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1、evaluation of scientific development. Nature security type-nature security is to maintenance people of health value for target, through strengthening security based management, and risk management, and equipment management and technology supervision, ensure production in the people, and real, and sy
2、stem, and system, elements security reliable, and harmony unified, full control various against factors, achieved thought no slack, and management no empty document, and equipment no hidden, and system no blocked, and unit zero non-stopped. Quality and efficiency-quality benefit is to adhere to the
3、enterprise survival, profit and development business truth, adhere to the all activity is economic activity, all costs can be controlled, money should not be wasted management philosophy, management analysis, to improve management quality, improve cost control capacity and market competitiveness. In
4、novation of science and technology-science and technology innovation is to play the role of science and technology as the primary productive force, active use of new technologies, new materials, new processes, new equipment, increase investment in science and technology, strengthening scientific and
5、 technological training, speeding up transforming scientific and technological achievements, forming a number of proprietary technology, enhancing core competitiveness. Resource-saving-the-resources saving enterprise was to reduce coal consumption, water consumption, electricity at the core, enhance
6、 the operation of lean management to realize low consumption, high efficiency, reduce production costs. Second is to strengthen the business, financial, material, information and the optimization of organization and management, saving the internal transaction costs. Harmonious development of harmoni
7、ous development-is to construct a foreign environment for development. XING refers to the internal security firm and internal management of the internal management measures are effective, harmonious. Foreign currency means Enterprise coordinating development of homeopathy, well, get along with the n
8、eighbors better. (B) XX 2013 five enterprises building intrinsic safety power company goals are: unplanned outage 0 times. Class of disorders 0, 0 is equivalent forced outage rate. No personal injury accident, material and equipment accidents do not occur, no fire, no environmental pollution acciden
9、t. Enterprise integrated to achieve zero cases of violation, zero accidents, zero. Quality goal is: when generating capacity 7.5 billion-kilowatt, sales of over 7.11 billion kWh, total profits of 306.6 million Yuan, . BFS+、PI、MIS、SCM Information systems infrastructure, fully integrated information s
10、ystem to realize information resources sharing; to expand the breadth and depth of the portal system, information system of Enterprise Management Assistant role to play; to improve the day-to-day operation and maintenance operation record of promoting causes and transfer system; to strengthen the tr
