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'目录前言3第一章建筑设计说明41、建筑概况42、设计资料43、建筑要求54、建筑细部设计5第二章结构设计说明51、结构方案选取52、楼梯方案的选择63、建筑材料的选择64、基础形式选取75、结构布置计算7第三章结构计算书81框架结构计算方法,框架截面尺寸的确定82荷载计算93框架柱抗侧移计算124竖向荷载作用下框架结构的内力分析205框架梁柱截面设计与配筋计算416、基础设计577、楼梯设计658、板的设计68总结73参考文献74
前言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,承载力也不低,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史上。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,对于办公楼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。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和天正建筑、天正结构设计软件,基本上达到了毕业设计的目的与要求。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。
第一章建筑设计说明1、建筑概况1.1设计题目洛阳市洛龙区办公楼设计1.2建筑面积3327.75㎡1.3建筑总高度19.25m(室外地坪算起)1.4建筑层数五层1.5结构类型框架结构1.6工程概况该工程为五层框架结构体系,建筑面积3327.75m2,建筑物平面为长方形。走廊宽度2.4m,标准层高3.6m,室内外高差0.45m,其它轴网尺寸等详见平面简图。耐火等级为二级,抗震设防烈度为7度,基本风压为0.4KN/m2。2、设计资料2.1建筑要求:总建筑面积要求为3000—4000m2,层数为4~5层。2.2结构要求:框架结构2.3气象资料:基本风压为0.4KN/m2。2.4地质资料:(1)该办公楼场地地形平坦,土层分布均匀,在垂直及水平方向上无软弱及湿限性土层。(2)地质情况:本场地属中软场地土,建筑场地类别为Ⅱ类。土层分布如下:杂填土:主要由素土及建筑垃圾组成,厚度0.5m。粉质黏土:棕黄—棕红色,硬塑性,属中压缩性土,厚度4.0m。粉质黏土:棕红—红色,可塑—硬塑性,属中—低压缩性土,厚度大于10m。(3)地下水位–20m以下,冻土深度–0.4m。场地土主要参数一览表土层编号名称天然含水量W%重度γg/cm3空隙比е液性指数IL压缩模量Es(MPa)地基承载力特征值fak(KPa)1杂填土1.78802粉质黏土211.900.730.2514.02003粉质黏土231.940.700.3214.5220
(4)抗震设防烈度为7度。2.5技术要求:满足工程施工图深度要求。3、建筑要求建筑等级:耐火等级为Ⅱ级设计使用年限:50年4、建筑细部设计(1)建筑热工设计应做到因地制宜,保证室内基本的热环境要求,发挥投资的经济效益。(2)建筑体型设计应有利于减少空调与采暖的冷热负荷,做好建筑围护结构的保温和隔热,以利节能。(3)采暖地区的保温隔热标准应符合现行的《民用建筑节能设计标准》的规定。(4)室内应尽量利用天然采光。(5)为满足防火和安全疏散要求,设有二部楼梯。(6)墙身做法墙体为加气混凝土砌块。用M5混合砂浆砌筑。内粉刷为20mm厚水泥砂浆打底,做水泥内墙面,做水刷石外墙面。(7)楼面做法楼板顶面为大理石面层,水泥砂浆擦缝,30mm厚1:3干硬性水泥砂浆和水泥浆丝打底找平,楼板厚120mm。楼板底面为15mm厚水泥砂浆打底,刷内墙涂料。(8)屋面做法板底15mm厚抹灰,120mm厚现浇钢筋混凝土板,40mm厚水泥石灰焦渣砂浆找坡层,15mm厚水泥砂浆找平层,冷底子油一道上铺SBS防水卷材二道,30mm厚C20细石混凝土防水。(9)门窗做法门厅处为塑钢门,其余为铝合金推拉窗、木门。
第二章结构设计说明1、结构方案选取1.1竖向承重体系选取选择合理的抗侧力结构体系,进行合理的结构或构件布置,使之具有较大的抗侧刚度和良好的抗风、抗震性能,是结构设计的关键。同时还须综合考虑建筑物高度、用途、经济及施工条件等因素。常见的竖向承重体系包括砖混结构体系、框架结构体系、剪力墙结构体系、框架-剪力墙结构体系及筒体结构体系等。框架结构体系:由梁、柱构件通过节点连接而成,其具有建筑平面布置灵活、造型活泼等优点,可以形成较大的使用空间,易于满足多功能的使用要求。在结构受力性能方面,框架结构属于柔性结构,自振周期长,地震反应较小,经合理设计可具有较好的延性性能。其缺点是结构的抗侧刚度较小,在地震作用下侧向位移较大。本设计为五层的多层结构,根据办公楼的功能使用性进行结构布置。经各方案比较筛选,本工程选用框架结构的竖向承重体系。1.2水平向承重体系选取常见的横向承重体系包括:现浇楼盖、叠合楼盖、预制板楼盖、组合楼盖等。本设计采用现浇肋梁楼盖结构,现浇楼盖可分为肋梁楼盖、密肋楼盖、平板式楼盖和无粘结预应力现浇平板楼盖等。肋梁楼盖结构具有良好的技术经济指标,可以最大限度地节省混凝土和钢筋的用量,能充分发挥材料的作用,结构整体性好,抗震性能好,且结构平面布置灵活,易于满足楼面不规则布置、开洞等要求,容易适用各种复杂的结构平面及各种复杂的楼面荷载。2、楼梯方案的选择整体式楼梯按照结构形式和受力特点不同,可分为板式楼梯、梁式楼梯、剪刀式楼梯和圆形楼梯、螺旋楼梯等。其中,应用较为经济的、广泛的是板式楼梯和梁式楼梯,剪刀式楼梯、圆形楼梯和螺旋式楼梯属于空间受力体系,外观美观,但结构受力复杂,设计与施工较困难,用钢量大,造价高,在实际中应用较少。板式楼梯由梯段板、平台板和平台梁组成。梯段板为带有踏步的斜板,其下表面平整,外观轻巧,施工支模方便,但斜板较厚,结构材料用量较多,不经济。故当梯段水平方向跨度小于或等于3.5m时,才宜用板式楼梯。
梁式楼梯由踏步板、斜梁、平台板和平台梁组成。踏步板支承与两端的斜梁上,斜梁可设在踏步下面,也可设在踏步上面。根据梯段宽度大小,梁式楼梯的梯段可采用双梁式,也可采用单梁式。一般当梯段水平投影跨度大于3.5m时,用梁式楼梯。结构中的楼梯采用板式楼梯。若采用梁式楼梯,支模困难,施工难度较大。采用梁式楼梯所带来的经济优势主要是钢筋用量较省,采用的楼梯板较薄,混凝土用量也较少,会被人工费抵消。3、建筑材料的选择梁柱、基础、楼梯均采用C30的混凝土,用以提高整个结构的强度。由于施工工艺的改进,技术的提高,提高混凝土的强度不会引起整个结构的造价大幅提高。4、基础形式选取本设计的基础形式选取边柱采用柱下独立基础,中柱采用联合基础。多层框架结构的基础,一般有柱下独立基础、条形基础、十字形基础、片筏基础,必要时也可采用箱形基础或桩基等。基础类型的选择,取决于现场的工程地质条件、上部结构荷载的大小、上部结构对地基上不均匀沉降及倾斜的敏感程度以及施工条件等因素,还应进行必要的技术经济比较。5、结构布置计算根据该房屋的使用功能及建筑设计的要求,进行了建筑平面、立面及剖面设计。主体结构为5层,层均为3.6m。填充墙采用200厚的加气混凝土砌块。楼盖及屋盖均采用现浇钢筋混凝土结构,楼板厚度为120mm。一般情况下,框架结构是一个空间受力体系。为方便起见,常常忽略结构纵向和横向之间的空间联系,忽略各构件的扭转作用,将纵向框架和横向框架分别按平面框架进行分析计算。由于通常横向框架的间距相同,作用于各横向框架上的荷载相同,框架的抗侧刚度相同,因此,各榀横向框架都将产生相同的内力与变形,结构设计时一般取中间有代表性的一榀横向框架进行分析即可。
第三章结构计算书1框架结构计算方法,框架截面尺寸的确定1.1框架计算方法的确定:在竖向荷载作用下,规则多层框架的侧移很小,可近似认为侧移为零,可选用力矩分配法进行内力分析。具体步骤如下:①计算各跨梁在竖向荷载作用下的固端弯矩;②计算框架各节点的力矩分配系数;③将各节点的不平衡力矩同时进行分配,并向远端传递,再在各节点分配一次,即可结束。在水平荷载作用下,对于比较规则的、层数不多的框架结构,当柱轴向变形对内力及位移影响不大时,可选用D值法进行内力分析。柱的抗侧移刚度与梁的线刚度有关,柱的反弯点高度与梁柱线刚度比、上下层梁的线刚度比、上下层的层高变化有关。考虑上述因素的影响,对柱的抗侧移刚度和反弯点高度进行修正,就是D值法。1.2框架截面尺寸的确定框架梁的截面一般为矩形,当楼盖为现浇板时,楼板的一部分可作为梁的翼缘,则梁的截面就成为T型或L型。当采用预制楼盖时,为了减少楼盖结构高度和增加建筑净空,梁的截面常取为十字型或花篮型。框架柱的截面常为矩形或正方形。框架梁、柱的截面尺寸应满足承载力、刚度和施工的要求,设计尺寸时可参考以往经验确定,同时满足构造要求。以下给出截面尺寸估算公式:梁高h=(1/8~1/18)×,为梁的计算跨度;梁宽b=(1/2~1/4)×h,且不小于200mm;柱高b=(1/12~1/18)×H,H为层高,且不小于350mm;柱宽h=(1~2)×b,且不小于400mm。1)横向框架梁:h=(1/8~1/18)×6.3m=0.79m~0.35m,取h=500mm;b=(1/2~1/4)×0.5m=0.25m~0.125m,因不小于200mm,取b=300mm;中间跨取b×h=300mm×500mm。2)纵向框架梁:h=(1/8~1/18)×6.2m=0.775m~0.34m,取h=500mm;b=(1/2~1/4)×0.5m=0.25m~0.125m,因不小于200mm,取b=300mm。3)框架柱:h=(1~2)×0.4m=0.4m~0.8m,因不小于400mm取h=500m;b=(1/12~1/18)×3.6m=0.3m~0.2m,因不小于400mm取b=400m。4)楼板厚度:
,取楼板厚h=120mm.框架截面尺寸见图3.12荷载计算2.1屋面恒荷载:屋面构造见下图:
防水层(刚性)30厚C20细石混凝土防水防水层(柔性)冷底子油一道上铺SBS防水卷材二道找平层:15厚水泥砂浆找坡层:40厚水泥石灰焦渣砂浆找坡保温层:80厚1:10珍珠岩保温层结构层:120厚现浇钢筋混凝土板抹灰层:15厚板底抹灰屋面恒荷载2.2楼面恒荷载:楼面构造见下图:
大理石面层,水泥砂浆擦缝30厚1:3干硬性水泥砂浆,面上撒2厚素水泥水泥浆结合层一道结构层:120厚现浇钢筋混凝土板抹灰层:15厚板底抹灰楼面恒荷载2.3构件自重(1)梁自重:横向框架梁自重:纵向框架梁自重:(2)柱自重:框架柱自重:抹灰层:10厚混合砂浆合计(3)墙自重:外纵墙自重:
水涮石外墙面:水泥粉刷内墙面:合计内纵墙自重:水泥粉刷内墙面:合计横墙自重:水泥粉刷内墙面:合计(4)屋顶女儿墙重:女儿墙自重:女儿墙防水层重:合计3.0KN/m铝合金窗自重2.4柱轴压比估算边柱:中柱:结构力:3框架柱抗侧移计算3.1框架梁柱线刚度计算:
表3.1框架柱线刚度计算表框架梁柱线刚度计算边跨梁0.30.50.006256.30.86中跨梁0.30.50.006252.71.97(2~5)层柱0.40.50.004173.61底层柱0.40.50.004176.00.60框架结构的计算简图如下:
3.2框架柱抗侧移刚度计算:具体详见下面的各柱D值及剪力分配系数表:
