钢结构设计基本原理课后答案肖亚明

实用文档.合肥工业大学出版社出版（肖亚明主编）第三章1.解：Q235钢、2/160mmNfwf、kNN600（1）采用侧面角焊缝最小焊脚尺寸：mmthf6.5145.15.1max角钢肢背处最大焊脚尺寸：mmthf12102.12.1min角钢肢尖处最大焊脚尺寸：mmthf8~9)2~1(10)2~1(角钢肢尖和肢背都取mmhf8查 表 关于同志近三年现实表现材料材料类招标技术评分表图表与交易pdf视力表打印pdf用图表说话 pdf 3-2得：65.01K、35.02KkNNKN39060065.011，kNNKN21060035.022所需焊缝计算长度：mmfhNlwffw63.21716087.02103907.02311mmfhNlwffw19.11716087.02102107.02322焊缝的实际长度为：mmhllfw63.2338263.217211，取240mm。mmhllfw19.1338219.117222，取140mm。（2）采用三面围焊缝，取mmhf6正面角焊缝承担的内力为：kNflhNwffwf97.16316022.1100267.07.033侧面角焊缝承担的内力为：kNNNKN01.3082/97.16360065.02/311kNNNKN02.1282/97.16360035.02/322所需焊缝计算长度：实用文档.mmfhNlwffw17.22916067.021001.3087.02311mmfhNlwffw25.9516067.021002.1287.02322焊缝的实际长度为：mmhllfw17.235617.22911，取240mm。mmhllfw25.101625.9522，取110mm。2.解：Q235钢、2/160mmNfwf（1）取mmdd17021角焊缝受到轴力和剪力的共同作用，且均作用在角焊缝形心处角焊缝受到轴力为：kNN23.49915.15.160022角焊缝受到剪力为：kNV82.33215.1160022ffwhhl23402170223/2.19516022.1)2340(4.11023.4997.02mmNfhhlhNwffffwff由上式求得：mmhf55.523/160)2340(4.11082.3327.02mmNfhhlhVwfffwff由上式求得：mmhf49.4最小焊脚尺寸mmthf71.6205.15.1max故取焊脚尺寸为mmhf7223/2.195/26.156)72340(74.11023.4997.02mmNfmmNlhNwffwff23/16018.104)72340(74.11082.3327.02mmNflhVwfwff实用文档.222222/160/10.16518.10422.1/26.156/mmNfmmNwffff由于折算应力较接近wff，故取mmhf8可满足要求。（2）改取mmd1501，mmd1902角焊缝受到轴力、剪力和弯矩的共同作用角焊缝受到轴力为：kNN23.49915.15.160022角焊缝受到剪力为：kNV82.33215.1160022角焊缝受到弯矩为：mmNmmkNNeM6109846.96.99842023.499mmhe6.587.0，mmhlfw3248234021901504631074.31123246.52mmIw3361096.1953241074.3123242mmIWww最大正应力为：22363/2.19516022.1/53.1881096.195109846.932487.021023.4997.02mmNmmNWMlhNwwff23/16072.9132487.021082.3327.02mmNflhVwfwff222222/160/70.17972.9122.1/53.188/mmNfmmNwffff不满足要求。3.解：Q235钢、2/160mmNfwf（1）角焊缝①最小焊脚尺寸：mmthf2.5125.15.1max最大焊脚尺寸：mmthf4.14122.12.1min取mmhf6实用文档.xx角焊缝①受到轴力和弯矩的共同作用角焊缝受到轴力为：kNFN100角焊缝受到弯矩为：mkNNeM220100mmhe2.467.0，mmhlfw1886220022004631065.4121882.42mmIw3361048.491881065.421882mmIWww最大正应力为：22363/2.19516022.1/74.1031048.4910218867.02101007.02mmNmmNWMlhNwwff满足要求。（2）角焊缝②③角焊缝的有效截面如图所示取mmhf8角焊缝有效截面形心位置：mmyy03.136)6.519226.54.5526.5134/(]2/1926.51922)8.2192(6.54.552)8.212192(6.5134[2剪力由腹板焊缝承担，腹板面积为：24.21506.51922mmAw全部焊缝对x轴的惯性矩为：4632221056.1512/1926.52)2/19203.136(6.51922)8.203.136192(6.54.552)8.21203.136192(6.5134mmIw实用文档.翼缘焊缝最外边缘的截面模量：346111015.216.51203.1361921056.15mmhIWww翼缘和腹板连接处的截面模量：346221081.2703.1361921056.15mmhIWww腹板底边缘处的截面模量：346231044.1103.1361056.15mmyIWww弯矩：mkNM12120100由弯矩得最大应力为：24633/90.1041044.111012mmNWMw腹板的剪应力为：23/50.464.2150/10100/mmNAFw翼缘和腹板连接处的折算应力；2222223/160/75.9750.4622.190.104mmNfmmNwff满足要求。4.