11、aining广州至深圳沿江高速公路大型可变情报板及标志门架结构设计计算书一、 工程概况广州至深圳沿江高速公路位于珠江三角洲经济发达地区广 州、东莞、深圳,沿狮子洋、 伶仃洋东岸,本项目采用设计时速为 100km/h 的高速公路标准,双向八车道,路幅宽 41m,桥梁 长度占路线总长度 90%以上。项目所在地区属南亚热带海洋季风气候区,气候温暖潮湿( 平均气 温为 2222.5,相对湿度 7981%),雨量充沛( 平均降水量 1700mm 以上) 常受热带风暴和台 风袭击(年平均 23 次,台风中心风力可达 1112 级),为本地区主要灾害性天气。本设计即为上述广州至深圳沿江高速公路大型可变情报板
12、及标志门架结构,风荷载为门架结 构的主要荷载之一,同时要特别注重门架结构的防腐蚀设计及施工。二、结构设计采用主要规范1建筑结构荷载规范GB 50009-20062户外广告设施钢结构技术规程CECS148:20033钢结构设计规范GB 50017-20034建筑抗震设计规范GB 50011-20085建筑钢结构焊接技术规程JGJ 81-20026钢结构工程施工质量验收规范GB 50205-20017建筑结构制图标准GB/T 50105-2001。8、道路交通标志和标线GB576819999、公路交通标志板JT/T279200410、结构用无缝钢管GB/T1862199911、高速公路交通工程钢构
13、件防腐技术条件 GB/T182262000三、结构计算采用计算机软件 计算软件采用 MIDAS/Gen V7.3.0.四、结构计算基本参数1 结构的设计使用 限取为 50 年,结构的安全等级取为二级,结构重要性系数取为 1.0;2钢材采用 Q235-B,并符合 GB/T 700-2006 的规定 焊条采用 E4303 型,并符合 GB/T 5117-1995的规定;3 基本风压取为 =0.9216kN/(设计基本风速 38.4m/s),地面粗糙度 B 类 ;4门架式标志上部标志牌的最大面积按 49.48 计算,荷载取值为 10kN,按不利布置在门架中部 1415 米范围内位置;5 大型可变情报
14、板显示 12 个(1m1m)汉字,情报板重 20kN,迎风面积 18 ,按不利布 置在门架中部 1415 米范围内位置,高度按 1.5 米计算(偏保守)。6 其他附属设施荷载:A、情报板安装检修走道及栏杆重 1.0kN/m,安装检修走道活荷载 1.00kN/m;7 抗震设防烈度 7 度,设计基本地震加速度值 0.10g。 五、计算结果()标示牌门架整体计算结果1.计算模型1supervision in large and medium goods vehicle. A is established large vehicles and small vehicles classification
15、 management of motor vehicle test mode, increased medium van car, and dangerous goods transport car, and school car test project; II is established motor vehicle test regulatory platform, achieved motor vehicle test full process video, and data remote regulatory; three is strictly motor vehicle iden
16、tification management, equipped with unified of identification equipment and tool, using mobile identification Terminal, and law enforcement records instrument, technology identification means. As to 20XX years June 20 statewide motor vehicle keep volume for 567,408 car, and last year earlier than g
17、rowth 75,814 car, growth 13.36%; this year January-June, vehicles management section and license archives management section total accepted the motor vehicle registration business 42,543 car times, which registered registration 6,905 car times, and transfer registration 3,592 car times, and change r
18、egistration 1033 car times, and mortgage registration 696 car times, and cancellation registration 187 car times, and into business 980 car times, and Archives corrections 81 pieces times, and issued test qualified logo 25,429 car times, and other vehicles business 3,640 car times; supervision Surve
19、y Section relies on motor vehicle detection remote issued test qualified logo software platform supervision motor vehicle test, and identification situation 7418l liangci, investigation motor vehicle exception business 30 car times, his pards business warning 244 article, vehicles and driving people
20、 sound video regulatory screenshots 1852 Zhang, checks motor vehicle archives 716 pieces times, and medium bus, and medium above truck, and Of hazardous chemicals, vehicles and school buses and other key vehicle inspection record of 420. (C) based on their own, and strict adherence to defense, more
