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'框架结构酒店设计计算书毕业论文目录1建筑工程概况总说明11.1总平面说明11.2建筑物的间距和朝向的确定11.3主要房间的布置11.4辅助房间设计21.5交通联系部分设计21.5.1一般要求21.5.2走道21.5.3楼梯21.5.4门厅31.6剖面设计31.6.1建筑层数和总高度的确定31.6.2室内外高差的确定41.7立面设计41.7.1立面选型41.7.2门窗尺寸的确定42框架结构设计计算书52.1工程概况52.2设计资料52.2.1气象条件52.2.2抗震设防烈度52.2.3选用材料52.3框架截面设计计算62.3.1框架梁截面尺寸确定62.3.2框架柱截面初布估算62.4楼板设计73
2.4.1楼板荷载82.4.2楼板配筋计算82.4.3次梁配筋计算122.5框架侧移刚度计算152.5.1线刚度计算152.5.2各层横向侧移刚度计算162.6重力荷载代表值的计算172.6.1一到六层梁柱自重计算172.6.2一层墙体、窗户、门自重及楼板恒活荷载的计算172.6.3二层墙体、窗户、门自重及楼板恒活载计算192.6.4三层墙体、窗户、门自重及楼板恒活载计算192.6.5四到五层墙体、窗户、门自重及楼板恒活载计算202.6.6六层墙体、窗户、门自重及楼板恒活载计算202.6.7顶端重力荷载代表值计算212.7横向的水平荷载作用下框架结构的内力和侧移计算212.7.1横向的水平地震荷载作用下框架结构的内力和侧移计算212.7.2横向的水平风荷载作用下框架结构的内力和侧移计算282.8竖向荷载作用下框架结构的内力计算312.8.1计算单元的选择确定312.8.2荷载计算322.8.3内力计算412.9横向框架的内力组合582.9.1确定结构的抗震等级582.9.2框架梁的内力组合582.9.3框架柱的内力组合642.9.4柱端按“强柱弱梁”进行弯矩设计值的调整692.9.5框架柱端剪力组合设计值的调整712.9.6框架梁按”强剪弱弯“进行调整计算732.10截面设计732.10.1框架梁截面设计732.10.2框架柱截面设计802.11楼梯设计892.11.1梯段板计算892.11.2休息平台计算903
2.11.3梯段梁TL1计算912.12柱下条形基础设计922.12.1确定基础底面尺寸922.12.2用倒梁法计算基础梁内力并配筋93参考文献98致谢993
山西XX大学煤炭工程学院2014届本科生毕业设计1建筑工程概况总说明1.1总平面说明抗震规范的规定应该被考虑到建筑外的设计中,不允许质量中心与刚度中心出现较大偏离,高宽比也都有相应的限值。设防烈度的要求,对总平面也会产生很大的影响。对于本设计中的酒店,其长度小于55m,所以不需要设置伸缩缝。1.2建筑物的间距和朝向的确定应符合下列要求:(1)建筑物室外使用要求;(2)日照通风等的卫生要求;(3)防火安全的疏散要求; (4)按照建筑物的使用性子和规模,以及四周需要的绿化等具体要求;(5)方便拟建建筑的施工的要求。由于地段处于XX市南二环路北,建筑布局应该朝南或者朝北,进而考虑到其周围的原有的建筑物以及本建筑物采光的要求,选择建筑座北朝南的形式。采用自然采光的形式进行采光。1.3主要房间的布置房间的平面设计主要有四个方面:(1)房间的大小、长宽、和外形应该满足人的使用要求;(2)窗口、门的大小、位置应考虑房间采光要求,要符合疏散安全性,使得通风良好;(3)房间结构构造布置应合理,便于具体形式的施工;(4)北部空间及地面,天花板的高度,所有的墙壁和构件的居图要求,都要考虑到人们的使用和审美要求。52
山西XX大学煤炭工程学院2014届本科生毕业设计根据实际情况,建筑物主体采用不等跨式,走廊宽2.0m,边框架柱偏移与外墙平齐,使外墙平整,符合美观要求。1.4辅助房间设计卫生间的设计应在满足设备布置及体活动要求,公共建筑中的卫生间还应满足天然采光和自然通风的要求,为了节约管道,方便施工,位置布置应上下对齐且布置在每层的最西侧。厕所内应每层设男女厕,细部用隔断隔开。1.5交通联系部分设计1.5.1一般要求建筑物的各个使用部分,需要通过交通联系部分来加以联系,包括走道、楼梯、门厅等,在设计中应根据以下方面进行考虑:(1)满足人流高峰对联系部分的需求、保障货流通过所需占用的安全尺度;(2)满足在紧急条件下规范对疏散的具体要求;(3)保障各使用空间之间方便的进行联系;(4)要满足采光、通风等的需要。1.5.2走道走道重要的通道对联系各个房间、楼梯和门厅等各部分起到重要作用,水平联系和疏散问题依靠其进行解决。走道的宽度应符合人流通行、货流通行和建筑物防火的安全要求。550~600mm为单股人流的基本通行宽度,为满足要求,本设计走廊净宽最小设为1800mm。走廊要求有良好的采光,本设计采用不等跨式,为了保证走廊充分采光,采用了下列措施:(1)走道廊尽端开窗(门);(2)人工采光。1.5.3楼梯52
山西XX大学煤炭工程学院2014届本科生毕业设计对房间各层间的垂直交通联系起到重要作用的便是楼梯和电梯,是层与层之间人流必须经过的道路。依照建筑物的使用性质、每一层的人数和防火分区和休息平台的宽度来进行楼梯设计,确定休息平台宽度后,要保证其大于等于梯段宽度,进而选择合理的楼梯形式。与此同时,在涉及到楼梯数量,以及楼梯间的平面具体位置和空间组成也应着重进行考虑。梯段宽度1850mm,平台宽度2500mm,踏步高150mm,宽270mm,满足要求。楼梯的设计,根据各个房间的具体使用要求,选择双跑板式楼梯,而不是梁式楼梯,最重要的是楼梯的距离应该严格满足防火的要求,位置严格满足抗震的要求。1.5.4门厅建筑物主要出入处过渡便是门厅,重要的交通联系部分。所有交通联系部分的设计要求,同样也适用于门厅的设计,要保证疏散出入安全,这一点和走道的要求是一样的。在门厅范围内,通向该门厅的走廊、楼梯宽度的总和应该小于门厅其对外出入口的总宽度。对于人数、流量比较集密集的建筑,比如本建筑,门厅门的开启方向采用向外开和旋转门方式。门厅的面积,本设计任务书中有明确规定,但还应根据具体的使用性质与规模范围确定。具有明确的导向性这一点也应该考虑到本设计中,由此避免交通路线的繁多和对人的视线的干扰。1.6剖面设计1.6.1建筑层数和总高度的确定建筑总高度与层数确定应主要考虑以下几个影响点:(1)城市规划要求;(2)建筑物使用性质;(3)建筑类型和建筑材料的选用;(4)城市消防能力的大小。综合以上各点并结合规范规定对其进行分析,在本建筑设计中一层层高选定为4.0m,其余各个层高定为3.3m,层数定为6层。52
山西XX大学煤炭工程学院2014届本科生毕业设计1.6.2室内外高差的确定为了防止室外大雨时雨水囤积过高流入建筑物室内,满足施工的方便,室内外应设置高差,为450mm,设立三节台阶进行连接。1.7立面设计1.7.1立面选型功能决定形式,立面图中构件的比例和尺寸,根据该建筑物基地环境形式和总体布置要求,构图和视觉规律的规定,结构特点和技术的可能性,设计标准和经济指标,由此确定,虚实结合,对立统一规律,让设计出的建筑物立面体形完整、内容统一。1.7.2门窗尺寸的确定房屋建筑中的维护和分隔构件便是门窗,这两种构件不承重。提供交通出入便利,分隔空间及关联建筑空间的是门,有些门还同时起到通风采光的作用。具有采光、通风、观察和递物功能的是窗。再有,保温、防火、防水、防尘、防盗等功能门窗也应该具备。52
山西XX大学煤炭工程学院2014届本科生毕业设计2框架结构设计计算书2.1工程概况本酒店为六层钢混框架结构体系。建筑面积为8000m2左右,宽23.4m,长54.6m。1~6层的建筑层高分别为4.0m,3.3m,3.3m,3.3m,3.3m。室内外高差为0.45m。建筑设计使用年限50年。此框架结构平面柱网的布置如下图2-1所示。图2-1框架平面柱网布置图2.2设计资料2.2.1气象条件XX地面粗糙度:C类;XX基本的风压:0.7kN/m2;XX基本的雪压:0.3kN/m2。2.2.2抗震设防烈度框架抗震等级为三级,设计地震分组第二组,7度设防烈度,建筑场地土类别为Ⅲ类,场地特征周期为0.4s。52
山西XX大学煤炭工程学院2014届本科生毕业设计2.2.3选用材料框架梁、板、框架柱的混凝土型号均采用C30,梁、柱主筋采用HRB335级钢筋,箍筋选HPB235级钢筋,板受力钢筋选用HRB335级钢筋。2.3框架截面设计计算2.3.1框架梁截面尺寸确定1.横向框架梁取轴线7进行计算AB跨:。。BC跨:。因为最小框架梁宽为300mm,CD跨与DE跨同。2.纵向框架梁。。3.纵向次梁。。4.横向次梁。。2.3.2框架柱截面初布估算1.根据轴压比要求初步估计框架柱截面大小柱的承受荷载面积如下图2-2所示,本框架结构的抗震等级为三级,框架柱选用C30混凝土,,计算轴压比=0.9。由轴压比初估框架柱截面尺寸,可按式计算,柱轴压比设计值按式52
山西XX大学煤炭工程学院2014届本科生毕业设计算,7轴与C轴相交中柱。因为故取柱截面尺寸为,其他柱子计算如同上述过程,所有柱子截面尺寸选为。图2-2框架柱的受荷面积2.校核截面尺寸是否满足要求1)按结构构造要求框架柱截面高度需要大于等于400mm,宽需要大于等于350mm。2)避免发生剪切破坏,柱的高度和截面长度之比不应小于4。取二层较短柱高:边柱与角柱:中柱:3)框架柱截面高度和宽度根据线刚度调整后确定。2.4楼板设计52
山西XX大学煤炭工程学院2014届本科生毕业设计之所以在进行框架手算之前应进行楼板的设计,是因为在确定框架计算简图前,需要利用楼面的荷载作为传递数据。钢筋混凝土梁板结构,各层楼板现浇,地板梁系把楼盖分为单向板和双向板。板厚楼盖取100mm,楼板取120mm。2.4.1楼板荷载1.恒荷载表2-1不上人屋面按“屋15”做的恒荷载(板厚取100mm)(应该取120mm)构造层面荷载(kN/mm2)“屋15”自重标准值2.88100厚钢筋混凝土板250.1=2.5轻钢龙骨吊顶0.12合计5.5表2-2一到五层楼面恒荷载(板厚120mm)(可取100mm)构造层面荷载(kN/mm2)地毯0.04120厚钢筋混凝土板250.12=3水泥砂浆0.4轻钢龙骨吊顶0.12合计3.562.活荷载表2-3活荷载取值标号类别活荷载标准值(kN/m2)1不上人屋面活载0.52酒店一般房间活载2.03厨房4.04舞厅、健身房、KTV4.05走廊、门厅、楼梯、卫生间、浴室2.56电梯机房7.052
山西XX大学煤炭工程学院2014届本科生毕业设计2.4.2楼板配筋计算1.A区格板(图2-3)配筋计算图2-3楼板平面布置图,,按照双向板进行计算。荷载设计值:恒荷载设计值:活荷载设计值:内力计算:,,,查表得,。单位板宽跨中弯矩:52
山西XX大学煤炭工程学院2014届本科生毕业设计单位板宽支座弯矩:截面设计:保护层,厚度取20mm,用钢筋作为受力主筋,则短跨方向跨中载面有效高度:,方向跨中载面有效高度,支座处均为96mm。截面弯矩设计值不考虑折减。计算配筋量时,取内力臂系数。钢筋选用HRB335,=300N/mm2。配筋计算结果见表2-4。表2-4配筋计算截面h0(mm)M(kN·m/m)As(mm×mm)选用钢筋实配钢筋(mm2)跨中方向965.75210.6393方向882.2790.51393支座边支座(方向)96-8.92326.02393边支座(方向)96-6.13224.053932.B、C区格板计算,,52
山西XX大学煤炭工程学院2014届本科生毕业设计按单向板计算,近似按连续板计算。计算简图如图2-4。图2-4计算简图1)荷载设计值恒荷载设计值:活荷载设计值:,2)弯矩设计值3)截面设计本设计环境类别为一级,混凝土型号采用C30,钢筋外保护层,取20mm,纵向钢筋直径假设为10mm,板厚120mm,则,,板宽b=1000mm,,。受力钢筋选用HRB335级钢筋,。板配筋计算过程列于表2-7。52
山西XX大学煤炭工程学院2014届本科生毕业设计表2-5配筋计算截面弯矩设计值()-1.391.59-3.182.19-2.50.11<0.350.0120.025<0.350.0170.019<0.350.0110.0120.0250.0170.019计算配筋()49.854.34113.0077.0086.03实际配筋()2.4.3次梁配筋计算1.荷载设计值表2-6永久荷载设计值构造层线荷载(kN/m)板传来永久荷载次梁自重次梁粉刷合计可变荷载设计值2.计算简图按内力重分布设计。主梁截面为,计算跨度:52
山西XX大学煤炭工程学院2014届本科生毕业设计边跨中跨按连续等跨梁进行计算,原因为跨度相差小于10%。次梁计算简图见下图2-5。图2-5次梁计算简图3.内力计算查表可分别查到弯矩系数和剪力系数。弯矩设计值:剪力设计值:4.承载力计算1)正截面受弯承载力对正截面承受弯曲承载力的计算,跨中截面的计算按T形截面计算,翼缘宽取、、三者的较小值,故取。环境类别一级,混凝土型号采用C30,梁保护层厚度c=20mm,假定箍筋直径10mm,纵向钢筋直径为20mm,则纵向钢筋。52
山西XX大学煤炭工程学院2014届本科生毕业设计C30混凝土,,纵向钢筋采用HRB335级钢筋,,正截面计算过程列于下表表2-7。表2-7正截面承载力计算截面A1B2C弯矩设计值()-38.2065.49-83.3558.09-66.38或0.0630.0160.1380.0140.1100.065<0.350.0160.149<0.350.0140.117<0.35或285487635426513实际配筋()结果表明,支座截面的小于0.35,与内力重分布的原则一致。,此值不小于,同时大于,满足配筋最小配筋率的规定。2)斜截面受剪承载力验算截面尺寸:,因,截面尺寸按下式验算:,截面尺寸满足要求。计算所需腹筋:采用双肢箍,计算支座B右侧截面。通过计算可得,箍筋间距:,则按构造配筋,52
山西XX大学煤炭工程学院2014届本科生毕业设计选配箍筋加密区,非加密区,加密区取750mm。验算配筋率下限值:配箍率下限为,实际配筋率,满足要求。2.5框架侧移刚度计算2.5.1线刚度计算取其中一跨,图2-6为梁柱相对线刚度表,表2-9,表2-10分别为框架梁和框架柱的线刚度表。图2-6梁柱相对线刚度表2-81-6层纵、横梁线刚度类别横边跨梁3×104300×6005.4×10972002.3×10103.4×10104.5×101052
山西XX大学煤炭工程学院2014届本科生毕业设计梁中跨梁3×104300×6005.4×10945003.6×10105.4×10107.2×1010纵梁3×104300×6005.4×10978002.1×10103.1×10104.2×1010表2-9柱线刚度层次底层柱44503.0×104600×6001.1×10107.3×1010其他层柱33003.0×104600×6001.1×10109.8×10102.5.2各层横向侧移刚度计算表2-10首层D值的计算柱类型柱的根数边框EA0.4640.39123417261.659824913153.6629边框DB1.2050.53198123471.593374边框C1.4820.56921325114.301672中框EA0.6170.42682518831.9665412中框DB1.6050.58391125762.7995512中框C1.9760.62273627475.808956表2-11二到六层D值计算柱类型柱的根数边框EA0.3440.14675815877.6151841275008.544边框DB0.8940.30891533421.306914边框C1.10.35483938389.762732中框EA0.4580.1863320158.9559612中框DB1.1910.37323740380.2863112中框C1.4660.42296645760.403856/0.7符合规范的要求,为规则框架结构。52
山西XX大学煤炭工程学院2014届本科生毕业设计2.6重力荷载代表值的计算2.6.1一到六层梁柱自重计算计算数据见表2-12和表2-13。表2-12梁的自重表类别净跨截面密度体积数量单重总重横梁6200300×600251.1161617.92332.84100300×600250.7381618.56800250×500250.851421.3纵梁7000300×600251.26631.57200300×600251.2962432.47400300×600251.332233.36800300×600251.224330.67450250×500250.931423.37500250×500250.9381023.4表2-13柱的自重表类别计算高度截面密度体积数量单重总重一层4450600×600251.6024040.11604二层到六层3300600×600251.1184029.711882.6.2一层墙体、窗户、门自重及楼板恒活荷载的计算1.一层墙体、窗户、门自重的计算墙体自重:墙体采用200厚粉煤灰轻质砌块。外墙面积:内墙面积:52