解：Q235钢、查附表1-2得2/185mmNfwt，2/125mmNfwv，2/215mmNfwc焊缝有效截面形心位置：mmyy13.134)1218812126/(]2/18812188)6188(12126[2焊缝对x轴的惯性矩为：实用文档.1261881212y2y1463221070.1512/18812)2/18813.134(12188)613.13412188(12126mmIx翼缘焊缝边缘的截面模量：346111083.2313.134121881070.15mmyIWx翼缘和腹板连接处的截面模量：346221014.2913.1341881070.15188mmyIWx腹板底边缘处的截面模量：346231070.1113.1341070.15mmyIWx弯矩：FM120由翼缘上边缘处焊缝拉应力241/1851083.23120mmNfFWMwtt得：kNF38.367120/1083.231854由腹板下边缘处焊缝压应力243/2151070.11120mmNfFWMwcc得：kNF62.209120/1070.112154由腹板焊缝单独承担剪力，腹板的剪应力实用文档.x1x25005.65.61975.6xxyy2/125)12188/(/mmNfFAFwvw得：kNF00.28212188125腹板下端点正应力、剪应力均较大，由腹板下端点的折算应力222422/5.2031851.11.11218831070.111203mmNfFFwtc得：kNF84.158综上得该连接所能承受的最大荷载为kNF84.158。5.解：Q345B钢、2/200mmNfwf，mmhf8角焊缝有效截面的形心位置：mmxx41.43)6.55006.51972(/)2/1976.51972(1截面的惯性矩：46321023.19612/5006.52506.51972mmIwx462321011.1941.435006.512/1976.52)41.432/197(6.51972mmIwy4331034.21510)11.1923.196(mmIIJwywx扭矩：FFT59.461)41.43205300(由扭矩产生的最大应力266/2001088.5351034.21525059.461mmNfFFJrTwfyTf得：kNF22.3731088.535/2006266/24420022.11023.3291034.215)41.43197(59.461mmNfFFJrTwffxTf得：kNF12.7411023.329/2446由力F产生的应力实用文档.26/2441074.1996.55006.51972mmNfFFAFwffwVf得：kNF59.12211074.199/2446由最大应力点的折算应力262626622/2001032.689)1088.535(22.11074.1991023.329)(mmNfFFFFwfTffVfTf得：kNF14.2901032.689/2006综上得该连接所能承受的最大荷载为kNF14.290。6.解：Q235B钢、2/140mmNfbv，2/305mmNfbc单个螺栓的抗剪承载力设计值：kNfdnNbvvbv44.1061404222422kNftdNbcbc94.933051422kNNNNbcbvb94.93),min(min一侧所需的螺栓数目为：45.794.93/700/minbNNn（个），取8n螺栓的布置如图所示：506080808045804510NN806050净截面强度验算：螺栓群最外端净截面强度：223/215/97.187]14)5.234360/[(10700/mmNfmmNANn净截面强度满足要求。7.解：Q235钢、2/140mmNfbv，2/305mmNfbc，2/170mmNfbt实用文档.单个螺栓的抗剪承载力设计值：kNfdnNbvvbv22.531404221422kNftdNbcbc78.1203051822kNNNNbcbvb22.53),min(min单个螺栓的抗拉承载力设计值：kNfAfdNbtebtebt51.5117030342（1）牛腿下支托承受剪力时由受力最大的螺栓承受的拉力kNNFFymMyNbti51.51133.0)32024016080(23201602222211得：kNF32.386故支托承受剪力时该连接所能承受得最大荷载设计值为kNF32.386。（2）牛腿下支托不承受剪力时由受力最大的螺栓承受的拉力kNNFFymMyNbtit51.51133.0)32024016080(2320160222221得：kNF32.386由kNNFFnFNbcV78.1201.010//1得：kNF80.1207由剪力和弯矩共同作用下100319.022.531.051.51133.02222FFFNNNNbvvbtt得：kNF15.313综上得支托承受剪力时该连接所能承受得最大荷载设计值为kNF51.313。8.解：Q345B钢螺栓采用M22，C级，2/140mmNfbv，2/385mmNfbc螺栓的布置如图所示单个螺栓的抗剪承载力设计值：kNfdnNbvvbv22.531404221422kNftdNbcbc70.843851022实用文档.kNNNNbcbvb22.53),min(min螺栓群承受剪力及扭矩的共同作用扭矩：mkNFeT3.48)2/105.005.03.0(120受力最大的螺栓承受的应力为：kNyxTyNiiTx45.42)200100(45.5210200103.4822262211kNyxTxNiiTy14.11)200100(45.52105.52103.4822262211kNnFNVy12101012031kNNkNNNNbVyTyTx22.5335.481214.1145.42min2221121满足要求，故采用M22。9.