表3.2各柱D值及剪力分配系数表层号及层高柱位置2~5层(3.6m)边柱0.8570.3000.169中柱2.8290.5860.3311层(6m)边柱1.4290.5630.210中柱4.7140.7770.2903.3集中风荷载标准值的计算:具体计算过程见下表:表3.3风荷载标准值计算表(B=4.2m)离地高度z/m18.00.8151.01.30.43.61.64.62814.40.741.01.30.43.63.65.81810.80.741.01.30.43.63.65.8187.20.741.01.30.43.63.65.8183.60.741.01.30.43.63.65.818风荷载作用下的荷载分布图如下:
3.4各层柱反弯点位置及柱端剪力梁柱端弯矩的计算:
表3.4各层柱反弯点位置、剪力、柱梁端弯矩计算表层号柱号5边柱4.6280.1690.782574200.000081.1882.4121.88610.92901.8861.886中柱0.3311.5321.5842.0163.08852.42660.9362.1534边柱10.4460.1691.765574200.000181.442.163.81242.54164.7414.741中柱0.3313.4581.621.986.84685.60192.8106.4643边柱16.2640.1692.749574200.000281.621.985.44304.45337.9857.985中柱0.3315.3831.81.89.68949.68944.63310.662边柱22.0820.1693.732574200.000381.81.86.71766.717611.1711.17中柱0.3317.3091.81.813.15613.1566.92215.921边柱27.9000.2105.859187600.001493.962.0411.95223.2018.6718.67中柱0.2908.0913.32.721.84626.7010.6424.36
3.5风荷载作用下的内力图如下:图3.6风荷载作用下的弯矩图
图3.7风荷载作用下剪力图(KN)
图3.8风荷载作用下柱轴力图(KN)4竖向荷载作用下框架结构的内力分析4.1恒活载作用下的内力分析:对于四边支承的板,当其两个方向的跨度时,作用于板上的荷载将沿两个方向传给支承结构,板在两个方向均产生较大弯矩,这种板称为双向板。当两个方向的边长越接近相等时,板在两个方向的受力也就越接近相等。双向板的支座反力分布比较复杂,实用计算时可近似地把每一个区格划分为四个小区格,并认为每一小区格的荷载直接传给邻近的支承梁。因此,沿板长向支承梁的荷载为梯形分布,沿板短向方向支承梁的荷载为三角形分布。为方便计算可将支承梁上的梯形或三角形荷载根据截面弯矩相等的原则换算为等效均布荷载。
图3.9框架结构平面布置图
表3.5恒(活)线载计算表恒线载线载位置q附加(KN/m)合计(KN/m)屋面边跨(梯形)1.656.30.33325.520.7863.7524.54纵跨(梯形)1.353.30.32116.413.5633.75纵跨(三角)25.515.9383.75中跨(三角)16.410.2433.7513.99楼面边跨(梯形)1.656.30.33318.715.2433.75+6.5725.56纵跨(梯形)1.353.30.32112.110.0073.75纵跨(三角)18.711.6883.75中跨(三角)12.17.5263.7511.28活线载屋面边跨(梯形)1.656.30.3338.46.8476.847纵跨(梯形)1.353.30.3215.44.466纵跨(三角)8.45.25中跨(三角)5.43.3753.375楼面边跨(梯形)1.656.30.3338.46.8476.847纵跨(梯形)1.353.30.3215.44.466纵跨(三角)8.45.25中跨(三角)5.43.3753.375
4.2恒活荷载的等效分布图如下:
4.3恒活荷载作用下的弯矩计算:表3.6恒(活)线载作用下的跨中及固端弯矩表线载性质楼层位置线载位置线载大小梁计算长度(m)固端弯矩跨中弯矩恒线载屋面边跨24.546.381.17121.75中跨13.992.78.5012.75楼面边跨25.566.384.54126.81中跨11.282.76.8510.28活线载屋面边跨6.8476.322.6533.97中跨02.700楼面边跨6.8476.322.6533.97中跨02.700恒活荷载作用下的弯矩分配采用弯矩二次分配法,具体分配过程见下图:
图3.12弯矩二次分配(恒载)
图3.13弯矩二次分配(活载)
4.4恒活荷载作用下的梁柱端剪力计算:在计算中,当已知框架M图求V图以及已知V图求N图时,可采用结构力学取脱离体的方法。如已知杆件(梁或柱)两端的弯矩。其剪力:表3.7恒(活)线载作用下梁端和柱端剪力计算表荷载性质层数边跨梁(KN)中跨梁(KN)边柱(KN)中柱(KN)V(左)V(右)V(左)V(右)V(上)V(下)V(上)V(下)恒载五74.347-80.25518.887-18.88727.2427.2419.1519.15四79.587-81.44115.228-15.22819.9119.9115.5615.56三79.346-81.68215.228-15.22820.3720.3715.6615.66二79.417-81.61115.228-15.22823.7923.7917.5617.56一78.561-82.46715.228-15.2284.854.853.583.58活载五20.860-22.276007.577.575.745.74四21.391-21.745005.355.354.474.47三21.326-21.810005.505.504.524.52二21.345-21.791006.426.425.075.07一21.132-22.000001.311.311.031.034.5恒活荷载作用下的柱轴力计算:为使整个计算过程更加清晰明了,特将计算过程程作成表格,具体计算过程见下表:
表3.8柱轴力计算表层号柱位置截面横梁传剪力(KN)纵墙重(KN)纵梁板传恒载(KN)纵梁板传活载(KN)柱重(KN)柱轴力(KN)恒载活载恒载活载5边柱柱上端74.347+20.860=95.2073.0×4.2=12.6157.117.64157.117.64柱下端176.2176.2中柱柱上端80.255+18.887+22.276=121.418199.128.98199.128.98柱下端218.2218.24边柱柱上端79.587+21.391=100.9787.125×4.2=29.9171.217.64347.435.28柱下端190.3366.5中柱柱上端81.441+15.228+21.745=118.4146.572×4.2=27.6207.328.98425.557.96柱下端226.4444.63边柱柱上端79.346+21.326=100.6727.125×4.2=29.9170.917.64537.452.92柱下端190.0556.5中柱柱上端81.682+15.228+21.810=118.726.572×4.2=27.6207.628.98652.286.94柱下端226.7671.32边柱柱上端79.417+21.345=100.7627.125×4.2=29.9170.917.64727.470.56柱下端190.0746.5中柱柱上端81.661+15.228+21.791=118.686.572×4.2=27.6207.628.98878.9115.92柱下端226.7898.01边柱柱上端78.561+21.132=99.6937.125×4.2=29.9169.917.64916.488.2柱下端201.7948.2中柱柱上端82.467+15.228+22.000=119.6956.572×4.2=27.6208.628.981106.6144.9柱下端240.41138.4
4.6恒活荷载作用下的内力图:
4.7梁柱内力组合表:
表3.9梁内力组合表楼层梁位置截面位置内力种类恒载活雪载最大值风荷载可变荷载控制基本组合可变荷载控制基本组合可变荷载控制基本组合永久荷载控制基本组合最大控制内力调幅前①调幅后②调幅前③调幅后④⑤1.2*②+1.4*④1.2*②+1.4*⑤1.2*②+0.9*(1.4*④+1.4*⑤)1.35*②+1.0*④max5左边跨梁左支座M-56.43-45.14-15.9-12.691.886-71.94-51.53-67.79-73.63-73.63V74.34774.34720.8620.86-0.448118.4288.59114.94121.23121.23跨中M56.01667.2215.8819.050.475107.3381.33105.27109.80109.80右支座M-75.04-60.03-20.3-16.26-0.936-94.80-73.35-93.71-97.30-97.30V-80.26-80.26-22.3-22.28-0.448-127.49-96.93-124.94-130.62-130.62中跨梁左支座M-36.64-29.31-8.63-6.9022.153-44.83-32.16-41.16-46.47-46.47V18.88718.88700-1.59522.6620.4320.6525.5025.50跨中M-23.89-28.67-8.63-10.350-48.89-34.40-47.45-49.05-49.06右支座M-36.64-29.31-8.63-6.902-2.153-44.83-38.19-46.58-46.47-46.58V-18.89-18.8900-1.595-22.66-24.90-24.67-25.50-25.50右边跨梁左支座M-75.04-60.03-20.3-16.260.936-94.80-70.73-91.35-97.30-97.30V80.25580.25522.2822.276-0.448127.4995.68123.81130.62130.62跨中M56.01667.2215.8819.05-0.475107.3380.00104.07109.80109.80右支座M-56.43-45.14-15.9-12.69-1.886-71.94-56.81-72.54-73.63-73.63V-74.35-74.35-20.9-20.86-0.448-118.42-89.84-116.06-121.23-121.234左边跨梁左支座M-76.26-61.01-20.6-16.524.741-96.33-66.57-88.05-98.88-98.88V79.58779.58721.3921.391-1.199125.4593.83120.95128.83128.83跨中M47.63357.1612.7615.320.965590.0469.9489.1192.4992.49右支座M-82.1-65.68-21.8-17.41-2.81-103.19-82.75-104.29-106.08-106.08V-81.44-81.44-21.7-21.75-1.199-128.17-99.41-126.64-131.69-131.69中跨梁左支座M-24.