屋面YX35-200-800压型钢底板

ProjectName:ProjectLocation:MadeBy:Date:A.压型钢板有效截面计算1、压型钢板基本资料（YX35-200-800压型钢底板）E-弹性模量=f-钢板强度计算值=θ-压型钢板角度=h-板波高=b1-上翼缘宽度(中间)=b2-上翼缘宽度(边缘)=b3-下翼缘宽度=bw-腹板宽度=t-板厚=正弯曲板元几何特性计算板件号bi宽度/mm波数总板件宽度bi/mm板件中心到①形心轴的距离yi/mmbiyi(mm2)biyi2/mm33110.00444035.0015400539000445.00836017.5630011025050003500601000070000.900∑80021700649250负弯曲板元几何特性计算板件号bi宽度/mm波数总板件宽度bi/mm板件中心到③形心轴的距离yi/mmbiyi(mm2)biyi2/mm3135.003105353675128625217.5023535122542875445.00836017.5630011025050000.960.001023.364029720070003500∑50011200281750屋面板计算-单跨简支计算模型(方案计算书）黄龙游泳跳水馆幕墙工程汽机房35米标高屋面压型板懔条计算4441123376452、受压翼缘有效宽度计算（1）正弯曲时，板件1（受压翼缘）有效宽度b1e计算宽厚比b1/t=1.2*sqrt(E/f)=如果宽厚比b1/t1.2*sqrt(E/f),故应按下式迭代计算其有效宽度b1e=1.77*sqrt(E/σc)*(1-0.387*t*sqrt(E/σc)/b1)(mm)各板元宽度总和∑bi重心距yc=∑biyi/∑bi/mm受拉板件3的拉应力σ1t=σc(h-yc+t/2)/(yc+t/2)(N/m2)设σc=20046.7271033.63320.994134.213设σc=20046.7271033.63320.994134.213（2）负弯曲时，板件3（受压翼缘）有效宽度b1e计算宽厚比b3/t=1.2*sqrt(E/f)如果宽厚比b3/t1.2*sqrt(E/f),故应按下式迭代计算其有效宽度迭代时考虑由腹板宽厚比bw/t限制腹板最大受压边缘应力为[σcw]=19*E/(bw/t)2=故假设σc=b3e=1.77*sqrt(E/σc)*(1-0.387*t*sqrt(E/σc)/b3)(mm)各板元宽度总和∑bi重心距yc=∑biyi/∑bi/mm受拉板件3的拉应力σt=σc(h-yc+t/2)/(yc+t/2)(N/m2)设σc=100.0077.062808.24713.857151.6453、有效截面特性正弯曲时，压型钢板有效截面特性有效截面矩Ie=∑Ii+∑bi*yi2*t-yc2*∑bi*t有效抵抗矩We,min=Ie/(yc+t/2)=负弯曲时，压型钢板有效截面特性有效截面矩Ie=∑Ii+∑bi*yi2*t-yc2*∑bi*t有效抵抗矩We,min=Ie/(yc+t/2)=B.基本数据：H-建筑物高度=α-屋面坡度=ω0-项目所在地基本风压=L-压型钢板跨度=d-板覆盖宽度=m-钢板自重=C.荷载类型：P1-屋面恒载=P2-活荷载Max(P2a,P2b,P2c)=*P2a-屋面活载=0.50kN/m2*P2b-雪荷载=μr*S0=0.50kN/m2μr=1.0S0=0.50kN/m2*P2c-施工荷载=1.67kN/m2施工集中荷载=1.0kNP3-吸风荷载=1.0*μs*μz*ω0=μs=0μz=0P4-风压力=1.0*μs*μz*ω0=μs=0μz=0迭代假定σc(N/m2)迭代假定σc(N/m2)ffP5-附加永久荷载=P6-附加可变荷载=D.荷载组合：组合方式-Case1:1.2*恒载+1.4*活载-Case2:1.2*恒载+1.4*活载+1.4*0.6*风压力-Case3:1.2*恒载+1.4*0.7*活载+1.4*风压力-Case4:1.35*恒载+1.4*0.7*活载-Case5:恒载+1.4*吸风荷载qx-垂直于x轴的荷载设计值=MAX(qkx1,qkx2,qkx3,qkx4,qkx5)=2.753Case1:qx1=1.2*((P1+P5)*d+m/100)+1.4*(P2+P6)*d=Case2:qx2=1.2*((P1+P5)*d+m/100)+1.4*((P2+P6)+0.6*P4)*d=Case3:qx3=1.2*((P1+P5)*d+m/100)+1.4*(0.7*(P2+P6)+P4)*d=Case4:qx4=1.35*((P1+P5)*d+m/100)+1.4*0.7*((P2+P6)*d=Case5:qx5=1.0*((P1+P5)*d+m/100)+1.4*P3*d=qkx-垂直于x轴的荷载标准值=Max(qkx1,qkx2,/qkx3/)=2.03Case1:qkx1=((P1+P5)*d+m/100+(P2+P6)*d)=Case2:qkx2=((P1+P5)*d+m/100)+((P2+P6)+0.6*P4)*d=Case3:qkx3=((P1+P5)*d+m/100)+(0.7*(P2+P6)+P4)*d=Case4:qkx4=((P1+P5)*d+m/100)+0.7*((P2+P6)*d=Case5:qkx5=((P1+P5)*d+m/100)+P3*d=E.强度验算：1、正弯曲时,最大正弯矩(边跨跨中弯矩)Mx=qxL2/8==0.77kN-mσ1=86.77f=215Mpa2、负弯曲时,最大负弯矩(中支座弯矩)Mx=qxL2/8=0.77kN-mσ1=116.64f=215Mpa3、腹板抗剪强度验算Vx=qxL/22.06KN当h/t100时τ=Vmax/bw/t/sinθ=14.56τcr=855000/(h/t)2=当h/t≥100时τ=Vmax/bw/t/sinθ=14.56τcr=8550/(h/t)=4、腹板局部承压强度验算按板为多跨连续支承时，中间支座反力Vx=0.52KN≤Rw=0.4346F.