解：高强螺栓8.8级，M20（1）摩擦型连接预拉力kNP125，接触表面用喷丸处理，45.0单个螺栓的抗剪承载力设计值：kNPnNfbV3.10112545.029.09.0一侧所需的螺栓数目为：9.63.101700bVNNn个，取7n（2）承压型连接2/250mmNfbv，2/470mmNfbc螺栓的布置如图所示单个螺栓的抗剪承载力设计值：kNfdnNbvvbv0.1572504202422kNftdNbcbc6.1314701420kNNNNbcbvb6.131),min(min一侧所需的螺栓数目为：3.56.131700minbNNn个，取6n10.解：高强螺栓10.9级，M22实用文档.（1）摩擦型连接预拉力kNP190，接触表面用喷丸处理，50.0①角钢肢与牛腿连接取螺栓的个数为5n，栓距为80mm，端距50mm单个螺栓的抗剪承载力设计值：kNPnNfbv00.17119050.029.09.0此处连接承受剪力和扭矩的共同作用，扭矩mkNT75.43)55180(350则受力最大的螺栓承受的应力为：kNnNNvy705/350/kNyxTrNiiyTx38.109)16080(21601075.4322622kNNkNNNbvVyTx00.17186.1297038.1092222满足要求。②角钢肢与柱翼缘连接取螺栓的个数为10n，对称布置在牛腿两侧，栓距为80mm，端距50mm此处连接承受剪力和弯矩的共同作用，弯矩mkNM63180350受力最大的螺栓承受的拉力为：kNPkNymMyNit1521908.08.075.78)16080(4160106322621单个螺栓的抗剪承载力设计值：kNNPnNtfbv20.41)75.7825.1190(50.019.0)25.1(9.0kNNkNnNNbvv20.413510/350/满足要求。（2）承压型连接2/310mmNfbv，2/590mmNfbc，2/500mmNfbt①角钢肢与牛腿连接取螺栓的个数为4n，栓距为80mm，端距50mm单个螺栓的抗剪承载力设计值：kNfdnNbvvbv56.2353104222422kNftdNbcbc6.2595902022kNNNNbcbvb56.235),min(min实用文档.此处连接承受剪力和扭矩的共同作用，扭矩mkNT75.43)55180(350则受力最大的螺栓承受的应力为：kNnNNvy5.874/350/kNyxTrNiiyTx06.164)12040(21201075.4322622kNNkNNNbVyTx56.23594.1855.8706.164min2222满足要求。②角钢肢与柱翼缘连接取螺栓的个数为8n，对称布置在牛腿两侧，栓距为80mm，端距50mm单个螺栓的抗剪承载力设计值：kNfdnNbvvbv78.1173104221422kNftdNbcbc6.2595902022kNNNNbcbvb78.117),min(min此处连接承受剪力和弯矩的共同作用，弯矩mkNM63180350受力最大的螺栓承受的拉力为：kNymMyNit03.82)12040(4120106322621kNNkNnNNbcv33.2162.1/75.438/350/166.078.11775.4350.15103.822222bvvbttNNNN满足要求。第四章三.计算 题 快递公司问题件快递公司问题件货款处理关于圆的周长面积重点题型关于解方程组的题及答案关于南海问题 1.解：Q235截面Ⅰ净截面面积：22206.3094)5.212454010045(102mmAn由应力fANn/，得：kNfANn22.66521506.3094截面Ⅱ实用文档.净截面面积：23370)5.214510045(102mmAn由应力fANn/得：kNfANn55.7242153370综上得此拉杆所能承受的最大拉力为：kNN22.665查型钢表得：cmix05.3，cmiy38.4min查表4-2得：容许长细比250由长细比il/0，得：cmilx5.76225005.30所以，此拉杆容许达到的最大计算长度为：cml5.7620。2.解：Q235钢，kNN2400，ml6AB柱为两端铰接轴心受压柱截面几何特性：2134408400163202mmA46231069.485208163202124008mmIx4631038.8712320162mmIymmAIixx1.19013440/1069.485/6mmAIiyy63.8013440/1038.87/6长细比：15056.311.1901063xoxxil15040.7463.801063yoyyil整体稳定：由长细比查表得稳定系数为：930.0x（b类），723.0y（b类）223/215/10.18613440960.0102400mmNfmmANx223/215/10.24713440723.0102400mmNfmmANy实用文档.y轴整体稳定不满足要求；由以上计算结果知，此柱在y轴的整体稳定承载力不满足要求，可在柱长的中点加侧向支撑来满足稳定承载力的要求。3.解：Q235钢，ml10（1）截面a截面几何特性：21600010320203202mmA46231023.3971702032021232010mmIx4631023.10912320202mmIymmAIixx56.15716000/1023.397/6mmAIiyy62.8216000/1023.109/6长细比：15046.6356.15710103xoxxil15003.12162.8210103yoyyil由长细比查表得稳定系数为：788.0x（b类），375.0y（c类）由整体稳定fAN得：kNAfN123020516000375.0min故截面a的柱所能承受的最大轴心压力设计值为：kNN1230。