钢结构节点计算表
一、二、三、四、梁:H 500*500*10*20
柱: A w =㎜2
A f =㎜2
A=㎜2
=㎜4
=2*[500*20^3/12+20*500*(500/2-20/2)^2]=㎜4
I =I w +I f =㎜4
W t =㎜3
五、弹性设计:
1、剪力 Vw=Aw*fV=4600*180=
KN
全截面承受弯矩:
Mt =Wt*fy =4,935,120.00*310=N·mm
=KN·mm
1529887200*1152666667/1233780000/1000
=KN·mm
2、μ≥0.5
N v b =KN
=
KN
(80^2)*2*3=(80^2)*2*3
=
38400+38400=
100,580.53*80/76800=KN 100,580.53*80/76800
=KN
[(92.0+104.8)^2+104.8^2]^0.5
=
KN ≤
N v b
3、-㎜
2
㎜
2
≥Anw
4600+2*10000=
828
81,113,333+1152666667=翼缘截面惯性矩:I f 弹性抵抗矩:1233780000/(500/2)=
4,935,120.00
力的取值:
1529887200在剪力Mq 作用下,每个螺栓受力:100,580.53翼缘分担弯矩:
81,113,333
1,429,306.67
腹板螺栓验算:采用M20高强螺栓,抗滑移系数
螺栓双剪,承载力设计值为:125.55
截面:全截面惯性矩:10000
截面面积:24600
腹板截面惯性矩:I w 10*(500-2*20)^3/12=
腹板面积:10*(500-2*20)=4600单侧翼缘面积:20*500=节点号:
截面及特性:
连接形式:腹板采用高强度螺栓连接,翼缘采用全熔透焊接连接。工程名称: M f =腹板分担弯矩:Mw =Mt*Iw/I =1529887200*81,113,333/1233780000/1000
M t *I f /I=1500*800*45*50
Nv=Vw/n=828/9
92.0
在弯矩作用下,受力最大的螺栓的受力:ΣXi 2 =38400ΣYi 2 =
38400
ΣXi 2 +ΣYi 2=
76800
Nmx=Mq*ymax/(ΣXi2 +ΣYi2)=104.8Nmy=Mq*xmax/(ΣXi2 +ΣYi2)=104.8
受力最大的螺栓所受合力:((Nv+Nmy )2+N mx 2)^0.5=
223.0腹板拼接板验算:拼接板规格:
14*260*530
腹板净截面面积:A nw=4600-3*22*10=
3940
拼接板净截面面积:Ans=
2*14*(260-22*3)=
5432
12337800001152666667梁与柱的刚性拼接连接计算
拼接板承受的剪应力:τ=Anw*fv/Ans=3940*180/5432=Inw=81,113,333-3*22^3*10/12-2*10*22*(80^2)
=Ins=2*[14*260^3/12-14*22^3/12*3-2*22*14*(80^2)]
=㎜
4
≥Inw
σ=Mw*y/Ins=100,580.53*130/33,051,330.7*1000=
395.6N/㎜2=[395.6^2+130.6^2]^0.5=
416.6
N/㎜2≤1.1f=
341
4、翼缘完全熔透的对接焊缝强度验算:
σx=M/Bt f (h-t f )=1,429,306.67/[500*20*(500-20)]=298N/㎜2 310N/㎜2 5、连接板焊缝h f: h f =12 σf M =6M/(4*0.707*h f *l w 2)=6*100,580.53/(4*0.707*12*260^2)=263N/㎜2 τ f v =V/(4*0.707*h f *l w )= 828/(4*0.707*12*260)= 94N/㎜ 2 ((σ f M /βf )2+(τ f v )2))0.5=235N/㎜2 < f f w =200N/㎜2 六、截面塑性抵抗矩:Wpn= 10*230*230+500*20*(500-20)= M u =b(t f)(h-t f )f u =500*20*(500-20)*470= KN.m M p =W p f y =5329000*310=1652KN.m M u = 2256KN.m >1.2M p =KN.m 腹板净截面面积的极限抗剪承载力: V u1=0.58A wn f u =0.58*3940*470=1074KN 腹板连接板净截面面积的极限抗剪承载力:V u2=0.58A ns f u =0.58*5432*470= 1481KN 腹板连接板焊缝的极限抗剪承载力:V u5=0.58A w f f u =0.58*0.707*2*12*260**470=1203KN 腹板高强度螺栓的极限抗剪承载力: V u3=0.58n f nA e b f u b =0.58*2*9*352.4*1040=3826.2 KN V u4=nd Σtf cu b =9*20*10*1.5*470= 1269KN V umix =min(V u1,V u2,V u3,V u4,V u5)=1074KN 1.3(2M p /l n )= 1.3*2*1652/6=715.87KN < V umix =1074KN 0.58h w t w f y = 0.58*(500-2*20)*10*310=827.1KN < V umix = 1074KN 1982.45329000腹板净截惯性矩: 折算应力((σ^2+τ^2)^0.5)/1.1 极限承载力设计验算: 78,270,713.0 拼接板净惯性矩: 33,051,330.7 拼接板受弯是边缘弯曲应力:((263/1.22)^2+94^2))^0.5=130.6 N/㎜2≤f v 2256