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圆管X、TY、K、KT节点计算

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Selected 节点, 圆管.
  • 节点
  • 圆管
  • 节点
  • 圆管
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JOB NO.
page 1
Section   made by
Subject 相贯节点计算 Date 6/15/2026 8:51
             X型节点计算
1
          1.基本数据输入
N= kN fy= 215 N/mm2
d0= 194 mm f0= 215 N/mm2
t0= 10 mm fV= 125 N/mm2
A= 5781 mm2 θc= 90 °
d1= 121 mm σ= -91.59 N/mm2
t1= 4 mm ffw= 160 N/mm2
M1= 2.4 kN.m Nc= 4.8 kN
M2= 7.1 kN.m
1  
0.624
1 0.818
  3.容许腹杆承载力
受压腹杆
1 = 194 kN ≥N OK!
受拉腹杆
1 290.5 kN ≥N OK!
     4. 冲切剪力(主管抗剪力）
1 817 kN ≥N OK!
Checked by Drawing No.
JOB  JOB NO.
page 2
Section         BUILDING STRUCTURE   made by
Subject 相贯节点计算 Date 6/15/2026 8:51
1
0.624 < 0.65
1
1
11
  由上可得：
  lw= 388.4 mm
hf= 0.1 mm
采用hf= 1 mm
σf= ≤ ffw OK!
     6.按日本规范计算
1 9.70 
M1a = 20.2  kN.m M2a'= 4.83 kN.m (for XP2)
M2a = 8.8  kN.m M1a'= 1.09 kN.m (for TP2)
1 0.95 
受弯焊缝高度计算如下：
1
= 174.141 1 160N/mm2
1
43778  mm3
1 501.4 mm
52715.9 mm3
加劲钢板长度 L= di-2ti= 113  mm
Checked by Drawing No.
θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc
θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt

JOB NO.
page 1
Section   made by
Subject 相贯节点计算 Date 6/15/2026 8:51
            T、Y型节点计算
1
          1.基本数据输入
N= kN fy= 215 N/mm2
d0= 194 mm f0= 215 N/mm2
t0= 8 mm fV= 125 N/mm2
A= 4675 mm2 θc= 90 °
d1= 152 mm σ= -129.00 N/mm2
t1= 4.5 mm ffw= 160 N/mm2
M1= kN.m N‘= 150 kN
M2= kN.m
1  
0.784
1 0.712
1
由上可得：
ψd= 0.887
  3.容许腹杆承载力
受压腹杆
1 199.284 kN ≥N OK!
受拉腹杆
1
由上得： Nit*= 242 kN ≥N OK!
Checked by Drawing No.
JOB  JOB NO.
page 2
Section         BUILDING STRUCTURE   made by
Subject 相贯节点计算 Date 6/15/2026 8:51
     4. 冲切剪力(主管抗剪力）
1 821 kN ≥N OK!
1
0.784 > 0.65
1
1
11
  由上可得：
  lw= 503.7 mm
hf= 2.7 mm
采用hf= 1 mm
σf= ≤ ffw OK!
     6.按日本规范计算
1 12.13 
M1a= 22.4  kN.m M1a'= 5.80 (for  XP2)
M2a= 9.4  kN.m M1a'= 3.70 (for TP2)
1 0.75 
受弯焊缝高度计算如下：
1 1
= 70.9104 ≤ 160N/mm2
其中：
1
69757.3  mm3
1 646.7 mm
84071.6 mm3
加劲钢板长度 L= di-2ti= mm
Checked by Drawing No.
θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc
θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt

JOB  JOB NO.
page 1
Section   made by
Subject 相贯节点计算 Date 6/15/2026 8:51
            K型节点计算
1 K
          1.基本数据输入
N= kN fy= 215 N/mm2
d0= 245 mm f0= 215 N/mm2
t0= 8 mm fV= 125 N/mm2
A= 5956 mm2 θ1= 45 °
d1= 146 mm θ2= 90 °
t1= 4 mm σ= -64.50 N/mm2
d2= 146 mm a= 0 mm
t2= 4 mm ffw= 160 N/mm2
M1= 1 kN.m N‘= 134 kN
M2= 1 kN.m
1  
0.60
1 0.883
1
由上可得：
ψd= 0.623
1 1.545
  3.容许腹杆承载力
受压腹杆
1 397.581 kN ≥N OK!
1
  Nit*= = 281 kN ≥N OK!
Checked by Drawing No.
JOB  JOB NO.
page 2
Section         BUILDING STRUCTURE   made by
Subject 相贯节点计算 Date 6/15/2026 8:51
     4. 冲切剪力(主管抗剪力）
1 1347 kN ≥N NG!
1
0.596 < 0.65
1
1
11
  由上可得：
  lw= 572.0 mm
hf= 2.1 mm
采用hf= 4.0 mm
σf= 1 > ffw NG!
     6.按日本规范计算
1 15.31 
M1a= 18.1  kN.m
M2a= 6.2  kN.m M2a'= 3.52
1 0.55 
受弯焊缝高度计算如下：
1 1
= 83.6708 ≤ 160N/mm2
其中：
1
= 24276.5  mm3
1 710 709.975 mm
33163.7 33163.7 mm3
加劲钢板长度 L= di-2ti= 138.0  138.0  mm
Checked by Drawing No.
θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc θc
θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt θt

JOB  JOB NO.
page 1
Section   made by
Subject 相贯节点计算 Date 6/15/2026 8:51
            K、T型节点计算
1
          1.基本数据输入
N= 40 kN fy= 215 N/mm2
d0= 250 mm f0= 215 N/mm2
t0= 30 mm fV= 125 N/mm2
A= 20735 mm2 θ1= 30 °
d1= 150 mm θ2= 45 °
t1= 20 mm θ3= 90 °
d2= 150 mm σ= 1.93 N/mm2
t2= 20 mm a= 150 mm
d3= 150 mm ffw= 160 N/mm2
t3= 20 mm Nˊ= 38 kN
M1= 66 kN.m
M2= 6 kN.m
     2.计算系数  
1 1.000
1 1.000
1
由上可得：
ψd= 1.320
1 0.242
  3.容许腹杆承载力
受压腹杆
1 2292.47 kN ≥N OK!
1
  Nit*= = 3351 kN ≥N OK!
Checked by Drawing No.
JOB  JOB NO.
page 2
Section         BUILDING STRUCTURE   made by
Subject 相贯节点计算 Date 6/15/2026 8:51
     4. 冲切剪力(主管抗剪力）
1 9118 kN ≥N OK!
1
0.600 < 0.65
1
1
1
1
  由上可得：
  lw= 738.2 mm
hf= 2.0 mm
采用hf= 6.0 mm
σf= 1 ≤ ffw OK!
     6.按日本规范计算
1 4.17 
M1a= 253.7  kN.m M1a'= 0.00 (for  XP2)
M2a= 278.1  kN.m M1a'= 791.89 (for TP2)
1 0.30 
受弯焊缝高度计算如下：
1
= #DIV/0! #DIV/0! 160N/mm2 1
其中：
1
= 0.0  mm3
1 848.2 mm
8470 mm3
加劲钢板长度 L= di-2ti= #### mm
Checked by Drawing No.
X
TY
K
KT
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