山西XX大学煤炭工程学院2014届本科生毕业设计墙总重:窗户自重计算:C2018C0918C1518窗户总重:45.676kN门自重计算:M1024M1824M1524M旋转门总重:13.584kN2.一层楼板恒载、活载计算房间现浇板面积:走廊板面积:卫生间面积:楼梯面积:恒载:活载:由以上计算可知,一层重力荷载代表值为:52
山西XX大学煤炭工程学院2014届本科生毕业设计注:梁柱上由于粉刷,自重标准值需乘以1.05的系数。2.6.3二层墙体、窗户、门自重及楼板恒活载计算1.二层墙体、窗户、门自重内外墙面积:墙总重:窗户总重:51.38kN门总重:10.71kN2.二层楼板恒载、活载恒载:4126.9kN活载:2342.16kN由以上计算可知,二层重力荷载代表值为:注:梁柱上由于粉刷,自重标准值需乘以1.05的系数。2.6.4三层墙体、窗户、门自重及楼板恒活载计算1.三层墙体、窗户、门自重内外墙面积:墙总重:窗户总重:51.38kN门总重:12.39kN2.三层楼板恒载、活载恒载:4126.9kN活载:2429.5kN由以上计算可知,三层重力荷载代表值为:52
山西XX大学煤炭工程学院2014届本科生毕业设计注:梁柱上由于粉刷,自重标准值需乘以1.05的系数。2.6.5四到五层墙体、窗户、门自重及楼板恒活载计算1.四到五层墙体、窗户、门自重内外墙面积:墙总重:2307.07kN窗户总重:51.38kN门总重:24.44kN2.四到五层楼板恒载、活载恒载:4126.9kN活载:2429.5kN由以上计算可知四到五层重力荷载代表值为:注:梁柱上由于粉刷,自重标准值需乘以1.05的系数。2.6.6六层墙体、窗户、门自重及楼板恒活载计算1.六层墙体、窗户、门自重内外墙面积:墙总重:2307.07kN窗户总重:51.38kN门总重:24.44kN2.六层楼板恒载、活载恒载:活载:雪载:女儿墙自重:由以上计算可知,六层重力荷载代表值为:52
山西XX大学煤炭工程学院2014届本科生毕业设计注:梁柱上由于粉刷,自重标准值需乘以1.05的系数。2.6.7顶端重力荷载代表值计算计算出重力结果近似为下图位置:图2-7计算出重力荷载代表值(各质点)2.7横向的水平荷载作用下框架结构的内力和侧移计算2.7.1横向的水平地震荷载作用下框架结构的内力和侧移计算1.横向水平地震周期的计算52
山西XX大学煤炭工程学院2014届本科生毕业设计采用顶点位移的方法,计算结构自振周期,—为建筑结构考虑填充墙影响的周期性折减系数,若为框架结构,取0.7。表2-14楼层地震剪力、侧移计算层次楼层重力荷载楼层剪力楼间侧移刚度层间侧移楼层侧移6131951319512750080.01030.21425113182451312750080.01920.20394113183583112750080.02810.18473110004683112750080.03670.15662105935742412750080.0450.1199111007684319131540.07490.07492.水平地震作用及楼层剪力值的计算对水平地震作用进行计算可以采用底部剪力法,原因为,结构高度对于本结构来说不超过40m,质量和刚度沿高度的分布比较均匀,另外还有以剪切型为主的总体变形。1)计算影响水平地震力的系数由《建筑结构抗震设计》知第二类场地地震特征周期值的。由《建筑结构抗震设计》得设防烈度为7度的水平地震的影响系数最大值。则,水平地震力影响系数。2)结构等效总重力荷载的代表值3)结构总的水平地震作用标准值由于,不需要考虑建筑顶部附加水平地震作用的影响,各质点横向水平地震作用的影响按下式计算:52
山西XX大学煤炭工程学院2014届本科生毕业设计(2-1)(2-2)各楼层层间剪力如表2-25所示。表2-15各楼层层间剪力层次7135722.15300588928670.0337117.61117.6161183820.952480060.2778969.521161.151131817.651997630.2237780.711941.141131814.351624130.1819634.832576.031100011.051215500.1361474.993050.92105937.75820960.919320.733337.71110074.45489810.0549191.603563.2结果如下图2-7所示。图2-7各质点横向水平地震作用分布和楼层地震剪力分布52
山西XX大学煤炭工程学院2014届本科生毕业设计3.多遇水平地震作用下的位移验算各个层间的层间弹性位移角,由《抗震建筑设计规范》知,层间弹性位移角限值。表2-16横向水平地震作用下的位移验算层次层间位移顶点位移61161.1212750080.0009110.0133933.30.00021651941.1212750080.0015220.0124823.30.00046141941.1212750080.002020.0109603.30.00061233050.9412750080.0023930.0089393.30.00072523371.6712750080.0026440.0065473.30.00080113563.279131540.0039020.0039024.450.000877注:由表知,最大层间弹性位移角发生在第一层,因此以它验证,得,1/1140<1/550,满足规范的要求。4.水平地震作用下框架计算常用的方法有反弯点法和D值法,采用反弯点法,结果比较不精确,一般只适用于层数较少,梁柱线刚度比一般大于3的情况,考虑了框架节点转动时对侧移刚度和反弯点高度影响的D值法,相对比较精确,所以本设计采用了D值法进行计算。1)框架柱端弯矩及剪力需分别按下列公式进行计算:(2-3)(2-4)(2-5)(2-6)式中:为框架柱的标准反弯点高度值。为框架柱的反弯点高度值。为上下层梁刚度变化时反弯点高度比修正值。52
山西XX大学煤炭工程学院2014届本科生毕业设计、为上下层层高变化时反弯点高度比的修正值。查表、为0。下面以7轴线横向框架内力的计算为例:表2-17各层柱端弯矩及剪力计算柱类别层次边柱AE63.31161.1212750082015918.360.4580.2313.9346.6553.31941.1212750082015930.690.4580.3333.4267.8643.32575.9512750082015940.730.4580.3851.0783.3333.33050.9412750082015948.240.4580.4876.4182.7823.33371.6712750082015953.310.4580.587.9687.9614.453563.279131541883273.490.6170.7228.9198.10中柱BD63.31161.1212750084038036.771.9190.448.5472.8153.31941.1212750084038061.481.9190.4591.29111.5843.32575.9512750084038081.581.9190.45121.15148.0733.33050.9412750084038096.621.9190.5159.43159.4323.33371.67127500840380106.781.9190.5176.19176.1914.453563.2791315425763100.531.6050.59263.94183.42中柱C63.31161.1212750084576041.671.4660.37551.5785.9553.31941.1212750084576069.671.4660.42597.71132.1943.32575.9512750084576092.451.4660.45137.29167.8033.33050.94127500845760109.501.4660.475171.64189.7123.33371.67127500845760121.011.4660.5199.67199.6714.453563.2791315427476107.221.9760.55262.41214.70例:第六层边柱的计算:,查混凝土中册表。52
山西XX大学煤炭工程学院2014届本科生毕业设计2)梁两端弯矩、剪力及柱轴力按下列公式计算:(2-7)(2-8)(2-9)(2-10)表2-18梁端弯矩、剪力及轴力的计算层次边梁走道梁柱轴力646.6528.037.210.3744.7842.974.519.50-10.37-9.130581.7961.657.219.9298.4791.884.542.30-30.29-31.5104116.7592.157.229.01147.21132.754.562.21-59.31-64.7103133.85108.027.233.59172.56163.504.574.68-92.90-105.7902164.37129.217.240.78206.41185.654.587.12-133.68-152.1401186.06138.457.245.07221.16207.184.595.19-178.75-202.260例:第六层的计算:边梁:走道梁:边柱:中柱:图2-8,图2-9分别为:7轴线地震作用横向框架弯矩图,7轴线地震作用框架柱剪力轴力、梁剪力图。52
山西XX大学煤炭工程学院2014届本科生毕业设计图2-87轴线地震作用横向框架弯矩图()图2-97轴线地震作用框架柱剪力轴力、梁剪力图(kN)52
山西XX大学煤炭工程学院2014届本科生毕业设计2.7.2横向的水平风荷载作用下框架结构的内力和侧移计算1.风荷载标准值(2.11)---高度Z处的风振系数---风荷载体型系数---风压高度变化系数---基本风压(0.7kN/m2)风振系数,由于房屋的总高度小于30m,取1.0;矩形平面,;地面粗糙度类别为C类;查表按照线性插值法计算,如下表表2-19。表2-19风压高度变化系数离地面高度Z/m4.457.7511.0514.3517.6520.950.740.740.740.740.790.86则各楼层的线荷载为:1-4层:5层:6层:换算成线荷载作用在各楼层处:1层:2-4层:5层:6层:2.风荷载作用下的水平位移的验算表2-20框架柱水平位移的验算层次6141.01141.0112750080.0001105950.0023812923.30.00003351385129.53270.5412750080.0002121870.0022706973.30.000064299152
山西XX大学煤炭工程学院2014届本科生毕业设计4121.34391.8812750080.0003073550.0020585103.30.00009313793121.34513.2212750080.0004025230.0017511553.30.00012197672121.34634.5612750080.0004976910.0013486323.30.00015081551142.48777.049131540.0008509410.0008509413.30.0002578609注:由表知,最大层间弹性位移角发生在第一层,因此以它验证,得,1/1140<1/550,满足规范的要求。3.风荷载作用下框架结构的内力计算表2-21框架柱端剪力与弯矩柱类别层次边柱AE63.3141.011275008201592.230.4580.23-1.69-5.6753.3270.541275008201594.280.4580.33-4.66-9.4643.3391.881275008201596.200.4580.38-7.77-12.6833.3513.221275008201598.110.4580.48-12.85-13.9223.3634.5612750082015910.030.4580.5-16.55-16.5514.45777.049131541883216.020.6170.7-49.92-21.39中柱BD63.3141.011275008403804.471.9190.4-5.89-8.8453.3270.541275008403808.571.9190.45-12.72-15.5543.3391.8812750084038012.411.9190.45-18.43-22.5333.3513.2212750084038016.251.9190.5-26.82-26.8223.3634.5612750084038020.101.9190.5-33.16-33.1614.45777.049131542576321.921.6050.59-57.56-40.00中柱C63.3141.011275008457605.061.4660.38-6.26-10.4453.3270.541275008457609.711.4660.43-13.62-18.4243.3391.8812750084576014.061.4660.45-20.89-25.5333.3513.2212750084576018.421.4660.48-28.87-31.9123.3634.5612750084576022.771.4660.5-37.58-37.5814.45777.049131542747623.381.9760.55-57.22-46.82表2-22梁端弯矩、剪力及柱轴力层次边梁走道梁柱轴力65.673.407.2-1.265.445.224.5-2.371.261.11052
山西XX大学煤炭工程学院2014届本科生毕业设计511.158.267.2-2.7013.1912.344.5-5.673.954.090417.3413.577.2-4.2921.6819.574.5-9.178.258.960321.6917.427.2-5.4327.8326.404.5-12.0513.6815.580229.4123.097.2-7.2936.8933.234.5-15.5820.9723.870137.9528.177.2-9.1844.9942.204.5-19.3830.1534.060图2-107轴线横向框架弯矩图(kN·m)52
山西XX大学煤炭工程学院2014届本科生毕业设计图2-117轴线横向框架柱端剪力轴力、梁端剪力图(kN)2.8竖向荷载作用下框架结构的内力计算2.8.1计算单元的选择确定取7轴线横向框架进行计算,计算单元宽度为7800m。52
山西XX大学煤炭工程学院2014届本科生毕业设计图2-12计算简图2.8.2荷载计算AB、ED跨7200/3900=1.85<2,故按双向板来计算。BC、CD跨,7800/2000=3.9>3,7800/2500=3.12>2,故按单向板来计算。1.恒载作用下柱的内力计算:图2-13六层梁上作用恒荷载52
山西XX大学煤炭工程学院2014届本科生毕业设计1)第六层恒载作用计算代表横梁自重,为均布荷载形式。为屋面板传给横梁的梯形荷载。、分别为为由边框架纵梁、中框架纵梁传给柱的恒载,包括梁本身的自重、楼板本身重和女儿墙本身自重等重力荷载,是次梁传给主梁的集中力,计算如下:=3.9×3.9/2×5.5+0.3×0.6×25×1.05×7.8+(8.5×0.2+0.5)×1.2×7.8+(3.3+7.2)×3.9/2×1/2×5.5+0.25×0.5×25×1.05×7.2/2=99.27+68.12=167.39kN=3.9×3.9/2×5.5+0.3×0.6×25×1.05×7.8+7.8×1×5.5+68.12=189.7kN=7.8×2.5×5.5+0.3×0.6×25×1.05×7.8=144.11kN=7.8×2.25×5.5+0.25×0.5×25×1.05×7.8=122.12kN集中力矩:167.39×(0.3-0.15)=26.88kN189.7×(0.3-0.15)=28.46kN2)三到五层恒载作用计算图2-14三到五层梁上作用恒荷载代表横梁自重,为均布荷载形式。52
