土木專業(yè) 新康機(jī)械加工廠輕鋼廠房設(shè)計(jì)和實(shí)現(xiàn)

新康機(jī)械加工廠輕鋼廠房設(shè)計(jì)/r/n摘要/r/n本工程為新康機(jī)械加工廠廠房設(shè)計(jì)，采用輕型門式剛架體系，結(jié)構(gòu)形式為雙跨雙坡。輕型鋼結(jié)構(gòu)建筑具有施工周期短、抗震性能好、自身重量較輕等方面的優(yōu)點(diǎn)，在一定程度上減少了工程資金的投入。國(guó)外在輕型鋼結(jié)構(gòu)房屋方面的建設(shè)已經(jīng)有了相當(dāng)程度的發(fā)展和應(yīng)用，我國(guó)在該領(lǐng)域發(fā)展較遲，因而發(fā)展前景是很好的。/r/n本工程主要進(jìn)行了建筑設(shè)計(jì)、結(jié)構(gòu)設(shè)計(jì)以及柱下獨(dú)立基礎(chǔ)的設(shè)計(jì)。/r/n建筑設(shè)計(jì)方面依據(jù)設(shè)計(jì)資料，主要進(jìn)行了廠房的平面設(shè)計(jì)、剖面設(shè)計(jì)、立面設(shè)計(jì)和一些細(xì)部構(gòu)造設(shè)計(jì)，各項(xiàng)設(shè)計(jì)均依據(jù)相關(guān)規(guī)范進(jìn)行，設(shè)計(jì)合理。/r/n結(jié)構(gòu)設(shè)計(jì)方面主要進(jìn)行了檁條的設(shè)計(jì)、吊車梁的設(shè)計(jì)、抗風(fēng)柱的設(shè)計(jì)、節(jié)點(diǎn)的設(shè)計(jì)、牛腿的設(shè)計(jì)以及剛架的設(shè)計(jì)，同時(shí)還用PKPM進(jìn)行了電算建模，將電算的結(jié)果和自己計(jì)算的結(jié)果比對(duì)，對(duì)手算的結(jié)果進(jìn)行了驗(yàn)證，分析誤差產(chǎn)生的原因。/r/n本工程的基礎(chǔ)選用了柱下獨(dú)立基礎(chǔ)，依據(jù)相關(guān)規(guī)范和設(shè)計(jì)資料中的地質(zhì)資料進(jìn)行基礎(chǔ)設(shè)計(jì)。/r/n本工程設(shè)計(jì)圖紙：建筑設(shè)計(jì)：建筑設(shè)計(jì)總說明、總平面圖、底層平面圖、屋頂平面圖、/r/n立面圖、剖面圖；結(jié)構(gòu)設(shè)計(jì)：結(jié)構(gòu)設(shè)計(jì)總說明、基礎(chǔ)平面布置圖、基礎(chǔ)詳圖、剛架詳圖、支撐布置圖、連接大樣圖、吊車梁詳圖/r/n關(guān)鍵詞:/r/n/r/n門式剛架體系、建筑設(shè)計(jì)、結(jié)構(gòu)設(shè)計(jì)、基礎(chǔ)設(shè)計(jì)/r/nAbstract/r/n:/r/nThisprojectisdesignedforXinKangmechanicalprocessingplant,andadoptslightportalframesystem.Thestructureisdouble-doubleslope.Lightsteelstructurewithshortconstructionperiod,goodseismicperfor/r/nmance,lightweightandotheraspectsofitsownadvantages,toacertainextent,reducetheinvestmentofengineeringfunds.ForeignconstructionoflightsteelhouseshasbeenaconsiderabledegreeofdevelopmentandapplicationofChinainthefieldoflatedevelopment,andthusthedevelopmentprospectsareverygood./r/nTheprojectmainlycarriesoutthedesignofthearchitecturaldesign,structuraldesignandindependentfoundationunderthecolumn./r/nArchitecturaldesignbasedonthedesigninformation,mainlyfortheplant'sgraphicdesign,profiledesign,facadedesignandsomedetailedstructuraldesign,thedesignarebasedontherelevantnorms,thedesignisreasonable./r/nStructuraldesignmainlycarriedoutthedesignofthepurlins,cranebeamdesign,designoftheanti-pillar,thedesignofthenode,thedesignofthelegsandthedesignoftherigidframe,butalsowithPKPMforcomputermodeling,thecomputerTheresultsarecomparedwiththeresultsoftheircalculations,andtheresultsoftheopponentsareverifiedtoanalyzethecausesoftheerrors./r/nThebasisofthisprojectisbasedontheindependentbasisofthecolumn,accordingtotherelevantnormsanddesignmaterialsinthegeologicaldataforbasicdesign./r/nThedesigndrawings:architecturaldesign:generaldescriptionofthebuilding,thetotalplan,thebottomfloorplan,roofplan,/r/nStructuredesign:structuraldesigngeneraldescription,basicplanelayout,basicdetail,rigidframedetail,supportlayout,connectionlargesample,cr/r/nanebeamdetail/r/n

