钢结构长厂房设计计算书(b5纸)

'摘要摘要中国石油大学（华东）毕业设计青岛某工业园区4#机加工车间设计学生姓名：张成龙学号：07121225专业班级：土木工程07－2班指导教师：高福聚 摘要2011年6月18日摘要中国石油大学（华东）本科毕业设计摘要该工程名称为青岛市某工业园4#机加工车间，包括建筑设计和结构设计两方面，建筑面积1800m2。建筑设计和结构设计都遵循现行的建筑设计规范与现行的结构设计规范。在建筑平面设计中，建筑主体追求简约，考虑到工业厂房内有汽车进入及一些设备和材料，在采光和使用功能要求下，力求方便，内部布置流畅，建筑体形与周围的地形、环境和交通相适应。立面设计充分体现了建筑物的现代风格并考虑了采光、通风等要求。建筑设计阶段包括总体方案设计、平面设计、立面设计、剖面设计、屋面排水组织设计及墙体等构造设计，并完成建筑说明。在结构设计中，结构形式采用门式钢架结构。设计内容主要包括：根据建筑方案确定结构布置、截面尺寸估算、荷载计算、刚架设计、檩条及其支撑设计、墙梁设计、抗风柱设计、柱间支撑的设计、钢架柱及基础设计。各构件受力均匀，结构稳定安全，门式刚架及其构件均为为手工计算内力并验算截面，结果符合规范要求。关键词：门式钢架；工业厂房；建筑；结构 中国石油大学（华东）本科毕业设计ABSTRACTTheworksis2#machineshopinQingdaoindustrialpark.Itcontainstwosides:buildingdesignandphysicaldesign.Thebuildingareais1890m2.Bothbuildingdesignandphysicaldesignfollowcurrentbuildingdesignnormandstructuraldesigncode.Duringarchitecturalplanedesigning,themainbodyofthebuildingfollowsaftersimple,withaviewtotheinandoutofautomobile,someequipmentandmaterialandundertherequirementofdaylightingandfunctionsofuse,theconvenienceisthemostimportant.Theinternalarrangementneedtobefluencyandbuildingsizeshouldaccommodatetosurroundingterrain,environmentandtrafficking.Facadedesigningincarnatesufficiencymodernstyleofthebuildingandhavingconsideredtherequirementofdaylighting,ventilation.Architecturaldesigncontaingeneralplanningdesign,piplanedesign,facadedesign,cross-sectiondesign,roofdrainageorganizationdesignandarchitectonicsofthewall,andcompletingbuildingillustration.Instructuraldesign,structuralstyleadoptportalframe.Designmattermostlycontainascertainingstructuralarrangementaccordingtoarchitecturalcompetition,evaluationofthesectionaldimension,calculationofloading,designofrigidframe,purlinandit"sbrace,wallbeam,windresistancepost,intercolumnarbrace,steelpostandfoundation.eachmember"sstressisuniform 中国石油大学（华东）本科毕业设计andthestructureisstableandsafety.Thestressandsection"sprovenofportalrigidframeandit"smemberarecalculatedbyhandiwork.Theoutcomemeetwiththerequirementofthenorm.keywords：gabledframe;industrialpremises;architecture;buildingstructure中国石油大学（华东）本科毕业设计目录第1章前言···································································································1第2章门式刚架主刚架设计···········································································22.1荷载计算···························································································32.2各部分作用荷载···············································································42.3截面及截面特性···············································································52.4刚架内力计算···················································································