山西XX大学煤炭工程学院2014届本科生毕业设计为屋面板传给横梁的梯形荷载。为楼面板上墙传给横梁的均布荷载。、分别为为由边框架纵梁、中框架纵梁传给柱的恒载,它包括梁自重、墙重(忽略窗、门)重力荷载,是次梁传给主梁的集中力,计算如下:集中力矩:3)一到二层恒载作用计算图2-15一到二层梁上作用恒荷载经计算得:52
山西XX大学煤炭工程学院2014届本科生毕业设计2.活载作用下柱的内力计算:图2-16各层梁上活荷载1)六层活载作用计算为活载传给横梁的梯形荷载。集中力矩:同理,在屋面雪荷载的作用下:52
山西XX大学煤炭工程学院2014届本科生毕业设计2)三到五六层活载作用计算为活载传给横梁的梯形荷载。集中力矩:3)二层活载作用计算为活载传给横梁的梯形荷载。集中力矩:52
山西XX大学煤炭工程学院2014届本科生毕业设计4)一层活载作用计算为活载传给横梁的梯形荷载。集中力矩:将计算结果汇总如下两表。表2-23横向框架恒载汇总层次64.7321.450167.39189.7144.11122.1226.8828.463-54.7313.885.67198.74226.51128.39133.9329.8133.981-24.7313.885.67198.74226.51106.28110.1029.8133.98表2-24横向框架活载汇总层次61.95(1.17)8.92(5.35)12.82(7.69)9.75(5.85)8.78(5.268)1.34(0.8)1.92(1.15)3-57.835.6855.1939395.358.7228.7837.6157.139395.648.57111.763.7789.1258.557.049.5713.37注:表中括号内数值对应于屋面雪荷载作用情况。3.恒载作用下梁的内力计算52
山西XX大学煤炭工程学院2014届本科生毕业设计图2-17六层恒荷载作用图1)六层恒荷载作用梁内力计算等效于均布荷载与梯形荷载的叠加。分别为短跨长跨的计算跨度。2)三到五层恒荷载作用梁内力计算图2-18三到五层恒荷载作用图52
山西XX大学煤炭工程学院2014届本科生毕业设计3)一、二层恒荷载作用梁内力计算图2-19一二层恒荷载作用图4.活荷载作用下梁的内力计算:52
山西XX大学煤炭工程学院2014届本科生毕业设计图2-20各层活荷载作用图1)六层活荷载作用下梁的内力计算:六层雪荷载作用下梁的内力计算:2)三到五层活荷载作用下梁的内力计算:3)二到五层活荷载作用下梁的内力计算:4)一到五层活荷载作用下梁的内力计算:52
山西XX大学煤炭工程学院2014届本科生毕业设计2.8.3内力计算1.梁、柱端弯矩采用弯矩分配法计算由于结构和荷载均对称,计算时可以采用一半框架,中跨梁的线刚度乘以修正系数2.0,由于杆端的弯矩互相影响,所以要向远端传递分配弯矩,传递系数均取1/2。活载按满跨布置近似求梁端弯矩最大值,活载棋盘布置求梁跨中最大弯矩。1)活载满跨布置计算(1)分配系数的计算第六层分配系数:E柱:下柱:右梁:D柱:左梁:下柱:右梁:C柱:左梁:下柱:第二到五层分配系数:E柱:上柱=下柱:右梁:D柱:上柱、下柱:左梁:右梁:52
山西XX大学煤炭工程学院2014届本科生毕业设计C柱:上柱=下柱:左梁:第一层分配系数:E柱:上柱:下柱:右梁:D柱:上柱:下柱:左梁:右梁:C柱:上柱:下柱:左梁:(2)恒载弯矩分配图,图2-21。(3)活载满跨布置弯矩分配图2-22。(4)恒载作用下框架弯矩图2-23。(5)活载作用下框架弯矩图2-24。52
山西XX大学煤炭工程学院2014届本科生毕业设计EDC上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱00.6850.3150.2100.4570.3330.59300.40726.88-101.05101.0528.46-83.8668.290.0050.8123.36-9.59-20.86-15.20-40.50-27.7913.69-4.7911.68-5.72-20.25-7.60-11.77-6.10-2.803.006.534.7611.497.8885.28-85.28106.158.41-114.5531.68-31.680.4070.4070.1860.1440.3130.3130.230.4220.2890.28929.81-97.0997.0933.98-94.5081.450.0027.3827.3812.51-5.27-11.45-11.45-8.41-34.37-23.54-23.5425.4013.69-2.637.51-10.43-5.72-17.19-4.21-13.90-11.77-14.84-14.84-6.783.728.098.095.9412.618.638.6337.9556.04-93.99103.05-13.7924.90-114.1655.48-28.80-26.680.4070.4070.1860.1440.3130.3130.230.4220.2890.28929.81-97.0997.0933.98-94.5081.450.0027.3827.3812.51-5.27-11.45-11.45-8.41-34.37-23.54-23.5413.6913.69-2.636.26-5.72-5.72-17.19-4.21-11.77-11.77-10.07-10.07-4.603.227.007.005.1511.718.028.0231.0060.81-91.81101.30-10.1723.81-114.9554.58-27.29-27.290.4070.4070.1860.1440.3130.3130.230.4220.2890.28929.81-97.0997.0933.98-94.5081.450.0027.3827.3812.51-5.27-11.45-11.45-8.41-34.37-23.54-23.5413.6913.69-2.636.26-5.72-7.13-17.19-4.21-11.77-10.39-10.07-10.07-4.603.427.447.445.4711.137.627.6231.0060.81-91.81101.51-9.7322.85-114.6354.00-27.69-26.310.4070.4070.1860.1440.3130.3130.230.4220.2890.28929.81-97.0997.0933.98-85.5171.920.0027.3827.3812.51-6.56-14.26-14.26-10.48-30.35-20.78-20.7813.6915.31-3.286.26-5.72-7.77-15.18-5.24-11.77-11.26-10.47-10.47-4.783.237.017.015.1511.938.178.1730.6162.03-92.64100.01-12.9718.97-106.0148.26-24.39-23.870.4550.3360.2090.1570.3410.2530.2490.4560.3130.23129.81-97.0997.0933.98-85.5171.920.0030.6122.6114.06-7.15-15.54-11.53-11.34-32.80-22.51-16.6113.69-3.587.03-7.13-16.40-5.67-10.39-4.60-3.40-2.112.595.634.174.117.335.033.7139.7049.02-88.7299.56-17.0426.63-109.1440.78-27.88-12.9024.5113.31-6.45图2-21恒载弯矩分配图()52
山西XX大学煤炭工程学院2014届本科生毕业设计EDC上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱00.6850.3150.2100.4570.3330.59300.4071.34-7.337.331.92-5.424.340.004.101.89-0.80-1.75-1.28-2.57-1.774.88-0.400.94-2.12-1.29-0.64-2.78-3.07-1.410.521.120.822.031.397.26-7.267.99-0.82-7.163.16-3.160.4070.4070.1860.1440.3130.3130.230.4220.2890.2895.35-29.3229.328.27-24.0719.260.009.769.764.46-1.95-4.23-4.23-3.11-8.13-5.57-5.572.054.88-0.972.68-0.88-2.12-4.06-1.55-0.88-2.78-2.42-2.42-1.110.631.371.371.012.201.511.519.3817.56-26.9430.68-3.743.29-30.2411.78-4.94-6.840.4070.4070.1860.1440.3130.3130.230.4220.2890.2895.35-29.3229.328.27-24.0719.260.009.769.764.46-1.95-4.23-4.23-3.11-8.13-5.57-5.574.884.88-0.972.23-2.12-2.12-4.06-1.55-2.78-2.78-3.57-3.57-4.460.871.901.901.403.012.062.0611.0616.41-30.2930.48-4.453.82-29.8512.58-6.29-6.290.4070.4070.1860.1440.3130.3130.230.4220.2890.2895.35-29.3229.328.27-24.0719.260.009.769.764.46-1.95-4.23-4.23-3.11-8.13-5.57-5.574.885.57-0.972.23-2.12-2.74-4.06-1.55-2.78-2.78-3.86-3.86-1.760.962.092.091.543.012.062.0610.7816.82-27.6030.57-4.253.39-29.7012.58-6.29-6.290.4070.4070.1860.1440.3130.3130.230.4220.2890.2895.64-33.0033.008.57-24.0719.260.0011.1411.145.09-2.52-5.48-5.48-4.03-8.13-5.57-5.574.887.83-1.262.54-2.12-3.77-4.06-2.01-2.78-4.41-4.66-4.66-2.131.072.322.321.703.883.882.6611.3619.94-31.3034.09-5.271.64-30.4513.00-4.47-7.310.4550.3360.2090.1570.3410.2530.2490.4560.3130.2319.57-43.9743.9713.37-35.2128.170.0015.6511.567.19-3.47-7.55-5.60-5.51-12.85-8.82-6.515.57-1.743.59-2.74-6.42-2.76-2.78-1.74-1.29-0.800.871.901.411.392.531.731.2819.4819.84-39.3244.96-8.399.18-45.7615.09-9.87-5.239.924.59-2.61图2-22活载满跨布置弯矩分配图()52
山西XX大学煤炭工程学院2014届本科生毕业设计图2-23恒载作用下弯矩分配图()图2-24满跨活载作用下弯矩分配图()52
山西XX大学煤炭工程学院2014届本科生毕业设计2.恒载作用下梁端剪力和柱轴力计算:计算简图同图2-17、2-18、2-19,公式查表。1)六层恒载作用下梁端剪力计算(1)荷载引起的剪力ED跨:DC跨:(2)三到五层恒载作用下梁端剪力计算ED跨:DC跨:(3)一、二层恒载作用下梁端剪力计算ED跨:DC跨:52
山西XX大学煤炭工程学院2014届本科生毕业设计2)弯矩引起的剪力计算:第六层:ED跨:DC跨:第五层:BC跨:DC跨:第四层:BC跨:DC跨:第三层:BC跨:DC跨:第二层:BC跨:DC跨:第一层:BC跨:DC跨:3)总剪力:第六层:ED跨:DC跨:第五层:ED跨:DC跨:第四层:ED跨:DC跨:52
山西XX大学煤炭工程学院2014届本科生毕业设计第三层:ED跨:DC跨:第二层:ED跨:DC跨:第一层:ED跨:DC跨:4)柱的轴力:二至六层柱重:一层柱重:第六层:E柱:D柱:C柱:第五层:E柱:D柱:C柱:52
山西XX大学煤炭工程学院2014届本科生毕业设计第四层:E柱:D柱:C柱:第三层:E柱:D柱:C柱:第二层:E柱:D柱:C柱:第一层:E柱:D柱:C柱:3.活载作用下梁端剪力和柱轴力计算(方法同恒载作用下的计算):计算简图同图2-17。1)活载引起的剪力52
山西XX大学煤炭工程学院2014届本科生毕业设计(1)六层活载作用下梁端剪力ED跨:DC跨:(2)三到五层恒载作用下梁端剪力ED跨:DC跨:(3)一、二层恒载作用下梁端计算ED跨:DC跨:2)弯矩引起的剪力:第六层:ED跨:DC跨:第五层:BC跨:DC跨:第四层:BC跨:DC跨:第三层:BC跨:DC跨:第二层:BC跨:DC跨:第一层:BC跨:DC跨:3)总剪力:第六层:ED跨:DC跨:第五层:ED跨:DC跨:52
山西XX大学煤炭工程学院2014届本科生毕业设计第四层:ED跨:DC跨:第三层:ED跨:DC跨:第二层:ED跨:DC跨:第一层:ED跨:DC跨:4)柱的轴力:第六层:E柱:D柱:C柱:第五层:E柱:D柱:C柱:第四层:E柱:D柱:C柱:第三层:E柱:D柱:C柱:第二层:E柱:D柱:C柱:第一层:E柱:D柱:C柱:表2-25恒载作用下梁端剪力及柱轴力()层次荷载引起的剪力弯矩引起的剪力总剪力柱轴力ED跨DC跨ED跨DC跨ED跨DC跨E柱D柱C柱VE=VDVDVCVE"=-VD"Vd"=-Vc"QEQDQDQCN顶N底N顶N底N顶N底673.488.2-68.0-2.825.670.576.3106.649.5237.9267.6372.6402.3243.2272.9573.991.3-79.0-1.313.072.775.2104.465.9539568.7808.4838.1533.1562.8473.991.3-79.0-0.213.472.675.2104.865.6840.0869.71244.71274.4822.3852.0373.991.3-79.0-1.413.572.675.3104.965.51140.31170.01681.01710.71111.41141.1273.987.6-69.3-1.012.872.974.0100.456.51441.51471.42111.72141.41360.31390.052
山西XX大学煤炭工程学院2014届本科生毕业设计173.9287.59-69.31-2.9115.3471.0176.83132.9357.931741.11781.152577.682617.721604.241644.28表2-26活载作用下梁端剪力及柱轴力()层次荷载引起的剪力弯矩引起的剪力总剪力柱轴力ED跨DC跨ED跨DC跨ED跨DC跨E柱D柱C柱VE=VDVDVCVE"=-VD"Vd"=-Vc"QEQDQDQCN顶=N底N顶=N底N顶=N底65.125.12-3.66-0.10.895.025.226.012.7713.9424.0515.29520.522.74-16.26-0.524.119.9821.0226.8412.1669.6127.178.41420.522.74-16.26-0.0263.8420.4720.5326.5812.42125.75229.4142.25320.522.74-16.26-0.413.820.0920.9126.5412.46181.52332.04206.17223.0722.74-16.26-0.393.8822.6823.4626.6212.38241.81439.22269.93130.7533.25-23.79-1.366.8229.3932.1140.0716.97334.97600.52362.374.活载棋盘布置计算活载棋盘布置作用下弯矩分配图如图2-25、图2-26所示。52
