悬挑防护棚计算书
一、基本参数
侧立面示意图
平面图
三、荷载参数
cca 计算简图:
计算抗弯:
M=0.185kN.m 计算抗剪:
V=1.048kN 计算挠度:
ν=0.16mm 计算简图:
计算抗弯:
M=0.152kN.m 计算抗剪:
V=0.869kN 计算挠度:
ν=0.112mm
承载能力极限状态:
q=1.2×(gk1+gk3)×Lb+1.2×gk4=1.2×(0.35+0.01)×0.7+1.2×0.0333=0.342kN/m 横向次梁的集中力:
R=1.2×Lb×gk4=1.2×0.7×0.0333=0.028kN Pk =1.4pk=1.4×1=1.4kN 正常使用极限状态:
q'=(gk1+gk3)×Lb+gk4=(0.35+0.01)×0.7+0.0333=0.285kN/m 横向次梁的集中力:
R'=Lb×gk4=0.7×0.0333=0.0233kN Pk'=1kN 1.抗弯验算
Mmax=Max(0.185,0.152)=0.185kN.m
σ=Mmax/WX=0.185×106/(4.49×103)=41.105N/mm2≤[f]=205N/mm2 次梁强度满足! 2.挠度验算
νmax=Max(0.16,0.112)=0.16mm≤[ν]=La/400=600/400=1.5mm 次梁挠度满足要求! 3.支座反力计算 极限状态下支座反力:
R次梁=Rmax=Max(1.395,1.183)=1.395kN 正常使用状态下支座反力:
R'次梁=R'max=Max(1.04,0.888)=1.04kN
五、主梁验算
计算抗弯:
M=0.895kN.m 计算抗剪:
V=2.701kN 计算挠度:
ν=5.081mm
下层防护棚传递至悬挑主梁荷载 连接两层短立杆的自重荷载 下层纵向次梁的自重荷载
h×gk4 La×gk4
标准值R'(kN) 1×0.0333=0.033 0.6×0.0333=0.02
设计值R(kN) 1.2×1×0.0333=0.04 1.2×0.6×0.0333=0.024
1.2×5×0.7×0.0333=0.14
1.2×0.6×0.7×0.35=0.176
1.2×0.6×0.7×0.01=0.005 0.385
下层横向次梁的自重荷载
5×Lb×gk4
5×0.7×0.0333=0.117
防护层内材料自重
La×Lb×gk1
0.6×0.7×0.35=0.147
安全网自重荷载 合计
La×Lb×gk3
0.6×0.7×0.01=0.004 0.321
承载能力极限状态:
qx=1.2×q×sinα=1.2×gk5×sin1=1.2×0.0333×0.0175=0.0007kN/m
qy=1.2×q×cosα=1.2×gk5×cos1=1.2×0.0333×0.9998=0.04kN/m Rx=(R次梁+R下排)×sinα=1.78×0.0175=0.0311kN Ry=(R次梁+R下排)×cosα=1.78×0.9998=1.7798kN 正常使用极限状态:
q'x=q×sinα=gk5×sin1=0.0333×0.0175=0.0006kN/m q'y=q×cosα=gk5×cos1=0.0333×0.9998=0.0333kN/m R'x=(R'次梁+R'下排)×sinα=1.361×0.0175=0.0238kN R'y=(R'次梁+R'下排)×cosα=1.361×0.9998=1.3607kN 1.抗弯验算 Mmax=0.895kN.m
σ=Mmax/WX=0.895×106/(4.49×103)=199.31N/mm2≤[f]=205N/mm2 主梁抗弯度满足! 2.挠度验算
νmax=5.081mm≤[ν]=A/400=4240/400=10.6mm 主梁挠度满足要求! 3.支座反力计算 R0=1.342kN R1=3.176kN R2=4.5kN 上拉部分: 第1道上拉:
F1=R1/(sin(α+arctan((S1-L1×sinα)/(L1×cosα))))=3.176/(sin(1+arctan((2.7-1×sin1)/(1×cos1)))) =3.368kN 第2道上拉:
F2=R2/(sin(α+arctan((S2-L2×sinα)/(L2×cosα))))=4.5/(sin(1+arctan((3.3-2.5×sin1)/(2.5×cos1)))) =5.599kN 4.主梁稳定性验算
Nmax=qx×A+Rx((A-a)/Lb+1)+(F12-R12)0.5+(F22-R22)0.5=0.0007×3+0.0311×((3-0.2)/0.7+1)+(3.3682-3.1762)0.5+(5.5992-4.52)0.5=4.61kN
λx=L1/i=1500/15.9=94.34 查《规范》表A得,υ=0.634
σ=N/(υA)=4609.912/(0.634×4.24×102)=17.149N/mm2≤[f]=205N/mm2 主梁稳定性满足要求!