21、cheating, false false fugitive suspects, robbery suspect vehicles and the Internet crackdown. DMV full play to the first line of Defense position control, investigating cheating, fake identification and robbery suspect vehicles through operational work, and carefully examine the documents and legal
22、proof, check traffic violations, traffic accidents, the fugitive suspect suspected vehicles and theft than to work, further tight car, driving management business formalities review procedures. . Truck driver information management platform. Motor vehicles and traffic police departments, State trans
23、port authority to further clarify the Division of labour, implementation responsibility, strengthen our collaboration and management together, reinforcing the management of drivers on which strongly synthetic warfare and information warfare. 3 strictly implemented. From May 1 up, a is implemented co
24、mplex road and bad weather driving exam, currently DMV is urged contractors party in treasures driving school increased simulation Highway, and continuous urgent detours, and snow days, and wet sliding road, and burst situation disposal, subjects II field to driving exam project, is expected结构计算模型(说
25、明:柱脚均为刚接柱脚,从左至右分别为 14 米跨,17 米跨,21 米跨,24.75 米跨标 示牌门架计算模型)2、荷载取值本工程所在地区抗震设防基本烈度为 7 度,设计基本地震加速度值为 0.1g,设计地震分组为第 一组,设计特征周期值取 0.45s。(一)恒载标准值计算 :标示牌自重 10kN,按不利布置在门架中部 1415 米范围内位置:10/140.72 kN/m情报板重 20kN,迎风面积 18 ,按不利布置在门架中部 1215 米范围内位置:20/121.67 kN/m;情报板安装检修走道及栏杆重 1.0kN/m 分布在两根上弦上,每根 0.5kN/m;(二)活荷载标准值计算 :
26、安装检修走道活荷载 1.0kN/;(三)风荷载标准值计算 :(a)基本风压 W0 =0.9216kN/(b )风荷载体型系数 s =1.30 ;(c)地面粗糙度类别取为 B 类,迎风面平均高度按 30m,风压高度变化系数 z =1.42;(d)风振系数 z 的计算为:标志牌门架结构的振周期约为 T1=0.524s,脉动增大系数 =2.146;情报板门架结构的振周期约为 T1=0.63s,脉动增大系数 =2.206;门架结构的平均高度 H 与宽度 B 之比 H/B0.50,脉动影响系数 =0.44;振型系数Z =1.0;风振系数 z = 1+2.146 0.44 1.0 = 1.67 (情报板:
27、1.684) Z =1+(e)风荷载标准值:1.422w = z s z w0= 1.67 1.30 1.42 0.9216= 2.84KN / m2 (情报板:2.86 kN/)标志牌风荷载:49.48 /14m/1.5*2.84=6.69 kN/ 情报板风荷载: 1.5*2.86=4.29kN/,分布范围约 1415m14 米跨标志牌门架截面信息317 米跨标志牌门架截面信息21 米跨标志牌门架截面信息24.75 米跨标志牌门架截面信息截 截 截 截 规 规 材 材 备 备 截 截 截 截 规 规 材 材 备 备 1P 2 9 9 X 1 2Q2 3 5 B 圆 圆 圆 7P 3 2 5x
28、12 Q2 3 5 B 圆 圆 圆 2 P 27 3x 12 Q2 3 5 B 圆 圆 圆 10 P 8 9 x 6 Q2 3 5 B 圆 圆 圆 3 P 20 3X 10 Q2 3 5 B 圆 圆 圆 12 P 1 4 0x 7 Q2 3 5 B 圆 圆 圆 5P 152 X 8 Q2 3 5 B 圆 圆 圆 1 3 P 12 1x 6 Q2 3 5 B 圆 圆 圆 414 米、17 米跨标志牌门架恒荷载布置(单位:kN/m)21 米、24.75 米跨标志牌门架恒荷载布置(单位:kN/m)14 米、17 米跨标志牌门架活荷载布置(单位:kN/)521 米、24.75 米跨标志牌门架活荷载布置
29、(单位:kN/)14 米、17 米跨标志牌门架风荷载布置(单位:kN/)21 米、24.75 米跨标志牌门架风荷载布置(单位:kN/)63、荷载组合1、1.35D + 1.4(0.7)L2、1.2D + 1.4L3、1.0D + 1.0L4、1.2D + 1.4w15、1.2D - 1.4w16、1.0D + 1.0w17、1.0D - 1.0w18、1.2D + 1.4L + 1.4(0.6)w19、1.2D + 1.4L - 1.4(0.6)w110、1.0D + 1.4L + 1.4(0.6)w111、1.0D + 1.4L - 1.4(0.6)w112、1.2D + 1.4(0.7)L
30、 + 1.4w113、1.2D + 1.4(0.7)L - 1.4w114、1.0D + 1.0(0.7)L + 1.0w115、1.0D + 1.0(0.7)L - 1.0w116、1.2(D+0.5L) + 1.3(1.0)ex17、1.2(D+0.5L) + 1.3(1.0)ey18、1.2(D+0.5L) + 1.3(1.0)exy4、计算结果包络支座反力 17包络支座反力 2第一振型(21 米跨门架水平振动)第二振型(24.75 米跨门架水平振动)8第三振型(14 米跨门架水平振动)第四振型(17 米跨门架水平振动)14 米跨标志牌门架整体位移(1.0D+1.0W)(单位:mm)91
