砌体结构课程设计报告

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WORD格式.可编辑技术资料分享砌体结构设计计算书一、设计资料某四层综合商场办公楼楼盖、屋盖采用预应力钢筋混凝土空心楼板,墙体采用普通烧结砖和水泥混合砂浆砌筑。砖的强度等级为15MU,砂浆强度等级为5M,施工等级为B及,外墙厚240mm,内墙厚240mm。根据资料,基础买只较深且有刚性地坪。淮安地区的基本风压为240.0mkN,基本雪压为240.0mkN。二、房屋静力计算方案最大横墙间距s=9.0m32m,故房屋的静力计算方案为刚性方案,最大跨度9m,故须设置壁柱加强墙体稳定性三、高厚比验算1、外纵墙高厚比验算查表Mb5的砂浆[β]=24S=9m2H=7.2mH0=1.0H=3.6m2、高厚比验算210.410.41.8/3.60.80.7sbs012/3.6/0.2415[]1.20.82423.04Hh,满足要求。2、内纵墙的高厚比验算01.03.6mHH210.410.41.8/3.60.80.7sbs同外纵墙012/3.6/0.2415[]1.20.82423.04Hh,满足要求。3、承重墙的高厚比验算s=5.6mHs2H当无门窗洞口时,121.2,1.2WORD格式.可编辑技术资料分享012/2.96/0.2412.23[]1.21.22434.56Hh,满足要求。4、带壁柱墙截面几何特征计算截面面积:A=2401200+490130=3.1575210mm形心位置:151200240120+130490(240+130/2)y=3.51710153.5mm2y240130153.5216.5mm惯性矩:31200153.5I=3394490216.5(1200490)(240153.5)3.2510333mm回转半径:95/3.2510/3.5171096.13iIAmm折算厚度:h3.53.596.13336.455Timm带壁柱的高厚比验算:3.6,9,2HmsmHsH00.40.20.490.23.64.32HsHm012/4.32/0.2418[]1.20.82423.04Hh,满足要求。5、带构造柱墙的高厚比验算:5.1、整片墙的高厚比验算:0.240.0420.055.6cbl,取0cbl,12.827.2sH01.03.6HHm,11.2,210.410.41.8/3.60.80.7sbs,11ccbrl,012/3.6/0.2415[]1.20.812423.04cHh,满足要求。5.2、构造柱间墙的高厚比验算:WORD格式.可编辑技术资料分享最大5.63.6smHm,00.60.65.63.36Hs,11.2,20.8,012/3.36/0.2414[]23.04Hh,满足要求。四、荷载资料:(1)屋面恒荷载标准值屋面找平层,防水层,隔热层2.52/mKNWORD格式.可编辑技术资料分享120mm厚预应力混凝土空心板(包括灌封)2.02/mKN15mm厚板底粉刷0.232/mKN合计4.732/mKN屋面梁自重2.5KN/m天沟自重2.02/mKN(2)不上人的屋面的活荷载标准值0.72/mKN(3)楼面恒荷载标准值地转地面0.62/mKN120mm预应力混空心板2.02/mKN15mm厚板底粉刷0.232/mKN合计2.832/mKN楼面梁自重2.5KN/m(4)墙体自重标准值240mm厚墙体(包括两侧粉刷)自重5.422/mKN铝合金窗自重0.42/mKN(5)楼面活荷载标准值2.52/mKN(6)基本风压0.42/mKN五、内力及纵墙承载力计算和截面承载力验算1、选取计算单元外纵墙取一个开间为计算单元,根据设计任务书,取土中斜虚线部分为一个计算单元的受荷面积,取窗间墙为计算截面.WORD格式.可编辑技术资料分享2、控制截面由于首层和其他几层所采用的砂浆等级一样,所以只需验证底层的墙体承载力,取Ⅰ-Ⅰ,Ⅱ-Ⅱ两个截面,如图,查表得墙体强度为f=1.83Mpa,基本风压0.42/mKN,层高3.6m4m,总高28m,可以不考虑风压的作用。每层墙的计算截面面积为A1=A2=A3=A4=2401200=288000mm23、各层墙体的内力标准值计算女儿墙及顶层梁高范围墙重:女儿墙采用240mm厚烧结实心砖双面粉刷(5.24KN/m2),高度为500mm。GK=0.723.05.24+0.63.02.5=15.82KN二,三,四层墙重:KNGGGKKK91.404.08.18.14.5)8.18.136.3(432首层墙重:KNGK58.594.08.18.171.7)8.18.136.3(1屋面梁支座反力:由恒荷载传来:KNNgkl23.499.52/15.29.50.373.42/14由活荷载传来:KNNgkl195.69.50.37.02/14楼面梁支座反力:由恒荷载传:KNNNNgklgklgkl42.322/9.55.29.50.383.22/1123由活荷载传来:KNNNNgkgklgkl55.269.50.332/1123WORD格式.可编辑技术资料分享有效支承长度:mmaaaammmmfha0.1812400.18183.160010100403020104各层墙体受的轴向力如附图4、内力组合A.第三层墙体Ⅰ-Ⅰ截面a.