82.5内力组合···························································································142.6刚架梁、柱截面验算·······································································182.7位移计算···························································································282.8节点设计···························································································292.9柱脚设计···························································································38第3章檩条设计······························································································443.1端跨檩条设计···················································································443.2中跨檩条设计··················································································513.3搭接长度计算···················································································55第4章屋盖支撑计算······················································································574.1屋盖支撑布置···················································································574.2荷载导算···························································································574.3内力计算···························································································58 中国石油大学（华东）本科毕业设计4.4截面设计···························································································61第5章墙梁设计······························································································625.1荷载计算···························································································625.2内力分析···························································································635.3截面验算···························································································645.4强度验算·························································································675.5稳定验算·························································································685.6刚度验算·························································································695.7拉条计算·························································································69第6章抗风柱设计························································································706.1荷载计算·························································································706.2内力分析·························································································706.3稳定性验算·····················································································716.4位移验算·························································································716.5抗风柱柱脚计算·············································································726.6抗风柱基础设计·············································································746.7抗风短柱计算·················································································75第7章刚架柱基础设计················································································777.1刚架柱基础设计·············································································777.2基础设计·························································································787.3刚架柱基础短柱计算·····································································82第8章结论····································································································84致谢···················································································································86参考资料···········································································································87 中国石油大学（华东）本科毕业设计中国石油大学（华东）本科毕业设计第1章前言1.1门式刚架简介门式刚架轻型房屋钢结构体系，简言之，是由门式刚架承重结构、配套轻型屋盖和墙体围护结构、以及相应的支撑系统所组成的结构体系。门式刚架轻型房屋钢结构属轻型钢结构的一个分枝，这种结构型式体现出轻钢结构轻型、快速、高效的特点，应用节能环保型新型建材，实现工厂化加工制作、现场施工组装、方便快捷、节约建设周期；结构坚固耐用、建筑外型新颖美观、质优价宜、经济效益明显；柱网尺寸布置自由灵活、能满足不同气候环境条件下的施工和使用要求。1.2国内外现状近年来，钢结构建筑在我国出现了非常好的发展势头,应用范围不断扩大。目前，我国钢结构建筑的发展处在建国以来最好的一个时期。但与国外的一些发达国家相比，我国在许多方面还存在着明显差距，如美国、日本、德国等国家，在工程建设中广泛采用钢结构，钢结构建筑占整个建筑的40%以上，而目前我国的钢结构建筑所占比重还不到5%。由此可见，我国的钢结构建筑市场还存在着巨大的发展空间。多年来我国钢材供应短缺，建筑钢结构一般只用于重型冶金厂房、大跨度桥梁和大跨度公共建筑。目前，我国钢已连续9年产量超过亿吨，目前年产量已经近三亿吨，建筑钢材供应充足，钢材的质量不断改善，国家在政策方面也改为鼓励建筑行业积极合理采用钢结构，98 中国石油大学（华东）本科毕业设计以促进建筑市场的健康发展。随着钢结构特别是轻钢结构在普通工业和民用建筑中的大量应用，建设部在中国建筑金属结构协会下设立了建筑钢结构委员会。进行钢结构市场行业管理，鼓励并推动钢结构的普及应用。第2章门式刚架主刚架设计青岛某工业园2#车间结构形式为门式刚架轻型钢结构房屋，位于某经济技术开发区，跨度30.0m，纵向长度63.0m，建筑面积1935.00m2，柱高6.0m（室内地面至梁底），柱距9.0m，地面以上总高度8.0m。建筑耐火II级；采光标准IV级。根据生产工艺要求无吊车，屋面采用0.5mm厚压型钢板+75mm厚玻璃棉+钢丝网；墙体：标高1.5m以下为240砖墙，标高1.5m以上为0.5mm厚压型钢板+50mm厚玻璃棉+0.5mm厚压型钢板；刚架柱、梁均采用变截面，柱与梁为刚接，柱与基础为刚接，拟在刚架平面外设柱间支撑及檩条端部隅撑，并设置柱梁的侧向支撑，材料采用Q345B和Q235B钢材。气象资料：夏季室外计算温度：30.5℃冬季室外计算温度：－2℃绝对最高温度：35.5℃绝对最低温度：－15.5℃最大日降雨量：300mm基本风压：0.60kN/m2空气性质：有盐雾主导风向：冬季：北西；夏季：南东最大积雪深度：240mm基本雪压：0.20kN/m2最大冻深：50cm屋面活荷载：对刚架取0.30kN/m2,对檩条取0.50kN/m2根据工程经验，其他有关荷载取值如下：98 中国石油大学（华东）本科毕业设计屋盖自重（标准值，坡向）0.5mm厚压型钢板+75mm厚玻璃棉+钢丝网0.15kN/m2，檩条及支撑0.10kN/m2，刚架斜梁自重0.15kN/m2，墙面（非砖墙部分）及柱自重（包括柱、墙骨架）0.50kN/m2。工程地质及水文地质资料地基容许承载力:180kPa最高地下水位：自然地坪下1.00m地下水性质：有弱硫酸盐侵蚀；地面土质：盐碱土；自然地面绝对标高：76.00m，相对标高:－0.30m地震基本烈度：6度图2－12.1荷载计算屋面自重（标准值，沿坡向）0.5mm厚压型钢板+75mm厚玻璃棉+钢丝网0.15KN/檩条及支撑0.1KN/刚架斜梁自重0.15KN/――――――――――――――――――――――――――――――＝0.4KN/屋面雪荷载（标准值）0.2KN/98 中国石油大学（华东）本科毕业设计屋面活荷载（标准值）0.3KN/；不与雪荷载同时考虑。