六、主梁与主体结构连接点强度计算
扣件抗滑承载力验算:
Nmax=qx×A+Rx((A-a)/Lb+1)+(F12-R12)0.5+(F22-R22)0.5=0.0007×3+0.0311×((3-0.2)/0.7+1)+(3.3682-3.1762)0.5+(5.5992-4.52)0.5=4.61kN 主梁钢管扣件抗滑移Nmax=4.61kN≤1×12=12kN
主梁与主体结构预埋钢管扣件抗滑移计算:Nlmax=R0×cosα+ Nmax×sinα=1.342×cos1+4.61×sin1= 1.423kN≤Rc=1×12=12kN 主梁扣件抗滑承载力满足要求!
七、拉撑绳杆承载力计算
1.上拉杆件为钢管
S12 轴心受拉稳定性计算: σ=NS/A=5.599×103/489=11.451N/mm2≤f=205N/mm2 符合要求!
钢管扣件抗滑移NS=5.599kN≤1×12=12kN 扣件抗滑承载力满足要求! 角焊缝验算:
τf=NS/(he×lw)=5.599×103/(15×120)=3.111N/mm2≤ftw=160N/mm2 符合要求!
对接焊缝验算:
σ=NS/(lwt)=5.599×103/A=5.599×103/489=11.451N/mm2≤ftw=185N/mm2 符合要求!
悬挑防护棚计算书
一、基本参数
侧立面示意图
平面图
三、荷载参数
cca 计算简图:
计算抗弯:
M=0.185kN.m 计算抗剪:
V=1.048kN 计算挠度:
ν=0.16mm 计算简图:
计算抗弯:
M=0.152kN.m 计算抗剪:
V=0.869kN 计算挠度:
ν=0.112mm
承载能力极限状态:
q=1.2×(gk1+gk3)×Lb+1.2×gk4=1.2×(0.35+0.01)×0.7+1.2×0.0333=0.342kN/m 横向次梁的集中力:
R=1.2×Lb×gk4=1.2×0.7×0.0333=0.028kN Pk =1.4pk=1.4×1=1.4kN 正常使用极限状态:
q'=(gk1+gk3)×Lb+gk4=(0.35+0.01)×0.7+0.0333=0.285kN/m 横向次梁的集中力:
R'=Lb×gk4=0.7×0.0333=0.0233kN Pk'=1kN 1.抗弯验算
Mmax=Max(0.185,0.152)=0.185kN.m
σ=Mmax/WX=0.185×106/(4.49×103)=41.105N/mm2≤[f]=205N/mm2 次梁强度满足! 2.挠度验算
νmax=Max(0.16,0.112)=0.16mm≤[ν]=La/400=600/400=1.5mm 次梁挠度满足要求! 3.支座反力计算 极限状态下支座反力:
R次梁=Rmax=Max(1.395,1.183)=1.395kN 正常使用状态下支座反力:
R'次梁=R'max=Max(1.04,0.888)=1.04kN
五、主梁验算
计算抗弯:
M=0.895kN.m 计算抗剪:
V=2.701kN 计算挠度:
ν=5.081mm
下层防护棚传递至悬挑主梁荷载 连接两层短立杆的自重荷载 下层纵向次梁的自重荷载
h×gk4 La×gk4
标准值R'(kN) 1×0.0333=0.033 0.6×0.0333=0.02
设计值R(kN) 1.2×1×0.0333=0.04 1.2×0.6×0.0333=0.024
1.2×5×0.7×0.0333=0.14
1.2×0.6×0.7×0.35=0.176
1.2×0.6×0.7×0.01=0.005 0.385
下层横向次梁的自重荷载
5×Lb×gk4
5×0.7×0.0333=0.117
防护层内材料自重
La×Lb×gk1
0.6×0.7×0.35=0.147
安全网自重荷载 合计
La×Lb×gk3