（2）截面b截面几何特性：2160008400164002mmA46231044.596208164002124008mmIx4631067.17012400162mmIymmAIixx07.19316000/1044.596/6实用文档.mmAIiyy28.10316000/1067.170/6长细比：1508.5107.19310103xoxxil1508.9628.10310103yoyyil由长细比查表得稳定系数为：848.0x（b类），476.0y（c类）由整体稳定fAN得：kNAfN44.163721516000476.0min故截面b的柱所能承受的最大轴心压力设计值为：kNN44.1637。4.解：Q235钢，kNN1000，mlx30，mly60取80x，80y查表得：688.0x（b类），688.0y（b类）所需截面面积：2341.6760215688.0101000mmfNAmmlixoxx5.3780/3000/mmliyoyy7580/6000/由各截面回转半径的近似值查附表9-1得：hix28.0，biy24.0则mmh93.13328.0/5.37，mmb5.31224.0/75选取截面121252002截面验算：查型钢表得：28.759.372cmA，cmix57.3，cmiy54.91500.847.351033xoxxil1509.624.951063yoyyil查表得：661.0x（b类），792.0y（b类）实用文档.223/215/58.1997580661.0101000mmNfmmNANx满足要求，故选用121252002。5.解：Q235钢，kNN1000，mlx60，mly30（1）热轧工字钢取80x，80y查表得：783.0x（a类），688.0y（b类）所需截面面积：2341.6760215688.0101000mmfNAmmlixoxx7580/6000/mmliyoyy5.3780/3000/由各截面回转半径的近似值查附表9-1得：hix39.0，biy20.0则mmh31.19239.0/75，mmb5.18720.0/5.37选取截面a45（h=450mm,b=150mm）截面验算：b/h=0.333<0.8查型钢表得：2102cmA，cmix7.17，cmiy89.21509.331771063xoxxil1508.1039.281033yoyyil查表得：955.0x（a类），530.0y（b类）223/215/98.18410200530.0101000mmNfmmNANx满足要求，故选用a45。（2）3块剪切边的钢板焊成工字形截面取80x，80y查表得：688.0x（b类），578.0y（c类）实用文档.所需截面面积：238047215578.0101000mmfNAmmlixoxx7580/6000/mmliyoyy5.3780/3000/由各截面回转半径的近似值查附表9-1得：hix43.0，biy24.0则mmh4.17443.0/75，mmb25.15624.0/5.37选取截面：翼缘板宽200mm，翼缘板厚12mm，腹板高250mm，腹板厚10mm截面验算：截面几何特性：2730010250122002mmA46231039.951311220021225010mmIx463101612200122mmIymmAIixx31.1147300/1039.95/6mmAIiyy82.467300/1016/6长细比：1505.5231.1141063xoxxil1501.6482.461033yoyyil由长细比查表得稳定系数为：844.0x（b类），681.0y（c类）223/215/15.2017300681.0101000mmNfmmNANx满足要求局部稳定：41.161.641.010/135)1.010(92.71295maxyftb05.571.645.025/135)5.025(2510250max0ywfth实用文档.满足要求刚度、整体稳定及局部稳定均满足要求，故选用此截面。（3）设计柱脚，基础混凝土的强度等级为C20702007010104327443123++2/6.9mmNfc，锚栓采用mmd20，则其孔面积约为5000mm21）底板尺寸底板所需面积23010916750006.9101000mmAfNAc靴梁厚度取10mm底板宽度：mmB360702102200底板长度：mmBAL24.303360/109167/，取360mm采用360360LB，靴梁、肋板的布置如图所示基础对底板的压应力为：223/02.8)5000360/(101000/mmNANqn三边支承板：区格①3.0215.0200/43/11ab，可按悬臂板计算mmNqbM5.74144302.82/12/12211区格②3.028.0250/70/11ab，可按悬臂板计算mmNqbM196497002.82/12/12211四边支承板（区格③）：63.295/250/11ab，查表4-8得112.0mmNqaM81319502.8112.0224实用文档.底板厚度mmfMt98.23205/196496/6max，取mmt24。2）靴梁计算靴梁与柱身的连接按承受柱的压力计算，为四条侧面角焊缝连接，取mmhf10，则焊缝的计算长度为mmfhNlwffw223160107.041010007.043取靴梁高即焊缝长度260mm。靴梁与底板的连接焊缝传递柱压力，取mmhf10，所需焊缝总计算长度为mmfhNlwffw732160107.022.11010007.022.13焊缝的实际计算总长度超过此值。靴梁作为支承于柱边的双悬臂简支梁，悬伸部分长度mml43，取其厚度mmt10，底板传给靴梁的荷载mmNBqq/6.14432/02.83602/1靴梁支座处最大剪力NlqV8.62074436.14431max靴梁支座处最大弯矩mmNlqM2.1334608436.14432/12/1221max22max/125/81.35102608.620745.15.1mmNfmmNhtVv222max/215/84.11260102.13346086mmNfmmNWM靴梁强度满足要求。3）肋板计算将肋板视为支承于靴梁的悬臂梁，悬伸长度为mml70取其厚度mmt10。