山西XX大学煤炭工程学院2014届本科生毕业设计EDCBA上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁下柱上柱00.6850.3150.2100.4570.3330.29700.4060.2970.33300.4570.210.3150.68501.34-7.337.331.920.000.000.00-4.345.421.920.000.001.344.101.89-1.94-4.23-3.081.291.761.29-2.44-3.35-1.54-0.42-0.92-1.09-0.970.942.470.64-1.54-2.78-1.220.643.29-0.21-0.77-7.061.410.65-0.85-1.86-1.351.652.251.65-1.24-1.70-0.782.475.365.77-5.775.48-1.69-3.791.401.23-2.632.380.16-2.541.27-1.270.4070.4070.1860.1440.3130.3130.230.2110.2890.2890.2110.230.3130.3130.1440.1860.4070.4075.350.000.008.27-24.0719.260.000.000.008.27-29.3229.325.35-2.18-2.18-1.002.284.954.953.63-4.06-5.57-5.57-4.064.846.596.593.03-6.45-14.11-14.112.054.881.14-0.60-2.11-5.88-2.031.820.882.782.42-2.44-1.68-5.06-3.221.52-1.09-1.09-3.28-3.28-1.501.533.333.332.44-1.67-2.28-2.28-1.672.853.883.881.790.120.270.27-3.414.77-1.363.216.1610.66-20.0215.35-6.97-5.07-3.315.268.7913.68-27.7324.51-14.93-9.580.4070.4070.1860.1440.3130.3130.230.2110.2890.2890.2110.230.3130.3130.1440.1860.4070.4075.35-29.3229.328.270.000.000.00-19.2624.078.270.000.005.359.769.764.46-5.41-11.77-11.77-8.654.065.575.574.06-7.44-10.12-10.12-4.66-1.00-2.18-2.18-1.09-1.09-2.712.232.472.472.03-4.32-2.78-2.78-3.722.033.293.29-0.50-2.33-7.06-7.061.991.990.91-1.33-2.88-2.88-2.122.873.933.932.87-1.87-2.54-2.54-1.173.066.696.6910.6516.00-26.6624.81-12.17-3.90-8.732.616.726.72-16.0416.80-9.37-1.10-6.32-0.27-2.542.810.4070.4070.1860.1440.3130.3130.230.2110.2890.2890.2110.230.3130.3130.1440.1860.4070.40799
山西XX大学煤炭工程学院2014届本科生毕业设计5.350.000.008.27-24.0719.260.000.000.008.27-29.3229.325.35-2.18-2.18-1.002.284.954.953.63-4.06-5.57-5.57-4.064.846.596.593.03-6.45-14.11-14.114.885.571.14-0.50-5.88-6.51-2.031.822.782.782.42-2.03-5.06-5.11-3.221.52-1.09-1.15-4.71-4.71-2.152.154.674.673.43-2.07-2.83-2.83-2.073.554.834.832.220.130.290.29-2.014.03-2.013.933.7311.38-19.0414.94-5.62-5.62-3.716.366.3614.58-27.2924.52-14.91-9.620.4070.4070.1860.1440.3130.3130.230.2110.2890.2890.2110.230.3130.3130.1440.1860.4070.4075.64-33.0033.008.570.000.000.00-19.2624.078.570.000.005.6411.1411.145.09-5.99-13.01-13.01-9.564.065.575.574.06-7.51-10.22-10.22-4.70-1.05-2.30-2.30-1.09-2.18-2.992.542.473.722.03-4.78-2.78-4.41-3.752.033.295.22-0.52-2.35-7.06-7.392.552.551.16-1.55-3.37-3.37-2.483.324.544.543.32-2.30-3.14-3.14-1.443.126.836.8312.5917.15-29.7428.01-13.91-4.09-10.012.607.335.70-15.6316.29-10.060.44-6.67-0.28-2.522.790.4550.3360.2090.1570.3410.2530.2490.2280.3130.2310.2280.2490.3410.2530.1570.2090.3360.4559.570.000.0013.37-35.2128.170.000.000.0013.37-43.9743.970.00-4.35-3.22-2.003.437.455.535.44-6.42-8.82-6.51-6.427.6210.437.744.80-9.19-14.77-20.015.571.71-1.00-6.51-3.212.722.783.81-3.21-5.11-4.592.40-1.150.00-3.31-2.45-1.521.683.652.712.67-2.12-2.91-2.15-2.123.224.403.272.03-0.26-0.42-0.57-2.103.91-1.814.114.6021.61-30.3122.34-8.95-8.66-4.747.629.7324.38-41.7336.92-16.34-20.581.9510.80-4.3312.19-10.29图2-25活载棋盘布置作用下弯矩分配图1()99
山西XX大学煤炭工程学院2014届本科生毕业设计EDCBA上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁下柱上柱00.6850.3150.2100.4570.3330.29700.4060.2970.33300.4570.210.3150.68501.340.000.001.92-5.424.340.000.000.001.92-7.337.331.34-0.92-0.420.741.601.17-1.29-1.76-1.291.802.471.14-2.73-5.944.880.37-0.21-5.88-0.640.582.780.90-0.64-5.06-1.370.57-1.09-3.59-1.651.423.082.24-1.27-1.73-1.272.353.231.480.160.361.71-1.711.940.72-2.662.37-0.71-1.663.512.56-6.075.33-5.330.4070.4070.1860.1440.3130.3130.230.2110.2890.2890.2110.230.3130.3130.1440.1860.4070.4075.35-29.3229.328.270.000.000.00-19.2624.078.270.000.005.359.769.764.46-5.41-11.77-11.77-8.654.065.575.574.06-7.44-10.12-10.12-4.66-1.00-2.18-2.18-0.46-1.09-2.712.680.802.472.03-4.32-0.88-2.78-3.722.441.243.29-0.50-2.33-7.06-7.061.731.730.79-1.15-2.50-2.50-1.842.473.383.382.47-1.49-2.03-2.03-0.933.066.696.6911.0315.75-26.7825.43-13.46-3.52-8.452.218.076.17-16.4517.58-10.91-0.58-6.09-0.27-2.542.810.4070.4070.1860.1440.3130.3130.230.2110.2890.2890.2110.230.3130.3130.1440.1860.4070.4075.350.000.008.27-24.0719.260.000.000.008.27-29.3229.325.35-2.18-2.18-1.002.284.954.953.63-4.06-5.57-5.57-4.064.846.596.593.03-6.45-14.11-14.114.884.881.14-0.50-5.88-5.88-2.031.822.782.782.42-2.44-5.06-5.06-3.221.52-1.09-1.09-4.43-4.43-2.032.064.474.473.29-2.07-2.83-2.83-2.073.634.944.942.270.120.270.27-1.733.62-1.883.843.5411.81-19.1814.94-5.62-5.62-3.716.036.4714.74-27.2424.51-14.93-9.580.4070.4070.1860.1440.3130.3130.230.2110.2890.2890.2110.230.3130.3130.1440.1860.4070.40799
山西XX大学煤炭工程学院2014届本科生毕业设计5.35-29.3229.328.270.000.000.00-19.2624.078.270.000.005.359.769.764.46-5.41-11.77-11.77-8.654.065.575.574.06-7.44-10.12-10.12-4.66-1.00-2.18-2.18-1.09-1.15-2.712.232.472.432.03-4.32-2.78-2.78-3.722.443.293.25-0.50-2.33-7.86-7.862.012.010.92-1.32-2.87-2.87-2.112.873.933.932.87-1.95-2.66-2.66-1.223.367.357.3510.6815.97-26.6524.82-12.16-3.94-8.722.616.726.72-16.0417.12-9.48-1.26-6.380.03-2.692.660.4070.4070.1860.1440.3130.3130.230.2110.2890.2890.2110.230.3130.3130.1440.1860.4070.4075.640.000.008.57-24.0719.260.000.000.008.57-29.3233.005.64-2.30-2.30-1.052.234.854.853.57-4.06-5.57-5.57-4.064.776.496.492.99-7.19-15.73-15.734.887.831.12-0.52-5.88-9.78-2.031.782.784.412.39-2.44-5.06-8.28-3.591.49-2.18-1.61-5.62-5.62-2.572.625.705.704.19-2.40-3.28-3.28-2.404.466.066.062.790.430.930.93-3.045.55-2.504.334.679.35-18.3514.58-6.07-4.44-4.076.797.5012.85-27.1427.73-16.97-10.760.4550.3360.2090.1570.3410.2530.2490.2280.3130.2310.2280.2490.3410.2530.1570.2090.3360.4559.57-43.9743.9713.370.000.000.00-28.1735.2113.370.000.009.5715.6511.567.19-9.00-19.55-14.51-14.286.428.826.516.42-12.10-16.57-12.29-7.63-2.00-3.22-4.35-1.15-4.503.592.433.21-7.14-2.780.00-6.053.853.25-1.00-3.810.000.002.571.901.18-1.45-3.15-2.34-2.303.645.003.693.64-1.52-2.08-1.54-0.960.801.281.7417.0723.03-40.1037.11-20.28-3.47-13.372.9311.0310.20-24.1525.45-15.40-0.46-9.58-5.02-1.936.9511.51-1.745.10-0.233.48图2-26活载棋盘布置作用下弯矩分配图2()各梁跨中弯矩为:六层:ED跨中:;DC跨中:;BC跨中:;BA跨中:99
山西XX大学煤炭工程学院2014届本科生毕业设计五层:ED跨中:;DC跨中:;BC跨中:;BA跨中:四层:ED跨中:;DC跨中:;BC跨中:;BA跨中:三层:ED跨中:;DC跨中:;BC跨中:;BA跨中:二层:ED跨中:;DC跨中:;BC跨中:;BA跨中:一层:ED跨中:;DC跨中:;BC跨中:;BA跨中:99
山西XX大学煤炭工程学院2014届本科生毕业设计2.9横向框架的内力组合2.9.1确定结构的抗震等级结构的抗震等级根据结构类型为框架结构,地震烈度7度,房屋高度小于24米,根据《建筑设计抗震规范》可知本工程的框架为三级抗震等级。2.9.2框架梁的内力组合本设计考虑了四种内力组合,具体见组合表,由这几种组合,结合梁柱的最不利截面进行内力的计算,其中柱的最不利截面在柱顶和柱底,梁的最不利截面位于梁端柱边及跨中最大弯矩处。1.进行弯矩调幅在竖向荷载作用下,需要对梁端负弯矩乘以调幅系数进行调幅,原因是考虑到钢筋混凝土框架梁端塑性变形产生的内力重分布。调幅计算过程见表2-27。表2-27弯矩调幅荷载种类杆件跨向弯矩标准值调幅系数调幅后弯矩标准值M左M右M0βM左调M右调M恒载六层ED-85.28-106.15151.580.80-68.22-84.9278.04DC-114.55-31.68134.090.80-91.64-25.3478.28五层ED-93.99-103.05145.640.80-75.19-82.4469.74DC-114.16-55.48154.050.80-91.33-44.3889.28四层ED-99.72-101.30145.640.80-79.78-81.0468.14DC-114.95-54.58154.050.80-91.96-43.6689.32三层ED-91.81-101.51145.640.80-73.45-81.2171.22DC-114.63-54.00154.050.80-91.70-43.2089.68二层ED-92.64-99.99145.640.80-74.11-79.9971.50DC-106.05-48.26130.220.80-84.84-38.6171.10一层ED-85.85-106.82145.640.80-68.68-85.4671.48DC-109.90-40.85130.220.80-87.92-32.6872.52活载六层ED-7.26-7.9910.990.80-5.81-6.395.11DC-7.16-3.168.780.80-5.73-2.534.83五层ED-26.94-30.6843.970.80-21.55-24.5421.80DC-30.24-11.7839.000.80-24.19-9.4222.97四层ED-30.29-30.4843.970.80-24.23-24.3820.54DC-29.85-12.5839.000.80-23.88-10.0622.81三层ED-27.60-30.5743.970.80-22.08-24.4621.5899
