混凝土实训

单向板现浇肋型楼盖设计（1）设计资料：1）总平面尺寸为mm1812，承重结构为外墙内柱，外墙厚370mm，外墙轴线距离外边缘120mm。柱的截面尺寸为mm350350，板搁置在墙上的长度为120mm,次梁搁置在墙上的长度为250mm，主梁搁置在墙上的长度为370mm。2）楼面做法：楼面面层为20mm厚的水泥砂浆找平，板、梁的天花板抹灰为15mm厚的混合砂浆，喷大白浆一道。3）楼面活荷载标准值为2/0.8mkN4）材料：混凝土C30梁受力主筋采用HRB400钢筋箍筋为HPB300（2）设计要求1）板、次梁内力按塑性内力重分布计算；2）主梁内力按弹性理论计算；3）绘出楼面结构平面布置及板、次梁和主梁的配筋施工图。步骤如下：一、梁格尺寸布置及确定构件尺寸主梁沿横向布置，次梁沿终向布置，主、次梁的跨均曲为6m，板的跨度2m，板的长边和短边之比为6/2=3，按短边方向受力的单向板计算。板的厚度mmmmhmmlh90h,70,5040/200040/min取且次梁的尺寸：mmlh)500~333(6000)12/1~18/1()12/1~18/1(取h=500mm;mmb)250~167(500)3/1~2/1(h3/1~2/1(）取b=200mm。即次梁的截面尺寸为mmhb500200主梁的尺寸：mmlh)750~428(6000)8/1~14/1()8/1~14/1(取h=500mm;mmb)250~167(500)3/1~2/1(h3/1~2/1(）取b=250mm。即主梁的截面尺寸为mmhb500250二、板的设计（采用塑性理论计算—塑性内力重分布）截面尺寸（取单位板宽作为计算单元，即b=1000mm，板原h以10mm为模数）1、荷载设计值恒载板自重mKN/5.211.025面层自重mKN/4.0102.020板底抹灰mKN/255.01015.017mKNg/486.32.1)255.04.05.2(活载mKNq/4.103.18（楼面活载大于4KN/m时，活载分项系数取1.3）总荷载mKNqg/886.132、计算简图计算跨度：边跨mhln695.12/901.025.00.22/maln71.12/1201.025.00.22/取较小值，故取ml695.101中间跨mlln8.12.00.20边跨和中间跨度相差%10%19.6695.18.1695.10001lll，故可按等跨连续板计算内力。板的计算简图如图1-1所示。（实际跨数大于5跨按5跨计算）图1-1板的计算详图3、内力计算mKNlqgM63.37.1886.13111)(1112201mKNlqgMB09.48.1886.13111)(111220mKNlqgM81.28.1886.13161)(1612202mKNlqgMC21.38.1886.13141)(1412204.配筋计算板的有效高度为mmhh702090200。各截面配筋计算过程见表1-2.截面1B2C3-42-33-42-3)(mkNM3.63-4.092.812.248-3.21-2.5680hb701000x3.754.22.852.53.32.6As149166.8113.299.3131.1103.3选配钢筋150@6150@6150@6150@6150@6150@6配筋面积188188188188188188最小配筋率对应的钢筋面积%2.0360/)43.145.0(%,2.0max/45.0%,2.0maxminytffp2minmin180100090%2.0mmbhpAs，均满足最小配筋率要求。三、次梁的计算和配筋1.材料等级确定纵筋HRB400箍筋HPB300混凝土C302.计算简图（1）荷载设计值恒载板传来的荷载mKN/972.62486.3梁结构自重mKN/46.22509.05.02.02.1梁侧抹灰mKN/25.022.109.05.0015.017mKNg/683.925.046.2972.6活载mKNq/8.2023.18（楼面活载大于4KN/m时，活载分项系数取1.3）总荷载mKNqg/483.30（2）计算跨度：净跨mln625.5125.025.06边跨mlln77.5025.11maln75.52/25.0625.52/取较小值，故取ml75.501中间跨mlln75.525.060边跨和中间跨度相差%10075.575.575.50001lll，故可按等跨连续板计算内力。3.内力计算弯矩计算mKNlqgM62.9175.5483.30111)(1112201mKNlqgMB62.9175.5483.30111)(111220mKNlqgM99.6275.5483.30161)(1612202剪力计算KNlqgVnA16.77625.5483.3045.0)(45.0KNlqgVnB88.102625.5483.306.0)(6.0左KNlqgVnB4.9675.5483.3055.0)(55.0右4.