结构设计计算书Word文件下载.docx
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结构设计计算书Word文件下载.docx
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q=0.50kN/M2
计算跨度 Lx=7800mm ;
计算跨度 Ly=3000mm
板厚 H=80mm;
砼强度等级:
C30;
钢筋强度等级:
HPB235
4、计算方法:
弹性算法。
5、泊松比:
μ=1/5.
6、考虑活荷载不利组合。
二、计算结果:
Mx=(0.01108+0.06778/5)*(1.35*3.5+0.98*0.3)*3.0^2=1.10kN·
M
考虑活载不利布置跨中X向应增加的弯矩:
Mxa=(0.00988+0.11172/5)*(1.4*0.3)*3.0^2=0.07kN·
Mx=1.10+0.07=1.17kN·
Asx=245.64mm2,实配φ8@200(As=251.mm2)
ρmin=0.307%,ρ=0.314%
My=(0.06778+0.01108/5)*(1.35*3.5+0.98*0.3)*3.0^2=3.13kN·
考虑活载不利布置跨中Y向应增加的弯矩:
Mya=(0.11172+0.00988/5)*(1.4*0.3)*3.0^2=0.25kN·
My=3.13+0.25=3.38kN·
Asy=277.81mm2,实配φ8@180(As=279.mm2)
ρmin=0.307%,ρ=0.349%
Mx'
=0.07760*(1.35*3.5+0.98*0.5)*3.0^2=3.64kN·
Asx'
=366.56mm2,实配φ10@150(As=524.mm2,可能与邻跨有关系)
ρmin=0.307%,ρ=0.654%
My'
=0.12258*(1.35*3.5+0.98*0.5)*3.0^2=5.75kN·
Asy'
=485.38mm2,实配φ8@100(As=503.mm2,可能与邻跨有关系)
ρmin=0.307%,ρ=0.628%
三、跨中挠度验算:
Mk--------按荷载效应的标准组合计算的弯矩值
Mq--------按荷载效应的准永久组合计算的弯矩值
(1)、挠度和裂缝验算参数:
Mk=(0.01108+0.06778/5)*(1.0*3.5+1.0*0.5)*3.0^2=0.89kN·
Mq=(0.01108+0.06778/5)*(1.0*3.5+0.5*0.5)*3.0^2=0.83kN·
Es=210000.N/mm2Ec=29791.N/mm2
Ftk=2.01N/mm2Fy=210.N/mm2
(2)、在荷载效应的标准组合作用下,受弯构件的短期刚度Bs:
①、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*σsk)(混凝土规范式8.1.2-2)
σsk=Mk/(0.87*ho*As)(混凝土规范式8.1.3-3)
σsk=0.89/(0.87*61.*251.)=66.49N/mm
矩形截面,Ate=0.5*b*h=0.5*1000*80.=40000.mm2
ρte=As/Ate(混凝土规范式8.1.2-4)
ρte=251./40000.=0.00628
ψ=1.1-0.65*2.01/(0.00628*66.49)=-2.021
当ψ<0.2时,取ψ=0.2
②、钢筋弹性模量与混凝土模量的比值αE:
αE=Es/Ec=210000.0/29791.5=7.049
③、受压翼缘面积与腹板有效面积的比值γf'
:
矩形截面,γf'
=0
④、纵向受拉钢筋配筋率ρ=As/b/ho=251./1000/61.=0.00412
⑤、钢筋混凝土受弯构件的Bs按公式(混凝土规范式8.2.3-1)计算:
Bs=Es*As*ho^2/[1.15ψ+0.2+6*αE*ρ/(1+3.5γf'
)]
Bs=210000.*251.*61.^2/[1.15*0.200+0.2+6*7.049*0.00412/(1+3.5*0.00)]=325.01kN·
(3)、考虑荷载长期效应组合对挠度影响增大影响系数θ:
按混凝土规范第8.2.5条,当ρ'
=0时,θ=2.0
(4)、受弯构件的长期刚度B,可按下列公式计算:
B=Mk/[Mq*(θ-1)+Mk]*Bs(混凝土规范式8.2.2)
B=0.89/[0.83*(2-1)+0.89]*325.01=167.747kN·
(5)、挠度f=κ*Qk*L^4/B
f=0.00524*4.0*3.0^4/167.747=10.121mm
f/L=10.121/3000.=1/296.,满足规范要求!
四、裂缝宽度验算:
①、X方向板带跨中裂缝:
裂缝间纵向受拉钢筋应变不均匀系数ψ,按下列公式计算:
σsk=0.89*10^6/(0.87*53.*251.)=76.53N/mm
ρte=251./40000.=0.006
当ρte<0.01时,取ρte=0.01
ψ=1.1-0.65*2.01/(0.01*76.53)=-0.604
当ψ<0.2时,取ψ=0.2
ωmax=αcr*ψ*σsk/Es*(1.9c+0.08*Deq/ρte)(混凝土规范式8.1.2-1)
ωmax=2.1*0.200*76.5/210000.*(1.9*20.+0.08*11.43/0.01000)=0.020,满足规范要求!
②、Y方向板带跨中裂缝:
σsk=2.52*10^6/(0.87*61.*279.)=170.03N/mm
ρte=279./40000.=0.007
ψ=1.1-0.65*2.01/(0.01*170.03)=0.333
ωmax=2.1*0.333*170.0/210000.*(1.9*20.+0.08*11.43/0.01000)=0.073,满足规范要求!
