梯形屋架钢结构课程设计

梯形钢屋架设计书PAGEPAGE8xx大学题目钢结构课程设计课程设计学生姓名xxxx学院xxxxxx专业班级xxxxxx学生学号x钢结构原理与设计课程设计目录第一章梯形钢屋架设计资料2第二章屋架支撑系统的设置4第三章杆件内力的计算3.1荷载计算63.2荷载组合63.3内力计算8第四章杆件截面设计4.1节点板厚94.2上弦杆94.3下弦杆114.4腹杆114.5杆件截面选择列表16第五章节点设计5.1支座节点175.2下弦节点185.3上弦节点205.4屋脊节点225.5跨中下弦拼接点23附录24

第一章、梯形钢屋架设计资料某单层单跨工业厂房，跨度24m，长度102m。厂房柱距6m，钢筋混凝土柱，混凝土强度C20，上柱截面尺寸400x400mm，钢屋架支承在柱顶。吊车一台50T，一台20T，中级工作制桥式吊车（软钩），吊车平台标高12.000m。荷载标准值永久荷载三毡四油（上铺绿豆沙）防水层0.4KN/m2水泥砂浆找平层0.3KN/m2保温层0.6KN/m2一毡二油隔气层0.05KN/m2预应力混凝土大型屋面板1.4KN/m2屋架（包括支撑）自重0.12+0.011L=0.384KN/m2可变荷载屋面活载标准值0.7KN/m2雪荷载标准值0.35KN/m2积灰荷载标准值0.3KN/m2屋架结构形式、计算跨度及几何尺寸见图1(屋面坡度为1:10)。图1梯形屋架示意图（单位:mm）6.钢材选用Q235钢，角钢，钢板各种规格齐全，有各种类型的焊条和C级螺栓可供选用。7.钢屋架的制造、运输和安装条件：在金属结构厂制造，运往工地安装，最大运输长度16m，运输高度3.85m，工地有足够的起重安装设备。设计成果：设计说明书一份；设计图纸一张。注：梯形钢屋架设计思路及计算要点参考一、屋架支撑系统的设置参见教材P398～403二、杆件内力的计算首先定出屋架所有杆件的尺寸，画出屋架示意图，标明尺寸。2.1荷载恒载设计值=恒载标准值╳1.2活载设计值=活载标准值╳1.42.2荷载组合参见规范要求。参考：使用阶段――a、全跨永久荷载＋全跨可变荷载b、全跨永久荷载＋半跨可变荷载施工阶段――全跨屋架自重＋半跨屋面板＋半跨可变荷载2.3内力计算对每一种荷载组合，计算每一杆件的内力。可以手算，亦可以电算，如采用PF程序等。均需写出计算过程。三、杆件截面选择根据最大内力，根据内力特点（拉、压等）进行杆件设计。各上弦杆可采用同种截面、各下弦杆可采用同种截面，其它杆件需进行单独设计、计算。3.1节点板厚3.2上弦杆3.3下弦杆3.4端斜杆3.5斜腹杆3.6竖腹杆四、节点设计参见教材P409～414、P427～437。建议：选取下弦端节点及其下弦相邻节点、跨中上弦与下弦节点、其它位置的上弦典型受力位置节点（屋脊节点）共5个节点进行设计。计算说明书中需详细画出各节点的设计细节。4.1下弦节点4.2上弦节点4.3屋脊节点4.4跨中下弦拼接点4.5支座节点第二章屋架支撑系统的设置屋架支撑的种类有横向支撑、纵向支撑、垂直支撑和系杆。在本设计中，屋架支撑系统设计如下：2.1厂房柱距6m,屋架间距取为6米。2.2在房屋两端第一个柱间各设置一道上弦平面横向支撑和下弦平面横向支撑。房屋长度较大，为102m，其两端横向支撑间距超过了60m，为增加屋盖的刚性，在长度方向正中间的柱间加设一道横向支撑。2.3房屋是厂房，且厂房内有吊车，高度较高，对房屋整体刚度的要求较高，设置纵向支撑，对梯形屋架，纵向支撑设置在屋架的下弦平面。2.4在屋架中和两端各布置一道垂直支撑。垂直支撑的形式根据高度与柱距的比值确定。在此屋架结构中，h/l=3085/6000=0.51位于（0.4～0.6），故取如下图垂直支撑形式：垂直支撑图样1.5在屋架上弦平面，屋架跨中和两端各布置一道通长的刚性系杆，其他结点设通长的柔性系杆；下弦平面，仅在跨中和两端布置通长的柔性系杆。屋架支撑系统设置如图2所示。梯形屋架支撑系统布置图1—垂直支撑；2—系杆；3—上弦横向支撑；4—下弦横向支撑；5—下弦纵向支撑第三章杆件内力的计算取中间任意一榀屋架，先定出屋架所有杆件的尺寸，画出屋架示意图如图3：屋架几何尺寸图3.1荷载计算恒载设计值=恒载标准值1.2活载设计值=活载标准值1.4(1)永久荷载设计值三毡四油（上铺绿豆沙）防水层水泥砂浆找平层保温层一毡二油隔气层预应力混凝土大型屋面板屋架（包括支撑）自重 合计(2)可变荷载设计值考虑到积雪时人不大可能大量拥上屋面等原因，对屋面均布可变荷载和雪荷载，只取其较大者作为控制可变荷载。屋面活载：雪荷载：积灰荷载：合计3.2荷载组合设计屋架时应考虑三种组合：使用阶段a.全跨永久荷载+全跨可变荷载结点荷载设计值：a种荷载组合屋架受力图b.全跨永久荷载+半跨可变荷载节点荷载设计值：半跨永久荷载+半跨可变荷载：P1=46.4472kN半跨永久荷载：P2=3.7608×6×1.5=33.8472kNb种荷载组合屋架受力图施工阶段c.全跨屋架（包括支撑）自重+半跨屋面板+半跨活载节点荷载设计值：半跨屋架（包括支撑）自重+半跨屋面板+半跨活载：半跨屋架自重c种荷载组合屋架受力图3.3内力计算由于屋架为静定结构，内力分布与杆件的牌号及界面形式无关，故实际采用pf程序计算杆件在单位节点作用下各杆件的内力系数，见下表（全跨和左半跨相关数据见附录）。由表内三种组合可见：组合一，对杆件计算主要起控制作用；组合二和组合三，可能引起跨中几根斜腹杆发生内力变号。如果施工过程中，在屋架两侧对称均与铺设面板，则可避免内力变号而不用组合三。