山西XX大学煤炭工程学院2014届本科生毕业设计DC-29.70-12.5839.000.80-23.76-10.0622.87二层ED-31.30-34.0949.500.80-25.04-27.2724.33DC-30.45-13.0039.000.80-24.36-10.4022.40一层ED-39.32-44.9665.960.80-31.46-35.9733.57DC-45.76-15.0957.040.80-36.61-12.0733.849.2.2框架梁的内力组合见表2-2899
山西XX大学煤炭工程学院2014届本科生毕业设计表2-28横向框架梁内力组合杆件跨向截面内力荷载种类内力组合恒载活载地震荷载风载1.2恒+1.4活1.2恒+0.9(1.4活+1.4风)1.35恒+活γRE[1.2(恒+0.5活)+1.3地震]左震右震左风右风左风右风左震右震六层横梁ED跨梁左端M-68.22-5.8146.65-46.655.67-5.67-90.00-82.04-96.33-97.91-18.53-109.50V70.515.02-10.3710.37-1.261.2691.6489.3592.52100.2155.6175.83跨中M78.045.379.31-9.311.14-1.14101.17101.8498.98110.7281.7363.58梁右端M-84.92-6.39-28.0328.03-3.403.40-110.85-114.24-105.67-121.03-106.63-51.97V-76.29-5.22-10.3710.37-1.261.26-98.86-99.71-96.54-108.21-81.12-60.90DC跨梁左端M-91.64-5.7344.78-44.785.44-5.44-117.99-110.33-124.04-129.44-41.39-128.72V106.646.01-19.5019.50-2.372.37136.38132.55138.53149.9779.67117.69跨中M78.285.400.91-0.910.11-0.11101.50100.88100.60111.0873.7672.00梁右端M-25.34-2.53-42.9742.97-5.225.22-33.95-40.17-27.02-36.74-65.8417.95V-49.53-2.77-19.5019.50-2.372.37-63.31-65.91-59.94-69.64-64.84-26.81五层横梁ED跨梁左端M-75.19-21.5581.79-81.7911.15-11.15-120.40-103.33-131.43-123.062.38-157.11V72.6619.98-19.9219.92-2.702.70115.16108.96115.77118.0754.9693.81跨中M69.7421.8010.07-10.071.45-1.45114.21112.98109.34115.9582.3962.7699
山西XX大学煤炭工程学院2014届本科生毕业设计梁右端M-82.44-24.54-61.6561.65-8.268.26-133.28-140.26-119.44-135.83-145.35-25.13V-75.81-21.02-19.9219.92-2.702.70-120.40-120.86-114.06-123.36-97.11-58.27DC跨梁左端M-91.33-24.1998.74-98.7413.19-13.19-143.46-123.46-156.69-147.493.19-189.35V104.4326.84-42.3042.30-5.675.67162.89151.99166.28167.8264.82147.31跨中M89.2822.973.43-3.430.43-0.43139.29136.61135.54143.5094.0387.34梁右端M-44.38-9.42-91.8891.88-12.3412.34-66.44-80.67-49.58-69.33-133.7645.40V-65.93-12.16-42.3042.30-5.675.67-96.14-101.58-87.29-101.17-106.05-23.57四层横梁ED跨梁左端M-79.78-24.23116.75-116.7517.34-17.34-129.66-104.42-148.11-131.9331.13-196.54V72.6020.47-29.0129.01-4.294.29115.78107.51118.32118.4846.27102.84跨中M68.1420.5412.30-12.301.89-1.89110.52110.02105.27112.5382.5658.58梁右端M-81.04-24.38-92.1592.15-13.5713.57-131.38-145.07-110.87-133.78-173.755.94V-75.24-20.53-29.0129.014.29-4.29-119.03-110.75-121.56-122.10-105.24-48.67DC跨梁左端M-91.96-23.88147.21-147.2121.68-21.68-143.78-113.12-167.76-148.0350.02-237.04V104.8026.58-62.2162.21-9.179.17162.97147.70170.81168.0645.63166.94跨中M89.3222.817.23-7.231.06-1.06139.12137.25134.60143.3997.7083.60梁右端M-43.66-12.58-132.75132.75-19.5719.57-70.00-92.90-43.58-71.52-174.3984.48V-65.55-12.42-62.2162.21-9.179.17-96.05-105.86-82.76-100.91-125.24-3.9399
山西XX大学煤炭工程学院2014届本科生毕业设计三层横梁ED跨梁左端M-73.45-22.08133.85-133.8521.69-21.69-119.05-88.63-143.29-121.2454.46-206.54V72.5720.09-33.5933.595.43-5.43115.21119.24105.56118.0641.60107.10跨中M71.2221.5812.92-12.922.14-2.14115.68115.34109.96117.7386.4061.22梁右端M-81.21-30.57-108.02108.02-17.4217.42-140.25-157.92-114.02-140.20-192.1718.47V-75.27-20.91-33.5933.59-5.435.43-119.60-123.51-109.83-122.52-109.90-44.40DC跨梁左端M-91.70-23.76172.56-172.5627.83-27.83-143.30-104.91-175.04-147.5675.02-261.47V104.8526.54-74.6874.68-12.0512.05162.98144.08174.44168.0933.50179.12跨中M89.6822.874.53-4.530.72-0.72139.63137.33135.53143.9495.4286.59梁右端M-43.20-10.06-163.50163.50-26.4026.40-65.92-97.78-31.25-68.38-202.82116.01V-65.50-12.46-74.6874.68-12.0512.05-96.04-109.48-79.12-100.89-137.378.26二层横梁ED跨梁左端M-74.11-25.04164.37-164.3729.41-29.41-123.99-83.43-157.54-125.0982.29-238.23V72.9022.68-40.7840.78-7.297.29119.23106.87125.24121.1036.06115.58跨中M71.5024.3317.58-17.583.16-3.16119.86120.44112.47120.8692.4458.16梁右端M-79.99-27.27-129.21129.21-23.0923.09-134.17-159.44-101.25-135.26-210.2441.72V-74.04-23.46-40.7840.78-7.297.29-121.69-127.59-109.22-123.41-116.95-37.43DC跨梁左端M-84.84-24.36206.41-206.4136.89-36.89-135.91-86.02-178.98-138.89113.93-288.57V100.4326.62-87.1287.12-15.5815.58157.78134.43173.69162.2017.42187.3199
山西XX大学煤炭工程学院2014届本科生毕业设计跨中M71.1022.4010.38-10.381.83-1.83116.68115.85111.24118.3984.1963.95梁右端M-38.61-10.40-185.65185.65-33.2333.23-60.89-101.31-17.57-62.52-220.44141.58V-56.47-12.38-87.1287.12-15.5815.58-85.10-102.99-63.73-88.61-141.3428.55一层横梁ED跨梁左端M-68.68-31.46186.06-186.0637.95-37.95-126.46-74.24-169.87-124.18105.44-257.38V71.0129.39-45.0745.07-9.189.18126.36110.68133.81125.2533.19121.08跨中M71.4833.5723.81-23.814.89-4.89132.77134.24121.91130.07102.6556.23梁右端M-85.4635.97-138.45138.45-28.1728.17-52.19-92.72-21.74-79.40-195.7274.26V-76.83-32.11-45.0745.07-9.189.18-137.15-144.22-121.09-135.83-127.54-39.65DC跨梁左端M-87.92-36.61221.16-221.1644.99-44.99-156.76-94.95-208.32-155.30120.03-311.23V132.9340.07-95.1995.19-19.3819.38215.61185.59234.42219.5344.86230.48跨中M72.5233.846.99-6.991.40-1.40134.40131.42127.90131.7487.3173.68梁右端M-32.68-12.07-207.18207.18-42.2042.20-56.11-107.60-1.25-56.19-236.84167.16V-57.93-16.97-95.1995.19-19.3819.38-93.27-115.32-66.48-95.18-152.5833.04注:1.表中剪力的单位是kN,表中弯矩单位是kN∙m2.对于混凝土框架梁,受弯时,承载力抗震调整系数,受剪时,。99
山西XX大学煤炭工程学院2014届本科生毕业设计2.9.3框架柱的内力组合柱的每层柱顶和柱底为最不利截面,在地震作用影响时,柱是偏心受压构件,采用对称配筋,所以应从组合中求出下列最不利内力:(1)(2)(3)在框架的梁柱节接点处,除框架顶层和柱轴压比小于0.15的层之外,应对柱端组合的弯矩设计值进行调整,柱端组合的弯矩设计值应符合下列要求:(2.12)式中:—考虑抗震等级的节点上下柱端的弯矩设计值之和—同一节点左右梁端按逆时针或顺时针方向考虑地震作用组合的弯矩设计值之和。本设计为三级框架,,且对于框架底层柱下端截面的弯矩设计数值应乘以1.15倍的增大系数。框架结构设计,其框架柱端部剪力设计值应按下列调整:(2.13)式中:—柱端剪力增大系数,三级取1.1。1.横向框架E柱的弯矩及轴力组合,见表2-28。2.横向框架D柱的弯矩及轴力组合,见表2-29。3.横向框架C柱的弯矩及轴力组合,见表2-30。99
山西XX大学煤炭工程学院2014届本科生毕业设计表2-28横向框架E柱内力组合杆件截面内力荷载种类内力组合|Mmax|NminNmax恒载活载地震荷载风载1.2恒+1.4活1.2恒+0.9(1.4活+1.4风)1.35恒+活γRE[1.2(恒+0.5活)+1.3地震]左震右震左风右风左风右风左震右震NMM六层柱顶M85.287.26-46.6546.65-5.675.67112.50104.34118.63122.3933.99124.96124.9633.99122.39N237.9013.94-10.3710.37-1.261.26305.00299.42301.94335.11209.23229.45229.45209.23335.11柱底M37.959.38-13.9313.93-1.691.6958.6754.4957.8760.6124.0951.2560.6124.0960.61N267.6013.94-10.3710.37-1.261.26340.64335.06337.58375.20235.96256.18375.20235.96375.20五层柱顶M56.0417.56-67.8667.86-9.469.4691.8376.6195.5393.21-9.14123.18123.18-9.1493.21N539.0069.60-30.2930.29-3.953.95744.24713.71721.61797.25481.67540.73540.73481.67797.25柱底M31.0011.06-33.4233.42-4.664.6652.6844.8654.1852.91-0.5464.6364.63-0.5452.91N568.7069.60-30.2930.29-3.953.95779.88749.35757.25837.35508.40567.46567.46508.40837.35四层柱顶M60.8116.41-88.3388.33-12.6812.6895.9577.96103.3298.50-25.24147.00147.00-25.2498.50N840.04125.75-59.3159.31-8.258.251184.101126.811143.311259.80745.37861.02861.02745.371259.80柱底M31.0010.78-51.0751.07-7.777.7752.2941.4757.0152.63-17.8581.7481.74-17.8552.63N869.74125.75-59.3159.31-8.258.251219.741162.451178.951299.90772.10887.75887.75772.101299.90三层柱顶M60.8116.28-82.7882.78-13.9213.9295.7676.59104.4398.37-19.88141.54141.54-19.8898.37N1140.31181.52-92.9092.90-13.6813.681622.501537.471564.831720.941003.771184.931184.931003.771720.94柱底M30.6111.36-76.4176.41-12.8512.8552.6436.5062.2052.68-42.69106.31106.31-42.6952.68N1170.01181.52-92.9092.90-13.6813.681658.141573.111600.471761.031030.501211.661211.661030.501761.03二层柱顶M62.0319.94-87.9687.96-16.5516.55102.3579.09112.19103.68-22.46149.07149.07-22.46103.68N1441.45241.81-133.68133.68-20.9720.972068.271951.841993.782187.771257.651518.321518.321257.652187.77柱底M39.7019.48-87.9687.96-16.5516.5574.9151.8384.9373.08-42.73128.80128.80-42.7373.08N1471.35241.81-133.68133.68-20.9720.972104.151987.722029.662228.131284.561545.231545.231284.562228.13M49.0219.84-98.0198.01-21.3921.3986.6058.53101.3186.02-44.00147.12147.12-44.0086.0299