14-19.31-4.97-3.9786.464-28.74-14.12-20.04-30.04-30.04V15.22815.22800-4.78818.2711.5712.2420.5620.56跨中M-13.86-16.63-4.97-5.970-28.31-19.96-27.48-28.42-28.42右支座M-24.14-19.31-4.97-3.978-6.464-28.74-32.22-36.33-30.04-36.33V-15.23-15.2300-4.788-18.27-24.98-24.31-20.56-24.98右边跨梁左支座M-82.1-65.68-21.8-17.412.81-103.19-74.88-97.21-106.08-106.08V81.44181.44121.7521.745-1.199128.1796.05123.62131.69131.69跨中M47.63357.1612.7615.32-0.96690.0467.2486.6892.4992.49右支座M-76.26-61.01-20.6-16.52-4.741-96.33-79.85-100.00-98.88-100.00V-79.59-79.59-21.4-21.39-1.199-125.45-97.18-123.97-128.83-128.833左边跨梁左支座M-74.15-59.32-20-16.017.985-93.59-60.00-81.29-96.09-96.09V79.34679.34621.3321.326-2.003125.0792.41119.56128.44128.44跨中M48.98658.7813.215.841.67692.7172.8892.6195.1995.19右支座M-81.5-65.2-21.5-17.23-4.633-102.36-84.73-105.78-105.25-105.78V-81.68-81.68-21.8-21.81-2.003-128.55-100.82-128.02-132.08-132.08中跨梁左支座M-24.81-19.85-5.16-4.12810.66-29.60-8.90-15.59-30.93-30.93V15.22815.22800-7.89618.277.228.3220.5620.56跨中M-14.53-17.44-5.16-6.190-29.59-20.93-28.73-29.7329.73右支座M-24.81-19.85-5.16-4.128-10.66-29.60-38.75-42.45-30.93-42.45V-15.23-15.2300-7.896-18.27-29.33-28.22-20.56-29.33右边跨梁左支座M-81.5-65.2-21.5-17.234.633-102.36-71.76-94.11-105.25-105.25V81.68281.68221.8121.81-2.003128.5595.21122.98132.08132.08跨中M48.98658.7813.215.84-1.67692.7168.1988.3895.1995.19右支座M-74.15-59.32-20-16.01-7.985-93.59-82.36-101.41-96.09-101.41V-79.35-79.35-21.3-21.33-2.003-125.07-98.02-124.61-128.44-128.442左边跨梁左支座M-74.86-59.88-20.2-16.1611.17-94.48-56.22-78.15-97.00-97.00V79.41779.41721.3521.345-2.872125.1891.28118.58128.56128.56跨中M48.50158.213.0715.682.12491.7972.8192.2794.2594.25右支座M-81.76-65.41-21.6-17.29-6.922-102.69-88.18-109.00-105.59-109.00V-81.61-81.61-21.8-21.79-2.872-128.44-101.95-129.01-131.97-131.97中跨梁左支座M-24.52-19.61-5.07-4.05815.92-29.22-1.25-8.59-30.54-30.54V15.22815.22800-11.7918.271.763.4120.5620.56跨中M-14.24-17.09-5.07-6.090-29.03-20.51-28.18-29.16-29.16右支座M-24.52-19.61-5.07-4.058-15.92-29.22-45.82-48.71-30.54-48.71V-15.23-15.2300-11.79-18.27-34.78-33.13-20.56-34.78右边跨梁左支座M-81.76-65.41-21.6-17.296.922-102.69-68.80-91.55-105.59-105.59V81.61181.61121.7921.791-2.872128.4493.91121.77131.97131.97跨中M48.50158.213.0715.68-2.12491.7966.8786.9294.2594.25
右支座M-74.86-59.88-20.2-16.16-11.17-94.48-87.50-106.30-97.00-106.30V-79.42-79.42-21.3-21.35-2.872-125.18-99.32-125.81-128.56-128.561左边跨梁左支座M-66.44-53.15-18-14.3618.67-83.89-37.64-58.35-86.12-86.12V78.56178.56121.1321.132-4.652123.8687.76115.04127.19127.19跨中M54.2265.0614.6517.584.015102.6883.69105.28105.41105.41右支座M-78.75-63-20.7-16.56-10.64-98.77-90.49-109.86-101.60-109.86V-82.47-82.47-22-22-4.652-129.76-105.47-132.54-133.33-133.33中跨梁左支座M-30.41-24.33-6.77-5.41524.36-36.784.91-5.33-38.26-38.26V15.22815.22800-18.0418.27-6.99-4.4620.5620.56跨中M-20.13-24.16-6.77-8.120-40.36-28.99-39.22-40.74-40.74右支座M-30.41-24.33-6.77-5.415-24.36-36.78-63.30-66.71-38.26-66.71V-15.23-15.2300-18.04-18.27-43.54-41.01-20.56-43.54右边跨梁左支座M-78.75-63-20.7-16.5610.64-98.77-60.70-83.05-101.60-101.60V82.46782.4672222-4.652129.7692.45120.82133.33133.33跨中M54.2265.0614.6517.58-4.015102.6872.4595.16105.41105.41右支座M-66.44-53.15-18-14.36-18.67-83.89-89.92-105.40-86.12-105.40V-78.56-78.56-21.1-21.13-4.652-123.86-100.79-126.76-127.19-127.19
表3.10柱内力组合表楼层柱位置截面位置内力种类恒载活雪载最大值风荷载可变荷载控制基本组合可变荷载控制基本组合可变荷载控制基本组合永久荷载控制基本组合Nmax及相应的M,VNmin及相应的M,V|M|max及相应的N,V①②③1.2*①+1.4*②1.2*①+1.4*③1.2*①+0.9*(1.4*②+1.4*③)1.35*①+1.0*②1.35*①+1.0*②1.2*①+1.4*③ 5左边柱柱顶截面M56.4315.86-1.8989.9265.0785.3392.0492.0465.0792.04N157.117.64-0.448213.22187.89210.18229.73229.73187.89229.73V-27.24-7.570.782-43.29-31.59-41.24-44.34-44.34-31.59-44.34柱底截面M-41.65-11.390.93-65.92-48.68-63.16-67.62-67.62-48.68-67.62N176.217.64-0.448236.14210.81233.10255.51255.51210.81255.51V-27.24-7.570.782-43.29-31.59-41.24-44.34-44.34-31.59-44.34左中柱柱顶截面M-38.66-11.7-3.09-62.77-50.72-65.03-63.89-63.89-50.72-65.03N199.128.98-1.147279.49237.31273.99297.77297.77237.31273.99V19.155.741.53231.0225.1232.1431.5931.5925.1232.14柱底截面M30.318.952.4348.9039.7750.7149.8749.8739.7750.7N218.228.98-1.147302.41260.23296.91323.55323.55260.23296.91V19.155.741.53231.0225.1232.1431.5931.5925.1232.14右中柱柱顶截面M38.6611.73.0962.7742.0757.2463.8963.8942.0763.89N199.128.981.147279.49240.53276.88297.77297.77240.53297.77V-19.15-5.741.532-31.02-20.84-28.28-31.59-31.59-20.8431.59柱底截面M-30.31-8.952.43-48.90-32.97-44.59-49.87-49.87-32.97-49.87N218.228.981.147302.41263.45299.80323.55323.55263.45323.55V-19.15-5.741.532-31.02-20.84-28.28-31.59-31.59-20.84-31.59右边柱柱顶截面M-56.43-15.86-1.89-89.92-70.36-90.08-92.04-92.04-70.36-92.04N157.117.640.448213.22189.15211.31229.73229.73189.15229.73V27.247.570.78243.2933.7843.2144.3444.3433.7844.34柱底截面M41.6511.390.9365.9351.2865.5067.6267.6251.2867.62N176.217.640.448236.14212.07234.23255.51255.51212.07255.51V27.247.570.78243.2933.7843.2144.3444.3433.7844.344左边