31、7 米跨标志牌门架整体位移(1.0D+1.0W)(单位:mm)21 米跨标志牌门架整体位移(1.0D+1.0W)(单位:mm)24.75 米跨标志牌门架整体位移(1.0D+1.0W)(单位:mm)10标志牌门架钢构件包络应力比标志牌门架计算结果完全满足规范规定的位移应力控制标准.(二)情报板门架整体计算结果1.计算模型结构计算模型(说明:柱脚均为刚接柱脚,从左至右分别为 14 米跨,17 米跨,21 米跨,24.75 米跨标 示牌门架计算模型)2、荷载取值(见标志牌部分)1114 米跨情报板门架截面信息17 米跨情报板门架截面信息1221 米跨情报板门架截面信息24.75 米跨情报板门架截面信
32、息截 截 截 截 规 规 材 材 备 备 截 截 截 截 规 规 材 材 备 备 1P 2 9 9 X 1 2Q2 3 5 B 圆 圆 圆 7P 3 2 5x12 Q2 3 5 B 圆 圆 圆 2 P 27 3x 12 Q2 3 5 B 圆 圆 圆 10 P 8 9 x 6 Q2 3 5 B 圆 圆 圆 3 P 20 3X 10 Q2 3 5 B 圆 圆 圆 12 P 1 4 0x 7 Q2 3 5 B 圆 圆 圆 5P 152 X 8 Q2 3 5 B 圆 圆 圆 1 3 P 12 1x 6 Q2 3 5 B 圆 圆 圆 1314 米、17 米跨情报板门架恒荷载布置(单位:kN/m)21 米
33、、24.75 米跨情报板门架恒荷载布置(单位:kN/m)1414 米、17 米跨情报板门架活荷载布置(单位:kN/)21 米、24.75 米跨情报板门架活荷载布置(单位:kN/)1514 米、17 米跨情报板门架风荷载布置(单位:kN/)21 米、24.75 米跨情报板门架风荷载布置(单位:kN/)3、荷载组合(同标志牌部分)4、计算结果16包络支座反力 1包络支座反力 217第一振型(21 米跨门架水平振动)第二振型(14 米跨门架水平振动)第三振型(24.75 米跨门架水平振动)18第四振型(17 米跨门架水平振动)14 米跨情报板门架整体位移(1.0D+1.0W)(单位:mm)17 米跨
34、情报板门架整体位移(1.0D+1.0W)(单位:mm)1921 米跨情报板门架整体位移(1.0D+1.0W)(单位:mm)24.75 米跨情报板门架整体位移(1.0D+1.0W)(单位:mm)情报板门架钢构件包络应力比 情报板门架计算结果完全满足规范规定的位移应力控制标准.205、刚接柱脚计算:注:X方向是指垂直于钢柱截面高度Hc的方向,Y方向是指垂直于钢柱截面宽度Bc的方向,灰底蓝字部分按实际设计输入。325X12钢柱验算(取最大反力进行计算)验算依据:混凝土结构设计规范(GB50010-2002)钢结构设计规范(GB50017-2003)高层建筑钢-混凝土组合结构设计规程(CECS230:
35、2008)高层民用建筑钢结构技术规程(JGJ99-98)材质钢构件等级Q235GJCf215N/m2fv125N/m2Es206000N/m2锚栓等级Q235aft180N/m2直径45面积1306mm2混凝土等级C30fc14.30N/m2Ec30000N/m2主筋等级HRB335N/m2fy300.00N/m2箍筋等级HPB235N/m2fys210.00N/m2内力轴力设计值N845.00KN弯矩设计值Mx26.00KN.mMy26.00KN.m剪力设计值Vx8.00KNVy61.00KN圆钢管柱直径Dc325mm壁厚Tc12mm底板验算Y方向的尺寸B455mmX方向的尺寸L455mm厚
36、度T40mm板底混凝土平均压应力Sigma4.08N/m2fc = 14.3,满足!板厚验算Tmin128mm底板受弯,取最不利值Tmin20mm底板受拉,取最不利值21Tmin330mm构造要求TTmin满足!水平抗剪 验算柱脚抗剪承载力Vfb338.00KNVfb=0.4*N柱脚剪力设计值Vmax61.52KNVmaxVfb满足!可不设置抗剪件!抗剪栓钉总承载力enf*Nv1403.52KN折减系数0.8抗剪栓钉所受剪力Vf0.00KNVf=Vmax-Vfb0Vfenf*N满足!锚栓受拉 及底 板下 混凝 土受 压验 算锚栓数量nx4个ny4个总数8个Mx受拉侧 锚栓总面积Ae5224mm
37、Ae =nx*A0总受拉承载力Tab752.26KNTab=Ae *ft ,折减系数aa0.8偏心距e30.77mme=Mx/N锚栓边距Lt100mm偏心判别点L/676mmL/6+Lt/3109mm底板受压区长度Xnc、Ta 均与 Xn 无关!mm手册 P291 表8-3底板混凝土最大压应力c5.74N/mm2fc = 14.3,满足!总拉力设计值Ta0.00KNTab = 752.256,满足!My受拉侧 锚栓总面积aAe52242mmA a=n *Aey 0总受拉承载力Tab752.26KNTab=Ae *ft ,折减系数aa0.8偏心距e30.77mme=My/N锚栓边距Bt99mm偏
38、心判别点B/676mmB/6+Bt/3109mm底板受压区长度Xnc、Ta 均与 Xn 无关!mm手册 P291 表8-3底板混凝土最大压应力c5.74N/mm2fc = 14.3,满足!总拉力设计值Ta0.00KNTab = 752.256,满足!锚固长度la1200mmlamin25D,手册 P458lamin1125mmlalamin满足!a2a22加劲肋及 焊缝 验算板高HR280mm板宽lR180mm板厚tR16mm总数量8个沿钢管柱圆周均布板底 反力悬臂板区格长度lR159mm取方形底板边线至圆钢管柱的最大距离悬臂板区格宽度aR128mm沿钢管柱圆周均布反力产生的加劲肋剪力V111
39、6.61KNV =l *a * ,V =A *f a1 R Rc2 0 t单个锚栓拉力产生的加劲肋剪力V2235.08KN取单个锚栓的最大受拉承载力,不考虑折 减加劲肋验算R52.472N/mfv = 170,满足!双面角焊 缝验 算焊脚尺寸hf10mm焊缝长度lw400mm焊缝应力验算f43.73N/m2fvw = 170,满足!注:X方向是指垂直于钢柱截面高度Hc的方向,Y方向是指垂直于钢柱截面宽度Bc的方向,灰底蓝字部分按实际设计输入。299X12钢柱验算(取最大反力进行计算)验算依据:混凝土结构设计规范(GB50010-2002)钢结构设计规范(GB50017-2003)高层建筑钢-混凝土组合结构设计规程(CECS230:2008)高层民用建筑钢结构技术规程(JGJ99-98)钢结构连接节点设计手册(中国建筑工业出版社2005年4月第二版)P286298材质钢构件等级Q235GJCf215N/mm2fv125N/mm2Es206000N/mm2锚栓等级Q235aft180N/mm2直径45面积1306mm2混凝土等级C30fc14.30N/mm2Ec30000N/mm2主筋等级HRB335N/mm223fy30
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