您好,欢迎访问三七文档
当前位置:首页 > 建筑/环境 > 建筑图纸/图片/标牌 > 沉砂池板计算书
盈建科软件1楼板计算书日期:2017年11月23日时间:15时36分13秒一、基本资料:1、房间编号:12、楼板类型:现浇板3、边界条件(左端/下端/右端/上端):固定/固定/固定/固定/4、荷载:永久荷载标准值:g=5.00kN/m2可变荷载标准值:q=10.00kN/m25、跨度及板厚:计算跨度Lx=1790mm计算跨度Ly=4800mm板厚H=150mm保护层CovT=15mm,CovB=40mm6、材料:砼强度等级:C30钢筋强度等级:HRB4007、计算方法:弹性算法。8、泊松比:μ=1/5。9、考虑活荷载不利组合。二、计算结果:Mx=(0.04217+0.00203/5)*(1.20*5.00+1.40*0.5*10.00)*1.8^2=1.77kN·m考虑活载不利布置跨中X向应增加的弯矩:Mxa=(0.11310+0.00917/5)*(1.40*0.5*10.00)*1.8^2=2.58kN·mMx=1.77328+2.57778=4.35kN·mAsx=268.67mm2,实配:C8@150(As=335.1mm2)My=(0.04217/5+0.00203)*(1.20*5.00+1.40*0.5*10.00)*1.8^2=0.44kN·m考虑活载不利布置跨中Y向应增加的弯矩:Mya=(0.11310/5+0.00917)*(1.40*0.5*10.00)*1.8^2=0.71kN·m盈建科软件2My=0.43601+0.71307=1.15kN·mAsy=268.67mm2,实配:C8@150(As=335.1mm2)Mx'=0.08330*(1.20*5.00+1.40*10.00)*1.8^2=5.34kN·mAsx'=268.67mm2,实配(左侧):C8@150(As=335.1mm2)Asx'=268.67mm2,实配(右侧):C8@150(As=335.1mm2)My'=0.05584*(1.20*5.00+1.40*10.00)*1.8^2=3.58kN·mAsy'=268.67mm2,实配(下侧):C8@150(As=335.1mm2)Asy'=268.67mm2,实配(上侧):C8@150(As=335.1mm2)三、裂缝宽度验算:1、X方向板带跨中裂缝:Mq=2.18kN·m,Ftk=2.01N/mm2,h0=106mm,As=335mm2矩形截面,Ate=0.5*b*h=0.5*1000*150=75000mm2ρte=335/75000=0.004当ρte<0.01时,取ρte=0.01σsq=Mq/(0.87*ho*As)(砼规式7.1.4-3)σsq=2.18*10^6/(0.87*106*335)=70.398N/mm2裂缝间纵向受拉钢筋应变不均匀系数ψ,按下列公式计算:ψ=1.1-0.65*ftk/(ρte*σsq)(砼规式7.1.2-2)ψ=1.1-0.65*2.01/(0.010*70.40)=-0.752当ψ<0.2时,取ψ=0.2ωmax=αcr*ψ*σsq/Es*(1.9c+0.08*Deq/ρte)(砼规式7.1.2-1)ωmax=1.9*0.20*70.40/200000*(1.9*40+0.08*8.00/0.01)=0.019ωmax=0.019=0.200mm,满足规范要求!2、Y方向板带跨中裂缝:Mq=0.57kN·m,Ftk=2.01N/mm2,h0=98mm,As=335mm2矩形截面,Ate=0.5*b*h=0.5*1000*150=75000mm2ρte=335/75000=0.004当ρte<0.01时,取ρte=0.01σsq=Mq/(0.87*ho*As)(砼规式7.1.4-3)σsq=0.57*10^6/(0.87*98*335)=20.109N/mm2裂缝间纵向受拉钢筋应变不均匀系数ψ,按下列公式计算:ψ=1.1-0.65*ftk/(ρte*σsq