/r/nKeywords:/r/n/r/nportalframesystem,architecturaldesign,structuraldesign,foundation/r/n目錄/r/nTOC\o"1-3"\h\u/r/n29949/r/n第1章設(shè)計(jì)任務(wù)及要求/r/n /r/n/r/n⑤/r/n左跨吊車荷載布置圖DMAX在中柱：/r/n/r/n86.95/r/n86.95/r/n115.93/r/n28.21/r/n37.61/r/nA/r/nB/r/nC/r/nD/r/nE/r/nF/r/n圖4.10荷載布置圖（單位kN）/r/n/r/nA/r/nA/r/nB/r/nC/r/nD/r/nE/r/nF/r/n20.01/r/n-16.59/r/n11.62/r/n-11.56/r/n2.45/r/n-11.56/r/n9.40/r/n-1.37/r/n-11.18/r/n9.40/r/n3.81/r/n43.89/r/n-43.06/r/n6.16/r/n圖4.10（a）彎矩圖（單位/r/n）/r/n/r/nA/r/nA/r/nB/r/nC/r/nD/r/nE/r/nF/r/n-7.38/r/n0.78/r/n0.60/r/n-2.54/r/n9.92/r/n圖4.10（b）剪力圖（單位kN）/r/n/r/nA/r/nA/r/nB/r/nC/r/nD/r/nE/r/nF/r/n-38.76/r/n-38.76/r/n-1.15/r/n-1.15/r/n-7.43/r/n2.57/r/n0.73/r/n0.42/r/n0.42/r/n-115.51/r/n-115.51/r/n圖4.10（c）軸力圖（單位kN）/r/n⑥/r/n吊車橫向荷載向左：/r/n/r/n3.20/r/n3.20/r/n3.20/r/nA/r/nB/r/nC/r/nD/r/nE/r/nF/r/n圖4.11荷載布置圖（單位kN）/r/n/r/nA/r/nA/r/nB/r/nC/r/nD/r/nE/r/nF/r/n7.54/r/n-3.99/r/n-1.24/r/n0.95/r/n-1.24/r/n4.12/r/n-2.40/r/n-4.72/r/n4.12/r/n3.35/r/n4.22/r/n-10.58/r/n圖4.11（a）彎矩圖（單位/r/n）/r/n/r/nA/r/nA/r/nB/r/nC/r/nD/r/nE/r/nF/r/n-2.32/r/n-2.32/r/n0.88/r/n0.88/r/n0.12/r/n0.36/r/n-1.09/r/n0.22/r/n0.22/r/n-2.98/r/n-2.98/r/n圖4.11（b）剪力圖（單位kN）/r/n/r/nA/r/nA/r/nB/r/nC/r/nD/r/nE/r/nF/r/n-0.08/r/n0.87/r/n1.11/r/n0.42/r/n-0.34/r/n圖4.11（c）軸力圖（單位kN）/r/n⑦/r/n吊車橫向荷載向右：/r/n/r/n3.20/r/n3.20/r/n3.20/r/nA/r/nB/r/nC/r/nD/r/nE/r/nF/r/n圖4.12荷載布置圖（單位kN）/r/n/r/n/r/nA/r/nA/r/nB/r/nC/r/nD/r/nE/r/nF/r/n-7.54/r/n3.99/r/n1.24/r/n-0.95/r/n1.24/r/n-4.12/r/n2.40/r/n4.72/r/n-4.12/r/n-3.35/r/n-4.22/r/n10.58/r/n圖4.12（a）彎矩圖（單位/r/n）/r/n/r/nA/r/nA/r/nB/r/nC/r/nD/r/nE/r/nF/r/n2.32/r/n2.32/r/n-0.88/r/n-0.88/r/n-0.12/r/n-0.36/r/n1.09/r/n-0.22/r/n-0.22/r/n2.98/r/n2.98/r/n圖4.12（b）剪力圖（單位kN）/r/n/r/nA/r/nA/r/nB/r/nC/r/nD/r/nE/r/nF/r/n0.08/r/n-0.87/r/n-1.11/r/n-0.42/r/n0.34/r/n圖4.12（c）軸力圖（單位kN）/r/n4.3.3內(nèi)力組合/r/n選取最不利位置作為控制截面進(jìn)行內(nèi)力組合計(jì)算，控制截面選取如圖所示：/r/n圖4.13控制截面圖/r/n/r/n（2）梁柱內(nèi)力組合表/r/n梁柱內(nèi)力組合表見附表A。/r/n4.4構(gòu)件驗(yàn)算/r/n4.4.1剛架梁的驗(yàn)算/r/n構(gòu)件的截面特性。鋼架梁選用型鋼H758X303X16X28，其截面特性/r/n構(gòu)件寬厚比驗(yàn)算/r/n翼緣部分/r/n腹板部分/r/n（3）抗剪驗(yàn)算。剛架梁采用等截面設(shè)計(jì),由表查得所受最大剪力/r/n。從《門式剛架輕型房屋鋼結(jié)構(gòu)技術(shù)規(guī)范》（GB51022-2015）可以知道，不設(shè)橫向加勁肋時(shí)，取/r/n，/r/n彎剪壓內(nèi)力作用下驗(yàn)算。從等截面梁中選出最不利內(nèi)力。/r/n/r/n翼緣：/r/n腹板：/r/n根據(jù)/r/n《門式剛架輕型房屋鋼結(jié)構(gòu)技術(shù)規(guī)范》（GB51022-2015）的規(guī)定，/r/n，即腹板全截面有效。/r/n則/r/n，由于/r/n梁的整體穩(wěn)定性驗(yàn)算。/r/n/r/n梁平面內(nèi)穩(wěn)定性驗(yàn)算/r/n，截面屬于b類截面，查表得/r/n橫梁平面外穩(wěn)定性驗(yàn)算。計(jì)算兩個(gè)檁條間距，即3000mm，取計(jì)算長(zhǎng)/r/n。/r/n，截面屬于b類截面，查表得/r/n則/r/n撓度驗(yàn)算/r/n計(jì)算剛架梁在豎向荷載下的撓度時(shí)，選用標(biāo)準(zhǔn)荷載效應(yīng)組合，由內(nèi)力組合表可知：/r/n支座B處的彎矩標(biāo)準(zhǔn)組合值：/r/n跨中彎矩標(biāo)準(zhǔn)組合值：/r/n將彎矩分為兩部分：/r/n支座彎矩：/r/n簡(jiǎn)支彎矩：/r/n根據(jù)《門式剛架輕型房屋鋼結(jié)構(gòu)技術(shù)規(guī)范》（GB51022-2015）的表3.2.2規(guī)定，在廠房有懸掛起重機(jī)時(shí)，總撓度：/r/n故橫梁撓度滿足要求/r/n4.4.2剛架柱的驗(yàn)算/r/n構(gòu)件的截面特性。剛架柱的邊柱選用/r/n,其截面特性如下/r/n架柱的中柱選用/r/n,其截面特性如下：/r/n（2）構(gòu)件寬厚比驗(yàn)算/r/n①/r/n邊柱：/r/n翼緣部分/r/n腹板部分/r/n②/r/n中柱：/r/n翼緣部分/r/n腹板部分/r/n抗剪驗(yàn)算/r/n①/r/n左柱面最大剪力/r/n。