杆件及节点编号：节点编号示意图屋架节点编号，如下图所示：节点编号图示根据电算所得各荷载组合下杆件内力系数，即可求得其对应控制内力，结果见下表：屋架杆件内力组合表杆件名称内力系数（P=1）第一种组合第二种组合第三种组合控制内力全跨左半跨右半跨P=46.4472kNP1=46.4472kNP1=31.8672kNP2=33.8472kNP2=4.1472kNP×①P1×②＋P2×③P1×③＋P2×②P1×②＋P2×③P1×③＋P2×②①②③KNKNKNKNKNKN上弦杆AB000000000BC-9.141-6.549-2.593-424.574-391.949-342.103-219.452-109.792-424.574CD-9.141-6.549-2.593-424.574-391.949-342.103-219.452-109.792-424.574DE-14.104-9.425-4.679-655.091-596.136-536.336-319.753-188.194-655.091EF-14.104-9.425-4.679-655.091-596.136-536.336-319.753-188.194-655.091FG-15.833-9.516-6.316-735.399-655.77-615.45-329.442-240.738-735.399GH-15.833-9.516-6.316-735.399-655.77-615.45-329.442-240.738-735.399HI-15.27-7.635-7.635-709.249-613.048-613.048-274.97-274.97-709.249下弦杆ac4.9753.6631.312231.0748214.5436184.921122.170757.00096231.0748ce12.0458.363.685559.4565513.0255454.1205281.6922152.1012559.4565eg15.2289.7115.517707.298637.7838584.9394332.3425216.0848707.2981gi15.7168.7416.975729.9642642.0792619.8276307.4779258.5244729.9642斜腹杆aB-9-6.627-2.373-418.025-388.125-334.525-221.025-103.104-418.025Bc6.9454.8082.137322.5758295.6496261.995162.080188.03994322.5758cD-5.456-3.412-2.044-253.416-227.662-210.425-117.208-79.2868-253.416De3.681.8831.797170.9257148.2835147.199967.4584665.07454170.9257eF-2.412-0.672-1.74-112.031-90.1066-103.563-28.6309-58.2358-112.031Fg1.064-0.4891.55349.4198229.8520255.58122-9.1424647.4617855.58122gH0.0851.6-1.5153.94801223.03701-16.21244.70451-41.643344.70451Hi-1.145-2.5131.368-53.182-70.4188-21.5182-74.408933.17242-74.4089竖腹杆Aa-0.5-0.50-23.2236-23.2236-16.9236-15.9336-2.0736-23.2236Cc-1-10-46.4472-46.4472-33.8472-31.8672-4.1472-46.4472Ee-1-10-46.4472-46.4472-33.8472-31.8672-4.1472-46.4472Gg-1-10-46.4472-46.4472-33.8472-31.8672-4.1472-46.4472Ii2.0391.0191.01994.7058481.8199981.8199936.6986736.6986794.70584第四章杆件截面设计4.1、节点板厚选择支座斜杆最大内力设计值N=-418.025KN，查相应规范得：选取中间节点板厚t=10mm，支座结点板厚t=12mm。4.2、上弦杆（轴心受压）整个上弦杆采用同一截面，免去不同截面杆件间的拼接。截面按受力最大的部位F-G-H节间选用，最大内力为：由屋面坡度1：10得屋面倾角：计算长度：屋架平面内，压杆水平投影1500mm,屋架平面外，每隔3000mm设计有侧向系杆，，宜选用长边外伸的两不等边角钢。设，查附表1.20得，，则需要截面特性为：因为F-G-H节间不是端部，故节点板厚度为10mm,由此查附表2.1得：选用2∠140×90×10的不等边角钢。截面特性为：则：考虑弯扭失稳的影响，采用绕y轴的换算长细比代替。采用短肢相并形式：所以，截面为b类，根据，查表1.20，得 4.3下弦杆（轴心受拉构件）整榀屋架下弦杆采用等截面。截面按受力最大的部位g-i节间选用，最大内力为：计算长度：，截面选择：根据所需截面特性，查附表2.1选用2∠100×80×10不等边角钢，且短肢相连。截面特性为:截面验算：故下弦杆满足要求。