)(砼规式7.1.2-2)盈建科软件3ψ=1.1-0.65*2.01/(0.010*20.11)=-5.384当ψ<0.2时,取ψ=0.2ωmax=αcr*ψ*σsq/Es*(1.9c+0.08*Deq/ρte)(砼规式7.1.2-1)ωmax=1.9*0.20*20.11/200000*(1.9*40+0.08*8.00/0.01)=0.005ωmax=0.005=0.200mm,满足规范要求!3、左端支座跨中裂缝:Mq=2.67kN·m,Ftk=2.01N/mm2,h0=126mm,As=335mm2矩形截面,Ate=0.5*b*h=0.5*1000*150=75000mm2ρte=335/75000=0.004当ρte<0.01时,取ρte=0.01σsq=Mq/(0.87*ho*As)(砼规式7.1.4-3)σsq=2.67*10^6/(0.87*126*335)=72.658N/mm2裂缝间纵向受拉钢筋应变不均匀系数ψ,按下列公式计算:ψ=1.1-0.65*ftk/(ρte*σsq)(砼规式7.1.2-2)ψ=1.1-0.65*2.01/(0.010*72.66)=-0.695当ψ<0.2时,取ψ=0.2ωmax=αcr*ψ*σsq/Es*(1.9c+0.08*Deq/ρte)(砼规式7.1.2-1)ωmax=1.9*0.20*72.66/200000*(1.9*20+0.08*8.00/0.01)=0.014ωmax=0.014=0.200mm,满足规范要求!4、下端支座跨中裂缝:Mq=1.79kN·m,Ftk=2.01N/mm2,h0=126mm,As=335mm2矩形截面,Ate=0.5*b*h=0.5*1000*150=75000mm2ρte=335/75000=0.004当ρte<0.01时,取ρte=0.01σsq=Mq/(0.87*ho*As)(砼规式7.1.4-3)σsq=1.79*10^6/(0.87*126*335)=48.709N/mm2裂缝间纵向受拉钢筋应变不均匀系数ψ,按下列公式计算:ψ=1.1-0.65*ftk/(ρte*σsq)(砼规式7.1.2-2)ψ=1.1-0.65*2.01/(0.010*48.71)=-1.577当ψ<0.2时,取ψ=0.2ωmax=αcr*ψ*σsq/Es*(1.9c+0.08*Deq/ρte)(砼规式7.1.2-1)ωmax=1.9*0.20*48.71/200000*(1.9*20+0.08*8.00/0.01)=0.009盈建科软件4ωmax=0.009=0.200mm,满足规范要求!5、右端支座跨中裂缝:Mq=2.67kN·m,Ftk=2.01N/mm2,h0=126mm,As=335mm2矩形截面,Ate=0.5*b*h=0.5*1000*150=75000mm2ρte=335/75000=0.004当ρte<0.01时,取ρte=0.01σsq=Mq/(0.87*ho*As)(砼规式7.1.4-3)σsq=2.67*10^6/(0.87*126*335)=72.658N/mm2裂缝间纵向受拉钢筋应变不均匀系数ψ,按下列公式计算:ψ=1.1-0.65*ftk/(ρte*σsq)(砼规式7.1.2-2)ψ=1.1-0.65*2.01/(0.010*72.66)=-0.695当ψ<0.2时,取ψ=0.2ωmax=αcr*ψ*σsq/Es*(1.9c+0.08*Deq/ρte)(砼规式7.1.2-1)ωmax=1.9*0.20*72.66/200000*(1.9*20+0.08*8.00/0.01)=0.014ωmax=0.014=0.200mm,满足规范要求!6、上端支座跨中裂缝:Mq=1.79kN·m,Ftk=2.01N/mm2,h0=126mm,As=335mm2矩形截面,Ate=0.5*b*h=0.5*1000*150=75000mm2ρte=335/75000=0.004当ρte<0.01时,取ρte=0.01σsq=Mq/(0.87*ho*As)(砼规式7.1