/r/n根據(jù)《門式剛架輕型房屋鋼結(jié)構(gòu)技術(shù)規(guī)范》（GB51022-2015）的規(guī)定，不設(shè)橫向加勁肋時(shí)，取/r/n，/r/n②/r/n中柱面最大剪力/r/n。/r/n從《門式剛架輕型房屋鋼結(jié)構(gòu)技術(shù)規(guī)范》（GB51022-2015）中可知，不設(shè)橫向加勁肋時(shí)，取/r/n，/r/n彎剪壓共同作用下的驗(yàn)算。/r/n①/r/n左柱：/r/n/r/n翼緣：/r/n腹板：/r/n根據(jù)/r/n《門式剛架輕型房屋鋼結(jié)構(gòu)技術(shù)規(guī)范》（GB51022-2015）的規(guī)定，/r/n，即腹板全截面有效。/r/n則/r/n，由于/r/n②/r/n中柱：/r/n/r/n翼緣：/r/n腹板：/r/n根據(jù)/r/n《門式剛架輕型房屋鋼結(jié)構(gòu)技術(shù)規(guī)范》（GB51022-2015）的規(guī)定，/r/n，即腹板全截面有效。/r/n則/r/n，由于/r/n柱的整體穩(wěn)定性驗(yàn)算/r/n①/r/n左柱：/r/n/r/n柱平面內(nèi)計(jì)算長(zhǎng)度系數(shù)，/r/n根據(jù)《門式剛架輕型房屋鋼結(jié)構(gòu)技術(shù)規(guī)范》（GB51022-2015）的規(guī)定，采用二階分析，計(jì)算長(zhǎng)度系數(shù)取1.0./r/n截面屬于b類截面，查表得/r/n②/r/n中柱：/r/n/r/n柱平面內(nèi)計(jì)算長(zhǎng)度系數(shù)，/r/n根據(jù)《門式剛架輕型房屋鋼結(jié)構(gòu)技術(shù)規(guī)范》（GB51022-2015）的規(guī)定，采用二階分析，計(jì)算長(zhǎng)度系數(shù)取1.0./r/n截面屬于b類截面，查表得/r/n（6）剛架柱整體穩(wěn)定性驗(yàn)算（平面外）/r/n①/r/n左柱：/r/n左柱最不利內(nèi)力組合：/r/n截面為b類，查表得/r/n由強(qiáng)度驗(yàn)算可知，全截面有效，且腹板受壓區(qū)高度/r/n從《鋼結(jié)構(gòu)技術(shù)規(guī)范》（GB50017）中附錄B的規(guī)定可以知道/r/n②/r/n中柱：/r/n中柱最不利內(nèi)力組合：/r/n截面屬于b類截面，查表得/r/n由強(qiáng)度驗(yàn)算可知，全截面有效，且腹板受壓區(qū)高度/r/n根據(jù)《鋼結(jié)構(gòu)技術(shù)規(guī)范》（GB50017）中附錄B的規(guī)定/r/n4.5吊車梁設(shè)計(jì)/r/n4.5.1荷載計(jì)算/r/n吊車選用5t橋式起重吊車，工作級(jí)別為A5中級(jí)軟鉤，由PKPM中吊車庫(kù)資料可知，/r/n吊車最大輪壓7.4t，最小輪壓2.4t，根據(jù)《建筑結(jié)構(gòu)荷載規(guī)范》（GB50009）中5.1.1規(guī)定可知：/r/n/r/n根據(jù)《建筑結(jié)構(gòu)荷載規(guī)范》（GB50009）中5.3.1規(guī)定，吊車的荷載動(dòng)力系數(shù)/r/n，哪么吊車豎向荷載為：/r/n/r/n橫向荷載為：吊車起重重量Q=5t,吊車總體重量是18.616t，小車的自身重量是/r/n，，則每個(gè)輪上的橫向荷載標(biāo)準(zhǔn)值/r/n。/r/n查詢《建筑結(jié)構(gòu)荷載規(guī)范》（GB50009）5.1.2，取/r/n，則/r/n每個(gè)輪上橫向荷載設(shè)計(jì)值/r/n4.5.2內(nèi)力計(jì)算/r/n由于本廠房只有一跨布置吊車，設(shè)計(jì)取最不利情況。吊車最大輪壓標(biāo)準(zhǔn)值及輪距如圖所示：/r/n圖4.14一臺(tái)吊車最大輪壓標(biāo)準(zhǔn)示意圖/r/n一臺(tái)吊車荷載作用下的內(nèi)力（2個(gè)輪子時(shí)）/r/n梁上所有荷載合力/r/n的位置。/r/n圖4.15中A點(diǎn)的剪力/r/n最大彎矩標(biāo)準(zhǔn)值/r/n最大彎矩處相應(yīng)的剪力值/r/n吊車梁最大剪力/r/n由橫向水平荷載標(biāo)準(zhǔn)值作用下產(chǎn)生的最大剪力為/r/n圖4.15一臺(tái)吊車兩個(gè)輪壓時(shí)的計(jì)算簡(jiǎn)圖/r/n一臺(tái)吊車荷載作用下的內(nèi)力（1個(gè)輪子時(shí)）/r/n最大彎矩標(biāo)準(zhǔn)值/r/n最大彎矩處相應(yīng)的剪力值/r/n吊車梁最大剪力/r/n由橫向水平荷載標(biāo)準(zhǔn)值作用下產(chǎn)生的最大彎矩為/r/n由橫向水平荷載標(biāo)準(zhǔn)值作用下產(chǎn)生的最大剪力為/r/n吊車內(nèi)力計(jì)算結(jié)果匯總/r/n表4.2吊車內(nèi)力表/r/n吊車臺(tái)數(shù)/r/n輪壓數(shù)/r/n1/r/n2/r/n117.43/r/n172.62/r/n3.14/r/n4.40/r/n109.25/r/n160.54/r/n2.92/r/n4.09/r/n1/r/n114.33/r/n168.07/r/n3.06/r/n4.28/r/n76.22/r/n112.05/r/n2.04/r/n2.86/r/n4.5.3截面選擇/r/n取吊車梁為單軸對(duì)稱工字型截面，尺寸為450/r/n×/r/n300/r/n×/r/n200/r/n×/r/n6/r/n×/r/n14如圖所示/r/n圖4.14吊車梁截面圖/r/n（1）毛截面特性/r/n（2）凈截面特性/r/n上翼緣對(duì)y軸的特性/r/n4.5.4強(qiáng)度驗(yàn)算/r/n正應(yīng)力。按《鋼結(jié)構(gòu)設(shè)計(jì)規(guī)范》（GB50017）中規(guī)定計(jì)算上翼緣正應(yīng)力，由于吊車梁要進(jìn)行疲勞驗(yàn)算，/r/n均取1.0，則/r/n下翼緣應(yīng)力/r/n剪應(yīng)力。平板支座處，不考慮腹板屈曲強(qiáng)度時(shí)，吊車梁抗剪強(qiáng)度/r/n（滿足要求）/r/n集中荷載增大系數(shù)/r/n集中荷載/r/n，/r/n移動(dòng)集中荷載作用下吊車梁/r/n腹板/r/n計(jì)算高度邊緣處的/r/n局部承壓強(qiáng)度/r/n腹板計(jì)算高度邊緣處的折算應(yīng)力/r/n（滿足要求）/r/n4.5.5穩(wěn)定性驗(yàn)算/r/n吊車梁整體穩(wěn)定性。