柱柱顶截面M34.619.26-3.8154.5036.2048.4055.9855.9836.2055.98N347.435.28-1.567466.27414.69459.36504.27504.27414.69504.27V-19.91-5.351.765-31.38-21.42-28.41-32.23-32.23-21.42-32.23柱底截面M-37.07-10.012.54-58.50-40.93-53.90-60.05-60.05-40.93-60.05N366.535.28-1.567489.19437.61482.28530.06530.06437.61530.06V-19.91-5.351.765-31.38-21.42-28.41-32.23-32.23-21.42-32.23左中柱柱顶截面M-27.65-7.92-6.85-44.27-42.77-51.79-45.25-45.25-42.77-51.79N425.557.96-3.589591.74505.58579.11632.39632.39505.58579.11V15.564.473.45824.9323.5128.6625.4825.4823.5128.66柱底截面M28.348.195.645.4741.8551.3846.4546.4541.8551.38N444.657.96-3.589614.66528.50602.03658.17658.17528.50602.03V15.564.473.45824.9323.5128.6625.4825.4823.5128.66右中柱柱顶截面M27.657.92-6.8544.2723.5934.5345.2545.2523.5945.25N425.557.963.589591.74515.62588.15632.39632.39515.62632.39V-15.56-4.473.458-24.93-13.83-19.95-25.48-25.48-13.83-25.48柱底截面M-28.34-8.195.6-45.47-26.17-37.27-46.45-46.45-26.17-46.45N444.657.963.589614.66538.54611.07658.17658.17538.54658.17V-15.56-4.473.458-24.93-13.83-19.95-25.48-25.48-13.83-25.48右边柱柱顶截面M-34.61-9.26-3.81-54.50-46.87-58.00-55.98-55.98-46.87-58N347.435.281.567466.27419.07463.31504.27504.27419.07463.31V19.915.351.76531.3826.3632.8632.2332.2326.3632.86柱底截面M37.0710.012.5458.5048.0460.3060.0560.0548.0460.3N366.535.281.567489.19441.99486.23530.06530.06441.99486.23V19.915.351.76531.3826.3632.8632.2332.2326.3632.863左边柱柱顶截面M37.0710.01-5.4458.5036.8750.2460.0560.0536.8760.05N537.452.92-3.57718.97639.88707.06778.41778.41639.88778.41V-20.37-5.52.749-32.14-20.60-27.91-33.00-33.00-20.60-33柱底截面M-36.25-9.784.45-57.19-37.27-50.22-58.72-58.72-37.27-58.71N556.552.92-3.57741.89662.80729.98804.20804.20662.80804.2V-20.37-5.52.749-32.14-20.60-27.91-33.00-33.00-20.6033左中柱柱顶截面M-28.34-8.19-9.69-45.47-47.57-56.54-46.45-46.45-47.57-56.54N652.286.94-5.893904.36774.39884.76967.41967.41774.39834.76V15.664.525.38325.1226.3331.2725.6625.6626.3331.27
柱底截面M28.048.19.6944.9947.2156.0645.9545.9547.2156.06N671.386.94-5.893927.28797.31907.68993.20993.20797.31907.68V15.664.525.38325.1226.3331.2725.6625.6626.3331.27右中柱柱顶截面M28.348.19-9.6945.4720.4432.1246.4546.4520.4446.45N652.286.945.893904.36790.89899.61967.41967.41790.89967.41V-15.66-4.525.383-25.12-11.26-17.70-25.66-25.66-11.26-25.66柱底截面M-28.04-8.19.69-44.99-20.08-31.64-45.95-45.95-20.08-45.95N671.386.945.893927.28813.81922.53993.20993.20813.81993.2V-15.66-4.525.383-25.12-11.26-17.70-25.66-25.66-11.26-25.66右边柱柱顶截面M-37.07-10.01-5.44-58.50-52.10-63.95-60.05-60.05-52.10-63.95N537.452.923.57718.97649.88716.06778.41778.41649.88716.06V20.375.52.74932.1428.2934.8433.0033.0028.2934.84柱底截面M36.259.784.4557.1949.7361.4358.7258.7249.7361.43N556.552.923.57741.89672.80738.98804.20804.20672.80738.98V20.375.52.74932.1428.2934.8433.0033.0028.2934.842左边柱柱顶截面M38.6110.42-6.7260.9236.9250.9962.5462.5436.9262.54N727.470.56-6.442971.66863.86953.671052.551052.55863.861052.55V-23.79-6.423.732-37.54-23.32-31.93-38.54-38.54-23.32-38.54柱底截面M-47.05-12.76.72-74.24-47.05-63.99-76.22-76.22-47.05-76.22N746.570.56-6.442994.58886.78976.591078.341078.34886.781078.34V-23.79-6.423.732-37.54-23.32-31.93-38.54-38.54-23.32-38.54左中柱柱顶截面M-29.21-8.44-13.16-46.87-53.48-62.27-47.87-47.87-53.48-62.26N878.9115.92-8.9211216.971042.191189.501302.441302.441042.191189.5V17.565.077.30928.1731.3036.6728.7828.7831.3036.67柱底截面M33.999.8113.1654.5259.2169.7355.7055.7059.2169.71N898115.92-8.9211239.891065.111212.421328.221328.221065.111212.42V17.565.077.30928.1731.3036.6728.7828.7831.3036.67右中柱柱顶截面M29.218.44-13.1646.8716.6329.1047.8747.8716.6347.87N878.9115.928.9211216.971067.171211.981302.441302.441067.171302.44V-17.56-5.077.309-28.17-10.84-18.25-28.78-28.78-10.84-28.78柱底截面M-33.99-9.8113.16-54.52-22.36-36.57-55.70-55.70-22.36-55.71N898115.928.9211239.891090.091234.901328.221328.221090.091328.22V-17.56-5.077.309-28.17-10.84-18.25-28.78-28.78-10.84-28.78右边柱柱顶截面M-38.61-10.42-6.72-60.92-55.74-67.93-62.54-62.54-55.74-67.92N727.470.566.442971.66881.90969.901052.551052.55881.90969.9V23.796.423.73237.5433.7741.3438.5438.5433.7741.34柱底截面M47.0512.76.7274.2465.8780.9376.2276.2265.8780.93N746.570.566.442994.58904.82992.821078.341078.34904.82992.82V23.796.423.73237.5433.7741.3438.5438.5433.7741.341左边柱柱顶截面M19.395.25-11.9530.626.5414.8331.4331.436.5431.43N916.488.2-11.091223.161084.151196.831325.341325.341084.151325.34V-4.85-1.315.859-7.652.38-0.09-7.86-7.862.38-7.86柱底截面M-9.7-2.6323.2-15.3220.8414.28-15.73-15.7320.8423.2N948.288.2-11.091261.321122.311234.991368.271368.271122.31-11.09V-4.85-1.315.859-7.652.38-0.09-7.86-7.862.385.86左中柱柱顶截面M-14.34-4.12-21.85-22.98-47.80-49.93-23.48-23.48-47.80-49.92N1106.6144.9-13.391530.781309.171493.621638.811638.811309.171493.62V3.581.038.0915.7415.6215.795.865.8615.6215.79柱底截面M7.172.0626.711.4945.9844.8411.7411.7445.9845.98N1138.4144.9-13.391568.941347.331531.781681.741681.741347.331347.33V3.581.038.0915.7415.6215.795.865.8615.6215.62右中柱柱顶截面M14.344.12-21.8522.98-13.38-5.1323.4823.48-13.3823.47N1106.6144.913.3921530.781346.671527.371638.811638.811346.671638.81V-3.58-1.038.091-5.747.034.60-5.86-5.867.03-5.86柱底截面M-7.17-2.0626.7-11.4928.7822.44-11.74-11.7428.7828.78N1138.4144.913.3921568.941384.831565.531681.741681.741384.831384.83V-3.58-1.038.091-5.747.034.60-5.86-5.867.037.03右边柱柱顶截面M-19.39-5.25-11.95-30.62-40.00-44.94-31.43-31.43-40.00-44.94N916.488.211.0941223.161115.211224.791325.341325.341115.211224.79V4.851.315.8597.6514.0214.857.867.8614.0214.85柱底截面M9.72.6323.215.3244.1244.1915.7315.7344.1244.19N948.288.211.0941261.321153.371262.951368.271368.271153.371262.95V4.851.315.8597.6514.0214.857.867.8614.0214.85