其线荷载可偏安全假设为mmNLqq/6.14432/02.83602/2肋板与底板的连接为正面角焊缝，取mmhf12，焊缝强度为222/160/87.1401222.17.06.144322.17.0mmNfmmNlhlqwfwfwf实用文档.肋板与靴梁的连接为侧面角焊缝，所受肋板的支座反力为NR101052706.1443取mmhf7，所需焊缝长度为mmfhRlwffw45.6416077.021010527.02取肋板高度130mm。肋板支座处最大剪力NlqV101052706.14432max肋板支座处最大弯矩mmNlqM3536820706.14432/12/1222max22max/125/60.116101301010525.15.1mmNfmmNhtVv222max/215/57.1251301035368206mmNfmmNWM肋板强度满足要求。前面柱脚板件区格弯矩相差较大，重新设置肋板如上图基础对底板的压应力为：223/02.8)5000360/(101000/mmNANqn三边支承板：200707010120110110101010①②③④实用文档.区格①3.0215.0200/43/11ab，可按悬臂板计算mmNqbM5.74144302.82/12/12211区格②58.0120/70/11ab，0688.0mmNqaM57.794512002.80688.02213四边支承板（区格③）：63.295/250/11ab，查表4-8得112.0mmNqaM81319502.8112.0224两边支承板（区格④）：mmbmma06.5938.130/70110,38.13070110122145.038.130/06.59/11ab，049.0mmNqaM24.668038.13002.8049.02212底板厚度mmfMt42.15205/81316/6max，取mmt20。6.解：Q235钢，kNN2400，ml6（1）选取分肢截面尺寸（按实轴稳定条件确定）取60y查表得：807.0y（b类）所需截面面积：2313832215807.0102400mmfNAymmliyoyy10060/6000/选取截面2[36b截面验算：查型钢表得：218.13609.682cmA，cmiy63.13，cmi70.21，cmz37.20，417.496cmI长细比：实用文档.1500.443.1361063yoyyil由长细比查表得稳定系数为：882.0y（b类）223/215/82.19913618882.0102400mmNfmmNANy满足要求，故选用2[36b。（2）确定分肢间距（按虚轴稳定条件确定）取缀条556，查得2142.5cmA0.40542213618270.44227212AAyxmmlixoxx00.1500.40/6000/查附表9-1得：bix44.0，故mmibx91.34044.0/0.15044.0/，取mmb340。两槽钢翼缘间净距为mmmm100144982340，满足构造要求。验算虚轴稳定：46242011041.301)7.23170(6809107.4962222mmzbAIIxmmAIixx77.148136181041.3016mmilxoxx3.4077.148/6000/1503.44542213618273.40227212AAxxo查得：881.0x（b类）223/215/04.20013618881.0102400mmNfmmNANx满足要求。（3）分肢稳定（只有斜缀条o45）01.313.447.07.067.210.27)7.232340(2max1011il实用文档.故分肢的刚度、强度和整体稳定无需进行验算，均满足要求。（4）斜缀条稳定柱剪力：kNfAfVy44.34852151361823585斜缀条内力：kNVVNo35.2445sin2/44.34sin2/sin1115062.370.11/]45sin/)7.232340[(/min011oil查表得：908.0（b类）强度设计值折减系数查附表1-5得：656.062.370015.06.00015.06.022311/04.141215656.0/48.49542908.01035.24mmNfmmNAN满足要求。缀条无孔洞削弱，不必验算强度。缀条的连接角焊缝采用两面侧焊，按要求取mmhf5；单面连接的单角钢按轴心受力计算连接时，85.0。则焊缝的计算长度：mmfhNklwffw81.3516085.057.01035.247.07.03111mmfhNklwffw34.1516085.057.01035.243.07.03122肢尖与肢背焊缝长度均取50mm。柱中间设置横隔，与斜缀条节点配合设置。7.解：Q235钢，kNN1500，ml5.7（1）选取分肢截面尺寸（按实轴稳定条件确定）取60y查表得：807.0y（b类）所需截面面积：238645215807.0101500mmfNAymmliyoyy12560/7500/查附表9-1得：hiy38.0，故mmihy95.32838.0/12538.0/实用文档.选取截面2[32a截面验算：查型钢表得：2975.482cmA，cmiy44.12，cmi51.21，cmz24.20，417.304cmI长细比：1503.604.124105.73yoyyil由长细比查表得稳定系数为：806.0y（b类）223/215/86.1919700806.0101500mmNfmmNANy满足要求，故选用2[32a。（2）确定分肢间距（按虚轴稳定条件确定）3.60yox2.303.605.05.0max，取3013.52303.6022212yxmmlixoxx40.1433.52/7500/查附表9-1得：bix44.0，故mmibx91.32544.0/40.14344.0/，取mmb320。两槽钢翼缘间净距为mmmm100144882320，满足构造要求。