出圖修改-2樓7.05米跨度200厚板計算

LB-1矩形板 日期 設(shè)計者 一、構(gòu)件編號:LB-1 GB50010-Lx6850mmLy8700h=200混凝土等級:C25fc=11.9N/mm2 鋼筋種類:HRB400fy=360N/mm2 Es=2.0×105N/mm2ρascγG1.200γQ1.400準永久值系數(shù):ψq=1.000ｑgkｑqkγo1.00泊松比:μ=0.200Lo6850hoh-as=200-15=185所以按雙向板計算):Mx==21.496αs===ξ=1-sqrt(1-2*αs)=1-sqrt(1-2*0.053)=As=α1*fc*b*ho*ξ/fy==ρ=As/(b*h)=332/(1000*200)=ρ<ρmin0.200%不滿足最小配筋要求Asρmin*b*h0.200%*1000*200400mm2d10@120,654mm2My==13.790αs===ξ=1-sqrt(1-2*αs)=1-sqrt(1-2*0.034)=As=α1*fc*b*ho*ξ/fy==ρ=As/(b*h)=211/(1000*200)=ρ<ρmin0.200%不滿足最小配筋要求Asρmin*b*h0.200%*1000*200400mm2d10@180,436mm2Mox==47.393αs===ξ=1-sqrt(1-2*αs)=1-sqrt(1-2*0.116)=As=α1*fc*b*ho*ξ/fy==ρ=As/(b*h)=759/(1000*200)=ρ≥ρmin=0.200% d10@100,785mm2Mox==47.393αs===ξ=1-sqrt(1-2*αs)=1-sqrt(1-2*0.116)=As=α1*fc*b*ho*ξ/fy==ρ=As/(b*h)=759/(1000*200)=ρ≥ρmin=0.200% d10@100,785mm2Moy==39.451αs===ξ=1-sqrt(1-2*αs)=1-sqrt(1-2*0.097)=As=α1*fc*b*ho*ξ/fy==ρ=As/(b*h)=624/(1000*200)=ρ≥ρmin=0.200% d10@130,603mm2Moy==39.451αs===ξ=1-sqrt(1-2*αs)=1-sqrt(1-2*0.097)=As=α1*fc*b*ho*ξ/fy==ρ=As/(b*h)=624/(1000*200)=ρ≥ρmin=0.200% d10@130,603mm2 MkMgkMqk=(0.0277+0.0140*0.200)*(9.000+3.000)*6.852=17.197Mq==(0.0277+0.0140*0.200)*(9.000+1.000*3.000)*6.852=17.197σsk=Mk/(0.87*ho*As)(混凝土規(guī)范式8.1.3－3)=17.197×106/(0.87*185*654)=163.374矩形截面積:Ate0.5*b*h0.5*1000*200=100000mm2ρte=As/Ate(混凝土規(guī)范式8.1.2－4)=654/100000=ψ1.1-0.65*ftk/(ρte*σsk)=1.1-0.65*1.78/(0.654%*163.374)=ψ0.2ψ計算鋼筋彈性模量與混凝土模量的比值αEαEEs/Ec2.0×105/2.80×104γfρ=As/(b*ho)=654/(1000*185)=BsEs*As*ho2/[1.15ψ+0.2+6*αE*ρ/(13.5γf')8.2.3--==7.698×103當ρ'=0，θ=2.0(混凝土規(guī)范第8.2.5條)BMk/(Mq*(θ-1)+Mk)*Bs=17.197/(17.197*(2.0-=3.849×103 =f*(q

==XMx==17.197σsk=Mk/(0.87*ho*As)(混凝土規(guī)范式8.1.3－3)矩形截面積，Ate=0.5*b*h=0.5*1000*200=100000mm2ρte=As/Ate(混凝土規(guī)范式8.1.2－4)=654/100000=ρte=0.00650.01ψ=1.1-0.65*ftk/(ρte*σsk)=1.1-nn=1000/dist1000/120iiiiid=(∑n*d2)/(∑n*v*diiiiiωmax=αcr*ψ*σsk/Es*(1.9c+0.08*Deq/ρte)=0.0793mm0.30,YMy==11.032σsk=Mk/(0.87*ho*As)(混凝土規(guī)范式8.1.3－3)矩形截面積，Ate=0.5*b*h=0.5*1000*200=100000mm2ρte=As/Ate(混凝土規(guī)范式8.1.2－4)=436/100000=ρte=0.00440.01ψ=1.1-0.65*ftk/(ρte*σsk)=1.1-nn=1000/dist1000/180iiiiid=(∑n*d2)/(∑n*v*diiiiiωmax=αcr*ψ*σsk/Es*(1.9c+0.08*Deq/ρte)=0.0709mm0.30,Moy==31.561σsk=Mk/(0.87*ho*As)(混凝土規(guī)范式8.1.3－3)矩形截面積，Ate=0.5*b*h=0.5*1000*200=100000mm2ρte=As/Ate(混凝土規(guī)范式8.1.2－4)=603/100000=ρte=0.00600.01ψ=1.1-0.65*ftk/(ρte*σsk)=1.1-nn=1000/dist1000/130iiiiid=(∑n*d2)/(∑n*v*diiiiiωmax=αcr*ψ*σsk/Es*(1.9c+0.08*Deq/ρte)=0.2999mm0.30,Moy==31.561σsk=Mk/(0.87*ho*As)(混凝土規(guī)范式8.1.3－3)矩形截面積，Ate=0.5*b*h=0.5*1000*200=100000mm2ρte=As/Ate(混凝土規(guī)范式8.1.2－4)=603/100000=ρte=0.00600.01ψ=1.1-0.65*ftk/(ρte*σsk)=1.1-nn=1000/dist1000/130iiiiid=(∑n*d2)/(∑n*v*diiiiiωmax=αcr*ψ*σsk/Es*(1.9c+0.08*Deq/ρte)=0.2999mm0.30,Mox==37.915σsk=Mk/(0.87*ho*As)(混凝土規(guī)范式8.1.3－3)矩形截面積，Ate=0.5*b*h=0.5*1000*200=100000mm2ρte=As/Ate(混凝土規(guī)范式8.1.2－4)=785/100000=ρte=0.00780.01ψ=1.1-0.65*ftk/(ρte*σsk)=1.1-nn=1000/dist1000/100iiiiid=(∑n*d2)/(∑n*v*diiiiiωmax=αcr*ψ*σsk/Es*(1.9c+0.08*Deq/ρte)=0.2656mm0.30,Mox==37.915σsk=Mk/(0.87*ho*As)(混凝土規(guī)范式8.1.3－3)矩形截面積，Ate=0.5*b*h=0.5*1000*200=100000mm2ρte=As/Ate(混凝土規(guī)范式