目录
设计资料 ·················································································································································································· 1 一、结构构件选型和布置 ················································································································································ 1 1.1 屋面板 ································································································································1 1.2 屋架 ····································································································································2 1.3 吊车梁 ································································································································3 1.4 排架柱 ································································································································3 1.5 基础梁 ································································································································4 二、荷载计算········································································································································································· 5 2.1 永久荷载·····························································································································5 2.2 活荷载 ································································································································5 三、内力分析········································································································································································· 7 3.1 屋盖自重·····························································································································7 3.2 柱及吊车自重作用 ··············································································································8 3.3 屋面活荷载 ·························································································································8 3.4 吊车荷载作用 ·····················································································································9 3.5 风荷载作用 ······················································································································· 11 四、排架柱内力组合························································································································································12 4.1 上柱配筋计算 ···················································································································12 4.2 下柱配筋计算 ····················································································································13 4.3 柱裂缝宽度验算················································································································16 4.4 牛腿设计···························································································································18 基础设计 ················································································································································································19 地震作用和结构抗震验算 ··············································································································································23
设计资料
单层单跨无天窗厂房：跨度30m，柱距6m，纵向长度108m，设两台10t桥式吊车，工作级别为A4， 厂房地点位于广州市从化区，属于抗震设防类别丙类
基本风压为0.5KN/m2，无基本雪压，屋面均布活荷载0.5KN/m2，无屋面积灰荷载