挠度验算：υx=5.12mmL/200=7.50υx=5qkxL4/384EIx≤[υ]Vx≤Rw=0.12t2sqrt(f*E)(0.5+SQRT(0.02lc/t))*(2.4+(θ/90)2)F.结论：L-檩条跨度=#REF!md-檩条间距=0.00m选择檩条0不满足以上荷载计算要求206000.00N/m2205.00N/m252.00°35.00mm35.00mm17.50mm110.00mm45.00mm0.50mm各板元对自身形心轴的惯性矩Ii/mm430375030375各板元对自身形心轴的惯性矩Ii/mm430375030375屋面板计算-单跨简支计算模型(方案计算书）44411233764570.0038.04205.00205.00220.0038.04483.210100.00205.00满足！127216.018923.6393649.9346638.47130.00m5.70°0.50kN/m21.50m0.80m4.59kg/m0.53kN/m21.67kN/m2-1.16kN/m20.48kN/m2满足！f结果结果满足！f0.00kN/m20.00kN/m2kN/m2.4306kN/m2.7531kN/m2.4082kN/m1.9411kN/m-0.829kN/mkN/m1.8033kN/m2.0337kN/m1.7873kN/m1.4033kN/m-0.458kN/mf=215MpaOK!f=215MpaOK!τcr=855000/(h/t)2=105.5556OK!τcr=8550/(h/t)=95fvKNmmOK!LSTEELPURLINSPECIFICATIONS/檩条截面特性PURLINTYPEAREAMASSIxIyWxWyDBxEθmm2kg/m106mm4106mm4103mm3103mm3mmmmmmmmDeg.C10015322.52.580.5330.11110.4513.1791025116.08C10019408.53.250.6670.14113.0784.0491025116.18C15015442.53.541.5980.23521.0265.1541526418.40C15019560.54.462.0090.29726.4346.5261526418.49C15024708.05.622.5270.38233.2508.4551526418.82C20015555.04.443.5090.39334.5717.0042037619.89C20019712.55.684.4850.52444.1879.4932037620.80C20024900.07.155.6590.67555.75412.2792037621.03C25015640.05.086.070.45147.7957.8192547618.32C25019807.56.437.5850.55759.7249.6202547618.10C250241020.08.109.5770.71675.40912.4282547618.39C300191005.07.9213.5671.21990.44717.2323009625.26C300241260.010.0116.9191.504112.79321.1803009624.99C300301590.012.6021.2531.948141.68727.7263009625.74C350301950.015.0935.7083.799204.04641.37435012533.18Z10015322.52.580.6630.0649.4942.6911025327.8Z10019408.53.250.8330.08111.9153.3831025328.0Z15015442.53.541.8270.14419.2694.5291526522.0Z15019560.54.462.3010.18224.2545.7541526522.1Z15024708.05.622.9060.23630.4387.4001526622.5Z20015555.04.443.8760.25331.9485.9242037918.5Z20019712.55.684.9940.33941.0148.1812037919.1Z20024900.07.156.3240.43851.84510.7352037919.4Z25015639.05.086.4090.30245.0246.5792547914.0Z25019807.56.438.3430.40858.3889.2342547914.7Z250241020.08.1010.1890.48871.46310.8002547914.3Z300191005.07.9214.6330.81685.17914.92830010016.0Z300241260.010.0118.4711.027107.42518.95530010016.2Z300301590.012.6023.3001.332135.21625.14230010016.6Z350301950.015.0939.5832.516191.87336.67235012918.0全国主要城市的基本雪压值s0(kN/m2)北京0.30连云港0.25太原0.20长春0.35洛阳0.25天津0.25大连0.40南京0.40威海0.25哈尔滨0.40南通0.20乌鲁木齐0.75杭州0.40宁波0.25芜湖0.40合肥0.50青岛0.25武汉0.40呼和浩特0.30三门峡0.20西安0.20济南0.20上海0.20西宁0.252020/11/523:13File:1604615714861Sheet:data9of10L荆州0.35沈阳0.40