验算虚轴稳定：mmilo7531.2530111，取缀板净距mmlo760146242011075.189)4.22160(4850107.3042222mmzbAIIxmmAIixx86.13997001075.1896mmilxoxx6.5386.139/7500/1504.61306.5322212xxo查得：800.0x（b类）实用文档.223/215/30.1939700800.0101500mmNfmmNANx满足要求。（3）分肢稳定7.304.615.07.030max1及40故分肢的刚度、强度和整体稳定无需进行验算，均满足要求。（4）缀板设计纵向高度mmchb47.183)4.222320(3232，厚度mmctb88.6404.22232040，取mmmmthbb8200。相邻缀板净距mmlo7601，相邻缀板中心矩mmhllbo96020076011。缀板线刚度之和与分肢线刚度比值为：621.12960/107.304)4.222320/()12/2008(2//4311lIcIb缀板刚度满足要求。柱剪力：kNfAfVy54.2485215970023585缀板弯矩：mmkNlVlVMb6.58892960254.242221111缀板剪力：kNclVVb80.42)4.222320(296054.24111222321/215/43.1102008106.588966mmNfmmNhtMbbb2231/125/12.402008108.425.15.1mmNfmmNhtVvbbb满足缀板的强度要求。缀板焊缝计算。采用三面围焊，计算时可偏安全地仅考虑端部纵向焊缝，取焊脚尺寸mmhf7，mmlw200。则298020077.07.0mmlhAwfwmmlhWwfw67.32666620077.067.0322实用文档.2231/2.19516022.1/29.18067.32666106.5889mmNfmmNWMwffwbf2231/160/67.439801080.42mmNfmmNAVwfwbf在弯矩和剪力共同作用下焊缝的折算应力为222222/160/10.15467.4322.129.180mmNfmmNwffff焊缝强度满足要求。第五章四.计算题1.解：Q235钢，ml5.5荷载 标准 excel标准偏差excel标准偏差函数exl标准差函数国标检验抽样标准表免费下载红头文件格式标准下载 值：mkNqk/5.34245.10荷载设计值：mkNq/2.46244.15.102.1弯矩设计值：mkNqlMx69.1745.52.46818122（1）假定梁的受压翼缘设置可靠的侧向支承，可以保证梁的整体稳定由抗弯强度要求的截面模量为：3361082.77321505.11069.174mmfMWxxnx查型钢表选用I36a，截面几何特性：3878cmWx，415796cmIx，质量mkgq/0.60强度验算：22326/215/44.1921087805.18/55002.16.01069.174mmNfmmNWMnxxx满足要求。挠度验算：2501428110157961006.25500)6.05.34(384538454533lEIlqlxkx满足要求。故选用此截面。（2）假定梁的受压翼缘无可靠的侧向支承按整体稳定确定梁截面假定工字钢型号在I45～I63之间，均布荷载作用在梁上翼缘，自由长度实用文档.ml5.51，由附表3-2查政体稳定系数6.0660.0b，所以643.0660.0282.007.1282.007.1bb所需毛截面抵抗矩：3361063.1263215643.01069.174mmfMWbxnx查型钢表选用I45a，截面几何特性：31433cmWx，432241cmIx，质量mkgq/4.80强度验算：22326/215/52.11810143305.18/55002.1804.01069.174mmNfmmNWMnxxx满足要求。整体稳定验算：22326/215/54.193101433643.08/55002.1804.01069.174mmNfmmNWMxbx满足要求。故选用此截面。（3）假设梁的跨度中点处受压翼缘设置一可靠的侧向支承，此梁的整体稳定不一定保证。按整体稳定确定梁截面假定工字钢型号在I22～I40之间，自由长度ml75.22/5.51，由附表3-2查整体稳定系数6.01.2b，所以936.01.2282.007.1282.007.1bb所需毛截面抵抗矩：3361007.868215936.01069.174mmfMWbxnx查型钢表选用I36c，截面几何特性：3964cmWx，417351cmIx，质量mgq/3.71强度验算：22326/215/78.1751096405.18/55002.1713.01069.174mmNfmmNWMnxxx实用文档.满足要求。整体稳定验算：22326/215/19.19710964936.08/55002.1713.01069.174mmNfmmNWMxbx满足要求。故选用此截面。2.解：Q235钢，ml15，400/l截面形心位置mmx6708120020320204206208120010203201230204204622231008.6598)10670(20320)106701240(20420)620670(120081212008mmIx（1）抗弯强度366110576.115701008.65986701240mmIWxx366210848.96701008.6598670mmIWxxmkNMx20905400152.381222662/205/12.20210848.905.1102090mmNfmmNWMnxxx满足要求。（2）抗剪强度中和轴处截面的面积矩：3321059142/8)206701240()106701240(20420mmSxo上翼缘与腹板交界处的面积矩：331104704)106701240(20420mmSx下翼缘与腹板交界处的面积矩：332104224)10670(20320mmSx支座处剪力最大，所受最大剪应力为：22633/120/50.4781008.659810591410)5.72.3400(mmNfmmNtIVSvwxxo实用文档.