山西XX大学煤炭工程学院2014届本科生毕业设计一层柱顶N1741.10334.97-178.75178.75-30.1530.152558.282395.402455.702685.461518.321866.891866.891518.322685.46柱底M24.519.92-228.91228.91-49.9249.9243.30-9.3390.5143.01-197.41248.97248.97-197.4143.01N1781.15334.97-178.75178.75-30.1530.152606.342443.462503.762739.521554.371902.931902.931554.372739.52表2-29横向框架D柱内力组合杆件截面内力荷载种类内力组合|Mmax|NminNmax恒载活载地震荷载风载1.2恒+1.4活1.2恒+0.9(1.4活+1.4风)1.35恒+活γRE[1.2(恒+0.5活)+1.3地震]左震右震左风右风左风右风左震右震NMM六层柱顶M-8.41-0.82-72.8172.81-8.848.84-11.24-22.260.01-12.17-78.8763.1178.87-78.87-12.17N372.6324.05-9.319.31-1.111.11480.83471.36473.58527.10335.31353.46335.31335.31527.10柱底M-13.79-3.74-48.5448.54-5.895.89-21.78-24.92-13.14-22.36-61.1433.5161.14-61.14-22.36N402.3324.05-9.319.31-1.111.11516.47507.00509.22567.20362.04380.19362.04362.04567.20五层柱顶M-24.90-3.29-111.58111.58-15.5515.55-34.49-47.46-16.36-36.91-132.4385.15132.43-132.43-36.91N808.44127.10-31.5131.51-4.094.091148.071094.401102.581218.49744.54805.98744.54744.541218.49柱底M-10.17-4.45-91.2991.29-12.7212.72-18.43-28.11-2.67-18.18-99.8378.1999.83-99.83-18.18N838.14127.10-31.5131.51-4.094.091183.711130.041138.221258.59771.27832.71771.27771.271258.59四层柱顶M-23.81-3.82-148.07148.07-22.5322.53-33.92-53.66-8.60-35.96-167.23121.51167.23-167.23-35.96N1244.69229.40-64.7164.71-8.968.961814.791715.331733.251909.731143.151269.341143.151143.151909.73柱底M-9.73-4.25-121.15121.15-18.4318.43-17.63-33.103.76-17.39-128.47107.77128.47-128.47-17.39N1274.39229.40-64.7164.71-8.968.961850.431750.971768.891949.831169.881296.071169.881169.881949.83三层柱顶M-22.85-3.39-159.43159.43-26.8226.82-32.17-56.37-2.73-34.24-177.28133.61177.28-177.28-34.24N1681.02332.04-105.79105.79-15.5815.582482.082334.942366.102601.421534.291740.581534.291534.292601.42柱底M-12.97-5.27-159.43159.43-26.8226.82-22.94-46.397.25-22.78-169.09141.80169.09-169.09-22.78N1710.72332.04-105.79105.79-15.5815.582517.722370.582401.742641.511561.021767.311561.021561.022641.51二层柱顶M-18.97-1.64-167.19167.19-33.1633.16-25.06-56.3010.02-27.25-180.70145.32180.70-180.70-27.25N2111.70439.22-152.14152.14-23.8723.873148.952950.652998.393290.021916.902213.571916.901916.903290.0299
山西XX大学煤炭工程学院2014届本科生毕业设计柱底M-17.04-8.39-167.19167.19-33.1633.16-32.19-60.745.58-31.39-181.49144.53181.49-181.49-31.39N2141.41439.22-152.14152.14-23.8723.873184.602986.303034.043330.121943.642240.311943.641943.643330.12一层柱顶M-26.63-9.18-183.42183.42-40.0040.00-44.81-79.880.12-45.13-206.24151.43206.24-206.24-45.13N2577.68600.52-202.26202.26-34.0634.063933.943660.943729.064080.392347.902742.312347.902347.904080.39柱底M-13.31-4.59-263.94263.94-57.5657.56-22.40-76.8638.26-22.56-271.04243.64271.04-271.04-22.56N2617.72600.52-202.26202.26-34.0634.063981.993708.983777.104134.442383.942778.352383.942383.944134.44表2-30横向框架C柱内力组合杆件截面内力荷载种类内力组合|Mmax|NminNmax恒载活载地震荷载风载1.2恒+1.4活1.2恒+0.9(1.4活+1.4风)1.35恒+活γRE[1.2(恒+0.5活)+1.3地震]左震右震左风右风左风右风左震右震NMM六层柱顶M0.000.00-85.9585.95-10.4410.440.00-13.1513.150.00-83.8083.8083.80-83.800.00N243.1715.290.000.000.000.00313.21308.35308.35343.57224.59224.59224.59224.59343.57柱底M0.000.00-51.5751.57-6.266.260.00-5.007.520.00-50.2850.2850.28-50.280.00N272.8715.290.000.000.000.00348.85343.99343.99383.66251.32251.32251.32251.32383.66五层柱顶M0.000.00-132.19132.19-18.4218.420.00-17.1619.680.00-128.89128.89128.89128.890.00N533.1278.410.000.000.000.00749.52719.41719.41798.12509.21509.21509.21509.21798.12柱底M0.000.00-97.7197.71-13.6213.620.00-12.3614.880.00-95.2795.2795.2795.270.00N562.8278.410.000.000.000.00785.16755.05755.05838.22535.94535.94535.94535.94838.22四层柱顶M0.000.00-167.80167.80-25.5325.530.00-24.2726.790.00-163.61163.61163.61163.610.00N822.31142.250.000.000.000.001185.921130.281130.281252.37793.42793.42793.42793.421252.37柱底M0.000.00-137.29137.29-20.8920.890.00-19.6322.150.00-133.86133.86133.86133.860.00N852.01142.250.000.000.000.001221.561165.921165.921292.46820.15820.15820.15820.151292.46三层柱顶M0.000.00-189.71189.71-31.9131.910.00-30.6533.170.00-184.97184.97184.97184.970.00N1111.40206.170.000.000.000.001622.321541.111541.111706.561077.571077.571077.571077.571706.56M0.000.00-171.64171.64-28.8728.870.00-27.6130.130.00-167.35167.35167.35167.350.0099
山西XX大学煤炭工程学院2014届本科生毕业设计柱底N1141.10206.170.000.000.000.001657.961576.751576.751746.661104.301104.301104.301104.301746.66二层柱顶M0.000.00-199.67199.67-37.5837.580.00-36.3238.840.00-194.68194.68194.68194.680.00N1360.32269.930.000.000.000.002010.291903.571903.572106.361325.511325.511325.511325.512106.36柱底M0.000.00-199.67199.67-37.5837.580.00-36.3238.840.00-194.68194.68194.68194.680.00N1390.02269.930.000.000.000.002045.931939.211939.212146.461352.241352.241352.241352.242146.46一层柱顶M0.000.00-214.70214.70-46.8246.820.00-45.5648.080.00-209.33209.33209.33209.330.00N1604.24362.370.000.000.000.002432.412288.722288.722528.091579.701579.701579.701579.702528.09柱底M0.000.00-262.41262.41-57.2257.220.00-55.9658.480.00-255.85255.85255.85255.850.00N1644.28362.370.000.000.000.002480.452336.772336.772582.151615.741615.741615.741615.742582.1599
山西XX大学煤炭工程学院2014届本科生毕业设计2.9.4柱端按“强柱弱梁”进行弯矩设计值的调整:1.E柱:第6层,根据《建筑抗震设计规范》,不需要调整。第5层,柱底的轴压比:,不需要调整。第4层,柱顶的轴压比:,需要调整。之下几层均需要调整。需调整的各层柱端组合的弯矩设计值应符合。表2-31横向框架E柱端组合弯矩设计值进行调整层次654321截面柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底125.060.6123.264.63108.1113.6113.6131.0131.0162.7120.4286.3229.5375.2540.7567.5861.0887.81184.91211.71518.31545.21866.91902.9-109.5-157.11-196.54调整后108.10-206.54调整后113.60-238.23调整后131.03-257.38调整后上162.71调整后下120.41248.97调整后286.32图2-27E柱柱端组合弯矩调整图()2.D柱:第6层,根据《建筑抗震设计规范》,不需要调整。99
山西XX大学煤炭工程学院2014届本科生毕业设计第5层,柱底的轴压比,需要调整。之下几层均需要调整。需调整的各层柱端组合的弯矩设计值应符合。表2-32横向框架D柱端组合弯矩设计值进行调整层次654321截面柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底78.8761.14118.0127.1127.11133.65133.65135.77135.77149.81110.86311.7353.5380.2806.0832.71269.31296.11740.61767.32213.62240.32742.32778.4-51.97-128.72-25.13-189.35调整后117.965.94-237.04调整后127.1118.47-261.47调整后133.6541.72-288.57调整后135.7774.26-311.23调整后上149.81调整后下110.86271.04调整后311.70图2-28D柱柱端组合弯矩调整图()3.C柱:第6层,按《建筑抗震设计规范》,不需要调整。第5层,柱底的轴压比,不需要调整。第4层,柱底轴压比,需要调整。之下几层均需调整。99
山西XX大学煤炭工程学院2014届本科生毕业设计需要调整的各层柱端组合的弯矩设计值应符合表2-33横向框架C柱端组合弯矩设计值进行调整层次654321截面柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底83.850.28128.995.27163.6133.9184.97167.4194.7194.68209.3294.23224.6251.3509.2535.9793.4820.21077.61104.31325.51352.21579.71615.7-65.8465.84-133.76133.76-174.39174.39调整后0.00-202.82202.82调整后0.00-220.44220.44调整后0.00-236.84236.84调整后上0.00调整后下0.00255.85调整后294.23图2-29C柱柱端组合弯矩调整图()2.9.5框架柱端剪力组合设计值的调整例:第六层:恒载:活载:风荷载:地震:调整:99