墙面（非砖墙部分）及（包括柱子、墙梁架）0.5KN/风载：基本风压＝0.6KN/，地面粗糙等级A级，风载体形系数见图2－2，+0.25-1.00-0.65-0.55CBAED图2－22.2各部分作用荷载2.2.1屋面荷载：标准值：0.4××7.5=3.01KN/m设计值：3.01×1.2＝3.61KN/m2.2.2屋面活荷载：标准值：0.3×7.5＝2.25KN/m设计值：2.25×1.4＝3.15KN/m2.2.3柱身恒载：标准值：0.5×9×7.5＝33.75KN设计值：33.75×1.2＝40.50KN2.2.4风载：98 中国石油大学（华东）本科毕业设计-17.207KN7.838KN-4.283KN/m-6.585KN/m图2－3屋面风荷载高度变化系数按屋顶标高计算，取屋顶标高计算，取为1.394。风荷载标准值：（基本风压按《建筑结构荷载规范》GB50009的规定值乘以1.05采用）。＝×1.05=－1.0×1.394×0.6×1.05=－0.878KN/=×1.05=－0.65×1.394×0.6×1.05=－0.571KN/故屋面负风压标准值为：＝－0.878×7.5＝－6.585KN/m＝－0.571×7.5＝－4.283KN/m墙面风载高度变化系数按柱顶标高计算，＝1.394＝×1.05=－0.25×1.394×0.6×1.05=－0.220KN/=×1.05=－0.55×1.394×0.6×1.05=－0.483KN/对变截面柱按简化取上半段风载为集中风载作用于柱顶计算：柱顶集中风载设计值：＝××7.5＝0.220××7.5＝7.838KN＝××9＝－0.483××7.5＝－17.207KN2.3截面及截面特性，初选梁、柱截面及截面特性如下表：变截面柱的平均惯性矩：＝(+)/2＝（30671.71+136183.17）/2＝83427.4498 中国石油大学（华东）本科毕业设计双揳形横梁平均惯性矩为（＝0.517）=[++(1－)]/2＝（23421.96+0.517×114441.98+0.483×58384.74）/2＝55391.448表2－1截面及截面特性特性部位截面简图截面特性刚架柱柱底截面I－I2×220×14/400×8截面面积A＝93.6截面惯性矩＝30671.71＝2486.23抵抗矩＝1433.25＝226.02回转半径＝18.1cm＝5.15cm柱顶截面II－II2×220×14/800×8截面面积A＝125.6截面惯性矩＝136183.17＝2487.94抵抗矩＝3289.44＝226.17回转半径＝32.92cm＝4.45cm98 中国石油大学（华东）本科毕业设计刚架梁梁柱交接处的截面III－III2×220×12/780×8截面面积A＝115.2截面惯性矩＝114441.98＝2132.92抵抗矩＝2846.81＝193.9回转半径＝31.51cm＝4.30cm续表2－1特性部位截面简图截面特性刚架梁梁中变截面处截面IV－IV2×220×12/376×8截面面积A＝82.88截面惯性矩＝23421.96＝2131.20抵抗矩＝1171.09＝193.74回转半径＝16.81cm＝5.07cm梁中变截面处截面V－V2×220×12/376×8截面面积A＝82.88截面惯性矩＝23421.96＝2131.20抵抗矩＝1171.09＝193.74回转半径＝16.81cm＝5.07cm98 中国石油大学（华东）本科毕业设计跨中梁的截面VI－VI2×220×12/576×8截面面积A＝98.88截面惯性矩＝58384.74＝3132.05抵抗矩＝1946.15＝193.82回转半径＝24.29cm＝4.64cm2.4刚架内力计算当屋面有均布单位荷载时：图2－4全跨单位均布荷载图2－5基本结构图2－6图2－7利用对称性取基本结构如图示力法典型方程：+＝0(2－1)98 中国石油大学（华东）本科毕业设计用图乘法求得各系数及自由项为：/＝0.6623代入力法方程：5339.060－35458.8176＝0解得：＝6.641KN作出在均布单位荷载1下得M、V、N图如下：M图-63.09-63.0939.45图2－10-6.6414.26-0.666.64V图0.66图2－11N图-8.115-6.6115图2－1298 中国石油大学（华东）本科毕业设计2.4.1在屋面均布恒荷载作用下的M、V、N图如下图示：(以均布单位荷载下的M、V、N乘以屋面均布荷载的)：M图(KN.m)-141.95388.763-141.953图2－1314.94-14.9432.085V图(KN)1.485-1.485-32.085图2－14-33.75-18.468-14.873-33.75N图(KN)-18.468图2－152.4.2在屋面均布活荷载作用下的M、V、N图如下图示：-141.95388.763M图(KN.m)-141.953图2－16-1.48514.941.485-44.9732.085V图(KN)-14.94-32.08598 中国石油大学（华东）本科毕业设计图2－17N图(KN)18.468-33.7533.7518.468-14.875图2－182.4.3在风荷载作用下的内力组合：图2－19图2－2098 中国石油大学（华东）本科毕业设计`图2－21图2－22代入力法方程：5365.440+106946.2085＝0解得：＝-19.932KN作出M、N、V图：图2－2598 中国石油大学（华东）本科毕业设计图2－26图2－272.5内力组合（对左柱）2.5.1刚架柱梁内力组合，见表2－1：2.5.2最不利荷载作用下刚架的M、V、N图图2－2898 