依據(jù)《鋼結(jié)構(gòu)設(shè)計(jì)規(guī)范》（GB50017），當(dāng)/r/n參數(shù)/r/n在集中荷載作用下，/r/n表面不對(duì)稱性系數(shù)/r/n影響系數(shù)/r/n梁的整體穩(wěn)定性系數(shù)/r/n（滿足要求）/r/n腹板的局部穩(wěn)定性。由于/r/n有局部壓應(yīng)力，故按構(gòu)造配置橫/r/n橫向加勁肋應(yīng)該范圍為/r/n之間，所以選取取橫向加勁肋間距/r/n，并且在腹板兩側(cè)對(duì)稱布置。其外伸寬度/r/n，取/r/n，則腹板加勁肋厚度為/r/n。/r/n4.5.6撓度驗(yàn)算/r/n由《鋼結(jié)構(gòu)設(shè)計(jì)手（第三版）》公式8-36得/r/n（滿足剛度要求）/r/n4.5.7支承加勁肋的驗(yàn)算/r/n圖4.15支座加勁肋示意圖/r/n取/r/n截面特性為/r/n屬于b類截面，查表得/r/n，支座加勁肋在腹板平面外的穩(wěn)定性/r/n（滿足要求）/r/n4.5.8焊縫要求/r/n上翼緣與腹板連接處（角焊縫）/r/n由于構(gòu)造的要求，/r/n取/r/n下翼緣與腹板連接處（角焊縫）/r/n，故取/r/n支座加勁肋與腹板焊縫/r/n假定/r/n取/r/n4.5.9疲勞驗(yàn)算/r/n循環(huán)次數(shù)為/r/n次，依據(jù)《鋼結(jié)構(gòu)設(shè)計(jì)規(guī)范》（GB50017）規(guī)定，吊車梁是需要進(jìn)行疲勞驗(yàn)算的。/r/n（1）在最大彎矩處，下翼緣連接焊縫的附近的主體鋼材的的疲勞應(yīng)力幅/r/n根據(jù)《鋼結(jié)構(gòu)設(shè)計(jì)規(guī)范》（GB50017）中附表E，構(gòu)件類別為2類，連接類別也為2類，查表得/r/n則/r/n4.6節(jié)點(diǎn)設(shè)計(jì)/r/n4.6.1梁柱節(jié)點(diǎn)/r/n圖4.16梁柱節(jié)點(diǎn)設(shè)計(jì)圖/r/n螺栓強(qiáng)度驗(yàn)算/r/n選擇摩擦型高強(qiáng)度螺栓，型號(hào)是10.9級(jí)M24的，按5排雙列布置這些螺栓，如圖所示/r/n鋼材同樣選用的是Q235鋼，構(gòu)件接觸面的處理方式為噴砂。/r/n,摩擦面抗滑移系數(shù)/r/n螺栓承載力設(shè)計(jì)值：受拉承載力/r/n受剪承載力/r/n節(jié)點(diǎn)處的最不利組合/r/n（滿足要求）/r/n端板厚度驗(yàn)算/r/n取端板厚度/r/n（滿足要求）/r/n（3）螺栓處腹板強(qiáng)度驗(yàn)算/r/n，則/r/n（滿足要求）/r/n4.6.2梁梁節(jié)點(diǎn)/r/n圖4.17梁梁節(jié)點(diǎn)示意圖/r/n螺栓強(qiáng)度驗(yàn)算/r/n螺栓選用高強(qiáng)度螺栓，是10.9級(jí)M24摩擦型的，布置的形式是五排兩列，如圖所示。鋼材為Q235鋼，接觸面的處理方式選擇的是噴砂。/r/n,摩擦面抗滑移系數(shù)/r/n螺栓承載力設(shè)計(jì)值：受拉承載力/r/n受剪承載力/r/n節(jié)點(diǎn)處的最不利組合/r/n（滿足要求）/r/n（2）端板厚度驗(yàn)算/r/n取端板厚度/r/n（滿足要求）/r/n（3）螺栓處腹板強(qiáng)度驗(yàn)算/r/n，則/r/n（滿足要求）/r/n4.6.3柱腳節(jié)點(diǎn)設(shè)計(jì)/r/n選取左柱和中柱面者中最不利的內(nèi)力組合。/r/n確定底板面積/r/n基礎(chǔ)混凝土為C25，/r/n初步確尺寸L=640mm，B=430mm/r/n柱腳底板平面如下圖所示。/r/n圖4.17（a）柱腳底板剖面示意圖（b）柱腳底板平面示意圖/r/n（2）確定底板厚度/r/n由于/r/n為負(fù)值，所以需要柱腳錨栓承擔(dān)壓力。/r/n安裝孔是六個(gè)，并且每個(gè)孔邊取32mm，削弱面積為/r/n。/r/n估算應(yīng)力增大系數(shù)/r/n因此底板所受均布?jí)毫?r/n三邊支承和相鄰兩邊支撐板/r/n區(qū)格/r/nⅠ/r/n查表得/r/n，相應(yīng)區(qū)格內(nèi)的最大應(yīng)力/r/n2）區(qū)格/r/nⅡ/r/n查表得/r/n，相應(yīng)于區(qū)格最大應(yīng)力/r/n假設(shè)底板厚度是大于16mm的，這時(shí)/r/n那么底板厚度/r/n取t=20mm/r/n錨栓設(shè)計(jì)/r/n錨栓計(jì)算簡(jiǎn)圖如圖所示。/r/n圖4.18錨栓計(jì)算簡(jiǎn)圖/r/n由于/r/n，故柱腳處應(yīng)力是拉應(yīng)力，并且其合力由錨栓來承擔(dān)。/r/n錨栓抗拉強(qiáng)度設(shè)計(jì)值/r/n，錨栓所需有效截面面積/r/n一般情況下，錨栓的實(shí)際面積應(yīng)該比計(jì)算數(shù)據(jù)大，則實(shí)際面積/r/n。/r/n抗剪鍵設(shè)置/r/n底板所承受的總壓力/r/n底板與基礎(chǔ)混凝土之間的摩擦力（/r/n取0.4）/r/n，不需要抗剪鍵。/r/n4.6.4牛腿設(shè)計(jì)/r/n荷載計(jì)算/r/n從吊車梁設(shè)計(jì)數(shù)據(jù)可知，吊車梁截面面積/r/nQ235鋼材的密度是/r/n，吊車梁自身的重量是/r/n，軌道自身的重量是/r/n，吊車的輪壓導(dǎo)致的支座反力標(biāo)準(zhǔn)值（最大輪壓）/r/n圖4.19輪壓對(duì)應(yīng)點(diǎn)的坐標(biāo)示意圖/r/n則牛腿根部承受剪力/r/n截面選擇/r/n牛腿截面尺寸/r/n，，截面高度/r/n，截面寬度/r/n，翼緣板厚度/r/n，腹板厚度/r/n，偏心距/r/n，外伸長(zhǎng)度/r/n，/r/n圖4.20牛腿節(jié)點(diǎn)示意圖/r/n則/r/n截面特性/r/n牛腿根部截面如圖所示，則/r/n強(qiáng)度驗(yàn)算/r/n①/r/n抗彎強(qiáng)度/r/n（滿足要求）/r/n②/r/n抗剪強(qiáng)度/r/n（滿足要求）/r/n③/r/n腹板計(jì)算高度邊緣處的折算應(yīng)力/r/n最不利組合出現(xiàn)在腹板邊緣處，則/r/n（滿足要求）/r/n（5）焊縫驗(yàn)算/r/n翼緣采用對(duì)接焊縫，其受力/r/n上翼緣焊縫應(yīng)力/r/n（滿足要求）/r/n因?yàn)榻孛媸菍?duì)稱截面，下翼緣焊縫應(yīng)力應(yīng)該和上翼緣的焊縫應(yīng)力相同，所以下翼緣焊縫滿足要求。