满足要求。（3）局部承压强度取支撑长度ma2.0，则mmhalyz3002052005223/205/67.1668300104000.1mmNfmmNtlFwzc满足要求，无需设置支撑加劲肋。（4）折算应力在集中力作用处弯矩、剪力、局部压应力均较大集中力作用处：mkNMx20805.252.355.72.35400kNV40852.35.72.3400腹板与上翼缘交界处的应力为：26611/68.17910576.11102080mmNWMnxx263311/36.3681008.659810470410408mmNtIVSwxx2/67.166mmNc腹板与上翼缘交界处的折算应力为：22222211221/5.2252051.11.1/31.17736.3668.17967.16667.16668.1793mmNfmmNcc满足要求。（5）挠度400152011008.65981006.2101500010)2.1/2090(10656lEIlMlxkx满足要求。3.解：Q235B钢，ml6mkNM8.736)4.1302.16(41max按整体稳定确定梁截面：假定工字钢型号在I22～I40之间，荷载作用在梁下翼缘，自由长度ml61，由附表3-2查政体稳定系数6.007.1b，所以806.007.1282.007.1282.007.1bb实用文档.所需毛截面抵抗矩：3361088.425215806.0108.73mmfMWbxx考虑到葫芦轮子对轨道梁下翼缘的磨损，所需333102.4739.0/1088.425mmWx查型钢表选用I28a，截面几何特性：3508cmWx，47115cmIx，质量mkgq/5.43强度验算：22326/215/76.1421050805.18/60002.1435.0108.73mmNfmmNWMnxxx满足要求。整体稳定验算：22326/215/98.18510508806.08/60002.1435.0108.73mmNfmmNWMxbx满足要求。故选用此截面。4.解：Q235B钢，ml9截面几何特性：2112008008122002mmA46231055.1132406122002128008mmIx463101612200122mmIy36610749.2412/1055.1132mmWxmmAIiyy80.3711200/1016/6mkNMx94.30792.11104192.19.0812（1）梁在跨中无侧向支承，集中荷载作用于梁上翼缘10.23880.37/9000/yyyilmmh824，mmt1210.2655.0824200129000111hbtl实用文档.查附表3-1得：8479.0655.018.073.018.073.0b276.08244.41210.238110749.210.2388241120043208479.04.414320262212htWAhyxybb2266/215/86.40510749.2276.01094.307mmNfmmNWMxbx整体稳定不满足要求。（2）材料改用Q345B钢188.03452358244.41210.238110749.210.2388241120043208479.03452354.414320262212htWAhyxybb2266/310/84.59510749.2188.01094.307mmNfmmNWMxbx整体稳定不满足要求。（3）集中荷载悬挂于下翼缘查附表3-1得：0466.2655.028.023.228.023.2b6.0666.08244.41210.238110749.210.2388241120043200466.24.414320262212htWAhyxybb646.0666.0/282.007.1b2266/215/40.17310749.2646.01094.307mmNfmmNWMxbx整体稳定满足要求。（4）跨度中点增设上翼缘侧向支承05.11980.37/4500/yyyil实用文档.mmh824，mmt121查附表3-1得：75.1b6.0925.18244.41205.119110749.205.11982411200432075.14.414320262212htWAhyxybb924.0925.1/282.007.1b2266/215/23.12110749.2924.01094.307mmNfmmNWMxbx整体稳定满足要求。5.解：Q235钢，ml6，200/l檩条沿屋面坡向间距为m808.05.25.2175.02选用[10，自重0.10mkN/，加拉条后取0.15mkN/截面几何特性：37.39cmWx，4198cmIx，3min8.7cmWy，cmix94.3，cmiy42.1檩条线荷载标准值为：mmNqk/131.175.05.015.0808.075.0檩条线荷载设计值为：mmNq/432.175.04.15.02.115.0808.02.175.0mmNqx/330.15.21/5.2432.12mmNqy/532.05.21/1432.12弯矩设计值为：mkNMx985.56330.18/12mkNMy598.03532.08/12强度验算：实用文档.223636/215/46.207108.72.110598.0107.3905.110985.5mmNfmmNWMWMnyyynxxx满足要求。挠度验算：垂直于屋面方向的挠度20011381101981006.260005.21/5.2131.13845384545323lEIlqlxkx不满足要求。故选用此截面强度满足要求，而挠度不能满足要求。6.