配筋计算次梁跨中截面按T型截面进行承载力计算，翼缘宽度按下面计算：按梁跨度考虑：mlbf92.13/75.53/'按梁净距nS考虑：mSbbnf05.22.0225.0'按翼缘高度考虑：mmh460405000，mmhf90'1.0196.0460900'hhf，翼缘计算宽度'fb取三者较小值，即mmbf1920'判别T形截面类型mKNmKNmmNhhbffhffc62.9110251010254609019203.140.1629020''1'属于第一类T形截面次梁正截面承载力计算截面1B2mKNM91.62-91.6262.99)('fbb19202001920x7.375.95SA556.7603381选用钢筋414414412实用钢筋615615452最小配筋率验算mmhxbb2.23946052.00%2.0}/45.0%,2.0{minytffMax2min200500200%2.0mmhb所以均满足要求,,minhbAxxsb次梁斜截面承载力计算截面A左B右BKNV77.16102.8896.4Nfbhcc025.0328900V328900V328900VNfbht07.092092V92092V92092VSAsv/-0.090.0650.026箍筋肢数、直径626262svA575757实配箍筋间距（mm）200200200验算构造要求00127.027043.124.0minSV00143.020020057sbASVSV满足要求,minSVSV四．主梁1.材料确定钢筋选用HRB400箍筋选用HPB300混凝土选用C302.计算简图计算跨度：净跨mln575.52/35.025.06边跨mblln935.52/025.11mbaln9.52/2/取较小值，故取ml9.501荷载设计值恒载主梁结构自重m/15.62522.11KNhhbg板主主次梁传来恒载mKNg/1.586683.92梁侧抹灰mKNg/5.017015.0209.05.022.13mKNg/75.645.01.5815.6活载mKNq/8.12468.203.内力计算项次荷载简图1MK2MKBMKAVKBVK1恒载81.84222.081.84222.021.127333.019.43667.031.86333.12活载46.163222.046.163222.019.245333.024.83667.036.166333.13活载7.204278.099.4097.122167.096.103833.064.145167.1弯矩组合1+2248.27248.27-372.4126.43252.671+3289.51125.80-250.18147.15231.95取大值289.51248.27-372.4147.15252.67主梁跨中截面按T型截面进行承载力计算，翼缘宽度按下面计算：按梁跨度考虑：mlbf23/63/'按梁净距nS考虑：mSbbnf625.0625.0'按翼缘高度考虑：mmh460405000，mmhf90'1.0207.0435900'hhf，翼缘计算宽度'fb取三者较小值，即mmbf2000'判别T形截面类型mKNmKNmmNhhbffhffc4.37286.10031086.10034359020003.140.1629020''1'故各跨跨中截面均属于第一类T形截面。跨中截面均按一排钢筋考虑，故均取mmh460405000支座截面按矩形截面计算，mmh410905000B支座处最大负弯矩mKNbVMM18.3282/35.067.2524.3722/'主梁正截面承载力计算截面1（双排）B（验算为双筋）mKNM289.51-328.180')(hbbf4352000405250x24213.2SA1906.72854.87选用钢筋622（双排）625（双排）实用钢筋22812945B支座2'68.737mmAS，选用钢筋318最小配筋率验算mmhxbb2.22643552.00%2.0}/45.0%,2.0{minytffMax2min250500250%2.0mmhb所以均满足要求,,minhbAxxsb主梁斜截面承载力计算截面A左BKNV147.15252.67验算构造要求00127.027043.124.0minSV00202.0200250101sbASVSV，00452.0200250226sbASVSV满足要求,minSVSV4.主次梁相交处吊筋计算（只考虑吊筋）所需吊筋截面面积为23mm47945sin2702108.1241.58sin2。）（ysbfQGA选用218，2509mmAsbNfbhcc025.0411125V411125VNfbht07.0115115V115115VSAsv/0.1930.831箍筋肢数、直径82122svA101226实配箍筋间距（mm）200200