5框架梁柱截面设计与配筋计算混凝土强度C30钢筋强度HPB235HRB3355.1框架梁截面设计(一)正截面受弯承载力计算由梁的内力组合表可知,顶层边跨梁的跨中弯矩最大,M=109.80,首先以顶层左边跨梁为例,进行正截面受弯承载力计算。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。(1)T形梁翼缘计算宽度的确定:1.按计算跨度考虑2.按梁净距考虑3.按翼缘高度考虑因为故翼缘宽度不受此项限制,取前两者中的较小值。所以,(2)计算类型的判定:因为所以,属于第一类T型截面。(3)配筋计算:梁的截面尺寸为300mm×500mm跨中截面弯矩M=109.80
下部实配418()上部按构造要求配筋。其余各梁正截面受弯承载力配筋计算见下表:
表3.11框架梁正截面配筋表楼层梁位置截面位置bM()实配钢筋实配5左边跨梁左支座114.330046573.630.0790.083300551218+216911300跨中114.32100465109.800.0170.0173007944181017300右支座114.330046597.300.1050.111300739218+216911300中跨梁左支座114.330046546.470.0500.051300342218+216911300跨中114.3210046549.060.0080.008300353416804300右支座114.330046546.580.0500.052300343218+216911300右边跨梁左支座114.330046597.300.1050.111300739218+216911300跨中114.32100465109.800.0170.0173007944181017300右支座114.330046573.630.0790.083300551218+2169113004左边跨梁左支座114.330046598.880.1070.113300751218+216911300跨中114.3210046592.490.0140.014300668416804300右支座114.3300465106.080.1140.122300810218+216911300中跨梁左支座114.330046530.040.0320.033300219218+216911300跨中114.3210046528.420.0040.004300204416804300右支座114.330046536.330.0390.040300266218+216911300右边跨梁左支座114.3300465106.080.1140.122300810218+216911300跨中114.3210046592.490.0140.014300668416804300右支座114.3300465100.000.1080.114300760218+2169113003左边跨梁左支座114.330046596.090.1040.110300729218+216911300跨中114.3210046595.190.0150.015300687416804300右支座114.3300465105.780.1140.121300807218+216911300中跨梁左支座114.330046530.930.0330.034300226218+216911300跨中114.3210046529.730.0050.005300214416804300右支座114.330046542.450.0460.047300312218+216911300右边跨梁左支座114.3300465105.250.1130.121300803218+216911300跨中114.3210046595.190.0150.015300687416804300右支座114.3300465101.410.1090.116300772218+2169113002左边跨梁左支座114.330046597.000.1050.111300736218+216911300跨中114.3210046594.250.0150.015300681416804300右支座114.3300465109.000.1180.125300834218+216911300中跨梁左支座114.330046530.540.0330.033300223218+216911300跨中114.3210046529.160.0040.004300210416804300右支座114.330046548.710.0530.054300359218+216911300右边跨梁左支座114.3300465105.590.1140.121300806218+216911300跨中114.3210046594.250.0150.015300681416804300右支座114.3300465106.300.1150.122300812218+2169113001左边跨梁左支座114.330046586.120.0930.098300649218+216911300跨中114.32100465105.410.0160.016300762416804300右支座114.3300465109.860.1180.126300841218+216911300中跨梁左支座114.330046538.260.0410.042300280218+216911300跨中114.3210046540.740.0060.006300293416804300右支座114.330046566.710.0720.075300497218+216911300右边跨梁左支座114.3300465101.600.1100.116300773218+216911300跨中114.32100465105.410.0160.016300762416804300右支座114.3300465105.400.1140.121300804218+216911300
(二)斜截面受剪承载力计算今以顶层左边梁为例,来进行斜截面受剪承载力计算。整品框架梁的最大固端剪力为:。(1)验算截面尺寸:,属厚腹梁。因混凝土强度等级小于C50,取截面符合条件。(2)验算是否需要计算配置箍筋:,故只需按构造配置箍筋。规范规定,当时,箍筋的配筋率尚不应小于;配2肢8@200(),满足要求。因整品框架的截面尺寸相同,所用材料也相同,故各梁均按2肢8@200配置箍筋。梁端加密区采用2肢8@100,加密区长度详见梁施工图。(三)裂缝宽度控制验算受弯构件取一最大内力组合进行验算,这一组若满足,其它组也满足。由内力组合表可知,梁的最大跨中弯矩存在于底层边跨梁上,底层边跨梁的计算跨度,跨中最大标准组合计算弯矩(1)按荷载效应的标准组合计算弯矩(2)计算纵向受拉钢筋的应力(3)计算有效配筋率
(4)计算受拉钢筋的应力不均匀系数(5)计算最大裂缝宽度混凝土保护层厚度(6)查《规范》,得最大裂缝宽度的限值,裂缝宽度满足要求。(四)受弯构件的挠度验算受弯构件取一最大内力组合进行验算,这一组合若满足要求,其它组合也满足要求。由内力组合表可知,梁的最大跨中弯矩存在于底层边跨梁上,底层边跨梁的计算跨度,跨中最大标准组合计算弯矩(1)按受弯构件荷载效应的标准组合并考虑荷载长期作用影响计算弯矩值按荷载效应标准组合所计算的最大弯矩按荷载效应的准永久组合(2)计算受拉钢筋应变不均匀系数
(3)计算构件的短期刚度1.计算钢筋与混凝土弹性模量比值2.计算纵向受拉钢筋配筋率3.计算受压翼缘面积与腹板有效面积的比值4.计算短期刚度(4)计算构件刚度B(5)计算梁的挠度并验算
查《规范》挠度限值为所以,满足要求。5.2框架柱截面设计(一)轴压比验算底层柱轴压比满足要求。(二)截面尺寸复核取,因为所以满足要求。(三)正截面受弯承载力计算柱同一截面分别承受正反向弯矩,故采用对称配筋。以底层右中柱为例,从柱的内力组合表中选用N大,M大的组合,最不利组合为:第一组内力在弯矩中没有由水平荷载产生的弯矩,柱的计算长度(1)确定初始偏心矩
(2)确定偏心矩增大系数回转半径由《规范》知,应计算系数根据《规范》,根据《规范》取根据《规范》(3)求轴向力到纵向钢筋作用点的距离(4)确定混凝土压区高度x因为所以(5)求纵向钢筋因为
所以按构造配筋,最小总配筋率每侧实配218+116()。(6)验算配筋率全部纵向钢筋每一侧纵向钢筋满足要求。另一组弯矩中由风荷载作用产生的弯矩>75%,柱的计算长度取下列二式中的较小值:所以,(1)确定初始偏心矩
(2)确定偏心矩增大系数回转半径由《规范》知,应计算系数根据《规范》,根据《规范》取根据《规范》(3)求轴向力到纵向钢筋作用点的距离(4)确定混凝土压区高度x因为所以x=242.1mm(5)求纵向钢筋因为
所以按构造配筋,最小总配筋率每侧实配218+116()。(6)验算配筋率全部纵向钢筋每一侧纵向钢筋满足要求。垂直于弯矩作用平面的受压承载力验算在垂直于弯矩作用方向上,柱子是安全的。(四)斜截面受剪承载力计算最不利内力组合因为剪跨比因为所以N=KN
按构造配筋,取复式箍48@200,加密区取复式箍48@100。(五)裂缝宽度验算,可不验算裂缝宽度。柱配筋见下表:
表3.12柱配筋表1楼层柱位置截面位置内力种类Nmax及相应的M,V实际配筋 实际配筋1.35*①+1.0*②5左边柱柱顶截面M92.04400.6420.00420.641.001.001.0440.16255.75222.86396.89218+116710500<048@200N229.73V44.34柱底截面M67.62264.6520.00284.651.001.001.0644.67255.7586.87172.06218+116710500<048@200N255.51V44.34左中柱柱顶截面M63.89214.5620.00234.561.001.001.0752.06255.7536.7884.90218+116710500<048@200N297.77V31.59柱底截面M49.87154.1320.00174.131.001.001.1056.56255.75-23.65-59.31218+116710500<048@200N323.55V31.59右中柱柱顶截面M63.89214.5620.00234.561.001.001.0752.06255.7536.7884.90218+116710500<048@200N297.77V31.59柱底截面M49.87154.1320.00174.131.001.001.1056.56255.75-23.65-59.31218+116710500<048@200N323.55V31.59右边柱柱顶截面M92.04400.6420.00420.641.001.001.0440.16255.75222.86396.89218+116710500<048@200N229.73V44.34柱底截面M67.62264.6520.00284.651.001.001.0644.67255.7586.87172.06218+116710500<048@200N255.51V44.344左边柱柱顶截面M55.98111.0120.00131.011.001.001.1388.16255.75363.23-225.51218+116710500<048@200N504.27V32.23柱底截面M60.05113.2920.00133.291.001.001.1392.67255.75365.51-218.42218+116710500<048@200N530.06V32.23左中柱柱顶截面M45.2571.5520.0091.551.001.001.19110.56255.75323.77-421.33218+116710500<048@200N632.39V25.48柱底截面M46.4570.5720.0090.571.001.001.19115.06255.75322.79-432.01218+116710500<048@200N658.17V25.48右中柱柱顶截面M45.2571.5520.0091.551.001.001.19110.56255.75323.77-421.33218+116710500<048@200N632.39V25.48柱底截面M46.4570.5720.0090.571.001.001.19115.06255.75322.79-432.01218+116710500<048@200N658.17V25.48右边柱柱顶截面M55.98111.0120.00131.011.001.001.13 88.16255.75363.23-225.51218+116710500<048@200N504.27V32.23柱底截面M60.05113.2920.00133.291.001.001.1392.67255.75365.51-218.42218+116710500<048@200N530.06V32.233左边柱柱顶截面M60.0577.1420.0097.141.001.001.18136.09255.75329.36-407.87218+116710500<048@200N778.41V33柱底截面M58.7273.0220.0093.021.001.001.19140.59255.75325.24-433.06218+116710500<048@200N804.2V33左中柱柱顶截面M46.4548.0120.0068.011.001.001.25169.13255.75300.23-601.45218+116710500<048@200N967.41V25.66M45.9546.2620.0066.261.001.001.26173.64255.75298.48-613.61218+116710500<048@200
柱底截面N993.2V25.66右中柱柱顶截面M46.4548.0120.0068.011.001.001.25169.13255.75300.23-601.45218+116710500<048@200N967.41V25.66柱底截面M45.9546.2620.0066.261.001.001.26173.64255.75298.48-613.61218+116710500<048@200N993.2V25.66右边柱柱顶截面M60.0577.1420.0097.141.001.001.18136.09255.75329.36-407.87218+116710500<048@200N778.41V33柱底截面M58.7273.0220.0093.021.001.001.19140.59255.75325.24-433.06218+116710500<048@200N804.2V332左边柱柱顶截面M62.5459.4220.0079.421.001.001.22184.01255.75311.64-500.62218+116710500<048@200N1052.55V38.54柱底截面M76.2270.6820.0090.681.001.001.19188.52255.75322.90-399.88218+116710500<048@200N1078.34V38.54左中柱柱顶截面M47.8736.7520.0056.751.001.001.30227.70255.75288.97-627.76218+116710500<048@200N1302.44V28.78柱底截面M55.741.9420.0061.941.001.001.28232.21255.75294.16-563.63218+116710500<048@200N1328.22V28.78右中柱柱顶截面M47.8736.7520.0056.751.001.001.30227.70255.75288.97-627.76218+116710500<048@200N1302.44V28.78柱底截面M55.741.9420.0061.941.001.001.28232.21255.75294.16-563.63218+116710500<048@200N1328.22V28.78右边柱柱顶截面M62.5459.4220.0079.421.001.001.22184.01255.75311.64-500.62218+116710500<048@200N1052.55V38.54柱底截面M76.2270.6820.0090.681.001.001.19188.52 255.75322.90-399.88218+116710500<048@200N1078.34V38.541左边柱柱顶截面M31.4323.7120.0043.711.001.001.39231.70255.75275.93-752.20218+116710500<048@200N1325.34V7.86柱底截面M15.7311.5020.0031.501.001.001.55239.21255.75263.72-866.36218+116710500<048@200N1368.27V7.86左中柱柱顶截面M23.4814.3320.0034.330.871.001.50286.51255.75266.55-701.26218+116710500<048@200N1638.81V5.86柱底截面M11.746.9820.0026.980.851.001.64294.01255.75259.20-766.48218+116710500<048@200N1681.74V5.86右中柱柱顶截面M23.4814.3320.0034.330.871.001.50286.51255.75266.55-701.26218+116710500<048@200N1638.81V5.86柱底截面M11.746.9820.0026.980.851.001.64294.01255.75259.20-766.48218+116710500<048@200N1681.74V5.86右边柱柱顶截面M31.4323.7120.0043.711.001.001.39231.70255.75275.93-752.20218+116710500<048@200N1325.34V7.86柱底截面M15.7311.5020.0031.501.001.001.55239.21255.75263.72-866.36218+116710500<048@200N1368.27V7.86
表3.13柱配筋表2楼层柱位置截面位置内力种类|M|max及相应的N,V 实际配筋 实际配筋 5左边柱柱顶截面M92.04400.6420.00420.641.001.001.0440.16255.75222.86396.89218+116710500<048@200N229.73V44.34柱底截面M67.62264.6520.00284.651.001.001.0644.67255.7586.87172.06218+116710500<048@200N255.51V44.34左中柱柱顶截面M65.03237.3420.00257.341.001.001.0747.90255.7559.56126.51218+116710500<048@200N273.99V32.14柱底截面M50.7170.7620.00190.761.001.001.0951.91255.75-7.02-16.16218+116710500<048@200N296.91V32.14右中柱柱顶截面M63.89214.5620.00234.561.001.001.0752.06255.7536.7884.90218+116710500<048@200N297.77V31.59柱底截面M49.87154.1320.00174.131.001.001.1056.56255.75-23.65-59.31218+116710500<048@200N323.55V31.59右边柱柱顶截面M92.04400.6420.00420.641.001.001.0440.16255.75222.86396.89218+116710500<048@200N229.73V44.34柱底截面M67.62264.6520.00284.651.001.001.0644.67255.7586.87172.06218+116710500<048@200N255.51V44.344左边柱柱顶截面M55.98111.0120.00131.011.001.001.1388.16255.75363.23-225.51218+116710500<048@200N504.27V32.23柱底截面M60.05113.2920.00133.291.001.001.1392.67255.75365.51-218.42218+116710500<048@200N530.06V32.23左中柱柱顶截面M51.7989.4320.00109.431.001.001.16101.24255.75341.65-326.49218+116710500<048@200N