/r/n腹板采用兩條角焊縫，承受剪力V，角焊縫焊腳尺寸為h/r/nf/r/n,/r/n則角焊縫應(yīng)力/r/n（滿足要求）/r/n4.7基礎(chǔ)設(shè)計(jì)/r/n本廠房的基礎(chǔ)形式用的是柱下獨(dú)立基礎(chǔ)，鋼筋用HPB235型號(hào)的，基礎(chǔ)混凝土用C25強(qiáng)度的，基礎(chǔ)的底板的保護(hù)層的厚度選為40mm的，基礎(chǔ)的墊層的厚度是100mm，墊層的混凝土用C10強(qiáng)度的。/r/n4.7.1基礎(chǔ)埋深/r/n根據(jù)任務(wù)書上提供的地質(zhì)資料，持力層是粉質(zhì)粘土層，基礎(chǔ)的埋置深度是距地面以下2.3m，基礎(chǔ)下面還有一層混凝土墊層，它的厚度是100mm，故而墊層的頂面標(biāo)高是-2.450m。/r/n4.7.2上部荷載/r/n計(jì)算上部荷載時(shí)，選左柱和中柱兩者中對(duì)基礎(chǔ)的作用力最大的內(nèi)力組合進(jìn)行設(shè)計(jì)。依據(jù)《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范》（GB50007），應(yīng)取正常使用極/r/n。/r/n第一組：/r/n第二組：/r/n4.7.3基礎(chǔ)底面面積/r/n按軸心受壓計(jì)算基礎(chǔ)底面尺寸，取/r/n取/r/n則基底尺寸b=1.2m,/r/n,/r/n則基礎(chǔ)底面抵抗矩/r/n因?yàn)槁裆畲笥?.5m，所以要修正地基承載力。/r/n查《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范》（GB50007）表5.2.4得/r/n，/r/n（1）第一組不利內(nèi)力作用下。/r/n和力矩值。/r/n則偏心距/r/n為小偏心。/r/n基礎(chǔ)底面邊緣的壓應(yīng)力/r/n圖4.21基礎(chǔ)底面壓力分布圖/r/n（2）第二組不利內(nèi)力作用下。/r/n和力矩值。/r/n則偏心距/r/n為小偏心。/r/n基礎(chǔ)底面邊緣的壓應(yīng)力/r/n圖4.22基礎(chǔ)凈反力和沖切破壞錐面示意圖/r/n4.7.4基礎(chǔ)沖切驗(yàn)算/r/n基底受沖切承載力驗(yàn)算采用基底凈反力，選取兩組不利內(nèi)力進(jìn)行驗(yàn)算。/r/n第一組：/r/n第二組：/r/n按第一組不利內(nèi)力計(jì)算，基礎(chǔ)自身重量和上部土重量減去后，相應(yīng)于荷載效應(yīng)/r/n則偏心距/r/n為大偏心。/r/n按第二組不利內(nèi)力計(jì)算，減去基礎(chǔ)自身重量和上部土重量后，相應(yīng)于荷載效應(yīng)/r/n則偏心距/r/n為小偏心。/r/n基礎(chǔ)底面邊緣壓應(yīng)力/r/n基礎(chǔ)底面落在沖切破壞角錐體的里面，所以可以不進(jìn)行沖切承載力的驗(yàn)算。/r/n4.7.5基礎(chǔ)截面配筋驗(yàn)算/r/n柱腳底板和變階處基底凈反力計(jì)算。/r/n。/r/n基底凈反力/r/n第一組/r/n第二組/r/n202.96/r/n172.87/r/n柱腳底板邊緣處/r/n139.53/r/n118.85/r/n變階處/r/n160.68/r/n136.86/r/n0/r/n105.02/r/n柱腳底板邊緣/r/n基礎(chǔ)偏心距/r/n基礎(chǔ)偏心距大于/r/n，/r/n的彎矩設(shè)計(jì)值M/r/nⅠ/r/n的彎矩設(shè)計(jì)值M/r/nⅡ/r/n計(jì)算如下：/r/n柱腳底板邊緣處的彎矩計(jì)算/r/n變階處截面的彎矩計(jì)算/r/n配筋驗(yàn)算/r/n基礎(chǔ)底板鋼筋截面面積（沿短邊方向）/r/n選用/r/nφ/r/n12@150（/r/n）/r/n基礎(chǔ)底板鋼筋截面面積（沿長(zhǎng)邊方向）/r/n選用/r/nφ/r/n8@200（/r/n）/r/n4.8檁條設(shè)計(jì)/r/n4.8.1荷載計(jì)算/r/n永久荷載/r/n壓型鋼板（含保溫層）/r/n檁條（包括拉條）/r/n永久荷載總計(jì)/r/n可變荷載/r/n屋面均布活荷載標(biāo)準(zhǔn)值為/r/n。/r/n施工或檢修集中荷載標(biāo)準(zhǔn)值為/r/n，/r/n轉(zhuǎn)化為線荷載/r/n。/r/n屋面雪荷載標(biāo)準(zhǔn)值?；狙?r/n。根據(jù)《建筑結(jié)構(gòu)荷載規(guī)范》（GB50009）中6.2規(guī)定，雪荷載標(biāo)準(zhǔn)值/r/n（/r/n），因?yàn)榛詈奢d比雪荷載大，所以可變荷載選活荷載。/r/n屋面風(fēng)荷載標(biāo)準(zhǔn)值。基本風(fēng)壓/r/n，根據(jù)《門式剛架輕型房屋鋼結(jié)構(gòu)技術(shù)規(guī)范》（GB51022-2015）4.2.1規(guī)定，取風(fēng)荷載標(biāo)準(zhǔn)值/r/n，式中/r/n依據(jù)結(jié)構(gòu)荷載規(guī)范值增大1.05倍，/r/n取1.0，/r/n根據(jù)《門式剛架輕型房屋鋼結(jié)構(gòu)技術(shù)規(guī)范》（GB51022-2015）選取，受風(fēng)面積/r/n選取角部/r/n則/r/n荷載組合/r/n彎矩設(shè)計(jì)值/r/n彎矩設(shè)計(jì)值/r/n4.8.2截面選擇及截面特性/r/n選用/r/n，如圖所示/r/n圖4.23檁條截面示意圖/r/n查表得截面特性/r/n選取第一種組合進(jìn)行強(qiáng)度驗(yàn)算。/r/n計(jì)算截面應(yīng)力(全截面)/r/n4.8.3受壓板件的穩(wěn)定性系數(shù)/r/n腹板/r/n且小于0，根據(jù)《冷彎薄壁型鋼結(jié)構(gòu)技術(shù)規(guī)范》（GB50018）式中5.6.2-2得，/r/n上翼緣板。