载计算梁自重：00.3×(0.5-0.11)×25=2.925kN/m梁侧抹灰：0.02×(0.5-0.11)×17×2=0.265kN/m平台板传来的均布荷载：0.5×2.34×7.988=9.35kN/m边斜梁传来的集中荷载：9.58×3.9/2=18.68kN/m中斜梁传来的集中荷载：15.43×3.9/2=30.09kN/m5.6.2内力计算计算跨度：l=ln+a=1540×2+200+3080+240=6600mm跨中最大弯矩：M=110.94×3.3-18.68×(1.39+0.275+1.44)-18.68×(0.275+1.44)-30.09×1.44=232.73kN·m支座反力：R=0.5×[(9.35+3.83)×6.6+18.68×4+30.09×2]=110.94kNV=110.94-(9.35+3.83)×195/2=109.65kN118 河南理工大学本科毕业设计(论文)由于靠近楼梯间墙的梯段斜梁距支座过近，剪跨过小，故其荷载将直118 河南理工大学本科毕业设计(论文)接传给支座，所以计算斜截面直接取在斜梁内侧，此处剪力V1=109.65-18.68=90.97kN5.6.3截面承载力设计计算1正截面承载力验算：h0=500-30=470mm，截面按倒L形计算，选用422，As=1520mm22斜截面承载力验算，满足截面要求，故按构造配筋，双肢箍8@200118 河南理工大学本科毕业设计(论文)第六章基础的设计6.1设计资料6.1.1地形拟建建筑场地平整6.1.2工程地质条件自上而下土层依次如下杂填土，层厚约为0.5m，含部分建筑垃圾粉质粘土，层厚约为1.0m，软塑潮湿，承载力特征值为130kpa，γ=18细沙，层厚约为2.7m，中密，承载力特征值为240kpa，γ=186.1.3地下水位深度：位于地表以下5m。6.1.4上部结构资料：拟建建筑物为全现浇多层混凝土框架结构，700×700柱网，室内外地坪差为500mm。6.2基础设计计算6.2.1选择基础埋置深度预估基础攻读为：h=6.6/6=1.1m，h在（1/4-1/80)之间，故取h=1.3m，本设计采用细沙土层作为持力层，则基础埋置深度为d=1.3+0.7=2m。则基础剖面图见图6-16.2.2地基承载力特征值fa根据细沙土层，查规范：ηb=2.0，ηd=3.0基底以上土的加权平均重度为：118 河南理工大学本科毕业设计(论文)持力层承载力特征值fa(先不考虑对其基础宽度修正)为fa=fak+ηdγm(d-0.5)=240+3×19.75×(2-0.5)=328.875kpa118 河南理工大学本科毕业设计(论文)6.2.3初步选择基底尺寸基底埋置深度为：2m基础的总长度：l=6.6×2+l0×2+2.7=19.9m基底的宽度：取b=2.0m6.2.4基础梁内力计算(1)取柱底竖向荷载效应基本组合值N1=3417.63kN，N2=3252.63kN所以沿基础纵向的地基均布线荷载为基础梁b×h=500×1300按倒梁法计算，则按弯矩分配法计算基础内力弯矩等，如下010.450.55670.38-1216.741216.74-305.44102.72-205.04-410.085-501.215501.215751.4670.35806.655-806.655603.935(2)基础剪力计算：边截面左边的剪力为B支座的支座剪力：B截面右边的剪力118 河南理工大学本科毕业设计(论文)所以Rc=1138.60+452.51=1591.065kN则Vcl=Rc"=1138.60kNVcr=Rc""=452.51kN按跨中剪力V=0条件来求跨中最大负弯矩：PjX-RB=335.19X-1703.81=0求出X=5.083m故：(3)基础梁弯矩和剪力图见图6--26.2.5基础梁支座、跨中正截面，斜截面计算基础梁的正截面配筋计算同框架梁计算，具体见表6-1、6-2基础梁的正截面配筋表6-1截面bhMαζAs实配As实B支座8001250670.380.0380.0381518.86201884BC跨220012501127.00.0230.0232533.86252945C支座8001250806.660.0450.0461834.96222281CD跨9001250603.940.0300.0301362.94221520118 河南理工大学本科毕业设计(论文)基础梁的斜截面配筋表6-2截面Vbh0.25fcbh0Asv/sAsvsB左630.1580013003718<0201.2构造B右1073.6800130037180.12916201.21557.8C左1138.6800130037180.24462201.2822.5C右45280013003718<0201.2构造材料：C30混凝土，HRB400钢筋，保护层厚度为50mm其中：，故属于第一类T形截面6.2.6基础底板设计基底宽B=2000mm，梁肋宽取b=800mm，梁高h=1300mm，底板外边缘厚度取250mm，梁肋处厚度400mm，底板外挑长度(2000-800)/2=600mm则h0=250-40=210mmM=0.5×236.79×0.52=29.60kN·m抗剪验算：满足要求具体基础的配筋见图纸118'