解：Q235钢（1）选择次梁截面将次梁设计为简支梁，受均布荷载作用次梁的荷载线标准值为：mkNqk/633)183(次梁的荷载线设计值为：mkNqd/4.863)184.132.1(次梁的最大弯矩标准值：mkNMxk5.2836638/12次梁的最大弯矩设计值：mkNMx8.38864.868/12次梁的整体稳定能得到保证，故按强度计算所需净截面抵抗矩为3361047.119431005.1108.388mmfMWxxnx查型钢表选用HN128199446，梁自重为66.7kg/m，31300cmWx，429000cmIxmkNMx4.3926667.02.18/164.868/122强度验算：2236/310/47.28710130005.1104.392mmNfmmNWMnxxx满足要求。挠度验算：查附表2-1得250/l2001334110290001006.26000)667.063(384538454533lEIlqlxkx满足要求。实用文档.（2）分别考虑和不考虑腹板屈曲后强度，设计中间主粮截面主梁跨间次梁传递给主梁的集中力为：kNFk0.3826)667.063(kNF2.5236)667.02.14.86(则主梁的支座反力为：kNRk0.114630.382kNR6.156932.523主梁的跨中最大弯矩为：mkNMxk0.515730.38260.38290.19190.1146mkNMx2.706332.52362.52396.26196.1569主梁的整体稳定能得到保证，故按强度计算所需净截面抵抗矩为336102280329505.1102.7063mmfMWxxnx①不考虑腹板屈曲后强度腹板高度wh主梁无净空要求，据刚度条件得梁的最小高度：查附表2-1得400/lT，故mmlfhT07.15851034.1400180002951034.1626min梁的经济高度为：mmWhxs27.1753)1022803(224.034.0选取梁的腹板高度为1800mm。腹板厚度wtmmhtww12.125.3/18005.3/，取mmtw10翼缘尺寸mmhthWAwwwxf33.96681800106118001022803613取翼缘宽度为460mm，厚度为22mm。截面几何特性：238240224602101800mmA实用文档.4102310166.291122460212180010mmIx46101049.2392210166.2mmWx梁自重为78kN/m3，考虑到加劲肋等乘以增大系数1.2。mkNgk/58.338240782.1mkNgd/30.438240782.12.1则主梁的支座反力为：kNRk22.11781858.32/130.382kNR3.16081830.42/132.523主梁的跨中最大弯矩为：mkNMxk99.53011858.38/130.38260.38290.19190.11462mkNMx35.72371830.48/132.52362.52396.26196.15692强度验算：2266/295/43.2931049.2305.11035.7237mmNfmmNWMnxxx满足要求。223/170/35.89101800103.1608mmkNfmmkNthVvww满足要求。刚度验算：4001468110166.21006.210180001099.5301101056lEIlMlxkxT满足要求。故选用此截面。②考虑腹板屈曲后强度截面尺寸取腹板：mmhw1800，mmtw8；翼缘：mmb480，mmt24截面几何特性：23744024480281800mmA4102310305.29122448021218008mmIx实用文档.46101095.2492410305.2mmWx梁自重为78kN/m3，考虑到加劲肋等乘以增大系数1.2。mkNgk/5.337440782.1mkNgd/2.437440782.12.1则主梁的支座反力为：kNRk5.1177185.32/130.382kNR4.1607182.42/132.523主梁的跨中最大弯矩为：mkNMxk15.5331185.38/130.38260.38290.19190.11462mkNMx3.7233182.48/132.52362.52396.26196.15692强度验算：2266/295/11.2761095.2405.1103.7233mmNfmmNWMnxxx满足要求。223/170/62.11181800104.1607mmkNfmmkNthVvww满足要求。刚度验算：4001495110305.21006.210180001015.5331101056lEIlMlxkxT满足要求。腹板局部稳定计算：在支座处和每个次梁处设置支撑加劲肋，另在距梁端部较近范围内设置横向加劲肋，其构造如图所示。实用文档.F/2FFF10001050105090020003000123对板段①mma9001，1/01ha，2.132.1)900/1800(34.5441/20wsth，支座加劲肋受到水平力Ht的作用。梁端头采用如图所示构造。kNRkNfthVsvww4.160738.175432.1/17081800/2.12.1满足要求。对板段②左侧截面剪力kNV8.80542.42/32.5234.16072相应弯矩mkNM482842.42/112.5234)2.2614.1607(22mkNMf68.6198295182424480fMM2mma20001，1/01ha，2.127.2)2000/1800(434.541/20wsthkNVkNfthVsvww8.80533.91527.2/17081800/22.12.1满足要求。对板段③右侧截面剪力kNV6.26192.42/52.5234.16073mma30001，1/01ha，2.155.2)3000/1800(434.541/20wsthkNfthVsvwwu09.79655.2/17081800/2.12.1实用文档.uVV