4.4腹杆（轴心受力构件）(1)端斜杆aB计算内力：N=-418.04KN计算长度：设，查附表1.20得，，则需要截面特性为：截面选择：选取等边角钢2∠100×8（端部节点板厚度为12mm）截面特性：截面验算：考虑弯扭失稳的影响，采用绕y轴的换算长细比代替。等边双角钢截面：所以，截面为b类，根据，查表1.20，得故端斜杆aB符合要求。(2)斜腹杆Bc计算内力：N=322.576KN计算长度：需要截面积选取2∠80×5，截面特性：截面验算：(3)斜腹杆cD计算内力：N=-253.42KN计算长度：截面选择：设，查附表1.20得，.则需要截面积：选取2∠80×6，截面特性:截面验算：考虑弯扭失稳的影响，采用绕y轴的换算长细比代替。等边双角钢截面：故，截面为b类，根据，得△=符合安全要求，可以。(4)斜腹杆De计算内力：N=170.9KN计算长度：需要截面积选取2∠45×5，截面特性：截面验算：(5)斜腹杆eF计算内力：N=-112.03KN计算长度：截面选择：设，查附表1.20得，.则需要截面积：选取2∠70×5，截面特性：截面验算：由查附表1.20得：考虑弯扭失稳的影响，采用绕y轴的换算长细比代替。等边双角钢截面：故，截面为b类，根据，得其余的斜向腹杆可通过同样的方法进行选择（6）竖腹杆Ii计算内力：N=94.706KN计算长度：截面选择：需要截面积选取2∠45×5截面特性：截面验算：其它几根受压或收拉竖向腹杆的截面选择可根据同样的方法求算出来。4.5杆件截面选择列表上弦杆和下弦杆采用等截面通长杆，腹杆截面形式有多种截面形式。各杆件截面选择表汇总如下杆件计算内力(KN)截面规格截面面积(cm2)计算长度(cm)回转半径(cm)长细比容许长细比稳定系数应力名称编号l0xl0yixiyλx/λφσN/mm2上弦杆FG/GH-735.399140×90×1044.522150.7301.52.566.7758.954.11500.813203.2下弦杆gi729.964100×80×1034.3343003002.354.78127.762.76350212.6腹杆竖腹杆Aa-23.22445×58.5841901901.372.26138.784.11500.34974.9Cc-46.44745×58.584174.8218.51.372.26127.696.71500.402134.6Ee-46.44745×58.584198.8248.51.372.26145.1110.01500.326166.0Gg-46.44756×510.83222.80278.501.722.69129.5103.51500.387110.8Ii94.70645×58.584246.8308.51.372.26180137350110.1斜腹杆aB-418.02545×58.5841901901.372.26138.784.11500.34974.9Bc322.57680×515.824202.25252.812.483.6381.669.6350203.9cD-253.41680×618.8222.0277.52.473.6589.968.81500.622217.0De170.92645×58.584222.0277.51.372.26162.1122.1350200.1eF-112.03170×513.75242.56303.202.163.24112.398.21500.475171.5Fg55.58145×58.584242.56303.201.372.26177.0134.235065.0gH44.70545×58.584263.69329.611.372.26191.08147.1535052.1Hi-74.40975×617.594263.69329.612.313.46114.1595.261500.47089.98PAGEPAGE17第五章节点设计选取下弦端节点及其下弦相邻节点、跨中上弦与下弦节点、上弦典型受力位置节点（屋脊节点）5个节点作为主要节点进行设计，其余节点类同。其5个节点位置见下图：5.1支座节点a(1)支座底板计算支座反力：C20混凝土的抗压强度设计值：所需底板净面积：设底板尺寸为250×250mm，底板锚栓孔直径为50mm，底板平面净面积：底板下平均应力：底板为两相邻边支撑板，单位宽度弯矩为：所需底板厚度：底板与节点板、加劲肋板底端的角焊缝连接计算:b=125mm868mm(2)加劲肋与节点板的连接焊缝计算 设一个加劲肋承受四分之一屋架支座反力，即焊缝内力为:设焊缝=6mm，焊缝计算长度：焊缝应力验算：得取5.2下弦节点c先计算腹杆焊缝长度，然后定出节点板的形状和尺寸，最后计算下弦杆与节点板之间的连接焊缝。(1)斜杆Bc（2∠80×5）与节点板的连接焊缝计算，角焊缝强度设计值，焊缝所需长度：角钢背：取（以后均可有此规定选取）计算长度：实际长度：，取角钢趾：计算长度：可实际长度：，取竖杆Cc（2∠45×5）与节点板的连接焊缝计算，角焊缝强度设计值，由规定取焊缝，则焊缝所需长度：角钢背：由规定取焊缝计算长度：据构造要求取为48mm实际长度：取角钢趾：由规定取焊缝计算长度：据构造要求取为40mm实际长度：，取(3)斜杆cD（2∠80×6）与节点板的连接焊缝计算cD杆焊缝计算，角焊缝强度设计值，设焊缝，则焊缝所需长度：角钢背：计算长度:实际长度：，取角钢趾：计算长度：实际长度：，取(4)下弦杆（2∠100×80×10）焊缝验算下弦杆与节点板连接焊缝承受两相邻内力之差：根据节点放样，得节点板尺寸为400×300mm。