579.11V28.66柱底截面M51.3885.3420.00105.341.001.001.16105.25255.75337.56-349.13218+116710500<048@200N602.03V28.66右中柱柱顶截面M45.2571.5520.0091.551.001.001.19110.56255.75323.77-421.33218+116710500<048@200N632.39V25.48柱底截面M46.4570.5720.0090.571.001.001.19115.06255.75322.79-432.01218+116710500<048@200N658.17V25.48右边柱柱顶截面M58125.1920.00145.191.001.001.1281.00255.75377.41-169.14218+116710500<048@200N463.31V32.86柱底截面M60.3124.0220.00144.021.001.001.1285.01255.75376.24-174.37218+116710500<048@200N486.23V32.863左边柱柱顶截面M60.0577.1420.0097.141.001.001.18136.09255.75329.36-407.87218+116710500<048@200N778.41V33柱底截面M58.7173.0020.0093.001.001.001.19140.59255.75325.22-433.14218+116710500<048@200N804.2V33左中柱柱顶截面M56.5467.7320.0087.731.001.001.20145.94255.75319.95-466.43218+116710500<048@200N834.76V31.27M56.0661.7620.0081.761.001.001.21158.69255.75313.98-504.332710500<048@200
柱底截面18+116N907.68V31.27右中柱柱顶截面M46.4548.0120.0068.011.001.001.25169.13255.75300.23-601.45218+116710500<048@200N967.41V25.66柱底截面M45.9546.2620.0066.261.001.001.26173.64255.75298.48-613.61218+116710500<048@200N993.2V25.66右边柱柱顶截面M63.9589.3120.00109.311.001.001.16125.19255.75341.53-337.93218+116710500<048@200N716.06V34.84柱底截面M61.4383.1320.00103.131.001.001.17129.19255.75335.35-372.67218+116710500<048@200N738.98V34.842左边柱柱顶截面M62.5459.4220.0079.421.001.001.22184.01255.75311.64-500.62218+116710500<048@200N1052.55V38.54柱底截面M76.2270.6820.0090.681.001.001.19188.52255.75322.90-399.88218+116710500<048@200N1078.34V38.54左中柱柱顶截面M62.2652.3420.0072.341.001.001.24207.95255.75304.56-520.63218+116710500<048@200N1189.5V36.67柱底截面M69.7157.5020.0077.501.001.001.22211.96255.75309.72-463.38218+116710500<048@200N1212.42V36.67右中柱柱顶截面M47.8736.7520.0056.751.001.001.30227.70255.75288.97-627.76218+116710500<048@200N1302.44V28.78柱底截面M55.7141.9420.0061.941.001.001.28232.21255.75294.16-563.55218+116710500<048@200N1328.22V28.78右边柱柱顶截面M67.9270.0320.0090.031.001.001.19169.56255.75322.25-435.86218+116710500<048@200N969.9V41.34柱底截面M80.9381.5220.00101.521.001.001.17173.57255.75333.74-342.33218+116710500<048@200N992.82V41.341左边柱柱顶截面M31.4323.7120.0043.711.001.002.09231.70255.75306.55-437.61218+116710500<048@200N1325.34V7.86柱底截面M23.22091.9720.002111.971.001.001.021.94255.752374.81164.27218+116710500<048@200N11.09V5.86左中柱柱顶截面M49.9233.4220.0053.420.961.001.86261.12255.75314.35-232.61218+116710500<048@200N1493.62V15.79柱底截面M45.9834.1320.0054.131.001.001.88235.55255.75316.97-316.04218+116710500<048@200N1347.33V15.62右中柱柱顶截面M23.4714.3220.0034.320.871.002.21286.51255.75290.94-391.35218+116710500<048@200N1638.81V5.86柱底截面M28.7820.7820.0040.781.001.002.17242.10255.75303.62-432.91218+116710500<048@200N1384.83V7.03右边柱柱顶截面M44.9436.6920.0056.691.001.001.84214.12255.75319.53-364.64218+116710500<048@200N1224.79V14.85柱底截面M44.1934.9920.0054.991.001.001.87220.80255.75317.83-360.02218+116710500<048@200N1262.95V14.85
6、基础设计6.1设计说明该框架层数不多,地基土较均匀且柱距较大,可选择用独立基础。根据地质报告,地基承载力特征值,取C30混凝土()钢筋采用HRB335()。6.2荷载计算地基梁自重墙自重合计17.07KN/m6.3地基承载力设计值的确定1.选择基础埋深:d=2.8m2.地基承载力特征值:3.根据《规范》可知:承载力修正系数:4.重度计算:人工填土假设,故只对基础埋深进行修正。6.4边柱独立基础设计
(1)荷载计算:由内力组合表可知,边柱的内力最不利组合有两组,分别是:为了简化计算,将两组不利组合归并为一组,M,N,V均取最大值,则最不利组合为:地梁和墙所传荷载:则最终最不利组合为:(2)基底尺寸的确定:由于偏心不大,基础底面积初步增大10%取基础底面尺寸为:(3)持力层强度验算:1451.78+1.35符合要求。故持力层强度满足要求。(4)柱底对基础抗冲切验算:
取基础高度h=650mm,则,基础为锥形基础。故柱边基础高度满足要求。(5)内力计算与配筋:地基净反力选用14@200实配选用14@200实配
图3.21
6.5中柱联合基础设计由于中柱间距较小,故采用联合基础。考虑到基础的面积较大,且间距较小,不宜简化为倒置的简支梁进行计算,为了使设计更为安全,仍按独立基础进行设计,将联合基础视为两个独立基础的拼接。(1)荷载计算由内力组合表可知,中柱的内力最不利组合有两组,分别是:为了简化计算,将两组不利组合归并为一组,M,N,V均取最大值,则最不利组合为:地梁和墙所传荷载:则最终最不利组合为:
(2)基底尺寸的确定:由于偏心不大,基础底面积初步增大10%取基础底面尺寸为:(3)持力层强度验算:1771+1.35符合要求。故持力层强度满足要求。(4)柱底对基础抗冲切验算:取基础高度h=650mm,则,基础为锥形基础。
故柱边基础高度满足要求。(5)内力计算与配筋:地基净反力取1米宽作为计算单元。长边方向短边方向长边方向配筋选用16@130实配短边方向配筋选用16@150实配
图3.23
7、楼梯设计7.1设计资料:该楼梯为三跑楼梯,采用板式楼梯结构,楼梯间高度3.6m(标准层),梯间宽为6.0m,左右梯段宽为1.9m,中间梯段宽为2米,楼梯井宽为0.1m。第一跑,第二跑,第三跑均为12级踏步,踏步高度为150mm,踏步宽度为300mm。梯段板厚取120mm。休息平台梁宽为300mm,高为500mm。楼梯使用活荷载标准值为。踏步面层采用30mm厚水磨石,底面为30厚混合砂浆抹灰层,采用C30混凝土,;梯段板和休息平台梁受力钢筋均采用HRB335级钢筋,;其余钢筋采用HPB235级钢筋,。设计内容包括:梯段板配筋,休息平台梁配筋和体息平台的配筋。结构布置图见下图:7.2.梯段板计算说明:将整个梯段板视为单向板,取一米板宽的一条板带作为计算单元。(1)荷载计算踏步尺寸300mm×150mm,斜板厚度取t=120mm,则截面平均高度为:。
恒荷载(一米宽板带的线载):踏步板自重1.2×0.21m×1m×踏步面层重踏步抹灰重g=8.082KN/m使用活荷载q=3.5KN/m总计g+q=11.582KN/m(2)内力计算水平投影计算跨度为跨中最大弯矩为(3)截面承载力计算选用12@200实配7.3休息平台板计算说明:休息平台板为单向板,取一米宽板带为计算单元。(1)荷载计算休息平台板厚取h=70mm,按单向板进行配筋设计。恒荷载(一米宽板带的线载):休息平台板自重板面抹灰自重
板底抹灰自重g=2.988KN/m使用活荷载机q=3.5KN/m合计g+q=6.488KN/m(2)内力计算计算跨度过跨中最大弯矩(3)截面承载力计算选用10@200实配7.4休息平台梁计算说明:梁宽取b=300mm,梁高取h=500mm。计算跨度取较小值(1)荷载计算梯段板传来平台板传来平台梁自重平台梁粉刷重
合计g+q=28.91KN/m(2)内力计算弯矩设计值:剪力设计值:(3)配筋计算平台梁按倒L形计算,受压翼缘取下面三个数值的较小值,经比较取梁的有效高度过由于故为第一类T型截面。,选用:322受剪承载力计算按构造配箍筋,箍筋选用8@200。8、板的设计8.1设计资料板厚120mm
,选用C30混凝土,钢筋采用HPB235(Q235)级钢筋。屋面恒荷载标准值为,活荷载为。楼面恒荷载标准值为,活荷载为。双向板内力分析方法有两种理论:一种方法视混凝土为弹性体,按弹性理论的分析方法求解板的内力与变形;另一种方法视混凝土为弹塑性材料,按塑性理论分析方法求解板的内力与配筋。双向板按弹性理论设计方法简便且偏于安全,故本设计首选目前实际工程中采用较多的按弹性理论的计算方法。按弹性理论荷载设计值:楼面:屋面:计算跨度:取轴线间距离8.2弯矩计算:跨中最大弯矩为当内支座固定时在g+q/2作用下的跨中弯矩值,与内支座简支时在q/2作用下的跨中弯矩之和,根据不同的支撑情况及板尺寸,整个楼(屋)盖分为1.2.3.4.5.6.7.8八种区格板。板的详细内力计算见板的内力计算表。板平面布置简图如下:
图3.25屋(楼)面板平面布置图
表3.14屋(楼)面板的内力计算表板位置板号计算简图g+q/2q/2mmu=0.2屋面板18.5841.36.33.31/(0.68)0.0160.0280.0440.072-0.077-0.1020.20.02480.04240.04720.07764.969.36-14.07-18.6428.5841.36.33.31/(0.67)0.0080.0280.0360.071-0.057-0.0780.20.01520.04220.03760.07663.277.45-9.94-13.6038.5841.36.33.11/(0.49)0.0030.0170.0410.096-0.057-0.0840.20.01120.03620.04160.09941.384.67-5.41-7.9848.5841.32.73.30.630.0430.0780.0160.026-0.057-0.0820.20.04620.08320.02460.04163.681.93-4.11-5.9158.5841.32.73.30.640.0350.0770.0090.027-0.077-0.0570.20.03680.08240.0160.04243.081.40-5.55-4.1168.5841.32.76.20.440.0400.0970.0040.017-0.083-0.0570.20.04080.10040.0120.03643.501.10-5.98-4.11楼面板16.6521.36.33.31/(0.68)0.0160.0280.0440.072-0.077-0.1020.20.02480.04240.04720.07764.077.67-11.32-15.0026.6521.36.33.31/(0.67)0.0080.0280.0360.071-0.057-0.0780.20.01520.04220.03760.07662.756.17-8.00-10.9436.6521.36.33.11/(0.49)0.0030.0170.0410.096-0.057-0.0840.20.01120.03620.04160.09941.173.90-4.36-6.4246.6521.32.73.30.630.0430.0780.0160.026-0.057-0.0820.20.04620.08320.02460.04163.031.59-3.30-4.7556.6521.32.73.30.640.0350.0770.0090.027-0.077-0.0570.20.03680.08240.0160.04242.571.18-4.46-3.3066.6521.32.76.20.440.0400.0970.0040.017-0.083-0.0570.20.04080.10040.0120.03642.930.93-4.81-3.30
8.3配筋计算各区格板跨内及支座弯矩已求得,取截面有效高度,即可近似按计算钢筋截面面积,受弯构件的最小配筋率为0.2和中的较大值,计算结果见下表:表3.15双向板配筋计算表板类型板位置板号板方向选配钢筋实配面积实际配筋率最小配筋率屋面板跨中1lox方向4.9690276.25Φ10@2003930.003280.00306loy方向9.3690521.30Φ10@1505230.004360.003062lox方向3.2790182.12Φ10@2003930.003280.00306loy方向7.4590414.93Φ10@1505230.004360.003064lox方向1.389076.86Φ10@2003930.003280.00306loy方向4.6790260.09Φ10@1505230.004360.003065lox方向3.6890204.96Φ10@2003930.003280.00306loy方向1.9390107.49Φ10@2003930.003280.003066lox方向3.0890171.54Φ10@2003930.003280.00306loy方向1.409077.97Φ10@2003930.003280.003068lox方向3.5090194.93Φ10@2003930.003280.00306loy方向1.109061.26Φ10@2003930.003280.00306支座14-14.0790-783.63Φ12@1408080.006730.0030612-18.6490-1038.15Φ14@14011000.009170.0030625-9.9490-553.61Φ12@1408080.006730.0030645-5.9190-329.16Φ10@1405610.004680.0030656-4.1190-228.91Φ10@1405610.004680.0030663-5.9890-333.05Φ10@1405610.004680.0030623-12.9690-721.80Φ12@1408080.006730.0030633-7.9890-444.44Φ10@1405610.004680.00306楼面板跨中1lox方向4.0790226.68Φ10@2003930.003280.00306loy方向7.6790427.18Φ10@1505230.004360.003062lox方向2.7590153.16Φ10@2003930.003280.00306loy方向6.1790343.64Φ10@1505230.004360.003064lox方向1.179065.16Φ10@2003930.003280.00306loy方向3.9090217.21Φ10@1505230.004360.003065lox方向3.0390168.76Φ10@2003930.003280.00306loy方向1.599088.55Φ10@2003930.003280.003066lox方向2.5790143.14Φ10@2003930.003280.00306loy方向1.189065.72Φ10@2003930.003280.003068lox方向2.9390163.19Φ10@2003930.003280.00306loy方向0.939051.80Φ10@2003930.003280.00306支座14-11.3290-630.47Φ12@1507540.006280.0030612-15.0090-835.42Φ12@1308700.007250.0030625-10.9490-609.30Φ12@1507540.006280.0030645-4.7590-264.55Φ12@2005650.004710.0030656-3.3090-183.79Φ12@2005650.004710.0030663-4.8190-267.89Φ12@2005650.004710.0030623-10.4390-580.90Φ12@1507540.006280.0030633-6.4290-357.56Φ12@2005650.004710.00306
西南交通大学本科毕业设计(论文)第73页总结毕业设计是对所学专业知识的一次综合应用,也是理论运用于实际设计的一次锻炼。通过毕业设计,我温习了以前在课堂上学习的专业知识,将所学的知识系统地串联起来。我查阅了很多书籍和规范,以获取相关的参考文献。特别值得一提的是,我深深的认识到作为一个结构工程师,应该具备一种严谨的设计态度,本着建筑以人为本的思想,力求做到实用、经济、美观;在设计一幢建筑物的过程中,应该严格按照建筑规范的要求,同时也要考虑各个工种的协调和合作,特别是结构和建筑的交流,结构设计和施工的协调。这就要求一个结构工程师应该具备灵活的一面,不仅要抓住建筑结构设计的主要矛盾,同时也要全面地考虑一些细节和局部的设计。在毕业设计的过程中,我深深地认识到各种建筑规范和规定是建筑设计的灵魂,一定要好好把握。在以后的学习和工作中,要不断加强对建筑规范和结构规范的学习和体会,有了这个根本,我们就不会犯工程上的低级错误,同时我们在处理工程问题时就有了更大的灵活性和创造性。
西南交通大学本科毕业设计(论文)第73页参考文献1、专业教材:《房屋建筑学》、《结构力学》、《混凝土结构》、《地基基础》、《砌体结构》等。2、设计规范及标准(1)《房屋建筑制图统一标准》(GB/T50001—2001)(2)《建筑制图标准》(GB/T50104—2001)(3)《建筑结构制图标准》(GB/T50105—2001)(4)《建筑设计防火规范》(2001年版)(5)《办公楼设计规范》(JGJ67—89)(5)《住宅设计规范》(GB50096—1999)(6)《建筑结构荷载规范》(GB50009—2002)(7)《混凝土结构设计规范》(GB50010—2002)(8)《砌体结构设计规范》(GB50003—2001)(9)《建筑地基基础设计规范》(GB50007—2002)(10)《建筑抗震设计规范》(GB50011—2001)(11)《建筑桩基技术规范》(JGG94—94)(12)《工程建设标准强制性条文(房屋建筑部分)》(13)中南地区建筑、结构设计标准图集(14)河南省建筑、结构设计标准图集××××大学毕业设计(论文)(页面设置:论文版心大小为155mm×245mm,页边距:上2.6cm,下2.6cm,左2.5cm,右2cm,行间距20磅,装订线位置左,装订线1cm,)此处为论文题目,黑体2号字
西南交通大学本科毕业设计(论文)第73页(以下各项居中列,黑体小四号)年级:学号:姓名:专业:指导老师:(填写时间要用中文)二零零八年六月
西南交通大学本科毕业设计(论文)第V页××大学本科毕业设计(论文)院系专业年级姓名题目指导教师评语指导教师(签章)评阅人评语评阅人(签章)成绩答辩委员会主任(签章)年月日第10页共89页
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××大学本科毕业设计(论文)一、指导教师提供的设计资料二、要求学生搜集的技术资料(指出搜集资料的技术领域)三、设计进度安排第一部分(4周)第二部分(6周)第三部分(2周)评阅及答辩(1周)指导教师:年月日系主任审查意见:审批人:年月日注:设计任务书审查合格后,发到学生手上。××××大学××××××××学院20XX年制第10页共89页
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××大学本科毕业设计(论文)目录摘要IVAbstractV第1章绪论11.1本论文的背景和意义11.2本论文的主要方法和研究进展11.3本论文的主要内容11.4本论文的结构安排1第2章各章题序及标题小2号黑体22.1各节点一级题序及标题小3号黑体22.1.1各节的二级题序及标题4号黑体22.2页眉、页脚说明22.3段落、字体说明22.4公式、插图和插表说明2结论5致谢6参考文献7附录1标题8附录2标题9第10页共89页
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