中国石油大学（华东）本科毕业设计图2－29图2－3098中国石油大学（华东）本科毕业设计刚架柱梁内力组合表表2－2柱内力设计值汇总表：荷载类别恒荷载活荷载屋面恒荷载柱自重屋面均布活载风荷载左风右风序号①②③④⑤I－IM00000N45.15033.75033.750-96.840－66.110V－19.9860－14.94041.530－19.930II－IIM－189.9010－141.953394.550189.35N45.150033.750－96.840－66.110V－19.9860－14.94041.530－19.930表2－3斜梁左柱内力设计值汇总表:98 中国石油大学（华东）本科毕业设计荷载类别恒荷载活荷载屋面恒荷载柱屋面活载风荷载左风右风序号①②③④⑤III－IIIM-189.901―－141.953394.550189.350N24.381―18.225－43.160－43.530V42.923―32.085－93.01062.080IV－IVM-11.769―-8.79810.27068.530N22.876―17.100－43.160－43.530V27.963―20.903-59.94040.560V－VM97.253―72.698－220.040－227.290N21.251―15.885－43.160－43.530V11.498―8.595-23.57016.890VI－VIM118.745―88.763－259.860－259.860N19.896―14.873－43.160－43.530V－1.987―－1.4856.190-2.480表2－4左柱内力组合表｛注:M(KN.m)、N(KN)、V(KN)｝控制截面荷载组合恒荷载+0.9(任意两个或两个以上活荷载)恒荷载+任一活荷载组合项目M、N、V组合项目M、N、VⅠ︱Ⅰ及相应N、V1.2×(①+②）+0.9×1.4×(③+④)M=01.2×(①+②)+1.4×③M=0N=15.187N=141.930V=9.520V=-44.899及相应N、V1.2×(①+②）+0.9×1.4×(③+⑤)M=01.2×(①+②)+1.4×⑤M=0N=53.906N=2.126V=-67.919V=-51.885及相应M、V1.2×(①+②）+0.9×1.4×(③+⑤)M=01.2×(①+②)+1.4×③M=098 中国石油大学（华东）本科毕业设计N=53.906N=141.930V=-67.919V=-44.899及相应M、V1.2×(①+②）+0.9×1.4×(③+④)M=01.2×(①+②)+1.4×⑤M=0N=15.187N=2.126V=9.520V=-51.885II︱II及相应N、V1.2×(①+②）+0.9×1.4×(③+④)M=90.3911.2×(①+②)+1.4×③M=-426.615N=-25.313N=101.430V=9.520V=-44.899及相应N、V1.2×(①+②）+0.9×1.4×(③+⑤)M=-168.1611.2×(①+②)+1.4×⑤M=37.209N=13.406N=-38.374V=-67.919V=-51.885及相应M、V1.2×(①+②）+0.9×1.4×(③+⑤)M=-168.1611.2×(①+②)+1.4×③M=426.615N=13.406N=101.4430V=-67.919V=-44.899及相应M、V1.2×(①+②）+0.9×1.4×(③+④)M=90.3911.2×(①+②)+1.4×⑤M=37.209N=-25.313N=-38.374V=9.520V=96.427III︱III及相应N、V1.2×(①+②）+0.9×1.4×(③+④)M=90.3911.2×(①+②)+1.4×③M=426.615N=-2.161N=54.772V=-25.258V=96.427及相应N、V1.2×(①+②）+0.9×1.4×(③+⑤)M=-168.1611.2×(①+②)+1.4×⑤M=37.209N=-2.627N=-36.561V=170.156V=138.420及相应M、N1.2×(①+②）+0.9×1.4×(③+⑤)M=-168.1611.2×(①+②)+1.4×⑤M=37.209N=-2.627N=-36.561V=170.156V=138.420及相应M、N1.2×(①+②）+0.9×1.4×(③+④)M=90.3911.2×(①+②)+1.4×④M=324.48998 中国石油大学（华东）本科毕业设计N=-2.161N=-31.167V=-25.258V=-78.706IV︱IV及相应N、V1.2×(①+②）+0.9×1.4×(③+④)M=-12.2681.2×(①+②)+1.4×③M=-26.440N=-5.384N=51.391V=-15.631V=62.820及相应N、V1.2×(①+②）+0.9×1.4×(③+⑤)M=61.1401.2×(①+②)+1.4×⑤M=81.819N=-5.851N=-33.491V=110.999V=90.340及相应M、N1.2×(①+②）+0.9×1.4×(③+⑤)M=61.1401.2×(①+②)+1.4×⑤M=81.819N=-5.851N=-33.491V=110.999V=90.340及相应M、N1.2×(①+②）+0.9×1.4×(③+④)M=-12.2681.2×(①+②)+1.4×④M=0.255N=-5.384N=-32.973V=-15.631V=-50.360V︱V及相应N、V1.2×(①+②）+0.9×1.4×(③+④)M=-68.9471.2×(①+②)+1.4×③M=218.481N=-8.865N=47.740V=-5.071V=25.831及相应N、V1.2×(①+②）+0.9×1.4×(③+⑤)M=-78.0821.2×(①+②)+1.4×⑤M=-201.481N=-9.332N=35.441V=45.909V=37.444及相应M、N1.2×(①+②）+0.9×1.4×(③+⑤)M=-78.0821.2×(①+②)+1.4×④M=-191.352N=-9.332N=-34.923V=45.909V=-19.220及相应M、N1.2×(①+②）+0.9×1.4×(③+④)M=-68.9471.2×(①+②)+1.4×⑤M=-201.50298 