⑤、右端支座跨中裂缝:
σsk=2.79*10^6/(0.87*60.*524.)=102.21N/mm
ρte=524./40000.=0.013
ψ=1.1-0.65*2.01/(0.01*102.21)=0.125
ωmax=2.1*0.200*102.2/210000.*(1.9*20.+0.08*14.29/0.01309)=0.026,满足规范要求!
⑥、上端支座跨中裂缝:
σsk=4.41*10^6/(0.87*61.*503.)=165.43N/mm
ρte=503./40000.=0.013
ψ=1.1-0.65*2.01/(0.01*165.43)=0.473
ωmax=2.1*0.473*165.4/210000.*(1.9*20.+0.08*11.43/0.01257)=0.087,满足规范要求!
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3
铰支/固定/铰支/铰支/
g=4.00kN/M2
q=2.00kN/M2
计算跨度 Lx=45000mm ;
计算跨度 Ly=2700mm
板厚 H=100mm;
My=(0.07031+0.00000/5)*(1.20*4.0+1.40*1.0)*2.7^2=3.18kN·
Mya=(0.12500+0.00000/5)*(1.4*1.0)*2.7^2=1.28kN·
My=3.18+1.28=4.45kN·
Asy=307.05mm2,实配φ8@150(As=335.mm2)
ρmin=0.307%,ρ=0.335%
=0.12500*(1.20*4.0+1.40*2.0)*2.7^2=6.93kN·
=429.09mm2,实配φ8@100(As=503.mm2,可能与邻跨有关系)
ρmin=0.307%,ρ=0.503%
Mk=(0.07031+0.00000/5)*(1.0*4.0+1.0*2.0)*2.7^2=3.08kN·
Mq=(0.07031+0.00000/5)*(1.0*4.0+0.5*2.0)*2.7^2=2.56kN·
σsk=3.08/(0.87*81.*335.)=130.24N/mm
矩形截面,Ate=0.5*b*h=0.5*1000*100.=50000.mm2
ρte=335./50000.=0.00670
ψ=1.1-0.65*2.01/(0.00670*130.24)=-0.394
④、纵向受拉钢筋配筋率ρ=As/b/ho=335./1000/81.=0.00414
Bs=210000.*335.*81.^2/[1.15*0.200+0.2+6*7.049*0.00414/(1+3.5*0.00)]=763.19kN·
B=3.08/[2.56*(2-1)+3.08]*763.19=416.284kN·
f=0.00542*6.0*2.7^4/416.284=4.152mm
f/L=4.152/2700.=1/650.,满足规范要求!
σsk=3.08*10^6/(0.87*81.*335.)=130.24N/mm
ρte=335./50000.=0.007
ψ=1.1-0.65*2.01/(0.01*130.24)=0.099
ωmax=2.1*0.200*130.2/210000.*(1.9*20.+0.08*11.43/0.01000)=0.034,满足规范要求!
④、下端支座跨中裂缝:
σsk=5.47*10^6/(0.87*81.*503.)=154.35N/mm
ρte=503./50000.=0.010
ψ=1.1-0.65*2.01/(0.01*154.35)=0.260
ωmax=2.1*0.260*154.4/210000.*(1.9*20.+0.08*11.43/0.01005)=0.052,满足规范要求!
4
铰支/固定/固定/铰支/
计算跨度 Lx=3300mm ;
计算跨度 Ly=6600mm
Mx=(0.05620+0.01350/5)*(1.20*4.0+1.40*1.0)*3.3^2=3.98kN·
Mxa=(0.09650+0.01740/5)*(1.4*1.0)*3.3^2=1.52kN·
Mx=3.98+1.52=5.50kN·
Asx=337.90mm2,实配φ10@200(As=393.mm2)
ρmin=0.307%,ρ=0.393%
My=(0.01350+0.05620/5)*(1.20*4.0+1.40*1.0)*3.3^2=1.67kN·
Mya=(0.01740+0.09650/5)*(1.4*1.0)*3.3^2=0.56kN·
My=1.67+0.56=2.23kN·
=0.11790*(1.20*4.0+1.40*2.0)*3.3^2=9.76kN·
=615.52mm2,实配φ10@100(As=785.mm2,可能与邻跨有关系)
ρmin=0.307%,ρ=0.785%
=0.07860*(1.20*4.0+1.40*2.0)*3.3^2=6.51kN·
=465.18mm2,实配φ8@125(As=402.mm2,可能与邻跨有关系)
ρmin=0.307%,ρ=0.402%
Mk=(0.01350+0.05620/5)*(1.0*4.0+1.0*2.0)*3.3^2=1.62kN·
Mq=(0.01350+0.05620/5)*(1.0*4.0+0.5*2.0)*3.3^2=1.35kN·
σsk=1.62/(0.87*81.*335.)=68.45N/mm
ψ=1.1-0.65*2.01/(0.00670*68.45)=-1.742
B=1.62/[1.35*(2-1)+1.62]*763.19=416.284kN·
f=0.00471*6.0*3.3^4/416.284=8.051mm
f/L=8.051/3300.=1/410.,满足规范要求!
ψ=1.1-0.65*ftk/
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