0.6×0.7×0.01=0.004 0.321
承载能力极限状态:
qx=1.2×q×sinα=1.2×gk5×sin1=1.2×0.0333×0.0175=0.0007kN/m
qy=1.2×q×cosα=1.2×gk5×cos1=1.2×0.0333×0.9998=0.04kN/m Rx=(R次梁+R下排)×sinα=1.78×0.0175=0.0311kN Ry=(R次梁+R下排)×cosα=1.78×0.9998=1.7798kN 正常使用极限状态:
q'x=q×sinα=gk5×sin1=0.0333×0.0175=0.0006kN/m q'y=q×cosα=gk5×cos1=0.0333×0.9998=0.0333kN/m R'x=(R'次梁+R'下排)×sinα=1.361×0.0175=0.0238kN R'y=(R'次梁+R'下排)×cosα=1.361×0.9998=1.3607kN 1.抗弯验算 Mmax=0.895kN.m
σ=Mmax/WX=0.895×106/(4.49×103)=199.31N/mm2≤[f]=205N/mm2 主梁抗弯度满足! 2.挠度验算
νmax=5.081mm≤[ν]=A/400=4240/400=10.6mm 主梁挠度满足要求! 3.支座反力计算 R0=1.342kN R1=3.176kN R2=4.5kN 上拉部分: 第1道上拉:
F1=R1/(sin(α+arctan((S1-L1×sinα)/(L1×cosα))))=3.176/(sin(1+arctan((2.7-1×sin1)/(1×cos1)))) =3.368kN 第2道上拉:
F2=R2/(sin(α+arctan((S2-L2×sinα)/(L2×cosα))))=4.5/(sin(1+arctan((3.3-2.5×sin1)/(2.5×cos1)))) =5.599kN 4.主梁稳定性验算
Nmax=qx×A+Rx((A-a)/Lb+1)+(F12-R12)0.5+(F22-R22)0.5=0.0007×3+0.0311×((3-0.2)/0.7+1)+(3.3682-3.1762)0.5+(5.5992-4.52)0.5=4.61kN
λx=L1/i=1500/15.9=94.34 查《规范》表A得,υ=0.634
σ=N/(υA)=4609.912/(0.634×4.24×102)=17.149N/mm2≤[f]=205N/mm2 主梁稳定性满足要求!
六、主梁与主体结构连接点强度计算
扣件抗滑承载力验算:
Nmax=qx×A+Rx((A-a)/Lb+1)+(F12-R12)0.5+(F22-R22)0.5=0.0007×3+0.0311×((3-0.2)/0.7+1)+(3.3682-3.1762)0.5+(5.5992-4.52)0.5=4.61kN 主梁钢管扣件抗滑移Nmax=4.61kN≤1×12=12kN
主梁与主体结构预埋钢管扣件抗滑移计算:Nlmax=R0×cosα+ Nmax×sinα=1.342×cos1+4.61×sin1= 1.423kN≤Rc=1×12=12kN 主梁扣件抗滑承载力满足要求!
七、拉撑绳杆承载力计算
1.上拉杆件为钢管
S12 轴心受拉稳定性计算: σ=NS/A=5.599×103/489=11.451N/mm2≤f=205N/mm2 符合要求!
钢管扣件抗滑移NS=5.599kN≤1×12=12kN 扣件抗滑承载力满足要求! 角焊缝验算:
τf=NS/(he×lw)=5.599×103/(15×120)=3.111N/mm2≤ftw=160N/mm2 符合要求!
对接焊缝验算:
σ=NS/(lwt)=5.599×103/A=5.599×103/489=11.451N/mm2≤ftw=185N/mm2 符合要求!