中国石油大学（华东）本科毕业设计N=-8.865N=35.441V=-5.071V=37.444VI︱VI及相应N、V1.2×(①+②）+0.9×1.4×(③+④)M=-73.0881.2×(①+②)+1.4×③M=265.362N=-11.766N=44.697V=-3.544V=-4.463及相应N、V1.2×(①+②）+0.9×1.4×(③+⑤)M=-73.0881.2×(①+②)+1.4×⑤M=-221.310N=-12.233N=-37.067V=-7.380V=-5.856及相应M、N1.2×(①+②）+0.9×1.4×(③+⑤)M=-73.0881.2×(①+②)+1.4×⑤M=-221.310N=-12.233N=-37.067V=-7.380V=-5.856及相应M、N1.2×(①+②）+0.9×1.4×(③+④)M=-73.0881.2×(①+②)+1.4×④M=-221.310N=-11.766N=-36.549V=3.544V=6.2822.6刚架梁、柱截面验算2.6.1构件宽厚比的验算(1)柱：H（400～800）×220×8×14翼缘部分：b／t=/14=7.57<15＝12.38（满足）腹板部分：I－I截面：==50<250=206.33（满足）II－II截面:==10<250=206.33（满足）(2)斜梁：H（780～376～520）×220×8×12翼缘部分：b／t=/12=8.83<15＝12.38（满足）98 中国石油大学（华东）本科毕业设计腹板部分：III－III截面：==97.5<250＝206.33（满足）IV－IV截面：==47<250＝206.33（满足）VI－VI截面：==65<250＝206.33（满足）2.6.2有效截面特性2.6.2.1柱有效截面特性(1)翼缘：柱受压翼缘为一边支承，一边自由的均匀受压板件，当其自由外伸宽厚比不超过规范所规定的允许宽厚比时，柱受压翼缘全截面有效。因此：柱底Ⅰ－Ⅰ截面：＝292.45N/mm²0.4P＝79.6KN，根据《气焊、手工电弧焊及气体保护焊缝坡口的基本形式与尺寸》（GB/7985）规定，在端板设置螺栓处，应按下列公式验算构件的腹板强度：＝＝216.081N/<＝310N/2.8.1.5III－III截面节点板设计钢材采用Q345，焊条采用E50，手工焊，三级质量标准，腹板与端板采用对接焊缝，翼缘板与端板采用对接焊缝，采用引弧板。对接焊缝的面积98 中国石油大学（华东）本科毕业设计图2－34(1)A点的强度：＝－145.102N/mm<(2)E点的强度：＝154.611N/mm(3)C点的强度：(4)B点强度＝＝143.269N/mm<(5)D点强度：98 中国石油大学（华东）本科毕业设计＝150.138N/mm＝＝152.614N/mm<2.8.2梁梁截面设计2.8.2.1IV－IV截面梁梁节点如图示：图2－35(1)连接螺栓计算采用10.9级M16，Q235，摩擦型高强度螺栓，构件接触面积经喷砂后涂无机富锌漆，预拉力P＝100KN，抗滑移系数查表得＝0.35M＝81.819KN·M、V=90.340KN、N＝33.491KN，则顶排螺栓的拉力为：===45.473KN<0.8P=80KN对第2排螺栓，有：98 中国石油大学（华东）本科毕业设计＝45.473×388/480＝36.757KN对第3排螺栓，有：＝45.473×92/480＝8.716KN对第4排螺栓，有：＝45.473×0/480＝0KN所有螺栓的受剪承载力设计值为：＝0.9(P－1.25)=2×0.9(nP－1.25)=2×0.9×1.0×0.35×[4×100－1.25×(45.473+36.757+8.716+0)]=180.380KN>V＝90.340KN（满足要求）(2)端板计算：第一排螺栓位置端板厚度为：t≥＝＝12.6mm第二排螺栓位置端板厚度为：t≥＝＝9.0mm故取端板厚度为16mm(3)端板螺栓处腹板强度验算：因为＝36.757KN<0.4P＝40KN，根据《气焊、手工电弧焊及气体保护焊缝坡口的基本形式与尺寸》（GB/7985）规定，在端板设置螺栓处，应按下列公式验算构件的腹板强度：98 中国石油大学（华东）本科毕业设计＝＝98.039N/<＝310N/（满足要求）(4)IV－IV截面节点板设计钢材采用Q345，焊条采用E50，手工焊，三级质量标准，腹板与端板采用对接焊缝，翼缘板与端板采用对接焊缝，采用引弧板。对接焊缝的面积图2－36A点的强度：＝-65.824N/mmV＝25.831KN（满足要求）(2)端板计算：第一排螺栓位置端板厚度为：t≥＝＝21.2mm第二排螺栓位置端板厚度为：t≥＝＝7.2mm故取端板厚度为22mm(3)端板螺栓处腹板强度验算：因为＝103.138KN>0.4P＝76KN，根据《气焊、手工电弧焊及气体保护焊缝坡口的基本形式与尺寸》（GB/7985）规定，在端板设置螺栓处，应按下列公式验算构件的腹板强度：＝＝252.789N/<＝310N/（满足要求）(4)IV－IV截面节点板设计钢材采用Q345，焊条采用E50，手工焊，三级质量标准，腹板与端板采用对接焊缝，翼缘板与端板采用对接焊缝，采用引弧板。对接焊缝的面积98 中国石油大学（华东）本科毕业设计图2－36A点的强度：＝-180.801N/mmE点的强度：＝192.321N/mmV＝4.463KN（满足要求）(2)端板计算：第一排螺栓位置端板厚度为：t≥＝＝23.0mm第二排螺栓位置端板厚度为：t≥＝＝14.6mm故取端板厚度为t=25mm(3)端板螺栓处腹板强度验算：因为＝90.216KN>0.4P＝62KN，根据《气焊、手工电弧焊及气体保护焊缝坡口的基本形式与尺寸》（GB/7985）规定，在端板设置螺栓处，应按下列公式验算构件的腹板强度：＝＝211.118N/<＝310N/（满足要求）(4)V－V截面节点板设计钢材采用Q345，焊条采用E50，手工焊，三级质量标准，腹板与端板采用对接焊缝，翼缘板与端板采用对接焊缝，采用引弧板。对接焊缝的面积98 中国石油大学（华东）本科毕业设计图2－38A点的强度：＝140.872N/mm