.4-3)σsq=1.79*10^6/(0.87*126*335)=48.709N/mm2裂缝间纵向受拉钢筋应变不均匀系数ψ,按下列公式计算:ψ=1.1-0.65*ftk/(ρte*σsq)(砼规式7.1.2-2)ψ=1.1-0.65*2.01/(0.010*48.71)=-1.577当ψ<0.2时,取ψ=0.2ωmax=αcr*ψ*σsq/Es*(1.9c+0.08*Deq/ρte)(砼规式7.1.2-1)ωmax=1.9*0.20*48.71/200000*(1.9*20+0.08*8.00/0.01)=0.009ωmax=0.009=0.200mm,满足规范要求!四、跨中挠度验算:X方向挠度验算参数:Mq--------按荷载效应的准永久组合计算的弯矩值盈建科软件5Mq=2.18kN·m,h0=106mm,As=335mm2Es=200000N/mm2,Ec=29791N/mm2,Fy=360N/mm2,Ftk=2.01N/mm21、裂缝间纵向受拉钢筋应变不均匀系数ψ:矩形截面,Ate=0.5*b*h=0.5*1000*150=75000mm2ρte=335/75000=0.004σsq=Mq/(0.87*ho*As)(砼规式7.1.4-3)σsq=2.18*10^6/(0.87*106*335)=70.398N/mm2裂缝间纵向受拉钢筋应变不均匀系数ψ,按下列公式计算:ψ=1.1-0.65*ftk/(ρte*σsq)(砼规式7.1.2-2)ψ=1.1-0.65*2.01/(0.004*70.40)=-3.045当ψ<0.2时,取ψ=0.22、钢筋弹性模量与混凝土模量的比值αE:αE=Es/Ec=200000/29791=6.7133、受压翼缘面积与腹板有效面积的比值γf':矩形截面,γf'=04、纵向受拉钢筋配筋率:ρ=As/b/ho=335/1000/106=0.003165、钢筋混凝土受弯构件的Bs按公式(砼规式7.2.3-1)计算:Bs=Es*As*ho^2/[1.15ψ+0.2+6*αE*ρ/(1+3.5γf')]Bs=200000*335*106^2/[1.15*0.200+0.2+6*6.713*0.00316/(1+3.5*0)]=1351.1462kN·m26、考虑荷载长期效应组合对挠度影响增大影响系数θ:按砼规第7.2.5条,当ρ'=0时,θ=2.07、受弯构件的长期刚度B,可按下列公式计算:B=Bs/θ(砼规式7.2.2-2)B=1351.14/2=675.578、跨中挠度可按下列公式计算:def=k*Ql*L^4/Bdef=0.00261*10.00*1.79^4*10^3/675.57=0.396mmf/L=0.396/1.79*1000=1/4519,满足规范要求!Y方向挠度验算参数:Mq--------按荷载效应的准永久组合计算的弯矩值Mq=0.57kN·m,h0=98mm,As=335mm2Es=200000N/mm2,Ec=29791N/mm2,Fy=360N/mm2,Ftk=2.01N/mm21、裂缝间纵向受拉钢筋应变不均匀系数ψ:矩形截面,Ate=0.5*b*h=0.5*1000*150=75000mm2ρte=335/75000=0.004盈建科软件6σsq=Mq/(0.87*ho*As)(砼规式7.1.4-3)σsq=0.57*10^6/(0.87*98*335)=20.109N/mm2裂缝间纵向受拉钢筋应变不均匀系数ψ,按下列公式计算:ψ=1.1-0.65*ftk/(ρte*σsq)(砼规式7.1.2-2)ψ=1.1-0.65*2.01/(0.004*20.11)=-13.412当ψ<0.2时,取ψ=0.22、钢筋弹性模量与混凝土模量的比值αE:αE=Es/Ec=200000/29791=6.7133、受压翼缘面积与腹板有效面积的比值γf':矩形截面,γf'=04、纵向受拉钢
本文标题:沉砂池板计算书
链接地址:https://www.777doc.com/doc-6524757 .html