第一种组合(4.1,2.1QG)mmNeNemmaeKNNNNKNNNNNGGNlllgklgkllgklgklgklgklKK01.17848.2116.47074.766.470.1814.02/2404.02240074.7655.264.142.322.14.12.1848.211)55.26195.6(4.1)42.3223.4991.4082.15(2.1)(4.1)(2.1333033333343443b.第二种组合:(7.0,4.1,35.1CQG)mmNeNeKNKNNNNKNNNNNGGNllgklgkllgklgklgklgklKK17.15903.2186.47786.69786.6955.267.04.142.3235.17.04.135.1903.218)55.26195.6(7.04.1)42.3223.1991.4082.15(35.1)(7.04.1)(35.1333333433443B,第三层墙体Ⅱ-Ⅱ截面a,第一种组合KNNGNK94.260848.21191.402.12.1333Ⅱb,第二种组合KNNGNK131.274903.21891.4035.135.1333ⅡWORD格式.可编辑技术资料分享所以取,N=274.131KN.C,第二层墙体Ⅰ-Ⅰ截面a,第一种组合mmNeNemmeKNNNNKNNNNNGGGNlllgklgkllgkgklgklgklKKK87.13982.2606.47074.766.47074.7655.264.142.322.14.12.1982.260)55.26195.6(4.1)42.3223.49291.4082.15(2.1)(4.1)(2.122222223434342b,第二种组合mmNeNeKNNNNKNNNNNGGGNIllgklgkllgklgklgklgklkkkI11.12132.2746.47786.69786.6955.267.04.142.3235.17.04.135.1132.274)55.26195.6(7.04.1)42.3232.49291.4082.15(35.1)(7.04.1)(35.12222224334432D,二层墙体Ⅱ-Ⅱ截面a,第一种组合KNGNK074.310982.26091.402.1982.2602.122Ⅱb,第二种组合KNGNK361.329132.27491.4035.1132.27435.122Ⅱ所以,取N=329.361KN.E,第一层墙体Ⅰ-Ⅰ截面(考虑二,三,四层的楼面活载折减系数0.85)a,第一种组合WORD格式.可编辑技术资料分享mmNeNeNNKNNNNNNNNNGGGGNIllllggklgklgklgklgklgklgklgklKKKK48.8738.4266.47074.76738.426)]355.26(85.0195.6[4.1)342.3223.49391.4082.15(2.1)](85.0[4.1)(2.111121123412344321b,第二种组合mmNeNeKNNNKNNNNNNNGGGGNIllllgklgklgklgklgklgklKKKKI27.7684.4566.47786.69786.69684.456)355.2685.0195.6(7.04.1)342.3223.49391.4082.15(35.1]385.1[7.04.1)(35.1111213412344321F,第一层墙体Ⅱ-Ⅱ截面a,第一种组合KNNGNIK234.498738.42658.592.12.1111Ⅱb,第二种组合KNNGNIK117.537684.45658.5935.135.1111Ⅱ所以,取N=537.117KN5、截面承载力验算A,三层墙体Ⅰ-Ⅰ截面(mHMpafmmA6.3,83.1,288000023)a,第一种组合07.024001.17,1524036000.10hehH查表3.12得=0.612KNNKNfAI8486.21154.32283.1288000612.03满足要求。b,第二种组合WORD格式.可编辑技术资料分享KNNKNAfheI903.21836.33883.1288000642.0642.012.3,15,063.024017.153得:查表满足要求。B,三层墙体Ⅱ-Ⅱ截面(mHMpafmmA6.3,83.1,288000023)KNNKNfAeI1513.27453.29028800083.1741.0741.012.3,15,03得:查表满足要求。C,二层墙体Ⅰ-Ⅰ截面(mHMpafmmA6.3,83.1,288000022)a,第一种组合KNNKNAfhehHI982.26008.33383.1288000632.0632.0,053.0240/875.13,1524036000.120查表得:满足要求。b,第二种组合KNNKNAfhI132.27412.32483.1288000615.0615.0,05.0240/118.12/e,152查表得:满足要求。D,二层墙体Ⅱ-Ⅱ截面(e=0)KNNKNAf361.32953.39083.1288000741.0741.0,152查表得:满足要求。E,首层墙体Ⅰ-Ⅰ截面(mHfmmA6.3,83.1,44400002)a,第一种组合WORD格式.可编辑技术资料分享满足要求。查表得:KNN

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