肢背焊缝验算，设，5.3上弦节点F(1)Fe（2∠70×5）杆焊缝计算，角焊缝强度设计值，则焊缝所需长度：角钢背：焊缝计算长度:实际长度：，取角钢趾：焊缝计算长度：据构造要求取为40mm实际长度：，取Fg（2∠45×5）杆焊缝计算，角焊缝强度设计值，则焊缝所需长度：角钢背：焊缝计算长度:据构造要求取为48mm实际长度：48×2+6=60，取角钢趾：焊缝计算长度：根据构造要求取为40mm实际长度：，取(3)上弦杆（2∠140×90×10）焊缝验算上弦杆与节点板连接焊缝承受两相邻内力之差：△N=735.399-655.091=80.308kN根据节点放样，得节点板尺寸为260×230mm。考虑搁置屋面板的需要，节点板缩进上弦肢背10mm，用槽焊缝连接，槽焊缝按两条角焊缝计算，取。焊缝设计强度应乘以折减系数0.8,假定集中荷载P与上弦杆垂直，忽略屋架上弦坡度的影响。角钢背焊缝验算：角钢肢焊缝验算：5.4屋脊节点I(1)拼接角钢与弦杆的连接计算及拼接角钢总长度的确定拼接角钢与受压弦杆的连接可按弦杆中的实际压力设计值N进行计算，每边共有4条焊缝平均承受此力，取因而得焊缝长度为：由此可得拼接角钢总长度为：取(2)弦杆与节点板的连接焊缝计算:考虑竖向抗力:竖向力V由角钢背部槽焊缝承受：考虑焊缝必须有一必要的最小承载力，需对此进行补充验算。上弦杆角钢趾部与节点板之间连接焊逢，按上弦杆内力15%计算。此力由角钢趾焊缝部承受：设，节点板尺寸取为400×200mm，趾部焊缝应力验算：5.5跨中下弦拼接点i(1)下弦杆拼接及长度计算（设焊缝）下弦杆双角钢截面选用同样大小的角钢作为拼接件，为使拼接角钢与原来的角钢相紧贴，对拼接角钢顶部截去棱角，宽度为r（r为角钢内圆弧半径），对其竖直边应割去：拼接接头一侧的连接焊缝长度按下弦杆强度计算，每条焊缝所需长度为：由连接焊缝的强度条件可求出拼接角钢的总长度为：取拼接角钢长度L＝600mm，节点板尺寸为450×350mm。(2)下弦节点与节点板连接角焊缝节点一侧的连接焊缝按下弦杆内力的0.15倍验算，所得焊缝长度过小，实际长度由构造决定。杆件计算内力(KN)截面规格截面面积(cm2)焊缝尺寸(mm)名称编号背部趾部背部趾部背部趾部上弦杆FG/GH-735.399140×90×1044.52255250250260260下弦杆gi729.964100×80×1034.33466388388400400腹杆竖腹杆Aa-23.22445×58.5846548406050Cc-46.44745×58.5846548406050Ee-46.44745×58.5846548406050Gg-46.44756×510.836548406050Ii94.70645×58.5846550407050斜腹杆aB-418.02545×58.58465218112230120Bc322.57680×515.8246516887180100cD-253.41680×618.8661325715070De170.92645×58.5846517892190110eF-112.03170×513.756559408050Fg55.58145×58.5846548406050gH44.70545×58.5846548406050Hi-74.40975×617.5946648486060各节点焊缝尺寸见下表：附录：电算过程：计算单位力作用下的分配系数工况一：全跨单位力工况二：左半跨单位力工况三：右半跨单位力输入文件**********************************************************************1钢梁2013.1.11**********************************************************************206E64926331211.0E-102311.0E-101311.0E-101511.0E-103511.0E-103411.0E-104511.0E-104611.0E-105611.0E-105811.0E-106811.0E-106711.0E-107811.0E-108911.0E-1081111.0E-107911.0E-1091111.0E-1091011.0E-10101111.0E-10101211.0E-10111211.0E-10111411.0E-10121411.0E-10121311.0E-10131411.0E-10131511.0E-10141511.0E-10141711.0E-10151711.0E-10151611.0E-10161711.0E-10161811.0E-10171811.0E-10172011.0E-10182011.0E-10181911.0E-10192011.0E-10192111.0E-10202111.0E-10202311.0E-10212311.0E-10212211.0E-10222311.0E-10222411.0E-10232411.0E-10232611.0E-10242611.0E-10242511.0E-10252611.0E-10000190013502035285021852850043502335585024855850073502635885027858850010350293511850308511850