山西XX大学煤炭工程学院2014届本科生毕业设计表2-33横向框架E柱剪力组合与调整层次荷载种类内力组合恒载活载地震荷载风载1.2恒+1.4活1.2恒+0.9(1.4活+1.4风)1.35恒+活γRE[1.2(恒+0.5活)+1.3地震]左震右震左风右风左风右风左震右震637.345.04-18.3618.36-2.232.2351.8748.1353.4855.4517.6053.4049.93526.388.67-30.6930.69-4.284.2843.7936.8145.3744.28-2.9356.9153.21427.828.24-42.2442.24-6.206.2044.9236.1948.5945.80-13.0669.3264.81327.708.38-48.2448.24-8.118.1144.9734.2750.5045.77-18.9675.1170.23230.8311.95-53.3153.31-10.0310.0353.7239.6759.7353.56-19.7584.2078.73116.526.69-73.4773.47-16.0216.0229.1911.0643.1128.99-54.2589.0183.22表2-34横向框架D柱剪力组合与调整层次荷载种类内力组合恒载活载地震荷载风载1.2恒+1.4活1.2恒+0.9(1.4活+1.4风)1.35恒+活γRE[1.2(恒+0.5活)+1.3地震]左震右震左风右风左风右风左震右震6.00-6.73-1.38-36.7736.77-4.464.46-10.01-14.30-3.98-10.46-42.4329.2839.675.00-10.63-2.35-61.4861.48-8.578.57-16.04-22.90-5.77-16.69-70.3849.4965.814.00-10.16-2.45-81.5881.58-12.4112.41-15.62-26.29-1.47-16.17-89.6169.4883.783.00-10.85-2.62-96.6296.62-16.2516.25-16.70-31.141.37-17.28-104.9683.4698.142.00-10.91-3.04-101.33101.33-20.1020.10-17.35-35.474.73-17.77-109.7587.83102.621.00-8.98-3.09-100.53100.53-21.9221.92-15.10-35.228.63-15.21-107.2688.78100.28表2-35横向框架C柱剪力组合与调整层次荷载种类内力组合恒载活载地震荷载风载1.2恒+1.4活1.2恒+0.9(1.4活+1.4风)1.35恒+活γRE[1.2(恒+0.5活)+1.3地震]左震右震左风右风左风右风左震右震6.000.000.00-41.6741.67-5.065.060.00-5.506.260.00-40.6340.6337.995.000.000.00-69.6769.67-9.719.710.00-8.9510.470.00-67.9367.9363.514.000.000.00-92.4592.45-14.0714.070.00-13.314.830.00-90.1490.1484.283.000.000.00-109.5109.5-18.4218.420.00-17.619.180.00-106.8106.899.822.000.000.00-121.0121.0-22.7822.780.00-22.023.540.00-118.0118.0110.321.000.000.00-107.2107.2-23.3823.380.00-22.823.950.00-104.5104.597.7499
山西XX大学煤炭工程学院2014届本科生毕业设计2.9.6框架梁按”强剪弱弯“进行调整计算该框架梁的抗震等级为三级,按“强剪弱弯”的原则调整框架梁端截面组合的剪力设计值,由此避免梁在弯曲破坏前发生剪切破坏。取一层、六层为例。框架梁端截面剪力设计值VV=ηvb(MLb+MRb)/Ln+VGb(2.14)梁端剪力增大系数ηvbηvb=1.1(2.15)VGb是考虑地震作用组合时的重力荷载代表值产生的剪力设计值,计算时按简支梁确定。表2-36梁端截面剪力“强剪弱弯”调整层数梁(kN∙m)(kN∙m)Ln(m)VGb(kN)V=ηvb(MLb+MRb)/Ln+VGbV(kN)6ED-109.5-51.976.297.8126.46107.49DC-41.39-65.844.1135.2164.00139.41ED-257.3874.266.2130.7163.2138.73DC120.03-236.844.1207.6176.3149.82注:承载力抗震调整系数=0.85。2.10截面设计2.10.1框架梁截面设计1.第六层梁的正截面受弯承载力的计算ED跨:在内力组合表中选出BC跨跨间截面及支座截面的最不利内力,算出边缘控制截面的弯矩进行配筋计算。支座弯矩:跨间弯矩取控制截面,。梁下部受拉时,按T形截面设计;梁上部受拉时,按矩形截面设计。翼缘计算宽度当按跨度取时,,99
山西XX大学煤炭工程学院2014届本科生毕业设计按梁间距考虑,,按翼缘厚度考虑,,,此种情况不起控制作用,故取。梁的纵向钢筋均采用HRB335级钢筋,(),,下部跨间截面按单筋T形截面计算,因为,属第一类型T形截面。实配钢筋4Ф16,。,满足要求。计算相应的受拉钢筋,即支座E上部,说明有富裕,且不屈服,可近似取:实配钢筋4Ф16,。支座Dl上部钢筋,实配钢筋4Ф16,。,又,满足梁的抗震构造要求。DC跨:同理,在梁的内力组合表中选出CD跨截面及支座截面的最不利内力,计算支座边缘处的控制截面的弯矩进行配筋计算。99
山西XX大学煤炭工程学院2014届本科生毕业设计支座弯矩:跨间弯矩取控制截面,。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。按梁间距考虑,,按翼缘厚度考虑,,,100/565=0.18>0.1,此种情况不起控制作用,故取。梁内纵向钢筋采用HRB335级钢筋,,下部跨间截面按单筋T形截面计算,因为,属第一类型T形截面。实配钢筋4Ф16,。且小于,满足要求。支座负弯矩作用下的受压钢筋为跨中下部钢筋,,再计算相应的受拉钢筋,即支座上部,说明有富裕,且不屈服,可近似取:实配钢筋4Ф16,。支座C上部钢筋,99
山西XX大学煤炭工程学院2014届本科生毕业设计实配钢筋4Ф16,。且小于,又,满足梁的抗震构造要求。2.第六层梁的正截面受弯承载力的计算1)ED跨:,,属厚腹梁。梁端加密区箍筋取28@100,箍筋采用HPB235级钢筋,则,加密区长度取1.5倍的梁高和500中的较大值,即取900,非加密区取28@200,箍筋设置满足要求。DC跨:梁端加密区箍筋取28@100,箍筋采用HPB235级钢筋,则,满足斜截面抗剪验算,加密区长度取900。3.第一层梁的正截面受弯承载力的计算ED跨:在梁的内力组合表中选出BC跨跨间截面及支座截面的最不利内力,计算边缘控制截面的弯矩进行配筋计算。支座弯矩:跨间弯矩取控制截面,。梁下部受拉时,按T形截面设计,梁上部受拉时,按矩形截面设计。翼缘计算宽度当按跨度取时,,按梁间距考虑,,按翼缘厚度考虑,,,此种情况不起控制作用,故取。99
山西XX大学煤炭工程学院2014届本科生毕业设计梁内纵向钢筋采用HRB335级钢筋,(),,下部跨间截面按单筋T形截面计算,因为,属第一类型T形截面。实配钢筋4Ф18,。,满足要求。支座负弯矩作用下的受压钢筋为跨中下部钢筋,,再计算相应的受拉钢筋,即支座E上部,[196.84×106-300×1017×(565-35)]/1.0/14.3/2233/5652>0则,实配钢筋2Ф22+2Ф25,。支座Dl上部钢筋:则,131.95×106/300/(565-35)=829实配钢筋4Ф25,。,又,满足梁的抗震构造要求。DC跨:同理,在梁的内力组合表中选出CD跨截面及支座截面的最不利内力,计算为支座边缘处的控制截面的弯矩进行配筋计算。99
山西XX大学煤炭工程学院2014届本科生毕业设计支座弯矩:311.23-0.1×230.48=288.18134.4-56.11×0.3=111.57跨间弯矩取控制截面,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。翼缘计算宽度当按跨度取时,;按梁间距考虑,;按翼缘厚度考虑,,100/565=0.18>0.1,此种情况不起控制作用,故取。梁内纵向钢筋采用HRB335级钢筋,,下部跨间截面按单筋T形截面计算,因为,属第一类型T形截面。实配钢筋4Ф22,。且小于,满足要求。支座负弯矩作用下的受压钢筋为跨中下部钢筋,,再计算相应的受拉钢筋,即支座上部,0则,实配钢筋4Ф25,。,且小于,满足要求。99
山西XX大学煤炭工程学院2014届本科生毕业设计又,满足梁的抗震构造要求。支座C上部钢筋:167.16×106/300/(565-35)=1051.3实配钢筋2Ф22+2Ф25,。,且小于,满足要求。又,满足梁的抗震构造要求。4.第一层梁的正截面受弯承载力的计算1)ED跨:,,属厚腹梁。0.25×1.0×14.3×300×565=605.96可知,截面符合条件。梁端加密区箍筋取28@100,箍筋采用HPB235级钢筋,()则0.7×1.43×300×565+210×101×565/100=289kN>,加密区长度取1.5倍的梁高和500中的较大值,即取900,非加密区取28@200,箍筋设置满足要求。DC跨:梁端加密区箍筋取28@100,箍筋采用HPB235级钢筋。则0.7×1.43×300×565+210×101×565/100=289kN>,满足斜截面抗剪验算。加密区长度取900。表2-37梁正截面配置钢筋数量表层次跨向截面实配钢筋顶层ED跨E支座处-71.59<0804450上部:4Φ16As=8041.000.47%跨中110.720.011660下部:4Φ16As=8040.47%D支座处-66.93<0804420上部:4Φ16As=8041.000.47%DC跨D支座处-114.44<0804719上部:4Φ16As=8041.000.47%99
山西XX大学煤炭工程学院2014届本科生毕业设计跨中111.080.017656下部:4Φ16As=8040.47%C支座处-46.39<0804292上部:4Φ16As=8041.000.47%其它层ED跨E支座处-196.840.310171474上部:2Φ22+2Φ25As=17420.670.90%跨中134.40.14817下部:4Φ18As=10170.60%D支座处-131.95<01017829上部:4Φ25As=19640.520.67%DC跨D支座处-288.180.4310171849上部:4Φ25As=19640.521.45%跨中167.160.026996下部:4Φ22As=15200.90%C支座处-117.57<010171051上部:2Φ22+2Φ25As=17420.670.90%表2-38梁斜截面配置箍筋数量表层次顶层其它层跨向ED跨DC跨ED跨DC跨区位加密区非加密区加密区非加密区加密区非加密区加密区非加密区实际配筋2Φ8@1002Φ8@2002Φ8@1002Φ8@2002Φ8@1002Φ8@2002Φ8@1002Φ8@200配筋率0.34%0.17%0.67%0.27%0.34%0.17%0.67%0.67%2.10.2框架柱截面设计1.柱的剪跨比和轴压比的验算根据《建筑结构抗震设计》,三级抗震等级的结构,剪跨比应不小于2,轴压比应不大于0.9,在下表计算中,表中的、和都不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。取|Mmax|情况进行验算。表2-39各柱的剪跨比和轴压比|Mmax|柱号层次E柱660056014.3124.9656.23229.453.970.05560056014.3123.1856.91540.313.870.11460056014.314769.31861.023.790.18360056014.3141.5475.111184.933.370.2599
山西XX大学煤炭工程学院2014届本科生毕业设计260056014.3149.0784.21518.323.160.32160056014.3147.12891866.892.950.39D柱660056014.378.8742.43335.313.320.07560056014.3132.4370.99744.543.330.15460056014.3167.2386.611143.153.450.24360056014.3177.28104.961534.293.020.32260056014.3180.7109.751792.392.940.37160056014.3206.24107.252347.93.430.49C柱660056014.383.840.66224.593.680.05560056014.3128.8967.93509.213.390.11460056014.3163.3190.14793.423.240.17360056014.3184.97106.761077.573.090.22260056014.3194.68117.991325.512.950.28160056014.3209.33104.531579.73.580.332.柱正截面承载力计算以第六层E柱为例:及相应的N组合时,,。轴向力对截面重心的偏心距,,附加偏心矩取20mm和偏心方向截面尺寸的1/30两者中的较大值,即,600/30=20mm,故取。初始偏心矩,。柱的计算长度,根据《抗震设计规范》,对于现浇式楼盖的柱,底层的柱取,其他层,即底层柱,其它层为,,因为长细比l0/h=4125/600=6.88>5,故应考虑偏心矩增大系数η。=0.5fcA/N=0.5×14.3×600×600/(229.45×103)=12.22>1.0,取=1.0。对称配筋:ξ=N/fcbh0=229.45×103/14.3/600/560=0.048<ξb=0.550为大偏压情况。99
山西XX大学煤炭工程学院2014届本科生毕业设计且ξ<=2×40/560=0.143,取ξ=0.143。轴向力作用点至受拉钢筋As合力点之间的距离,=229.45×103×327.18/300/(560-40)=478.02mm2,且应满足构造要求,单侧配筋率,故。选4Ф20(As,=As=1256mm2),总配筋率s=2×1256/600/560=0.75%>0.7%。同理得在Nmin及相应M的组合和Nmax及相应M的组合时的配筋。3.柱斜截面受剪承载力计算拿出第6层E柱分析,框架柱的剪力设计值,,满足要求。剪跨比λ>3,取λ=3,轴压比n=0.05,N=229.45kN<0.3fcbh=0.3×14.3×600×600/103=1544.4kN,故取N=229.45kN。故可进行构造配置箍筋。柱端加密区的箍筋选用48@100,四肢箍。因轴压比0.05,查规范得最小配筋率特征值,则最小配筋率0.12×14.3/210=0.8%>0.4%,则S≤200.96/0.8=251.2mm,根据构造要求,取加密区为412@80,加密区的长度按构造取值,底层柱的上端和其他各层柱的两端,取柱截面尺寸(600mm)、1/6柱净高(550mm)和500mm中的较大值,故取600mm。非加密区还应满足小于15倍的钢筋直径,为240mm,故箍筋配置为8@200。99
山西XX大学煤炭工程学院2014届本科生毕业设计表2-40E柱截面配筋层次组合情况偏心情况计算和6|Mmax|及相应N124.96229.456.88564.611.001.04325.000.05大偏压478.024Φ22=1520Nmin及相应M24.09235.966.88122.091.001.17117.520.05大偏压177.754Φ22=1520Nmax及相应M60.61375.206.88181.541.001.1158.070.08大偏压139.664Φ22=15205|Mmax|及相应N123.18540.316.88247.981.001.088.370.11大偏压28.994Φ22=1520Nmin及相应M0.54508.406.8821.061.001.97218.550.11大偏压712.244Φ22=1520Nmax及相应M52.91837.356.8883.191.001.25156.420.17大偏压-792.404Φ22=15204|Mmax|及相应N147.00861.026.88190.731.001.1148.880.18大偏压-213.634Φ22=1520Nmin及相应M17.85772.106.8843.121.001.47196.490.16大偏压-947.794Φ22=1520Nmax及相应M52.631299.906.8860.491.001.34179.120.27大偏压-1194.664Φ22=15203|Mmax|及相应N141.541184.936.88139.451.001.15100.160.25大偏压-540.114Φ22=1520Nmin及相应M42.691050.506.8860.641.001.34178.970.22大偏压-1062.314Φ22=152099