上翼緣板為最大正壓應(yīng)力作用于部分加勁肋板件的支承板，/r/n根據(jù)《冷彎薄壁型鋼結(jié)構(gòu)技術(shù)規(guī)范》（GB50018）式中5.6.2-2得，/r/n受壓板件的有效寬度/r/n腹板/r/n受壓板件的約束系數(shù)計(jì)算如下，/r/n由于/r/n故取/r/n根據(jù)《冷彎薄壁型鋼結(jié)構(gòu)技術(shù)規(guī)范》（GB50018）中式5.6.2-3，/r/n由于/r/n則/r/n上翼緣/r/n根據(jù)《冷彎薄壁型鋼結(jié)構(gòu)技術(shù)規(guī)范》（GB50018）中式5.6.3-3，/r/n由于/r/n故取/r/n根據(jù)《冷彎薄壁型鋼結(jié)構(gòu)技術(shù)規(guī)范》（GB50018）中式5.6.2-3，/r/n由于/r/n則/r/n下翼緣受拉，全截面有效。/r/n有效截面模量。/r/n4.8.4強(qiáng)度驗(yàn)算/r/n4.8.5穩(wěn)定性驗(yàn)算/r/n不記孔洞削弱，近似取/r/n查《冷彎薄壁型鋼結(jié)構(gòu)技術(shù)規(guī)范》（GB50018）中表A2.1得/r/n風(fēng)吸力作用下檁條翼緣受壓區(qū)/r/n4.8.6構(gòu)造要求/r/n4.8.7撓度驗(yàn)算/r/n查《鋼結(jié)構(gòu)設(shè)計(jì)手冊(cè)》得，容許撓度/r/n。/r/n故此檁條滿足設(shè)計(jì)要求。/r/n4.9柱間支撐/r/n因?yàn)閯偧芰⒅叨认鄬?duì)而言比較高，所以柱間支撐選擇按上下兩層設(shè)置。根據(jù)《門式剛架輕型房屋鋼結(jié)構(gòu)技術(shù)規(guī)范》（GB51022-2015），8.2.3規(guī)定，當(dāng)有吊車時(shí)，吊車牛腿以下交叉支撐應(yīng)該選用型鋼作為支撐；同時(shí)8.2.6規(guī)定，型鋼可以按拉桿設(shè)計(jì)，支撐中的剛性系桿應(yīng)按壓桿設(shè)計(jì)。在此假設(shè)桿件均為鉸接，計(jì)算簡(jiǎn)圖如下/r/n圖4.4.24支撐形式圖/r/n4.9.1荷載計(jì)算/r/n基本風(fēng)壓/r/n，依據(jù)相關(guān)規(guī)范，風(fēng)荷載高度變化系數(shù)/r/n，房屋兩側(cè)山墻均為風(fēng)吸，風(fēng)荷載體型系數(shù)均為-0.63。/r/n柱間支撐風(fēng)荷載：/r/n節(jié)點(diǎn)反力/r/n吊車產(chǎn)生的縱向水平制動(dòng)力設(shè)計(jì)值/r/n4.9.2內(nèi)力計(jì)算/r/n端點(diǎn)視為鉸接：/r/n4.9.3截面設(shè)計(jì)/r/n下式中0.85是角鋼強(qiáng)度設(shè)計(jì)值折減系數(shù)。/r/n上部支撐斜桿2-3/r/n幾何長(zhǎng)度：/r/n，/r/n平面內(nèi)計(jì)算長(zhǎng)度/r/n上部支撐按拉桿設(shè)計(jì)，容許長(zhǎng)細(xì)比/r/n需要斜平面回轉(zhuǎn)半徑：/r/n平面外計(jì)算長(zhǎng)度/r/n需要平行于角鋼肢邊的回轉(zhuǎn)半徑：/r/n需要角鋼的凈截面面積為/r/n故采用單等邊角鋼/r/n，截面特性：/r/n圖4.25單等邊角鋼示意圖/r/n下柱間支撐斜桿4-5/r/n幾何長(zhǎng)度：/r/n，/r/n平面內(nèi)計(jì)算長(zhǎng)度/r/n上部支撐按拉桿設(shè)計(jì)，容許長(zhǎng)細(xì)比/r/n需要斜平面回轉(zhuǎn)半徑：/r/n平面外計(jì)算長(zhǎng)度/r/n需要平行于角鋼肢邊的回轉(zhuǎn)半徑：/r/n需要角鋼的凈截面面積為/r/n故采用雙等邊角鋼/r/n，截面特性：/r/n圖4.26雙等邊角鋼示意圖/r/n3）下部支撐橫桿3-4/r/n容許長(zhǎng)細(xì)比/r/n需要平面內(nèi)回轉(zhuǎn)半徑/r/n試先選用焊接圓鋼/r/n◎/r/n，截面特性：/r/n驗(yàn)算支撐橫桿的穩(wěn)定性/r/n（滿足要求）/r/n屬于b類截面，查表得/r/n（滿足要求）/r/n4.10屋面板的選用與計(jì)算/r/n根據(jù)常用壓型鋼板規(guī)格，采用/r/n型壓型鋼板，板厚0.8mm，有效寬度550mm，展開寬度910mm。/r/n圖4.27屋面板樣式圖/r/n4.10.1內(nèi)力計(jì)算/r/n荷載標(biāo)準(zhǔn)值：永久荷載/r/n，可變荷載/r/n壓型鋼板單波線荷載/r/n按簡(jiǎn)支梁計(jì)算壓型鋼板，跨中最大彎矩/r/n4.10.2截面幾何特性/r/n4.10.3有效截面計(jì)算/r/n上翼緣：均勻受壓兩邊支承板/r/n寬厚比/r/n故截面有效/r/n腹板是不均勻受壓的兩邊支撐板，上端部受壓應(yīng)力，下端部受拉應(yīng)力。/r/n（壓）/r/n（拉）/r/n腹板寬厚比/r/n腹板應(yīng)力梯度比/r/n，故全截面有效/r/n下翼緣：下翼緣板件均為均勻受拉，故下翼緣截面有效/r/n4.10.4強(qiáng)度驗(yàn)算/r/n正應(yīng)力驗(yàn)算/r/n（滿足要求）/r/n（滿足要求）/r/n（2）剪應(yīng)力計(jì)算/r/n腹板最大剪應(yīng)力/r/n腹板平均應(yīng)力/r/n故屋面壓型鋼板滿足要求。/r/n4.11抗風(fēng)柱設(shè)計(jì)/r/n4.11.1荷載計(jì)算/r/n恒載。山墻墻面板及墻梁自重為/r/n風(fēng)荷載?；撅L(fēng)壓為/r/n，柱高/r/n，地面類別為B類，根據(jù)荷載規(guī)范，/r/n。則風(fēng)壓標(biāo)準(zhǔn)值/r/n單根抗風(fēng)柱承受的均勻線荷載設(shè)計(jì)值：/r/n恒載：/r/n風(fēng)荷載：/r/n4.11.2內(nèi)力分析/r/n抗風(fēng)柱的支撐由基礎(chǔ)和屋面支撐提供，如圖所示：/r/n構(gòu)件最大軸力為/r/n構(gòu)件最大彎矩為/r/n4.11.3截面選擇/r/n選用HN350X175X7X11型柱，則截面特性：圖4.28抗風(fēng)柱支撐圖/r/n4.11.4強(qiáng)度驗(yàn)算/r/n（滿足要求）/r/n4.11.5穩(wěn)定性驗(yàn)算/r/n平面內(nèi)穩(wěn)定。/r/n，/r/n截面屬于b類截面，查表得/r/n（2）平面外穩(wěn)定。考慮到抗風(fēng)柱的柱間支撐，/r/n，則/r/n截面屬于b類截面，查表得/r/n則/r/n4.11.6撓度驗(yàn)算/r/n（滿足要求）/r/n第5章PKPM電算/r/n結(jié)果/r/n工程名稱:新康機(jī)械加工廠/r/n本廠房主體框架是由幾榀剛架組成，各榀剛架結(jié)構(gòu)受力相似，因而取/r/n⑥/r/n軸剛架進(jìn)行電算分析。