013350293514850278514850016350263517850248517850019350233520850218520850022350203523700190023700011012026201720-0.5030-1040-1060-1070-1090-10100-10120-10130-10150-10160-10180-10190-10210-10220-10240-10250-0.500920-0.5030-1040-1060-1070-1090-10100-10120-10130-0.5009130-0.50150-10160-10180-10190-10210-10220-10240-10250-0.500输出文件InputDataFileName:in.txtOutputFileName:out,txt**********************************************************************1钢梁2013.1.11**********************************************************************TheInputDataTheGnenralInformationENMNJNSNLC2.060E+08492633TheInformationofMemembersmemberstartendAI1121.000000E+001.000000E-102231.000000E+001.000000E-103131.000000E+001.000000E-104151.000000E+001.000000E-105351.000000E+001.000000E-106341.000000E+001.000000E-107451.000000E+001.000000E-108461.000000E+001.000000E-109561.000000E+001.000000E-1010581.000000E+001.000000E-1011681.000000E+001.000000E-1012671.000000E+001.000000E-1013781.000000E+001.000000E-1014891.000000E+001.000000E-10158111.000000E+001.000000E-1016791.000000E+001.000000E-10179111.000000E+001.000000E-10189101.000000E+001.000000E-101910111.000000E+001.000000E-102010121.000000E+001.000000E-102111121.000000E+001.000000E-102211141.000000E+001.000000E-102312141.000000E+001.000000E-102412131.000000E+001.000000E-102513141.000000E+001.000000E-102613151.000000E+001.000000E-102714151.000000E+001.000000E-102814171.000000E+001.000000E-102915171.000000E+001.000000E-103015161.000000E+001.000000E-103116171.000000E+001.000000E-103216181.000000E+001.000000E-103317181.000000E+001.000000E-103417201.000000E+001.000000E-103518201.000000E+001.000000E-103618191.000000E+001.000000E-103719201.000000E+001.000000E-103819211.000000E+001.000000E-103920211.000000E+001.000000E-104020231.000000E+001.000000E-104121231.000000E+001.000000E-104221221.000000E+001.000000E-104322231.000000E+001.000000E-104422241.000000E+001.000000E-104523241.000000E+001.000000E-104623261.000000E+001.000000E-104724261.000000E+001.000000E-104824251.000000E+001.000000E-104925261.000000E+001.000000E-10TheJointCoordinatesjointXY1.000000.0000002.0000001900.00000031350.0000002035.00000042850.0000002185.00000052850.000000.00000064350.0000002335.00000075850.0000002485.00000085850.000000.00000097350.00000026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