根据结构构件承载能力极限状态的目标可靠指标：安全等级为二级，重要性系数?0不小于1.0，取为1.0
一、结构构件选型和布置 1.1
屋面板
采用1.5m×6.0m预应力钢筋混凝土屋面板
根据04G410-2，选用屋面板时基本组合的荷载分项系数：?G?1.35,?Q?1.4，屋面板承受荷载如下：
橡胶防水卷材防水层：0.2KN/m2
保温层： 0.48KN/m 20厚水泥砂浆找平层：0.4KN/m2
2
活荷载： 0.5KN/m
q=1.35×(0.2+0.48+0.4)+1.4×0.5×0.7=1.948KN/m2
选择Y-WB-2Ⅲ
允许外加均布荷载标准值基本组合设计值[q]为2.05KN/m2，满足承载力条件 屋面板自重：1.4KN/m2 嵌板
灌缝重标准值0.1KN/m2
22
橡胶防水卷材防水层：0.2KN/m 保温层： 0.48KN/m 20厚水泥砂浆找平层：0.4KN/m2
活荷载： 0.5KN/m2
q=1.35×(0.2+0.48+0.4)+1.4×0.5×0.7=1.948KN/m2
选择Y-KWB-1Ⅲ
允许外加均布荷载标准值基本组合设计值[q]为2.58KN/m2，满足承载力条件 板自重：1.7KN/m
2
2
灌缝重标准值0.1KN/m
2
天沟板：
根据屋面排板计算，考虑采用680mm宽度的天沟板
落水管之间的水平间距12m，天沟流水坡长为6m，采用焦渣找坡层，坡度为1%，，最薄处20mm，最厚处80mm水泥砂浆找平，上铺橡胶防水卷材
焦渣找坡层：按其平均厚度计算，厚度为50mm，焦渣自重为14KN/m3 焦渣均布荷载：0.05×14=0.7KN/m2 20厚水泥砂浆找平层：0.4KN/m2 橡胶防水卷材防水层：0.2KN/m2 积水荷载考虑230mm水深，为2.3KN/m2
活荷载： 0.5KN/m
卷材防水层考虑高肋和低肋覆盖部分，按天沟宽度的2.5倍计算 b=天沟宽度-190=680-190=490mm
q=[1.35×(0.2×2.5+0.7+0.4+2.3)+1.4×0.5] ×0.49=2.92KN/m2
选择TGB68，允许外加均布荷载基本组合设计值3.66KN/m2，满足承载力条件 天沟板板自重2.13KN/m2
2
1.2 屋架
1.08KN/m2
2
1.4KN/m
2
0.1KN/m 2.58KN/m 0.5KN/m2
2
屋面恒荷载：屋面板以上 屋面板自重 灌缝重 总计 屋面活荷载
屋面荷载设计值：
组合一：1.35×2.58+1.4×0.5×0.7=3.973KN/m2
组合二：1.2×2.58+1.4×0.5=3.596KN/m
22
选择 GWJ30-2A1 屋面荷载设计值[q]为4.0KN/m>3.973KN/m，满足承载力要求 屋架自重为4550kg/榀
初定屋架支撑自重为0.25KN/m2
2
1.3 吊车梁
小车质量 总质量 31.6t 轨顶以上轨道中心至高度 2239mm 端部距离 230mm 最大轮压 147KN 最小轮压 57.1KN 厂房设置两台桥式吊车，吊车参数如下表： 起重量 跨度 10t 宽度 6922mm 轮距 5000mm 28.5m 4.084t 根据吊车跨度和起重量，中间跨选择钢筋混凝土吊车梁DL-7Z，自重为2.75t/根，伸缩缝跨和边跨分别选DL-7S和DL-7B，自重为2.82t/根 根据吊车梁和吊车参数，选择吊车轨道联结型号为DGL-12，螺栓间距为260mm，钢轨型号为38kg/m，最大轮压设计值为510KN，轨道面至梁顶面距离为170-190mm，选择车挡型号为CD2，适用于10t吊车，走道板：中间跨选择DB80-1，边跨和伸缩缝处跨选择DB80-1S 如下表所示：
参构 件 数 编号 尺寸（mm） 高度900 上翼缘500 下翼缘250 螺栓间距260 板长5550（4950） 板宽800 自重 吊车梁 轨道联结 车挡 走道板 DL-7Z （DL-7S，DL-7B） DGL-12 CD2 DB80-1 （DB80-1S） 2.752.82 t 钢轨自重38kg/m 0.850.78 t 柱间支撑可在厂房○5-○6和○15-○16轴之间设置上柱支撑和下柱支撑
1.4 排架柱
初定牛腿标高为8700mm，吊车梁高度为900mm
轨顶标高=牛腿标高+吊车梁高度+钢轨高度(200mm)=8700+900+200=9800mm，与工艺要求相差在±200以内，满足要求
柱顶标高=轨顶标高+轨顶至吊车小车顶面距离+安全距离（≥220mm）=9800+2239+220=12359mm，取为12600mm
全柱高H=柱顶标高+基顶至±0.00标高处高度=12600+1200=13800mm 下柱高H1=8700+1200=9900mm 上柱高H2=12600-8700=3900mm 柱截面设计
根据混凝土结构计算手册： Hk=9900+900=10800mm Hl=8700+1200=9900mm
基顶至吊车梁顶距离 基顶至吊车梁底距离
e4e4ae1h1h下柱：h≥b≥
Hl25Hl14=9900/14=707.14mm
选择h=1000mm 选择b=400mm
?9900/25=396mm
上柱初选截面为b×h=400×400mm，下柱高度在900~1100mm，选择工字形柱 下柱截面取为bf×h×b×hf=400×1000×100×150工字型截面 轨道中心线至纵向定位轴线间的间距一般取750mm
取轨道中心线距离上柱内边缘为350mm，吊车端部到柱内边缘净距为100mm>80mm，满足安全要求
梯形屋架在上柱的作用点距离纵向定位轴线150mm e0=1000/2-400/2=300mm e1=400/2-150=50mm 牛腿尺寸初选h1=400mm，h=500mm
满足h1≥
13e2=350-(1000/2-400）=250mm
h，
????15?45满足要求
排架截面参数
柱 截 面 参 数 400150400截面尺寸(mm) 400×400 面积(mm) 1.6×105 2251000惯性矩（mm） 2.13×109 4根据排架柱的截面尺寸，得出柱的计算参数如下：
上柱 下柱 惯性矩： 上柱：Iu=
bh123400×1000×100×150 1.975×105 25.59×109 ?400?4001233?2.13×10mm
94
下柱：Il≈
400?100012-112?300?650-2?312?150?2?25?（325?2?253100）=25.59×10mm
294
1.5 基础梁
外墙采用370墙，突出于柱外，查《钢筋混凝土基础梁》04G320图集，
要求窗洞口宽度不大于4200mm，门洞口宽度不大于3000mm，门高不超过3600mm，采用基础梁类
型如下：
基 类 型 础 梁 编号 梁长（mm） 自重(t) 整体 有窗 有门 JL-25 JL-27 JL-28 5950 5950 5950 2.48 2.48 2.48
二、荷载计算 2.1
永久荷载
0.2KN/m 0.48KN/m2
0.4KN/m2
1.4+0.1=1.5KN/m
2
2
2
(1)屋盖自重
橡胶防水卷材防水层： 保温层： 20厚水泥砂浆找平层： 屋面板：
g=2.58 KN/m 屋架自重 45.5KN/榀
则作用于柱顶的屋盖结构自重为G1=1.2×2.58×6×30/2+1.2×45.5×0.5=332.94KN （2）柱自重：
柱采用C30混凝土，重度采用25KN/m 标准值：
上柱：G2,k=0.4×0.4×25×3.9=15.6KN 设计值：
上柱：G2=15.6×1.2=18.72KN （3）吊车梁及轨道自重
G4=1.2×（28.2+0.38×6）=36.58KN
下柱：G3=48.88×1.2=58.66KN
3
下柱：G3,k=25×1.975×105/106×9.9=48.88KN
2.2 活荷载
（1）屋面活荷载
屋面均布活荷载为0.5KN/m2 （2）吊车荷载
根据吊车宽度B和和轮距K，算的吊车梁支座反力影响线中各轮压对应的坐标值如下图所示，以此求的作用于牛腿上的吊车竖向荷载
Q1=?QQ1k=1.4×0.5×6×30/2=63KN