建筑结构课程设计任务书XXXX1230 (2)

建筑结构课程设计班级：建筑学0902学号：09140220姓名：李浩峰扬州大学图书馆,层高均为5.0米，试设计第三层楼盖。楼盖拟采用整体式单向板肋梁楼盖，混凝土强度等级为C30，钢筋采用HRB400。楼面做法：楼面面层为20mm厚1:2水泥白石子磨光打蜡，找平层为20mm厚1:3水泥砂浆，板底为20mm厚混合砂浆抹灰。解：一，板的设计（按塑性内力重分布计算）（一）荷载设计值板自重2/4.22508.02.1mkN楼板面层2/78.065.02.1mkN板底408.01702.02.1恒荷载2/588.3mkN活荷载2/15.75.53.1mkN总荷载g+q2/738.10mkN993.1588.3/15.7/qg（二）计算简图1.板按考虑塑性内力重分布设计。根据结构平面布置2.取1m宽板作为计算单元，各跨的计算跨度为：中间跨：mlln0.22.02.20边跨：m05.21.005.02.2（三）弯矩计算边跨和中间跨的计算跨长相差%5.2%1002/)205.2(，故可以按等跨连续板计算内力。截面A1B2C弯矩计算系数m161141111161141)/()(20kNmlqgMm82.205.2738.10161222.305.2738.10141200.4)205.22(738.10111268.22738.101612068.32738.101412（四）配筋计算取板的有效高度为mmh600，计算见下表截面A1B2C)/(kNmM-2.823.22576.28.04.002.38.02.68144.28.0-3.06845.28.0201bhfMcS0.0550.0500.0620.0410.048sax2110.0570.0510.030.0420.049)/(201mmbhffxAycs144144144144144选用钢筋200@8190@6200@8190@6200@8实用钢筋面积)(2mm251149251149251验算适用条件bhAbhAss,2min144100080%18.0mmAs518.0b三，次梁的设计主梁的梁高h取700mm，梁宽取250mm。（一）荷载板传来的恒荷载mkN/89.72.2588.3次梁自重mkN/52.2)08.05.0(2.0252.1次梁粉刷mkN/34.002.02)08.05.0(172.1恒荷载gmkN/75.10活荷载qmkN/73.155.52.23.1总荷载qgmkN/48.26gq/46.175.10/73.15（二）计算简图主梁截面尺寸mmmm700250。中间跨ml95.425.02.50边跨nnlmll025.1025.5125.005.02.50边跨和中间跨计算跨长相差%10%51.195.495.4025.5，故可按等跨连续梁计算。（三）内力计算次梁的弯矩计算截面A1B2C弯矩计算系数m161141111161141)/()(20kNmlqgMm-41.8747.8559.9440.55-46.34次梁的剪力计算截面AB（左）B（右）C剪力计算系数v0.500.550.550.55)/()(kNlqgVnv65.5372.0972.0972.09（四）配筋计算次梁跨中截面按T形截面进行承载力计算，其翼缘宽度取下面的最小值。mlbf65.13/95.43/0msbbf2.222.00故取mbf65.1判别跨中T形截面的类型：取mh460405000，则kNmhhhbffffc79.729)280460(8016503.14)2(01，与次梁的弯矩计算表相比，各跨的T形截面均属于第一类T形截面。支座截面按矩形截面计算，支座与跨中截面均按一排钢筋考虑。故取mmh4600。次梁正截面的承载力计算截面A1B2C)/(kNmM-41.8747.8559.9440.55-46.34201bhfMacs0.0080.0090.0120.0080.009sax2110.0080.0090.0120.0080.009)/(201mmhbffxAycs138160208138160选用配筋214216216216214实配钢筋面积（2mm）3084024024024022，次梁斜截面承载力计算截面AB（左）B（右）C)/(kNV65.5372.0972.0972.09)/(25.00Nbhfcc328900328900328900328900)(7.0/0Nbhft92092920929209292092箍筋肢数、直径6,2dn6,2dn6,2dn6,2dn)(mmnAAsvls56.656.656.656.6)(7.025.100mmbhfVhAfstsvyv----实际箍筋间距300300300300四，主梁的截面和配筋计算主梁按弹性理论计算内力。柱的截面尺寸为mmmm400400（一），荷载设计值。为简化计算，主梁的自重按集中荷载考虑。次梁传来的恒荷载kN95.706.675.10主梁自重kN23.102.225)08.07.0(25.02.1梁侧抹灰kN11.122.21702.0)08.07.0(2.1恒荷载GkN29.82活荷载QkN82.1036.673.15总荷载QGkN11.186（二）计算简图由于主梁线刚度较钢筋混凝土线刚度大得多，故主梁中间支座按铰支撑考虑。主梁端部搁置在柱上。计算跨度：中间跨：ml6.60边跨：m640.60l（三)弯矩、剪力计算1.弯矩0201QlkGlkM边跨mkNGl41.54664.629.820mkNQl36.68964.682.1030中间跨mkNGl11.5436.629.820mkNQl21.6856.682.1030B支座mkNGl76.5442/)6.664.6(29.820mkNQl29.6872/)6.664.6(82.10302.剪力QkGkV43主梁弯矩计算项次1MkBMk2Mk1)69.84(32.133)155.0(244.045.145267.038.36067.0222.199289.041.91133.013.91133.03)07.61(54.30)0886.0(0443.041.91133.004.1372.0486.157229.0)17.61(74.213)089.0(311.049.11617.0)(minmkNM/③①62.2319.359/④①75.54/②①)(maxmkNM54.332/②①42.173/③①主梁剪力计算项次AVk左）(BVk右）(BVk132.60733.026.104267.129.8200.1291.89866.073.117134.100453.71689.011.136311.187.126222.1)(minmkNM85.131/④①37.240/④①29.82/②①)(maxmkNM23.150/②①37.240/②①16.209/④①（四）截面配筋计算主梁跨中截面在正弯矩的作用下按T形截面计算，其翼缘宽度取下面两值中的较小者mlbf2.23/6.63/0msbbnf45.62.625.0故取mmbf2200，并取mmh660407000。判别各跨中T形截面的类型mkNhhhbffffc42.1560)2(0106.336mkN,故均属于第一类T形截面。主梁支座截面及在负弯矩作用下的跨中截面计算。取mmh630707000。kNQGV11.18682.10329.820。主中间支座宽mmb4000。主梁正截面配筋计算截面边跨中中间支座中间跨中)/(mkNM332.54-359.19173.42（-51.43）)(2/00mkNbV-37.22-)(2/00mkNbVM--313.03-201bhfMacs0.0270.0250.013（0.004）sax2110.0270.0250.013（0.004）)/(201mmbhffxAycs1486.491376.38715.72（220.22）选配钢筋4224222222(16)实配钢筋面积)(2mm15201520760（402）主梁斜截面配筋计算截面边支座B支座（左）B支座（右）)(kNV150.23240.37162.92)/(25.00Nbhfcc563563563)/(7.00Nbhft157157157箍筋直径，根数828282)(21mmnAAsvsv100.6100.6100.6bcsbysvVVVhAfas0300300300（五）主梁的吊筋计算由次梁传给主梁的全部集中荷载设计值为kNQGF11.186248.298sin2mmfFAyvs吊筋使用214号钢筋，2308mmAs