/r/n首先先建立雙跨雙坡門式剛架模型，輸入各項(xiàng)基本參數(shù)，接著進(jìn)行梁柱截面的定義和布置，之后再添加恒載、活載、左風(fēng)、右風(fēng)及吊車荷載，設(shè)置好地震及其他相關(guān)參數(shù)后進(jìn)行結(jié)構(gòu)計(jì)算。/r/n5.1剛架電算結(jié)果/r/n5.1.2總信息/r/n/r/n/r/n圖5.1剛架立面圖/r/n/r/n/r/n/r/n5.1.3恒荷載標(biāo)準(zhǔn)值作用/r/n/r/n柱內(nèi)力/r/n柱號(hào)MNVMNV/r/n1-20.0162.60-7.42-13.45-53.767.42/r/n20.00146.770.000.00-140.070.00/r/n320.0159.367.4240.09-46.06-7.42/r/n413.4553.76-7.42-40.08-46.067.42/r/n50.00140.070.000.00-133.390.00/r/n梁內(nèi)力/r/n梁號(hào)MNVMNV/r/n140.089.7145.63-232.51-4.0866.98/r/n2232.514.0866.98-40.09-9.7145.63/r/n5.1.3恒荷載標(biāo)準(zhǔn)值作用/r/n/r/n柱內(nèi)力/r/n柱號(hào)MNVMNV/r/n1-20.0162.60-7.42-13.45-53.767.42/r/n20.00146.770.000.00-140.070.00/r/n320.0159.367.4240.09-46.06-7.42/r/n413.4553.76-7.42-40.08-46.067.42/r/n50.00140.070.000.00-133.390.00/r/n梁內(nèi)力/r/n梁號(hào)MNVMNV/r/n140.089.7145.63-232.51-4.0866.98/r/n2232.514.0866.98-40.09-9.7145.63/r/n/r/n5.1.4活荷載計(jì)算/r/n梁荷載:荷載值1/r/n4.20/r/n4.20/r/n5.1.5風(fēng)荷載計(jì)算/r/n左風(fēng)：/r/n柱荷載:柱號(hào)荷載類型荷載值/r/n110.74/r/n311.58/r/n410.74/r/n0/r/n梁荷載:荷載值1荷載參數(shù)1/r/n-2.920.00/r/n-1.850.00/r/n右風(fēng)：/r/n柱荷載:柱號(hào)荷載類型荷載值荷載參數(shù)1/r/n11-1.580.00/r/n31-0.740.00/r/n41-1.580.00/r/n0/r/n梁荷載:荷載值1荷載參數(shù)1/r/n-1.850.00/r/n-2.920.00/r/n/r/n柱內(nèi)力/r/n柱號(hào)MNVMNV/r/n1-14.37-12.43-7.23-2.1612.430.10/r/n2-9.11-50.25-1.333.0950.251.33/r/n3-24.41-23.17-9.27-26.3723.173.27/r/n42.16-12.43-0.107.6612.43-5.57/r/n5-3.09-50.25-1.33-2.9050.251.33/r/n梁內(nèi)力/r/n梁號(hào)MNVMNV/r/n1-7.66-6.18-12.1489.346.18-21.20/r/n2-86.43-4.43-29.6526.374.43-22.98/r/n-/r/n柱內(nèi)力/r/n柱號(hào)MNVMNV/r/n1-5.80104.03-7.05-26.01-104.037.05/r/n215.6531.335.107.36-31.33-5.10/r/n38.220.991.957.59-0.99-1.95/r/n4-26.000.01-7.050.68-0.017.05/r/n58.81-1.005.1014.101.00-5.10/r/n梁內(nèi)力/r/n梁號(hào)MNVMNV/r/n1-0.687.04-0.35-5.56-7.040.35/r/n2-8.542.00-0.89-7.59-2.000.89/r/n柱內(nèi)力/r/n柱號(hào)MNVMNV/r/n1-11.1833.08-4.36-8.48-33.084.36/r/n20.57103.575.7925.53-103.57-5.79/r/n3-6.43-0.30-1.43-5.120.301.43/r/n4-7.680.75-4.36-7.97-0.754.36/r/n526.48-0.455.79-0.500.45-5.79/r/n梁內(nèi)力/r/n梁號(hào)MNVMNV/r/n17.974.390.531.56-4.39-0.53/r/n2-1.06-1.440.235.121.44-0.23/r/n柱內(nèi)力/r/n柱號(hào)MNVMNV/r/n16.84-0.121.961.990.12-1.96/r/n210.17-0.322.671.880.32-2.67/r/n34.780.431.114.18-0.43-1.11/r/n4-1.99-0.121.961.590.120.91/r/n5-1.88-0.322.673.870.320.20/r/n梁內(nèi)力/r/n梁號(hào)MNVMNV/r/n1-1.590.90-0.16-1.30-0.900.16/r/n2-2.581.13-0.38-4.18-1.130.38/r/n柱內(nèi)力/r/n柱號(hào)MNVMNV/r/n1-6.840.12-1.96-1.99-0.121.96/r/n2-10.170.32-2.67-1.88-0.322.67/r/n3-4.78-0.43-1.11-4.180.431.11/r/n41.990.12-1.96-1.59-0.12-0.91/r/n51.880.32-2.67-3.87-0.32-0.20/r/n梁內(nèi)力/r/n梁號(hào)MNVMNV/r/n11.59-0.900.161.300.90-0.16/r/n22.58-1.130.384.181.13-0.38/r/n/r/n5.1.7荷載效應(yīng)組合計(jì)算/r/n/r/n/r/n/r/n/r/n/r/n梁下部受拉:/r/n截面1234567/r/n彎矩-27.00-157.04-280.59-287.23-173.220.000.00/r/n梁上部受拉:/r/n截面1234567/r/