山西XX大学煤炭工程学院2014届本科生毕业设计Nmax及相应M52.681761.036.8849.911.001.41189.700.37大偏压-1434.464Φ22=15202|Mmax|及相应N167.261518.326.88130.161.001.16109.450.32大偏压二阶-791.854Φ22=1520Nmin及相应M42.731284.566.8853.261.001.38186.350.27大偏压-1247.404Φ22=1520Nmax及相应M73.082228.136.8852.801.001.39186.810.46大偏压-1384.964Φ22=15201|Mmax|及相应N248.971866.897.42153.361.001.1582.920.39大偏压-169.094Φ22=1520Nmin及相应M197.411554.377.42147.001.001.1689.280.32大偏压-385.604Φ22=1520Nmax及相应M43.012739.527.4235.701.001.66200.580.57小偏压-1421.354Φ22=1520表2-41D柱截面配筋层次组合情况偏心情况计算和6|Mmax|及相应N78.87335.316.88255.201.001.0815.590.07大偏压33.524Φ25=1964Nmin及相应M61.14362.046.88188.881.001.1150.730.08大偏压117.744Φ25=1964Nmax及相应M22.36567.206.8859.421.001.34180.190.12大偏压655.154Φ25=19645|Mmax|及相应N132.43744.546.88197.871.001.1041.740.15大偏压-183.024Φ25=196499
山西XX大学煤炭工程学院2014届本科生毕业设计Nmin及相应M99.83771.276.88149.441.001.1490.170.16大偏压-421.374Φ25=1964Nmax及相应M18.181258.596.8834.441.001.59205.170.26大偏压-1386.234Φ25=19644|Mmax|及相应N167.231143.156.88166.291.001.1273.320.24大偏压-342.254Φ25=1964Nmin及相应M128.471169.886.88129.811.001.16109.800.24大偏压-612.094Φ25=1964Nmax及相应M17.391949.836.8828.921.001.71210.690.41大偏压-1713.164Φ25=19643|Mmax|及相应N199.271534.296.88149.881.001.1489.730.32大偏压二阶-396.574Φ25=1964Nmin及相应M169.021561.026.88128.281.001.16111.330.32大偏压二阶-604.054Φ25=1964Nmax及相应M22.782641.516.8828.621.001.71210.990.55大偏压-1643.354Φ25=19642|Mmax|及相应N212.341943.646.88129.251.001.16110.360.40大偏压二阶-716.234Φ25=1964Nmin及相应M181.491943.646.88113.381.001.18126.230.40大偏压二阶-659.924Φ25=1964Nmax及相应M50.352998.086.8836.790.861.48205.700.62小偏压二阶-1363.534Φ25=19641|Mmax|及相应N286.742383.947.42140.281.001.1796.000.50大偏压二阶44.634Φ25=196499
山西XX大学煤炭工程学院2014届本科生毕业设计Nmin及相应M271.042383.947.42133.691.001.18102.590.50大偏压二阶-56.004Φ25=1964Nmax及相应M22.564134.447.4225.460.621.58219.780.86小偏压-497.914Φ25=1964表2-42C柱截面配筋层次组合情况偏心情况计算和6|Mmax|及相应N83.80224.596.88393.121.001.05153.510.05大偏压221.014Φ25=1964Nmin及相应M50.28251.326.88220.061.001.0919.550.05大偏压31.494Φ25=1964Nmax及相应M0.00383.666.8820.001.002.02219.610.08大偏压540.104Φ25=19645|Mmax|及相应N128.89509.216.88273.121.001.0733.510.11大偏压109.374Φ25=1964Nmin及相应M95.27535.946.88197.761.001.1041.850.11大偏压143.774Φ25=1964Nmax及相应M0.00838.226.8820.001.002.02219.610.17大偏压-1132.474Φ25=19644|Mmax|及相应N163.61793.426.88226.211.001.0913.400.17大偏压-36.444Φ25=1964Nmin及相应M133.86820.156.88183.211.001.1156.400.17大偏压-255.524Φ25=1964Nmax及相应M0.001292.466.8820.001.002.02219.610.27大偏压-1526.864Φ25=196499
山西XX大学煤炭工程学院2014届本科生毕业设计3|Mmax|及相应N197.971077.576.88203.721.001.1035.890.22大偏压二阶-90.464Φ25=1964Nmin及相应M167.351104.306.88171.541.001.1268.070.23大偏压-309.444Φ25=1964Nmax及相应M0.001746.666.8820.001.002.02219.610.36大偏压-1767.074Φ25=19642|Mmax|及相应N218.041325.516.88184.491.001.1155.110.28大偏压二阶-325.104Φ25=1964Nmin及相应M218.041352.246.88181.241.001.1158.370.28大偏压二阶-169.594Φ25=1964Nmax及相应M0.002146.466.8820.001.002.02219.610.45大偏压-1850.974Φ25=19641|Mmax|及相应N268.371615.747.42186.101.001.1350.190.34大偏压二阶41.134Φ25=1964Nmin及相应M268.371615.747.42186.101.001.1350.190.34大偏压二阶41.134Φ25=1964Nmax及相应M0.002582.157.4220.001.002.19216.280.54大偏压-1751.374Φ25=1964表2-42框架柱箍筋数量表柱号层次实配箍筋加密区非加密区B柱649.93960.96229.451544.43.00210.23<00.41%4Φ8@1004Φ8@200553.21960.96540.731544.43.00210.25<00.41%4Φ8@1004Φ8@200464.81960.96861.021544.43.00210.27<00.41%4Φ8@1004Φ8@20099
山西XX大学煤炭工程学院2014届本科生毕业设计370.23960.961184.931544.43.00210.29<00.41%4Φ8@1004Φ8@200278.73960.961518.321544.43.00210.32<00.41%4Φ8@1004Φ8@200183.22960.961902.931544.42.95212.88<00.46%4Φ8@1004Φ8@200C柱639.67960.96335.311544.43.00210.23<00.41%4Φ8@1004Φ8@200565.81960.96744.541544.43.00210.26<00.41%4Φ8@1004Φ8@200483.78960.961143.151544.43.00210.29<00.41%4Φ8@1004Φ8@200398.14960.961534.291544.43.00210.32<00.41%4Φ8@1004Φ8@2002102.62960.961943.641544.42.94213.51<00.46%4Φ8@1004Φ8@2001100.28960.962383.941544.43.00210.38<00.54%4Φ8@1004Φ8@20099
山西XX大学煤炭工程学院2014届本科生毕业设计2.11楼梯设计酒店采用现浇钢筋混凝土板式楼梯,设计混凝土强度等级C25,梯板钢筋选用HRB335级钢筋。2.11.1梯段板计算图2-30楼梯平面布置图2-31踏步详图1.荷载计算板厚取,为梯段板跨度。板厚。,。取1m宽板带为计算单元,踏步板自重:踏步地面重:底板抹灰重:栏杆重:活载:99
山西XX大学煤炭工程学院2014届本科生毕业设计2.内力计算3.配筋计算板的有效高度,混凝土抗压强度,钢筋抗拉强度设计值,,查表,,选用Φ。梯段板抗剪,因为,满足抗剪要求,支座构造配。2.11.2休息平台计算按简支板计算,以板宽1m为计算单元,计算跨度近似取,板厚取100mm。1.荷载计算面层:板自重:板底粉刷:活载:2.内力计算99
山西XX大学煤炭工程学院2014届本科生毕业设计3.配筋计算,查表,,选用Φ。2.11.3梯段梁TL1计算截面高度1.荷载计算梯段板:休息平台:梁自重:2.内力计算3.配筋计算钢筋采用HRB335钢,,查表选用3Φ18,。则,需要通过计算配置钢筋,只配置箍筋,计算,按构造要求,选99
山西XX大学煤炭工程学院2014届本科生毕业设计,2肢箍。,满足要求。2.12柱下条形基础设计柱网布置如图12-1所示图2-32柱网平面布置图由基础条件可知:修正后的地基承载力特征值,场地类别为三类。持力层选用粉质粘土进行换填,采用钢筋混凝土条形基础。初选基础埋深2.5m,计算7轴线上条形基础。已知7轴线上柱荷载设计值=2193.14kN,=111.46kN;=3272.22kN,=99.59kN;=2053.79kN,=82.29kN。2.12.1确定基础底面尺寸基础端部外伸长度为边跨跨距的0.25倍,即,则基础的总长度为:。基地宽度为99
山西XX大学煤炭工程学院2014届本科生毕业设计,取b=3.5m。2.12.2用倒梁法计算基础梁内力并配筋1.沿基础纵向的基底净反力:2.用弯矩分配法计算基础梁的弯矩边端固端弯矩:中跨固端弯矩:E截面伸出端弯矩:弯矩分配过程如下:EDCBA0.001.000.390.620.500.500.620.391.000.001051.75-2804.672804.67-1095.581095.58-1095.581095.58-2804.672804.67-1051.751752.92876.46-876.46-1752.92-995.44-1590.111590.11995.44-497.72-795.06795.06497.72497.720.00-497.72248.86-248.86-95.81-153.05153.0595.81-47.91-76.5276.5247.9147.910.00-47.9123.95-23.95-9.22-14.7314.739.22-4.61-7.377.374.614.610.00-4.612.31-2.31-0.89-1.421.420.891051.75-1051.752854.89-2854.89216.63-216.632854.89-2854.891051.75-1051.753.基础梁剪力计算E截面左边的剪力为:取OD段为脱离体,计算E截面的支座反力:99
山西XX大学煤炭工程学院2014届本科生毕业设计E截面右边剪力为:取DC段为脱离体:绘制条形基础弯矩图:图2-33条形基础弯矩图4.梁板部分计算基底宽3500mm,主肋宽(600+250)=700mm,翼板外挑长度,翼板外边缘厚度500mm,梁肋处(相当于翼板固定端)翼板厚度为300mm,翼板采用混凝土,HRB335钢筋。99
山西XX大学煤炭工程学院2014届本科生毕业设计基底净反力设计值1)斜截面抗剪强度验算实际(假定受力筋直径为20mm,有垫层)大于,满足要求。2)翼板受力筋计算选配Φ12@90,。3)肋梁部分计算肋梁高取,宽700mm,主筋用钢筋,箍筋用钢筋,混凝土。(1)正截面强度计算E支座:选配4Φ32,。D支座:99
山西XX大学煤炭工程学院2014届本科生毕业设计选配12Φ40,。C支座:选配4Φ32,。ED跨中:取,中的较小值,取2233mm。选配10Φ32,。DC跨中:取,中的较小值,取2233mm。选配4Φ32,。99
山西XX大学煤炭工程学院2014届本科生毕业设计2)斜截面强度计算A支座右边剪力,由得:选用12@100,4肢箍,,,代入上式得:,因此选配12@100,4肢箍。肋梁的腹板高度>,所以应在梁的两侧沿高度配置的纵向构造腰筋。99
山西XX大学煤炭工程学院2014届本科生毕业设计参考文献[1]张艳美.基础工程.北京:化学工业出版社,2011[2]东南大学.混凝土结构.混凝土结构设计原理.北京:中国建筑工业出版社,2008[3]程文瀼.混凝土结构与砌体结构设计.北京:中国建筑工业出版社,2012[4]钱稼茹.高层建筑结构设计.北京:中国建筑工业出版社,2012[5]混凝土结构设计规范GB50010—2002.北京,中国建筑工业出版社,2002[6]房屋建筑制图统一标准GB/T50001—2001.中华人民共和国国家标准.北京:中国计划出版社,2002[7]李廉锟.结构力学.北京:高等教育出版社,2010[8]李国强.建筑结构抗震.北京:中国建筑工业出版社,2009[9]同济大学.房屋建筑学.北京:中国建筑工业出版社,2005[10]沈蒲生.高层建筑结构设计例题.北京:中国建筑工业出版社,2005[11]翁义军.房屋结构抗震设计.北京:地震出版社,2004[12]李杰.地震工程学导论.北京:地震出版社,2002[13]方鄂华.多层及高层建筑结构设计.北京:地震出版社,2009[14]赵西安.钢筋混凝土高层建筑结构设计.北京:中国建筑工业出版社,2010[15]周克荣.混凝土结构设计.上海:同济大学出版社,200199
山西XX大学煤炭工程学院2014届本科生毕业设计致谢本次毕业设计的主题是酒店设计,酒店主体采用框架混凝土结构,此结构是我们四年学习内容的一部分,也是最基本的结构形式。通过组内成员的努力,大学四年最后一项任务基本完成,历时14周的时间。在这14周内,我们进行了毕业实习,对建筑结构进行细致的观察,查阅大量资料,重新获得了丰富的建筑和结构设计知识,为此次毕业设计的完成,打下了坚实的基础。在这里首先感谢指导老师XXXX,我们在刚拿到毕业设计任务书的时候真是一头雾水,真不知道如何下手,感觉自己四年的知识几乎消失,经过XX老师的串解,把所有的步骤联系起来,使得大家恍然大悟,真是柳暗花明又一村。先是通过自己的毕业实习,设计自己的建筑平立剖面,然后取一榀横向框架进行计算,了解基本计算过程。在设计建筑图过程中,XX老师多次检查了我的建筑图,并提出大量的问题,指导我改正,使得我的图纸更加完善,在进行框架计算时,遇到了很多问题也都是老师帮忙解决,老师任劳任怨,对此我表示由衷地感谢。其次我要感谢我所在小组的成员,在这段时间内,我们共同讨论,互相帮助,集结个人优势,对遇到的问题各个击破,起早贪黑,达到基本完成毕业设计的目的。这样的一段时间里,让我们重新体会到友情的重要性,更让我懂得珍惜这样的时光。不久后我们就要走出大学校门,这些同甘共苦过的朋友也将各奔东西,见面时间更是未知,感谢这样一段时间,让我们以后回忆更加深刻。此外,我还得到XXX学院建筑工程系各位老师的指导,尤其是高XX老师和XX老师,他们对设计中的疑难问题也进行了指导,另外,感谢建筑工程系及学院对我四年的培养,让我从一个无知的少年成长为朝气蓬勃的青年人。在此,我还要特别感谢我的家人和亲朋好友,他们的关心也是我能完成任务及学业的动力。本次毕业设计的完成不是终点,而是我人生的另一个起点,我会继续奋斗!99'
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