n彎矩136.620.000.000.000.00104.01504.20/r/n考慮屈曲后強(qiáng)度強(qiáng)度計(jì)算應(yīng)力比=0.386/r/n抗剪強(qiáng)度計(jì)算應(yīng)力比=0.102/r/n平面外穩(wěn)定計(jì)算最大應(yīng)力對(duì)應(yīng)組合號(hào):110,M=37.08,N=17.79,M=-504.20,N=-16.52/r/n平面外穩(wěn)定計(jì)算最大應(yīng)力比=0.644/r/n考慮屈曲后強(qiáng)度計(jì)算應(yīng)力比=0.386<1.0/r/n抗剪強(qiáng)度計(jì)算應(yīng)力比=0.102<1.0/r/n平面外穩(wěn)定計(jì)算最大應(yīng)力比<1.00.64/r/n腹板高厚比H0/TW=43.88<[H0/TW]=250.00(GB51022-2015)/r/n翼緣寬厚比B/T=5.12<[B/T]=15.00/r/n(恒+活)梁的撓度(mm)/r/n截面1234567/r/n撓度值0.005.8910.0210.818.183.590.00/r/n最大撓度值=10.87最大撓度/梁跨度=1/1656./r/n斜梁坡度初始值:1/20.00/r/n變形后斜梁坡度最小值:1/20.84/r/n變形后斜梁坡度改變率=0.040<1/3/r/n構(gòu)件重量(Kg)=3989.64/r/n5.2檁條電算結(jié)果/r/n5.2.1設(shè)計(jì)依據(jù)/r/n/r/n建筑結(jié)構(gòu)荷載規(guī)范(GB50009--2012)/r/n冷彎薄壁型鋼結(jié)構(gòu)技術(shù)規(guī)范(GB50018-2002)/r/n5.2.2設(shè)計(jì)數(shù)據(jù)/r/n/r/n屋面坡度(度):2.860/r/n檁條跨度(m):6.000/r/n檁條間距(m):1.500/r/n/r/n/r/n=====截面及材料特性======/r/n5.2.3截面驗(yàn)算/r/n/r/n/r/n1.2恒載+1.4(活載+0.9積灰)組合/r/n/r/n/r/n彎矩設(shè)計(jì)值(kN.m):Mx=7.122/r/n彎矩設(shè)計(jì)值(kN.m):My=0.089/r/n/r/n有效截面計(jì)算結(jié)果:/r/nAe=0.8828E-03Iex=0.5244E-05Iey=0.5610E-06/r/nWex1=0.5161E-04Wex2=0.5161E-04Wex3=0.5330E-04Wex4=0.5330E-04/r/nWey1=0.2817E-04Wey2=0.1120E-04Wey3=0.2817E-04Wey4=0.1120E-04/r/n/r/n截面強(qiáng)度(N/mm2):/r/nσ/r/nmax=141.557<=205.000/r/n/r/n/r/n/r/n1.0恒載+1.4風(fēng)載(吸力)組合/r/n/r/n/r/n彎矩設(shè)計(jì)值(kN.m):Mxw=-3.356/r/n彎矩設(shè)計(jì)值(kN.m):Myw=0.025/r/n/r/n有效截面計(jì)算結(jié)果：截面有效。/r/n/r/n截面強(qiáng)度(N/mm2):/r/nσ/r/nmaxw=64.577<=217.784/r/n/r/n|荷載標(biāo)準(zhǔn)值作用下，撓度計(jì)算|/r/n/r/n/r/n垂直于屋面的撓度(mm):v=18.173<=30.000/r/n/r/n5.3電算數(shù)據(jù)與手算數(shù)據(jù)對(duì)比分析/r/n5.3.1剛架數(shù)據(jù)對(duì)比/r/n圖5.2鋼梁撓度圖/r/n剛架電算數(shù)據(jù)：最大撓度：/r/n剛架手算數(shù)據(jù)：最大撓度：/r/n存在33%的誤差/r/n5.3.2檁條數(shù)據(jù)對(duì)比：/r/n檁條電算數(shù)據(jù)：最大撓度：/r/n檁條手算數(shù)據(jù)：最大撓度：/r/n存在0.1%的誤差/r/n5.3.3誤差分析/r/n經(jīng)過分析，誤差產(chǎn)生的原因有以下兩個(gè)方面：/r/n①/r/n電算采用有限元法分析結(jié)構(gòu)，比較精確，手算為了方便，在計(jì)算時(shí)將結(jié)構(gòu)進(jìn)行了簡(jiǎn)化。/r/n②/r/n手算時(shí)取的構(gòu)件截面特性參數(shù)的精度低于電算的精度，導(dǎo)致結(jié)果存在誤差。/r/n進(jìn)過分析，誤差的范圍在允許范圍之內(nèi)，手算結(jié)果符合要求。/r/n結(jié)論/r/n輕型門式鋼結(jié)構(gòu)在鋼材節(jié)約、縮短工程施工時(shí)間和節(jié)約工程造價(jià)方面有著顯著的優(yōu)點(diǎn)，因而單層工業(yè)廠房建設(shè)的必定向輕型化發(fā)展，有很好的發(fā)展前景，具有一定的研究意義。但輕鋼結(jié)構(gòu)對(duì)于鋼材的性能有著較高的要求，因而只有研究好結(jié)構(gòu)各方面特性才能有助于材料的優(yōu)化，從而促進(jìn)輕鋼結(jié)構(gòu)的進(jìn)一步發(fā)展，兩者相互促進(jìn)。我在本次畢業(yè)設(shè)計(jì)中嚴(yán)格按照輕鋼廠房的設(shè)計(jì)要求進(jìn)行設(shè)計(jì)，采用最新相關(guān)規(guī)范，鋼梁和鋼柱都選用了等截面、符合規(guī)范的型鋼構(gòu)件，并對(duì)各構(gòu)件和整體結(jié)構(gòu)進(jìn)行了各項(xiàng)驗(yàn)算，設(shè)計(jì)流程規(guī)范。在廠房的建筑設(shè)計(jì)中也充分的考慮了設(shè)計(jì)的合理性、經(jīng)濟(jì)性和安全性，整體布置符合要求。但由于本人是第一次進(jìn)行輕鋼結(jié)構(gòu)的整體設(shè)計(jì)，在一些地方還存在著不足，需要進(jìn)一步的研究和改進(jìn)。輕鋼結(jié)構(gòu)房屋在我國(guó)擁有良好的發(fā)展前景，在研究方面還具有很大的上升空間，值得更深層次的探索。/r/n附錄A內(nèi)力組合表/r/n控制截面/r/n內(nèi)力/r/n恒載/r/n活載/r/n左風(fēng)/r/n右風(fēng)/r/nDmax作/r/nDmax作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